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B18-0096_Approved Documents_1537563227.pdf
COMcheck Software Version 4.0.8.1 Envelope Compliance Certificate Project Title: 2015 IECC Project Type:New Construction Vertical Glazing / Wall Area:13% Location:Vail, Colorado Climate Zone:6b Construction Site: Owner/Agent: Designer/Contractor: Project Information Energy Code: Unspecified Additional Efficiency Package(s) Building Area Floor Area 1-Parking Garage : Nonresidential 7698 2-Multifamily : Residential 45920 Envelope Assemblies Assembly Cavity R-Value Cont. R-Value Proposed U-Factor Budget U- Factor(a) Gross Area or Perimeter Roof 1: Attic Roof with Wood Joists, [Bldg. Use 2 - Multifamily] 11728 49.0 0.0 0.021 0.021 Floor 1: Wood-Framed, [Bldg. Use 2 - Multifamily] 10736 49.0 0.0 0.022 0.033 Floor 2: Slab-On-Grade:Unheated, Vertical 4 ft., [Bldg. Use 1 - Parking Garage] (c) 634 --- 9.0 0.492 0.540 NORTH Exterior Wall 1: Wood-Framed, 16" o.c., [Bldg. Use 2 - Multifamily] 6167 19.0 4.5 0.050 0.051 Window 1: Vinyl/Fiberglass Frame:Operable, Perf. Specs.: Product ID NA, SHGC 0.29, [Bldg. Use 2 - Multifamily] (b) 1422 --- --- 0.310 0.430 Exterior Wall 5: Solid Concrete:12" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Parking Garage] 2392 --- 9.0 0.091 0.080 EAST Exterior Wall 2: Wood-Framed, 16" o.c., [Bldg. Use 2 - Multifamily] 4669 19.0 4.5 0.050 0.051 Window 2: Vinyl/Fiberglass Frame:Fixed, Perf. Specs.: Product ID NA, SHGC 0.29, [Bldg. Use 2 - Multifamily] (b) 143 --- --- 0.310 0.360 Exterior Wall 6: Solid Concrete:12" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Parking Garage] 1238 --- 9.0 0.091 0.080 SOUTH Exterior Wall 4: Wood-Framed, 16" o.c., [Bldg. Use 2 - Multifamily] 6454 19.0 4.5 0.050 0.051 Window 4: Vinyl/Fiberglass Frame:Operable, Perf. Specs.: Product ID NA, SHGC 0.29, [Bldg. Use 2 - Multifamily] (b) 1517 --- --- 0.310 0.430 Exterior Wall 8: Solid Concrete:12" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Parking Garage] 2239 --- 9.0 0.091 0.080 Door 1: Insulated Metal, Non-Swinging, [Bldg. Use 1 - Parking Garage] 265 --- --- 1.000 1.000 WEST Project Title: Data filename: Untitled.cck 07/24/18Report date: 101 of Page Assembly Cavity R-Value Cont. R-Value Proposed U-Factor Budget U- Factor(a) Gross Area or Perimeter Exterior Wall 3: Wood-Framed, 16" o.c., [Bldg. Use 2 - Multifamily] 4633 19.0 4.5 0.050 0.051 Window 3: Vinyl/Fiberglass Frame:Operable, Perf. Specs.: Product ID NA, SHGC 0.29, [Bldg. Use 2 - Multifamily] (b) 678 --- --- 0.310 0.430 Exterior Wall 7: Solid Concrete:12" Thickness, Normal Density, Furring: None, [Bldg. Use 1 - Parking Garage] 1332 --- 9.0 0.091 0.080 (a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements. (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. (c) Slab-On-Grade proposed and budget U-factors shown in table are F-factors. Envelope TBD: Efficiency Option must be specified (see Project screen) Project Title: Data filename: Untitled.cck 07/24/18Report date: 102 of Page Inspection Checklist Requirements: 81.0% were addressed directly in the COMcheck software COMcheck Software Version 4.0.8.1 Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Energy Code: 2015 IECC Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 [PR1]1 Plans and/or specifications provide all information with which compliance can be determined for the building envelope and document where exceptions to the standard are claimed. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.4.1 [PR10]1 The vertical fenestration area <= 30 percent of the gross above-grade wall area. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.4.1 [PR11]1 The skylight area <= 3 percent of the gross roof area. Complies Does Not Not Observable Not Applicable Requirement will be met. C405.6 [PR16]1 Group R-2 dwelling units have separate electrical meters. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C406 [PR9]1 Plans, specifications, and/or calculations provide all information with which compliance can be determined for the additional energy efficiency package options. Complies Does Not Not Observable Not Applicable Requirement will be met. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 103 of Page Section # & Req.ID Footing / Foundation Inspection Complies? Comments/Assumptions C303.2 [FO4]2 Slab edge insulation installed per manufacturer’s instructions. Complies Does Not Not Observable Not Applicable Requirement will be met. C303.2.1 [FO6]1 Exterior insulation protected against damage, sunlight, moisture, wind, landscaping and equipment maintenance activities. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.2.5 [FO3]2 Slab edge insulation R-value. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.2.6 [FO12]3 Radiant heating systems panels insulated to >=R-3.5 on face opposite space being heated. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Envelope Assemblies table for values. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 104 of Page Section # & Req.ID Framing / Rough-In Inspection Complies? Comments/Assumptions C303.1.3 [FR12]2 Fenestration products rated in accordance with NFRC. Complies Does Not Not Observable Not Applicable Requirement will be met. C303.1.3 [FR13]1 Fenestration products are certified as to performance labels or certificates provided. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.4.3 [FR10]1 Vertical fenestration SHGC value. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.4.3, C402.4.3. 4 [FR8]1 Vertical fenestration U-Factor. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.4.4 [FR14]2 U-factor of opaque doors associated with the building thermal envelope meets requirements. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.5.1. 2.2 [FR20]1 The building envelope contains a continuous air barrier that is sealed in an approved manner and average assembly air leakage <= 0.04 cfm/ft2. Air barrier penetrations are sealed in an approved manner. Complies Does Not Not Observable Not Applicable C402.5.2, C402.5.4 [FR18]3 Factory-built fenestration and doors are labeled as meeting air leakage requirements. Complies Does Not Not Observable Not Applicable C402.5.7 [FR17]3 Vestibules are installed on all building entrances. Doors have self-closing devices. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 105 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C402.5.5, C403.2.4. 3 [ME3]3 Stair and elevator shaft vents have motorized dampers that automatically close. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.5.5, C403.2.4. 3 [ME58]3 Outdoor air and exhaust systems have motorized dampers that automatically shut when not in use and meet maximum leakage rates. Check gravity dampers where allowed. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 106 of Page Section # & Req.ID Insulation Inspection Complies? Comments/Assumptions C303.1 [IN3]1 Roof insulation installed per manufacturer’s instructions. Blown or poured loose-fill insulation is installed only where the roof slope is <=3 in 12. Complies Does Not Not Observable Not Applicable Requirement will be met. C303.1 [IN10]2 Building envelope insulation is labeled with R-value or insulation certificate providing R-value and other relevant data. Complies Does Not Not Observable Not Applicable Requirement will be met. C303.2 [IN7]1 Above-grade wall insulation installed per manufacturer’s instructions. Complies Does Not Not Observable Not Applicable Requirement will be met. C303.2, C402.2.4 [IN9]2 Floor insulation installed per manufacturer’s instructions. Cavity or structural slab insulation installed in permanent contact with underside of decking or structural slabs. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C303.2.1 [IN14]2 Exterior insulation is protected from damage with a protective material. Verification for exposed foundation insulation may need to occur during Foundation Inspection. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.1.3 [IN19]3 Non-swinging opaque doors have R- 4.75 insulation. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C402.2.1 [IN17]3 Insulation intended to meet the roof insulation requirements cannot be installed on top of a suspended ceiling. Mark this requirement compliant if insulation is installed accordingly. Complies Does Not Not Observable Not Applicable Requirement will be met. C402.2.3 [IN6]1 Above-grade wall insulation R-value. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.2.5 [IN8]2 Floor insulation R-value. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.2.6 [IN18]3 Radiant panels and associated components, designed for heat transfer from the panel surfaces to the occupants or indoor space are insulated with a minimum of R-3.5. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C402.2.2 [IN2]1 Roof R-value. For some ceiling systems, verification may need to occur during Framing Inspection. Complies Does Not Not Observable Not Applicable See the Envelope Assemblies table for values. C402.5.1. 1 [IN1]1 All sources of air leakage in the building thermal envelope are sealed, caulked, gasketed, weather stripped or wrapped with moisture vapor- permeable wrapping material to minimize air leakage. Complies Does Not Not Observable Not Applicable Requirement will be met. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 107 of Page 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 108 of Page Section # & Req.ID Final Inspection Complies? Comments/Assumptions C402.5.3 [FI51]3 Where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening are located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms are sealed and insulated. Complies Does Not Not Observable Not Applicable C402.5.6 [FI37]1 Weatherseals installed on all loading dock cargo doors. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C402.5.8 [FI26]3 Recessed luminaires in thermal envelope to limit infiltration and be IC rated and labeled. Seal between interior finish and luminaire housing. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Untitled.cck 07/24/18Report date: 109 of Page Project Title: Data filename: Untitled.cck 07/24/18Report date: 1010 of Page ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2013 Page 1 of 6 1000 ICC-ES Evaluation Report ESR-1061 Reissued May 1, 2013 This report is subject to renewal May 1, 2014. www.icc-es.org | (800) 423-6587 | (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 07 00 00THERMAL AND MOISTURE PROTECTION Section: 07 21 00Thermal Insulation Section: 07 25 00Water-Resistive Barriers/Weather Barriers REPORT HOLDER: OWENS CORNING FOAM INSULATION, LLC ONE OWENS CORNING PARKWAY TOLEDO, OHIO 43659 (330) 677-2331 www.owenscorning.com EVALUATION SUBJECT: FOAMULAR® 150, 250, 400, 600, AND 1000 EXTRUDED POLYSTYRENE INSULATION BOARDS 1.0 EVALUATION SCOPE Compliance with the following codes: 2009 International Building Code® (IBC) 2009 International Residential Code® (IRC) 2009 International Energy Conservation Code® (IECC) Other Codes (see Section 8.0) Properties evaluated: Physical properties Surface burning characteristics Thermal performance (R-values) Attic and crawl space installation Water-resistive barrier 2.0 USES The FOAMULAR insulation boards described in Table 1 of this report are extruded polystyrene foam plastic insulation boards for use as nonstructural thermal insulation in wall assemblies, door cavities, in ceiling/floor assemblies and as a component of classified roof assemblies. The insulation boards may be used at the exterior perimeter of foundations, except in areas where the probability of termite exposure is very heavy as defined Section 2603.8 of the IBC and Section R318.4 of the IRC. The insulation may be used in any type of construction; see Section 4.4 for use on exterior walls of Types I, II, III and IV construction. The insulation boards may be used on walls, ceilings and floor surfaces of attics, crawl spaces, detached garages, pole barns, telecommunication shelters, concrete modular buildings, agricultural buildings, buildings regulated under IBC Section 312 (Utility and Miscellaneous, Group U), or structures constructed in accordance with the IBC or IRC, with no covering applied to the foam plastic, when the boards are installed in accordance with Section 4.2. FOAMULAR insulation boards may be used as alternatives to the water-resistive barrier specified in the IBC and IRC, when installed as set forth in Section 4.3. 3.0 DESCRIPTION 3.1 General: FOAMULAR insulation boards are extruded polystyrene (XPS) foam plastic complying with ASTM C 578 and having minimum densities as specified in footnote 1 of Table 1 of this report. The insulation boards are available in various densities having the product names listed in Table 1. The boards are available in various lengths and widths and in thicknesses up to 4 inches (102 mm) for Types X, IV, VI, VII and V, with various edge and surface configurations. 3.2 Joint-sealing Tape: Owens Corning Propink Butyl Seam tape is nominally 3 inches (76.2 mm) wide and is used in conjunction with FOAMULAR brand insulation board products to seal joints between two or more edges of the boards, when the insulation boards are installed as a water-resistive barrier. The installation must be as described in Section 4.3 of this report. 3.3 Surface Burning Characteristics: FOAMULAR insulation boards have a flame-spread index of 25 or less and a smoke-developed index of 450 or less, when tested in accordance with ASTM E 84 at a maximum thickness of 4 inches (102 mm) and a maximum density of 3.6 pcf (57.6 kg/m3). 3.4 Thermal Resistance, (R-Values): FOAMULAR insulation boards have a thermal resistance (R-value) at a mean temperature of 75°F (24°C) as shown in Table 1. 4.0 INSTALLATION 4.1 General: FOAMULAR insulation boards must be installed in accordance with the manufacturers published installation instructions and this report. Except as described in Section 4.2, the interior of the building must be separated from the insulation boards by an approved 15-minute thermal barrier as required in IBC ESR-1061 | Most Widely Accepted and Trusted Page 2 of 6 Section 2603.4 or IRC Section R316.4 The use of the insulation boards in areas of “very heavy” termite probability must comply with IBC Section 2603.8, or IRC Section R318.4, as applicable. Under the IBC, protection against condensation must be provided in accordance with IBC Sections 1403.2 and 1405.3; under the IRC, when required, a vapor retarder must be provided in accordance with IRC Section R601.3. Except as described in Section 4.3, a water-resistive barrier must be provided in accordance with IBC Section 1404.2 or 2510.6 or IRC Sections R703.2 R703.6.3, as applicable. FOAMULAR insulation boards must not be used as a nailing base for exterior siding materials. All nailing must penetrate through the boards into the wall framing or structural sheathing as required by the siding manufacturer’s installation instructions or the applicable code. Fasteners used to attach finish material over insulation boards must comply with a current ICC-ES evaluation report for proprietary wall covering materials, or IBC Section 1405.17, or IRC Table 703.4, and the installation instructions from the finish manufacturer. For exterior wall covering applications, fasteners for insulation boards thicker than 11/2 inches (38 mm) must be considered for lateral resistance to ensure support for the exterior wall coverings. Wall coverings over the insulation must be structurally adequate to resist the required horizontal forces perpendicular to the wall. Exterior wall assembly, exterior finish or a wall covering in conjunction with insulation boards must be structurally adequate to resist horizontal forces perpendicular to the wall. All walls must be braced in accordance with IBC Sections 2308.9.3 and 2308.12.4, or IRC Section R602.10, as applicable. FOAMULAR insulation boards must be installed in a manner which will hold the insulation securely in place. 4.2 Special Uses: 4.2.1 Attics and Crawl Spaces: FOAMULAR insulation boards may be used in attics and crawl spaces without a covering being applied to the interior side of the foam plastic, provided all of the following conditions are met: a. Entry to the attic or crawl space is only to service utilities and no storage is permitted. b. There are no interconnected attic or crawl space areas. c. Air in the attic or crawl space is not circulated to other parts of the building. d. Attic ventilation is provided when required by IBC Section 1203.2 or IRC Section R806, as applicable. Under-floor (crawl space) ventilation is provided when required by IBC Section 1203.3 or IRC Section R408.1, as applicable. e. Combustion air is provided in accordance with Section 701 of the International Mechanical Code® (IMC). f. FOAMULAR insulation boards are limited to a maximum density of 2.0 pcf (32 kg/m3) and a maximum thickness of 3 inches (76.2 mm). 4.2.2 Other Structures: FOAMULAR insulation boards, with a maximum thickness of 3 inches (76 mm), may be installed on any or all surfaces (wall, ceiling, floor) of detached garages, pole barns, telecommunication shelters, concrete modular buildings, agricultural buildings, buildings under the IBC Utility and Miscellaneous Group U or other structures under the IBC or IRC, with no coverings (thermal or ignition barrier) applied to the foam plastics, when all other requirements of the building code for that building are met. 4.3 Water-resistive Barrier When installed on exterior walls in accordance with this section, the FOAMULAR insulation boards may be used as an alternative to the water-resistive barrier as prescribed in IBC Section 1404.2 and IRC Section R703.2. The boards must be covered with an approved exterior wall covering. FOAMULAR insulation boards measuring 2 feet by 8 feet (0.6 m by 2.4 m) or 4 feet by 8 feet (1.2 m by 2.4 m) are installed horizontally or vertically with long joints and end joints in contact with one another. When installed directly on framing members, the insulation boards measuring 2 feet by 8 feet (0.6 m by 2.4 m) must be installed horizontally and framing members are spaced a maximum of 16 inches on center. For wood framing, the insulation boards are attached using 3/8-inch-diameter-head (9.5 mm) galvanized nails, 1-inch-crown (25.4 mm) galvanized staples, 6d ring-shank nails with 1-inch (25.4 mm) plastic washers or equivalent fasteners long enough to penetrate framing a minimum of 3/4 inch (19 mm), or through the sheathing, whichever is less. For steel framing, the insulation boards are attached using No. 6, Type S drywall screws with 1-inch (25.4 mm) plastic washers, long enough to penetrate the framing a minimum of 3/4 inch (19 mm). Fasteners must not be over-driven. Fasteners must be spaced a minimum of 12 inches on center around the perimeter and 16 inches on center in the field. For window installations, the nailing flange is set against sealant bedding and fastened to the framing with galvanized roofing nails 3 inches (76.2 mm) from each corner and 8 inches (203.2 mm) on center. Minimum 3-inch-wide (76.2 mm) flashing is used to seal the sills of windows, and minimum 2-inch-wide (50.8 mm) flashing is used to seal jambs and heads. Window installation must be in accordance with the window manufacturer’s instructions. See also Figure 1. Seams and joints between boards must be covered by minimum 3-inch-wide (76.2 mm) Propink Buytl Seam tape positioned using hand pressure, and finished with a roller. Penetrations in exterior walls must be sealed with a sealant complying with ASTM C 920, Type S or M, Grade NS, Class 25, or with expanding spray foam sealant complying with AAMA 812 as part of the penetration flashing procedure illustrated in Figure 1 and Figure 2. When the insulation boards are applied over open framing, vertical butt joints must be over framing members. Horizontal joints of foam plastic boards must be tongue- and-groove, or supported by blocking. For cementitious exterior wall coating systems, unbacked joints are permitted only when specified in the ICC-ES evaluation report on the cementitious exterior wall coating system. 4.4 Use on Exterior Walls in Types I, II, III and IV Construction: When used on walls of Types I, II, III and IV construction, the assembly in which the ASTM C 578 Type X, IV, VI, VII and V FOAMULAR foam plastic insulation is used, must comply with IBC Section 2603.5. The potential heat of the foam plastic insulation boards in any portion of the wall or panels must not exceed the potential heat, expressed in Btu/ft2 (mJ/M2), of the foam plastic insulation contained in the wall assembly tested in accordance with NFPA 285. The potential heat for the ASTM C 578 Type X, IV, VI, VII and V FOAMULAR foam plastic insulation boards is 1905, 2271, 2638, 3224, and 4396 Btu/ft2 (21.6, 25.8, 30.0, 36.6 and 49.9 mJ/M2) per inch of thickness, respectively. ESR-1061 | Most Widely Accepted and Trusted Page 3 of 6 5.0 CONDITIONS OF USE The FOAMULAR foam plastic insulation boards described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The insulation boards must be installed in accordance with the manufacturer’s published installation instructions, subject to the conditions of this report and the applicable code. In the event of a conflict between the manufacturer’s instructions and this report, this report governs. 5.2 A water-resistive barrier complying with the requirements of the applicable code must be provided, except when installation is as described in Section 4.3 of this report. 5.3 Use of the insulation boards to structurally resist transverse, racking-shear or vertical loading is outside the scope of this report. Walls must be braced in accordance with the requirements of the applicable code. 5.4 The insulation boards must not be used as a nailing base for exterior siding materials. All nailing must be into the wall framing as required by the siding manufacturer’s published installation instructions or the applicable code. 5.5 The insulation boards must be separated from the interior of the building with an approved 15-minute thermal barrier, except as described in Section 4.2 of this report. 5.6 Where required by the applicable code, a vapor retarder system, must be installed in the exterior wall, floor, and/or roof ceiling assembly. 5.7 Jobsite certification and labeling of the insulation must comply with IRC Section N1101.4 and IECC Section 303.1, as applicable. 5.8 Use of foam plastic insulation in areas where the probability of termite infestation is “very heavy” must be in accordance with IBC Section 2603.8 or IRC Section R318.4, as applicable. In these areas, the clearance between the foam plastic insulation and exposed earth must be a minimum of 6 inches (152 mm). 5.9 When use is on buildings of Type I, II, III or IV construction, documentation must be submitted to the code official verifying that the insulation has been qualified as a component of an assembly tested in accordance with Sections 2603.5.1, 2603.5.5 and 2603.5.7 of the IBC. The maximum potential heat of the foam plastic used in the assembly must be no greater than that noted in Section 4.4. 5.10 FOAMULAR insulation boards are manufactured in Portland, Oregon; Grand Ile, Quebec; Tallmadge, Ohio; and Rockford, Illinois, under a quality control program with inspections by RADCO (AA-650). 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Foam Plastic Insulation (AC12), dated June 2009. 6.2 Data in accordance with the ICC-ES Acceptance Criteria for Foam Plastic Sheathing Panels Used as Water-resistive Barriers (AC71), dated February 2003 (editorially revised June 2008). 6.3 Reports of room corner fire tests in accordance with NFPA 286, for the special uses in Section 4.2 6.4 Reports of potential heat tests in accordance with NFPA 259. 7.0 IDENTIFICATION FOAMULAR insulation boards must be identified by the Owens Corning name, the product name, the name of the inspection agency [RADCO (AA-650)], the plant code or manufacturing location address and the evaluation report number (ESR-1061). Owens Corning Propink Buytl tape must be identified with the Owens Corning name, the product name and the evaluation number (ESR-1061) 8.0 OTHER CODES In addition to the codes referenced in Section 1.0, the products described in this report were evaluated for compliance with the requirements of the following codes: 2006 International Building Code® (2006 IBC) 2006 International Residential Code® (2006 IRC) 2006 International Energy Conservation Code® (2006 IECC) The products comply with the above-mentioned codes as described in Section 2.0 through 7.0 of this report, with the revisions noted below: Uses: See Section 2.0, except use of the insulation boards in areas of “very heavy” termite infestation is in accordance with 2006 IRC Section R320.5 Design and Installation: See Section 4.1, except the interior of the building must be separated from the insulation boards with a thermal barrier complying with Section R314.4 of the 2006 IRC, and a vapor barrier must be installed in accordance with Section R318.1 of the 2006 IRC. Special Uses: Attics and Crawl Spaces: See Section 4.2, except combustion air is provided in accordance with Section 701 and 703 of the 2006 IMC. Conditions of Use: See Section 5.0, except: Under Section 5.7, jobsite certification and labeling must comply with 2006 IECC Section 102.1.1. Under Section 5.8, in areas where the probability of termite infestation is “very heavy,” use of foam plastic must be in accordance with 2006 IRC Section R320.5. ESR-1061 | Most Widely Accepted and Trusted Page 4 of 6 TABLE 1—FOAMULAR INSULATION BOARDS PRODUCT NAME ASTM C 578 TYPE1 R-VALUE, R / INCH AT 75°F (ft 2-hr-°F/Btu) FOAMULAR 150 X 5.0 FOAMULAR 250 IV 5.0 FOAMULAR 400 VI 5.0 FOAMULAR 600 VII 5.0 FOAMULAR 1000 V 5.0 FOAMULAR INSULATING SHEATHING X 5.0 FOAMULAR PROPINK X 5.0 FOAMULAR HALF INCH X 3.0 in 1/2-inch thickness FOAMULAR INSULPINK X 5.0 FOAMULAR INSULPINK Z X 5.0 FOAMULAR CC X 5.0 FOAMULAR CW15 X 5.0 FOAMULAR CW25 IV 5.0 FOAMULAR THERMAPINK 18 X 5.0 FOAMULAR THERMAPINK 25 IV 5.0 FOAMULAR THERMAPINK 40 VI 5.0 FOAMULAR THERMAPINK 60 VII 5.0 FOAMULAR C-200 X 5.0 FOAMULAR C-300 IV 5.0 FOAMULAR 350 IV 5.0 FOAMULAR 404 VI 5.0 FOAMULAR 604 VII 5.0 FOAMULAR 404RB VI 5.0 FOAMULAR 604RB VII 5.0 FOAMULAR DURAPINK IV 5.0 FOAMULAR DURAPINK FA IV 5.0 FOAMULAR DURAPINK PLUS IV 5.0 FOAMULAR LT30 IV 5.0 FOAMULAR LT40 VI 5.0 FOAMULAR PINKCORE IV 5.0 FOAMULAR AG-TEK IV 5.0 FOAMULAR CC HIGH R IV 5.6 FOAMULAR HIGH R CW PLUS IV 5.6 For SI: 1 inch = 25.4 mm, 1 ft2-hr-°F/Btu = 0.176 m2-K/W, 1 pcf = kg/m3. 1Type X has a minimum density of 1.30 pcf; Type IV has a minimum density of 1.55 pcf;2Type VI has a minimum density of 1.80 pcf; Type VII has a minimum density of 2.20 pcf; 3Type V has a minimum density of 3.00 pcf. ESR-1061 | Most Widely Accepted and Trusted Page 5 of 6 FIGURE 1—TYPICAL WINDOW FLASHING DETAIL ESR-1061 | Most Widely Accepted and Trusted Page 6 of 6 FIGURE 2—TYPICAL PENETRATION FLASHING DETAIL Product Data Sheet FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation Energy-Saving1, Moisture Resistant XPS Insulation ASTM C578 Type IV, 25 psi minimum Description Owens Corning™ FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is a closed cell, moisture-resistant rigid foam board well suited to meet the needs for a wide variety of building applications. FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is great for many residential and commercial construction applications such as wall furring, perimeter/ foundation, cavity wall, pre- cast concrete, under slab, crawl spaces, sheathing and other applications.2 FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is classiied as a Type IV product when tested in accordance with ASTM C578 and provides a long-term thermal performance of R-5 per inch. Like all FOAMULAR® XPS Insulation products, FOAMULAR® 1 Savings vary. Find out why in the seller’s fact sheet on R-values. Higher R-values mean greater insulating power. 2 Not for use in rooing. For rooing applications, use FOAMULAR® THERMAPINK® Extruded Polystyrene (XPS) Rigid Foam Insulation. 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is made with Owens Corning’s patented Hydrovac® process technology under strict quality control measures, which makes it highly resistant to moisture and permits the product to retain its high R-value year after year even after exposure to moisture and freeze/ thaw cycling. Key Features • Excellent long-term stable insulating performance at R-5 per inch3 • Exceptional moisture resistance, long-term durability • Limited lifetime warranty4— maintains 90% of R-value and covers all ASTM C578 properties • The only XPS foam to have achieved GREENGUARD Gold Certiication • The only XPS foam with certiied recycled content— certiied by SCS Global Services to contain a minimum 20% recycled content • Will not corrode, rot or support mold growth • Zero ozone depletion potential with 70% less global warming potential than our previous formula • Reusable • Lightweight, durable rigid foam panels are easy to handle and install • Easy to saw, cut or score 3 R means the resistance to heat low; the higher the R-value, the greater the insulating power. 4 See actual warranty for complete details, limitations and requirements. • Versatile applications: sheathing, foundation walls, masonry cavity walls1 • Not for use in rooing. For rooing applications, use FOAMULAR® THERMAPINK® Extruded Polystyrene (XPS) Insulation. Product type • Minimum compressive strength of 25 psi • Wide selection of sizes and thicknesses • Available in straight, tongue and groove, or scored square edge • Compliant with building codes and standards Product Applications High-performance FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation: • Retards the transmission of water vapor and moisture in masonry walls • Provides continuous insulation over steel stud framing, in insulated concrete sandwich panel walls, in masonry unit cavity walls, or when used with non-penetrating, surface mounted furring systems over masonry or concrete walls • Insulates and retains its properties in below grade perimeter and foundation applications, or directly beneath the concrete slab to complement the insulating sheathing envelope around the building framing • FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is great for below grade applications. Extruded Product Data Sheet FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation polystyrene (XPS) insulation is resistant to degradation from the components of common soils and will retain its insulating performance characteristics even after prolonged exposure to moisture • Provides a weather resistant barrier (when joints are sealed) to enhance the building’s resistance to air and moisture penetration Technical Information This product is combustible. A protective barrier or thermal barrier is required as speciied in the appropriate building code. For additional information, consult MSDS or contact Owens Corning World Headquarters at 1-800-GET-PINK®. All construction should be evaluated for the necessity to provide vapor retarders. See current ASHRAE Handbook of Fundamentals. FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation is a non-structural material and must be installed on framing which is independently braced and structurally adequate to meet required construction and service loading conditions. FOAMULAR® XPS Insulation can be exposed to the exterior during normal construction cycles. During that time some fading of color may begin due to UV exposure, and, if exposed for extended periods of time, some degradation or “dusting” of the polystyrene surface may begin. It is best if the product is covered within 60 days to minimize degradation. Once covered, the deterioration stops, and damage is limited to the thin top surface layers of cells. Cells below are generally unharmed and still useful insulation. Typical Physical Properties1 FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation Property Test Method2 Value Thermal Resistance3, R-Value (180 day) minimum, hr•ft2•°F/Btu (RSI, °C•m2/W) @ 75°F (24°C) mean temperature ASTM C518 4" Thickness 4.0 (0.70) 1" Thickness 5.0 (0.88) 12" Thickness 7.5 (1.32 2" Thickness 10 (1.76) 22" Thickness 12.5 (2.20) 3" Thickness 15 (2.64) 4" Thickness 20 (3.52) @ 40°F (4.4°C) mean temperature 4" Thickness 4.3 (0.76) 1" Thickness 5.4 (0.95) 12" Thickness 8.1 (1.43) 2" Thickness 10.8 (1.90) 22" Thickness 13.5 (2.38) 3" Thickness 16.2 (2.85) 4" Thickness 21.6 (3.80) Long Term Thermal Resistance, LTTR-Value3, minimum hr•ft2•°F/Btu (RSI, °C•m2/W) @ 75°F (24°C) mean temperature CAN/ULC S770-03 4" Thickness N/A 1" Thickness 5.0 (0.88) 12" Thickness 7.8 (1.37) 2" Thickness 10.6 (1.87) 22" Thickness 13.4 (2.36) 3" Thickness 16.2 (2.85) 4" Thickness 22.0 (3.87) Compressive Strength4, minimum psi (kPa) ASTM D1621 25 (172) Flexural Strength5, minimum psi (kPa) ASTM C203 75 (517) Water Absorption6, maximum % by volume ASTM C272 0.10 Water Vapor Permeance7, maximum perm (ng/Pa•s•m2) ASTM E96 1.5 (86) Dimensional Stability, maximum % linear change ASTM D2126 2.0 Flame Spread8, 9 ASTM E84 5 Smoke Developed8, 9, 10 ASTM E84 45-175 Oxygen Index8, minimum % by volume ASTM D2863 24 Service Temperature, maximum °F (°C) — 165 (74) Linear Coeficient of Thermal Expansion, in/in/ºF (m/m°C) ASTM E228 3.5 x 10 -5 (6.3 x 10 -5) 1. Properties shown are representative values for 1" thick material, unless otherwise speciied. 2. Modiied as required to meet ASTM C578 3. R means the resistance to heat low; the higher the value, the greater the insulation power. This insulation must be installed properly to get the marked R-value. Follow the manufacturer’s instructions carefully. If a manufacturer’s fact sheet is not provided with the material shipment, request this and review it carefully. R-values vary depending on many factors including the mean temperature at which the test is conducted, and the age of the sample at the time of testing. Because rigid foam plastic insulation products are not all aged in accordance with the same standards, it is useful to publish comparison R-value data. The R-value for FOAMULAR® XPS Insulation is provided from testing at two mean temperatures, 40ºF and 75ºF, and from two aging (conditioning) techniques, 180 day real- time aged (as mandated by ASTM C578) and a method of accelerated aging sometimes called “Long Term Thermal Resistance” (LTTR) per CAN/ULC S770-03. The R-value at 180 day real-time age and 75ºF mean temperature is commonly used to compare products and is the value printed on the product. 4. Values at yield or 10% delection, whichever occurs irst. 5. Value at yield or 5%, whichever occurs irst. 6. Data ranges from 0.00 to value shown due to the level of precision of the test method. 7. Water vapor permeance decreases as thickness increases. 8. These laboratory tests are not intended to describe the hazards presented by this material under actual ire conditions. 9. Data from Underwriters Laboratories Inc.® classiied. See Classiication Certiicate U-197. 10. ASTM E84 is thickness-dependent, therefore a range of values is given. Product Data Sheet FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation FOAMULAR® Extruded Polystyrene (XPS) Insulation has a maximum service temperature of 165°F. Taking simple precautions during construction can minimize the potential for heat related damage. Install only as much FOAMULAR® XPS Insulation as can be covered in the same day. For horizontal applications, always turn the print side down so the black print does not show to the sun which may at times act as a solar collector, raising the temperature of the foam under the print to an unacceptable level. Provide a inal inish covering or temporary white opaque covering to avoid possible damage when dark (non-white) surfaces are used over FOAMULAR® XPS Insulation. Do not cover FOAMULAR® XPS Insulation either stored (factory wrapped or unwrapped), or partially installed, with dark colored (non-white), or clear (non-opaque) coverings and leave it exposed to the sun. Examples of such coverings include but are not limited to ilter fabrics, membranes, temporary tarps, clear polyethylene, etc. If improperly covered, and exposed to the right combination of sun, time and temperature, FOAMULAR® XPS Insulation deformation damage may occur rapidly. See Owens Corning publication number 10015704, “Heat Build Up Due to Solar Exposure” for more information. Standards, Codes Compliance • Meets ASTM C578 Type IV • UL Classiied. A copy of UL Classiication Certiicate U-197 is available at www.owenscorning.com • See UL ER8811-01 at UL.com • ASTM E119 Fire Resistance Rated Wall Assemblies. See www.owenscorning.com for details. • Meets California Quality Standards; HUD UM #71A • Compliance veriication by RADCO (AA-650) Product and Packaging Data FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation Material Packaging Extruded polystyrene closed-cell foam, ASTM C 578 Type IV, 25 psi minimum Shipped in poly-wrapped units with individually wrapped or banded bundles. Thickness (in) Product Dimensions Thickness (in) x Width (in) x Length (in) Pallet (Unit) Dimensions (typical) Width (ft) x Length (ft) x Height (ft) Square feet per Pallet Board feet per Pallet Bundles per Pallet Pieces per Bundle Pieces per Pallet Edges 4 4 x 24 x 96 4 x 8 x 8 4,096 3,072 8 32 256 Square Edge, Scored Square Edge, Tongue & Groove 4 x 24 x 96 (Half unit) 4 x 8 x 4 2,048 1,536 4 32 128 4 x 48 x 96 4 x 8 x 8 4,096 3,072 8 16 128 4 x 48 x 96 (Half unit) 4 x 8 x 4 2,048 1,536 4 16 64 4 x 48 x 108 4 x 9 x 8 4,608 3,456 8 16 128 4 x 48 x 120 4 x 10 x 8 5,120 3,840 8 16 128 1 1 x 24 x 96 4 x 8 x 8 3,072 3,072 8 24 192 1 x 24 x 96 (Half unit) 4 x 8 x 4 1,536 1,536 4 24 96 1 x 48 x 96 4 x 8 x 8 3,072 3,072 8 12 96 1 x 48 x 96 (Half unit) 4 x 8 x 4 1,536 1,536 4 12 48 1 x 48 x 108 4 x 9 x 8 3,456 3,456 8 12 96 12 1.5 x 24 x 96 4 x 8 x 8 2,048 3,072 8 16 128 1.5 x 48 x 96 4 x 8 x 8 2,048 3,072 8 8 64 2 2 x 24 x 96 4 x 8 x 8 1,536 3,072 8 12 96 2 x 24 x 96 (Half unit) 4 x 8 x 4 768 1,536 4 12 48 2 x 24 x 108 4 x 9 x 8 1,728 3,456 8 12 96 2 x 48 x 96 4 x 8 x 8 1,536 3,072 8 6 48 22 2.5 x 24 x 96 4 x 8 x 8 1,152 2,880 8 9 72 2.5 x 48 x 96 4 x 8 x 8 1,152 2,880 4 9 36 3 3 x 24 x 96 4 x 8 x 8 1,024 3,072 8 8 64 3 x 48 x 96 4 x 8 x 8 1,024 3,072 8 4 32 4 4 x 24 x 96 4 x 8 x 8 768 3,072 8 6 48 4 x 48 x 96 4 x 8 x 8 768 3,072 8 3 24 1. Available lengths and edge conigurations vary by thickness. See www.foamular.com for current offerings. Other sizes may be available upon request. Consult your local Owens Corning representative for availability. Product Data Sheet FOAMULAR® 250 Extruded Polystyrene (XPS) Rigid Foam Insulation Certiications and Sustainable Features of FOAMULAR® XPS Insulation • FOAMULAR® XPS Insulation is reusable • FOAMULAR® XPS Insulation is made with a zero ozone depletion formula • Certiied by SCS Global Services to contain a minimum of 20% recycled content • Certiied to meet indoor air quality standards under the stringent GREENGUARD Certiication Program, and GREENGUARD Gold Certiication Program • Qualiied as an ENERGY STAR® product, under the U.S. Environmental Protection Agency and the U.S. Department of Energy • Approved under the Home Innovation Research Labs NGBS Green Certiication Program • Utilizing FOAMULAR® XPS Insulation can help builders achieve green building certiications including the Environmental Protection Agency’s ENERGY STAR®, the National Association of Home Builders’ National Green Building certiication, and the U.S. Green Building Council’s Leadership in Energy and Environmental Design (LEED®) certiication Environmental and Sustainability Owens Corning is a worldwide leader in building material systems, insulation and composite solutions, delivering a broad range of high- quality products and services. Owens Corning is committed to driving sustainability by delivering solutions, transforming markets and enhancing lives. More information can be found at http:// sustainability.owenscorning.com. Warranty FOAMULAR® XPS Insulation limited lifetime warranty maintains 90% of its R-value for the lifetime of the building and covers all ASTM C578 properties. See actual warranty for complete details, limitations and requirements at www. owenscorning.com. All products described here may not be available in all geographic markets. Consult your local sales ofice representative for more information. For more information on the Owens Corning family of building products, contact your Owens Corning dealer, call 1-800-GET-PINK®, or access www.owenscorning.com. Disclaimer of Liability Technical information contained herein is furnished without charge or obligation and is given and accepted at recipient’s sole risk. Because conditions of use may vary and are beyond our control, Owens Corning makes no representation about, and is not responsible or liable for the accuracy or reliability of data associated with particular uses of any product described herein. SCS Global Services provides independent veriication of recycled content in building materials and veriies recycled content claims made by manufacturers. For more information, visit www.SCSglobalservices.com. GREENGUARD Certiied products are certiied to GREENGUARD standards for low chemical emissions into indoor air during product usage. For more information, visit ul.com/gg. ENERGY STAR and the ENERGY STAR mark are registered trademarks of the U.S. Environmental Protection Agency. This Home Innovation Research Labs Green Approved mark is your assurance that a product is eligible for points toward National Green Building Certiication. Visit www.GreenApprovedProducts.com for details. LEED is a registered trademark of the U.S. Green Building Council. Home Innovation NGBS Green Certiied for Water Resistive Barrier, Low Emitting OWENS CORNING FOAM INSULATION, LLC ONE OWENS CORNING PARKWAY TOLEDO, OHIO 43659 1-800-GET-PINK® www.owenscorning.com Pub. No. 43522-K. Printed in U.S.A. February 2015. THE PINK PANTHER & ©1964-2015 Metro-Goldwyn-Mayer Studios Inc. All Rights Reserved. The color PINK is a registered trademark of Owens Corning. © 2015 Owens Corning. All Rights Reserved. Personal Protective Equipment Protective Gloves Safety Glasses WHMIS Pictograms DOT Pictograms SECTION 1 - PRODUCT AND COMPANY IDENTIFICATION Product Name: Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula MSDS Manufacturer Number: 10010796-NAM Synonyms: Buoyancy Billet, Foamular® 150, Foamular® 250, Foamular® 350, Foamular® 400, Foamular® 404, Foamular® 600, Foamular® 604, Foamular® 1000, Foamular® C-200, Foamular® C-300, Foamular® CodeBord®, Foamular® Cel- Lok®, Foamular® CW15, Foamular® CW25, Foamular® High-R CW Plus, Foamular® LT30, Foamular® LT40, Foamular® 404RB, Foamular® 604RB, Foamular® AgTek, Foamular® PROPINK®, Foamular® DURAPINK®, Foamular® PINKCORE®, Foamular® PINKCORE® TT, Foamular® Half- Inch, Foamular® INSULPINK®, Foamular® THERMAPINK®, Foamular® DURAPINK® FA, Foamular® DURAPINK® Plus, Foamular® INSULPINK® - Z, Foamular® THERMAPINK® 18, Foamular® THERMAPINK® 25, Foamular® THERMAPINK® 40, Foamular® THERMAPINK® 60, Foamular® Extruded Polystyrene, Foamular® Insulating Sheathing, Foamular® INSUL-DRAIN®, Fabrication Billet Manufacturer Name: Owens Corning Foam Insulation, LLC Address: One Owens Corning Parkway Toledo, OH 43659 Customer Service Phone Number: 1-800-GET-PINK or 1-800-438-7465 Health Issues Information: 1-419-248-8234 (8am-5pm ET) Technical Product Information: 1-800-GET-PINK or 1-800-438-7465 Emergency Phone Number: 1-419-248-5330 (after 5pm ET and weekends) CHEMTREC: 800-424-9300 (24 hours everyday) Canutec: (613) 996-6666 (Canada 24 hours everyday) Website: www.owenscorning.com MSDS Creation Date: March 06, 2009 MSDS Revision Date: April 28, 2011 NFPA 1 0 0 HMIS Health Hazard 0 Fire Hazard 1 Reactivity 0 Personal Protection X * Chronic Health Effects SECTION 2 - COMPOSITION/INFORMATION ON INGREDIENTS Chemical Name CAS# Ingredient Percent Blended Blowing Agent Proprietary 1 - 10 by weight Polystyrene 9003-53-6 80 - 95 by weight Hexabromocyclododecane 3194-55-6 0.5 - 1.5 by weight Non-Hazardous Statement: The remaining components of this product are non-hazardous or are in a small enough quantity as to not meet regulatory thresholds for disclosure. These components contain no substances or impurities which would influence the classification of this product. SECTION 3 - HAZARDS IDENTIFICATION Applies to Product Emergency Overview: Dense Black Smoke will be produced during a fire. Grinding, sawing or fabrication activities can produce dust particles which under certain conditions may ignite or form explosive dust atmospheres. Flammable vapors may be produced in unventilated storage. Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:1 of 6 Route of Exposure: Eye contact Inhalation Potential Health Effects: Eye: Dust may cause slight irritation. Skin: No effects expected. Inhalation: Dust may cause irritation of respiratory tract. Ingestion: Ingestion of this product is unlikely. Chronic Health Effects: There is no known chronic health effect connected with long-term use or contact with this product. Carcinogenicity: This material is not considered a carcinogen. Potential Environmental Effects: There is no known ecological information for this material. Aggravation of Pre-Existing Conditions: Chronic respiratory or skin conditions may temporarily worsen from exposure to this product. OSHA Regulatory Status: This product is considered hazardous by the OSHA Hazard Communication Standard (29 CFR 1910.1200). Appearance and Odor Pink, white, gray, black or green closed-cell foam board with no odor. SECTION 4 - FIRST AID MEASURES Eye Contact: Immediately flush eyes with plenty of water for at least 15 to 20 minutes. Ensure adequate flushing of the eyes by separating the eyelids with fingers. Do not rub or scratch eyes. If eye irritation persists, consult a specialist. Skin Contact: Immediately wash skin with soap and plenty of water. Get medical attention if irritation develops or persists. Inhalation: Move to fresh air. If symptoms persist, call a physician. Ingestion: Accidental ingestion of this material is unlikely. If this does occur, watch person for several days to make sure intestinal blockage does not occur. If symptoms persist, call a physician. SECTION 5 - FIRE FIGHTING MEASURES Flammable Properties: Combustible. Flash Point: > 615 °F (324 °C) Flash Point Method: ASTM D 1929 Auto Ignition Temperature: Not applicable. Lower Flammable/Explosive Limit: Not applicable. Upper Flammable/Explosive Limit: Not applicable. Extinguishing Media: dry chemical foam carbon dioxide (CO2) water fog Unsuitable Media: None. Protective Equipment: Wear self-contained breathing apparatus (SCBA) and full fire fighting protective gear. Unusual Fire Hazards: Grinding, sawing or fabrication activities can produce dust particles which under certain conditions may ignite or form explosive dust atmospheres. Hazardous Combustion Byproducts: Carbon monoxide. Carbon dioxide. styrene. Small quantities of hydrogen fluoride, hydrogen chloride, fluorine and chlorine could be released. Other undetermined compounds could be released in small quantities. Universal Fire And Explosion Hazards: Not available. NFPA Ratings: NFPA Health: 0 NFPA Flammability: 1 NFPA Reactivity: 0 Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:2 of 6 SECTION 6 - ACCIDENTAL RELEASE MEASURES Personnel Precautions: Avoid contact with skin and eyes. Methods for containment: This material will settle out of the air. Prevent from spreading by covering, diking or other means. Methods for cleanup: Use an industrial vacuum cleaner with a high efficiency filter to clean up dust. Avoid dry sweeping. Pick up and transfer to properly labeled containers. After cleaning, flush away traces with water. Other Precautions: Does not apply. SECTION 7 - HANDLING and STORAGE Handling: Extinguish all smoking or other ignition sources. Avoid dust formation. Do not breathe dust. Wear personal protective equipment. Storage: To prevent build-up of flammable vapors, do not store large quantities of this product in unventilated spaces. Special Handling Procedures: Flammable vapors may be generated during unventilated storage of large amounts of this product. (ex. storage trailers) SECTION 8 - EXPOSURE CONTROLS, PERSONAL PROTECTION - EXPOSURE GUIDELINES Engineering Controls: Provide local exhaust and/or general ventilation. Eye/Face Protection: Safety glasses with side-shields. Skin Protection Description: Protective gloves. Long sleeved shirt and long pants. Respiratory Protection: When workers are facing airborne particulate/dust concentrations above the exposure limit they must use appropriate certified respirators. General Hygiene Considerations: Wash hands before breaks and immediately after handling the product. Remove and wash contaminated clothing before re-use. EXPOSURE GUIDELINES Ingredient Guideline OSHA Guideline ACGIH Ontario Canada Polystyrene 5 mg/m3, Respirable, 10 mg/m3, Total Particulates Not Otherwise Classified (PNOC) 3 mg/m3, respirable, 10 mg/m3, inhalable particles (NOS) 3 mg/m3, respirable, 10 mg/m3, inhalable Particulates (Insoluble) Not Otherwise Classified SECTION 9 - PHYSICAL and CHEMICAL PROPERTIES Physical State: Solid, Board, Pellets Physical State Appearance: Foam. Color: Pink, white, gray, black or green Odor: No detectable odor. Boiling Point: Decomposes over600 °F (316 °C) Melting Point: Softens @ 220 °F (104 °C) Specific Gravity: 0.021-0.064 (Ref: water = 1). Solubility: Insoluble in water. Vapor Density: No Data Vapor Pressure: No Data Evaporation Rate: No Data pH: No Data Flash Point: > 615 °F (324 °C) Flash Point Method: ASTM D 1929 Auto Ignition Temperature: Not applicable. SECTION 10 - STABILITY and REACTIVITY Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:3 of 6 Chemical Stability: Stable under normal conditions. Hazardous Polymerization: Hazardous polymerization does not occur. Conditions to Avoid: Dust dispersion in air. Incompatible Materials: Hydrocarbons esters Amines Special Decomposition Products: See Section 5 of MSDS for hazardous decomposition products during a fire. SECTION 11 - TOXICOLOGICAL INFORMATION Applies to Product : Acute Toxicity: Dusts may cause mechanical irritation to eyes and skin. Ingestion may cause transient irritation of throat, stomach and gastrointestinal tract. Inhalation may cause coughing, nose and throat irritation, and sneezing. High exposures may cause difficulty breathing, congestion, and chest tightness. Carcinogens: ACGIH NIOSH OSHA IARC NTP MEXICO Polystyrene No Data No Data No Data Group 3 - Not Classifiable as to its Carcinogenicity to Humans. No Data No Data Hexabromocyclododecane No Data No Data No Data No Data No Data No Data Applies to Product : Sensitization: No information available. Mutagenicity: No information available. Reproductive Toxicity: No information available. Teratogenicity: No information available. Neurological Effects: No information available. Hexabromocyclododecane : Skin: Skin - Rabbit LD50: >8 gm/kg [Details of toxic effects not reported other than lethal dose value.](RTECS) Ingestion: Inhalation - Rat LD50: >10 gm/kg [Details of toxic effects not reported other than lethal dose value.](RTECS) SECTION 12 - ECOLOGICAL INFORMATION Applies to Product : Ecotoxicity: This material is not expected to cause harm to animals, plants or fish. Environmental Fate: No data available for this product. Bioaccumulation: Not available. Biodegradation: Not available. Mobility In Environmental Media: Not available. SECTION 13 - DISPOSAL CONSIDERATIONS Applies to Product : Waste Disposal: Dispose of in accordance with Local, State, Federal and Provincial regulations. Contaminated Packaging: Empty containers should be taken for local recycling, recovery or waste disposal. RCRA Number: No EPA Waste Numbers are applicable for this product's components. RCRA Characteristics: This material is not expected to be a characteristic hazardous waste under RCRA. SECTION 14 - TRANSPORT INFORMATION DOT Shipping Name: Not Regulated. IATA Shipping Name: Not Regulated. Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:4 of 6 Canadian Shipping Name: Not Regulated. IMDG Shipping Name : Not Regulated. ADR Shipping Name : Not Regulated. RID Shipping Name : Not Regulated. ICAO Shipping Name: Not Regulated. MEX Shipping Name : Not Regulated. SECTION 15 - REGULATORY INFORMATION Inventory Status Japan ENCS ELINCS EINECS Number Philippines PICCS South Korea KECL Polystyrene (6)-120 500-008-9 500-008-9 KE-13257 Hexabromocyclododecane 221-695-9 Listed KE-18398 Australia AICS Canada DSL EINECS Inventory Status TSCA Inventory Status Polystyrene Listed Listed Not listed Listed Hexabromocyclododecane Listed Listed Listed Listed Applies to Product : Canada Reg. Status: This product has been classified in accordance with the hazard criteria of the Controlled Products Regulations and the MSDS contains all of the information required by the Controlled Products Regulations. Canada WHMIS: Not controlled. CA PROP 65: The following statement(s) are provided under the California Safe Drinking Water and Toxic Enforcement Act of 1986 (Proposition 65): This product does not contain any Proposition 65 chemicals. Section 311/312 Hazard Categories: Acute Health Hazard: No Chronic Health Hazard: No Risk of ignition: No Sudden Release of Pressure Hazard: No Reactive Hazard: No Clean Air Act: This product does not contain any Hazardous Air Pollutants (HAPs). State Right To Know RI MN IL PA MA Polystyrene No Data No Data No Data No Data No Data Hexabromocyclododecane No Data No Data No Data No Data No Data NJ Polystyrene No Data Hexabromocyclododecane No Data SECTION 16 - ADDITIONAL INFORMATION HMIS Health Hazard: 0 HMIS Fire Hazard: 1 HMIS Reactivity: 0 HMIS Personal Protection: X MSDS Creation Date: March 06, 2009 MSDS Revision Date: April 28, 2011 MSDS Revision Notes: Added new product name Disclaimer: Reasonable care has been taken in the preparation of this information, but the manufacturer makes no warranty of merchantability or any other warranty, expressed or implied, with respect to this information. The manufacturer makes no representations and assumes no liability for any direct, incidental or consequential damages resulting from its use. Copyright© 1996-2011 Actio Corporation. All Rights Reserved. Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:5 of 6 Foamular® Extruded Polystyrene Insulation - Zero Ozone Depletion Formula Owens Corning Foam Insulation, LLC Revison:04/28/2011, Version:0 Page:6 of 6 22 August 2018 Glen and CJ: First of all, thank you for your time and help you have put forth helping us expedite the Permit process for Solar Vail and answering my questions. As there seems to be no good way to respond to the plan review comments, we are submitting this letter addressing the comments tied to the Architectural; drawings. The comments are addressed in the order they appear on the report in ProjectDox. 1. Sheet A901 and all other A9xx sheets have been revised to show locations for the shower blocking. It is our goal that this blocking will be pre-installed on the fiberglass shower stalls. 2. Sheet A916 has been revised to show a countertop microwave that complies with the reach requirements of ICC A117.1-2017. For tenants who are not reach impaired, we plan to install the typical over-the-range micro hood (with a reachable control for the vent fan). To meet the requirements of A117.1 we have expanded the kitchen by 6” to accommodate a bottom hinged door countertop microwave oven and adjacent work surface. 3. The areas noted in the comment as shafts are not; they are chases that do not have openings to adjacent floors. They are within the 1 hour rated envelope of the units. Any holes in the floor and ceiling that are necessary for the installation of building infrastructure will be fire caulked with 1 hour tested assemblies. 4. As currently drawn, the 2 hour rated walls separating the exit corridor from the garage extend to the underside of the 2 hour rated floor assembly above. No other rated ceiling assembly is anticipated at this time. A note has been added to the assembly on A500 indicating that the walls must extend to the underside of the floor above. (Please note that we are changing these walls from CMU to cast-in-place concrete. Per Table 722.2.1.1, a 6” wall provides 2 hour fire resistance.) 5. Per our discussions, the exterior bearing walls are required to be 1 hour fire rated from the inside only. Sheet A500 has been revised to acknowledge this requirement and a UL test reference has been provided. 6. The floor supporting the shaft walls is a 2 hour rated assembly as noted in assembly type W. Per the UL test reference, this assembly does not require spray fireproofing on the underside of the metal decking. 7. Structural detail showing support at shaft walls has been added to the structural drawings. See 5-S508. 8. Requirement on A106a is duly noted. 9. Requirement for special inspection of the spray fireproofing is duly noted. 10. Sheet C05 comment from Tom Kassmel. We have provided this drawing as requested at every step in the entitlement process (PEC, DRB, etc). It is being submitted again as requested. Solar Vail; PEC Changes to Approved Plans- 14 May 2018 2 Sheet Drawing No. HILTI, Inc. Tulsa, Oklahoma USA (800) 879-8000 Date Scale AA FC 1 of 2 1/8" = 1" 1 2 3 4 5 6 7 8 2 10 9 UL/cUL SYSTEM NO. F-C-8044 F-RATING = 1-HR. T-RATING = 1/4-HR. OR 1-HR. MULTIPLE PENETRANTS THROUGH WOOD FLOOR/CEILING ASSEMBLY 8044cDec. 20, 2013 FC80344c.12201310 9 SECTION A-A TOP VIEW Sheet Drawing No. HILTI, Inc. Tulsa, Oklahoma USA (800) 879-8000 Date Scale 1. WOOD FLOOR/CEILING ASSEMBLY (UL CLASSIFIED L500 SERIES) (1-HR. FIRE-RATING). 2. GYPSUM WALL ASSEMBLY (UL CLASSIFIED U300 SERIES) (1-HR. FIRE-RATING) (NOMINAL 2" x 6" LUMBER PLATES AND STUDS). 3. ONE OR MORE OF THE FOLLOWING METALLIC PIPES, CONDUITS OR TUBING MAY BE USED : A. MAXIMUM 4" NOMINAL DIAMETER STEEL PIPE (SCHEDULE 5 OR HEAVIER). B. MAXIMUM 4" NOMINAL DIAMETER CAST OR DUCTILE IRON PIPE. C. MAXIMUM 4" NOMINAL DIAMETER COPPER PIPE OR TUBING. D. MAXIMUM 4" NOMINAL DIAMETER STEEL CONDUIT OR EMT. 4. NOMINAL 3/4" THICK AB/PVC PIPE INSULATION MAY BE INSTALLED ON METALLIC PIPES OR TUBES (ITEM NO. 3A, 3B AND 3C) NOT EXCEEDING NOMINAL 1" DIAMETER. 5. MAXIMUM 1/2" DIAMETER SDR 9 PEX TUBING (CLOSED OR VENTED PIPING SYSTEM) (MAX. QTY. = 4, BUNDLED TOGETHER). 6. MAXIMUM 3" DIAMETER CABLE BUNDLE CONSISTING OF ANY COMBINATION OF THE FOLLOWING : A. MAXIMUM 25 PAIR NO. 24 AWG TELEPHONE CABLE WITH PVC JACKET. B. MAXIMUM 3/C NO. 8 STEEL METAL CLAD CABLE. C. MAXIMUM RG/U COAXIAL CABLE WITH FLUORINATED ETHYLENE JACKET. D. MAXIMUM 3/C NO. 2 AWG ALUMINUM SER CABLE WITH PVC JACKET. 7. MINIMUM 1-1/2" WIDE (MIN. 30 GA.) STEEL STRAPS TO BRIDGE OPENING ON BOTH SIDES OF WALL WHEN SOLE PLATE IS REMOVED (SEE NOTE NO. 4 BELOW). 8. MINIMUM 3" WIDE (MIN. 30 GA.) STEEL STRAPS TO BRIDGE OPENING ON BOTH SIDES OF WALL WHEN DOUBLE TOP PLATES ARE REMOVED (SEE NOTE NO. 4 BELOW). 9. MINIMUM 1-3/4" AND 2-1/2" THICK MINERAL FIBER (MIN. 4 PCF DENSITY) TIGHTLY PACKED INTO OPENINGS WITHIN SOLE PLATE AND TOP PLATES, RESPECTIVELY. PACKING MATERIAL RECESSED TO ACCOMMODATE FIRESTOP SEALANT. 10. MINIMUM 1/2" DEPTH HILTI CP 604 SELF-LEVELING FIRESTOP SEALANT OR HILTI CFS-S SIL SL FIRESTOP SILICONE SEALANT. NOTES : 1. MAXIMUM SIZE OF OPENING = 14" x 5-1/2". 2. ANNULAR SPACE BETWEEN PENETRANTS AND PERIPHERY OF OPENING = MINIMUM 0", MAXIMUM 1-1/2". 3. ANNULAR SPACE BETWEEN PENETRANTS = MINIMUM 1/4", MAXIMUM 1-1/2". 4. STEEL STRAPS TO OVERLAP PLATES MINIMUM 2" ON EACH SIDE OF OPENING AND SECURED WITH MINIMUM OF 2 NAILS OR SCREWS ON EACH SIDE. FC 2 of 2 - F-RATING = 1-HR. T-RATING = 1/4-HR. OR 1-HR. MULTIPLE PENETRANTS THROUGH WOOD FLOOR/CEILING ASSEMBLY UL/cUL SYSTEM NO. F-C-8044 8044cDec. 20, 2013 FC80344c.122013 SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1. Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c. 07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f. 26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2. Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: * Fire Rating (F-Rating) * Temperature Rating (T-Rating) * Leakage Rating (L-Rating) * Water Rating (W-Rating) * Annular Space * Percent Fill * Movement * Type and thickness of fire-rated construction. 3. If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4. References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5. Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6. All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. * Warning! - Do Not Disturb * Through Penetration Firestop System * UL System # * Product(s) used * Hourly Rating (F-Rating) * Installation Date * Contractor's Name 7. For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Index of Drawings 5.0 System No. F-C-0002 SECTION A-A FC 0002Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Floor System — Lumber of plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of floor opening is 1 in. (25 mm). B. Wood Joints* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Furring Channels — (Not Shown) — Resilient galv steel furring installed perpendicular to wood joists between board and wood joists as required in the individual Floor-Ceiling Design. Furring channels spaced max 24 in. (610 mm) OC. D. Gypsum Board* — Nom 4 ft (122 cm) wide by 5/8 in. (16 mm) thick as specified in the individual Floor-Ceiling Design. Gypsum board secured to wood joints or furring channels as specified in the individual Floor-Ceiling Design. Max diam of opening is 1 in. (25 mm). The F, FH and T, FT, FTH Ratings of the firestop system are equal to the hourly fire rating of the floor-ceiling assembly in which it is installed. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Page: 2 of 2 2. Chase Wall — (Optional) - The 1 or 2 hr fire-rated single, double or staggered wood stud/gypsum board chase wall shall be constructed of the materials and in the manner specified in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in or 2 by 6 in. (51 by 102 or 51 by 152 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in or 2 by 6 in. (51 by 102 or 51 by 152 mm) lumber plates. C. Top Plate — The double top plate shall consist of two nom or 2 by 4 in. or 2 by 6 in. (51 by 102 or 51 by 152 mm) lumber plates. Max diam of opening is 1 in. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 3. Fill, Void or Cavity Material+ — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus on top surface of floor or sole plate of chase wall. Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with the bottom surface of the ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS ONE Sealant, FS-ONE MAX Intumescent Sealant or CP606 Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. 1A 3 2B 1B 1D 2C 2A 3 2D System No. F-C-0002 FC 0002Hilti Firestop Systems Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 C CLA SS IFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US C CLA S S IFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 1 and 2 Hr (See Item 1)FT Ratings — 1 and 2 Hr (See Item 1) FH Ratings — 1 and 2 Hr (See Item 1) FTH Ratings — 1 and 2 Hr (See Item 1) System No. F-C-1009 FC 1009Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F Rating of the firestop system is equal to the rating of the floor-ceiling assembly. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Diam of opening to be max 1 in. (25 mm) larger than diam of pipe. As an alternate, the opening may be square-cut with a max dimension 1 in. (25 mm) greater than the diam of the pipe. B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Furring Channels — (Not Shown) —(As required ) Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Diam of opening to be max 1 in. (25 mm) larger than diam of pipe. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Page: 2 of 2 2. Chase Wall — (Optional) - The through penetrant (Item 3) may be routed through a 1 or 2 hr fire-rated single, double or staggered wood stud/gypsum board chase wall having a fire rating consistent with that of the floor-ceiling assembly. Depth of chase wall to be min 1 in. greater than the diameter of the through penetrant. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. Nom 2 by 4 in. (51 by 102 mm) studs are allowed for through-penetrants (Item 3) not exceeding nom 2 in. (51 mm) diam. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Diam of opening is to be max 1 in. (925 mm) larger than diam of pipe. As an alternate, the opening may be square-cut with a max dimension 1 in. (25 mm) greater than the diam of the pipe. Plates may be discontinuous over opening, terminating at two opposing edges of opening. Max length of discontinuity to be 1 in. (25 mm) greater than diam of through penetrant. C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or two sets of parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Diam of opening is to be max 1 in. (25 mm) larger than diam of pipe. As an alternate, the opening may be square-cut with a max dimension 1 in. (25 mm) greater than the diam of the pipe. Plates may be discontinuous over opening, terminating at two opposing edges of opening. Max length of discontinuity to be 1 in. (25 mm) greater than diam of through penetrant. D. Steel Plate — When lumber plates are discontinuous, nom 1-1/2 in. (38 mm) wide No. 20 gauge (or heavier) galv steel plates shall be installed to connect each discontinuous lumber plate and to provide a form for the fill material. Steel plates sized to lap 2 in. (51 mm) onto each discontinuous lumber plate and secured to lumber plates with steel screws or nails. E. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 3. Through Penetrants — One metallic pipe, conduit or tubing to be installed within the firestop system. Pipe, conduit or tubing to be rigidly supported on both sides of floor assembly. The annular space within the firestop system shall be min 0 in. (point contact) to max 1 in. (25 mm). The following types and sizes of metallic pipes or conduits may be used: A. Steel Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 4 in. (102 mm) diam (or smaller) cast or ductile iron pipe. C. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing or steel conduit. D. Copper Tubing — Nom (102 mm) 4 in. diam (or smaller) Type L (or heavier) copper tubing. E. Copper Pipe — Nom (102 mm) 4 in. diam (or smaller) Regular (or heavier) copper pipe. 4. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with the top surface of the floor or the sole plate. Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with bottom surface of ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP601S, CFS-S SIL GG, CP606, FS-One Sealant or FS-ONE MAX Intumescent Sealant (Note: L Ratings apply only when FS-ONE Sealant is used.) * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively.SECTION A-A 3 A 4 A 4 2C 2A 1A 2D 1D 2B 1B 3 System No. F-C-1009 FC 1009Hilti Firestop Systems Hilti Firestop Systems C CLA S S IFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 1 and 2 Hr (See Item 1)F Rating — 1 and 2 Hr (See Item 1) T Rating — 1/4 Hr FT Rating — 1/4 Hr L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 1 and 2 Hr (See Item 1) L Rating At 400 F — 4 CFM/sq ft FTH Rating — 1/4 Hr L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — 4 CFM/sq ft Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 System No. F-C-2030 FC 2030Page: 1 of 2 System tested with a pressure differential of 2.5 Pa between the exposed and the unexposed surfaces with the higher pressure on the exposed side. 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F Rating of the firestop system is equal to the rating of the floor-ceiling and wall assemblies. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). B. Joists — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with end firestopped. C. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). D. Furring Channels — (Not Shown) (As required) - Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 ) 5DWLQJV ³ DQG +U 6HH WHP 7 5DWLQJV ³ DQG +U 6HH ,WHP Page: 2 of 2 2. Chase Wall — (Optional) - The through penetrant (Item 3) may be routed through a 1 or 2 hr fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) (or larger) or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) (or larger) or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 3. Through-Penetrants — One nom 1-1/2 in. (38 mm), 2 in. (51 mm), 3 in. (76 mm) or 4 in. (102 mm) diam nonmetallic pipe to be installed within the firestop system. Diam of opening through flooring system and through sole and top plates of chase wall to be max 2-1/8 in. (54 mm), 2-5/8 in. (67 mm), 4 in. (102 mm) or 5 in. (127 mm) for nom 1-1/2 in. (38 mm), 2 in. (51 mm), 3 in. (76 mm) or 4 in. (102 mm) diam nonmetallic pipe sizes, respectively. Pipe to be rigidly supported on both sides of the floor-ceiling assembly. The T Rating is dependent on the size of the through-penetrant. For 2 hr rated assemblies, the T Rating is 2 hr for 1-1/2 in. (38 mm) diam (and smaller) pipes and 1-1/2 hr for pipes greater than 1-1/2 in. (38 mm) diam. For 1 hr rated assemblies, the T rating is 1 hr for 1-1/2 in. (38 mm) diam (and smaller) pipes, 3/4 hr for 2 in. (51 mm) diam pipes and 0 hr for pipes greater than 2 in. (51 mm) diam. The following types of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Schedule 40 solid-core or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) pipe — Schedule 40 solid-core or cellular core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. D. Flame Retardant Polypropylene(FRPP) Pipe — Schedule 40 FRPP pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. 4. Firestop System — The details of the firestop system shall be as follows: A. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material to be installed within the annular space between the pipe and the flooring (Item 1A) or sole plate. Min 5/8 in. (16 mm) thickness applied within the annular space, flush with the bottom surface of ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealantor FS-ONE MAX Intumescent Sealant. B. Firestop Device* — Firestop Collar — Firestop collar shall be installed in accordance with the accompanying installation instructions. Collar to be installed and latched around the pipe and secured to underside of ceiling or chase wall top plate (Item 2C) using the anchor hooks provided with the collar. (Minimum 2 anchor hooks for 1-1/2 (38 mm) and 2 in. (51 mm) diam pipes and 3 anchor hooks for 3 in. (76 mm) diam pipes). The anchor hooks are to be secured to the ceiling with min 3/16 in. (5 mm) diam steel toggler bolts or to the chase wall top plate with min No. 12 by min 1 in. (25 mm) long steel wood screws in conjunction with steel washers. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 643 50/1.5"N, CP643 63/2"N, CP 643 90/3"N or CP643 110/4"N Firestop Collar * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-2030 FC 20302D 2B 2A 1A 1C 4B 2C 3 4A 1B Hilti Firestop SystemsHilti Firestop SystemsCLASSIFIEDClassified byUnderwriters Laboratories, Inc. to UL 1479 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 Hilti Firestop Systems Hilti Firestop SystemsPage: 1 of 2 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Page: 2 of 2 3. Through — Penetrants — One nonmetallic pipe to be installed either eccentrically or concentrically within the firestop system. The annular space between the through penetrant and the periphery of the opening shall be a min 0 in. (point contact) to a max of 5/8 in. (16 mm). Pipe to be rigidly supported on both sides of the floor-ceiling assembly. The following types and sizes of nonmetallic pipes may be used. A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste, or vent) piping systems. B. Acrylonitrile Butadine Styrene (ABS) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 cellular or solid core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. C. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR17 CPVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. 4. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sole plate. Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with and flush with bottom surface of ceiling or of lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-2142 FC 2142) 5DWLQJ ³ +U 7 5DWLQJ ³ +U System No. F-C-2142 FC 2142SECTION A-A A A 1A 2B 2A 3 4 1B 1D 4 2A2D 2C 1. Floor-Ceiling Assembly — The fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction details of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). B. Wood Joists — Nom 2 by 10 in. (51 by 254 mm) lumber joists spaced 16 in. (406 mm) OC with nom 1 by 3 in. (25 by 76 mm) lumber bridging and with ends firestopped. As an alternate to lumber joists, nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required with ends firestopped. C. Furring Channels — (Not shown) — Resilient galv steel furring installed perpendicular to wood joists (Item 1B) between wallboard (Item 1D) and wood joists as required in the individual Floor-Ceiling Design. D. Gypsum Board* — Nom 4 ft (1.2 m) wide by 5/8 in. (16 mm) thick as specified in the individual Floor-Ceiling Design. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). 2. Chase Wall — (Optional) - The through penetrant (Item 3) may be routed through a 1 hr fire-rated single, double or staggered wood stud/gypsum wallboard chase wall constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm) lumber plates. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm) lumber plates. Diam of opening shall be 1 in. (25 mm) larger than the nom diam of through-penetrant (Item 3). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design.CLA S S IFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Hilti Firestop Systems System No. F-C-2203 FC 22031. Floor-Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 5 in. (127 mm). B. Wood Joist* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 5/8 in. (16 mm) thick, 4 ft (1.2 m) wide as specified in the individual Floor-Ceiling Design. 2. Closet Flange — Acrylonitrile butadiene styrene (ABS) or polyvinyl chloride (PVC) closet stub sized to accommodate drain pipe. Closet flange installed over drain piping within floor opening with flange secured to plywood floor with steel screws. Diam of circular opening through flooring (Item 1A) to be max 1/2 in. (13 mm) larger than outside diam of closet flange. 3. Drain Piping — Nom 4 in. (102 mm) diam (or smaller) Schedule 40 acrylonitrile butadiene styrene (ABS) or polyvinyl chloride (PVC) drain pipe and 90 degree elbow for use in vented (drain, waste or vent) piping systems. Pipe installed concentrically within firestop system. 4. Fill, Void or Cavity Materials*—Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with the bottom surface of floor. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant 5. Water Closet — (Not Shown)—Floor mounted vitreous china water closet. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 5, 2017 ) 5DWLQJ ³ +U 7 5DWLQJ ³ +U 1 4 2 3CLASSIFIEDClassified byUnderwriters Laboratories, Inc. to UL 1479 Hilti Firestop Systems System No. F-C-2204 FC 2204Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 21, 2015 F Rating - 1 Hr T Rating - 1/2 HrCLASSIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 SECTION A-A 1. Floor — Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in theUL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Rectangular cutout in flooring to accommodate the bathtub drain piping (Item 2) to be max 8 in. by 12 in. (203 by 305 mm). Cutout to be patched on underside of subfloor using one layer of min 3/4 in. (19 mm) thick plywood or min 5/8 in. (16 mm) thick gypsum board (Item 1C) sized to lap min 2 in. (51 mm) beyond each edge of rectangular cutout. Patch split into two pieces at opening and hole-sawed for bathtub drain piping. Diam of opening hole sawed through patch to accommodate drain piping (Item 2) to be 1 in. (25 mm) larger than outside diam of drain piping and positioned such that the annular space between drain piping and periphery of opening is min 0 in. (point contact) to max 1 in. (25 mm). Two pieces positioned around drain piping, with cut edges tightly butted, and screw-attached to underside of subfloor with 1-1/4 in. (32 mm) long steel screws spaced max 6 in. (152 mm) OC. B. Wood Joists* — Nom 10 in. (154 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 5/8 in. (16 mm) thick, 4 ft (122 cm) wide as specified in the individual Floor-Ceiling Design. 2. Drain Piping — Nom 1-1/2 in. (38 mm, or smaller) diam Schedule 40 acrylonitrile butadiene styrene (ABS) or polyvinyl chloride (PVC) pipe and drain fittings cemented together and provided with ABS or PVC bathtub waste/overflow fittings. Annular space shall be min 0 in. (point contact) to max 1 in. 3. Fill Void or Cavity Materials* — Min 5/8 in. (16 mm) depth or fill material applied within the annulus, flush with both surfaces of plywood or gypsum board patch. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE-MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A A 2 3 1 3 2 A System No. F-C-2310 FC 2310Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F Rating of the firestop system is equal to the rating of the floor-ceiling and wall assemblies. The T Rating of the firestop system is 1 hr for 1 hr rated floor-ceiling and wall assemblies and 1-1/2 hr for 2 hr rated floor-ceiling and wall assemblies. The general construction features of the floor-ceiling assembly are summarized below: A. Forming Material — Lumber or plywood subfloor with finish floor or lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of floor opening is 3 in. (76 mm). B. Wood Joists* — For 1 hr fire-rated floor-ceiling assemblies nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. For 2 hr fire-rated floor-ceiling assemblies, nom 2 by 10 in. (51 by 254 mm) lumber joists spaced 16 in. OC with nom 1 by 3 in. (25 by 76 mm) lumber bridging and with ends firestopped. C. Furring Channels — (Not Shown) — (As required) - Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Max diam of opening is 3 in. (76 mm). 2. Chase Wall — (Optional) - The 1 or 2 hr fire-rated single wood stud/gypsum wallboard chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm) lumber plates. C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm) lumber plates. Max diam of opening is 3 in. (76 mm). D. Gypsum Board — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. ) 5DWLQJV ³ DQG +U 6HH ,WHP 7 5DWLQJV ³ DQG +U 6HH ,WHP Page: 2 of 2 3. Through-Penetrants — Nom 1 in. (25 mm) diam (or smaller) SDR 9 (or heavier) cross-linked polyethylene (PEX) tubing for use in closed (process or supply) piping systems. A max of three tubes may be installed in the opening. The annular space between the tubing and the periphery of the opening shall be a min of 3/16 in. (5 mm) to a max of 1 in. (25 mm). The space between the tubes shall be a min of 0 in. (point contact) to a max of 1/4 in. (6 mm). Tubing to be rigidly supported on both sides of the floor-ceiling assembly. 4. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sole plate and a min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with the bottom surface of the lower top plate. Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with the bottom surface of the ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE-MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-2310 FC 23103 1A 1B 2A 4 2B 1D 2C 42A 2D Hilti Firestop Systems Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015CLASSIFIEDClassified by Underwriters Laboratories, Inc. to UL 1479 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Hilti Firestop Systems Hilti Firestop Systems System No. F-C-2389 FC 2389Page: 1 of 2 1. Floor-Ceiling Assembly — The fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction details of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of floor opening is 4 in. (102 mm). B. Wood Joists — Nom 2 by 10 in. (51 by 254 mm) lumber joists spaced 16 in. (406 mm) OC with nom 1 by 3 in. (25 by 76 mm) lumber bridging and with ends firestopped. As an alternate to lumber joists, nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required with ends firestopped. C. Furring Channels — (Not shown) — Resilient galv steel furring installed perpendicular to wood joists (Item 1B) between wallboard (Item 1D) and wood joists as required in the individual Floor-Ceiling Design. D. Gypsum Board* — Nom 4 ft (122 cm) wide by 5/8 in. (16 mm) thick as specified in the individual Floor-Ceiling Design. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 ) 5DWLQJ ³ +U 7 5DWLQJV ³ DQG +U 6HH ,WHP AA Page: 2 of 2 2. Chase Wall — The through penetrant (Item No. 3) shall be routed through a single, double or staggered wood studs/gypsum board chase wall and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm) or nom 2 by 6 in. (51 by 152 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm) or 2 by 6 in. (51 by 152 mm) lumber plates. Max diam of opening is 4 in. (102 mm) when nom 3 in. (76 mm) diam penetrants are used. Max diam of opening is 3 in. (76 mm) when nom 2 in. (51 mm) or smaller diam penetrants are used. C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm) or 2 by 6 in. (51 by 152 mm) lumber plates. Max diam of opening is 4 in. (102 mm) when nom 3 in. (76 mm) diam penetrants are used. Max diam of opening is 3 in. (76 mm) when nom 2 in. diam penetrants are used. C. Gypsum Board — Min 1/2 in. (13 mm) rated or non-rated gypsum board. E. Steel Straps — (Not shown) — Steel straps to be used when top and sole plates are discontinuous and shall meet the structural requirements of the wall. Min 1-1/2 in. (38 mm) wide by 20 gauge (or heavier) galvanized steel straps used to bridge opening on both sides of wall at sole plate when sole plate is discontinuous at opening in plywood floor. Steel straps to be cut to overlap a min of 2 in. (51 mm) onto sole plate on each side of opening and secured to sole plate with a min of two nails or screws on each side of opening on both sides of wall. Min 3 in. (76 mm) wide by 20 gauge (or heavier) galvanized steel straps used to bridge opening on both sides of wall at double top plate when top plate is discontinuous at opening. Steel straps to be cut to overlap a min of 2 in. (51 mm) onto top plate on each side of opening and secured to top plates with a min of two nails or screws on each side of opening on both sides of wall. 3. Through Penetrants — One nonmetallic pipe to be installed either eccentrically or concentrically within the firestop system. The annular space between the through penetrant and the periphery of the opening shall be a min 0 in. (point contact) to a max of 5/8 in.(16 mm) Pipe to be rigidly supported on both sides of the floor-ceiling assembly. The following types and sizes of nonmetallic pipes may be used. A. Polyvinyl Chloride (PVC) Pipe — Nom 3 in. (76 mm) diam (or smaller) Schedule 40 solid or cellular core PVC for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 3 in. (76 mm) diam (or smaller) SDR13.5 CPVC for use in closed (process or supply) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 3 in. (76 mm) diam (or smaller) Schedule 40 solid-core or cellular-core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. D. Electrical Nonmetallic Tubing (ENT+) — Nom 2 in. (51 mm) diam (or smaller) corrugated-wall electrical nonmetallic tubing (ENT) constructed of polyvinyl chloride (PVC) and installed in accordance with the National Electrical Code (NFPA No. 70). See Electrical Nonmetallic Tubing (FKHU) category in the Electrical Construction Materials Directory for names of manufacturers. When FS-ONE MAX Sealant is used, the T Rating is 0 hr. When FS-ONE Sealant is used, the T Ratings are 3/4 hour for PVC and CPVC pipe and 1 hour for ABS pipe and ENT. 4. Fill, Void or Cavity Material* - Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sole plate. Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with bottom surface of lower top plate. At point contact location, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at bottom surface of lower top plate. In addition, at top of floor, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at the point contact location at top of sole plate or subfloor. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE-MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-2389 FC 2389Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 1A 1B 1D 2A 2B 2C 2D 34 4 4 4CLASSIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 System No. F-C-3012 SECTION A-A FC 3012Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of opening for 1 or 2 hr assembly is 2-1/2 in. (64 mm) or 2 in. (51 mm), respectively. B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Furring Channels — (Not Shown) — (As required) - Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Max diam of opening for 1 or 2 hr assembly is 2-1/2 in. (64 mm) or 2 in. (51 mm), respectively. The F Rating of the firestop system is equal to the rating of the floor-ceiling assembly. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 A Page: 2 of 2 2. Chase Wall — (Optional) - The through penetrant (Item 3) shall be routed through a fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening for 1 or 2 hr rated assembly is 2-1/2 in. (64 mm) or 2 in. (51 mm), respectively. C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) or two sets of parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening for 1 or 2 hr rated assembly is 2-1/2 in. (64 mm) or 2 in. (51 mm), respectively. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 3. Cables — In 1 hr fire-rated assemblies, aggregate cross-sectional area of cables in opening to be max 45 percent of the cross-sectional area of the opening (max 2 in. (51 mm) diam bundle). Cables to be rigidly supported on both sides of floor assembly. Any combination of the following types and sizes of copper conductors may be used: A. RG 59 coaxial cable with single copper conductor, cellular polyethylene cellular foam insulation and polyvinyl chloride (PVC) jacket. B. Max 8/C No. 22 AWG telephone cable with polyvinyl chloride (PVC) jacketing. C. Max 2/C No. 12 AWG cable with polyvinyl chloride (PVC) insulation and jacketing. D. Max 3/C with ground No. 2/0 AWG aluminum or copper Type SER cable with polyvinyl chloride (PVC) insulation. E. Max 3/C with ground No. 2/0 AWG Type NM cable with polyvinyl chloride (PVC) insulation. F. Max 3/C No. 12 AWG MC (BX) cable with polyvinyl chloride (PVC) insulation. G. Max 1 in. diam metal clad TEK cable with PVC jacket. H. Max 4/C with ground No. 300 kcmil (or smaller) aluminum SER cable with PVC insulation and jacket. I. Through Penetrating Product* - Any cables, Metal-Clad Cable+ or Armored Cable+ currently Classified under the Through Penetrating Products category. See Through Penetrating Product (XHLY) category in the Fire Resistance Directory for names of manufacturers. The T Rating is 1 and 1-3/4 hr for 1 and 2 hr rated assemblies, respectively, for cables 3A through 3G. The T Rating is 0 hr for cables 3H and 3I. 4. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sole plate. Min 5/8 in. (16 mm) thickness of fill material also applied within the annulus, flush with bottom surface of ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS611A Sealant or FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A4 3 1A 2C 2A 2D 1C 4 1B 2B 3 Hilti Firestop Systems System No. F-C-3012 FC 3012Hilti Firestop Systems CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0, 1 and 1-3/4 Hr (See Item 3)FT Ratings — 0, 1 and 1-3/4 Hr (See Item 3) FH Ratings — 1 and 2 Hr (See Item 1) FTH Ratings — 0, 1 and 1-3/4 Hr (See Item 3) Hilti Firestop Systems Hilti Firestop Systems System No. F-C-5004 SECTION A-A FC 5004Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F Rating of the firestop system is equal to the rating of the floor-ceiling assembly. The T Rating is 1 and 1-3/4 hr for 1 and 2 hr rated assemblies, respectively. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of floor opening is 3-1/2 in. (89 mm). B. Wood Joists* — Nom 10 in (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Furring Channels — (Not Shown) — (As required) - Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory. D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Max diam of floor opening is 3-1/2 in. (89 mm). Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 A Page: 2 of 2 2. Chase Wall — (Optional) - The through penetrant (Item 3) may be routed through a fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening shall be 3-1/2 in. (89 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) or two sets of parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening is 3-1/2 in. (89 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Wall and Partition Design. 3. Through Penetrants — One metallic pipe or tubing to be installed within the firestop system. Pipe or tubing to be rigidly supported on both sides of floor assembly. The following types and sizes of metallic pipes or tubing may be used: A. Steel Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Copper Tubing — Nom 2 in. (51 mm) diam (or smaller) Type L (or heavier) copper tubing. C. Copper Pipe — Nom 2 in. (51 mm) diam (or smaller) Regular (or heavier) copper pipe. 4. Pipe Covering* — Nom 1/2 in. (13 mm) thick hollow cylindrical heavy density (min 3.5 pcf (56 kg/m3)) glass fiber units jacketed on the outside with an all service jacket. Longitudinal joints sealed with metal fasteners or factory-applied self-sealing lap tape. Transverse joints secured with metal fasteners or with butt tape supplied with the product. A nom annular space of 1/8 in. (3 mm) is required within the firestop system. See Pipe and Equipment Covering — Materials (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. 4A. Tube Insulation — Plastics+ — Nom 3/4 in. (19 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. An annular space of min 1/8 in. (3 mm) to max 3/8 in. (10 mm) is required within the firestop system. See Plastics+ (QMFZ2) category in the Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. (Note: L Ratings apply only when glass fiber insulation is used). 5. Fill, Void or Cavity Material* — Sealant — Min 3/4 in. (19 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sole plate. Min 5/8 in. (16 mm) thickness of fill material also applied within the annulus, flush with bottom surface of ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A System No. F-C-5004 FC 50041A 3 2B 1B 1D 2A 2C 3 4 5 2D 5 C CLA SS IFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 1 and 2 Hr (See Item 1)F Rating — 1 and 2 Hr (See Item 1) T Rating — 1 and 1-3/4 Hr (See Item 1)FT Rating — 1 and 1-3/4 Hr (See Item 1) L Rating At Ambient — 4 CFM/Sq Ft (See Item 4)FH Rating — 1 and 2 Hr (See Item 1) L Rating At 400 F — Less Than 1 CFM/Sq Ft (See Item 4)FTH Rating — 1 and 1-3/4 Hr (See Item 1) L Rating At Ambient — 4 CFM/Sq Ft (See Item 4) L Rating At 400 F — Less Than 1 CFM/Sq Ft (See Item 4) Hilti Firestop Systems System No. F-C-5036 SECTION A-A FC 50361. Floor-Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 6-7/8 in. (175 mm). B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 4 ft (1.2 m) wide by 5/8 in. (16 mm) thick as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 6-7/8 in. (175 mm). 1.1 Chase Wall — (Not Shown, Optional) The through penetrants (Item 2) may be routed through a 1 hr fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 8 (51 by 203 mm) lumber or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 8 in. (51 by 203 mm) lumber or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening shall be 6-7/8 in. (175 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 8 in. (51 by 203 mm) lumber plates or two sets of nom 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening is 6-7/8 in. (175 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. 2. Through Penetrants — One metallic tube or pipe to be installed within the firestop system. Tube or pipe to be rigidly supported on both sides of floor-ceiling assembly. The following types and sizes of metallic tubes or pipes may be used: A. Copper Tubing — Nom 2 in. (51 mm) diam (or smaller) Type L (or heavier) copper tubing. B. Copper Pipe — Nom 2 in. (51 mm) diam (or smaller) Regular (or heavier) copper pipe. C. Steel Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 2 3 4 1C 2 4 1B1A C CLA S S IFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop Systems Page: 2 of 2 3. Pipe Covering — Nom 1-1/2 in. (38 mm) thick hollow cylindrical heavy density (min 3.5 pcf (56 kg/m3)) glass fiber units jacketed on the outside with an all service jacket. Longitudinal joints sealed with metal fasteners or factory-applied self-sealing tape. Traverse joints secured with metal fasteners or with butt tape supplied with the product. The annular space shall be min 1/2 in. (13 mm) and max 1 in. (25 mm). See Pipe and Equipment Covering Materials (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. 4. Fill, Void or Cavity Materials* - Sealant — Min 3/4 in. (19 mm) thickness of sealant applied within annular space, flush with top surface of subfloor or sole plate. Min 5/8 in. (16 mm) thickness of sealant applied within the annular space, flush with bottom surface of gypsum wallboard or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Page: 1 of 2 System No. F-C-5036 FC 5036Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 1 Hr F Rating — 1 Hr T Rating — 1 Hr FT Rating — 1 Hr FH Rating — 1 Hr FTH Rating — 1 Hr Hilti Firestop Systems System No. F-C-5037 SECTION A-A FC 50371. Floor-Ceiling Assembly — The 1 and 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F and FH Rating are dependent on the hourly rating of the floor ceiling assembly. The T, FT and FTH Rating are 1/4 hr for 1 hr rated floor ceiling assemblies and 1-3/4 hr for 2 hr rated floor ceiling assemblies. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Diam of opening shall be 5-1/8 in. (130 mm). B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Furring Channels (Not Shown) — Resilient galv steel furring installed perpendicular to wood joists between first and second layers of wallboard (Item 1D). Furring channels spaced max 24 in. (610 mm). D. Gypsum Board* — Nom 4 ft (1.2 m) wide by 5/8 in. (16 mm) thick as specified in the individual Floor-Ceiling Design. First layer of wallboard nailed to wood joists. Second layer of wallboard screw-attached to furring channels. Max diam of ceiling opening is 5-1/8 in. (130 mm). 1.1 Chase Wall — (Not Shown, Optional) The through penetrants (Item 2) may be routed through fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Drectory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) lumber or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) lumber or parallel 2 by 4 in. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening shall be 5-1/8 in. C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) lumber plates or two sets of nom 2 by 4 in. (51 by 102 mm) lumber plates tightly butted. Max diam of opening is 5-1/8 in. (130 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in individual Wall and Partition Design. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 A 2 4 3 1A 1B 1C4 CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop Systems Page: 2 of 2Page: 1 of 2 System No. F-C-5037 FC 5037ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 1/4 and 1-3/4 Hr (See Item 1)FT Ratings — 1/4 and 1-3/4 Hr (See Item 1) FH Ratings — 1 and 2 Hr (See Item 1) FTH Ratings — 1/4 and 1-3/4 Hr (See Item 1) 2. Through Penetrants — One metallic tube or pipe to be installed within the firestop system. Tube or pipe to be rigidly supported on both sides of floor-ceiling assembly. The following types and sizes of metallic tubes or pipes may be used: A. Copper Tubing — Nom 2 in. (51 mm) diam (or smaller) Type L (or heavier) copper tubing. B. Copper Pipe — Nom 2 in. (51 mm) diam (or smaller) Regular (or heavier) copper pipe. C. Steel Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. 3. Tube Insulation-Plastics+ — Nom 3/4 in. (19 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. The annular space shall be min 3/8 in. (10 mm) to max 1 in. (25 mm). See Plastics+ (QMFZ2) category in the Plastics Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL94 Flammability Classification of 94-5VA may be used. 4. Fill, Void or Cavity Materials*-Sealant — Fill material forced into annular space to fill space to max extent possible. Sealant shall be installed flush with top surface of floor or sole plate and bottom surface of ceiling or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 System No. F-C-1059 SECTION A-A FC 1059Page: 1 of 2 1. Floor-Ceiling Assembly — The 1 or 2 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The F, FH Rating of the firestop system is equal to the rating of the floor-ceiling and wall assemblies. The T, FT and FTH Rating of the firestop system is 0 hr for 1 hr rated floor ceiling assembly and 1/2 hr for 2 hr rated floor ceiling assembly. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 7-5/8 in. (194 mm). B. Wood Joists* — Nom 10 in (254 mm) deep (or deeper) lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 7-5/8 in. (194 mm). D. Furring Channels — (Not Shown) (As required) Resilient galvanized steel furring installed in accordance with the manner specified in the individual L500 Series Designs in the Fire Resistance Directory. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 Page: 2 of 2 1.1 Chase Wall — (Not Shown, Optional)—The through penetrants (Item 2) may be routed through a 1 or 2 hr fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features : A. Studs — Nom 2 by 8 in. (51 by 203 mm) lumber or double nom 2 by 6 in. (51 by 152 mm) lumber studs. B. Sole Plate — Nom 2 by 8 in. (51 by 203 mm) lumber or parallel 2 by 6 in. (51 by 152 mm) lumber plates, tightly butted. Max diam of opening shall be 7-5/8 in. (194 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 8 in. (51 by 203 mm) lumber plates or two sets of nom 2 by 6 in. (51 by 152 mm) lumber plates tightly butted. Max diam of opening is 7-5/8 in. (194 mm). D. Gypsum Board* — Thickness, type, number or layers and fasteners shall be as specified in individual Wall and Partition Designs. 2. Through Penetrants — One metallic tubing, pipe or conduit to be installed concentrically or eccentrically within the firestop system. Annular space between pipe or conduit and edge of opening to be min 1/4 in. (6 mm) and max 3/4 in. (19 mm). Pipe, tubing or conduit to be rigidly supported on both sides of floor-ceiling assembly. The following types and sizes of metallic pipes, tubing or conduit may be used: A. Steel Pipe — Nom 6 in. (152 mm) diam (or smaller) Schedule 40 (or heavier) steel pipe. B. Iron Pipe — Nom 6 in. (152 mm) diam (or smaller) cast or ductile pipe. C. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing or nom 6 in. diam (or smaller) steel conduit. D. Steel Flexible Metal Conduit + — Nom 2 in. (51 mm) diam (or smaller) steel flexible metal conduit. See Flexible Metal Conduit (DXUZ) category in the Electrical Construction Materials Directory for names of manufacturers. 3. Fill, Void or Cavity Material*—Sealant — Min 5/8 in. (16 mm) or 1-1/4 in. (32 mm) thickness of sealant applied within annular space, flush with the bottom surface of gypsum wallboard or lower top plate for 1 and 2 hr floors respectively. Min. 3/4 in. (19 mm) thickness of sealant applied within annular space, flush with top surface of floor or sole plate. HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant +Bearing the UL Listing Mark. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-1059 FC 1059A 3 1A 3 2 1B1C CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop SystemsHilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 1 and 2 Hr F Rating — 1 and 2 Hr T Rating — 1 and 2 Hr FT Rating — 1 and 2 Hr L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 1 and 2 Hr L Rating At 400 F — 4 CFM/sq ft FTH Rating — 1 and 2 Hr W Rating — Class 1 (See Item 4)L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — 4 CFM/sq ft SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1.Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c.07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f.26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2.Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: *Fire Rating (F-Rating) *Temperature Rating (T-Rating) *Leakage Rating (L-Rating) *Water Rating (W-Rating) *Annular Space *Percent Fill *Movement *Type and thickness of fire-rated construction. 3.If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4.References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5.Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6.All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. *Warning! - Do Not Disturb *Through Penetration Firestop System *UL System # * Product(s) used *Hourly Rating (F-Rating) *Installation Date *Contractor's Name 7.For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Wood-Floor Ceiling-Assembly 5.1 System No. F-C-7013 SECTION A-A FC 70131. Floor-Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specifiedin the individual Floor-Ceiling Design. Max diam of opening shall be 5-1/4 in. (133 mm). B. Wood Joist* — Nom 10 in. (254 mm) deep (or deeper)lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 4 ft (1.2 m) wide by 5/8 in. (16 mm) thick as specifiedin the individual Floor-Ceiling Design. Max diam of opening shall be 5-1/4 in. (133 mm). 1.1 Chase Wall — (Not shown, Optional) The through penetrants (Item 2) may be routed through a 1 hr fire-rated single, double or staggered wood stud/gypsum wallboard chase wall having a fire rating consistent with that of the floor-ceiling assembly. The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 6 in. (51 by 152 mm) lumber or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 6 in. (51 by 152 mm) lumber or parallel 2 by 4 in. (51 by 102 mm) lumber plates,tightly butted. Max diam of opening shall be 5-1/4 in. C. Top Plate — The double top plate shall consist of two nom 2 by 6 in. (51 by 152 mm) lumber plates or two sets of nom 2 by 4 in. (51 by 102 mm) lumber plates tightly butted. Max diam of opening is 5-1/4 in. (133 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specifiedin individual Wall and Partition Design. Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015 2 1A 3 1B 1C 3 Hilti Firestop Systems C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop Systems Page: 2 of 2 2. Steel Duct — Nom 4 in. (102 mm) diam (or smaller) No. 28 gauge (or heavier) steel duct to be installed either concentrically or eccentrically within the firestop system. The annular space between duct and periphery of opening shall be min of 1/4 in. (6 mm) to max 3/4 in. (19 mm). Steel duct to be rigidly supported on both sides of floor-ceiling assembly. 3. Fill, Void or Cavity Materials*-Sealant — Min 3/4 in. (19 mm) thickness of sealant applied within the annular space,flush with top surface of floor or sole plate. Min 5/8 in. (16 mm) thickness of sealant applied within annular space, flush with bottom surface of gypsum board or lower top plate. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. F-C-7013 FC 7013Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 20, 2015Page: 1 of 2 ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 1 Hr F Rating — 1 Hr T Rating — 0 Hr FT Rating — 0 Hr FH Rating — 1 Hr FTH Rating — 0 Hr FC 7025System No. F-C-7025 SECTION A-A A Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. October 09, 2006 ) 5DWLQJ ³ +U 7 5DWLQJ ³ +U 2 31A 1B 1C 3 Hilti Firestop SystemsCLASSIFI E DUS 1. Floor-Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specifiedin the individual Floor-Ceiling Design. Max diam of opening shall be 11 in. (279 mm). B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper)lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 4 ft (1.22 m) wide by 5/8 in. (16 mm) thick as specifiedin the individual Floor-Ceiling Design. Gypsum board secured to wood joists or furring channels as specified in the individual Floor-Ceiling Design. Max diam of opening shall be 11 in. (279 mm). 1A. Chase Wall — (Optional, Not Shown) — The through penetrants (Item 2) may be routed through a 1 hr fire rated single, double or staggered wood stud/gypsum board chase wall. Depth of chase wall stud cavity to be min 1/2 in. (13 mm) greater than diameter of opening cut in sole and top plates to accommodate the through penetrant (Item 2). The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm), 2 by 8 in. (51 by 203 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or 2 by 8 in. (51 by 203 mm) lumber plates or double nom 2 by 4 in. (51 by 102 mm) lumber plates tightly butted together. Circular opening to be centered in sole plate. Sole plate to be min 1 in. (25mm) wider than diam of opening. Max diam of opening in sole plate is 11 in. (279 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or 2 by 8 in. (51 by 203 mm) lumber plates or double nom 2 by 4 in. (51 by 102 mm) lumber plates tightly butted together. Circular opening to be centered in top plate. Top plate to be min 1 in. (25mm) wider than diam of opening. Max diam of opening in top plate is 5-1/2 in. (140 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specifiedin individual Wall and Partition Design. 2. Steel Duct — One steel duct to be installed concentrically or eccentrically within the opening. The annular space between the steel duct and the periphery of opening shall be min 0 in. (0 mm, point contact) to max 1 in. (25 mm). Steel duct to be rigidly supported on both sides of floor-ceiling assembly. Thefollowing sizes of steel ducts may be used: A. Max 10 in. (254 mm) diam by min 0.019 in. (0.50 mm) thick steel duct. B. Max 4 in. (102 mm) diam by min 0.016 in. (0.40 mm) thick steel duct. 3. Fill, Void or Cavity Materials*-Sealant — Min 3/4 in. (19 mm) thickness of sealant applied within the annulus flush with the top surface of the floor or sole plate. Min 5/8 in. (16 mm) thickness of sealant applied within the annulus flush with the bottom surface of gypsum board or lower top plate. A min 1/2 in. (13 mm) diam bead of sealant to be applied at the duct/subflooring or sole plate interface and the duct/gypsum board or top plate interface. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 606 Flexible Firestop Sealant *Bearing the UL Classification Mark A 2 3 C Classified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 Hilti Firestop Systems System No. F-C-7043 SECTION A-A FC 70431. Floor-Ceiling Assembly — The 1 hr fire rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specifiedin the individual Floor-Ceiling Design. Max area of opening shall be 143 in.2 (923 cm2) with a max dimension of 13 in. (330mm). B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper)lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Min 5/8 in. (16 mm) thick as specifiedin the individual Floor-Ceiling Design. Gypsum board secured to wood joists or furring channels as specified in the individual Floor-Ceiling Design. Max area of opening shall be 143 in.2 (923 cm2) with a max dimension of 13 in. (330mm). 2. Steel Duct — Max 12 by 10 in. (305 by 254 mm) No. 28 ga. (or heavier) galv steel duct to be installed either concentrically or eccentrically within the firestop system. The space between the steel duct and periphery of opening shall be min 0 in. (point contact) to max 1 in. (25 mm). Steel duct to be rigidly supported on both sides of the floor-ceiling assembly. 3. Firestop System — Min 3/4 in. (19 mm) thickness of sealant applied within the annulus flush with the top surface of the floor. Min 5/8 in. (16 mm) thickness of sealant applied within the annulus flush with the bottom surface of gypsum board ceiling. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 606 Flexible Firestop Sealant or FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 21, 2015 A C CLA S SIFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US 1A 1B 1C 3 3 3 3 2 3 ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 1 Hr F Rating — 1 Hr T Rating — 1/4 Hr FT Rating — 1/4 Hr FH Rating — 1 Hr FTH Rating — 1/4 Hr 2 Hilti Firestop Systems Hilti Firestop Systems System No. F-C-8026 FC 8026Page: 1 of 2 Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 21, 2015 Page: 2 of 2 C CLA S SIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US SECTION A-A System tested with a pressure differential of 2.5 Pa between the exposed and the unexposed surfaces withthe higher pressure on the exposed side. 1. Floor-Ceiling Assembly — The 1 hr fire-rated solid or trussed lumber joist floor-ceiling assembly shall be constructed of the materials and in the manner specified in the individual L500 Series Floor-Ceiling Designs in the UL Fire Resistance Directory. The general construction features of the floor-ceiling assembly are summarized below: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specifiedin the individual Floor-Ceiling Design. Max diam of opening shall be 5 in. (127 mm). B. Wood Joists* — Nom 10 in. (254 mm) deep (or deeper)lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 4 ft (122 cm) wide by 5/8 in. (16 mm) thick as specifiedin the individual Floor-Ceiling Design. Gypsum board secured to wood joists or furring channels as specified in the individual Floor-Ceiling Design. 1A. Chase Wall — (Optional, Not Shown) - The through penetrants (Item 2) may be routed through a 1 hr fire rated single, double or staggered wood stud/gypsum board chase wall. Depth of chase wall stud cavity to be min 1/2 in. (13 mm) greater than diameter of opening cut in sole and top plates to accommodate the through penetrant (Item 2). The chase wall shall be constructed of the materials and in the manner specified in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or double nom 2 by 4 in. (51 by 102 mm) lumber studs. B. Sole Plate — Nom 2 by 4 in. (51 by 102 mm), 2 by 6 in. (51 by 152 mm) or parallel 2 by 4 in.. (51 by 102 mm) lumber plates,tightly butted. Max diam of opening is 5 in. (127 mm). C. Top Plate — The double top plate shall consist of two nom 2 by 4 in. (51 by 102 mm), two nom 2 by 6 in., (51 by 102 mm) or two sets of parallel 2 by 4 in.. (51 by 102 mm) lumber plates, tightly butted. Max diam of opening is 5 in. (127 mm). D. Gypsum Board* — Thickness, type, number of layers and fasteners shall be as specifiedin the individual Wall and Partition Design. A A 2. Through Penetrants — One or more pipes, conduits, tubing and cables to be installed concentrically or eccentrically within the opening. The space between any penetrant, except nonmetallic pipes and uninsulated metallic pipes to be min 0 in. (point contact) to max 1 in. (25 mm). The space between any penetrants and the periphery of the opening shall be min 0 in. (point contact) to max 1 in. (25 mm). Pipes, conduits, tubing and cables to be rigidly supported on both sides of floor-ceiling assembly. A. Metallic Penetrants — One or more metallic pipes, conduits or tubing to be installed within the firestop system. The following types and sizes of metallic pipes, conduits or tubing may be used: A1. Steel Pipe — Nom 3/4 in. (19 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. A2. Conduit — Nom 3/4 in. (19 mm) diam (or smaller) steel electrical metallic tubing (EMT) or 3/4 in. (19 mm) diam galv steel conduit. A3. Copper Tube — Nom 3/4 in. (19 mm) diam (or smaller) Type L (or heavier) coppertube. A4. Copper Pipe — Nom 3/4 in. (19 mm) diam (or smaller) Regular (or heavier) copper pipe. B. Tube Insulation - Plastics+ — Nom 3/4 in. (19 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. Tubeinsulation to be installed on one or more of the metallic pipes or tubes (Item 2A). See Plastics+ (QMFZ2) category in the Plastics Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. C. Nonmetallic Through Penetrants — One nonmetallic pipeto be installed within the firestop system. Pipe shall be spaced a min 1-1/2 in. (38 mm) from non-uninsulated metallic through penetrants. Thefollowing types and sizes of metallic pipes may be used: C1. Polyvinyl Chloride (PVC) Pipe — Nom 1-1/4 in. (32 mm) diam (or smaller) Schedule 40 solid core PVC pipefor use in closed (process or supply) or vented (drain, waste or vent) piping system. C2. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 1-1/4 in. (32 mm) diam (or smaller) SDR13.5 CPVC pipefor use in closed (process or supply) piping systems. D. Cables — Max of two 4 pair No. 18 AWG (or smaller) cable with PVC insulation and jacket materials. 3. Fill, Void or Cavity Materials* - Sealant — Min 3/4 in. (19 mm) thickness of sealant applied within the annulus flush with the top surface of the floor or sole plate and min 5/8 in. (16 mm) thickness of sealant applied within the annulus flush with the bottom surface of gypsum board or top plate. A min ¼ in. (6 mm) diameter bead of sealant applied at the bundle/subflooring or sole plateinterface and the bundle/gypsum board or top plate interface at point contact locations. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE_MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. +Bearing the UL Recognized Component Mark 1 2A 2D 3 3 2B 3 2C ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 1 Hr F Rating — 1 Hr T Rating — 1 Hr FT Rating — 1 Hr FH Rating — 1 Hr FTH Rating — 1 Hr System No. F-C-8026 FC 8026Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 21, 2015 SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1. Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c. 07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f. 26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2. Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: * Fire Rating (F-Rating) * Temperature Rating (T-Rating) * Leakage Rating (L-Rating) * Water Rating (W-Rating) * Annular Space * Percent Fill * Movement * Type and thickness of fire-rated construction. 3. If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4. References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5. Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6. All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. * Warning! - Do Not Disturb * Through Penetration Firestop System * UL System # * Product(s) used * Hourly Rating (F-Rating) * Installation Date * Contractor's Name 7. For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Wood-Floor Ceiling-Assembly 5.2 System No. C-AJ-1226 SECTION A-A CAJ 1226A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 07, 2015Hilti Firestop Systems 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m³) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 32 in. (813 mm). 2. Metallic Sleeve — (Optional) Nom 32 in. (813 mm) diam (or smaller) Schedule 40 (or heavier) steel sleeve cast or grouted into floor or wall assembly, flush with floor or wall surfaces or extending a max of 3 in. (76 mm) above floor or beyond both surfaces of wall. 2A. Sheet Metal Sleeve — (Optional) Max 6 in. (152 mm) diam, min 26 ga. galv steel provided with a 26 ga galv steel square flange spot welded to the sleeve at approx mid-height, or flush with bottom of sleeve in floors, and sized to be a min of 2 in. (51 mm) larger than the sleeve diam. The sleeve is to be cast in place and may extend a max of 4 in. (102 mm) below the bottom of the deck and a max of 1 in. (25 mm) above the top surface of the concrete floor. 2B. Sheet Metal Sleeve — (Optional) - Max 12 in. (305 mm) diam, min 24 ga galv steel provided with a 24 ga galv steel square flange spot welded to the sleeve at approx mid-height, or flush with bottom of sleeve in floors, and sized to be a min of 2 in. (51 mm) larger than the sleeve diam. The sleeve is to be cast in place and may extend a max of 4 in. (102 mm) below the bottom of the deck and a max of 1 in. (25 mm) above the top surface of the concrete floor. 3. Through-Penetrant — One metallic pipe, tube or conduit to be installed either concentrically or eccentrically within the firestop system. The annular space between penetrant and periphery of opening shall be min 0 in. (point contact) to max 1-7/8 in. (48 mm). Penetrant may be installed with continuous point contact. Penetrant to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of metallic penetrants may be used: A. Steel Pipe — Nom 30 in. (762 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 30 in. (762 mm) diam (or smaller) cast or ductile iron pipe. C. Copper Pipe — Nom 6 in. (152 mm) diam (or smaller) Regular (or heavier) copper pipe. D. Copper Tubing — Nom 6 in. (152 mm) diam (or smaller) Type L (or heavier) copper tubing. E. Conduit — Nom 6 in. (152 mm) diam (or smaller) steel conduit. F. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing (EMT). A 2 34B 3 14B 4A C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 3 Hr F Rating — 3 Hr T Rating — 0 Hr FT Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft FH Rating — 3 Hr L Rating At 400 F — 4 CFM/sq ft FTH Rating — 0 Hr L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — 4 CFM/sq ft Hilti Firestop Systems Page: 2 of 2 4. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of min 4 pcf (64 kg/m³) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or sleeve or from both surfaces of wall or sleeve as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 1/4 in. (6 mm) thickness of fill material applied within the annulus, flush with top surface of floor or sleeve or with both surfaces of wall or sleeve. At the point or continuous contact locations between penetrant and concrete or sleeve, a min 1/4 in. (6 mm) diam bead of fill material shall be applied at the concrete or sleeve/ pipe penetrant interface on the top surface of floor and on both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. C-AJ-1226 CAJ 1226Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 07, 2015Page: 1 of 2 System No. C-AJ-1513 SECTION A-A CAJ 15131. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete floor. Min 5 in. (127 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete wall. Wall may also be constructed of any UL Classified Concrete Blocks*. Max size of opening is 8 in. (203 mm) by 30 in. (763 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrants — One or more metallic penetrants to be installed either concentrically or eccentrically within the firestop system. The total number of penetrants is dependent on the size of the opening and sizes of penetrants. The annular space between the penetrants and periphery of opening shall be min 0 in. (point contact). The annular space between nom 2 in. (51 mm) diam (and smaller) penetrants shall be a min 0 in. (point contact). The annular space between penetrants greater than nom 2 in. (51 mm) diam shall be a min. 1/2 in. (13 mm). A max annular space in the system shall be 12 in. (305 mm). Penetrants to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of penetrants may be used: A. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing or rigid steel conduit B. Through Penetrating Product* — Flexible Metal Piping — The following types of steel flexible metal gas piping may be used: 1.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. OMEGA FLEX INC 2.) Nom 1 in. (25 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. GASTITE, DIV OF TITEFLEX 3.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. WARD MFG L L C 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of 4 pcf (64 kg/m3) mineral wool batt insulation tightly packed into the opening as a permanent form. Packing material to be recessed from top surface of floor or both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material - Sealant* — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus flush with the top surface of the floor or both surfaces of the wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 08, 2015 A 2 3B 3A 1 Hilti Firestop Systems CC LA S SIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating - 2 Hr F Rating - 2 Hr T Rating - 0 Hr FT Rating - 0 Hr FH Rating - 2 Hr FTH Rating - 0 Hr 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete floor. Min 5 in. (127 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete wall. Wall may also be constructed of any UL Classified Concrete Blocks*. Max size of opening is 8 in. (203 mm) by 30 in. (763 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrants — One or more metallic penetrants to be installed either concentrically or eccentrically within the firestop system. The total number of penetrants is dependent on the size of the opening and sizes of penetrants. The annular space between the penetrants and periphery of opening shall be min 0 in. (point contact). The annular space between nom 2 in. (51 mm) diam (and smaller) penetrants shall be a min 0 in. (point contact). The annular space between penetrants greater than nom 2 in. (51 mm) diam shall be a min. 1/2 in. (13 mm). A max annular space in the system shall be 12 in. (305 mm). Penetrants to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of penetrants may be used: A. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing or rigid steel conduit B. Through Penetrating Product* — Flexible Metal Piping — The following types of steel flexible metal gas piping may be used: 1.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. OMEGA FLEX INC 2.) Nom 1 in. (25 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. GASTITE, DIV OF TITEFLEX 3.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. WARD MFG L L C 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of 4 pcf (64 kg/m3) mineral wool batt insulation tightly packed into the opening as a permanent form. Packing material to be recessed from top surface of floor or both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material - Sealant* — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus flush with the top surface of the floor or both surfaces of the wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Classified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 Hilti Firestop Systems Hilti Firestop Systems System No. C-AJ-2109 SECTION A-A CAJ 2109Page: 1 of 2 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 12 in. (305 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufactures. 2. Steel Sleeve — (Optional) - Nom 12 in. (305 mm) diam (or smaller) Schedule 40 (or heavier) steel pipe cast or grouted into floor or wall assembly, flush with floor or wall surfaces a max of 3 in. (76 mm) above the floor. If the steel sleeve extends above the floor, the T Rating of the firestop system is 0 Hr and a min 1/2 in. (13 mm) annular space is required between the through penetrant (Item 3) and the periphery of the opening. The W Rating does not apply when the steel sleeve is used. 3. Through Penetrants — One nonmetallic pipe to be installed either concentrically or eccentrically within the firestop system. For max 6 in. (152 mm) diam pipes, the annular space between the pipe and the periphery of opening shall be min 0 in. (0 mm, point contact) to max 1/2 in. (13 mm). For nom 8 in. (203 mm) and 10 in. (254 mm) diam pipes, the annular space between the pipe and the periphery of opening shall be min 0 in. (0 mm, point contact) to max 1-1/4 in. (32 mm). If the steel sleeve extends above the floor (Item 2), a min 1/2 in. (13 mm) annular space is required between the through penetrant (Item 3) and the periphery of the opening. Pipe to be rigidly supported on both sides of floor or wall assembly. For systems with a W Rating, the max annular space is 1/2 in. (13 mm). The T Ratings are dependent on the size and/or type of pipe as shown in the table below. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 10 in. (254 mm) diam (or smaller) Schedule 40 solid core or cellular core PVC pipe for use in closed (process or supply ) or vented (drain, waste or vent) piping systems. For systems with a W Rating, the nom diam of pipe shall not exceed 6 in. (152 mm). B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 10 in. (254 mm) diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) piping systems. For systems with a W Rating, the nom diam of pipe shall not exceed 6 in. (152 mm). C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 6 in. (152 mm) diam (or smaller) Schedule 40 solid-core or cellular core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. D. Flame Retardant Polypropylene (FRPP) Pipe — Nom 6 in. (152 mm) diam (or smaller) Schedule 40 FRPP pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 ) 5DWLQJV ³ DQG +U 6HH ,WHP 7 5DWLQJV ³ DQG +U 6HH ,WHPV DQG W Rating - Class 1 (See Items 2, 3 and 4) / 5DWLQJ DW $PELHQW ³ /HVV 7KDQ &)0 VT IW 6HH ,WHP / 5DWLQJ DW ) ³ /HVV 7KDQ &)0 VT IW 6HH ,WHP A Page: 2 of 2 + - Indicates solid core ABS only. ++ - Indicates cellular core ABS only. 4. Fill, Void or Cavity Material* — Sealant — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus, flush with top or bottom surface of floor or both surfaces of wall. Sealant is optional for pipes having a max diam of 6 in. (152 mm) in unsleeved openings. For systems with W Rating and/or L Rating, min 1/2 in. (13 mm) thickness of CP 601S, CFS-S SIL GG, CFS-S SIL SL (floors only) or CP 604 Sealant shall be applied within the annulus, flush with top or bottom surface of floor. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant, FS-ONE MAX Intumescent Sealant, CP 601S Sealant, CFS-S SIL GG, CFS-S SIL SL (floors only) or CP 604 Sealant 4A. Packing Material (not shown) — Min 1/2 in. (13 mm) thickness of 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into annular space and recessed from the top surface of floor to accommodate the required thickness of fill material. Required only when CP 604 Sealant is used. 5. Firestop Device* — Firestop Collar — Firestop collar shall be installed in accordance with the accompanying installation instructions. Collar to be installed and latched around the pipe and secured to underside of floor or both sides of wall using the anchor hooks provided with the collar. Minimum two anchor hooks for nom 1-1/2 and 2 in. (38 and 51 mm) diam pipes. Minimum three anchor hooks required for nom 3 and 4 in. (76 and 102 mm) diam pipes. Minimum four anchor hooks required for nom 6 in. (152 mm) diam pipes. Minimum ten anchor hooks required for nom 8 in (203 mm) diam pipes. Minimum twelve anchor hooks required for nom 10 in. (254 mm) diam pipes. The anchor hooks are to be secured with min 1/4 in. (6 mm) diam by min 1-1/4 in. (32 mm) long steel expansion bolts or min 0.145 in. (3.7 mm) diam by 1-1/4 in. (32 mm) long powder actuated fasteners utilizing a 1-7/16 in. (37 mm) diam by 1/16 in. (1.6 mm) thick steel washer. As alternates to the anchors specified above, Hilti 1/4 in. (6 mm) diam by 1-1/4 in. (32 mm) long KWIK-CON II+ concrete screw anchor, Hilti 1/4 in. (6 mm) diam by 1-3/4 in. (45 mm) long KWIK-BOLT 3 steel expansion anchor or Hilti X-DNI 27 P8 S15 powder actuated floor pin with integral nom 9/16 in. (15 mm) diam washer may be used. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 643N 50/1.5", CP 643N 63/2", CP 643N 90/3", CP 643N 110/4", CP 643 160/6", CP 644 200/8" or CP 644 250/10" Firestop Collar * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively CAJ 2109Pipe Type Nom Pipe Diam, In. (mm) F Rating Hr PVC, CPVC Greater than 6 (152)2 PVC, CPVC, ABS, FRPP 6 (152) or smaller 3 Pipe Type Nom Pipe Diam, In. (mm)T Rating Hr PVC, CPVC, ABS, FRPP 1-1/2, 2, 3 (38, 51, 76)2 PVC, CPVC, ABS, FRPP 4 (102)3 PVC, CPVC, ABS+, FRPP 6 (152)3 PVC, CPVC Greater than 6 (152)0 ABS++6 (152)0 A 3 2 5 4 5 4 2 13CLASSIFIEDClassified byUnderwriters Laboratories, Inc. to UL 1479 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 System No. C-AJ-2167 SECTION A-A CAJ 21671. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Floor may also be constructed of any min 6 in. (152 mm) thick UL Classified hollow core Precast Concrete Units* having a min 2 in. (51 mm) concrete thickness below the core. Max diam of opening is 3 in. (76 mm). See Concrete Blocks (CAZT) and Precast Concrete Units (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrants — One nonmetallic pipe to be installed concentrically or eccentrically within the firestop system. Annular space between pipe and edge of opening to be min 0 in. (point contact) and max 5/8 in. (16 mm). Pipe to be rigidly supported on both sides of floor-ceiling assembly. The following types and sizes of nonmetallic pipes may be used. A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 solid or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) piping systems. 3. Fill, Void or Cavity Material* — Sealant — Min 2 in. (51 mm) thickness of fill material applied within the annulus, flush with bottom surface of floor or with both surfaces of wall. At point contact location, min 1/2 in. (13 mm) diam bead of sealant applied at pipe/concrete interface on bottom surface of floor or both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 09, 2015 F Rating -- 2 Hr T Rating -- 0 Hr A 2 3 1 2 3 Hilti Firestop SystemsCLASSIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 Hilti Firestop Systems Hilti Firestop Systems System No. C-AJ-3283 CAJ 3283Page: 1 of 2 1. Floor or Wall Assembly — Min 2-1/2 in. (64 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Opening in floor or wall to be max 3 in. (76 mm) diam for 2" device and max 5 in. (127 mm) diam for 4" device. See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 1A. Floor Assembly — (Not Shown) — As an alternate to Item 1, fire-rated unprotected concrete and steel floor assembly may be used. Floor assembly to be constructed of the materials and in the manner described in the individual D900 Series Floor-Ceiling Design in the UL Fire Resistance Directory and shall include the following construction features: A. Concrete — Min 2-1/2 in. (64 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. B. Steel Floor and Form Units — Composite or noncomposite max 3 in. (76 mm) deep fluted galv units as specified in the individual Floor-Ceiling design. Opening in floor or wall to be max 3 in. (76 mm) diam for 2" device and max 5 in. (127 mm) diam for 4" device. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. May 26, 2016 Page: 2 of 2 2. Cables — Within the loading area for the firestop device, the cables may represent a 0 to 100 percent visual fill. Cables to be tightly bundled within the device and rigidly supported on both sides of floor or wall assembly. Any combination of the following types of cables may be used: A. Max 100 pair No. 24 AWG (or smaller) copper conductor telecommunication cable with polyvinyl chloride (PVC) jacketing and insulation. B. Max 7/C No. 12 AWG copper conductor control cable with PVC or XLPE jacket and insulation. C. Max 4/0 AWG Type RHH ground cable. D. Max 4 pr No. 22 AWG Cat 6 computer cables. E. Max RG 6/U coaxial cable with fluorinated ethylene insulation and jacketing. F. Fiber optic cable with polyvinyl chloride (PVC) or polyethylene (PE) jacket and insulation having a max diam of 1/2 in. (13 mm). G. Max 20/C No. 22 AWG shielded printer cable with PVC jacket. H. Through-Penetrating Product* — Two copper conductors No. 18 AWG (or smaller) Power or Non Power Limited Fire Alarm Cable with or without a jacket under a metal armor. AFC CABLE SYSTEMS INC I. Max 1/4 in. (6 mm) diameter S-Video Cable consisting of 2 max 24 AWG 75 ohm coax or twisted pair cable with PE insulation and PVC jacket. J. Through Penetrating Product* — Any Cables, Metal-Clad Cable+ or Armored Cable+ currently Classified under the Through Penetrating Products category. See Through Penetrating Product (XHLY) category in the Fire Resistance Directory for names of manufacturers. K. Max 3/C No 12 AWG MC Cable. The T, FT and FTH Ratings for the firestop system are 1/2 hr except that when cable types 2J or 2K are used, the T, FT and FTH Ratings are 0 hr. See Table below for L Ratings.CAJ 32831 4 2 3 3 C CLA SSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Ratings — 0 and 1/2 Hr (See Item 2)FT Ratings — 0 and 1/2 Hr (See Item 2) L Rating At Ambient — Less Than 1 CFM (See Item 2)FH Rating — 2 Hr L Rating At 400 F — Less Than 1 CFM (See Item 2)FTH Ratings — 0 and 1/2 Hr (See Item 2) L Rating At Ambient — Less Than 1 CFM (See Item 2) L Rating At 400 F — Less Than 1 CFM (See Item 2) Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. May 26, 2016 Max Cable Fill Cable Type L Rating, CFM/Sq Ft L Rating, CFM Ambient 400°F Ambient 400°F 0%—1 2 Less than 1 Less than 1 100%Any cables (Item 2) in any combination 7 7 Less than 1 Less than 1 3. Firestop Device* — Firestop device consists of a corrugated steel tube with an inner plastic housing, intumescent material rings, tightly twisted inner fabric smoke seal, flanges and gasket material (not shown). Firestop device to be installed in accordance with the accompanying installation instructions. Device slid into floor or wall such that ends project an equal distance from the approximate centerline of the assembly. The annular space between the device and the periphery of the opening shall be min 0 in. (point contact). Device provided with flange(s) that are spun clockwise onto device threads, over gasket material butting tightly to top side of floor or both sides of wall. In floors, when FS-ONE Sealant is used and installed flush with bottom of floor, device flange shall be threaded tightly to bottom side of floor. In floors, device flange to be secured to floor with min two 1-1/4 in. (32 mm) long steel masonry screws or anchors. As an alternate to gasket material, sealant (Item 4) may be used. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 653 and CP 653 BA 2" Speed Sleeve, CP 653 and CP 653 BA 4" Speed Sleeve 4. Fill, Void or Cavity Material* — As an alternate to gasket material (see Item 3), min 1/2 in. (13 mm) thickness of fill material applied within the annulus between firestop device and periphery of opening, flush with top surface of floor or both sides of wall. As an option, when FS-ONE Sealant is used, the fill material can be installed flush with bottom of floor. For L Ratings when sealant is used, an additional 1/4 in. (6 mm) bead of fill material is applied at the device/floor or device/wall interface on top or bottom side of floor or both sides of wall assembly prior to installing flanges. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 618 Firestop Putty, FS-ONE Sealant or FS-ONE MAX Intumescent Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. C-AJ-3283 System No. C-AJ-5090 SECTION A-A CAJ 5090A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 14, 2015 A 3 2 15B 5A 4 3 5B Hilti Firestop Systems CC LA S SIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Page: 2 of 2Hilti Firestop Systems CAJ 5090Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 14, 2015Page: 1 of 2 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 18 in. (457 mm). See Concrete Blocks (CAZT) Category in the Fire Resistance Directory for names of manufacturers. 2. Metallic Sleeve — (Optional) — Nom 18 in. (457 mm) diam (or smaller) Schedule 10 (or heavier) steel sleeve cast or grouted into floor or wall assembly, flush with floor or wall surfaces or extending a max of 3 in. (76 mm) above floor or beyond both surfaces of wall. 3. Through Penetrants — One metallic pipe or tubing to be centered within the firestop system. Pipe or tubing to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of metallic pipes or tubing may be used: A. Steel Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 5 (or heavier) steel pipe. B. Copper Pipe — Nom 4 in. (102 mm) diam (or smaller) Regular (or heavier) copper tubing. C. Copper Tubing — Nom 4 in. (102 mm) diam (or smaller) Type L (or heavier) copper tubing. 4. Tube Insulation — Plastics+ — Min 1/2 in. (13 mm) to max 3/4 in. (19 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. Nom 1 in. (25 mm) thick AB/PVC flexible foam insulation may be used for max 2 hr F and FH Ratings when max 3 in. (76 mm) diam pipe or tubing is used. The annular space shall be min 1/2 in. (13 mm) to max 12 in. (305 mm). When max annular space exceeds 1-1/2 in. (38 mm) the F and FH Ratings are 2 hr. See Plastics+ (QMFZ2) Category in the Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. 5. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or from both surfaces of wall as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 1/4 in. (6 mm) thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall. When max annular space exceeds 1-1/2 in. (38 mm) the min thickness of fill material is 1/2 in. (13 mm). HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 2 and 3 Hr (See Item 4)F Ratings — 2 and 3 Hr (See Item 4) T Rating — 0 Hr FT Rating — 0 Hr L Rating At Ambient — 4 CFM/sq ft FH Ratings — 2 and 3 Hr (See Item 4) L Rating At 400 F — Less Than 1 CFM/sq ft FTH Rating — 0 Hr L Rating At Ambient — 4 CFM/sq ft L Rating At 400 F — Less Than 1 CFM/sq ft System No. C-AJ-5091 SECTION A-A CAJ 5091Page: 1 of 2 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m³) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 29 in. (737 mm). See Concrete Blocks (CAZT) category in the Fire Resistance directory for names of manufacturers. 2. Metallic Sleeve — (Optional) — Nom 30 in. (762 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe sleeve cast or grouted into floor or wall assembly, flush with floor or wall surfaces or extending a max of 3 in. (76 mm) above floor or beyond both surfaces of wall. If the steel sleeve extends beyond the top surface of the floor or both surfaces of the wall, the T Rating of the firestop system is 0 hr. 2A. Sheet Metal Sleeve — (Optional) - Max 6 in. (152 mm) diam, min 26 ga galv steel provided with a 26 ga galv steel square flange spot welded to the sleeve at approximately mid- height, or flush with bottom of sleeve in floors, and sized to be a min of 2 in. (51 mm) larger than the sleeve diam. The sleeve is to be cast in place flush with bottom surface of floor and may extend a max of 1 in. (25 mm) above the top surface of the floor. 2B. Sheet Metal Sleeve — (Optional) - Max 12 in. (305 mm) diam, min 24 ga galv steel provided with a 24 ga galv steel square flange spot welded to the sleeve at approximately mid- height, or flush with bottom of sleeve in floors, and sized to be a min of 2 in. (51 mm) larger than the sleeve diam. The sleeve is to be cast in place flush with bottom surface of floor and may extend a max of 1 in. (25 mm) above the top surface of the floor. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 13, 2015 A 12 5B 4 3 5A Hilti Firestop Systems CC LA SSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop Systems Page: 2 of 2 3. Through Penetrants — One metallic pipe or tubing to be installed either concentrically or eccentrically within the firestop system. Pipe or tubing to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of metallic pipes or tubing may be used: A. Steel Pipe — Nom 12 in. (305 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 12 in. (305 mm) diam (or smaller) cast or ductile iron pipe. C. Copper Pipe — Nom 6 in. (152 mm) diam (or smaller) Regular (or heavier) copper pipe. D. Copper Tubing — Nom 6 in. (152 mm) diam (or smaller) Type L (or heavier) copper tubing. 4. Pipe Covering — Min 1/2 in. (13 mm) to max 2 in. (51 mm) thick hollow cylindrical heavy density (min 3.5 pcf or 56 kg/m³) glass fiber units jacketed on the outside with an all-service jacket. Longitudinal joints sealed with metal fasteners or factory-applied, self-sealing lap tape. Transverse joints secured with metal fasteners or with butt tape supplied with the product. The annular space between the insulated pipe and the edge of the periphery of the opening shall be min 1/2 in. (13 mm) to max 12 in. (305 mm). When thickness of pipe covering is less than 2 in. (51 mm), the T Rating for the firestop system is 0 hr. See Pipe Equipment Covering — Materials — (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. 4A. Pipe Covering — (Not Shown) — As an alternate to Item 4, max 2 in. (51 mm) thick cylindrical calcium silicate (min 14 pcf or 224 kg/m³) units sized to the outside diam of the pipe or tube may be used. Pipe insulation secured with stainless steel bands or min 18 AWG stainless steel wire spaced max 12 in. (305 mm) OC. The annular space shall be min 1/2 in. (13 mm) to max 12 in. (305 mm). 5. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of min 4 pcf (64 kg/m³) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or from both surfaces of wall as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. C-AJ-5091 CAJ 5091Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 13, 2015 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Ratings — 0 and 1 Hr (See Items 2 and 4)FT Ratings — 0 and 1 Hr (See Items 2 and 4) L Rating At Ambient — 4 CFM/sq ft FH Rating — 2 Hr L Rating At 400 F — Less Than 1 CFM/sq ft FTH Ratings — 0 and 1 Hr (See Items 2 and 4) L Rating At Ambient —4 CFM/sq ft L Rating At 400 F —Less Than 1 CFM/sq ft Hilti Firestop Systems System No. C-AJ-6042 SECTION A-A CAJ 60421. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete floor or wall. Wall may also be constructed of any UL Listed Concrete Blocks*. Max area of opening is 240 in.2 (1548 mm2) with max dimension of 30 in. (762 mm). See Concrete Blocks (CAZT) in the UL Fire Resistance Directory for names of manufacturers. 2. Busway — One nom 23 in. (584 mm) wide (or smaller) by 4-1/2 in. (114 mm) deep, or max two nom 11-1/4 in. (286 mm) wide (or smaller) by 4-1/2 in. (114 mm) deep, "I" shaped aluminum enclosure containing factory mounted aluminum bars rated for 600 V, 4000A or copper bars rated for 600 V, 5000 A. When two busways are installed, they shall be placed end to end and the annular space between busways shall be min 1/2 in. (13 mm). The annular space between busways and periphery of opening shall be min 1/4 in. (6 mm) to max 5-3/4 in. (146 mm). Busways to be rigidly supported on both sides of floor and wall assembly. The busways shall bear the UL Listing Mark and shall be installed in accordance with the National Electrical Code, NFPA No. 70. 3. Firestop System — The firestop system shall consist of the following: A. Fill, Void or Cavity Material* — Fire blocks installed with 5 in. (127 mm) dimension passed through the opening and centered within the thickness of the floor or wall. In concrete block walls, fire block to fill entire thickness of wall opening unless wall is solid filled. Blocks to be firmly packed and completely fill the entire area of opening between and around busways. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CFS-BL Firestop Block B. Fill, Void or Cavity Material* — (Not Shown) - Fill material to be applied to maximum extent possible within the opening between and around busways and fire block to fill any voids. This fill material is to be applied from the top surface of the floor assembly or both surfaces of wall assembly. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Intumescent Sealant or FS-ONE MAX Intumescent Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. April 26, 2017 A C CLASSIFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Rating — 0 Hr FT Rating — 0 Hr FH Rating — 2 Hr FTH Rating — 0 Hr 3A 2 1 3A 2 1 Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 14, 2015 System No. C-AJ-7051 SECTION A-A CAJ 70511. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete floor or min 5-1/2 in. (140 mm) thick lightweight on normal weight concrete wall. Wall may also be constructed of any UL Classified Concrete Blocks*. Max area of opening is 1024 in. sq (6606 cm2) with a max dimension of 32 in. (813 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Steel Duct — Nom 30 by 30 in. (762 by 762 mm) by No. 24 gauge (or heavier) galv steel duct. One steel duct to be positioned within the firestop system. The annular space shall be min 1/4 in. (6 mm) to max 1-3/4 in. (44 mm). Duct to be rigidly supported on both sides of floor or wall assembly. 3. Firestop System — The firestop system shall consist of the following: A. Packing Materials — Min 3-1/2 in. (89 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form between the bare steel duct and the periphery of the opening. Packing material to be recessed from top surface of floor or both surfaces of wall as required to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 1 in. (25 mm) thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 606 Flexible Firestop Sealant, FS-ONE Sealant or FS-ONE MAX Intumescent Sealant 4. Steel Retaining Angle — Nom 2 in. by 2 in. (51 by 51 mm) by No. 16 gauge (or heavier) steel angles attached to all four sides of the steel duct on the top surface or both surfaces of the wall. The angles shall be attached with No. 8 (or larger) steel sheet metal screws spaced max of 1 in. (25 mm) from each end and a max of 3 in. (76 mm) OC. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A A 2 3B 4 3A 1 CC LA SSIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating - 3 Hr F Rating — 3 Hr T Rating - 1 Hr FT Rating - 1 Hr FH Rating - 3 Hr FTH Rating - 1 HR System No. C-AJ-7084 SECTION A-A CAJ 70841. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max diam of opening is 21-3/4 in. (552 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Through Penetrant — Galv steel duct to be installed concentrically or eccentrically within the firestop system. The annular space between the duct and periphery of opening shall be 0 in. (point contact) and max 1-1/2 in. (38 mm). Duct to be rigidly supported on both sides of wall assembly. A. Spiral Wound HVAC Duct — Nom 20 in. (508 mm) diam (or smaller) No. 24 MSG (or heavier) galv steel spiral wound duct. B. Sheet Metal Duct — Nom 12 in. (305 mm) diam (or smaller) No. 28 MSG (or heavier) galv sheet steel duct. 3. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 3-1/2 in. (89 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material*—Sealant — Min 1 in. (25 mm) thickness of fill material applied within annulus, flush with top surface of floor or both surfaces of wall assembly. At the point contact location between duct and periphery of opening, a min 1/2 in. (13 mm) diam bead of sealant shall be applied at the concrete/duct interface. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant, FS-ONE MAX Intumescent Sealant, CP601S Elastomeric Firestop Sealant, CP606 Flexible Firestop Sealant, CP 604 Self-Leveling Firestop Sealant, CFS-S SIL GG Sealant or CFS-S SIL SL Sealant. (Note: CP 604 Self-Leveling Firestop Sealant and CFS-S SIL SL Sealant to be used on floor assemblies only.) * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 28, 2015 A 2 3B 3B 1 3A CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US Hilti Firestop Systems ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Rating — 0 Hr FT Rating — 0 Hr FH Rating — 2 Hr FTH Rating — 0 Hr Hilti Firestop Systems System No. C-AJ-7145 SECTION A-A CAJ 71451. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Max area of opening is 17.8 ft2 (1.65 m2) with max dimension of 64 in. (1.6 m). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Steel Duct — Max 60 by 36 in. (1524 by 914 mm) steel duct. Steel gauge of duct shall conform with SMACNA requirements. One duct to be installed concentrically or eccentrically within the firestop system. The annular space between steel duct and edges of opening shall be min 2 in. (51 mm) to max 6 in. (152 mm) when max duct dimension is 28 in. (711 mm). Otherwise, max annular space is 2-1/2 in. (64 mm). Steel duct to be rigidly supported on both sides of floor or wall assembly. 3. Batts and Blankets* — Nom 2 in. (51 mm) thick light density (min 3/4 pcf or 12 kg/m3) glass fiber blanket insulation jacketed on the outside with a foil-scrim-kraft facing. Longitudinal and transverse joints sealed with foil-scrim-kraft tape. Nom annular space between insulated steel duct and periphery of opening to be point contact to max 1/2 in. (13 mm) prior to installation of packing material (Item 4A). When max duct dimension is 28 in. (711 mm), max annular space between insulated steel duct and periphery of opening is 4 in. (102 mm) prior to installation of packing material (Item 4A). See Batts and Blankets (BKNV) category in the Building Materials Directory for names of manufacturers. Any batt or blanket meeting the above specifications and bearing the UL Classification Marking with a Flame Spread value of 25 or less and a Smoke Developed value of 50 or less may be used. 4. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into annular space such that glass fiber blanket insulation on steel duct is compressed to a maximum overall thickness of 1/2 in. (13 mm). Packing material to be recessed from top surface of floor and from both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 1/2 in. (13 mm) thickness of fill material applied within the annulus, flush with top surface of floor and both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant C. Retaining Angles — Min 2 by 2 in. (51 by 51 mm) No. 16 ga (or heavier) galv steel angles. Angles attached to all four sides of steel duct, through glass fiber blanket insulation, on top surface of floor or on both surfaces of wall with No. 10 (or larger) steel sheet metal screws spaced 1 in. (25 mm) from each end and max 4 in. (102 mm) OC. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 13, 2015 CC LA S SIFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Rating — 1-3/4 Hr FT Rating — 1-3/4 Hr FH Rating — 2 Hr FTH Rating — 1-3/4 Hr A 4C3 2 2 3 4C 1 4A 4B 4A 4B Hilti Firestop Systems Hilti Firestop Systems System No. C-AJ-8099 SECTION A-A CAJ 8099Page: 1 of 2 1. Floor or Wall Assembly — Min 4-1/2 in. (114 mm) thick reinforced lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete floor or min 5 in. (127 mm) reinforced lightweight or normal weight concrete wall. Wall may also be constructed of any UL Classified Concrete Blocks*. Floor may also be constructed of any min 6 in. (152 mm) thick UL Classified hollow core Precast Concrete Units*. Max area of square, rectangular or circular opening is 192 sq in. (1239 cm2) with max dimension of 24 in. (61 cm). When Precast Concrete Unit floors are used, max area of square, rectangular or circular opening is 49 sq in. (316 cm2) with max dimension of 7 in. (17.8 cm). See Concrete Blocks (CAZT) and Precast Concrete Units (CFTV) categories in the Fire Resistance Directory for names of manufacturers. 2. Through-Penetrant — One or more pipes or tubes to be installed within the opening. The total number of through-penetrants is dependent on the size of the opening and types and sizes of the penetrants. Any combination of the penetrants described below may be used provided that the following parameters relative to the annular spaces and the spacings between the pipes are maintained. The separation between cable bundle, tubes and insulated tubes shall be a min 1/2 in. (13 mm) to max 3-1/8 in. (79 mm). The annular space between penetrants and the periphery of opening shall be a min 1/2 in. (13 mm) to max 5 in. 127 mm). Pipes or tubes to be rigidly supported on both sides of floor or wall assembly. The following types and sizes of metallic pipes or tubes may be used. A. Copper Tubing — Nom 3 in. (76 mm) diam (or smaller) Type L (or heavier) copper tube. B. Copper Pipe — Nom 3 in. (76 mm) diam (or smaller) Regular (or heavier) copper pipe. C. Steel Pipe — Nom 3 in. (76 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. D. Iron Pipe — Nom 3 in. (76 mm) diam (or smaller) cast or ductile iron pipe. E. Conduit — Nom 3 in. (76 mm) diam (or smaller) electric metallic tubing (EMT) or steel conduit. F. Flexible Steel Conduit+ — Nom 1 in. (25 mm) diameter (or smaller) flexible steel conduit. See Flexible Metal Conduit (DXUZ) category in the Electrical Construction Material Directory for names of manufacturers. G. Through Penetrating Product* — Flexible Metal Piping — The following types of steel flexible metal gas piping may be used: A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 A Page: 2 of 2 1.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. OMEGA FLEX INC 2.) Nom 1 in. (25 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. GASTITE, DIV OF TITEFLEX 3.) Nom 2 in. (51 mm) diam (or smaller) steel flexible metal gas piping. Plastic covering on piping may or may not be removed on both sides of floor or wall assembly. WARD MFG L L C The hourly T Rating is 3/4 hr when a pipe or tube with fiber-glass insulation is used, or 0 hr when a pipe or tube, a pipe or tube with AB/PVC insulation or a cable bundle is used. T he T Rating is 0 hr when metallic penetrants without pipe insulation are used. 3. Pipe Insulation — (Optional)—The following types of pipe insulation may be used with metallic penetrants (Items 2A, 2B, 2C, 2D and 2F): A. Pipe Covering* — Nom 1 in. (25 mm) thick (or thinner) hollow cylindrical heavy density (min 3.5 pcf or 56 kg/m3) glass fiber units jacketed on the outside with an all service jacket. Longitudinal joints sealed with metal fasteners or factory-applied self-sealing lap tape. Transverse joints secured with metal fasteners or with butt tape supplied with the product. See Pipe and Equipment Covering - Materials (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classifica tion Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. B. Tube Insulation-Plastics+++ — Nom 3/4 in. (19 mm) thick (or thinner) acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. See Plastics+++ (QMFZ2) category in the Plastics Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. 4. Cables — Max 2 in. (51 mm) diam tight bundle of cables installed within the opening and rigidly supported on both sides of floor or wall assembly. The space between the cables and periphery of the opening shall range from min 2 in. (51 mm) to max 4 in. (102 mm). Any combination of the following types and sizes of metallic conductor of fiber optic cable may be used: A. Max 500 kcmil single copper connector power cable with thermoplastic insulation and polyvinyl chloride (PVC) jacket. B. Max 300 pair No. 24 AWG copper conductor telecommunication cables with PVC insulation and jacket material. C. Max 7/C copper conductor No. 12 AWG multiconductor power and control cables with PVC or cross-linked polyethylene (XLPE) insulation and PVC jacket. D. Multiple fiber optical communication cables jacketed with PVC and having a max outside diam of 1/2 in. E. Max 3/C copper conductor No. 12 AWG with bare aluminum ground, PVC insulated steel Metal-Clad cable. 5. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 4 in. (102 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material to be recessed from top surface of floor or both surfaces of wall to accommodate the required thickness of fill material. When Precast Concrete Unit floors are used, packing material shall be installed at a thickness equal to the thickness of the floor minus 1/2 in. (13 mm), flush with bottom surface of floor. B. Fill Void or Cavity Materials* - Sealant — Min 1/2 in. (51 mm) thickness of fill material applied within the annulus, flush with top surface of floor or with both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant. +++Bearing the UL Recognized Component Marking * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. +Bearing the UL Listing Mark 2 3A 3B 4 5B 2 5B 5A 1 System No. C-AJ-8099 CAJ 8099Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 15, 2015 CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Rating — 3 Hr F Rating — 3 Hr T Ratings — 0 and 3/4 Hr (See Item 2)FT Ratings — 0 and 3/4 Hr (See Item 2) FH Rating — 2 Hr FTH Ratings — 0 and 3/4 Hr (See Item 2) SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1.Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c.07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f.26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2.Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: *Fire Rating (F-Rating) *Temperature Rating (T-Rating) *Leakage Rating (L-Rating) *Water Rating (W-Rating) *Annular Space *Percent Fill *Movement *Type and thickness of fire-rated construction. 3.If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4.References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5.Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6.All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. *Warning! - Do Not Disturb *Through Penetration Firestop System *UL System # * Product(s) used *Hourly Rating (F-Rating) *Installation Date *Contractor's Name 7.For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Floors or Walls 5.3 Hilti Firestop Systems System No. W-L-1054 SECTION A-A WL 1054A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 A 1A 3 2 1B C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings —1 and 2 Hr (See Items 1 and 3)F Ratings — 1 and 2 Hr (See Items 1 and 3) T Rating — 0 Hr FT Rating — 0 Hr L Rating at Ambient — Less Than 1 CFM/sq ft FH Ratings —1 and 2 Hr (See Items 1 and 3) L Rating at 400 F — Less Than 1 CFM/sq ft FTH Rating — 0 Hr L Rating at Ambient — Less Than 1 CFM/sq ft L Rating at 400 F — Less Than 1 CFM/sq ft Hilti Firestop Systems Page: 2 of 2Page: 1 of 2 WL 1054System No. W-L-1054 1. Wall Assembly — The 1 or 2 hr fire-rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300 or U400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC. When steel studs are used and the diam of opening exceeds the width of stud cavity, the opening shall be framed on all sides using lengths of steel stud installed between the vertical studs and screw-attached to the steel studs at each end. The framed opening in the wall shall be 4 to 6 in. (102 to 152 mm) wider and 4 to 6 in. (102 to 152 mm) higher than the diam of the penetrating item such that, when the penetrating item is installed in the opening, a 2 to 3 in. (51 to 76 mm) clearance is present between the penetrating item and the framing on all four sides. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (122 cm) wide with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual U300 or U400 Series Design in the UL Fire Resistance Directory. Max diam of opening is 32-1/4 in. (819 mm) for steel stud walls. Max diam of opening is 14-1/2 in. (368 mm) for wood stud walls. The F and FH Ratings of the firestop system are equal to the fire rating of the wall assembly. 2. Through-Penetrants — One metallic pipe, conduit or tubing to be installed either concentrically or eccentrically within the firestop system. The annular space shall be min 0 in. to max 2-1/4 in. (57 mm). Pipe may be installed with continuous point contact. Pipe, conduit or tubing to be rigidly supported on both sides of wall assembly. The following types and sizes of metallic pipes, conduits or tubing may be used: A. Steel Pipe — Nom 30 in. (762 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 30 in. (762 mm) diam (or smaller) cast or ductile iron pipe. C. Conduit — Nom 4 in. (102 mm) diam (or smaller) steel electrical metallic tubing or 6 in. (152 mm) . diam steel conduit. D. Copper Tubing — Nom 6 in. (152 mm) diam (or smaller) Type L (or heavier) copper tubing. E. Copper Pipe — Nom 6 in. (152 mm) diam (or smaller) regular (or heavier) copper pipe. 3. Fill, Void or Cavity Material* — Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. At the point or continuous contact locations between pipe and wall, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at the pipe wall interface on both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 Hilti Firestop Systems System No. W-L-1389 WL 13891. Wall Assembly — The 1 or 2 hr fire-rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner described in the individual U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing shall consist of min 3-5/8 in. (92 mm) wide steel studs spaced max 24 in. (610 mm) OC. B. Gypsum Board* — Thickness, type, number of layers and fasteners, as specified in the individual Wall and Partition Design. Max height of opening is 3-1/2 in. (89 mm). Max width of opening is 32 in. (813 mm). The hourly F, FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through Penetrants — Multiple pipes or conduits installed in single layer array within the firestop system. The annular space between the pipes and conduits and the edges of the opening shall be min 0 in. (0 mm, point contact) to max 1-3/8 in. (35 mm). The separation between pipes and conduits to be a min 0 in. (0 mm, point contact) to a max 1-1/4 in. (32 mm). Pipes and conduits to be rigidly supported on both sides of wall assembly. The following types and sizes of metallic pipes or conduits may be used: A. Steel Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 5 (or heavier) steel pipe. B. Conduit — Nom 2 in. (51 mm) diam (or smaller) rigid steel conduit or steel electrical metallic tubing (EMT). 3. Fill Void or Cavity Materials* - Sealant — Min 5/8 in. (16 mm) thickness of fill material installed to completely fill annular space between pipes, conduits and gypsum flush with each surface of wall. Min 1/2 in. (13 mm) diam bead of fill material applied to the through penetrant/wall interface at the point contact locations on both sides of the wall. The 2 hour F, FH Ratings apply only when FS-ONE Sealant is used. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — Hilti CP 606 Flexible Firestop Sealant or FS-ONE Sealant, FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 22, 2015 SECTION A-A A A 2 3 1A 3 2 3 1B 1A CC LA S SIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1and 3)F Ratings — 1 and 2 Hr (See Items 1 and 3) T Rating — 0 Hr FT Rating — 0 Hr FH Ratings — 1 and 2 Hr (See Items 1 and 3) FTH Rating — 0 Hr Hilti Firestop Systems Hilti Firestop Systems System No. W-L-2078 SECTION A-A WL 2078Page: 1 of 2 1. Wall Assembly — The fire-rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL fire Resistance Directory and shall include the construction features noted below: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced max 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — Nom 5/8 in. (16 mm) thick gypsum board, as specified in the individual Wall and Partition Design. Max diam of opening is 11-1/2 in. (292 mm). The hourly F Rating of the firestop system is equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through-Penetrants — One nonmetallic pipe, conduit or tubing to be installed within the firestop system. The annular space between pipe and periphery of opening shall be min 0 in. (point contact) to max 1/2 in. (13 mm). Pipe or conduit to be rigidly supported on both sides of the wall assembly. The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 10 in. (254 mm) diam (or smaller) Schedule 40 solid-core or cellular core PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 10 in. (254 mm) diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) piping systems. C. Acrylonitrile Butadiene Styrene (ABS) Pipe — Nom 6 in. (152 mm) diam (or smaller) Schedule 40 solid-core or cellular core ABS pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems D. Flame Retardant Polypropylene (FRPP) Pipe — Nom 6 in. (152 mm) diam (or smaller) Schedule 40 FRPP pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. E. Polyvinylidene Fluoride (PVDF) Pipe — Nom 4 in. (102 mm) diam (or smaller) PVDF pipe for use in closed (process or supply) or vented (drain, waste or vent) piping system. When max 6 in. diam pipe is used, T Rating is equal to the hourly fire rating of the wall. When nom 8 in. or 10 in. (203 or 254 mm) diam pipe is used, T Rating is 0 hr. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 28, 2015 ) 5DWLQJV ³ DQG +U 6HH ,WHP 7 5DWLQJV ³ DQG +U 6HH ,WHPV DQG / 5DWLQJ $W $PELHQW ³ &)0 VT IW / 5DWLQJ $W ) ³ /HVV 7KDQ &)0 VT IW A Page: 2 of 2 3. Firestop Device* — Firestop Collar — Firestop collar shall be installed in accordance with the accompanying installation instructions. Collar to be installed and latched around the pipe and secured to both sides of the wall using the anchor hooks provided with the collar. (Minimum two anchor hooks for 1-1/2 and 2 in. (38 and 51 mm) diam pipes, three anchor hooks for 3 and 4 in. (76 and 102 mm) diam pipes, four anchor hooks for 6 in. (152 mm) diam pipes, ten anchor hooks for 8 in. (203 mm) diam pipes and twelve anchor hooks for 10 in. (254 mm) diam pipes. The anchor hooks are to be secured to the surface of wall with 3/16 in. (4.8 mm) diam by 2-1/2 in. (64 mm) long steel toggle bolts along with washers. As an alternate for pipe sizes of nom 4 in. diam or less, min No. 10 by 1-1/2 in. (254 by 38 mm) long drywall or laminate screws with min 3/4 in. (19 mm) steel washers may be used. When the drywall or laminate screw is used, T Rating shall not exceed 1 hr. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 643 50/1.5"N, CP 643 63/2"N, CP 643 90/3"N, CP 643 110/4"N, CP 643 160/6"N, CP 644 200/8" andCP 644 250/10" Firestop Collars 4. Fill, Void or Cavity Material* — Sealant - (Not Shown) — Min 1/2 in. (13 mm) thickness of sealant applied within the annular space for nom 8 in. and 10 in. (203 and 254 mm) diam pipes, flush with each side of wall. Sealant in annular space is optional for max 6 in. (152 mm) diam pipes. A min 1/4 in. (6 mm) thickness of sealant is required within the annular space, flush with each side of wall, to attain the L Ratings for max 6 in. (152 mm) diam pipes. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. W-L-2078 WL 20781A 1B 33 2CLASSIFIEDClassified byUnderwriters Laboratories, Inc. to UL 1479 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 28, 2015 Hilti Firestop Systems System No. W-L-2128 SECTION A-A WL 21281. Wall Assembly — The 1 or 2 hr fire-rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (122 cm) wide with square or tapered edges. The gypsum wallboard type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Max diam of opening is 3-1/2 in. (89 mm). 2. Metallic Sleeve Optional — Nom 3-1/2 in. (89 mm) (or smaller) cylindrical sleeve fabricated from min 0.016 in. thick (28 gauge) galv sheet steel and having a min 1-1/4 in. (32 mm) lap salong longitudinal seam. Length of sleeve to be installed flush with wall surfaces. 3. Through Penetrants — One nonmetallic pipe installed within the firestop system.. Pipe may be installed at an angle not greater than 45 degrees from perpendicular. Pipe to be rigidly supported on both sides of wall assembly. The space between pipe and periphery of opening shall be min 1/4 in. (6 mm) to max 11/16 in. (17.5 mm). The following types and sizes of nonmetallic pipes may be used: A. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 PVC pipe for use in closed (process or supply) or vented (drain, waste or vent) piping systems. B. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR13.5 CPVC pipe for use in closed (process or supply) piping systems. 4. Fill, Void or Cavity Materials* — Sealant — For 1 hr F Rating, min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. For 2 hr F Rating, min 1-1/4 in. (32 mm) thickness of fill material applied within annulus, flush with both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 26, 2015 ) 5DWLQJ ³ DQG +U 6HH ,WHP 7 5DWLQJ ³ +U A 1 2 4 2CLASSIFI E DClassified byUnderwriters Laboratories, Inc. to UL 1479 Hilti Firestop Systems System No. W-L-3334 SECTION A-A WL 3334Page: 1 of 2 A A Page: 2 of 2WL 33341. Wall Assembly — The 1, 2, 3 or 4 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner described within the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall incorporate the following construction features: A. Studs — Wall framing shall consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced max 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC for 1 and 2 hr wall assemblies. Steel Studs to be 3-5/8 in. (92 mm) for 3 and 4 hr wall assemblies. Steel studs to be min 3-1/2 in. (89 mm) wide when 3/4 in. (19 mm) thick gypsum board is used (see Item 1B). B. Gypsum Board* — Nom 5/8 in. (16 mm) thick gypsum board as specified in the individual Wall and Partition Design. Alternately, for 1 and 2 hr rated walls only, min one layer of nom 3/4 in. (19 mm) thick gypsum board on each side of wall as specified in the individual Wall and Partition Design may be used. Opening in gypsum board to be max 2-1/2 in. (64 mm) diam for 2" device and max 4-1/2 in. (114 mm) diam for 4" device. The hourly F and FH Ratings of the firestop system are dependent upon the hourly rating of the wall in which it is installed. 2. Cables — Within the loading area for each firestop device, the cables may represent a 0 to 100 percent visual fill. Cables to be tightly bundled within the device and rigidly supported on both sides of wall assembly. Any combination of the following types of cables may be used: A. Max 100 pair No. 24 AWG (or smaller) copper conductor telecommunication cable with polyvinyl chloride (PVC) jacketing and insulation. B. Max 7/C No. 12 AWG copper conductor control cable with PVC or XLPE jacket and insulation. C. Max 4/0 AWG Type RHH ground cable. D. Max 4 pr No. 22 AWG Cat 5 or Cat 6 computer cables. E. Max RG 6/U coaxial cable with fluorinated ethylene insulation and jacketing. F. Fiber optic cable with polyvinyl chloride (PVC) or polyethylene (PE) jacket and insulation having a max diam of 1/2 in. (13 mm). G. Max 20/C No. 22 AWG shielded printer cable with PVC jacket. H. Through-Penetrating Product* - Two copper conductors No. 18 AWG (or smaller) Power or Non Power Limited Fire Alarm Cable with or without a jacket under a metal armor. AFC CABLE SYSTEMS INC I. Max. 1/4 in. (6 mm) diameter S-Video Cable consisting of 2 max 24 AWG 75 ohm coax or twisted pair cable with PE insulation and PVC jacket . J. Max 3/C No 12 AWG MC Cable. K. Through Penetrating Product* — Any cables, Armored Cable+ or Metal Clad Cable+ currently Classified under the Through Penetrating Product category. See Through Penetrating Product (XHLY) category in the Fire Resistance Directory for names of manufacturers. When the hourly rating of the wall assembly is 1 hr, the T, FT and FTH Ratings are 0 hr. When the hourly rating of the wall assembly is 2 hr, the T, FT and FTH Ratings are 1 hr except that, when Item 2J or 2K is used, the T, FT and FTH Ratings are 1/2 hr . When the hourly rating of the wall assembly is 3 or 4 hr, the T, FT and FTH Ratings are 1-1/2 and 2 hr, respectively. L Ratings apply only when device flanges are used. L Ratings vary depending on whether the gasketing material (see Item 3) or the sealant (Item 4) is used. See Table below for L Ratings. C CLA SSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US 1A 1B 3 4 2 ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings - 1, 2, 3 and 4 Hr (See Item 1)F Ratings - 1, 2, 3 and 4 Hr (See Item 1) T Ratings - 0, 1/2, 1, 1-1/2, 2 Hr (See Items 2 and 3)FT Ratings - 0, 1/2, 1-1/2, and 2 Hr (See Items 2 and 3) L Rating At Ambient - See Item 2 FH Ratings - 1, 2, 3 and 4 Hr (See Item 1) L Ratings At 400 F - See Item 2 FTH Ratings - 0, 1/2, 1, 1-1/2, and 2Hr (See Items 2 and 3) L Rating At Ambient - See Item 2 L Ratings At 400 F - See Item 2 3. Firestop Device* — Firestop device consists of a corrugated steel tube with an inner plastic housing, intumescent material rings, twisted inner fabric smoke seal, flanges and gasketing material (not shown). Firestop device to be installed in accordance with the accompanying installation instructions. As an option, the inner fabric seal may remain open except that, to attain the L Rating, the inner fabric seal shall be twisted to completely close off the opening within device. Device slid into wall such that ends project an equal distance from the approximate centerline of the wall assembly. The annular space between the device and the periphery of the opening shall be min 0 in. (point contact). Device provided with flanges that are spun clockwise onto device threads, over gasketing material butting tightly to both sides of wall. As an alternate to gasket material, sealant (Item 4) may be used. Device flanges are optional, except that when ¾ in. (19 mm) gypsum board (see Item 1B) is used, device flanges shall be used and for 3 and 4 hr fire rating, device flanges shall be used. When the device flanges are not used, the T, FT and FTH Ratings for the firestop system are 0 hr. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP 653 and CP 653 BA 2" Speed Sleeve, CP 653 and CP 653 BA 4" Speed Sleeve 4. Fill, Void or Cavity Material* - Sealant — As an alternate to gasket material (see Item 3), min 1/2 in. (13 mm) thickness of fill material applied within the annulus between firestop device and wall, flush with both surfaces of wall, and an additional 1/4 in. (6 mm) bead applied around periphery of device. When device flanges are used, gypsum drywall compound may be used in place of the fill material. Sealant is required when device flanges are not used (see Item 3). HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE, FS-ONE MAX Intumescent Sealant, or CP 606 Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. +Bearing the UL Listing Mark System No. W-L-3334 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. November 20, 2015 Max Cable Fill Cable Type L Rating, CFM/Sq Ft L Rating, CFM Ambient 400°F Ambient 400°F Sealant Gasket Sealant Gasket Sealant Gasket Sealant Gasket 0%—Less than 1 1.0 Less than 1 2.7 Less than 1 Less than 1 Less than 1Less than 1 100%Item 2D only 4.9 4.9 1.3 3.5 Less than 1 Less than 1 Less than 1Less than 1 100%Any cables (Item 2) in any combination 9.2 9.2 9.6 11.8 1.2 1.2 1.3 1.6 Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. November 20, 2015 Hilti Firestop Systems Hilti Firestop Systems System No. W-L-3414 SECTION A-A WL 3414Page: 1 of 2 A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 A Page: 2 of 2 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 in. (51 mm) by 4 in. (102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 3-1/2 in. (89 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (1219 cm) wide with square or tappered edges. The gypsum wallboard type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Opening may be round, rectangular or irregular with a max diam or dimension of 1 in. (25 mm). The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Cables — Single or tight bundle of cables to be installed within the opening. Aggregate cross-sectional area of cables in opening to have a visual fill of min 0% to max 100%. The annular space between the cable bundle and the periphery of the opening to be min 0 in. (point contact). Cables to be rigidly supported on both sides of the wall assembly. Any combination of the following types and sizes of cables may be used: A. Max 3/C No. 8 AWG NM copper conductor cable (Romex) with PVC insulation and jacket. B. Max 7/C-No. 12 AWG copper conductor control cable with PVC or XLPE insulation and jacket. C. Max 100 pair No. 24 AWG (or smaller) copper conductor telecommunication cable with PVC or plenum rated insulation and jacketing. D. Max 4 pr No. 22 AWG (or smaller) Cat 5 or Cat 6 computer cables with PVC or plenum rated insulation and jacketing. E. Type RG/U coaxial cable with fluorinated ethylene or PVC insulation and jacketing having a max outside diameter of ½ in. (13 mm). F. Max 24 fiber optic cable with polyvinyl chloride (PVC) or polyethylene (PE) jacket and insulation. G. Through Penetrating Product* — Max two copper conductor No. 18 AWG (or smaller) Power or Non-Power Limited Fire Alarm Cable with or without a jacket under a metal armor. AFC CABLE SYSTEMS INC H. Maximum 3/C No. 10 AWG copper conductor metal-clad cable. The hourly T, FT and FTH Ratings of the firestop system are dependent on cable type and hourly wall rating as specified in Table below. CC LA S SIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0, ½, 1 and 2 Hr (See Item 2)FT Ratings — 0, ½, 1 and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening FH Ratings — 1 and 2 Hr (See Item 1) L Rating at 400 F — Less than 1 CFM/Opening FTH Ratings — 0, ½, 1 and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening L Rating at 400 F — Less than 1 CFM/Opening System No. W-L-3414 WL 3414Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 Cable Type Hourly Wall Rating Hourly T, FT and FTH Rating None (Blank Opening)1 and 2 1 and 2 A 1 and 2 1 and 2 B 1 0 2 1/2 C 1 0 2 1/2 D 1 and 2 1 and 2 E 1 and 2 1 and 2 F 1 and 2 1 and 2 G 1 and 2 1 and 2 H 1 and 2 1 and 2 3. Fill, Void or Cavity Material* — Nom 60 mm diam by 3 mm thick putty disc with one seam at radius. Paper-backer of disc to be removed and disc firmly pressed around the cable/cable bundle lapping nom 5 mm onto cables to completely cover opening and firmly pressed to lap onto the wall around periphery of opening. Disc seam to be firmly pressed and sealed tight, Disc to be installed at both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CFS-D 1" Firestop Cable Disc * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. 2 3 1B 3 2 1A Hilti Firestop Systems Hilti Firestop Systems System No. W-L-3414 SECTION A-A WL 3414Page: 1 of 2 A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 A Page: 2 of 2 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 in. (51 mm) by 4 in. (102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 3-1/2 in. (89 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (1219 cm) wide with square or tappered edges. The gypsum wallboard type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Opening may be round, rectangular or irregular with a max diam or dimension of 1 in. (25 mm). The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Cables — Single or tight bundle of cables to be installed within the opening. Aggregate cross-sectional area of cables in opening to have a visual fill of min 0% to max 100%. The annular space between the cable bundle and the periphery of the opening to be min 0 in. (point contact). Cables to be rigidly supported on both sides of the wall assembly. Any combination of the following types and sizes of cables may be used: A. Max 3/C No. 8 AWG NM copper conductor cable (Romex) with PVC insulation and jacket. B. Max 7/C-No. 12 AWG copper conductor control cable with PVC or XLPE insulation and jacket. C. Max 100 pair No. 24 AWG (or smaller) copper conductor telecommunication cable with PVC or plenum rated insulation and jacketing. D. Max 4 pr No. 22 AWG (or smaller) Cat 5 or Cat 6 computer cables with PVC or plenum rated insulation and jacketing. E. Type RG/U coaxial cable with fluorinated ethylene or PVC insulation and jacketing having a max outside diameter of ½ in. (13 mm). F. Max 24 fiber optic cable with polyvinyl chloride (PVC) or polyethylene (PE) jacket and insulation. G. Through Penetrating Product* — Max two copper conductor No. 18 AWG (or smaller) Power or Non-Power Limited Fire Alarm Cable with or without a jacket under a metal armor. AFC CABLE SYSTEMS INC H. Maximum 3/C No. 10 AWG copper conductor metal-clad cable. The hourly T, FT and FTH Ratings of the firestop system are dependent on cable type and hourly wall rating as specified in Table below. CC LA S SIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0, ½, 1 and 2 Hr (See Item 2)FT Ratings — 0, ½, 1 and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening FH Ratings — 1 and 2 Hr (See Item 1) L Rating at 400 F — Less than 1 CFM/Opening FTH Ratings — 0, ½, 1 and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening L Rating at 400 F — Less than 1 CFM/Opening System No. W-L-3414 WL 3414Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 Cable Type Hourly Wall Rating Hourly T, FT and FTH Rating None (Blank Opening)1 and 2 1 and 2 A 1 and 2 1 and 2 B 1 0 2 1/2 C 1 0 2 1/2 D 1 and 2 1 and 2 E 1 and 2 1 and 2 F 1 and 2 1 and 2 G 1 and 2 1 and 2 H 1 and 2 1 and 2 3. Fill, Void or Cavity Material* — Nom 60 mm diam by 3 mm thick putty disc with one seam at radius. Paper-backer of disc to be removed and disc firmly pressed around the cable/cable bundle lapping nom 5 mm onto cables to completely cover opening and firmly pressed to lap onto the wall around periphery of opening. Disc seam to be firmly pressed and sealed tight, Disc to be installed at both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CFS-D 1" Firestop Cable Disc * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. 2 3 1B 3 2 1A Hilti Firestop Systems Hilti Firestop Systems System No. W-L-5028 SECTION A-A WL 5028Page: 1 of 2 A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 Page: 2 of 2WL 5028A CC LA SSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US 4 2 3 1B 1A 4 4 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 System No. W-L-5028 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (1.22 m) wide with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Max diam of opening is 7-1/2 in. (191 mm). The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through Penetrants — One metallic pipe or tubing to be centered within the firestop system. Pipe or tubing to be rigidly supported on both sides of wall assembly. The following types and sizes of metallic pipes or tubing may be used: A. Steel Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 40 (or heavier) steel pipe. B. Copper Tubing — Nom 2 in. (51 mm) diam (or smaller) Type L (or heavier) copper tubing. C. Copper Pipe — Nom 2 in. (51 mm) diam (or smaller) Regular (or heavier) copper pipe. 3. Tube Insulation — Plastics+ — Min 1/2 in. (13 mm) to max 1 in. (25 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. An annular space of min 0 in. (point contact) to max 1-1/2 in. (38 mm) is required within the firestop system. The T, FT and FTH Ratings are 1 hr when the 1 in. (25 mm) thick tube insulation is used and 3/4 hr when the 3/4 in. (19 mm) thick tube insulation is used. When tube insulation thickness is less than 3/4 in. (19 mm), the T, FT and FTH Ratings are 0 Hr. See Plastics+ (QMFZ2) category in the Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. 4. Fill, Void or Cavity Material* — Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. At the point contact location between pipe covering and gypsum board, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at the pipe covering/gypsum board interface on both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0, 3/4 and 1 Hr (See Item 3)FT Ratings — 0, ¾ and 1 Hr (See Item 3) L Rating At Ambient — Less Than 1 CFM/sq ft FH Ratings — 1 and 2 Hr (See Item 1) L Rating At 400 F — Less Than 1 CFM/sq ft FTH Ratings — 0, 3/4 and 1 Hr (See Item 3) L Rating At Ambient — Less Than 1 CFM/sq ft L Rating At 400 F — Less Than 1 CFM/sq ft System No. W-L-5029 SECTION A-A WL 5029Page: 1 of 2 A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. March 30, 2015 A Page: 2 of 2WL 50292 4 3 2 3 4 5 Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. March 30, 2015Hilti Firestop Systems 1 C CLASSIFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1, 2 and 3 Hr (See Items 1, 3 and 4)F Ratings — 1, 2 and 3 Hr (See Items 1, 3 and 4) T Ratings — 0, 1/2, 1 and 1-1/4 Hr (See Item 3)FT Ratings — 0, 1/2, 1 and 1-1/4 Hr (See Item 3) L Rating At Ambient — 4 CFM/Sq Ft FH Ratings — 1, 2 and 3 Hr (See Items 1, 2 and 4) L Rating At 400 F — Less Than 1 CFM/Sq Ft FTH Ratings — 0, 1/2, 1 and 1-1/4 Hr (See Item 3) L Rating At Ambient — 4 CFM/Sq Ft L Rating At 400 F — Less Than 1 CFM/Sq Ft 1. Wall Assembly — The 1, 2 or 3 hr fire-rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide for 1 and 2 hr F and FH rating and 3-1/2 in. (89 mm) wide for 3 hr F and FH rating and spaced max 24 in. (610 mm) OC. B. Gypsum Board* — Min 5/8 in. (16 mm) thick with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design. Max diam of opening is 18-5/8 in. (473 mm). The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through Penetrants — One metallic pipe or tubing to be installed within the firestop system. Pipe or tubing to be rigidly supported on both sides of wall assembly. The following types and sizes of metallic pipes or tubing may be used: A. Steel Pipe — Nom 12 in. (305 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. B. Iron Pipe — Nom 12 in. (305 mm) diam (or smaller) cast or ductile iron pipe. C. Copper Tubing — Nom 6 in. (152 mm) diam (or smaller) Type L (or heavier) copper tubing. When the hourly F or FH Rating of the firestop system is 3 hr, the nom diam of copper tube shall not exceed 4 in. (102 mm). D. Copper Pipe — Nom 6 in. (152 mm) diam (or smaller) Regular (or heavier) copper pipe. When the hourly F or FH Rating of the firestop system is 3 hr, the nom diam of copper pipe shall not exceed 4 in. (102 mm). 3. Pipe Covering* — Nom 1, 1-1/2 or 2 in. (25, 38 or 51 mm) thick hollow cylindrical heavy density (min 3.5 pcf or 56 kg/m3) glass fiber units jacketed on the outside with an all service jacket. Longitudinal joints sealed with metal fasteners or factory-applied self-sealing lap tape. Transverse joints secured with metal fasteners or with butt tape supplied with the product. For 1 and 2 hr F and FH Ratings, the annular space between insulated penetrant and periphery of opening shall be min 0 in. (point contact) to max 1-7/8 in. (48 mm). For 3 hr F and FH Ratings, the annular space shall be min 0 in. (point contact) to max 1-1/4 in. (32 mm). See Pipe and Equipment Covering — Materials (BRGU) category in the Building Material Directory for the names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. The hourly T, FT, FTH Ratings of the firestop system are 1/2 hr for 1 hr rated walls and 1 hr for 2 hr rated walls. For 3 hr rated walls, the hourly T, FT and FTH Ratings when steel and iron pipes are used are 1 hr. For 3 hr rated walls, the hourly T, FT and FTH Ratings when copper penetrants are used are 1-1/4 hr for 2 in. (51 mm) thick pipe covering and 0 hr for pipe covering thickness less than 2 in. (51 mm). 3A. Pipe Covering* — (Not Shown) — As an alternate to Item 3, max 2 in. (51 mm) thick cylindrical calcium silicate (min 14 pcf) units sized to the outside diam of the pipe or tube may be used. Pipe insulation secured with stainless steel bands or min 18 AWG stainless steel wire spaced max 12 in. (305 mm) OC. When the alternate pipe covering is used, the T and FT Rating shall be as specified in item 3 above. See Pipe and Equipment Covering — Materials (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. 4. Fill, Void or Cavity Material* — Sealant — For 1 and 2 hr F and FH Rating, min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. For 3 hr F and FH Rating, min 1 in. (25 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. At the point contact location between pipe covering and gypsum board, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at the pipe covering/gypsum board interface on both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-One Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. System No. W-L-5029 Hilti Firestop Systems System No. W-L-7042 SECTION A-A WL 70421. Wall Assembly — The 1 or 2 hr fire rated wallboard/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features. A. Studs — Wall framing may consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Steel studs to be min 2-1/2 in. (64 mm) wide and spaced 24 in. (610 mm) OC. B. Gypsum Board* — For 1 hr assembly, one layer of min 5/8 in. (16 mm) thick wallboard as required in the individual Wall and Partition Design. For 2 hr assembly, two layers of min 5/8 in. (16 mm) thick wallboard as required in the individual Wall and Partition Design. Max diam of opening is 14-1/2 in. (368 mm) for wood stud walls and 21-3/4 in. (552 mm) for steel stud walls. The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Through Penetrant — Galv steel duct to be installed concentrically or eccentrically within the firestop system. The annular space between the duct and periphery of opening shall be 0 in. (0 mm, point contact) and max 1-1/2 in. (64 mm) Duct to be rigidly supported on both sides of wall assembly. A. Spiral Wound HVAC Duct — Nom 20 in. (502 mm) diam (or smaller) No. 24 MSG (or heavier) galv steel spriral wound duct. B. Sheet Metal Duct — Nom 12 in. (305 mm) diam (or smaller) No. 28 MSG (or heavier) galv sheet steel duct. 3. Fill, Void or Cavity Material*—Sealant — Min 5/8 in. (16 mm) and 1-1/4 in. (32 mm) thickness of fill material applied within annulus, flush with both surfaces of wall assembly for 1 or 2 hr rated walls, respectively. At the point contact location between duct and wallboard, a min 1/2 in. (13 mm) diam bead of sealant shall be applied at the wallboard/duct interface on both surfaces of wall assembly. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CP601S Elastomeric Firestop Sealant, FS-ONE Sealant, FS-ONE MAX Intumescent Sealant or CP606 Flexible Firestop Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 A 1A3 2 3 1B CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings - 1 and 2 Hr (See Items 1 and 3)F Ratings - 1 and 2 Hr (See Items 1 and 3) T Rating - 0 Hr FT Rating - 0 Hr FH Ratings - 1 and 2 Hr (See Items 1 and 3) FTH Rating - 0 Hr Hilti Firestop Systems System No. W-L-7155 SECTION A-A WL 71551. Wall Assembly — The 1 or 2 hr fire-rated gypsum wallboard/stud wall assembly shall be constructed of the materials and in the manner described in the individual U400, V400 or W400 Series Wall or Partition Design in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing shall consist of min 3-1/2 in. (89 mm) wide steel channel studs spaced max 24 in. (610 mm) OC. Additional steel studs shall be used to completely frame the opening. B. Gypsum Board* — 5/8 in. (16 mm) thick, 4 ft (1.22 m) wide with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual Wall and Partition Design in the UL Fire Resistance Directory. Max area of opening is 73.7 sq ft (6.85 m2) with a max dimension of 104 in. (2.64 m). The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. 2. Steel Duct — Max 100 in. by 100 in. (2.5 by 2.5 m) galv steel duct to be installed either concentrically or eccentrically within the firestop system. The duct shall be constructed and reinforced in accordance with SMACNA construction standards. The space between the steel duct and periphery of opening shall be min 0 in. (point contact) to max 2 in. (51 mm). Steel duct to be rigidly supported on both sides of the wall assembly. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 A 3B 1A 3C 1A 3B 1B2 Page: 2 of 2 2A1. Through-Pentrating Product* — As an alterate to Item 2. Fiber cement with galvanized steel facing, 3/8 in.(10 mm) thick composite metallic duct, with a max cross-sectional area of 43.0 sq ft, (4 m2) and a max individual dimension of 78 3/4 in. (2 m). Duct to be installed either concentrically or eccentrically within the firestop system such that the annular space is min 0 in. (point contact) to max 2 in. (51 mm). Duct to be rigidly supported on both sides of wall assembly. Refer to Ventilation Duct Assemblies in Vol. 2 of the Fire Resistance Directory. DURASYSTEMS BARRIERS INC — Type DuraDuct HP. 2A2. Through-Pentrating Product* — As an alternate to Item 2. Fiber cement with galvanized steel facing, 1/4 in. (6 mm) thick, with a max cross-sectional area of 1764 sq in. (1.14 m2), and a max individual dimension of 42 in. (1067 mm). Duct to be installed either concentrically or eccentrically within the firestop system such that the annular space is min 0 in. (point contact) to max 2 in. (51 mm). Duct to be rigidly supported on both sides of wall assembly and installed in accordance. Refer to Ventilation Duct Assemblies in Vol. 2 of the Fire Resistance Directory. DURASYSTEMS BARRIERS INC — Type DuraDuct SD. 2A3. Through-Pentrating Product* — As an alternate to Item 2. Galvanized steel faced duct panel, with a max cross-sectional area of 2450 sq in. (1.58 m2), and a max individual dimension of 49-1/2 in. (1258 mm) Duct to be installed either concentrically or eccentrically within the firestop system such that the annular space is min 0 in. (point contact) to max 2 in. (51 mm). Duct to be rigidly supported on both sides wall assembly. Refer to Ventilation Duct Assemblies in Vol. 2 of the Fire Resistance Directory. DURASYSTEMS BARRIERS INC — Type DuraDuct GNX. 3 Firestop System — The firestop system shall consist of the following: A. Packing Material — (Optional, Not Shown) — Polyethylene backer rod, mineral wool batt insulation or fiberglass batt insulation friction fitted into annular space. Packing material to be recessed from both surfaces of wall to accommodate the required thickness of fill material. A1. Packing Material — Required as specified in Table below. Min 3-3/4 in. (95 mm) or 5 in. (127 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form for 1 and 2 hr rated assemblies, respectively. Packing material to be recessed from both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within the annulus, flush with both surfaces of wall. Min 1/4 in. (6 mm) diam bead of fill material shall be applied at the point contact location between the steel duct and the gypsum board. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CFS-S SIL GG Sealant, FS-ONE Sealant, FS-ONE MAX Intumescent Sealant or CP606 Flexible Firestop Sealant C. Steel Retaining Angles — Min No. 16 gauge galv steel angles sized to lap steel duct a min of 2 in. (51 mm) and to lap wall surfaces a min of 1 in. (25 mm). When max duct dimension does not exceed 48 in. (122 cm) and duct area does not exceed 1300 in2 (8387 cm2), angles may be min No. 18 gauge galv steel. Angles attached to steel duct on both sides of wall with min No. 10 by 1/2 in. (13 mm) long steel sheet metal screws located a max of 1 in. (25 mm) from each end of steel duct and spaced a max of 6 in. (152 mm) OC. Steel angles are optional for those sides of duct that do not exceed the dimension specified in Table below, dependent on packing material, sealant and annular space as specified. Hilti Firestop Systems WL 7155Page: 1 of 2 Max Duct Dimension Duct Thickness Annular Space Packing Material Angle (Item 3C) Required 24 in.24 ga or heavier 1/2 in. min to 1 in. max Item 3A1 No (610 mm)(13 to 25 mm) * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. CC LA S SIFIE DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0 Hr FT Ratings — 0 Hr L Rating at Ambient — Less Than 1 CFM/sq ft FH Ratings — 1 and 2 Hr (See Item 1) L Rating at 400 F — Less Than 1 CFM/sq ft FTH Ratings — 0 Hr L Rating at Ambient — Less Than 1 CFM/sq ft L Rating at 400 F — Less Than 1 CFM/sq ft System No. W-L-7155 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 Hilti Firestop Systems System No. W-L-7156 WL 7156Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 Hilti Firestop Systems Page: 2 of 2 3. Batts and Blankets* — Nom 1-1/2 or 2 in. (38 or 51 mm) thick glass fiber batt or blanket (min 3/4 pcf or 12 kg/m3) jacketed on the outside with a foil-scrim-kraft facing. Longitudinal and transverse joints sealed with aluminum foil tape. During the installation of the fill material, the batt or blanket shall be compressed minimum 50% such that the annular space within the firestop system shall be min 1/2 in. (13 mm) to max 2 in. (51 mm). See Batts and Blankets (BKNV) category in the Building Materials Directory for names of manufacturers. Any batt or blanket meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index 50 or less may be used. 4. Firestop System — The firestop system shall consist of the following: A. Packing Material — Min 3-5/8 (92 mm) or 4-7/8 in. (124 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form for 1 or 2 hr fire-rated walls, respectively. Packing material to be recessed from both surfaces of wall to accommodate the required thickness of fill material. B. Fill, Void or Cavity Material* — Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within annulus, flush with both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant C. Steel Retaining Angles — Min No. 16 gauge (0.059 in. or 1.5 mm) galv steel angles sized to lap steel duct a min of 2 in. 51 mm) and lap wall surfaces a min of 1 in. (25 mm). Angles attached to steel duct on both sides of wall with min No. 10 steel sheet metal screws spaced a max of 1 in. (25 mm) from each end of steel duct and spaced a max of 6 in. (152 mm) OC. When max duct dimension does not exceed 48 in. (122 cm) and duct area does not exceed 1300 in2 (8387 cm2), angles may be min No. 18 gauge galv steel. Angles attached to steel duct on both sides of wall with min No. 10 by 1/2 in. (13 mm) long steel sheet metal screws located a max of 1 in. (25 mm) from each end of steel duct and spaced a max of 6 in. (152 mm) OC. When max 1-1/2 in. (38 mm) thick insulation is used, steel angles are optional for those sides of duct that do not exceed the dimension specified in Table below, dependent on packing material and annular space as specified. SECTION A-A A A 4C 4A 4B 3 4A 4B 1A 3 2 4C 1B 1. Wall Assembly — The 1 or 2 hr fire-rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing shall consist of either wood studs or steel channel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced max 16 in. (406 mm) OC. Steel studs to be min 3-1/2 in. (89 mm) wide and spaced max 24 in. (610 mm) OC. Additional framing members shall be used to completely frame around opening. B. Gypsum Board* — Min 5/8 in. (16 mm) thick, 4 ft (1.2 m) wide with square or tapered edges. The gypsum board type, thickness, number of layers and orientation shall be as specified in the individual Wall and Partition Design. Max size of opening is 210 sq in. (1355 cm2) with a max width of 14-1/2 in. (368 mm) for wood studs. Max size of opening is 76.2 sq ft. (7 m2) with a max width of 105-1/2 in. (2.7 m) for steel studs. The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall in which it is installed. 2. Steel Duct — Max 100 by 100 in. (2.5 by 2.5 m) steel duct to be installed within the framed opening. The duct shall be constructed and reinforced in accordance with SMACNA construction standards. Steel duct to be rigidly supported on both sides of wall assembly. System No. W-L-7156 WL 7156CC LAS SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Rating — 0 Hr FT Rating — 0 Hr FH Ratings — 1 and 2 Hr (See Item 1) FTH Rating — 0 Hr Max Duct Dimension Duct Thickness Annular Space Packing Material Angle (Item 3C) Required 24 in.24 ga or heavier 1/2 in. min to 1 in. max Item 3A1 No (610 mm)(13 to 25 mm) * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Page: 1 of 2 Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. January 27, 2015 4B C System No. W-L-8079 SECTION A-A WL 8079Page: 1 of 3 System tested with a pressure differential of 2.5 Pa between the exposed and the unexposed surfaces with the higher pressure on the exposed side. 1. Wall Assembly — The 1 or 2 hr fire rated gypsum board/stud wall assembly shall be constructed of the materials and in the manner specified in the individual U300, U400, V400 or W400 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing may consist of either wood studs or channel shaped steel studs. Wood studs to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced max 16 in. (406 mm) OC. Steel studs to be min 3-1/2 in. (89 mm) wide and spaced max 24 in. (610 mm) OC. When Item 5A1 is not used, additional framing members (not shown) shall be installed to frame the periphery of the wall opening. When the additional framing members are used to frame the opening, the hourly T, FT and FTH Ratings of the firestop system are 0 hr. B. Gypsum Board* — 5/8 in. (16 mm) thick with square or tapered edges. The gypsum board type, thickness, number of layers, fastener type and sheet orientation shall be as specified in the individual U300, U400 or V400 Wall and Partition Design. If the through penetrants are installed in a wood stud/gypsum board assembly, the max area of square, rectangular, or circular opening is 210 sq in. (1355 cm2) with max dimension of 14-1/2 in. (368 mm). If the through penetrants are installed in a steel stud/gypsum board assembly, max area of square, rectangular, or circular opening is 240 sq in. (1548 cm2) with max dimension of 20 in. (508 mm) wide. The hourly F and FH Ratings of the firestop system are equal to the hourly fire rating of the wall assembly in which it is installed. A Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. April 26, 2017 A Page: 2 of 3 2. Through-Penetrant — One or more pipes, conduit or tubes to be installed within the opening. The total number of through-penetrants is dependent on the size of the opening and the types and sizes of the penetrants. Any combination of the penetrants described below may be used provided that the following parameters relative to the annular spaces and the spacing between the through penetrants are maintained. The separation between the penetrants shall be min 1 in. (25 mm) to max 20 in. (508mm). The annular space between penetrants and the periphery of opening shall be min 0 in. (point contact) to max 20 in. (508 mm). Pipes, conduit or tubes to be rigidly supported on both sides of wall assembly. The following types and sizes of pipes, conduit or tubes may be used. A. Copper Tubing — Nom 3 in. (76 mm) diam (or smaller) Type L (or heavier) copper tube. B. Copper Pipe — Nom 3 in. (76 mm) diam (or smaller) Regular (or heavier) copper pipe. C. Steel Pipe — Nom 4 in. (102 mm) diam (or smaller) Schedule 10 (or heavier) steel pipe. D. Iron Pipe — Nom 4 in. (102 mm) diam (or smaller) cast or ductile iron pipe. E. Conduit — Nom 3 in. (76 mm) diam (or smaller) electric metallic tubing (EMT) or rigid steel conduit. F. Polyvinyl Chloride (PVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) Schedule 40 cellular or solid core PVC pipe for use in closed (process or supply) or vented (drain, waste, or vent) piping systems. G. Chlorinated Polyvinyl Chloride (CPVC) Pipe — Nom 2 in. (51 mm) diam (or smaller) SDR 13.5 CPVC pipe for use in closed (process or supply) piping systems. The T, FT and FTH Ratings are 0 Hr if bare pipe and tubing is used. 3. Pipe Insulation — One or more metallic penetrants (pipe or tubing) may be insulated with the following types of pipe coverings: A. Pipe Covering* — Min 1 in. (25 mm) to max 2 in. (51 mm) thick hollow cylindrical heavy density min 3.5 pcf (56 kg/m3) glass fiber units jacketed on the outside with an all service jacket. Longitudinal joints sealed with metal fasteners or factory-applied self-sealing lap tape. Transverse joints secured with metal fasteners or with butt tape supplied with the product. See Pipe and Equipment Covering - Materials (BRGU) category in the Building Materials Directory for names of manufacturers. Any pipe covering material meeting the above specifications and bearing the UL Classification Marking with a Flame Spread Index of 25 or less and a Smoke Developed Index of 50 or less may be used. B. Tube Insulation-Plastics+ — Min 1/2 in. (13 mm) to max 3/4 in. (19 mm) thick acrylonitrile butadiene/polyvinyl chloride (AB/PVC) flexible foam furnished in the form of tubing. See Plastics+ (QMFZ2) category in the Plastics Recognized Component Directory for names of manufacturers. Any Recognized Component tube insulation material meeting the above specifications and having a UL 94 Flammability Classification of 94-5VA may be used. The annular space between the insulated penetrants and the periphery of the opening shall be min 0 in. (0 mm, point contact) The separation between the insulated penetrants and the other penetrants shall be a min 1 in. (25 mm). The T, FT and FTH Ratings are 1-1/2 hour if Item 3B is used. The T, FT and FTH Ratings are 2 hr if Item 3A is used. Page: 3 of 3 4. Cables — One max 3 in. (76 mm) diam bundle of cables installed within the opening and rigidly supported on both surfaces of wall. The annular space between the tightly-bundled cables and the periphery of the opening shall be min 0 in. (point contact) to max 20 in. (508 mm). The separation between the cable bundle and the other penetrants shall be min 1 in. (25 mm) to max 20 in. (508 mm). Any combination of the following types and sizes of cables may be used: A. Max 25 pair No. 24 AWG telephone cable with polyvinyl chloride (PVC) insulation and jacket. B. Max 7/C No. 12 AWG copper conductor power and control cable with PVC or cross-linked polyethylene (XLPE) insulation and PVC jacket. C. Multiple fiber optical communication cable jacketed with PVC and having a max outside diam of 1/2 in. (13 mm). D. Max 3/C No. 8 AWG with bare aluminum ground, PVC insulated steel Metal-Clad+ Cable currently Classified under the Through Penetrating Product* (XHLY) category. E. Max 3/C (with ground) No. 8 AWG (or smaller) nonmetallic sheathed (Romex) cable with PVC insulation and jacket materials. F. RG/U coaxial cable with polyethylene (PE) insulation and polyvinyl chloride (PVC) jacket having a max outside diam of 1/2 in. (13 mm). G. Max 3/4 in. (19 mm) diam copper ground cable with or without PVC jacket. H. Max 1-1/4in. (32 mm) Diam single or multi conductor mineral-insulated copper-clad cable. The T, FT and FTH Ratings are 1/4 hr if cables D, G and H are used. The T, FT and FTH Ratings are 3/4 Hr for any other combination. 4A. Through Penetrants — (Not shown) - Max six nom 1 in. (25 mm) diam (or smaller) flexible steel conduits to be installed either concentrically or eccentrically within the firestop system. The annular space between the conduits and the periphery of the opening shall be min 0 in. (point contact) to a max 3 in. (76 mm). Conduits to be rigidly supported on both sides of wall. The T, FT and FTH Ratings are 0 Hr if this penetrant is used. 4B. Through Penetrants — (Not Shown) - Max twelve nom 3/8 in. (10 mm) diam (or smaller) polyvinyl chloride (PVC) pneumatic tubing for use in closed (process or supply) piping systems. Tubing to be installed either concentrically or eccentrically within the firestop system. The annular space between the tubing and the periphery of the opening shall be min 0 in. (point contact) to a max 1 in. (25 mm). Tubing to be rigidly supported on both sides of wall. 5. Firestop System — The firestop system shall consist of the following: A. Packing Material — In 2 hr fire rated wall assemblies, min 4-3/4 in. (121 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form. In 1 hr fire rated wall assemblies, min 3-1/2 in. (89 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed into opening as a permanent form. Packing material recessed from both surfaces of the wall to accommodate the required thickness of fill material. A1. Packing Material — Min 1-1/4 in. (32 mm) thickness of min 4 pcf (64 kg/m3) mineral wool batt insulation firmly packed as a backer around the perimeter of opening as a permanent form. When additional framing members are used to frame the opening (see Item 1A), this packing material is optional. Packing material can be used in combination with the additional framing members. B. Fill, Void or Cavity Material* — Sealant — Min 5/8 in. (16 mm) thickness of fill material applied within annulus, flush with both surfaces of wall. At the point contact location between through penetrants and gypsum board, a min 1/2 in. (13 mm) diam bead of fill material shall be applied at the gypsum board/through penetrant interface on both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant or FS-ONE MAX Intumescent Sealant * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. + Bearing the UL Listing Mark # Bearing the UL Recognized Component Mark System No. W-L-8079 WL 8079System No. W-L-8079 WL 8079Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. April 26, 2017Hilti Firestop Systems Reproduced by HILTI, Inc. Courtesy of Underwriters Laboratories, Inc. April 26, 2017Hilti Firestop Systems ANSI/UL1479 (ASTM E814)CAN/ULC S115 F Ratings — 1 and 2 Hr (See Item 1)F Ratings — 1 and 2 Hr (See Item 1) T Ratings — 0, 1/2, 3/4, 1-1/2 and 2 Hr (See Items 1, 2, 3 and 4) FT Ratings — 0, 1/2, 3/4, 1-1/2 and 2 Hr (See Items 1, 2, 3 and 4) FH Ratings — 1 and 2 Hr (See Item 1) FTH Ratings — 0, 1/2, 3/4, 1-1/2 and 2 Hr (See Items 1, 2, 3 and 4) CC LA S SIFI E DClassified by Underwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US 2 3 4 5A1 5B 5B 5A1 5A 5B1B 4 2 5B SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1.Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c.07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f.26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2.Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: *Fire Rating (F-Rating) *Temperature Rating (T-Rating) *Leakage Rating (L-Rating) *Water Rating (W-Rating) *Annular Space *Percent Fill *Movement *Type and thickness of fire-rated construction. 3.If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4.References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5.Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6.All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. *Warning! - Do Not Disturb *Through Penetration Firestop System *UL System # * Product(s) used *Hourly Rating (F-Rating) *Installation Date *Contractor's Name 7.For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Gypsum Walls 5.4 Hilti Firestop Systems Hilti Firestop Systems System No. W-J-3215 SECTION A-A WJ 3215Page: 1 of 2 A Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 A Page: 2 of 2 1. Wall Assembly — Min 6 in. (152 mm) thick lightweight or normal weight (100-150 pcf or 1600-2400 kg/m3) concrete. Wall may also be constructed of any UL Classified Concrete Blocks*. Opening may be round, rectangular or irregular with a max diam or dimension of 1 in. (25 mm). See Concrete Blocks (CAZT) category in the Fire Resistance Directory for names of manufacturers. 2. Cables — Single or tight bundle of cables to be installed within the opening. Aggregate cross-sectional area of cables in openingto have a visual fill of min 0% to max 100%. The annular space between the cable bundle and the periphery of the opening to be min 0 in. (point contact). Cables to be rigidly supported on both sides of the wall assembly. Any combination of the following types and sizes of cables may be used: A. Max 3/C No. 8 AWG NM copper conductor cable (Romex) with PVC insulation and jacket. B. Max 7/C-No. 12 AWG copper conductor control cable with PVC or XLPE insulation and jacket. C. Max 100 pair No. 24 AWG (or smaller) copper conductor telecommunication cable with PVC or plenum rated insulation and jacketing. D. Max 4 pr No. 22 AWG (or smaller) Cat 5 or Cat 6 computer cables with PVC or plenum rated insulation and jacketing. E. Type RG/U coaxial cable with fluorinated ethylene or PVC insulation and jacketing having a max outside diameter of ½ in. (13 mm). F. Max 24 fiber optic cable with polyvinyl chloride (PVC) or polyethylene (PE) jacket and insulation. G. Through Penetrating Product* — Max two copper conductor No. 18 AWG (or smaller) Power or Non-Power Limited Fire Alarm Cable with or without a jacket under a metal armor. AFC CABLE SYSTEMSINC H. Maximum 3/C No. 10 AWG metal-clad cable. The hourly T, FT and FTH Ratings of the firestop system are 2 hr exceptthat for cable type 2B and 2C, the ratings are ½ hr. For blank openings with no penetrant, the F, FT, FH and FTH Ratings are 2 hr. 3. Fill, Void or Cavity Material* — Nom 60 mm diam by 3 mm thick putty disc with one seam at radius. Paper-backer of disc to be removed and disc firmly pressed around the cable/cable bundle lapping nom 5 mm onto cables to completely cover opening and firmly pressed to lap onto the wall around periphery of opening. Disc seam to be firmly pressed and sealed tight, Disc to be installed at both surfaces of wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — CFS-D 1" Firestop Cable Disc * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 1479 and CAN/ULC-S115 US 2 3 3 1 2 ANSI/UL1479 (ASTM E814) CAN/ULC S115 F Rating — 2 Hr F Rating — 2 Hr T Ratings — ½ and 2 Hr (See Item 2) FT Ratings — ½ and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening FH Rating — 2 Hr L Rating at 400 F — Less than 1 CFM/Opening FTH Ratings — ½ and 2 Hr (See Item 2) L Rating at Ambient — Less than 1 CFM/Opening L Rating at 400 F — Less than 1 CFM/Opening System No. W-J-3215 WJ 3215Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. October 14, 2015 SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1. Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c. 07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f. 26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2. Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: * Fire Rating (F-Rating) * Temperature Rating (T-Rating) * Leakage Rating (L-Rating) * Water Rating (W-Rating) * Annular Space * Percent Fill * Movement * Type and thickness of fire-rated construction. 3. If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4. References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5. Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6. All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. * Warning! - Do Not Disturb * Through Penetration Firestop System * UL System # * Product(s) used * Hourly Rating (F-Rating) * Installation Date * Contractor's Name 7. For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Concrete or Block Wall 5.5 Hilti Firestop Systems Wall Opening Protective Materials (CLIV, CLIV7) Page: 1 of 5 Hilti Firestop Systems Page: 3 of 5 Wall Opening Protective Materials (CLIV, CLIV7) Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. December 07, 2016 C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 263 and CAN/ULC-S101 US Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. December 07, 2016 1 or 2 Hr Gypsum Wall Assembly (2 Hr Shown) Power Cable 1/8" thick CP617 or CFS-P PA Firestop Putty Pad Wood Stud or Steel Stud (Not Shown) UL Listed Non-Metallic Outlet Box (Refer to UL listing) Or UL Listed Metallic Outlet Box (Refer to UL listing)CP617 / CFS-P PA / FIRESTOP BOX INSERTCP617 / CFS-P PA / FIRESTOP BOX INSERTHilti Firestop Systems Page: 4 of 5 Wall Opening Protective Materials (CLIV, CLIV7) Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. December 07, 2016 CP617 / CFS-P PA / FIRESTOP BOX INSERTCP 617 or CFS-P PA Firestop Putty Pads, for use with flush device UL Listed Metallic Outlet Boxes installed with steel mud rings or UL Listed Nonmetallic Outlet Boxes in framed wall assemblies as specified below. When protective material is used on outlet boxes on both sides of the wall as directed, the horizontal separation between outlet boxes on opposite sides of the wall may be less than 24 in. provided that the boxes are not installed back-to-back (unless otherwise indicated). Installation shall comply with the National Electrical Code (NFPA 70). Min 1/8 in. thick (CP 617) or min 0.2 in. (CFS-P PA) thick moldable putty pads are to be installed to completely cover the exterior surfaces of the outlet box (except for the side of the outlet box against the stud) and conduit fittings/connectors and to completely seal against the stud and gypsum board in the wall cavity unless otherwise noted below. When CFS-P PA is used, the putty pads may be installed with the release liner intact on the outside of the pad with the exception of any overlaps, in which case the liner is to be removed from the bottom layer at the overlap location. The box composition, max device dimensions, hourly rating, type of stud and type of faceplate are specified below. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4 by 4 by max 2-1/8 in. flush device UL Listed Metallic Outlet Boxes installed with steel cover plates in 1 and 2 hr. fire rated gypsum wallboard wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed as specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4-11/16 by 4-11/16 by max 2-1/8 in., or max 4-3/8 by 4-7/8 by max 2-1/8 in., flush device UL Listed Metallic Outlet Boxes installed with steel cover plates for use in 1 hr fire rated V446 gypsum board/steel stud or U341 gypsum board/wood stud Wall and Partition Design No. in the Fire Resistance Directory. When U341 wall design is used, wall shall be sheathed with 5/8 in. gypsum board, and glass or mineral fiber batt insulation shall be installed in stud cavities in accordance with U341 design. Boxes may be installed back-to-back. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4-11/16 by 4-11/16 by max 2-1/8 in. flush device UL Listed Metallic Outlet Boxes installed with steel cover plates for use in 1 and 2 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed of the materials and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. Min 0.8 pcf density fiberglass batt insulation is to be installed within the wall cavity required for 1 hr fire rated gypsum board wall assemblies and optional in 2 hr fire rated gypsum wallboard assemblies. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4 by 3-3/4 by 3 in. deep UL Listed Nonmetallic Outlet Boxes manufactured by Carlon Electrical Products, made from polyvinyl chloride, and bearing a 2 hr rating under the "Outlet Boxes and Fittings Classification for Fire Resistance" category in the Fire Resistance Directory. Putty pads and boxes for use in 1 and 2 hr fire rated gypsum wallboard assemblies, framed with min 3-1/2 in. deep wood studs and constructed as specified in the individual U300 Series Wall and Partition Designs in the Fire Resistance Directory. Outlet box secured to wood stud by means of two nailing tabs supplied with the outlet box. Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. Outlet boxes installed with steel or plastic cover plates. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4 by 4 by 2-7/8 in. deep UL Listed Nonmetallic Outlet Boxes manufactured by Carlon Electrical Products, made from polyvinyl chloride, and bearing a 2 hr rating under the "Outlet Boxes and Fittings Classification for Fire Resistance" category in the Fire Resistance Directory. Putty pads and boxes for use in the 1 hr fire rated V446 gypsum board/steel stud or U341 gypsum board/wood stud Wall and Partition Design in the Fire Resistance Directory. When U341 wall design is used, wall shall be sheathed with 5/8 in. gypsum board, and glass or mineral fiber batt insulation shall be installed in stud cavities in accordance with U341 design. Outlet box secured to steel stud by means of fastening tab supplied with the outlet box. Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. Outlet boxes installed with steel or plastic cover plates. Boxes may be installed back to back. CP 617 Firestop Putty Pads, for use with max 2-1/4 by 3-3/4 by 2-3/4 in. deep UL Listed Nonmetallic Outlet Boxes manufactured by Pass and Seymore, Inc., and bearing a 2 hr rating under the "Outlet Boxes and Fittings Classification for Fire Resistance" category in the Fire Resistance Directory. Putty pads and boxes for use in 1 and 2 hr fire rated gypsum wallboard assemblies, framed with min 3-1/2 in. deep wood studs and constructed as specified in the individual U300 Series Wall and Partition Designs in the Fire Resistance Directory. Outlet box secured to wood stud by means of two nailing tabs supplied with the outlet box.Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. Outlet boxes installed with steel or plastic cover plates. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4 by 3-3/4 by 3 in. deep UL Listed Nonmetallic Outlet Boxes manufactured by Allied Molded Products, Inc., made from fiber reinforced thermoplastic and bearing a 2 hr rating under the "Outlet Boxes and Fittings Classification for Fire Resistance" category in the Fire Resistance Directory. Putty pads and boxes for use in 1 hr fire rated gypsum wallboard assemblies, framed with min 3-1/2 in. deep wood studs and constructed as specified in the individual U300 Series Wall and Partition Designs in the Fire Resistance Directory. Outlet box secured to wood stud by means of two nailing tabs supplied with the outlet box. Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. Outlet boxes installed with plastic cover plates. Hilti Firestop Systems Page: 5 of 5 Wall Opening Protective Materials (CLIV, CLIV7) Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. December 07, 2016 CP617 / CFS-P PA / FIRESTOP BOX INSERTCP 617 or CFS-P PA Firestop Putty Pads, for use with max 4 by 4 in. by 1-1/2 in. deep flush device UL Listed Metallic Outlet Boxes installed with steel cover plates in 1 hr. fire rated gypsum wallboard wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed as specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. The boxes are installed back to back with 5 in. by 4 in. UL Classified fire block, CP 657 or CFS-BL Firestop Block installed in the cavity between the two boxes. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 14 by 4 by max 2-1/2 in. flush device UL Listed Metallic Outlet Boxes installed with steel cover plates in 1 and 2 hr. fire rated gypsum board wall assemblies framed with min 5-1/2 in. deep wood or steel studs for 2 hr fire rated walls and min 3-1/2 in. deep wood or steel studs for 1 hr fire rated walls. Walls constructed as specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. Stud cavity insulation is required and shall consist of min 5-1/2 in. (2 hr rated walls) or min 3-1/2 in. (1 hr rated walls) thick fiberglass (min 0.8 pcf) or mineral fiber (min 4 pcf). Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. When boxes are interconnected by means of electrical metallic tube (EMT) or conduit, a ball of putty pad material shall be used to completely plug the open end of each EMT or conduit within the box. CP 617 or CFS-P PA Firestop Putty Pads, for use with max 4-11/16 by 4-11/16 by max 2-1/8 in. flush device UL Listed Metallic Outlet Boxes installed with steel or plastic cover plates for use in 1 and 2 hr fire rated gypsum board wall assemblies framed with min 5-1/2 in. deep steel studs and constructed of the materials and in the manner specified in the individual U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. Putty pads shall lap min 1/2 in. onto the stud and gypsum board within the stud cavity. When boxes are interconnected by means of electrical metallic tube (EMT) or conduit, a ball of putty pad material shall be used to completely plug the open end of each EMT or conduit within the outlet boxes. Metallic outlet boxes may be provided with steel attachment brackets which offset box min 1/4 in. from stud. When steel attachment brackets are used, putty pad to be affixed to the back and all four sides of the box. CFS-P PA Moldable Putty Pads, for use with max 4-11/16 by 4-11/16 in. by max 2-1/8 in. flush device UL Listed Metallic Outlet Boxes installed with steel cover plates in 2 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep steel studs and constructed of the materials and in the manner specified in the individual U400 and V400 Series Wall and Partition Designs in the Fire Resistance Directory. An additional 3/4 in. ball of putty pad material shall be used to plug the end of each electrical metallic tube or conduit at its connection to the box. CFS-P PA Moldable Putty Pads, for use with max 4 by 4 by 2-1/8 in. flush device UL Listed Metallic Outlet Boxes installed with steel or plastic cover plates in 2 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep steel studs and constructed of the materials and in the manner specified in the individual U400 and V400 Series Wall and Partition Designs in the Fire Resistance Directory. An additional 3/4 in. ball of putty pad material shall be used to plug the end of each electrical metallic tube or conduit at its connection to the box. CFS-P PA Moldable Putty Pads, for use with max 14-1/4 by 4-1/2 by 2-1/2 in. flush device UL Listed Metallic Outlet Boxes installed with steel cover plates in 2 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep steel studs and constructed of the materials and in the manner specified in the individual U400 and V400 Series Wall and Partition Designs in the Fire Resistance Directory. An additional 3/4 in. ball of putty pad material shall be used to plug the end of each electrical metallic tube or conduit at its connection to the box. HILTI Firestop Box Insert, for use with flush device UL Listed Metallic Outlet Boxes installed with steel mud rings or UL Listed Nonmetallic Outlet Boxes in framed wall assemblies as specified below. When protective material is used on outlet boxes on both sides of the wall as directed, the horizontal separation between outlet boxes on opposite sides of the wall may be less than 24 in. provided that the boxes are not installed back-to-back (unless otherwise indicated). Installation shall comply with the National Electrical Code (NFPA 70). The box composition, max device dimensions, hourly rating, type of stud and type of faceplate are specified below. HILTI Firestop Box Insert, for use with max 4-11/16 by 4-11/16 by 2-1/8 in. deep UL Listed Metallic Outlet Boxes without internal clamps in 1 or 2 hr fire rated gypsum wallboard wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed of materials and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. Outlet boxes in 1 hr fire rated walls may be installed with plastic or steel cover plates. Outlet boxes in 2 hr fire rated walls shall be installed with steel cover plates. One 4-3/8 by 4-3/8 in. insert adhered to the interior back wall of the outlet box in accordance with the instructions supplied with the product. Smaller sized inserts may be cut and combined to achieve the 4-3/8 x 4-3/8 in coverage. HILTI Firestop Box Insert, for use with max 4 by 4 by 1-1/2 in. deep and 2-1/8 in. deep UL Listed Metallic Outlet Boxes without internal clamps in 1 or 2 hr fire rated gypsum wallboard wall assemblies framed with min 3 1/2 in. deep steel or wood studs and constructed of materials and in the manner specified in the individual U400, V400 or U300 Series Wall and Partition Designs in the Fire Resistance Directory, as summarized in the Table below. One 3-11/16 by 3-3/4 in. insert adhered to the interior back wall of the outlet box in accordance with the instructions supplied with the product. Smaller sized inserts may be cut and combined to achieve the 3-11/16 x 3-3/4 in coverage. HILTI Firestop Box Insert, for use with max 2 1/8 x 4 x 2 1/8 in. deep UL Listed Metallic Outlet Boxes without internal clamps in 2 hr fire rated gypsum wallboard wall assemblies framed with min 3 1/2 in. deep wood or steel studs and constructed of materials and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. Outlet boxes may be installed with steel cover plates. One 1-7/8 x 2-13/16 insert adhered to the interior back wall of the outlet box in accordance with the instructions supplied with the product. HILTI Firestop Box Insert, for use with max 4-1/2 x 8-1/2 in. by 1-5/8 in. deep or max 3-3/4 x 5-1/2 in. by 2-1/2 in deep UL Listed Metallic Outlet Boxes without internal clamps in 1 hr or 2 hr fire rated gypsum wallboard wall assemblies framed with min 3 1/2 in. deep steel or wood studs and constructed of materials and in the manner specified in the individual U400, V400 or U300 Series Wall and Partition Designs in the Fire Resistance Directory, as summarized in the Table below. Outlet boxes installed with steel cover plates. Box inserts evenly spaced and adhered to the interior back wall of the outlet box in accordance with the instructions supplied with the product. Box Size Type of Box and Cover Plate Hourly Rating Wall Type 4 x 4 x 2-1/8 in deep Metallic w/ steel cover plates 2-hour U300, U400 or V400 - wood or steel studs 4 x 4 x 2-1/8 in deep Metallic w/ plastic cover plates 1-hour U300, U400 or V400 - wood or steel studs 4 x 4 x 1-1/2 in deep Metallic w/ plastic cover plates 1-hour U300 - wood studs Box Size Inserts Used Fire Rating Wall Type 4-1/2 x 8-1/2 x 1-5/8 in deep Two 3-11/16 x 3-3/4 in. inserts ** 2 hour U300, U400 or V400 - wood or steel studs 3-3/4 x 5-1/2 x 2-1/2 in deep One 3-11/16 x 3-3/4 in. insert and one 1-7/8 x 2-13/16 in. insert 1 hour U300, U400, or V400 - wood or steel studs ** - Min 3/4 in. deep plaster rings installed over outlet box. After installation of gypsum board, nom 1/4 in. thickness of Hilti FS-ONE Sealant or FS-ONE MAX Intumescent Sealant, bearing the UL Classification Marking for Fill, Void or Cavity Materials, applied between the base layer of wallboard and the plaster ring. HILTI Firestop Box Insert , for use with 4-3/8 by 4-7/8 by 2-1/4 in. deep flush device UL Listed Metallic Outlet Boxes without internal clamps in 1 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed of the materials and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. One 4-3/8 in. wide by 4-3/8 in. high insert adhered to the interior back wall of the outlet box in accordance with the installation instructions supplied with the product. Smaller sized inserts may be cut and combined to achieve the 4-3/8 in. by 4-3/8 in. coverage and adhered to the interior back wall of the outlet box. Outlet boxes installed with plastic or steel cover plates. HILTI Firestop Box Insert, for use with 4-3/8 by 4-7/8 by 2-1/4 in. deep flush device UL Listed Metallic Outlet Boxes without internal clamps in 2 hr fire rated gypsum board wall assemblies framed with min 3-1/2 in. deep wood or steel studs and constructed of the materials and in the manner specified in the individual U300, U400 or V400 Series Wall and Partition Designs in the Fire Resistance Directory. One 4-3/8 in. wide by 4-3/8 in. high insert adhered to the interior back wall of the outlet box in accordance with the installation instructions supplied with the product. Smaller sized inserts may be cut and combined to achieve the 4-3/8 in. by 4-3/8 in. coverage and adhered to the interior back wall of the outlet box. Outlet boxes installed with steel cover plates. CP 617 or CFS-P PA Firestop Putty Pads and HILTI Firestop Box Inserts, for use with maximum 4 by 4 by 1-1/2 in. (102 by 102 by 38 mm) deep flush device UL Listed Metallic Outlet Boxes installed with steel mud rings and with steel or plastic faceplates in 1 or 2 hr fire rated gypsum board wall assemblies constructed with min 3-1/2 in. (89 mm) wide wood or steel studs. When both protective materials are used with outlet boxes on both sides of the wall as directed, the boxes may be installed back-to-back provided that the backs of the boxes are minimum 1/2 in. (13 mm) apart and provided that the boxes are not interconnected. Adjoining pieces of moldable putty pads to be overlapped approx 1/2 in. (13 mm) at the seam. An insert pad shall be installed to completely cover the back inside surface of each outlet box. Hilti Firestop Systems Page: 2 of 5 Wall Opening Protective Materials (CLIV, CLIV7) 1 or 2-Hr. Gypsum Wall Assembly (2-Hr. Shown) Power Cable Steel Stud or Wood Stud (Not Shown) Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. December 07, 2016 CP617 / CFS-P PA / FIRESTOP BOX INSERTUL Listed Non-Metallic Outlet Box (Refer to UL Listing) or UL Listed Metallic Outlet Box (Refer to UL Listing) Firestop Box Insert SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1. Refer to the following specifications for firestopping. a.07 84 00 Firestopping b.07 84 13 Penetration Firestopping c. 07 84 43 Joints Firestopping d.22 00 00 Plumbing e.23 00 00 HVAC f. 26 00 00 Electrical g.27 05 37 Communication Systems For Quality Control requirements, refer to the Quality Control portion of the specification. 2. Details shown are typical details. Always refer to the listed system detail for complete system requirements. If field conditions do not match requirements of details, approved alternate details shall be utilized. Design requirements, field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: * Fire Rating (F-Rating) * Temperature Rating (T-Rating) * Leakage Rating (L-Rating) * Water Rating (W-Rating) * Annular Space * Percent Fill * Movement * Type and thickness of fire-rated construction. 3. If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable subject to approval by the Authority Having Jurisdiction (AHJ). Contact Hilti Inc. for alternative systems or Engineering Judgment (800-879-8000). Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4. References: * 2017 Underwriter's Laboratories Fire Resistance Directory, Volumes 1 & 2. *NFPA 101 Life Safety Code *NFPA 70 – National Electric Code *All governing local and regional building codes. 5. Firestop System installation must meet requirements of ASTM E-814 (UL 1479) tested assemblies that provide a fire rating equal or greater to that of construction being penetrated. 6. All rated through-penetration assemblies shall be prominently labeled with a Hilti Firestop Label equipped with a QR code with the following information. * Warning! - Do Not Disturb * Through Penetration Firestop System * UL System # * Product(s) used * Hourly Rating (F-Rating) * Installation Date * Contractor's Name 7. For outlet boxes requiring protection, use only Wall Opening Protective Materials, category CLIV as classified by Underwriter’s Laboratories, Fire Resistance Directory (Volume 1). Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 Residential - Wood Construction-Membrane Penetration 5.6 Hilti Firestop Systems System No. HW-S-0090 HWS 00901. Floor Assembly — The 1 hr fire-rated wood joist, wood truss or combination wood and steel truss Floor-Ceiling assembly shall be constructed of the materials and in the manner described in the individual L500 Series Floor-Ceiling Design in the UL Fire Resistance Directory and shall include the following construction features: A. Flooring System — Lumber or plywood subfloor with finish floor of lumber, plywood or Floor Topping Mixture* as specifiedin the individual Floor-Ceiling Design. B. Wood Joists — Nom 10 in. (254 mm) deep (or deeper)lumber, steel or combination lumber and steel joists, trusses or Structural Wood Members* with bridging as required and with ends firestopped. C. Gypsum Board* — Nom 4 ft. (122 cm) wide by 5/8 in. (16 mm) thick as specifiedin the individual Floor-Ceiling Design. 2. Wall Assembly — The 1 hr fire rated gypsum board/lumber stud wall assembly shall be constructed of the materials and in the manner described in the individual U300 Series Wall and Partition Designs in the UL Fire Resistance Directory and shall include the following construction features: A. Studs — Wall framing to consist of nom 2 by 4 in. (51 by 102 mm) lumber spaced 16 in. (406 mm) OC. Top plateinstalled parallel or perpendicular to direction of wood joists and secured to bottom of joists with steel fasteners spaced max 24 in. (610 mm) OC. B. Gypsum Board* — Gypsum board sheets installed to a min total thickness of 5/8 in. (16 mm) on each side of wall. Wall to be constructed as specified in the individual Wall and Partition Design in the UL Fire Resistance Directory, except that a max 1/2 in. (13 mm) gap shall be maintained between the top of the gypsum board and the ceiling of the floor-ceiling assembly. 3. Joint System — Fill, Void or Cavity Material* — Sealant — Max separation between the bottom of the ceiling and the top of the wall is 1/2 in. (13 mm). Min 5/8 in. (16 mm) thickness of fill material installed to fill the joint, flush with each surface of the wall. HILTI CONSTRUCTION CHEMICALS, DIV OF HILTI INC — FS-ONE Sealant, CP606 Sealant or FS-ONE MAX Intumescent Sealant. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Reproduced by HILTI,Inc. Courtesy of Underwriters Laboratories, Inc. January 28, 2015 1B 1C 3 2B2A C CLASSIFIE DClassified byUnderwriters Laboratories, Inc. to UL 2079 and CAN/ULC-S115 US ANSI/UL2079 CAN/ULC S115 Assembly Rating — 1 Hr F Rating — 1 Hr Joint Width - 1/2 In Max. FT Rating — 1 Hr FH Rating — 1 Hr FTH Ratings — 1 Hr Joint Width - 1/2 In Max. 1 Residential - Wood Construction-Joints Gypsum Walls 5.7 SHEET NUMBER: SHEET NAME: REVISIONS: ISSUE DATE: CHECKED: DRAWN: JOB NUMBER:<Notes to designer (delete this note after reading and replace with title block information)>1. Any modification to these details could result in an application/system not meeting theUL or Intertek Classification or the intended temperature or fire ratings.2. Details shown are up to date as of February 2015.3. For additional information on the details, refer to the most current "Underwriter'sLaboratories Fire Resistance Directory (volume 2.)"Notes: 1. Refer to section 07840 of the specifications. For Quality Control requirements, refer to the Quality Control portion of the specification. 2. Details shown are typical details. If field conditions do not match requirements of typical details, approved alternate details shall be utilized. Field conditions and dimensions need to be verified for compliance with the details, including but not limited to the following: * Minimum and maximum Width of Joints * Type and thickness of fire-rated construction. The minimum assembly rating of the firestop assembly shall meet or exceed the highest rating of the adjacent construction. 3. If alternate details matching the field conditions are not available, manufacturer's engineering judgment drawings are acceptable. Drawings shall follow the International Firestop Council (IFC) Guidelines for Evaluating Firestop Systems Engineering Judgments. 4. References: * 2017 Underwriter’s Laboratories Fire Resistance Directory, Volume 2 * Intertek Directory of Building Products * All governing local and regional building codes Current as of November 19, 2017. System details subject to change without notice. 01-25-2018 COMcheck Software Version 4.0.8.2 Mechanical Compliance Certificate Project Title: 2015 IECC Project Type:New Construction Location:Vail, Colorado Climate Zone:6b Construction Site: 501 North Frontage Road West Lot 8B, Blk 2, Vail Potato Patch Vail, CO 81657 Owner/Agent: Henry Pratt GPSL Architects, P.C. 953 S. Frontage Road West Suite 230 Vail, CO 81657 970.476.1147 Designer/Contractor: BG Buildingworks 222 Chapel Place Unit AC-201 Avon, CO 81620 970.949.6104 Project Information Energy Code: Solar Vail Reduced interior lighting power. Requirements are implicitly enforced within interior lighting allowance calculations. Additional Efficiency Package(s) Mechanical Systems List Quantity System Type & Description Heating: 1 each - Hydronic or Steam Coil (CUH-1), Hot Water, Capacity = 25 kBtu/h No minimum efficiency requirement applies Fan System: CUH-1 | West Stairwell -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 2 Supply, Constant Volume, 630 CFM, 0.1 motor nameplate hp, 0.0 fan efficiency grade 1 CUH-1 (Single Zone): Heating: 1 each - Hydronic or Steam Coil (CUH-3), Hot Water, Capacity = 17 kBtu/h No minimum efficiency requirement applies Fan System: CUH-3 | Elevator Lobby -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 4 Supply, Single-Zone VAV, 1400 CFM, 0.5 motor nameplate hp, 0.0 fan efficiency grade 1 CUH-3 (Single Zone): Heating: 1 each - Hydronic or Steam Coil (CUH-4), Hot Water, Capacity = 30 kBtu/h No minimum efficiency requirement applies Fan System: CUH-4 | East Stairwell -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 7 Supply, Constant Volume, 430 CFM, 0.1 motor nameplate hp, 0.0 fan efficiency grade 1 CUH-4 (Single Zone): Heating: 1 each - Hydronic or Steam Coil (UH-1), Hot Water, Capacity = 6 kBtu/h No minimum efficiency requirement applies Fan System: UH-1 | Garage -- Compliance (Motor nameplate HP method) : Passes Fans: FAN 1 Supply, Constant Volume, 245 CFM, 0.1 motor nameplate hp, 0.0 fan efficiency grade 12 UH-1 (Single Zone): Heating: 1 each - Central Furnace, Gas, Capacity = 143 kBtu/h Proposed Efficiency = 80.00% Et, Required Efficiency = 80.00% Et Fan System: MAU-1 | Corridor Ventilation -- Compliance (Motor nameplate HP method) : Passes 1 MAU-1 (Single Zone): Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 171 of Page Inspection Checklist Requirements: 87.0% were addressed directly in the COMcheck software COMcheck Software Version 4.0.8.2 Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Energy Code: 2015 IECC Section # & Req.ID Plan Review Complies? Comments/Assumptions C103.2 [PR2]1 Plans, specifications, and/or calculations provide all information with which compliance can be determined for the mechanical systems and equipment and document where exceptions to the standard are claimed. Load calculations per acceptable engineering standards and handbooks. Complies Does Not Not Observable Not Applicable C406 [PR9]1 Plans, specifications, and/or calculations provide all information with which compliance can be determined for the additional energy efficiency package options. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 173 of Page Section # & Req.ID Footing / Foundation Inspection Complies? Comments/Assumptions C403.2.4. 5, C403.2.4. 6 [FO9]3 Snow/ice melting system sensors for future connection to controls. Freeze protection systems have automatic controls installed. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601,602 Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 174 of Page Section # & Req.ID Plumbing Rough-In Inspection Complies? Comments/Assumptions C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-200's floor plans, M-400's riser diagram C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-200's floor plans, M-400's riser diagram C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-200's floor plans, M-400's riser diagram C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-200's floor plans, M-400's riser diagram C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-200's floor plans, M-400's riser diagram C404.5, C404.5.1, C404.5.2 [PL6]3 Heated water supply piping conforms to pipe length and volume requirements. Refer to section details. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M501,2 C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 175 of Page Section # & Req.ID Plumbing Rough-In Inspection Complies? Comments/Assumptions C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.6.3 [PL7]3 Pumps that circulate water between a heater and storage tank have controls that limit operation from startup to <= 5 minutes after end of heating cycle. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M501, M601 C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 176 of Page Section # & Req.ID Plumbing Rough-In Inspection Complies? Comments/Assumptions C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C404.7 [PL8]3 Water distribution system that pumps water from a heated-water supply pipe back to the heated-water source through a cold-water supply pipe is a demand recirculation water system. Pumps within this system have controls that start the pump upon receiving a signal from the action of a user of a fixture or appliance and limits the temperature of the water entering the cold-water piping to 104°F. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601,602 Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 177 of Page 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 178 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C402.2.6 [ME41]3 Thermally ineffective panel surfaces of sensible heating panels have insulation >= R-3.5. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.12 .1 [ME65]3 HVAC fan systems at design conditions do not exceed allowable fan system motor nameplate hp or fan system bhp. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. Location on plans/spec: No fans - convective baseboard See the Mechanical Systems list for values. C403.2.12 .3 [ME117]2 Fans have efficiency grade (FEG) >= 67. The total efficiency of the fan at the design point of operation <= 15% of maximum total efficiency of the fan. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: No fans - convective baseboard C403.2.13 [ME71]2 Unenclosed spaces that are heated use only radiant heat. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.3 [ME55]2 HVAC equipment efficiency verified. Complies Does Not Not Observable Not Applicable See the Mechanical Systems list for values. C403.2.6. 1 [ME59]1 Demand control ventilation provided for spaces >500 ft2 and >25 people/1000 ft2 occupant density and served by systems with air side economizer, auto modulating outside air damper control, or design airflow >3,000 cfm. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.6. 2 [ME115]3 Enclosed parking garage ventilation has automatic contaminant detection and capacity to stage or modulate fans to 50% or less of design capacity. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601,602 C403.2.7 [ME57]1 Exhaust air energy recovery on systems meeting Table C403.2.7(1) and C403.2.7(2). Complies Does Not Not Observable Not Applicable Exception: Where the largest exhaust source is less than 75% of the design outdoor airflow. C403.2.8 [ME116]3 Kitchen exhaust systems comply with replacement air and conditioned supply air limitations, and satisfy hood rating requirements and maximum exhaust rate criteria. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9 [ME60]2 HVAC ducts and plenums insulated. Where ducts or plenums are installed in or under a slab, verification may need to occur during Foundation Inspection. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9 [ME10]2 Ducts and plenums sealed based on static pressure and location. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: Specs C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 179 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. C403.2.9. 1.3 [ME11]3 Ductwork operating >3 in. water column requires air leakage testing. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. Location on plans/spec: No ductwork C403.4.2. 1 [ME50]2 Three-pipe hydronic systems using a common return for hot and chilled water are not used. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 1 [ME50]2 Three-pipe hydronic systems using a common return for hot and chilled water are not used. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 1 [ME50]2 Three-pipe hydronic systems using a common return for hot and chilled water are not used. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 1 [ME50]2 Three-pipe hydronic systems using a common return for hot and chilled water are not used. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 1 [ME50]2 Three-pipe hydronic systems using a common return for hot and chilled water are not used. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 6 [ME26]3 Chilled water plants with multiple chillers have capability to reduce flow automatically through the chiller plant when a chiller is shut down. Boiler plants with multiple boilers have the capability to reduce flow automatically through the boiler plant when a boiler is shut down. Complies Does Not Not Observable Not Applicable Requirement will be met. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1710 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C403.4.2. 6 [ME26]3 Chilled water plants with multiple chillers have capability to reduce flow automatically through the chiller plant when a chiller is shut down. Boiler plants with multiple boilers have the capability to reduce flow automatically through the boiler plant when a boiler is shut down. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 6 [ME26]3 Chilled water plants with multiple chillers have capability to reduce flow automatically through the chiller plant when a chiller is shut down. Boiler plants with multiple boilers have the capability to reduce flow automatically through the boiler plant when a boiler is shut down. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 6 [ME26]3 Chilled water plants with multiple chillers have capability to reduce flow automatically through the chiller plant when a chiller is shut down. Boiler plants with multiple boilers have the capability to reduce flow automatically through the boiler plant when a boiler is shut down. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.2. 6 [ME26]3 Chilled water plants with multiple chillers have capability to reduce flow automatically through the chiller plant when a chiller is shut down. Boiler plants with multiple boilers have the capability to reduce flow automatically through the boiler plant when a boiler is shut down. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601,602 C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1711 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C403.4.4. 6 [ME110]3 Multiple zone VAV systems with DDC of individual zone boxes have static pressure setpoint reset controls. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. See the Mechanical Systems list for values. C403.4.5 [ME31]3 Condenser heat recovery system that can heat water to 85 ºF or provide 60% of peak heat rejection is installed for preheating of service hot water. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.5 [ME31]3 Condenser heat recovery system that can heat water to 85 ºF or provide 60% of peak heat rejection is installed for preheating of service hot water. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.5 [ME31]3 Condenser heat recovery system that can heat water to 85 ºF or provide 60% of peak heat rejection is installed for preheating of service hot water. Complies Does Not Not Observable Not Applicable Requirement will be met. C403.4.5 [ME31]3 Condenser heat recovery system that can heat water to 85 ºF or provide 60% of peak heat rejection is installed for preheating of service hot water. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: N/A C403.4.5 [ME31]3 Condenser heat recovery system that can heat water to 85 ºF or provide 60% of peak heat rejection is installed for preheating of service hot water. Complies Does Not Not Observable Not Applicable Exception: Total installed heat capacity of water cooled systems = 6 MMBtu/h of heat rejection. C408.2.2. 1 [ME53]3 Air outlets and zone terminal devices have means for air balancing. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M501 - Diagrams C408.2.2. 2 [ME54]3 HVAC hydronic heating and cooling coils have means to balance and have pressure test connections. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-501,502 C408.2.2. 2 [ME54]3 HVAC hydronic heating and cooling coils have means to balance and have pressure test connections. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-501,2 C408.2.2. 2 [ME54]3 HVAC hydronic heating and cooling coils have means to balance and have pressure test connections. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-501,2 C408.2.2. 2 [ME54]3 HVAC hydronic heating and cooling coils have means to balance and have pressure test connections. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-501,2 C408.2.2. 2 [ME54]3 HVAC hydronic heating and cooling coils have means to balance and have pressure test connections. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M402 - diagrams 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1712 of Page Section # & Req.ID Mechanical Rough-In Inspection Complies? Comments/Assumptions C403.5, C403.5.1, C403.5.2 [ME123]3 Refrigerated display cases, walk-in coolers or walk-in freezers served by remote compressors and remote condensers not located in a condensing unit, have fan-powered condensers that comply with Sections C403.5.1 and refrigeration compressor systems that comply with C403.5.2.. Complies Does Not Not Observable Not Applicable Exception: Requirement does not apply. Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1713 of Page Section # & Req.ID Final Inspection Complies? Comments/Assumptions C303.3, C408.2.5. 3 [FI8]3 Furnished O&M manuals for HVAC systems within 90 days of system acceptance. Complies Does Not Not Observable Not Applicable C403.2.2 [FI27]3 HVAC systems and equipment capacity does not exceed calculated loads. Complies Does Not Not Observable Not Applicable Exception: Required standby equipment with proper controls per code. C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats on enlarged plans C403.2.4. 1 [FI47]3 Heating and cooling to each zone is controlled by a thermostat control. Minimum one humidity control device per installed humidification/dehumidification system. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: T-stats shown on enarged plans C403.2.4. 1.2 [FI38]3 Thermostatic controls have a 5 °F deadband. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,602 C403.2.4. 1.3 [FI20]3 Temperature controls have setpoint overlap restrictions. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601,602 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1714 of Page Section # & Req.ID Final Inspection Complies? Comments/Assumptions C403.2.4. 2 [FI39]3 Each zone equipped with setback controls using automatic time clock or programmable control system. Complies Does Not Not Observable Not Applicable Exception: Zones have a full HVAC load demand not exceeding 6,800 Btu/h (2 kW) and having a readily accessible manual shutoff switch. Location on plans/spec: M601,602 C403.2.4. 2.1, C403.2.4. 2.2 [FI40]3 Automatic Controls: Setback to 55°F (heat) and 85°F (cool); 7-day clock, 2- hour occupant override, 10-hour backup Complies Does Not Not Observable Not Applicable Requirement will be met. C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,2 C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,2 C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,2 C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,2 C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M601, 602 C403.2.4. 2.3 [FI41]3 Systems include optimum start controls. Complies Does Not Not Observable Not Applicable Requirement will be met. Location on plans/spec: M-601,2 C408.2.1 [FI28]1 Commissioning plan developed by registered design professional or approved agency. Complies Does Not Not Observable Not Applicable C408.2.3. 1 [FI31]1 HVAC equipment has been tested to ensure proper operation. Complies Does Not Not Observable Not Applicable C408.2.3. 2 [FI10]1 HVAC control systems have been tested to ensure proper operation, calibration and adjustment of controls. Complies Does Not Not Observable Not Applicable C408.2.4 [FI29]1 Preliminary commissioning report completed and certified by registered design professional or approved agency. Complies Does Not Not Observable Not Applicable 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1715 of Page Section # & Req.ID Final Inspection Complies? Comments/Assumptions C408.2.5. 1 [FI7]3 Furnished HVAC as-built drawings submitted within 90 days of system acceptance. Complies Does Not Not Observable Not Applicable C408.2.5. 3 [FI43]1 An air and/or hydronic system balancing report is provided for HVAC systems. Complies Does Not Not Observable Not Applicable C408.2.5. 4 [FI30]1 Final commissioning report due to building owner within 90 days of receipt of certificate of occupancy. Complies Does Not Not Observable Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1716 of Page Project Title: Data filename: Solar Vail S:\BGProjects\9911.00 Solar Vail\Engineering\Energy\Calcs\991100 - Solar Vail MEP COMcheck.cck 07/24/18Report date: 1717 of Page JVA JOB NO. 18931 STRUCTURAL CALCULATIONS Solar Vail 501 North Frontage Road West Lot 8B, Blk 2, Vail Potato Patch Vail, Colorado July 24, 2018 JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 Web site: www.jvajva.com E-mail: Info@jvajva.com JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated P.O. Box 1860 79050 US Highway 40 Winter Park, CO 80482 Ph: 970.225.9099 Fax: 970.225.6923 JOB NUMBER: 18931 PROJECT NAME: Solar Vail CLIENT: GPSL PRINCIPAL-IN-CHARGE: TSS/MES PROJECT ENGINEER: HH/DSA HEAD DRAFTER: DJM DATE: 07/24/18 S T R U C T U R A L C A L C U L A T I O N S T A B L E O F C O N T E N T S ITEM SHEETS General Code, Load, AND Materials Information 1-1 to 1-22 Load Sheets, Columns and Base Plates 2-1 to 2-41 Foundation Elements 3-1 to 3-32 Composite Floor Framing 4-1 to 4-105 Wood Floor and Roof Framing 5-1 to 5-131 Lateral Elements 6-1 to 6-33 Miscellaneous and Special Structures 7-1 to 7-18 Permit Resubmit 07/24/18 JVA JOB NO. 18931 SECTION 1 - GENERAL CODE, LOAD, AND MATERIALS INFORMATION X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final GENERAL CODE, LOAD, SYSTEMS, AND MATERIALS INFORMATION JOB NUMBER = 18931 PROJECT NAME = Solar Vail PROJECT LOCATION = Vail, Colorado BUILDING DEPT = Town of Vail BLDG. DEPT. CONTACT = Christopher “CJ” Jarecki PHONE / WEBSITE = (970) 479-2142 DATE/TIME OF BLDG. DEPT. = NA CODE REQUIREMENTS CONFIRMATION = Yes COMMENTS = NA CODE 2015 IBC AMENDMENTS = Town of Vail ASCE7 2010 OCCUPANCY CATEGORY / RISK CATEGORY II GRAVITY LOADS DEAD LOADS* Roof approx. TL = Self wt. + Superimposed DL = 25 psf 4th Floor approx. TL = Self wt. + Superimp. DL = 30 psf 3rd Floor approx. TL = Self wt. + Superimp. DL = 30 psf 2nd Floor approx. TL = Self wt. + Superimp. DL = 30 psf Main Floor approx. TL = Self wt. + Superimp. DL = 89 psf *SEE DESIGN LOADS SECTION BELOW FOR ITEMIZED DEAD LOADS OF FLOOR & ROOF ASSEMBLIES ROOF LIVE LOADS • Minimum roof (Non-snow) = 20 psf • Snow (Prescriptive) = 100 psf, N/A • Drifted snow analysis See Drift Load Maps • Pg (Basic Ground Snow) = 142 psf • Is (Importance factor) = 1.0 • Ce (Snow exposure factor) = 1.0 • Ct (Snow thermal factor) = 1.0 • Cs Snow load reduction for roof slope = 0.75 Value, N/A • Mechanical Units on roof = 50 psf • PV Load = 5 psf 1-1 X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final FLOOR LIVE LOADS Residential • Residential = 40, Reducible psf Garage • Storage & Repair = 125 psf • Motor vehicle storage = 40, Un-Reducible psf Storage • Light = 125 psf • Heavy = NA psf General • Entrance Vestibules, Corridors, Stairways = 100 psf • Special areas = 40 psf LATERAL LOADS WIND Ultimate Wind Speed = 115 mph • Exposure = C • Importance Factor (Iw) = 1.0 • Air Density Coefficient = 0.78 (8200 ft) SEISMIC Spectral Response Acceleration Coefficient Ss = 0.326 g Spectral Response Acceleration Coefficient S1 = 0.082 g • Importance Factor (Ie) = 1.0 • Soils Site Class = D • Seismic Design Category = B • Response Modification Coefficient = R = 6.5 • Analysis Procedure = Equivalent Lateral Force • Basic Force Resisting Structural System = Wood Shear Walls FOUNDATIONS SOILS ENGINEER = H-P Kumar REPORT NUMBER = 18-7-133 REPORT DATE = February 27, 2018 SOIL WEIGHT = 115 pcf FROST DEPTH = 48 in SPREAD FOOTINGS • Maximum allowable bearing pressure = 5000 psf 1-2 X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final • 1/3rd increase for wind / seismic NA • Minimum dead load pressure = NA psf • Minimum bearing depth (below grade) = 48 in • Minimum continuous footing width = 18 inches • Minimum isolated spread footing width = 2 ft • Footing bearing on compacted fill Yes (or Undisturbed) • Imported / Existing XX • Footing bearing on undisturbed natural soils Yes(or Compacted Fill) RETAINING Lateral Earth Pressures (Equivalent Fluid Pressure) = • Active (no lateral restraint at top) = 50 pcf • Passive = 250 pcf • At-rest (lateral restraint at top) = 50 pcf • Coefficient of sliding friction = 0.31 • Surcharge = NA psf MATERIALS STRUCTURAL STEEL = • Wide Flange Shapes = ASTM A992 50 ksi • Tube Sections = ASTM A500, Gr B, 46 ksi • Pipes = ASTM A53, Gr B, 35 ksi • Other Shapes (Angles, channels, plates) = ASTM A36, Gr B, 36 ksi • Bolts = ASTM A325-N • Anchor Bolts = ASTM A36, Gr B, 36 ksi • High Strength Anchor Bolts = ASTM A449 92 ksi • Bolted Connections = Brg.-type w/ ¾” diameter • Welded Connections = E70-xx Electrodes • Weight = 490 pcf • Design Code =AISC Steel Construction Manual, 14th Edition TIMBER - SAWN • 2x framing = DFL-No 2 SFS • Studs = DFL-Stud • Plates = Douglas Fir-Larch No. 2 DFL-No 2 SFS • Solid Timbers & Posts = Douglas Fir-Larch No. 1 DFL-No 1 • Load duration factor for snow = 1.0 1-3 X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final • Load duration factor for wind = 1.6 • Weight = 32 pcf • Design Code = NDS 2015 TIMBER - PLANT (Fabricated / Pre-Engineered) Laminated Veneer Lumber = Microlam • Fb = 2800 psi • Fc (parallel) = 2700 psi • Fc (brg. Perp.) = 500 psi • Fv = 285 psi • E = 2000000 psi Plywood, Panel Grade = C-D • Floor = 3/4" APA 48/24 • Flat Roof = 1 1/8" APA 48 • Sloped Roof = 3/4" APA 48/24 • Walls = 7/16" APA 32/16 Oriented Strand Board, Panel Grade = • Floor = 3/4" APA 48/24 • Flat Roof = 1 1/8" APA 48 • Sloped Roof = 3/4" APA 48/24 • Walls = 7/16" APA 32/16 • Design Code = NDS 2015 CONCRETE • Weight 150 pcf DESCRIPTION (CEMENT TYPE) / STRENGTHS • Footings (Type I/II) = 3000 psi • Stemwalls, Fdn walls, Pilasters, Pedestals (Type I/II) = 4500 psi • Walls (Type I/II) = 4000 psi • Interior slab on metal deck (Type I/II) = 3500 psi • Formed Structural Slab (Type I) = 4000 psi • Garage Slab-on-grade (Type I/II) = 5000 psi • Exterior Slab-on-grade (Type I/II) = 5000 psi • Beams, Columns (Type I/II) = 4000 psi SLAB REINFORCEMENT • Interior slab on composite deck reinf. = WWF • Slab-on-grade reinforcement = WWF • Interior slab on formdeck reinforcement = WWF • Design Code = ACI 318-14 1-4 X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final PRIMARY SYSTEM REINFORCEMENT • Primary reinforcing = ASTM A615, 60 GRADE • Column ties & field bent bars = 40 GRADE • Welded bars = ASTM A706, 60 GRADE • Design Code = ACI 318-14 SERVICEABILITY REQUIREMENTS DEFLECTIONS • Roof TL = L/240 • Roof LL = L/360 • Floor TL = L/240 • Floor LL = L/480 • Walls TL = L/180 • Walls WL = L/360 • Brick Supporting elements TL = 3/8" Max. and L/600 • TJ / Pro Rating 45 • Vibration AISC Design Guide 11 (Steel Systems) REFERENCES • Dietrich Metal Stud Catalog 2009 • Hilti North America Product Technical Guide 2011 • Simpson Wood Construction Connector Catalog C-C-2017 • Alpine Wood Truss Catalog 1991 • Vulcraft Steel Joist and Joist Girder Catalog 2009 • Vulcraft Steel Roof and Floor Deck Catalog 2008 SOFTWARE • RISA2D and 3D Structural Analysis Software v10.1, 10.0 • RAM V8i SELECT Series 5 14.05.01.00 • TEDDS Element Analysis Software • Forte Joist / LVL Software v4.0 • Simpson Connector Selector Software v2012.1.1 • Hilti Profis Anchor V2.3.1 • Powers Design Assist 2 2.1.NET • Simpson Anchor Selector for ACI 318 V4.7.0.0 1-5 X JVA, Incorporated 1319 Spruce Street Boulder, CO 80302 Ph: 303.444.1951 Fax: 303.444.1957 JVA, Incorporated 25 Old Town Square Suite 200 Fort Collins, CO 80524 Ph: 970.225.9099 Fax: 970.225.6923 JVA, Incorporated 47 Cooper Creek Way, Suite 328 Winter Park, CO 80482 Ph: 970.722.7677 Fax: 970.722.7679 Date: Page: of By: Checked By: Job No: Project: Client: Preliminary Final DESIGN LOADS See load maps on sheet S003 & S004 1-6 1-7 1-8 1-9 1-10 1-11 1-12 1-13 1-14 1-15 1-16 1-17 1-18 1-19 1-20 1-21 1-22 JVA JOB NO. 18931 SECTION 2 - LOAD SHEETS, COLUMNS AND BASE PLATES 2-1 2-2 2-3 2-4 2-5 2-6 2-7 2-8 2-9 2-10 2-11 2-12 2-13 1 1 1.5 1.5 2 3 6 7 7.9 9 11 5 8 10 10 12 14 15 16 16 17 17 18 18 19 19 20 20 21 21 22 22 24 25 25 13 A B C D E F G H J K L M N P Q R YA YB YC YD YG YL YM YE 4 4 YF YH 23 23 2.2 2.2 4.1 W10X77W10X68W10X68B7B5 W10X88 W10X49W10X54W10X112 W10X60 AC86A A A A A A A A AAAAAAA AAAA A A AAA AW10X60B4B4 B4 AAAAAAAAAAAA AAA WP26WP26WP44 WP34 WP34WP34 WP36 WP36 WP46WP36WP36WP34WP26WP46B3 WP34 WP34 WP54 C54C54C56 C56C1248C1248 C1248C58C54C44C58WP26C56WP34WP36WP36 WP24WP3 4 WP24WP26WP66WP26WP26WP 3 4 WP34WP3 4 WP24WP36WP76WP26WP26WP36WP36 WP36 WP36 WP26WP36 WP26WP26C54C55WP34WP3 4 WP24WP3 4 WP26WP2 6WP26 WP46WP76WP 3 4C44 C44C44B4WP66 B2 B4 B2B4 AAAC44C44B2 ________ S403 1 A A A A A A AA A AAA WP26WP26 WP26WP26WP26 WP26WP26 WP26 WP26 WP26 WP26 WP26 WP26WP26 TYP - INTERIOR 2ND FLOOR KING & TRIM, UNO 7T1K9T 1K 9T 1K 6T1K2T 1K C1248W8X67 MOMENT FRAME W10X39W10X30W10X30TYP - EXTERIOR 2ND FLOOR KING & TRIM, UNO2K6T6T 2KH1H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1 H1H3H1H1 H1 H1 H1H1H1H1H1 H1 H3 H1 H1 H3 H3 H1H1H1H1 H1 H5H1 H6 H1 H5 B7 B7 B7 UNEXCAVATED 87' - 2 1/2" 1' - 0 " 1' - 9 1/2" 6' - 0 1/2" 5 ' - 6 1 /4" 12' - 10" 10' - 8 3/4" 1 6 ' - 0 " 12' - 10 3 /4" 1 0' - 9 1 /4 " 9' - 7 1/2" 93' - 8" 5' - 6" 4' - 0" 3' - 6" 2' - 0" 18' - 2 3/4" 10' - 1 1/2" 2' - 3 3/4" 3' - 3 3/4" 12' - 7 3/4" 15' - 11 1/2" 8' - 8 1/4" 7' - 4 3/4"69' - 10"2' - 0" 7' - 0" 10' - 8" 10' - 8 1/4" 5' - 3 3/4"3 3/4"10' - 7 1/4" 8' - 1 1/2" 9' - 7 1/2" 2' - 0" 3' - 6"113' - 2 1/2"16' - 1"15' - 11 1/2" 8' - 10" 2' - 6" 2' - 2"15' - 11 1/2" 12' - 2 3/4" 8 1/2"4' - 11"5' - 9 3/4" 11' - 11 1/2" 1' - 8" 9' - 3" 1' - 8" 3' - 6" 5' - 6" 3' - 6" 6" 5' - 6" 1' - 0" 23' - 4 1/4" 5' - 7 1/2" 16' - 7 3/4" 13' - 8 1/2" 1 S301 ________ 1 S402 2 S306 ________ 2 S301 ________ 1 S302 ________ YJ 1 S304 ________ 2 S304 ________ 75' - 4"16.27°1 S303 ________YK 2 S303 ________ 2 S302 ________ 1 S305 ________ 2 S305 ________ 1 S306 ________1 S307 ________ 2 S307 ________ 1 S308 ________ 2 S308 ________ B 7 YN TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16" TJI® 210 - 9 1/2 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 9 1/2 @ 16"TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16" TJI® 210 - 9 1/2 @ 16" TJI® 210 - 11 7/8 @ 16" TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 9 1/2 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI ® 210 - 11 7/8 @ 16"TJ I ® 210 - 9 1/2 @ 16"TJI ® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"TJI® 210 - 11 7/8 @ 16"WP34WP34A 2T 1K 3T 1K 3T 1K WP26 WP76 ________S402 2 ________ S402 3 ________S402 4WP26WP26WP26WP26WP26WP26WP26WP26 A A A A A A A A A A AWP34WP56WP56B3 A A WP36WP36WP36WP36WP24WP36WP365T1K2T1K3T4K3T4KA A6 S531 ________C445' - 2 3/4"7 S531 ________7 S531 ________ OH WP46WP46H3 WP 2 6 B4H1AA B4B4H1 H1H1B4 2T2K2T1KWP26WP36WP36H1 B48 S505 ________ SIM 9 S505 ________ 8 S505 ________ 9 S505 ________SIM 2 S505 ________ 14 S505 ________ SIM 10 S505 ________ 10 S505 ________ 11 S505 ________ TYP 11 S505 ________ TYP 2 S505 ________ 1 S505 ________ 10 S505 ________ 9 S505 ________ 10 S531 ________ 10 S531 ________B3 10 S505 ________ 10 S505 ________ 10 S505 ________ 10 S505 ________ 10 S505 ________ 2 S505 ________ 11 S505 ________ TYP 14 S505 ________SIM 14 S505 ________ SIM 1 S505 ________ 2 S505 ________ 1 S505 ________ 14 S505 ________ SIM 11 S505 ________TYP 8 S505 ________9 S505 ________ 10 S531 ________WP262T 2K B7WP46WP46WP46WP46WP46C844 ________S403 2 ________ S403 3 3-SPAN • USGS ELEVATION 8233.0' = 33'-0 • ALL BEAMS ARE FLUSH, UNLESS NOTED OTHERWISE ON PLAN • ALL HEADERS ARE DROPPED, UNLESS NOTED OTHERWISE ON PLAN • ALL COLUMNS ON THIS PLAN ARE BELOW • SEE SYMBOLS KEY ON SHEET S001 FOR BUILDING COLUMN DESIGNATIONS TYPICAL FLOOR SHEATHING: 3/4" LIGHTWEIGHT CONCRETE TOPPING OVER 3/4" STURD-I-FLOOR, APA RATED 24" O.C. TONGUE & GROOVE SHEATHING GLUED AND NAILED WITH 8d NAILS (0.113"Ø x 2 3/8") @ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELS PERPENDICULAR TO FRAMING MEMBERS AND STAGGER PANEL JOINTS. TYPICAL EXTERIOR WOOD FRAMED WALLS (UNO): 2x6 STUDS @ 16" SHEATHED WITH 7/16" APA 24/16, EXPOSURE 1 ON EXTERIOR FACE; NAIL WALL SHEATHING WITH 8d (0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" IN FIELD OF PANEL; BLOCK AND NAIL ALL EDGES BETWEEN STUDS. IF GUN NAILS ARE USED FOR NAILING, NAILS MUST BE AT A MINIMUM THE DIAMETER AND LENGTH NOTED ABOVE. INDICATES 6 1/2" (MIN.) REINFORCED CONCRETE ENTRANCE SLAB W/ #5 @ 12", EA WAY, CENTERED IN DEPTH OF SLAB ON 4" GRAVEL SPANNING BETWEEN CONCRETE WALLS © This document and the ideas and designs incorporated herein, as an instrument of professional service, is the property of GPSL Architects, P.C., and is not to be used, in whole or in part, for any other project without the written authorization of Henry R. Pratt . 935 S. Frontage Road West Vail, Colorado 81657 tel: 970.476.1147 gpslarchitects.com DATE: JVA #18931 S203 03/26/18 LEVEL 2 FRAMING PLANSOLAR VAIL501 NORTH FRONTAGE ROADWESTLOT 8B, BLK 2, VAIL POTATO PATCHVAIL, COLORADO0 2' 4' 8' 16'PLAN NORTH 1/8" TRUE NORTH LEVEL 2 FRAMING PLAN 1/8" = 1'-0" WOOD BEAM SCHEDULE MARK TYPE B1 (2) 5 1/2" LVL B2 (2) 9 1/2" LVL B3 (3) 9 1/2" LVL B4 (2) 11 7/8" LVL B5 (3) 11 7/8" LVL B6 (4) 11 7/8" LVL B7 (5) 11 7/8" LVL B8 (2) 14" LVL B9 (3) 14" LVL B10 (4) 14" LVL B11 (3) 16" LVL B12 (2) 18" LVL B13 (3) 18" LVL B14 (4) 18" LVL B15 (4) 20" LVL HEADER SCHEDULE MARK TYPE NUMBER OF TRIMS, UNO NUMBER OF KINGS, UNO H1 (3) 2x8 HDR 1 2 H2 (2) 7 1/4 LVL HDR 2 2 H3 (3) 7 1/4 LVL HDR 2 2 H4 (3) 14" LVL HDR 3 3 H5 W8x18 2 1 H6 W16x31 2 1 BEARING WALL SCHEDULE MARK DESCRIPTION LEVEL 1 TO LEVEL 2 LEVEL 2 TO LEVEL 3 LEVEL 3 TO LEVEL 4 LEVEL 4 TO ROOF WOOD GRADE W1 EXTERIOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE W2 CORRIDOR WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE W3 INTERIOR BEARING WALL 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" 2x6 @ 16" DOUG FIR - STUD GRADE W4 PARTY WALL 2x4 @ 6" 2x4 @ 8" 2x4 @ 8" 2x4 @ 12" DOUG FIR - STUD GRADE WOOD RAFTER SCHEDULE MARK TYPE R1 TJI® 210 - 11 7/8 R2 11 7/8" LVL R3 14" LVL R4 PE TRUSS 2-14 ASD: 32.1k DL 65k LL ASD: 4.3k DL 7.3k LL ASD: 9.4k DL 15.7k LL ASD: 6.9k DL 18.7k LL ASD: Load on Hdr 12+8.4=20.4k DL 29.5+11.7=41.2k LL ASD: 28.8k DL 76.5k LL ASD: 7.1k DL 25.7k LL ASD: 39.8k DL 86.2k LL ASD: 24.1k DL 48.5k LL ASD: 17.7k DL 48.5k LL ASD: 40.6k DL 86.4k LL ASD: 12.7k DL 25.0k LL ASD: 11.4k DL 34.6k LL ASD: 38.7k DL 77.5k LL ASD: 5.5k DL 11.8k LL ASD: 22.4k DL 52.1k LL ASD: 4.4k DL 3.8k LL ASD: 25.9k DL 51.8k LL ASD: 10.1k DL 26.9k LL S1S2S3 S4S5S6S7 S8ASD: 18.8k DL 40.5k LL ASD: 8.0k DL 17.2k LL DataBase: 18931 Solar Vail_CD 03/26/2018 13: 08: 152-15COLUMN NUMBERS AT LEVEL 1 & PARKING Concrete Column Design Criteria RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN DESIGN CRITERIA - GLOBAL: Reinforcement Properties Table: RAMASTM Code: ACI 318-14 Frame Type: Ordinary Moment Frame Reinforcement: Clear Bar Spacing - Shear/Transverse Ties (in) Max: CODE Min: CODE Clear Bar Spacing - Shear Spiral (in) Max: CODE Min: CODE Clear Bar Spacing - Flexure + Axial/Longitudinal (in) Max: CODE Min: CODE Reinforcement Ratio Max: CODE Min: CODE Clear Bar Cover (in) CODE Bar Selection: Transverse Segment Spacing Increment (in) 12.00 Transverse Bar Spacing Increment (in) 3.00 Number Of Shear Bar Legs Major: 2 Minor: 2 Design Checks: Include Torsional Capacity Code Check Include Max Column Axial Load Limit Code Check Lateral Column Gravity Design Forces from RAM Concrete Analysis Lap Splices: For Bars less than or equal to #6 use Lap Splice 36.00 x d For Bars greater than #6 use Lap Splice 55.00 x d Rectangular Bar Patterns: Bar Pattern Trans Bar Longitudinal Bars Bar Quantity Name Size Min Size Max Size Top/Bottom Additional Side Bars 10 (3 x 2) #4 - #9 #4 #4 #9 3 2 Circular Bar Patterns: Bar Pattern Trans Bar Longitudinal Bars Bar Quantity Name Size Min Size Max Size 8 #4 - #9 #4 (C) #4 #9 8 2-16 Concrete Column Design Criteria RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN DESIGN CRITERIA - ASSIGNED: Column Stack Location: (5-YE) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (-82.49ft-12.61ft) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (-53.74ft--23.39ft) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (10.2-G) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (-53.74ft-14.61ft) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (-22.60ft-2.62ft) Shear Legs Page 2/3 2-17 Concrete Column Design Criteria RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 Level Section Major Minor Level 1 16" Ø 2 2 Parking 16" Ø 2 2 Assigned Pattern Groups 1: 8 #4 - #9, #4 (C) Column Stack Location: (18-YH) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Column Stack Location: (13.75ft--16.63ft) Shear Legs Level Section Major Minor Level 1 14x24 2 2 Parking 14x24 2 2 Assigned Pattern Groups 1: 10 (3 x 2) #4 - #9, #4 Page 3/3 2-18 Concrete Column Design SummaryRAM Concrete Column v15.07.00.17Database: 18931 Solar Vail_CD 03/26/18 16:19:21Building Code: IBC Concrete Code: ACI 318-14Location: 5 - YENo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap145Level 1 14x24 4.0010-#6 (3 x 2)1.310.77#4@ 12.0" 0'-0"-13'-6" 0.00145Parking 14x24 4.0010-#6 (3 x 2)1.310.77#4@ 12.0" 0'-0"-3'-0" 0.00Location: -82.49ft - 12.61ftNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap146Level 1 14x24 4.0010-#6 (3 x 2)1.310.67#4@ 12.0" 0'-0"-13'-6" 0.00146Parking 14x24 4.0010-#6 (3 x 2)1.310.67#4@ 12.0" 0'-0"-3'-0" 0.00Location: -53.74ft - -23.39ftNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap143Level 1 14x24 4.0010-#6 (3 x 2)1.310.52#4@ 12.0" 0'-0"-13'-6" 0.00143Parking 14x24 4.0010-#6 (3 x 2)1.310.52#4@ 12.0" 0'-0"-3'-0" 0.00Location: 10.2 - GNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap144Level 1 14x24 4.0010-#6 (3 x 2)1.310.51#4@ 12.0" 0'-0"-13'-6" 0.00144Parking 14x24 4.0010-#6 (3 x 2)1.310.51#4@ 12.0" 0'-0"-3'-0" 0.00Location: -53.74ft - 14.61ftNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap142Level 1 14x24 4.0010-#6 (3 x 2)1.310.55#4@ 12.0" 0'-0"-13'-6" 0.01142Parking 14x24 4.0010-#6 (3 x 2)1.310.55#4@ 12.0" 0'-0"-3'-0" 0.01Location: -22.60ft - 2.62ftNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap141Level 1 16" Ø 4.008-#6 1.750.72#4(C)@ 9.0" 0'-0"-13'-6" 0.00141Parking 16" Ø 4.008-#6 1.750.72#4(C)@ 9.0" 0'-0"-3'-0" 0.00Location: 18 - YH2-19 Concrete Column Design SummaryRAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21Building Code: IBC Concrete Code: ACI 318-14No.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap131Level 1 14x24 4.0010-#6 (3 x 2)1.310.48#4@ 12.0" 0'-0"-13'-6" 0.02131Parking 14x24 4.0010-#6 (3 x 2)1.310.48#4@ 12.0" 0'-0"-3'-0" 0.02Location: 13.75ft - -16.63ftNo.Level Section f'cLongitudinalRho %Ld/Cap Transverse Ld/Cap130Level 1 14x24 4.0010-#6 (3 x 2)1.310.78#4@ 12.0" 0'-0"-13'-6" 0.00130Parking 14x24 4.0010-#6 (3 x 2)1.310.78#4@ 12.0" 0'-0"-3'-0" 0.00Page 2/22-20 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 130 Grid Location: (13.75ft--16.63ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 565.84 Moment Top Major(kip-ft) 0.07 Minor(kip-ft) 0.00 Moment Bottom Major(kip-ft) 1.23 Minor(kip-ft) 0.43 Calculated Parameters (Angle = 0.00 degrees): Ld/Cap = 0.78 0.65 Pn(kip): 565.84 0.65 Mn Major(kip-ft): 215.95 0.65 Mn Minor(kip-ft): 0.00 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.07 50.72 43.25 0.75 70.48 0.00 1 Minor: 2 0.03 46.89 23.25 0.75 52.61 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 16.04 Tu (kip-ft) 0.01 2-21 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 131 Grid Location: (18-YH) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 346.76 Moment Top Major(kip-ft) -4.56 Minor(kip-ft) -0.21 Moment Bottom Major(kip-ft) 4.16 Minor(kip-ft) 0.76 Calculated Parameters (Angle = 2.64 degrees): Ld/Cap = 0.48 0.65 Pn(kip): 346.76 0.65 Mn Major(kip-ft): 264.47 0.65 Mn Minor(kip-ft): 12.20 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.77 57.75 0.00 0.75 43.31 0.02 1 Minor: 2 0.09 51.79 0.00 0.75 38.85 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 12.76 Tu (kip-ft) 0.01 Page 2/16 2-22 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 141 Grid Location: (-22.60ft-2.62ft) Size: 16" Ø Diameter (in) 16.00 Reinforcement Longitudinal: 8-#6 As (in²) 3.52 (1.75%) Transverse: #4@ 9.0" 0'-0"-13'-6" Confinement Circular Clear Cover (in) 1.50 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 326.58 Moment Top Major(kip-ft) -0.06 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) 0.13 Minor(kip-ft) 0.09 Calculated Parameters (Angle = 0.68 degrees): Ld/Cap = 0.72 0.65 Pn(kip): 326.58 0.65 Mn Major(kip-ft): 77.86 0.65 Mn Minor(kip-ft): 0.92 Major Minor Kl/r 94.55 94.55 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 4 0.02 37.05 0.00 0.75 27.79 0.00 1 Minor: 2 0.01 36.14 0.00 0.75 27.11 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 8.58 Tu (kip-ft) 0.00 Page 3/16 2-23 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 142 Grid Location: (-53.74ft-14.61ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 400.16 Moment Top Major(kip-ft) 0.30 Minor(kip-ft) -1.86 Moment Bottom Major(kip-ft) -1.87 Minor(kip-ft) 1.53 Calculated Parameters (Angle = 39.29 degrees): Ld/Cap = 0.55 0.65 Pn(kip): 400.16 0.65 Mn Major(kip-ft): 132.70 0.65 Mn Minor(kip-ft): 108.58 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.17 60.60 43.25 0.75 77.89 0.00 1 Minor: 4 0.28 51.03 23.25 0.75 55.71 0.01 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 13.67 Tu (kip-ft) 0.01 Page 4/16 2-24 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 144 Grid Location: (10.2-G) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 367.19 Moment Top Major(kip-ft) -4.28 Minor(kip-ft) 2.88 Moment Bottom Major(kip-ft) -0.37 Minor(kip-ft) -0.46 Calculated Parameters (Angle = 33.94 degrees): Ld/Cap = 0.51 0.65 Pn(kip): 367.19 0.65 Mn Major(kip-ft): 150.82 0.65 Mn Minor(kip-ft): 101.51 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.32 58.85 43.25 0.75 76.58 0.00 1 Minor: 2 0.25 53.26 23.25 0.75 57.38 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 12.88 Tu (kip-ft) 0.01 Page 5/16 2-25 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 143 Grid Location: (-53.74ft--23.39ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 375.27 Moment Top Major(kip-ft) -0.00 Minor(kip-ft) 0.00 Moment Bottom Major(kip-ft) -1.62 Minor(kip-ft) 0.37 Calculated Parameters (Angle = 0.00 degrees): Ld/Cap = 0.52 0.65 Pn(kip): 375.27 0.65 Mn Major(kip-ft): 264.53 0.65 Mn Minor(kip-ft): 0.00 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.10 45.95 43.25 0.75 66.90 0.00 1 Minor: 2 0.02 42.31 23.25 0.75 49.17 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 13.51 Tu (kip-ft) 0.01 Page 6/16 2-26 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 146 Grid Location: (-82.49ft-12.61ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 485.71 Moment Top Major(kip-ft) 0.09 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) -0.55 Minor(kip-ft) 0.21 Calculated Parameters (Angle = 0.30 degrees): Ld/Cap = 0.67 0.65 Pn(kip): 485.71 0.65 Mn Major(kip-ft): 241.64 0.65 Mn Minor(kip-ft): 1.27 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.08 46.99 43.25 0.75 67.68 0.00 1 Minor: 2 0.03 43.31 23.25 0.75 49.92 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 15.11 Tu (kip-ft) 0.01 Page 7/16 2-27 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Level 1 Column Number: 145 Grid Location: (5-YE) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-13'-6" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 557.16 Moment Top Major(kip-ft) 0.12 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) -0.62 Minor(kip-ft) 0.22 Calculated Parameters (Angle = 0.63 degrees): Ld/Cap = 0.77 0.65 Pn(kip): 557.16 0.65 Mn Major(kip-ft): 219.18 0.65 Mn Minor(kip-ft): 2.42 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 4 0.09 57.45 43.25 0.75 75.53 0.00 1 Minor: 4 0.03 52.99 23.25 0.75 57.18 0.00 TORSION CAPACITY: Controlling Load Combination: (3) 1.200 D + 1.600 Lp 0.75 Tn (kip-ft) 15.99 Tu (kip-ft) 0.01 Page 8/16 2-28 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 130 Grid Location: (13.75ft--16.63ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 567.10 Moment Top Major(kip-ft) 0.07 Minor(kip-ft) 0.00 Moment Bottom Major(kip-ft) 1.23 Minor(kip-ft) 0.43 Calculated Parameters (Angle = 0.00 degrees): Ld/Cap = 0.78 0.65 Pn(kip): 567.10 0.65 Mn Major(kip-ft): 215.47 0.65 Mn Minor(kip-ft): 0.00 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.07 50.79 43.25 0.75 70.53 0.00 1 Minor: 2 0.03 46.96 23.25 0.75 52.65 0.00 TORSION CAPACITY: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp 0.75 Tn (kip-ft) 16.25 Tu (kip-ft) 0.00 Page 9/16 2-29 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 131 Grid Location: (18-YH) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 348.02 Moment Top Major(kip-ft) -4.56 Minor(kip-ft) -0.21 Moment Bottom Major(kip-ft) 4.16 Minor(kip-ft) 0.76 Calculated Parameters (Angle = 2.64 degrees): Ld/Cap = 0.48 0.65 Pn(kip): 348.02 0.65 Mn Major(kip-ft): 264.35 0.65 Mn Minor(kip-ft): 12.19 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.77 57.82 0.00 0.75 43.37 0.02 1 Minor: 2 0.09 51.86 0.00 0.75 38.90 0.00 TORSION CAPACITY: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp 0.75 Tn (kip-ft) 13.25 Tu (kip-ft) 0.00 Page 10/16 2-30 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 141 Grid Location: (-22.60ft-2.62ft) Size: 16" Ø Diameter (in) 16.00 Reinforcement Longitudinal: 8-#6 As (in²) 3.52 (1.75%) Transverse: #4@ 9.0" 0'-0"-3'-0" Confinement Circular Clear Cover (in) 1.50 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 327.34 Moment Top Major(kip-ft) -0.06 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) 0.13 Minor(kip-ft) 0.09 Calculated Parameters (Angle = 0.68 degrees): Ld/Cap = 0.72 0.65 Pn(kip): 327.34 0.65 Mn Major(kip-ft): 77.72 0.65 Mn Minor(kip-ft): 0.92 Major Minor Kl/r 94.55 94.55 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 4 0.02 37.10 0.00 0.75 27.83 0.00 1 Minor: 2 0.01 36.20 0.00 0.75 27.15 0.00 TORSION CAPACITY: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp 0.75 Tn (kip-ft) 7.09 Tu (kip-ft) 0.00 Page 11/16 2-31 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 142 Grid Location: (-53.74ft-14.61ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 401.42 Moment Top Major(kip-ft) 0.30 Minor(kip-ft) -1.86 Moment Bottom Major(kip-ft) -1.87 Minor(kip-ft) 1.53 Calculated Parameters (Angle = 39.29 degrees): Ld/Cap = 0.55 0.65 Pn(kip): 401.42 0.65 Mn Major(kip-ft): 132.64 0.65 Mn Minor(kip-ft): 108.53 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.17 60.67 43.25 0.75 77.94 0.00 1 Minor: 4 0.28 51.10 23.25 0.75 55.76 0.01 TORSION CAPACITY: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp 0.75 Tn (kip-ft) 14.05 Tu (kip-ft) 0.00 Page 12/16 2-32 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 144 Grid Location: (10.2-G) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 368.45 Moment Top Major(kip-ft) -4.28 Minor(kip-ft) 2.88 Moment Bottom Major(kip-ft) -0.37 Minor(kip-ft) -0.46 Calculated Parameters (Angle = 33.94 degrees): Ld/Cap = 0.51 0.65 Pn(kip): 368.45 0.65 Mn Major(kip-ft): 150.80 0.65 Mn Minor(kip-ft): 101.50 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.32 58.92 43.25 0.75 76.63 0.00 1 Minor: 2 0.25 53.32 23.25 0.75 57.43 0.00 TORSION CAPACITY: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp 0.75 Tn (kip-ft) 13.21 Tu (kip-ft) 0.00 Page 13/16 2-33 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 143 Grid Location: (-53.74ft--23.39ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 376.53 Moment Top Major(kip-ft) -0.00 Minor(kip-ft) 0.00 Moment Bottom Major(kip-ft) -1.62 Minor(kip-ft) 0.37 Calculated Parameters (Angle = 0.00 degrees): Ld/Cap = 0.52 0.65 Pn(kip): 376.53 0.65 Mn Major(kip-ft): 264.34 0.65 Mn Minor(kip-ft): 0.00 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.10 46.02 43.25 0.75 66.96 0.00 1 Minor: 2 0.02 42.38 23.25 0.75 49.22 0.00 TORSION CAPACITY: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp 0.75 Tn (kip-ft) 11.36 Tu (kip-ft) 0.00 Page 14/16 2-34 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 146 Grid Location: (-82.49ft-12.61ft) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 486.97 Moment Top Major(kip-ft) 0.09 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) -0.55 Minor(kip-ft) 0.21 Calculated Parameters (Angle = 0.30 degrees): Ld/Cap = 0.67 0.65 Pn(kip): 486.97 0.65 Mn Major(kip-ft): 241.32 0.65 Mn Minor(kip-ft): 1.27 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 2 0.08 47.07 43.25 0.75 67.74 0.00 1 Minor: 2 0.03 43.37 23.25 0.75 49.97 0.00 TORSION CAPACITY: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp 0.75 Tn (kip-ft) 15.23 Tu (kip-ft) 0.00 Page 15/16 2-35 Concrete Column Design RAM Concrete Column v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 16:19:21 Building Code: IBC Concrete Code: ACI 318-14 COLUMN INFORMATION: Level Parking Column Number: 145 Grid Location: (5-YE) Size: 14x24 Depth x Width (in) 24.00x14.00 Reinforcement Longitudinal: 10-#6 (3 x 2) As (in²) 4.40 (1.31%) Transverse: #4@ 12.0" 0'-0"-3'-0" Confinement Tie Clear Cover (in) 1.50 Shear Legs Major 2 Shear Legs Minor 2 Longitudinal Bars Max Tension Stress Ratio: 0.00 MATERIAL PROPERTIES: f'c (ksi): 4.00 fy Long (ksi): 60.00 fct (ksi): 0.00 fyt Trans (ksi): 60.00 Conc. Weight (pcf): 150.00 Conc. Type: NWC Conc. Modulus (ksi): 3834.25 Reinf. Modulus (ksi): 29000.00 DESIGN PARAMETERS: Major Minor Unbraced Length (ft) 16.50 16.50 K 1.91 1.91 Braced Against Sidesway No No LONGITUDINAL REINFORCEMENT: Controlling Load Combination: (2) 1.200 D + 1.600 Lp + 0.500 Sp Axial Load (kip) 558.42 Moment Top Major(kip-ft) 0.12 Minor(kip-ft) -0.00 Moment Bottom Major(kip-ft) -0.62 Minor(kip-ft) 0.22 Calculated Parameters (Angle = 0.63 degrees): Ld/Cap = 0.77 0.65 Pn(kip): 558.42 0.65 Mn Major(kip-ft): 218.71 0.65 Mn Minor(kip-ft): 2.41 Major Minor Kl/r 54.59 93.58 Slender Yes Yes 10.13.5: lu/r > limit No No TRANSVERSE REINFORCEMENT: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp LC Vu (kip) Vc (kip) Vs (kip) f f (Vc + Vs) (kip) Ld/Cap 1 Major: 4 0.09 57.53 43.25 0.75 75.58 0.00 1 Minor: 4 0.03 53.06 23.25 0.75 57.23 0.00 TORSION CAPACITY: Controlling Load Combination: (4) 1.200 D + 0.500 Lp + 1.600 Sp 0.75 Tn (kip-ft) 13.13 Tu (kip-ft) 0.00 Page 16/16 2-36 Gravity Column Design RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 13:27:54 Building Code: IBC Steel Code: AISC 360-10 ASD Story level Level 2, Column Line 14-A, Column # 123 Fy (ksi) =46.00 Column Size =HSS8X8X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 25.50 25.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 28.71 61.91 0.00 DEMAND CAPACITY RATIO: (DL + LL) Pa (kip) = 90.62 Pnx/1.67 (kip) = 148.79 Pa/(Pnx/1.67) = 0.609 Pny/1.67 (kip) = 148.79 Pa/(Pny/1.67) = 0.609 Pn/1.67 (kip) = 148.79 Pa/(Pn/1.67) = 0.609 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 28.71 61.91 14.78 Moments Top Mx (kip-ft) -3.23 -1.55 -4.45 My (kip-ft) -7.35 -5.54 -3.49 Bot Mx (kip-ft) -2.09 -1.00 -2.88 My (kip-ft) -4.76 -3.59 -2.26 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + 0.75LL + 0.75RF) Pa (kip) = 86.23 Pn/1.67 (kip) = 148.79 Max (kip-ft) = -8.44 Mnx/1.67 (kip-ft) = 67.49 May (kip-ft) = -15.45 Mny/1.67 (kip-ft) = 67.49 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 305.67 Pey (kip) = 305.67 B1x = 1.09 B1y = 1.09 INTERACTION EQUATION Pa/(Pn/1.67)) = 0.580 Eq H1-1a: 0.580 + 0.111 + 0.203 = 0.894 2-37 STEEL COLUMN Gravity Column Design RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 13:27:54 Building Code: IBC Steel Code: AISC 360-10 ASD Story level Level 1, Column Line 14-A, Column # 123 Fy (ksi) =46.00 Column Size =HSS8X8X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 25.50 25.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 6.50 6.50 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 29.18 61.91 0.00 DEMAND CAPACITY RATIO: (DL + LL) Pa (kip) = 91.10 Pnx/1.67 (kip) = 148.79 Pa/(Pnx/1.67) = 0.612 Pny/1.67 (kip) = 148.79 Pa/(Pny/1.67) = 0.612 Pn/1.67 (kip) = 148.79 Pa/(Pn/1.67) = 0.612 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 29.18 61.91 14.78 Moments Top Mx (kip-ft) -2.09 -1.00 -2.88 My (kip-ft) -4.76 -3.59 -2.26 Bot Mx (kip-ft) -0.38 -0.18 -0.52 My (kip-ft) -0.87 -0.65 -0.41 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + 0.75LL + 0.75RF) Pa (kip) = 86.71 Pn/1.67 (kip) = 148.79 Max (kip-ft) = -5.49 Mnx/1.67 (kip-ft) = 67.49 May (kip-ft) = -10.04 Mny/1.67 (kip-ft) = 67.49 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 305.67 Pey (kip) = 305.67 B1x = 1.10 B1y = 1.10 INTERACTION EQUATION Pa/(Pn/1.67)) = 0.583 Eq H1-1a: 0.583 + 0.072 + 0.132 = 0.787 Page 2/3 2-38 Gravity Column Design RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 13:27:54 Building Code: IBC Steel Code: AISC 360-10 ASD Story level Parking, Column Line 14-A, Column # 123 Fy (ksi) =46.00 Column Size =HSS8X8X3/8 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X-Axis Y-Axis Lu (ft) 25.50 25.50 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.50 6.50 Bottom 0.00 0.00 CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 29.29 61.91 0.00 DEMAND CAPACITY RATIO: (DL + LL) Pa (kip) = 91.20 Pnx/1.67 (kip) = 148.79 Pa/(Pnx/1.67) = 0.613 Pny/1.67 (kip) = 148.79 Pa/(Pny/1.67) = 0.613 Pn/1.67 (kip) = 148.79 Pa/(Pn/1.67) = 0.613 CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 1: Dead Live Roof Axial (kip) 29.29 61.91 0.00 Moments Top Mx (kip-ft) -0.38 -0.18 0.00 My (kip-ft) -0.87 -0.65 0.00 Bot Mx (kip-ft) 0.00 0.00 0.00 My (kip-ft) 0.00 0.00 0.00 Single curvature about X-Axis Single curvature about Y-Axis CALCULATED PARAMETERS: (DL + LL) Pa (kip) = 91.20 Pn/1.67 (kip) = 148.79 Max (kip-ft) = -0.64 Mnx/1.67 (kip-ft) = 67.49 May (kip-ft) = -1.74 Mny/1.67 (kip-ft) = 67.49 Rm = 1.00 Cbx = 1.67 Cby = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 305.67 Pey (kip) = 305.67 B1x = 1.15 B1y = 1.15 INTERACTION EQUATION Pa/(Pn/1.67)) = 0.613 Eq H1-1a: 0.613 + 0.008 + 0.023 = 0.644 Page 3/3 2-39 JVA 1319 Spruce Street Boulder, CO 80302 Project Solar Vail Job Ref. 18931 Section HSS8x8 Steel Column Base Plate Sheet no./rev. 1 Calc. by DSA Date 3/23/2018 Chk'd by Date App'd by Date COLUMN BASE PLATE DESIGN In accordance with AISC 360-10 Tedds calculation version 2.1.01 14"14"Plan on baseplate Elevation on baseplate 0.56 ksi 110.0 kips HSS 8x8x3/8 Flange/base weld - 0.3" Web/base weld - 0.3" Design forces and moments Axial force; Pu = 110.0 kips; (Compression) Bending moment; Mu = 0.0 kip_in Shear force; Fv = 0.0 kips Column details Column section; HSS 8x8x3/8 Depth; d = 8.000 in Breadth; bf = 8.000 in Thickness; t = 0.349 in Baseplate details Depth; N = 14.000 in Breadth; B = 14.000 in Thickness; tp = 1.000 in Design strength; Fy = 36.0 ksi Foundation geometry Member thickness; ha = 48.000 in Dist center of baseplate to left edge foundation; xce1 = 12.000 in Dist center of baseplate to right edge foundation; xce2 = 12.000 in Dist center of baseplate to bot edge foundation; yce1 = 12.000 in Dist center of baseplate to top edge foundation; yce2 = 12.000 in Minimum tensile strength, base plate; Fy = 36 ksi Minimum tensile strength, column; FyCol = 46 ksi Compressive strength of concrete; f’c = 3 ksi Safety factors Compression; Wc = 2.50 Flexure; Wb = 1.67 Weld shear; Wv = 2.00 2-40 JVA 1319 Spruce Street Boulder, CO 80302 Project Solar Vail Job Ref. 18931 Section HSS8x8 Steel Column Base Plate Sheet no./rev. 2 Calc. by DSA Date 3/23/2018 Chk'd by Date App'd by Date Plate cantilever dimensions Area of base plate; A1 = B ´ N = 196.000 in2 Maximum area of supporting surface; A2 = (N + 2 ´ lmin) ´ (B + 2 ´ lmin) = 576.000 in2 Nominal strength of concrete under base plate; Pp = 0.85 ´ f'c ´ A1 ´ min(Ö(A2 / A1), 2) = 856.8 kips Bending line cantilever distance m; m = (N - 0.95 ´ d) / 2 = 3.200 in Bending line cantilever distance n; n = (B - 0.95 ´ bf) / 2 = 3.200 in Maximum bending line cantilever; l = max(m, n) = 3.200 in Plate thickness Required plate thickness; tp,req = l ´ Ö((2 ´ Wb ´ Pu) / (Fy ´ B ´ N)) = 0.730 in Specified plate thickness; tp = 1.000 in PASS - Thickness of plate exceeds required thickness Design bearing strength (AISC 360-05-J8) Design bearing strength; Pp = 856.80 kips Factored bearing strength; Pp/Wc = 342.72 kips PASS - Allowable bearing stress exceeds applied bearing stress Flange weld Flange weld leg length; twf = 0.3125 in Tension capacity of flange; Ptf = bf ´ t ´ FyCol = 128.4 kips Force in tension flange; Ftf = Mu / (d - t) - Pu ´ (bf ´ t) / Acol = -29.5 kips Critical force in flange; Ff = min(Ptf, max(Ftf, 0kips)) = 0.0 kips Flange weld force per in; Rwf = Ff / bf = 0.0 kips/in Electrode classification number; FEXX = 70.0 ksi Design weld stress; FnwonW = 0.60 ´ FEXX ´ (1.0 + 0.5 ´ (sin(90deg))1.5) / Wv = 31.500ksi Design strength of weld per in; RnfonW = FnwonW ´ twf / Ö(2) = 7.0 kips/in PASS - Available strength of flange weld exceeds force in flange weld ; 2-41 JVA JOB NO. 18931 SECTION 3 - FOUNDATION ELEMENTS Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Parking3-114"x24" Concrete Col DLselfwt = 5 k16" Ø Concrete Col DLselfwt = 3 kDL=130kLL=232kTL=362kDL=173kLL=263kTL=436kDL=146kLL=218kTL=364kDL=95kLL=143kTL=238kDL=108kLL=172kTL=280kDL=110kLL=156kTL=266kDL=137kLL=164kTL=301kDL=198kLL=280kTL=478kDL=30kLL=77kTL=107kCOLUMN FOUNDATION REACTIONS Project: Solar Vail By: DSA Client: GPSL Job No: 18931 ISOLATED PAD FOOTING LOADS (MAXIMUM) Date: 3/22/2018 Sheet: 1 Design Criteria: Notes: •2006-15 International Building Code •3,000 psi max • ACI 318-05 thru 14 • NEED TO CHECK DEVELOPMENT LENGTH BY HAND! • ASCE7-05, 10 • ACI 318- 14 Bearing Capacity = 5 ksf fshear = 0.75 ACI 21.2.1 Min dead load = 0 ksf fbending = 0.9 ACI 21.2.1 Conc. Wt. = 12.5 psf-in. Use 0 if Net Bearing fbearing = 0.65 ACI 21.2.1 fc' = 3 ksi Maximum Factor = 1.6 fy = 60 ksi Rebar clearance = 3 in Column Bearing Footing Footing Plate Column Rebar Quantity Pu Pu Vup Vu Mu fBn fVc fVn fMn Min Dead Max width thick. width width size ea. Way net punch 22.8.3.1 22.6.1.1 22.5.1.1 22.3.1.1 load load in. in. in. in. # # ksf ksf Kips Kips Kip-ft kips kips kips Kip-ft Kips Kips 1.5 18 12 14 14 5 3 8.00 7.82 -9.6 0.0 0.2 324.9 123.2 12.4 32.2 0.0 10.9 2 24 12 14 14 5 3 8.00 7.82 4.1 0.0 1.4 324.9 123.2 16.5 32.8 0.0 19.4 2.5 30 12 14 14 5 3 8.00 7.82 21.7 0.0 4.3 324.9 123.2 20.6 33.2 0.0 30.3 3 36 12 14 14 5 3 8.00 7.82 43.2 5.3 9.9 324.9 123.2 24.8 33.4 0.0 43.7 3.5 42 12 14 14 5 4 8.00 7.82 68.6 13.1 18.6 324.9 123.2 28.9 44.3 0.0 59.4 4 48 12 14 14 5 4 8.00 7.82 97.9 23.0 31.4 324.9 123.2 33.0 44.6 0.0 77.6 4.5 54 14 14 14 5 5 8.00 7.79 125.6 28.9 48.7 324.9 166.2 46.0 69.3 0.0 97.7 5 60 16 14 14 6 5 8.00 7.76 156.9 35.8 71.3 324.9 211.4 60.4 117.4 0.0 120.0 5.5 66 18 14 14 6 6 8.00 7.73 191.0 43.1 99.8 324.9 264.6 77.3 164.3 0.0 144.4 6 72 18 14 14 6 6 8.00 7.73 235.4 59.0 135.4 324.9 264.6 84.3 164.8 0.0 171.9 6.5 78 20 14 14 6 7 8.00 7.70 276.4 68.3 178.0 324.9 323.1 104.1 219.6 0.0 200.7 7 84 22 14 14 7 7 8.00 7.67 320.9 78.8 228.4 324.9 382.7 125.1 332.1 0.0 231.5 7.5 90 24 14 14 7 8 8.00 7.64 368.0 89.4 287.3 324.9 451.4 148.8 422.0 0.0 264.4 8 96 24 14 14 7 8 8.00 7.64 427.2 111.3 356.7 324.9 451.4 158.7 422.9 0.0 300.8 8.5 102 26 14 14 7 9 8.00 7.61 480.9 124.0 434.8 324.9 525.3 185.4 523.6 0.0 337.8 9 108 28 14 14 7 10 8.00 7.58 537.5 137.3 523.3 324.9 604.5 214.1 635.0 0.0 376.7 9.5 114 28 14 14 7 10 8.00 7.58 607.6 163.9 625.1 324.9 604.5 226.0 636.0 0.0 419.7 10 120 30 14 14 8 10 8.00 7.55 671.1 180.0 736.4 324.9 683.6 256.3 891.6 0.0 462.5 10.5 126 30 14 14 8 11 8.00 7.55 748.5 210.0 863.2 324.9 683.6 269.2 979.4 0.0 509.9 11 132 32 14 14 8 11 8.00 7.52 817.8 227.3 999.8 324.9 772.9 303.7 1058.5 0.0 556.6 11.5 138 34 14 14 8 12 8.00 7.49 889.9 245.3 1149.7 324.9 867.6 340.1 1238.2 0.0 605.0 12 144 34 14 14 9 12 8.00 7.49 978.4 281.0 1318.6 324.9 861.5 353.4 1551.1 0.0 658.8 12.5 150 36 14 14 9 13 8.00 7.46 1056.6 301.0 1497.2 324.9 961.1 392.8 1794.4 0.0 710.9 13 156 36 14 14 9 13 8.00 7.46 1151.7 339.1 1697.5 324.9 961.1 408.5 1796.7 0.0 769.0 13.5 162 38 14 14 9 14 8.00 7.43 1235.9 361.1 1907.2 324.9 1065.9 450.9 2057.9 0.0 824.7 14 168 38 14 14 10 14 8.00 7.43 1338.6 403.7 2141.4 324.9 1059.2 465.8 2516.0 0.0 886.9 14.5 174 40 14 14 9 15 8.00 7.40 1428.0 426.5 2384.4 324.9 1176.0 512.9 2339.2 0.0 946.1 15 180 42 14 14 10 15 8.00 7.37 1521.2 452.5 2644.4 324.9 1284.0 558.3 3027.1 0.0 1006.9 Z:\18931 Solar Vail\Calculations\Calc Book Sections and files\Section 3 - Foundation Elements\[18931 Foundations.xlsx]Isolated Column Revit 3-2 DataBase: 18931 Solar Vail_CD 03/26/2018 15: 21: 223-3 DataBase: 18931 Solar Vail_CD 03/26/2018 15: 21: 433-4 RAM Structural System V15. 07. 00. 17. - Floor Plan: ParkingDataBase: 18931 Solar Vail_CD 03/26/18 15: 15: 581 1.52 34 5 6 788.29 10 10.2111212.2 13 14 ABCDEYEGJKLMNPQ15161718192021222525YA.5YAYAYCYC.9YEYGYHYJYL0.314 16.000 10.000 9.66710 .0009.6678.83415.0006.041 2.7938.041 0.7923.292 5.5425.994 9.007 5.311 10.689 62.584 13.50014.576 17.182 43.437 19.063 67.165 62.584 10.813 2.00016.053 2.00011.8131 7.666 17.271 12 .000 17.12 5 26.31317 .12 5 1.543 10.166 10.813 15.184 12.44139.7503.86412.7590.19 7 3-5 Wall Forces RAM Concrete Analysis v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 15:15:58 Building Code: IBC Concrete Code: ACI 318-02 Story: Level 1 Wall No Case Axial Mmajor Vmajor Mminor Vminor (kip) (kip-ft) (kip) (kip-ft) (kip) 332 Dead Load 425.13 -434.65 -35.93 -0.73 1.76 Live Load 230.78 -218.76 -37.06 -0.60 1.43 Roof Live Load 189.68 -178.88 -26.32 -0.36 0.88 3-6 14WALL AT GRID P Wall Forces RAM Concrete Analysis v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 15:15:58 Building Code: IBC Concrete Code: ACI 318-02 Story: Level 1 Wall No Case Axial Mmajor Vmajor Mminor Vminor (kip) (kip-ft) (kip) (kip-ft) (kip) 341 Dead Load 642.35 1392.23 35.21 -0.57 1.21 Live Load 528.80 1321.05 28.63 -0.59 -1.07 Roof Live Load 304.47 328.49 32.05 -0.48 -0.41 3-7 14WALL AT GRID 4 Wall Forces RAM Concrete Analysis v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 15:15:58 Building Code: IBC Concrete Code: ACI 318-02 Story: Level 1 Wall No Case Axial Mmajor Vmajor Mminor Vminor (kip) (kip-ft) (kip) (kip-ft) (kip) 342 Dead Load 323.51 -57.47 -58.50 0.07 -0.57 Live Load 168.66 207.50 -53.29 -0.02 -0.33 Roof Live Load 144.06 -481.27 -34.91 -0.12 -0.14 3-8 14WALL AT GRID C Wall Forces RAM Concrete Analysis v15.07.00.17 Database: 18931 Solar Vail_CD 03/26/18 15:15:58 Building Code: IBC Concrete Code: ACI 318-02 Story: Level 1 Wall No Case Axial Mmajor Vmajor Mminor Vminor (kip) (kip-ft) (kip) (kip-ft) (kip) 338 Dead Load 390.32 -691.76 30.93 -0.55 0.98 Live Load 283.35 -809.22 26.46 -0.35 0.61 Roof Live Load 185.43 -514.39 22.42 -0.23 0.34 3-9 14WALL AT GRID 12 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid P Footing f'c = 3000 psi Footing Fy = 60000 psi Footing Unit Wt. = 150 lb/ft³ Stem f'c = 5000 psi Stem Fy = 60000 psi Stem Unit Wt. = 150 lb/ft³ 12 in 8 ft 3.5 ft 3.5 ft 20 in18 ft16.33 ft5.67 ftHeel Bars: #5 @ 12 in Toe Bars: #6 @ 12 in Footing S/T Bars: #5 @ 12 in #5 @ 12 in (S&T) #7 @ 12 in #5 @ 12 in (S&T) #7 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.658 Sliding 2.28 1.50 1.0D + 1.0H 0.885 Bearing Pressure 5000 psf 4423 psf 1.0D + 1.0L + 1.0H 0.334 Bearing Eccentricity 5.35 in 16 in 1.0D + 1.0L + 1.0H ----- Toe Checks ----- 0.582 Shear 16.39 k/ft 9.54 k/ft 1.2D + 1.6L + 1.6H 0.727 Moment 32.06 ft·k/ft 23.32 ft·k/ft 1.2D + 1.6L + 1.6H 0.087 Min Strain 0.0461 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H 0.281 Development 51 in 14.34 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.697 S&T Min Rho 0.0026 0.0018 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.621 Shear 17.44 k/ft 10.83 k/ft 1.4D 0.670 Moment 24.25 ft·k/ft 16.24 ft·k/ft 1.2D + 1.6L + 1.6H 0.056 Min Strain 0.0712 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6L + 1.6H 0.275 Development 52 in 14.31 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.697 S&T Min Rho 0.0026 0.0018 1.2D + 1.6L + 1.6H ----- Stem Checks ----- 0.938 Moment 24.87 ft·k/ft 23.32 ft·k/ft 1.2D + 1.6L + 1.6H 0.702 Shear 12.17 k/ft 8.54 k/ft 1.2D + 1.6L + 1.6H 0.136 Max Steel 0.0295 0.0040 1.2D + 1.6L + 1.6H 0.676 Min Steel 0.05 in²/in 0.03 in²/in 1.2D + 1.6L + 1.6H 0.740 Base Development 17 in 12.58 in 1.2D + 1.6L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6L + 1.6H 0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H Criteria Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat...No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.50 Required F.S. for Sliding 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 5000 psf Req'd Bearing Location Middle third Wall Friction Angle 30° Friction Coefficent 0.50 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 1 of 5 Monday 03/26/18 4:16 PM 3-10 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid P Loads 16.33 ft18 ft12.33 ftg = 120 lb/ft³ gEFP = 50 lb/ft³5.67 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ DL=6.8 k/ft, LL=6.73 k/ft Loading Options/Assumptions Passive pressure neglects top 0 ft of soil. Load Combinations IBC 2015 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Heel M-applied (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) (in) (in) (ft·k/ft) 1.2D + 1.6L + 1.6H 23.32 24.87 8.54 12.17 12.58 17 16.24 1.2D + 1.6L + 0.9H 13.12 24.87 4.8 12.17 7.08 17 16.24 1.2D + 0.5L + 1.6H 23.32 24.87 8.54 12.17 12.58 17 16.24 1.2D + 0.5L + 0.9H 13.12 24.87 4.8 12.17 7.08 17 16.24 1.2D + 1.6H 23.32 24.87 8.54 12.17 12.58 17 16.24 1.2D + 0.9H 13.12 24.87 4.8 12.17 7.08 17 16.24 0.9D + 1.6H 23.32 24.87 8.54 12.17 12.58 17 12.18 0.9D + 0.9H 13.12 24.87 4.8 12.17 7.08 17 12.18 1.4D 0 0 0 0 7 17 18.95 Load Combination Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (ft·k/ft) (k/ft) (k/ft) (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) 1.2D + 1.6L + 1.6H 24.25 9.28 17.44 27.32 32.06 9.54 16.39 1.2D + 1.6L + 0.9H 24.25 9.28 17.44 27.32 32.06 9.54 16.39 1.2D + 0.5L + 1.6H 24.25 9.28 17.44 20.31 32.06 7.1 16.39 1.2D + 0.5L + 0.9H 24.25 9.28 17.44 20.31 32.06 7.1 16.39 1.2D + 1.6H 24.25 9.28 17.44 17.12 32.06 5.98 16.39 1.2D + 0.9H 24.25 9.28 17.44 17.12 32.06 5.98 16.39 0.9D + 1.6H 24.25 6.96 17.44 12.84 32.06 4.49 16.39 0.9D + 0.9H 24.25 6.96 17.44 12.84 32.06 4.49 16.39 1.4D 24.25 10.83 17.44 19.97 32.06 6.98 16.39 Strength Check Results Summary Load Combination Sliding Force Resisting Force Sliding F.S. Sliding F.S. Req'd Sliding F.S. Req'd Seis... Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable (lb/in) (lb/in) (psf) (psf) (in) (in) 1.0D + 1.0L + 1.0H 675 1819 2.694 1.500 1.500 4423 5000 5.35 16 1.0D + 1.0H 675 1538 2.279 1.500 1.500 3301 5000 5.35 16 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 2 of 5 Monday 03/26/18 4:16 PM 3-11 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid P Backfill Pressure 16.33 ft5.67 ft18 ft12.33 ftg = 120 lb/ft³ gEFP = 50 lb/ft³ -900 psf18 ft675 lb/in18 ft6 ft-816.67 psf 555.8 lb/in 5.44 ftEquivalent Fluid Pressure sh H gfluid 18 ft 50 lb ft³ / 900 psf = = = Lateral Earth Pressure sh H gfluid 16.33 ft 50 lb ft³ / 816.7 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 3 of 5 Monday 03/26/18 4:16 PM 3-12 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid P Passive Pressure 5.67 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ 2551 psf 5.67 ft602.8 lb/in 1.89 ftEquivalent Fluid Pressure sh H gfluid 5.67 ft 450 lb ft³ / 2551 psf = = = Lateral Earth Pressure Wall/Soil Weights 166.7 lb/in 204.2 lb/in 571.7 lb/in 140.1 lb/in QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 4 of 5 Monday 03/26/18 4:16 PM 3-13 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid P Bearing Pressure 4423 psf 2207 psf 2210 lb/in 3.55 ft e = 5.35 in 1105 lb/in F m R 0.50 2210 lb in / 1105 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - 0 lb/in - -0 in·lb/ft Axial Dead Load -566.67 lb/in 4 ft 0 lb/in - -326400 in·lb/ft Axial Live Load -560.83 lb/in 4 ft 0 lb/in - -323040 in·lb/ft Footing Weight -166.67 lb/in 4 ft 0 lb/in - -96000 in·lb/ft Stem Weight -204.17 lb/in 4 ft 0 lb/in - -117600 in·lb/ft Backfill Weight -571.67 lb/in 6.25 ft 0 lb/in - -514500 in·lb/ft Soil over toe Weight -140.12 lb/in 1.75 ft 0 lb/in - -35309.4 in·lb/ft Stem Base Shear -0 lb/in - -444.88 lb/in 1.67 ft 106772 in·lb/ft Stem Base Moment 0 lb/in - 0 lb/in - 174893 in·lb/ft -2210.12 lb/in -1131184.2 in·lb/ft 1131184.2 in·lbft / - 2210.12 lb in / - 3.55 ft = QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 5 of 5 Monday 03/26/18 4:16 PM 3-14 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid 4 Footing f'c = 3000 psi Footing Fy = 60000 psi Footing Unit Wt. = 150 lb/ft³ Stem f'c = 5000 psi Stem Fy = 60000 psi Stem Unit Wt. = 150 lb/ft³ 12 in 8 ft 3.5 ft 3.5 ft 20 in16.67 ft15 ft5.5 ft0.17 ftHeel Bars: #6 @ 12 in Toe Bars: #6 @ 12 in Footing S/T Bars: #5 @ 12 in #5 @ 12 in (S&T) #6 @ 12 in #5 @ 12 in (S&T) #6 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.576 Sliding 2.61 1.50 1.0D + 1.0H 0.952 Bearing Pressure 5000 psf 4760 psf 1.0D + 1.0L + 1.0H 0.187 Bearing Eccentricity 2.99 in 16 in 1.0D + 1.0L + 1.0H ----- Toe Checks ----- 0.689 Shear 16.39 k/ft 11.3 k/ft 1.2D + 1.6L + 1.6H 0.550 Moment 32.06 ft·k/ft 17.62 ft·k/ft 1.2D + 1.6L + 1.6H 0.087 Min Strain 0.0461 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H 0.235 Development 51 in 12 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.697 S&T Min Rho 0.0026 0.0018 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.572 Shear 17.38 k/ft 9.95 k/ft 1.4D 0.438 Moment 34.04 ft·k/ft 14.92 ft·k/ft 1.2D + 1.6L + 1.6H 0.081 Min Strain 0.0491 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H 0.231 Development 52 in 12 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.697 S&T Min Rho 0.0026 0.0018 1.2D + 1.6L + 1.6H ----- Stem Checks ----- 0.950 Moment 18.55 ft·k/ft 17.62 ft·k/ft 1.2D + 1.6L + 1.6H 0.577 Shear 12.25 k/ft 7.07 k/ft 1.2D + 1.6L + 1.6H 0.096 Max Steel 0.0416 0.0040 1.2D + 1.6L + 1.6H 0.928 Min Steel 0.04 in²/in 0.03 in²/in 1.2D + 1.6L + 1.6H 0.643 Base Development 17 in 10.93 in 1.2D + 1.6L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6L + 1.6H 0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H Criteria Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat...No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.50 Required F.S. for Sliding 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 5000 psf Req'd Bearing Location Middle third Wall Friction Angle 30° Friction Coefficent 0.50 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 1 of 5 Monday 03/26/18 4:15 PM 3-15 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid 4 Loads 14.83 ft16.5 ft11 ft0.17 ftg = 120 lb/ft³ gEFP = 50 lb/ft³5.5 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ DL=7.6 k/ft, LL=12.4 k/ft Loading Options/Assumptions Passive pressure neglects top 0 ft of soil. Load Combinations IBC 2015 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Heel M-applied (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) (in) (in) (ft·k/ft) 1.2D + 1.6L + 1.6H 17.62 18.55 7.07 12.25 10.93 17 14.92 1.2D + 1.6L + 0.9H 9.91 18.55 3.98 12.25 6.15 17 14.92 1.2D + 0.5L + 1.6H 17.62 18.55 7.07 12.25 10.93 17 14.92 1.2D + 0.5L + 0.9H 9.91 18.55 3.98 12.25 6.15 17 14.92 1.2D + 1.6H 17.62 18.55 7.07 12.25 10.93 17 14.92 1.2D + 0.9H 9.91 18.55 3.98 12.25 6.15 17 14.92 0.9D + 1.6H 17.62 18.55 7.07 12.25 10.93 17 11.19 0.9D + 0.9H 9.91 18.55 3.98 12.25 6.15 17 11.19 1.4D 0 0 0 0 6 17 17.41 Load Combination Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (ft·k/ft) (k/ft) (k/ft) (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) 1.2D + 1.6L + 1.6H 34.04 8.53 17.38 32.46 32.06 11.3 16.39 1.2D + 1.6L + 0.9H 34.04 8.53 17.38 32.46 32.06 11.3 16.39 1.2D + 0.5L + 1.6H 34.04 8.53 17.38 20.64 32.06 7.19 16.39 1.2D + 0.5L + 0.9H 34.04 8.53 17.38 20.64 32.06 7.19 16.39 1.2D + 1.6H 34.04 8.53 17.38 15.26 32.06 5.32 16.39 1.2D + 0.9H 34.04 8.53 17.38 15.26 32.06 5.32 16.39 0.9D + 1.6H 34.04 6.39 17.38 11.45 32.06 3.99 16.39 0.9D + 0.9H 34.04 6.39 17.38 11.45 32.06 3.99 16.39 1.4D 34.04 9.95 17.38 17.81 32.06 6.2 16.39 Strength Check Results Summary Load Combination Sliding Force Resisting Force Sliding F.S. Sliding F.S. Req'd Sliding F.S. Req'd Seis... Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable (lb/in) (lb/in) (psf) (psf) (in) (in) 1.0D + 1.0L + 1.0H 567.2 1994 3.516 1.500 1.500 4760 5000 2.99 16 1.0D + 1.0H 567.2 1478 2.605 1.500 1.500 2921 5000 2.99 16 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 2 of 5 Monday 03/26/18 4:15 PM 3-16 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid 4 Backfill Pressure 14.83 ft5.5 ft16.5 ft11 ft0.17 ftg = 120 lb/ft³ gEFP = 50 lb/ft³ -825 psf16.5 ft567.2 lb/in16.5 ft5.5 ft-741.67 psf 458.4 lb/in 4.94 ftEquivalent Fluid Pressure sh H gfluid 16.5 ft 50 lb ft³ / 825 psf = = = Lateral Earth Pressure sh H gfluid 14.83 ft 50 lb ft³ / 741.7 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 3 of 5 Monday 03/26/18 4:15 PM 3-17 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid 4 Passive Pressure 5.5 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ 2475 psf 5.5 ft567.2 lb/in 1.83 ftEquivalent Fluid Pressure sh H gfluid 5.5 ft 450 lb ft³ / 2475 psf = = = Lateral Earth Pressure Wall/Soil Weights 166.7 lb/in 187.5 lb/in 519.2 lb/in 134.2 lb/in QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 4 of 5 Monday 03/26/18 4:15 PM 3-18 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid 4 Bearing Pressure 4760 psf3263 psf 2674 lb/in 3.75 ft e = 2.99 in 1337 lb/in F m R 0.50 2674 lb in / 1337 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - 0 lb/in - -0 in·lb/ft Axial Dead Load -633.33 lb/in 4 ft 0 lb/in - -364800 in·lb/ft Axial Live Load -1033.33 lb/in 4 ft 0 lb/in - -595200 in·lb/ft Footing Weight -166.67 lb/in 4 ft 0 lb/in - -96000 in·lb/ft Stem Weight -187.5 lb/in 4 ft 0 lb/in - -108000 in·lb/ft Backfill Weight -519.17 lb/in 6.25 ft 0 lb/in - -467250 in·lb/ft Soil over toe Weight -134.17 lb/in 1.75 ft 0 lb/in - -33810 in·lb/ft Stem Base Shear -0 lb/in - -368.47 lb/in 1.67 ft 88433 in·lb/ft Stem Base Moment 0 lb/in - 0 lb/in - 132146 in·lb/ft -2674.17 lb/in -1444480.78 in·lb/ft 1444480.78 in·lbft / - 2674.17 lb in / - 3.75 ft = QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 5 of 5 Monday 03/26/18 4:15 PM 3-19 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid C Footing f'c = 3000 psi Footing Fy = 60000 psi Footing Unit Wt. = 150 lb/ft³ Stem f'c = 5000 psi Stem Fy = 60000 psi Stem Unit Wt. = 150 lb/ft³ 8 in 5.67 ft 2.5 ft 2.5 ft 18 in16.33 ft14.83 ft5.5 ft 10.83 ftToe Bars: #6 @ 12 in Footing S/T Bars: #6 @ 12 in #5 @ 12 in (S&T) #6 @ 12 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.111 Sliding 13.57 1.50 1.0D + 1.0H + 0.6W 0.603 Bearing Pressure 5000 psf 3015 psf 1.0D + 1.0L + 1.0H + 0.6W 0.112 Bearing Eccentricity 1.27 in 11.33 in 1.0D + 1.0L + 1.0H + 0.6W ----- Toe Checks ----- 0.274 Shear 14.42 k/ft 3.96 k/ft 1.2D + 1.6L + 1.6H 0.040 Moment 28.1 ft·k/ft 1.13 ft·k/ft 1.2D + 0.5L + 1.6H + 1.0W 0.099 Min Strain 0.0402 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H 0.343 Development 35 in 12 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.884 S&T Min Rho 0.0020 0.0018 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.293 Shear 8.41 k/ft 2.47 k/ft 1.4D 0.162 Moment 7.01 ft·k/ft 1.13 ft·k/ft 1.2D + 0.5L + 1.6H + 1.0W ----- Stem Checks ----- 0.153 Moment 7.41 ft·k/ft 1.13 ft·k/ft 1.2D + 0.5L + 1.6H + 1.0W 0.145 Shear 5.09 k/ft 0.74 k/ft 1.2D + 0.5L + 1.6H + 1.0W 0.257 Max Steel 0.0155 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in²/in 0 in²/in 1.2D + 1.6L + 1.6H 0.400 Base Development 15 in 6 in 1.2D + 1.6L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6L + 1.6H 0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H Criteria Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat...No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.50 Required F.S. for Sliding 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 5000 psf Req'd Bearing Location Middle third Wall Friction Angle 30° Friction Coefficent 0.50 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 1 of 5 Monday 03/26/18 4:16 PM 3-20 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid C Loads 4 ft5.5 ft10.83 ftg = 120 lb/ft³ gEFP = 50 lb/ft³5.5 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ -20 psf DL=5.2 k/ft, LL=5 k/ft Loading Options/Assumptions Passive pressure neglects top 0 ft of soil. Load Combinations IBC 2015 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 1.6H + 0.5W 1.2D + 0.9H + 0.5W 1.2D + 0.5L + 1.6H + 1.0W 1.2D + 0.5L + 0.9H + 1.0W 1.2D + 1.6H + 1.0W 1.2D + 0.9H + 1.0W 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H + 1.0W 0.9D + 0.9H + 1.0W 0.9D + 1.6H 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Heel M-applied (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) (in) (in) (ft·k/ft) 1.2D + 1.6L + 1.6H 0.69 7.41 0.63 5.09 6 15 2.64 1.2D + 1.6L + 0.9H 0.39 7.41 0.35 5.09 6 15 2.64 1.2D + 1.6H + 0.5W 0.91 7.41 0.68 5.09 6 15 2.64 1.2D + 0.9H + 0.5W 0.61 7.41 0.41 5.09 6 15 2.64 1.2D + 0.5L + 1.6H + 1.0W 1.13 7.41 0.74 5.09 6 15 2.64 1.2D + 0.5L + 0.9H + 1.0W 0.83 7.41 0.47 5.09 6 15 2.64 1.2D + 1.6H + 1.0W 1.13 7.41 0.74 5.09 6 15 2.64 1.2D + 0.9H + 1.0W 0.83 7.41 0.47 5.09 6 15 2.64 1.2D + 0.5L + 1.6H 0.69 7.41 0.63 5.09 6 15 2.64 1.2D + 0.5L + 0.9H 0.39 7.41 0.35 5.09 6 15 2.64 1.2D + 1.6H 0.69 7.41 0.63 5.09 6 15 2.64 1.2D + 0.9H 0.39 7.41 0.35 5.09 6 15 2.64 0.9D + 1.6H + 1.0W 1.13 7.41 0.74 5.09 6 15 1.98 0.9D + 0.9H + 1.0W 0.83 7.41 0.47 5.09 6 15 1.98 0.9D + 1.6H 0.69 7.41 0.63 5.09 6 15 1.98 0.9D + 0.9H 0.39 7.41 0.35 5.09 6 15 1.98 1.4D 0 0 0 0 6 15 3.08 Load Combination Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (ft·k/ft) (k/ft) (k/ft) (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) 1.2D + 1.6L + 1.6H 7.01 2.12 8.41 9.52 28.1 3.96 14.42 1.2D + 1.6L + 0.9H 7.01 2.12 8.41 9.52 28.1 3.96 14.42 1.2D + 1.6H + 0.5W 7.01 2.12 8.41 4.75 28.1 1.98 14.42 1.2D + 0.9H + 0.5W 7.01 2.12 8.41 4.75 28.1 1.98 14.42 1.2D + 0.5L + 1.6H + 1.0W 7.01 2.12 8.41 6.24 28.1 2.6 14.42 1.2D + 0.5L + 0.9H + 1.0W 7.01 2.12 8.41 6.24 28.1 2.6 14.42 1.2D + 1.6H + 1.0W 7.01 2.12 8.41 4.75 28.1 1.98 14.42 1.2D + 0.9H + 1.0W 7.01 2.12 8.41 4.75 28.1 1.98 14.42 1.2D + 0.5L + 1.6H 7.01 2.12 8.41 6.24 28.1 2.6 14.42 1.2D + 0.5L + 0.9H 7.01 2.12 8.41 6.24 28.1 2.6 14.42 1.2D + 1.6H 7.01 2.12 8.41 4.75 28.1 1.98 14.42 1.2D + 0.9H 7.01 2.12 8.41 4.75 28.1 1.98 14.42 0.9D + 1.6H + 1.0W 7.01 1.59 8.41 3.57 28.1 1.49 14.42 0.9D + 0.9H + 1.0W 7.01 1.59 8.41 3.57 28.1 1.49 14.42 0.9D + 1.6H 7.01 1.59 8.41 3.57 28.1 1.49 14.42 0.9D + 0.9H 7.01 1.59 8.41 3.57 28.1 1.49 14.42 1.4D 7.01 2.47 8.41 5.55 28.1 2.31 14.42 Strength Check Results Summary Load Combination Sliding Force Resisting Force Sliding F.S. Sliding F.S. Req'd Sliding F.S. Req'd Seis... Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable (lb/in) (lb/in) (psf) (psf) (in) (in) 1.0D + 1.0L + 1.0H + 0.6W 74.02 1213 16.389 1.500 1.500 3015 5000 1.27 11.33 1.0D + 1.0L + 1.0H 63.02 1208 19.163 1.500 1.500 3015 5000 1.27 11.33 1.0D + 1.0H + 0.6W 74.02 1005 13.574 1.500 1.500 2033 5000 1.27 11.33 1.0D + 1.0H 63.02 999.4 15.858 1.500 1.500 2033 5000 1.27 11.33 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 2 of 5 Monday 03/26/18 4:16 PM 3-21 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid C Backfill Pressure 4 ft5.5 ft5.5 ft10.83 ftg = 120 lb/ft³ gEFP = 50 lb/ft³ -275 psf 5.5 ft63.02 lb/in5.5 ft1.83 ft-200 psf 33.33 lb/in 1.33 ftEquivalent Fluid Pressure sh H gfluid 5.5 ft 50 lb ft³ / 275 psf = = = Lateral Earth Pressure sh H gfluid 4 ft 50 lb ft³ / 200 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 3 of 5 Monday 03/26/18 4:16 PM 3-22 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid C Passive Pressure 5.5 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ 2475 psf 5.5 ft567.2 lb/in 1.83 ftEquivalent Fluid Pressure sh H gfluid 5.5 ft 450 lb ft³ / 2475 psf = = = Lateral Earth Pressure Manually Specified Lateral Stem Pressure -20 psf 220 lb/ft QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 4 of 5 Monday 03/26/18 4:16 PM 3-23 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid C Wall/Soil Weights 106.3 lb/in 123.6 lb/in 100 lb/in100 lb/in Bearing Pressure 3015 psf2406 psf 1280 lb/in 2.73 ft e = 1.27 in 639.9 lb/in F m R 0.50 1280 lb in / 639.9 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - 0 lb/in - -0 in·lb/ft Manual Lateral Pressure -0 lb/in - 0 lb/in - -0 in·lb/ft Axial Dead Load -433.33 lb/in 2.83 ft 0 lb/in - -176800 in·lb/ft Axial Live Load -416.67 lb/in 2.83 ft 0 lb/in - -170000 in·lb/ft Footing Weight -106.25 lb/in 2.83 ft 0 lb/in - -43350 in·lb/ft Stem Weight -123.61 lb/in 2.83 ft 0 lb/in - -50433.33 in·lb/ft Backfill Weight -100 lb/in 4.42 ft 0 lb/in - -63600 in·lb/ft Soil over toe Weight -100 lb/in 1.25 ft 0 lb/in - -18000 in·lb/ft Stem Base Shear -0 lb/in - -42.04 lb/in 1.5 ft 9081 in·lb/ft Stem Base Moment 0 lb/in - 0 lb/in - 10481 in·lb/ft -1279.86 lb/in -502621.77 in·lb/ft 502621.77 in·lbft / - 1279.86 lb in / - 2.73 ft = QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 5 of 5 Monday 03/26/18 4:16 PM 3-24 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid12 Footing f'c = 3000 psi Footing Fy = 60000 psi Footing Unit Wt. = 150 lb/ft³ Stem f'c = 5000 psi Stem Fy = 60000 psi Stem Unit Wt. = 150 lb/ft³ 12 in 5 ft 2 ft 2 ft 14 in16.17 ft15 ft4 ft12.17 ftToe Bars: #6 @ 12 in Footing S/T Bars: #6 @ 12 in #5 @ 12 in (S&T) #6 @ 10 in #5 @ 12 in (S&T) #6 @ 10 in Design Detail Check Summary Ratio Check Provided Required Combination ----- Stability Checks ----- 0.059 Sliding 25.61 1.50 1.0D + 1.0H 0.914 Bearing Pressure 5000 psf 4572 psf 1.0D + 1.0L + 1.0H 0.021 Bearing Eccentricity 0.21 in 10 in 1.0D + 1.0L + 1.0H ----- Toe Checks ----- 0.592 Shear 10.48 k/ft 6.2 k/ft 1.2D + 1.6L + 1.6H 0.013 Moment 20.18 ft·k/ft 0.26 ft·k/ft 1.2D + 1.6L + 1.6H 0.141 Min Strain 0.0284 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H 0.364 Development 33 in 12 in 1.2D + 1.6L + 1.6H 0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H 0.687 S&T Min Rho 0.0026 0.0018 1.2D + 1.6L + 1.6H ----- Heel Checks ----- 0.229 Shear 6.31 k/ft 1.44 k/ft 1.4D 0.066 Moment 3.94 ft·k/ft 0.26 ft·k/ft 1.2D + 1.6L + 1.6H ----- Stem Checks ----- 0.012 Moment 22.13 ft·k/ft 0.26 ft·k/ft 1.2D + 1.6L + 1.6H 0.026 Shear 12.25 k/ft 0.32 k/ft 1.2D + 1.6L + 1.6H 0.117 Max Steel 0.0342 0.0040 1.2D + 1.6L + 1.6H 0.000 Min Steel 0.04 in²/in 0 in²/in 1.2D + 1.6L + 1.6H 0.545 Base Development 11 in 6 in 1.2D + 1.6L + 1.6H 0.000 Horz Bar Rho 0.0000 0.0000 1.2D + 1.6L + 1.6H 0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H Criteria Use basic criteria from common projec...Yes Building Code IBC 2015 Concrete Load Combs IBC 2015 (Strength) Masonry Load Combs ASCE 7-10 (ASD) Stability Load Combs IBC Retaining Wall St... Apply Sds Factor to Seismic Combinat...No Restrained Against Sliding No Neglect Bearing At Heel Yes Use Vert. Comp. for OT No Use Vert. Comp. for Sliding No Use Vert. Comp. for Bearing Yes Use Surcharge for Sliding & OT Yes Use Surcharge for Bearing Yes Neglect Soil Over Toe No Neglect Backfill Wt. for Coulomb No Factor Soil Weight As Dead Yes Use Passive Force for OT Yes Assume Pressure To Top Yes Extend Backfill Pressure To Key Bottom No Use Toe Passive Pressure for Bearing No Required F.S. for OT 1.50 Required F.S. for Sliding 1.50 Has Different Safety Factors for Seismic No Allowable Bearing Pressure 5000 psf Req'd Bearing Location Middle third Wall Friction Angle 30° Friction Coefficent 0.50 Soil Reaction Modulus 172800 lb/ft³ QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 1 of 5 Monday 03/26/18 4:15 PM 3-25 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid12 Loads 2.83 ft4 ft12.17 ftg = 120 lb/ft³ gEFP = 50 lb/ft³4 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ DL=8.8 k/ft, LL=9.1 k/ft Loading Options/Assumptions Passive pressure neglects top 0 ft of soil. Load Combinations IBC 2015 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H 0.9D + 0.9H 1.4D Load Combination Stem M-applied Stem M-allow Stem V-applied Stem V-allow Stem Min. ld Stem Actual ld Heel M-applied (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) (in) (in) (ft·k/ft) 1.2D + 1.6L + 1.6H 0.26 22.13 0.32 12.25 6 11 1.24 1.2D + 1.6L + 0.9H 0.15 22.13 0.18 12.25 6 11 1.24 1.2D + 0.5L + 1.6H 0.26 22.13 0.32 12.25 6 11 1.24 1.2D + 0.5L + 0.9H 0.15 22.13 0.18 12.25 6 11 1.24 1.2D + 1.6H 0.26 22.13 0.32 12.25 6 11 1.24 1.2D + 0.9H 0.15 22.13 0.18 12.25 6 11 1.24 0.9D + 1.6H 0.26 22.13 0.32 12.25 6 11 0.93 0.9D + 0.9H 0.15 22.13 0.18 12.25 6 11 0.93 1.4D 0 0 0 0 6 11 1.44 Load Combination Heel M-allow Heel V-applied Heel V-allow Toe M-applied Toe M-allow Toe V-applied Toe V-allow (ft·k/ft) (k/ft) (k/ft) (ft·k/ft) (ft·k/ft) (k/ft) (k/ft) 1.2D + 1.6L + 1.6H 3.94 1.24 6.31 11.15 20.18 6.2 10.48 1.2D + 1.6L + 0.9H 3.94 1.24 6.31 11.15 20.18 6.2 10.48 1.2D + 0.5L + 1.6H 3.94 1.24 6.31 7.09 20.18 3.94 10.48 1.2D + 0.5L + 0.9H 3.94 1.24 6.31 7.09 20.18 3.94 10.48 1.2D + 1.6H 3.94 1.24 6.31 5.24 20.18 2.91 10.48 1.2D + 0.9H 3.94 1.24 6.31 5.24 20.18 2.91 10.48 0.9D + 1.6H 3.94 0.93 6.31 3.93 20.18 2.19 10.48 0.9D + 0.9H 3.94 0.93 6.31 3.93 20.18 2.19 10.48 1.4D 3.94 1.44 6.31 6.11 20.18 3.4 10.48 Strength Check Results Summary Load Combination Sliding Force Resisting Force Sliding F.S. Sliding F.S. Req'd Sliding F.S. Req'd Seis... Bearing Pressure Actual Bearing Pressure Allowable Bearing Eccentricity Actual Bearing Eccentricity Allowable (lb/in) (lb/in) (psf) (psf) (in) (in) 1.0D + 1.0L + 1.0H 33.33 1233 36.986 1.500 1.500 4572 5000 0.21 10 1.0D + 1.0H 33.33 853.7 25.611 1.500 1.500 2713 5000 0.21 10 Stability Check Results Summary QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 2 of 5 Monday 03/26/18 4:15 PM 3-26 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid12 Backfill Pressure 2.83 ft4 ft4 ft12.17 ftg = 120 lb/ft³ gEFP = 50 lb/ft³ -200 psf 4 ft33.33 lb/in4 ft1.33 ft-141.67 psf 16.72 lb/in 0.94 ftEquivalent Fluid Pressure sh H gfluid 4 ft 50 lb ft³ / 200 psf = = = Lateral Earth Pressure sh H gfluid 2.83 ft 50 lb ft³ / 141.7 psf = = = Lateral Earth Pressure (stem only) QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 3 of 5 Monday 03/26/18 4:15 PM 3-27 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid12 Passive Pressure 4 ftg = 120 lb/ft³ gEFP = 450 lb/ft³ 1800 psf 4 ft300 lb/in 1.33 ftEquivalent Fluid Pressure sh H gfluid 4 ft 450 lb ft³ / 1800 psf = = = Lateral Earth Pressure Wall/Soil Weights 72.92 lb/in 187.5 lb/in 56.67 lb/in56.67 lb/in QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 4 of 5 Monday 03/26/18 4:15 PM 3-28 Danielle S. Anderson JVA, INCORPORATED 18931 SOLAR VAIL - Grid12 Bearing Pressure 4572 psf4382 psf 1865 lb/in 2.48 ft e = 0.21 in 932.7 lb/in F m R 0.50 1865 lb in / 932.7 lb in / = = = Friction Bearing Pressure Calculation Contributing Forces Vert Force ...offset Horz Force ...offset OT Moment Backfill Pressure -0 lb/in - 0 lb/in - -0 in·lb/ft Axial Dead Load -733.33 lb/in 2.5 ft 0 lb/in - -264000 in·lb/ft Axial Live Load -758.33 lb/in 2.5 ft 0 lb/in - -273000 in·lb/ft Footing Weight -72.92 lb/in 2.5 ft 0 lb/in - -26250 in·lb/ft Stem Weight -187.5 lb/in 2.5 ft 0 lb/in - -67500 in·lb/ft Backfill Weight -56.67 lb/in 4 ft 0 lb/in - -32640 in·lb/ft Soil over toe Weight -56.67 lb/in 1 ft 0 lb/in - -8160 in·lb/ft Stem Base Shear -0 lb/in - -16.58 lb/in 1.17 ft 2786 in·lb/ft Stem Base Moment 0 lb/in - 0 lb/in - 1966 in·lb/ft -1865.42 lb/in -666797.86 in·lb/ft 666797.86 in·lbft / - 1865.42 lb in / - 2.48 ft = QuickRWall 5.0 (iesweb.com) Z:\18931 Solar Vail\C...\18931 Concrete Wall Foundations.rwd Page 5 of 5 Monday 03/26/18 4:15 PM 3-29 3-30 3-31 3-32 JVA JOB NO. 18931 SECTION 4 - COMPOSITE FLOOR FRAMING General Criteria RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC BUILDING CODE FOR LIVE LOAD REDUCTION: IBC Live Load Reduction Method: General ROOF LOADS: Consider Snow Loads, Ignore Roof Live Loads DETERMINING NUMBER OF STORIES FOR LIVE LOAD REDUCTION: Include Roof Levels: No Include Unreducible Levels: Yes Include Storage Levels: Yes SELF-WEIGHT: Automatically calculate and include Self-Weight for Member Dead Loads: Beams: Yes Columns: Yes Walls: Yes Slabs / Decks: Yes Automatically calculate and include Self-Weight for Story Masses: Beams: Yes Columns: Yes Include half mass of columns above and below Walls: Yes Include half mass of walls above and below Slabs / Decks: Yes 4-1 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Layout Types: Typical Layout Roof Level 3 Level 4 Level 2 Level 1 Parking Tables Selected: Deck Table: ramdecks Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc Column Steel Table: ramaisc Reinforcement Table: RAMASTM Pan Form Table: RamCECO Story Data: Level Story Label Layout Type Height (ft) 6 Roof Level Roof 9.000 5 Level 4 Level 4 9.000 4 Level 3 Level 3 9.000 3 Level 2 Level 2 9.000 2 Level 1 Level 1 13.500 1 Parking Parking 3.000 Composite Deck Properties: ID Label Deck Type 1 6 in Comp 1.5VL 20 ga Deck VULCRAFT 1.5VL 2 5 in Comp 1.5VL 20 ga Deck VULCRAFT 1.5VL 3 4 in Comp 1.5VL 20 ga Deck VULCRAFT 1.5VL 4 6 in Comp 1.5VL 18 ga Deck VULCRAFT 1.5VL 5 5 in Comp 1.5VL 18 ga Deck VULCRAFT 1.5VL 6 4 in Comp 1.5VL 18 ga Deck VULCRAFT 1.5VL 7 6 in Comp 2.0VL 20 ga Deck VULCRAFT 2.0VL 8 5 in Comp 2.0VL 20 ga Deck VULCRAFT 2.0VL 9 6 in Comp 2.0VL 18 ga Deck VULCRAFT 2.0VL 4-2 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC 10 5 in Comp 2.0VL 18 ga Deck VULCRAFT 2.0VL 11 6.5 in Comp 2.0VL 20 ga Deck VULCRAFT 2.0VL ID Thick Unit Wt f'c Stud Diam Shored in pcf ksi in in 1 4.50 145.00 3.50 5.00 0.75 No 2 3.50 145.00 3.50 4.00 0.75 No 3 2.50 145.00 3.50 3.00 0.75 No 4 4.50 145.00 3.50 5.00 0.75 No 5 3.50 145.00 3.50 4.00 0.75 No 6 2.50 145.00 3.50 3.00 0.75 No 7 4.00 145.00 3.50 5.00 0.75 No 8 3.00 145.00 3.50 4.00 0.75 No 9 4.00 145.00 3.50 5.00 0.75 No 10 3.00 145.00 3.50 4.00 0.75 No 11 4.50 145.00 3.50 5.00 0.75 No ID Hr Rib Space Wr AcRib YBar Self-Weight in in in in in psf 1 1.50 6.00 2.125 6.375 0.794 2.14 2 1.50 6.00 2.125 6.375 0.794 2.14 3 1.50 6.00 2.125 6.375 0.794 2.14 4 1.50 6.00 2.125 6.375 0.794 2.82 5 1.50 6.00 2.125 6.375 0.794 2.82 6 1.50 6.00 2.125 6.375 0.794 2.82 7 2.00 12.00 6.000 12.000 1.056 1.97 8 2.00 12.00 6.000 12.000 1.056 1.97 9 2.00 12.00 6.000 12.000 1.056 2.61 10 2.00 12.00 6.000 12.000 1.056 2.61 11 2.00 12.00 6.000 12.000 1.056 1.97 Composite Deck Diaphragm Properties: ID Effect Thick Poisson's Elastic Mod in ksi 1 4.5000 0.20 3372.00 2 3.5000 0.20 3372.00 3 2.5000 0.20 3372.00 4 4.5000 0.20 3372.00 5 3.5000 0.20 3372.00 6 2.5000 0.20 3372.00 7 4.0000 0.20 3372.00 8 3.0000 0.20 3372.00 9 4.0000 0.20 3372.00 10 3.0000 0.20 3372.00 11 4.0000 0.20 3372.00 Page 2/124 4-3 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC ID f11 f22 f12 m11 m22 m12 1 --- --- --- --- --- --- 2 --- --- --- --- --- --- 3 --- --- --- --- --- --- 4 --- --- --- --- --- --- 5 --- --- --- --- --- --- 6 --- --- --- --- --- --- 7 --- --- --- --- --- --- 8 --- --- --- --- --- --- 9 --- --- --- --- --- --- 10 --- --- --- --- --- --- 11 --- --- --- --- --- --- Noncomposite Deck Properties: ID Label Unit Wt Effect Thick Poisson's Elastic Mod psf in ksi 1 1.5B 20ga RF Joist 8.78 0.0358 0.30 29000.00 2 1.5B 20ga RF 1.78 0.0358 0.30 29000.00 3 1.5B 18ga RF Joist 9.82 0.0474 0.30 29000.00 4 1.5B 18ga RF 2.82 0.0474 0.30 29000.00 5 3.0N 20ga RF Joist 9.71 0.0358 0.30 29000.00 6 3.0N 20ga RF 2.71 0.0358 0.30 29000.00 7 3.0N 18ga RF Joist 10.56 0.0474 0.30 29000.00 8 3.0N 18ga RF 3.56 0.0474 0.30 29000.00 9 DECK 3/4" PLY + GYP 0.00 0.7500 0.25 1.90 ID Angle f11 f22 f12 m11 m22 m12 1 --- --- --- --- --- --- --- 2 --- --- --- --- --- --- --- 3 --- --- --- --- --- --- --- 4 --- --- --- --- --- --- --- 5 --- --- --- --- --- --- --- 6 --- --- --- --- --- --- --- 7 --- --- --- --- --- --- --- 8 --- --- --- --- --- --- --- 9 --- --- --- --- --- --- --- Concrete Floor Properties: ID Label Effect Thick f'c Unit Wt UW-Self Poisson's Bending Fac Diaph Fac in ksi pcf pcf 1 12" slab 12.00 4.00 145.00 150.00 0.20 1.00 1.00 2 10" slab 10.00 4.00 145.00 150.00 0.20 1.00 1.00 3 8" slab 8.00 4.00 145.00 150.00 0.20 1.00 1.00 ID Angle f11 f22 f12 m11 m22 m12 Page 3/124 4-4 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC 1 --- --- --- --- --- --- --- 2 --- --- --- --- --- --- --- 3 --- --- --- --- --- --- --- Load Properties: Surface: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL psf psf psf Type psf psf psf Residential 30.0 0.0 40.0 Unred. 0.0 20.0 15.0 Classroom 10.0 0.0 40.0 Red. 0.0 20.0 10.0 Office 10.0 0.0 50.0 Red. 15.0 20.0 10.0 Public Spaces 10.0 0.0 100.0 Unred. 0.0 20.0 10.0 1st Floor Corridor 10.0 0.0 100.0 Unred. 0.0 20.0 10.0 Corridors 30.0 0.0 100.0 Unred. 0.0 20.0 15.0 Storage Areas 10.0 0.0 125.0 Unred. 0.0 20.0 10.0 Retail 1st Floor 10.0 0.0 100.0 Red. 0.0 20.0 10.0 Retail above first 10.0 0.0 75.0 Red. 0.0 20.0 10.0 Gymnasium 10.0 0.0 100.0 Unred. 0.0 20.0 10.0 Stages & Platforms 10.0 0.0 125.0 Unred. 0.0 20.0 10.0 Parking 10.0 0.0 40.0 Unred. 0.0 20.0 10.0 Classroom on Comp 20.0 10.0 40.0 Red. 0.0 20.0 20.0 Office on Comp 20.0 10.0 50.0 Red. 15.0 20.0 20.0 Public Spcs on Comp 20.0 10.0 100.0 Unred. 0.0 20.0 20.0 1st Corridor Comp 20.0 10.0 100.0 Unred. 0.0 20.0 20.0 Corridors on comp 20.0 10.0 80.0 Red. 0.0 20.0 20.0 Storage Areas comp 20.0 10.0 125.0 Unred. 0.0 20.0 20.0 Retail 1st comp 20.0 10.0 100.0 Red. 0.0 20.0 20.0 Rtl above 1st comp 20.0 10.0 75.0 Red. 0.0 20.0 20.0 Roof no pv 10.0 0.0 20.0 Roof 0.0 20.0 10.0 Roof PV 15.0 0.0 20.0 Roof 0.0 20.0 15.0 Open Office on Comp 20.0 10.0 80.0 Red. 0.0 20.0 20.0 Open Office 10.0 10.0 80.0 Red. 0.0 20.0 10.0 Typ Res on Comp 20.0 10.0 40.0 Unred. 0.0 20.0 20.0 Wood Roof 25.0 0.0 20.0 Roof 0.0 20.0 15.0 Page 4/124 4-5 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC ID DL Constr DL LL Reduct. Partition Constr LL Mass DL Electrical Rm 30.0 0.0 150.0 Unred. 0.0 20.0 15.0 Typ Office on Comp 20.0 10.0 50.0 Unred. 0.0 20.0 20.0 Ski Store on Comp 20.0 10.0 100.0 Unred. 0.0 20.0 20.0 Terrace on Comp 132.0 10.0 100.0 Unred. 0.0 20.0 132.0 Electric Rm on Comp 20.0 10.0 150.0 Unred. 0.0 20.0 20.0 Corridor on Comp 20.0 10.0 100.0 Unred. 0.0 20.0 20.0 Line: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL k/ft k/ft k/ft Type k/ft k/ft k/ft Icicle 0.000 0.000 0.100 Unred. 0.000 0.000 0.000 Point: ID DL Constr DL LL Reduct. Partition Constr LL Mass DL kips kips kips Type kips kips kips E-5 3.300 0.000 6.000 Unred. 0.000 0.000 0.000 E-8 8.000 0.000 28.500 Unred. 0.000 0.000 0.000 E-10 5.800 0.000 25.700 Unred. 0.000 0.000 0.000 E/F-12 4.600 0.000 24.500 Unred. 0.000 0.000 0.000 E/F-14 1.200 0.000 11.200 Unred. 0.000 0.000 0.000 YE-17 5.200 0.000 21.100 Unred. 0.000 0.000 0.000 HD5 0.000 0.000 3.100 Unred. 0.000 0.000 0.000 HD6 0.000 0.000 5.700 Unred. 0.000 0.000 0.000 HD7 0.000 0.000 6.800 Unred. 0.000 0.000 0.000 HD8 0.000 0.000 9.600 Unred. 0.000 0.000 0.000 HD9 0.000 0.000 14.500 Unred. 0.000 0.000 0.000 HD10 0.000 0.000 16.800 Unred. 0.000 0.000 0.000 Grid 14 Roof 0.000 0.000 23.200 Unred. 0.000 0.000 0.000 G-5 Conc 133.300 0.000 215.600 Unred. 0.000 0.000 0.000 K.5-5 Conc 90.400 0.000 193.300 Unred. 0.000 0.000 0.000 E.5-10 Conc 39.600 0.000 95.200 Unred. 0.000 0.000 0.000 K.5-10 Conc 62.700 0.000 119.300 Unred. 0.000 0.000 0.000 YJ-16 Conc 67.100 0.000 115.800 Unred. 0.000 0.000 0.000 YJ-18 Conc 18.200 0.000 20.000 Unred. 0.000 0.000 0.000 YE-18 Conc 136.700 0.000 209.700 Unred. 0.000 0.000 0.000 Snow: ID Type Magnitude 1 Magnitude 2 Magnitude 3 psf psf psf 100 psf snow Constant 100.00 --- --- Page 5/124 4-6 Echo of Input Data RAM Structural System 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC ID Type Magnitude 1 Magnitude 2 Magnitude 3 200 psf snow Constant 200.00 --- --- 255 psf snow Constant 255.00 --- --- 203 psf snow Constant 203.00 --- --- 306 psf snow Constant 306.00 --- --- COLUMN SECTION PROPERTIES: Concrete: # Label ShapeDepth/Diam Width Cracked Factor in in Axial Flex Tors 1 14x24 Rect 24.00 14.00 1.00 0.70 1.00 2 16" Ø Round 16.00 ---- 1.00 0.70 1.00 Grid Systems: System Label Type X Offset Y Offset Rotation ft ft Ortho Grid System From DXF # 1 Orthogonal 0.000 0.000 0.00 Ortho Grid System From DXF # 2 Orthogonal 0.000 0.000 106.27 Ortho Grid System From DXF # 3 Orthogonal 0.000 0.000 16.27 Grids: System: Ortho Grid System From DXF # 1 X Grids Label X Min Y Max Y ft ft ft 1 -115.4939 ---- ---- 1.5 -109.9868 ---- ---- 2 -106.4870 ---- ---- 3 -102.4934 ---- ---- 4 -100.4935 ---- ---- 5 -82.4930 ---- ---- 6 -76.1328 ---- ---- 7 -72.0560 ---- ---- 8 -70.5078 ---- ---- 8.2 -69.8263 ---- ---- 9 -66.5143 ---- ---- 10 -53.8679 ---- ---- 10.2 -53.7430 ---- ---- 11 -40.1537 ---- ---- 12 -37.9096 ---- ---- 12.2 -36.6539 ---- ---- 13 -30.3887 ---- ---- 14 -21.8263 ---- ---- Page 6/124 4-7 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Roof1 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL4-8 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSurface LoadsLabel DLCDL LL Reduction PLLCLLMass DL psf psf psf Type psf psf psfWood Roof 25.0 0.0 20.0 Roof 0.0 20.0 15.0Page 2/24-9 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Roof1 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL4-10 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSnow LoadsLabel Type Magnitude 1Magnitude 2Magnitude 3 psf psf psf100 psf snow Constant 100.000 --- ---203 psf snow Constant 203.000 --- ---255 psf snow Constant 255.000 --- ---203 psf snow Constant 203.000 --- ---255 psf snow Constant 255.000 --- ---Page 2/24-11 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 41 1.5 2 3 4 567 8.291010.2111212.2 1314ABC DEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYLL1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1 L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1 L1 L1 L1 L1L1 L1L1 L1 L1 L1L1L1L1L1L1 L1 L1L1L1L1 L1 L1L1L1 L1 L1 L1 L1L1L1L1L1 L1 L1 L1L1L1 L1L1L1 L1 L1L1 L1L1 L1L1 L1L1L1L1L1L1L1L1L1L1L1L1 L1 L1L1L1L1L1 L1 L1 L1 L1L1 L1 L1L1 L1 L1L1L1L1L1 L1 L1 L1 L1 L1 L1L1L1 L1 L1 L1 L1L1 L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1 L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L1L14-12 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSurface LoadsLabel DLCDL LL Reduction PLLCLLMass DL psf psf psf Type psf psf psfResidential 30.0 0.0 40.0Unreducible 0.0 20.0 15.0Corridors 30.0 0.0100.0 Unreducible 0.0 20.0 15.0Wood Roof 25.0 0.0 20.0 Roof 0.0 20.0 15.0Electrical Rm 30.0 0.0150.0 Unreducible 0.0 20.0 15.0Line LoadsLabel DLCDL LL Reduction PLLCLLMass DL k/ft k/ft k/ftType k/ft k/ft k/ftL1 Icicle 0.0000.0000.100 Unreducible 0.0000.000 0.000Page 2/24-13 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 41 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL4-14 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSnow LoadsLabel Type Magnitude 1Magnitude 2Magnitude 3 psf psf psf100 psf snow Constant 100.000 --- ---100 psf snow Constant 100.000 --- ---100 psf snow Constant 100.000 --- ---100 psf snow Constant 100.000 --- ---100 psf snow Constant 100.000 --- ---306 psf snow Constant 306.000 --- ---306 psf snow Constant 306.000 --- ---306 psf snow Constant 306.000 --- ---Page 2/24-15 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 31 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL4-16 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSurface LoadsLabel DLCDL LL Reduction PLLCLLMass DL psf psf psf Type psf psf psfResidential 30.0 0.0 40.0Unreducible 0.0 20.0 15.0Corridors 30.0 0.0100.0 Unreducible 0.0 20.0 15.0Electrical Rm 30.0 0.0150.0 Unreducible 0.0 20.0 15.0Page 2/24-17 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 21 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYLP134-18 Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSurface LoadsLabel DLCDL LL Reduction PLLCLLMass DL psf psf psf Type psf psf psfResidential 30.0 0.0 40.0Unreducible 0.0 20.0 15.0Corridors 30.0 0.0100.0 Unreducible 0.0 20.0 15.0Electrical Rm 30.0 0.0150.0 Unreducible 0.0 20.0 15.0Point LoadsLabel DLCDL LL Reduction PLLCLLMass DL kips kips kips Type kips kips kipsP13 Grid 14 Roof 0.0000.00023.200 Unreducible 0.0000.000 0.000Page 2/24-19 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 11 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYC YC.9 YE YEYGYHYJ YL P1 P2 P3 P4P5P6P12P12P12P12P12P12P12P12P11 P8P10P11 P11P10 P8P9P9P7P11P9 P11 P11P11P7 P7 P11P11P11 P9P9P7 P11P9P9P9P9P11P11P11P11P11 P9 P11P11P11P11 P11P11P9P11P10P10P10P10P7P7P8P8P9P11P11P11P11 P11P9P11P11 P9P11P11P11P7 P7 P7 P7 P14P15 P16P17P18P19 P204-20CLOUDED POINT LOADS AT COLUMNLOCATIONS INDICATE ADDITION LOAD DUETO REACTION FROM GIRDER BEING CONTOVER COLUMNS Floor MapRAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDSurface LoadsLabel DLCDL LL Reduction PLLCLLMass DL psf psf psf Type psf psf psfTyp Res on Comp 20.0 10.0 40.0Unreducible 0.0 20.0 20.0Electrical Rm 30.0 0.0150.0 Unreducible 0.0 20.0 15.0Typ Office on Comp 20.0 10.0 50.0Unreducible 0.0 20.0 20.0Ski Store on Comp 20.0 10.0100.0 Unreducible 0.0 20.0 20.0Terrace on Comp 132.0 10.0100.0 Unreducible 0.0 20.0 132.0Corridor on Comp 20.0 10.0100.0 Unreducible 0.0 20.0 20.0Point LoadsLabel DLCDL LL Reduction PLLCLLMass DL kips kips kips Type kips kips kipsP1 E-5 3.3000.0006.000 Unreducible 0.0000.000 0.000P2 E-8 8.0000.00028.500 Unreducible 0.0000.000 0.000P3 E-10 5.8000.00025.700 Unreducible 0.0000.000 0.000P4 E/F-12 4.6000.00024.500 Unreducible 0.0000.000 0.000P5 E/F-14 1.2000.00011.200 Unreducible 0.0000.000 0.000P6 YE-17 5.2000.00021.100 Unreducible 0.0000.000 0.000P7 HD5 0.0000.0003.100 Unreducible 0.0000.000 0.000P8 HD6 0.0000.0005.700 Unreducible 0.0000.000 0.000P9 HD7 0.0000.0006.800 Unreducible 0.0000.000 0.000P10 HD8 0.0000.0009.600 Unreducible 0.0000.000 0.000P11 HD9 0.0000.00014.500 Unreducible 0.0000.000 0.000P12 HD10 0.0000.00016.800 Unreducible 0.0000.000 0.000P14 G-5 Conc 133.3000.000215.600 Unreducible 0.0000.000 0.000P15 K.5-5 Conc 90.4000.000193.300 Unreducible 0.0000.000 0.000P16 E.5-10 Conc 39.6000.00095.200 Unreducible 0.0000.000 0.000P17 K.5-10 Conc 62.7000.000119.300 Unreducible 0.0000.000 0.000P18 YJ-16 Conc 67.1000.000115.800 Unreducible 0.0000.000 0.000P19 YJ-18 Conc 18.2000.00020.000 Unreducible 0.0000.000 0.000P20 YE-18 Conc 136.7000.000209.700 Unreducible 0.0000.000 0.000Page 2/24-21 Beam Design Criteria RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD TABLES SELECTED: Master Steel Table: ramaisc Default Steel Table: ramaisc Alternate Steel Table: ramaisc UNBRACED LENGTH: Check Unbraced Length Do Not Consider Point of Inflection as Brace Point Noncomposite/Precomposite Beam Design: Deck Perpendicular to Beam Braces flange Deck Parallel to Beam does not Brace flange Use Cb=1 for all Simple Span Beams Use Cb=1 for all Cantilevers SPAN/DEPTH CRITERIA: Maximum Span/Depth Ratio (ft/ft): 24.00 COMPOSITE IEFF: Reduce Ieff per AISC 360 Commentary DEFLECTION CRITERIA: Cambered Beams Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 1.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 1.0 Non Cambered Beams Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.5 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 4-22 Beam Design Criteria RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Noncomposite Dead Load: 0.0 0.5 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Perimeter no camber Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.5 Post Composite Live Load: 360.0 0.4 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.5 Live Load: 360.0 0.4 Total Load: 240.0 0.0 Peri Brick no camber Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.5 Post Composite Live Load: 360.0 0.4 Total Superimposed: 600.0 0.3 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.5 Live Load: 600.0 0.3 Total Load: 0.0 0.0 Cambered Girders Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 1.0 Shored Dead Load: 0.0 0.0 Page 2/4 4-23 Beam Design Criteria RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 1.0 Non Cambered Girder Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.5 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.5 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Bar Joists Criteria L/d delta (in) Unshored Initial (Construction Load): 0.0 0.0 Post Composite Live Load: 360.0 0.0 Total Superimposed: 240.0 0.0 Total (Init+Superimp-Camber): 0.0 0.0 Shored Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Noncomposite Dead Load: 0.0 0.0 Live Load: 360.0 0.0 Total Load: 240.0 0.0 Note: 0.0 indicates No Limit CAMBER CRITERIA FOR COMPOSITE BEAMS: Do not Camber CAMBER CRITERIA FOR NONCOMPOSITE BEAMS: Do not Camber Page 3/4 4-24 Beam Design Criteria RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD STUD CRITERIA: Stud Distribution: Use Optimum Maximum % of Full Composite Allowed: 100.00 Minimum % of Full Composite Allowed: 25.00 Maximum Rows of Studs Allowed: 3 Minimum Flange Width for 2 Rows of Studs (in): 6.000 Minimum Flange Width for 3 Rows of Studs (in): 10.500 Maximum Stud Spacing: Per Code WEB OPENING CRITERIA: Stiffener Fy (ksi): 36.000 Stiffener Dimensions Minimum Width (in): 1.000 Minimum Thickness (in): 0.250 Increment of Width (in): 0.250 Increment of Thickness (in): 0.125 Increment of Length (in): 1.000 Allow Stiffeners on One Side of web Allow Stiffeners on Two Sides of web Page 4/4 4-25 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 1 Beam Numbers1 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDE YE G J KLMN PQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL7172276 275 926 927 928 929 930 931341 342882 857 881 865 862 868 856 871 851 874 273 274877 332 847 864 858 880 866 846 860 869 855 872 844852 875878 900942 943895 892 890 891 884 885894 893 889 888 886 887945 944848 883 859 863849 867861 850 870 854873853 845876904879339 338 337833 836 781 807 334335936 364809808 837 834 915937905906 810 838 93 8 835 916367 344 789 80 2780 5455805 788799 53 917939 934811832345 346 800 787 918940 93 5 52 774 812831356 782 797 919941357 801813822796 786 914 920814365366823783 779 358 79 8794 815824795 776775347 785 348816825932 764 784 790 840946947817 948826 792 933 952 349 949 950 77 7 818951 827771 360 350 793819828773 354 353820829770 355922925 768821830 282 269 923765 28 1 363 271 901 772 27076939902272351 352 4-26SEE CALCULATION FOR CONTINUOUSSTEEL GIRDERS AT THESE LOCATIONS Beam Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 89 16.08 17.2 0.0 31.2 50.0 W10X12 90 15.96 16.9 0.0 31.2 50.0 W10X12 91 16.08 17.2 0.0 31.2 50.0 W10X12 92 15.96 17.0 0.0 31.2 50.0 W10X12 Floor Type: Level 2 Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 747 22.17 204.9 0.0 366.8 50.0 W10X112u 766 12.54 44.0 0.0 96.8 50.0 W10X33 769 2.00 0.0 -52.9 18.00 210.5 -52.9 281.9 50.0 W10X88# u 770 18.35 250.1 0.0 324.4 50.0 W10X100 771 18.35 326.2 0.0 366.8 50.0 W10X112# u 772 10.68 108.8 0.0 116.8 50.0 W10X39 773 8.19 58.0 0.0 67.9 50.0 W8X28 782 1.67 0.0 -59.3 10.33 72.0 -59.3 96.8 50.0 W10X33 783 1.67 0.0 -52.5 10.33 78.1 -52.5 96.8 50.0 W10X33 784 1.67 0.0 -23.8 10.33 44.8 -23.8 57.6 50.0 W8X24 785 1.67 0.0 -58.7 18.00 242.2 -58.7 366.8 50.0 W10X112# u 786 16.08 68.3 0.0 133.3 50.0 W10X49u 787 14.41 133.9 0.0 166.2 50.0 W10X54u 788 14.40 116.5 0.0 166.2 50.0 W10X54u Floor Type: Level 1 Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi 764 12.00 146.0 0.0 149.5 50.0 W18X35 765 17.12 200.8 -14.0 212.0 50.0 W14X38u 14 1.54 0.0 -14.0 768 17.12 27.0 -33.7 138.1 50.0 W14X22u 14 1.54 0.0 -33.7 769 17.12 115.6 0.0 130.7 50.0 W14X22u 14 770 28.00 596.7 0.0 817.8 50.0 W27X84u 40 771 28.00 735.5 0.0 809.7 50.0 W27X84u 38 772 11.69 38.2 0.0 82.8 50.0 W14X22u 4-27 Beam Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs 773 28.00 203.1 0.0 310.2 50.0 W18X40u 24 774 25.17 1436.8 0.0 1439.1 50.0 W30X116u 82 775 25.27 1237.9 0.0 1263.2 50.0 W30X116u 40 776 16.46 231.2 -60.8 311.5 50.0 W18X40u 28 1.54 0.0 -60.8 777 16.46 204.3 -42.9 303.1 50.0 W18X40u 28 1.54 0.0 -42.9 779 27.77 1545.0 0.0 1582.9 50.0 W30X148u 40 780 28.00 1594.0 0.0 1708.1 50.0 W30X148u 56 781 15.95 205.2 0.0 357.4 50.0 W21X44u 24 782 28.67 701.6 0.0 1075.4 50.0 W27X114u 38 783 28.67 919.2 0.0 932.9 50.0 W27X94u 44 784 28.67 886.5 0.0 1075.8 50.0 W27X114u 38 785 17.67 243.8 0.0 316.6 50.0 W18X40u 30 786 19.67 317.6 0.0 424.8 50.0 W21X50u 32 787 17.67 217.5 0.0 316.6 50.0 W18X40u 30 788 23.96 538.2 0.0 779.6 50.0 W27X84u 28 789 17.47 240.5 0.0 377.1 50.0 W21X44u 30 790 17.67 60.3 0.0 172.0 50.0 W16X26u 12 792 28.67 179.6 0.0 309.5 50.0 W18X40u 24 793 16.46 24.3 0.0 130.7 50.0 W14X22u 10 794 19.67 50.6 0.0 130.9 50.0 W14X22 10 795 28.67 264.2 0.0 369.2 50.0 W21X44u 24 796 28.67 229.1 0.0 368.8 50.0 W21X44u 24 797 19.67 41.0 0.0 130.9 50.0 W14X22u 10 798 16.46 41.7 0.0 130.7 50.0 W14X22u 10 799 17.67 28.0 0.0 138.2 50.0 W14X22u 12 800 28.67 323.3 0.0 796.1 50.0 W27X84u 32 801 16.46 35.2 0.0 130.7 50.0 W14X22u 10 802 24.96 259.3 0.0 799.7 50.0 W27X84u 32 805 4.33 3.6 -0.7 20.1 50.0 W8X10 807 11.36 9.6 0.0 129.3 50.0 W14X22u 11 808 20.29 41.7 0.0 138.4 50.0 W14X22u 14 809 22.83 172.8 0.0 180.4 50.0 W16X26u 16 810 24.96 418.7 0.0 499.9 50.0 W24X55u 36 811 5.41 5.5 0.0 18.4 50.0 W8X10 812 5.41 5.5 0.0 18.4 50.0 W8X10 813 6.43 7.8 0.0 16.9 50.0 W8X10 814 6.43 7.8 0.0 16.9 50.0 W8X10 815 7.98 12.0 0.0 14.5 50.0 W8X10 816 7.98 12.0 0.0 14.5 50.0 W8X10 817 5.41 5.5 0.0 18.4 50.0 W8X10 818 5.41 5.5 0.0 18.4 50.0 W8X10 819 6.37 7.6 0.0 17.0 50.0 W8X10 820 6.37 7.6 0.0 17.0 50.0 W8X10 Page 2/5 4-28 Beam Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs 821 5.52 5.7 0.0 18.3 50.0 W8X10 822 6.43 7.7 0.0 16.9 50.0 W8X10 823 6.43 7.6 0.0 16.9 50.0 W8X10 824 7.98 11.8 0.0 14.5 50.0 W8X10 825 7.98 11.8 0.0 14.5 50.0 W8X10 826 5.41 5.4 0.0 18.4 50.0 W8X10 827 5.41 5.4 0.0 18.4 50.0 W8X10 828 6.37 7.5 0.0 17.0 50.0 W8X10 829 6.37 7.5 0.0 17.0 50.0 W8X10 830 5.52 5.6 0.0 18.3 50.0 W8X10 831 5.41 5.5 0.0 18.4 50.0 W8X10 832 5.41 12.3 0.0 18.4 50.0 W8X10 833 6.77 9.5 0.0 21.9 50.0 W8X10 834 7.60 12.3 0.0 21.9 50.0 W8X10 835 5.56 48.3 0.0 110.3 50.0 W16X26u 836 5.13 5.3 0.0 21.9 50.0 W8X10 837 7.60 12.0 0.0 21.9 50.0 W8X10 838 5.56 18.7 0.0 21.9 50.0 W8X10 840 16.46 30.6 -55.1 250.2 50.0 W18X35u 18 1.54 0.0 -55.1 844 21.50 1271.9 0.0 1318.8 50.0 W30X132u 30 845 19.50 706.5 0.0 904.0 50.0 W30X90u 24 846 25.81 1432.0 0.0 1515.9 50.0 W30X148u 42 847 28.69 1539.7 0.0 1551.2 50.0 W30X148u 42 848 18.50 967.6 0.0 1046.0 50.0 W30X108u 20 849 15.81 654.3 0.0 868.6 50.0 W30X90u 22 850 22.19 989.3 0.0 1082.1 50.0 W30X108u 24 851 2.00 0.0 -77.0 18.00 36.2 -77.0 195.6 50.0 W18X40u 852 28.75 442.6 0.0 493.0 50.0 W24X55u 28 853 15.83 26.9 0.0 130.6 50.0 W14X22u 10 854 15.83 25.3 0.0 130.6 50.0 W14X22u 10 855 28.75 354.6 0.0 492.3 50.0 W24X55u 28 856 2.00 0.0 -59.7 18.00 28.3 -59.7 195.6 50.0 W18X40u 857 18.00 32.2 0.0 144.9 50.0 W14X22u 14 858 28.75 928.1 0.0 1071.2 50.0 W27X114u 40 859 15.83 24.9 0.0 130.6 50.0 W14X22u 10 860 28.75 690.7 0.0 817.5 50.0 W27X84u 40 861 15.83 76.7 0.0 130.6 50.0 W14X22u 10 862 2.00 0.0 -66.0 18.00 26.3 -66.0 193.7 50.0 W18X40u 863 15.83 27.9 0.0 130.6 50.0 W14X22u 10 864 28.75 80.5 0.0 384.7 50.0 W21X44u 28 865 2.00 0.0 -77.8 Page 3/5 4-29 Beam Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs 18.00 214.7 -77.8 296.5 50.0 W18X40u 22 866 28.75 296.6 0.0 414.9 50.0 W21X50u 52 867 15.83 27.5 0.0 130.6 50.0 W14X22u 10 868 2.00 0.0 -86.1 18.00 224.8 -86.0 296.5 50.0 W18X40u 22 869 28.75 665.4 0.0 956.5 50.0 W27X94u 48 870 15.83 76.4 0.0 130.6 50.0 W14X22u 10 871 2.00 0.0 -94.2 18.00 261.7 -94.2 296.5 50.0 W18X40u 22 872 28.75 784.4 0.0 1086.2 50.0 W27X114u 52 873 15.83 29.0 0.0 130.6 50.0 W14X22u 10 874 2.00 0.0 -63.3 18.00 333.7 -63.3 379.7 50.0 W18X55u 22 875 28.75 886.4 0.0 1103.7 50.0 W27X114u 56 876 15.83 21.1 0.0 130.6 50.0 W14X22u 10 877 18.00 171.4 0.0 206.6 50.0 W16X31u 14 878 28.75 450.2 0.0 628.6 50.0 W24X68u 38 879 15.83 23.5 0.0 130.6 50.0 W14X22u 10 880 28.75 94.3 0.0 393.8 50.0 W21X44u 28 881 18.00 36.1 0.0 144.9 50.0 W14X22u 14 882 18.00 29.9 0.0 144.9 50.0 W14X22u 14 883 15.83 23.1 0.0 130.6 50.0 W14X22u 10 884 7.96 11.0 0.0 14.6 50.0 W8X10 885 5.54 0.0 0.0 21.9 50.0 W8X10 886 7.96 36.6 0.0 40.0 50.0 W12X19u 887 5.54 17.7 0.0 18.2 50.0 W8X10 888 8.00 37.0 0.0 39.8 50.0 W12X19 889 7.96 36.6 0.0 40.0 50.0 W12X19 890 7.96 11.8 0.0 14.6 50.0 W8X10 891 8.00 11.9 0.0 14.5 50.0 W8X10 892 6.11 6.9 0.0 17.4 50.0 W8X10 893 6.11 21.6 0.0 23.6 50.0 W10X12 894 6.11 24.2 0.0 31.6 50.0 W12X14 895 6.11 13.7 0.0 17.4 50.0 W8X10 900 5.63 1.6 0.0 18.1 50.0 W8X10 901 5.52 10.9 0.0 18.3 50.0 W8X10 902 8.04 8.0 0.0 14.4 50.0 W8X10 904 15.83 135.9 0.0 608.8 50.0 W27X84u 905 7.60 52.4 0.0 134.7 50.0 W16X31 906 18.73 28.2 0.0 130.8 50.0 W14X22u 10 914 16.46 191.4 0.0 195.6 50.0 W18X40u 915 13.50 82.1 0.0 110.3 50.0 W16X26u 916 13.31 49.9 0.0 110.3 50.0 W16X26u 917 11.59 44.9 0.0 82.8 50.0 W14X22u 918 8.00 33.1 0.0 82.8 50.0 W14X22u Page 4/5 4-30 Beam Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Length +Ma -Ma Mn/W Fy Beam Size Studs 919 6.19 28.4 0.0 82.8 50.0 W14X22u 920 4.38 11.1 0.0 82.8 50.0 W14X22u 922 26.31 692.6 0.0 855.8 50.0 W27X114u 923 6.37 11.4 0.0 46.8 50.0 W12X19u 925 6.37 32.9 0.0 46.8 50.0 W12X19u 926 5.81 17.0 0.0 72.6 50.0 W14X22u 927 5.63 22.0 0.0 73.5 50.0 W14X22u 928 6.11 36.0 0.0 71.2 50.0 W14X22u 929 6.11 36.0 0.0 71.2 50.0 W14X22u 930 7.96 48.1 0.0 62.4 50.0 W14X22 931 8.00 40.5 0.0 62.3 50.0 W14X22u 932 7.99 49.4 0.0 86.2 50.0 W16X26u 933 7.97 37.9 0.0 86.3 50.0 W16X26u 934 9.74 223.9 0.0 608.8 50.0 W27X84u 935 1.00 0.9 0.0 21.9 50.0 W8X10 936 7.52 28.9 0.0 31.9 50.0 W12X16 937 7.00 13.6 0.0 16.9 50.0 W8X10 938 2.06 1.0 0.0 21.9 50.0 W8X10 939 5.38 20.3 0.0 21.9 50.0 W8X10 940 6.46 24.8 0.0 31.2 50.0 W10X12 941 6.46 24.8 0.0 31.2 50.0 W10X12 942 5.17 0.3 0.0 51.9 50.0 W12X19u 943 5.17 0.3 0.0 52.0 50.0 W12X19u 944 5.17 0.3 0.0 52.0 50.0 W12X19u 945 5.17 0.3 0.0 51.9 50.0 W12X19u 946 6.41 15.0 0.0 74.6 50.0 W14X22u 947 6.41 21.5 0.0 74.6 50.0 W14X22u 948 6.41 19.6 0.0 74.6 50.0 W14X22u 949 4.42 16.4 0.0 17.3 36.0 C8X11.5u 950 4.42 12.7 0.0 17.3 36.0 C8X11.5u 951 4.42 13.2 0.0 17.3 36.0 C8X11.5u 952 4.42 6.0 0.0 17.3 36.0 C8X11.5u * after Size denotes beam failed stress/capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Page 5/5 4-31 Beam Deflection Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD STEEL BEAM DEFLECTION SUMMARY: Floor Type: Roof Noncomposite Bm # Beam Size Dead Live NetTotal Camber in in in in 89 W10X12 0.112 0.402 0.514 90 W10X12 0.109 0.389 0.498 91 W10X12 0.112 0.402 0.514 92 W10X12 0.109 0.390 0.498 Floor Type: Level 2 Noncomposite Bm # Beam Size Dead Live NetTotal Camber in in in in 747 W10X112 0.360 0.504 0.864 766 W10X33 0.113 0.145 0.258 769 0.061 0.199 0.261 W10X88 0.204 0.574 0.778 770 W10X100 0.304 0.527 0.832 771 W10X112 0.317 0.628 0.945 772 W10X39 0.119 0.249 0.369 773 W8X28 0.073 0.173 0.246 782 0.011 0.096 0.091 W10X33 0.072 0.168 0.240 783 0.014 0.086 0.100 W10X33 0.074 0.183 0.256 784 0.019 0.109 0.128 W8X24 0.079 0.228 0.307 785 0.065 0.118 0.183 W10X112 0.253 0.411 0.664 786 W10X49 0.143 0.261 0.404 787 W10X54 0.157 0.338 0.495 788 W10X54 0.196 0.284 0.480 Floor Type: Level 1 Composite / Unshored Bm # Beam Size Initial PostLive PostTotal NetTotal Camber in in in in in 765 W14X38 0.087 0.324 0.523 0.610 0.025 0.092 0.145 0.170 768 W14X22 0.170 0.060 0.068 0.201 0.048 0.036 0.044 0.052 4-32 SEE SECTION 5 FOR STEEL BEAM CALCULATIONS AT LEVELS ABOVE FIRST FLOOR Beam Deflection Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Beam Size Initial PostLive PostTotal NetTotal Camber 769 W14X22 0.188 0.272 0.344 0.531 770 W27X84 0.092 0.447 0.655 0.747 771 W27X84 0.092 0.620 0.837 0.930 773 W18X40 0.426 0.384 0.593 1.019 774 W30X116 0.140 0.391 0.544 0.683 775 W30X116 0.130 0.346 0.516 0.646 776 W18X40 0.055 0.193 0.318 0.373 0.016 0.056 0.091 0.107 777 W18X40 0.051 0.168 0.279 0.331 0.015 0.049 0.079 0.095 779 W30X148 0.146 0.422 0.623 0.769 780 W30X148 0.156 0.448 0.653 0.809 781 W21X44 0.094 0.113 0.157 0.251 782 W27X114 0.075 0.419 0.569 0.644 783 W27X94 0.107 0.686 0.960 1.067 784 W27X114 0.083 0.572 0.794 0.877 785 W18X40 0.070 0.224 0.375 0.445 786 W21X50 0.073 0.237 0.410 0.482 787 W18X40 0.062 0.195 0.334 0.396 788 W27X84 0.042 0.360 0.481 0.523 789 W21X44 0.037 0.171 0.288 0.324 790 W16X26 0.127 0.081 0.127 0.254 792 W18X40 0.402 0.363 0.558 0.961 793 W14X22 0.128 0.030 0.037 0.165 794 W14X22 0.378 0.087 0.109 0.487 795 W21X44 0.422 0.397 0.610 1.032 796 W21X44 0.345 0.378 0.552 0.897 797 W14X22 0.307 0.070 0.088 0.395 798 W14X22 0.150 0.088 0.097 0.248 799 W14X22 0.169 0.037 0.046 0.215 800 W27X84 0.109 0.248 0.340 0.449 801 W14X22 0.128 0.074 0.082 0.209 802 W27X84 0.053 0.170 0.213 0.265 807 W14X22 0.024 0.006 0.008 0.032 808 W14X22 0.332 0.071 0.089 0.420 809 W16X26 0.406 0.433 0.648 1.054 810 W24X55 0.125 0.447 0.619 0.743 840 W18X35 0.071 0.042 0.046 0.086 0.021 0.029 0.034 0.022 844 W30X132 0.057 0.308 0.417 0.474 845 W30X90 0.063 0.211 0.294 0.357 846 W30X148 0.110 0.460 0.656 0.766 847 W30X148 0.167 0.525 0.752 0.919 848 W30X108 0.042 0.189 0.272 0.314 849 W30X90 0.027 0.116 0.165 0.192 Page 2/5 4-33 Beam Deflection Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Beam Size Initial PostLive PostTotal NetTotal Camber 850 W30X108 0.085 0.306 0.434 0.519 852 W24X55 0.272 0.528 0.754 1.026 853 W14X22 0.131 0.031 0.039 0.169 854 W14X22 0.123 0.029 0.036 0.159 855 W24X55 0.213 0.449 0.626 0.839 857 W14X22 0.188 0.048 0.058 0.246 858 W27X114 0.072 0.475 0.688 0.760 859 W14X22 0.113 0.033 0.040 0.152 860 W27X84 0.099 0.483 0.715 0.814 861 W14X22 0.115 0.151 0.234 0.350 863 W14X22 0.126 0.037 0.045 0.171 864 W21X44 0.288 0.093 0.111 0.400 865 0.024 0.080 0.121 0.145 W18X40 0.068 0.230 0.366 0.434 866 W21X50 0.288 0.542 0.651 0.938 867 W14X22 0.124 0.037 0.044 0.168 868 0.022 0.080 0.131 0.153 W18X40 0.064 0.230 0.388 0.452 869 W27X94 0.091 0.500 0.653 0.743 870 W14X22 0.118 0.148 0.232 0.350 871 0.026 0.095 0.152 0.178 W18X40 0.076 0.274 0.451 0.527 872 W27X114 0.088 0.496 0.658 0.745 873 W14X22 0.141 0.033 0.042 0.182 874 0.021 0.113 0.157 0.179 W18X55 0.061 0.321 0.453 0.514 875 W27X114 0.098 0.566 0.730 0.827 876 W14X22 0.103 0.024 0.030 0.133 877 W16X31 0.122 0.316 0.429 0.551 878 W24X68 0.176 0.501 0.693 0.868 879 W14X22 0.114 0.027 0.034 0.148 880 W21X44 0.337 0.103 0.123 0.460 881 W14X22 0.210 0.054 0.065 0.276 882 W14X22 0.175 0.045 0.054 0.229 883 W14X22 0.105 0.031 0.037 0.141 906 W14X22 0.192 0.044 0.055 0.247 Noncomposite Bm # Beam Size Dead Live NetTotal Camber in in in in 764 W18X35 0.062 0.143 0.205 772 W14X22 0.058 0.091 0.149 805 W8X10 0.006 0.008 0.014 811 W8X10 0.014 0.018 0.032 812 W8X10 0.014 0.018 0.032 813 W8X10 0.028 0.036 0.065 Page 3/5 4-34 Beam Deflection Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Beam Size Dead Live NetTotal Camber 814 W8X10 0.028 0.036 0.065 815 W8X10 0.067 0.086 0.153 816 W8X10 0.067 0.086 0.153 817 W8X10 0.014 0.018 0.032 818 W8X10 0.014 0.018 0.032 819 W8X10 0.027 0.035 0.062 820 W8X10 0.027 0.035 0.062 821 W8X10 0.015 0.020 0.035 822 W8X10 0.028 0.036 0.064 823 W8X10 0.028 0.035 0.064 824 W8X10 0.067 0.085 0.152 825 W8X10 0.067 0.084 0.151 826 W8X10 0.014 0.018 0.032 827 W8X10 0.014 0.018 0.032 828 W8X10 0.027 0.034 0.061 829 W8X10 0.027 0.034 0.061 830 W8X10 0.015 0.019 0.034 831 W8X10 0.014 0.018 0.032 832 W8X10 0.014 0.056 0.070 833 W8X10 0.039 0.048 0.088 834 W8X10 0.063 0.080 0.143 835 W16X26 0.006 0.017 0.024 836 W8X10 0.013 0.016 0.028 837 W8X10 0.063 0.077 0.140 838 W8X10 0.023 0.085 0.108 851 0.016 0.081 0.065 W18X40 0.071 0.118 0.114 856 0.014 0.064 0.050 W18X40 0.056 0.093 0.089 862 0.012 0.072 0.060 W18X40 0.052 0.109 0.082 884 W8X10 0.056 0.084 0.140 885 W8X10 0.000 0.000 0.000 886 W12X19 0.033 0.077 0.111 887 W8X10 0.033 0.077 0.110 888 W12X19 0.034 0.079 0.113 889 W12X19 0.033 0.077 0.111 890 W8X10 0.066 0.084 0.150 891 W8X10 0.068 0.086 0.153 892 W8X10 0.023 0.029 0.052 893 W10X12 0.028 0.065 0.093 894 W12X14 0.017 0.047 0.064 895 W8X10 0.023 0.075 0.098 900 W8X10 0.010 0.000 0.010 901 W8X10 0.015 0.051 0.066 Page 4/5 4-35 Beam Deflection Summary RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44 Building Code: IBC Steel Code: AISC 360-10 ASD Bm # Beam Size Dead Live NetTotal Camber 902 W8X10 0.052 0.052 0.104 904 W27X84 0.023 0.049 0.072 905 W16X31 0.011 0.023 0.035 914 W18X40 0.160 0.274 0.434 915 W16X26 0.151 0.161 0.311 916 W16X26 0.117 0.068 0.185 917 W14X22 0.078 0.101 0.179 918 W14X22 0.018 0.042 0.060 919 W14X22 0.007 0.022 0.029 920 W14X22 0.001 0.004 0.006 922 W27X114 0.237 0.426 0.663 923 W12X19 0.008 0.014 0.022 925 W12X19 0.008 0.047 0.055 926 W14X22 0.004 0.016 0.019 927 W14X22 0.003 0.017 0.020 928 W14X22 0.004 0.032 0.036 929 W14X22 0.005 0.032 0.036 930 W14X22 0.013 0.071 0.084 931 W14X22 0.013 0.068 0.081 932 W16X26 0.009 0.049 0.058 933 W16X26 0.009 0.037 0.046 934 W27X84 0.011 0.026 0.037 935 W8X10 0.000 0.000 0.000 936 W12X16 0.020 0.077 0.096 937 W8X10 0.051 0.083 0.134 938 W8X10 0.001 0.000 0.001 939 W8X10 0.003 0.093 0.096 940 W10X12 0.005 0.092 0.097 941 W10X12 0.005 0.092 0.097 942 W12X19 0.000 0.000 0.000 943 W12X19 0.000 0.000 0.000 944 W12X19 0.000 0.000 0.000 945 W12X19 0.000 0.000 0.000 946 W14X22 0.006 0.007 0.014 947 W14X22 0.009 0.011 0.019 948 W14X22 0.008 0.009 0.018 949 C8X11.5 0.023 0.036 0.059 950 C8X11.5 0.022 0.025 0.047 951 C8X11.5 0.022 0.027 0.050 952 C8X11.5 0.013 0.010 0.022 Page 5/5 4-36 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_DD 02/21/18 13:08:40Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 11 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDEYEGJKLMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYL1 2 34 5 6 78 9 1011 124-37 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 847 Span information (ft): I-End (-82.49,-41.89) J-End (-82.49,-13.21) W1 W2 P1 P2 P3 P4 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 5.168 11.615 6.166 0.000 0.000 0.000 17.781 P2 10.333 61.531 106.657 -8.841 0.000 0.000 168.188 P3 16.333 13.796 7.329 0.000 0.000 0.000 21.125 P4 22.875 45.379 79.260 -4.231 0.000 0.000 124.639 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.148 0.000 0.000 0.000 0.000 0.148 W2 28.687 0.148 0.000 0.000 0.000 0.000 0.148 4-38 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 846 Span information (ft): I-End (-82.49,-13.21) J-End (-82.49,12.61) W1 W2 P1 P2 P3 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 5.625 55.827 103.350 -4.670 0.000 0.000 159.177 P2 11.740 19.536 20.346 -2.725 0.000 0.000 39.882 P3 17.854 66.456 115.398 -5.108 0.000 0.000 181.854 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.148 0.000 0.000 0.000 0.000 0.148 W2 25.812 0.148 0.000 0.000 0.000 0.000 0.148 4-39 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 844 Span information (ft): I-End (-82.49,12.61) J-End (-82.49,34.11) W1 W2 P1 P2 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 8.000 66.540 143.974 -3.478 0.000 0.000 210.514 P2 15.958 37.132 63.395 0.000 0.000 0.000 100.527 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.132 0.000 0.000 0.000 0.000 0.132 W2 21.499 0.132 0.000 0.000 0.000 0.000 0.132 4-40 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 848 Span information (ft): I-End (-53.74,-41.89) J-End (-53.74,-23.39) W1 W2 P1 P2 P3 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 5.168 11.090 5.878 0.000 0.000 0.000 16.968 P2 10.333 69.458 127.821 -7.207 0.000 0.000 197.279 P3 16.333 13.171 6.989 0.000 0.000 0.000 20.160 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.108 0.000 0.000 0.000 0.000 0.108 W2 18.500 0.108 0.000 0.000 0.000 0.000 0.108 4-41 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 849 Span information (ft): I-End (-53.74,-23.39) J-End (-53.74,-7.58) W1 W2 P1 P2 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 4.375 14.854 15.759 0.000 0.000 0.000 30.613 P2 10.187 59.987 106.706 0.000 0.000 0.000 166.693 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.090 0.000 0.000 0.000 0.000 0.090 W2 15.812 0.090 0.000 0.000 0.000 0.000 0.090 4-42 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 850 Span information (ft): I-End (-53.74,-7.58) J-End (-53.74,14.61) W1 W2 W3 P1 P2 P3 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 6.114 19.207 20.312 0.000 0.000 0.000 39.520 P2 12.229 28.282 44.701 0.000 0.000 0.000 72.983 P3 20.188 23.774 24.583 0.000 0.000 0.000 48.357 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 2.446 4.932 0.000 0.000 0.000 7.378 W2 12.228 2.446 4.932 0.000 0.000 0.000 7.378 2.446 4.117 0.000 0.000 0.000 6.563 W3 22.187 2.446 4.117 0.000 0.000 0.000 6.563 4-43 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 845 Span information (ft): I-End (-53.74,14.61) J-End (-53.74,34.11) W1W2 W3 W4 W5 W6 W7 W8 W9 W10 P1 P2 P3 P4 P5 P6 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 0.167 1.470 4.336 -1.134 0.000 0.000 5.806 P2 3.080 3.733 1.610 0.000 0.000 0.000 5.343 P3 6.000 24.911 48.939 0.000 0.000 0.000 73.850 P4 8.167 10.577 16.778 0.000 0.000 0.000 27.355 P5 11.867 0.005 0.074 0.000 0.000 0.000 0.079 P6 13.958 21.715 25.446 0.000 0.000 0.000 47.162 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 2.428 4.117 0.000 0.000 0.000 6.545 W2 0.167 2.428 4.117 0.000 0.000 0.000 6.545 2.010 3.033 0.000 0.000 0.000 5.043 W3 8.167 2.010 3.033 0.000 0.000 0.000 5.043 1.235 2.436 0.000 0.000 0.000 3.672 W4 8.674 1.279 2.524 0.000 0.000 0.000 3.803 W5 9.399 1.279 2.519 0.000 0.000 0.000 3.798 W6 10.633 1.280 2.512 0.000 0.000 0.000 3.791 W7 11.867 1.280 2.506 0.000 0.000 0.000 3.787 1.263 2.467 0.000 0.000 0.000 3.730 W8 12.374 1.279 2.487 0.000 0.000 0.000 3.766 W9 18.990 1.279 2.487 0.000 0.000 0.000 3.766 W10 19.499 1.220 2.375 0.000 0.000 0.000 3.596 4-44 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 781 Span information (ft): I-End (-37.91,-1.85) J-End (-22.60,2.62) W1 W2P1 P2 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 3.316 14.441 12.561 -0.003 0.000 0.000 27.003 P2 10.615 22.033 26.989 -0.027 0.000 0.000 49.022 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.044 0.000 0.000 0.000 0.000 0.044 W2 15.949 0.044 0.000 0.000 0.000 0.000 0.044 4-45 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 780 Span information (ft): I-End (-22.60,2.62) J-End (4.28,10.47) W1 W2 P1 P2 P3 P4 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 4.333 56.872 96.295 -1.466 0.000 0.000 153.167 P2 9.740 18.255 17.360 0.000 0.000 0.000 35.614 P3 15.146 54.196 89.696 -1.470 0.000 0.000 143.892 P4 21.573 19.055 14.080 0.000 0.000 0.000 33.135 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.148 0.000 0.000 0.000 0.000 0.148 W2 28.000 0.148 0.000 0.000 0.000 0.000 0.148 4-46 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 779 Span information (ft): I-End (4.28,10.47) J-End (30.94,18.25) W1 W2 P1 P2 P3 P4 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 7.979 23.467 16.188 0.000 0.000 0.000 39.655 P2 15.958 68.003 110.326 -1.538 0.000 0.000 178.329 P3 21.365 18.214 13.642 -0.228 0.000 0.000 31.856 P4 26.771 36.481 83.080 0.000 0.000 0.000 119.561 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.148 0.000 0.000 0.000 0.000 0.148 W2 27.771 0.148 0.000 0.000 0.000 0.000 0.148 4-47 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 774 Span information (ft): I-End (-10.41,-23.68) J-End (13.75,-16.63) W1 W2 P1 P2 P3 P4 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 5.406 25.744 41.568 0.000 0.000 0.000 67.313 P2 10.813 55.151 103.703 -1.517 0.000 0.000 158.853 P3 17.240 17.611 18.782 0.000 0.000 0.000 36.394 P4 23.667 69.847 111.107 -4.120 0.000 0.000 180.954 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.116 0.000 0.000 0.000 0.000 0.116 W2 25.166 0.116 0.000 0.000 0.000 0.000 0.116 4-48 Load Diagram RAM Steel 15.07.00.17 DataBase: 18931 Solar Vail_CD 03/26/18 14:11:45 Building Code: IBC Floor Type: Level 1 Beam Number = 775 Span information (ft): I-End (13.75,-16.63) J-End (38.01,-9.55) W1 W2 P1 P2 P3 P4 Load Dist DL LL+ LL- PL+ PL- Max Tot ft kips kips kips kips kips kips P1 6.479 15.701 12.089 0.000 0.000 0.000 27.791 P2 6.489 5.422 2.626 -2.677 0.000 0.000 8.048 P3 14.458 65.884 104.264 -3.976 0.000 0.000 170.148 P4 19.865 14.898 9.931 0.000 0.000 0.000 24.829 ft k/ft k/ft k/ft k/ft k/ft k/ft W1 0.000 0.116 0.000 0.000 0.000 0.000 0.116 W2 25.271 0.116 0.000 0.000 0.000 0.000 0.116 4-49 Cont GirdersMar 26, 2018 at 1:38 PM18931 Podium Girders.r2dN1N2 N3 N4N5 N6 N7N8 N9 N10 N11N12 N13 N14N15 N16 N17N18N19 N20 N21 N22M1M2 M3 M4 M5M6M7 M8 M9 M10 M11M12M13 M14 M15M16 M17 M18YXZ 4-50CONT GIRDER CALCULATION Mar 26, 2018 at 1:39 PM18931 Podium Girders.r2dN1N2 N3 N4N5 N6 N7N8 N9 N10 N11N12 N13 N14N15 N16 N17N18N19 N20 N21 N22W30x148W30x132 W30x132 W30x132 W30x108W30x90W30x108 W30x108 W30x108 W30x108 W30x90W21x44W30x148 W30x148 W30x148W30x148 W30x148 W30x148YXZ 4-51 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 6 A53 Gr.B 29000 11154 .3 .65 .49 35 Joint Coordinates and Temperatures Label X [ft] Y [ft] Temp [F] 1 N1 0 0 0 2 N2 27.35 0 0 3 N3 54.33 0 0 4 N4 75.167 0 0 5 N5 23.35 0 0 6 N6 58.33 0 0 7 N7 0 10 0 8 N8 18.5 10 0 9 N9 38.67 10 0 10 N10 56.83 10 0 11 N11 75 10 0 12 N12 14.5 10 0 13 N13 60.83 10 0 14 N14 0 20 0 15 N15 16.167 20 0 16 N16 44.167 20 0 17 N17 71.42 20 0 18 N18 49.167 20 0 19 N19 13.167 20 0 20 N20 0 30 0 21 N21 25 30 0 22 N22 49.83 30 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction 2 N2 Reaction Reaction 3 N4 Reaction Reaction 4 N3 Reaction Reaction 5 N7 Reaction Reaction 6 N8 Reaction Reaction 7 N9 Reaction Reaction 8 N10 Reaction Reaction 9 N11 Reaction Reaction 10 N14 Reaction Reaction 11 N15 Reaction Reaction 12 N16 Reaction Reaction 13 N17 Reaction Reaction 14 N20 Reaction Reaction RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-52 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Joint Boundary Conditions (Continued) Joint Label X [k/in] Y [k/in] Rotation[k-ft/rad] Footing 15 N21 Reaction Reaction 16 N22 Reaction Reaction Member Primary Data Label I Joint J JointRotat... Section/Shape Type Design List Material Design Rules 1 M1 N1 N5 W30x148 Bea...Wide Flange A992 Typical 2 M2 N2 N3 W30x132 Bea...Wide Flange A992 Typical 3 M3 N3 N6 W30x132 Bea...Wide Flange A992 Typical 4 M4 N5 N2 W30x132 Bea...Wide Flange A992 Typical 5 M5 N6 N4 W30x108 Bea...Wide Flange A992 Typical 6 M6 N7 N12 W30x90 Bea...Wide Flange A992 Typical 7 M7 N8 N9 W30x108 Bea...Wide Flange A992 Typical 8 M8 N9 N10 W30x108 Bea...Wide Flange A992 Typical 9 M9 N10 N13 W30x108 Bea...Wide Flange A992 Typical 10 M10 N12 N8 W30x108 Bea...Wide Flange A992 Typical 11 M11 N13 N11 W30x90 Bea...Wide Flange A992 Typical 12 M12 N14 N19 W21x44 Bea...Wide Flange A992 Typical 13 M13 N15 N16 W30x148 Bea...Wide Flange A992 Typical 14 M14 N16 N18 W30x148 Bea...Wide Flange A992 Typical 15 M15 N18 N17 W30x148 Bea...Wide Flange A992 Typical 16 M16 N19 N15 W30x148 Bea...Wide Flange A992 Typical 17 M17 N20 N21 W30x148 Bea...Wide Flange A992 Typical 18 M18 N21 N22 W30x148 Bea...Wide Flange A992 Typical Member Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 y -45.2 22.04 2 M1 y -13.8 15.67 3 M1 y -61.5 9.73 4 M1 y -11.5 5.168 5 M2 y -55.3 5.42 6 M2 y -20 12.3 7 M2 y -66.5 18.4 8 M5 y -66.5 3.33 9 M5 y -37.1 11.65 10 M6 y -69.5 9.9 11 M6 y -11 5.33 12 M7 y -14.8 3.71 13 M7 y -60 9.52 14 M8 y -19.2 .145 15 M8 y -28.3 6.21 16 M8 y -24.8 14.88 17 M9 y -1.5 0 18 M9 y -3.7 2.31 19 M10 y -13.2 1.33 20 M11 y -24.9 1 21 M11 y -10.6 3 22 M11 y -21.7 9.33 23 M12 y -14.43 3.32 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-53 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Member Point Loads (BLC 1 : DL) (Continued) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 24 M12 y -22.4 10.615 25 M13 y -58.2 4.33 26 M13 y -18.3 9.74 27 M13 y -54.2 15.146 28 M13 y -19.1 21.573 29 M15 y -23.5 2.979 30 M15 y -68 10.958 31 M15 y -15.62 16.365 32 M17 y -25.7 5.41 33 M17 y -55.2 10.813 34 M17 y -17.62 17.24 35 M17 y -69.52 23.667 36 M18 y -21.7 6.5 37 M18 y -65.6 14.5 38 M18 y -14.9 19.865 39 M7 y -35.2 15.15 40 M2 y -30.6 .5 41 M2 y -25.2 26.92 Member Point Loads (BLC 2 : LL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 y -6.1 5.168 2 M1 y -106.7 9.73 3 M1 y -7.3 15.67 4 M1 y -79.3 22.04 5 M2 y -115.4 18.4 6 M2 y -20.4 12.3 7 M2 y -103.4 5.42 8 M5 y -144 3.33 9 M5 y -63.4 11.65 10 M6 y -5.8 5.33 11 M6 y -127.8 9.9 12 M7 y -106.7 9.52 13 M7 y -15.8 3.71 14 M8 y -25.1 14.88 15 M8 y -44.7 6.21 16 M8 y -20.3 .145 17 M9 y -4.4 0 18 M9 y -1.6 2.31 19 M10 y -7 1.33 20 M11 y -25.5 9.33 21 M11 y -16.8 3 22 M11 y -48.9 1 23 M12 y -12.5 4.545 24 M12 y -27 11.375 25 M13 y -96.3 4.33 26 M13 y -17.4 9.74 27 M13 y -89.7 15.146 28 M13 y -14.1 21.573 29 M15 y -16.2 2.979 30 M15 y -110.3 10.958 RISA-2D Version 16.0.1 Page 3 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-54 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Member Point Loads (BLC 2 : LL) (Continued) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 31 M15 y -10.72 16.365 32 M17 y -41.6 5.41 33 M17 y -103.7 10.813 34 M17 y -18.8 17.24 35 M17 y -111.1 23.667 36 M18 y -14.7 6.5 37 M18 y -104.3 14.5 38 M18 y -9.9 19.865 39 M7 y -46.5 15.15 40 M2 y -41.4 .5 41 M2 y -24.6 26.92 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[f...End Location[ft... 1 M8 Y -2.34 -2.34 0 0 2 M9 Y -1.92 -1.92 0 0 3 M11 Y -1.19 -1.19 3.167 14 4 M11 Y -1.92 -1.92 0 3.167 5 M7 Y -2.34 -2.34 15.15 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[f...End Location[ft... 1 M8 Y -4.93 -4.93 0 12.23 2 M8 Y -4.12 -4.12 12.23 0 3 M9 Y -3.03 -3.03 0 0 4 M11 Y -2.52 -2.52 3.167 14 5 M11 Y -3.03 -3.03 0 3.167 6 M7 Y -4.93 -4.93 15.15 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 DL DL -1 41 5 2 LL LL 41 6 Load Combinations Description Solve PDelta SRSS BLC Factor BLC Factor BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 IBC 16-8 Yes Y DL 1 2 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 3 IBC 16-1... Yes Y DL 1 RLL 1 4 IBC 16-1... Yes Y DL 1 SL 1 SLN 1 5 IBC 16-1... Yes Y DL 1 RL 1 6 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 SL .75 S... .75 8 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 RL .75 RISA-2D Version 16.0.1 Page 4 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-55 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions Joint X [k] LC Y [k] LC Moment [k-ft] LC 1 N1 max 0 1 127.472 2 0 1 2 min 0 1 53.634 1 0 1 3 N2 max 0 1 488.112 2 0 1 4 min 0 1 192.842 1 0 1 5 N4 max 0 1 112.079 2 0 1 6 min 0 1 39.731 1 0 1 7 N3 max 0 1 427.436 2 0 1 8 min 0 1 156.891 1 0 1 9 N7 max 0 1 73.865 2 0 1 10 min 0 1 29.654 1 0 1 11 N8 max 0 1 305.439 2 0 1 12 min 0 1 122.851 1 0 1 13 N9 max 0 1 333.215 2 0 1 14 min 0 1 130.084 1 0 1 15 N10 max 0 1 300.908 2 0 1 16 min 0 1 116.856 1 0 1 17 N11 max 0 1 68.819 2 0 1 18 min 0 1 27.412 1 0 1 19 N14 max 0 1 27.284 2 0 1 20 min 0 1 15.424 1 0 1 21 N15 max 0 1 261.155 2 0 1 22 min 0 1 106.393 1 0 1 23 N16 max 0 1 294.62 2 0 1 24 min 0 1 131.389 1 0 1 25 N17 max 0 1 114.136 2 0 1 26 min 0 1 49.769 1 0 1 27 N20 max 0 1 122.757 2 0 1 28 min 0 1 45 1 0 1 29 N21 max 0 1 471.783 2 0 1 30 min 0 1 192.494 1 0 1 31 N22 max 0 1 87.193 2 0 1 32 min 0 1 40.138 1 0 1 33 Totals: max 0 1 3616.272 2 34 min 0 1 1450.563 1 Envelope Joint Displacements Joint X [in] LC Y [in] LC Rotation [rad] LC 1 N1 max 0 1 0 1 -2.371e-03 1 2 min 0 1 0 2 -5.772e-03 2 3 N2 max 0 1 0 1 -1.096e-03 1 4 min 0 1 0 2 -2.675e-03 2 5 N3 max 0 1 0 1 2.454e-03 2 6 min 0 1 0 2 1.259e-03 1 7 N4 max 0 1 0 1 4.128e-03 2 8 min 0 1 0 2 1.319e-03 1 9 N5 max 0 1 .032 2 0 2 10 min 0 1 .014 1 0 1 11 N6 max 0 1 .03 1 0 1 12 min 0 1 .024 2 0 2 RISA-2D Version 16.0.1 Page 5 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-56 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Displacements (Continued) Joint X [in] LC Y [in] LC Rotation [rad] LC 13 N7 max 0 1 0 1 -1.397e-03 1 14 min 0 1 0 2 -3.595e-03 2 15 N8 max 0 1 0 1 -1.788e-04 1 16 min 0 1 0 2 -5.338e-04 2 17 N9 max 0 1 0 1 1.344e-03 2 18 min 0 1 0 2 5.174e-04 1 19 N10 max 0 1 0 1 -5.869e-04 1 20 min 0 1 0 2 -1.69e-03 2 21 N11 max 0 1 0 1 3.048e-03 2 22 min 0 1 0 2 1.175e-03 1 23 N12 max 0 1 -.025 1 0 1 24 min 0 1 -.06 2 0 1 25 N13 max 0 1 -.059 1 0 1 26 min 0 1 -.164 2 0 1 27 N14 max 0 1 0 1 -9.606e-04 1 28 min 0 1 0 2 -1.423e-03 2 29 N15 max 0 1 0 1 -2.979e-03 1 30 min 0 1 0 2 -7.565e-03 2 31 N16 max 0 1 0 1 4.483e-03 2 32 min 0 1 0 2 1.687e-03 1 33 N17 max 0 1 0 1 4.515e-03 2 34 min 0 1 0 2 1.974e-03 1 35 N18 max 0 1 .181 2 0 1 36 min 0 1 .061 1 0 2 37 N19 max 0 1 .26 2 0 1 38 min 0 1 .102 1 0 2 39 N20 max 0 1 0 1 -1.715e-03 1 40 min 0 1 0 2 -4.8e-03 2 41 N21 max 0 1 0 1 1.008e-03 2 42 min 0 1 0 2 2.158e-04 1 43 N22 max 0 1 0 1 3.221e-03 2 44 min 0 1 0 2 1.48e-03 1 Envelope Member End Reactions Member Membe... Axial[k] LC Shear[k] LC Moment[k-ft] LC 1 M1 I max 0 1 127.472 2 0 1 2 min 0 1 53.634 1 0 1 3 J max 0 1 -81.83 1 0 1 4 min 0 1 -207.392 2 0 1 5 M2 I max 0 1 280.192 2 830.624 2 6 min 0 1 110.484 1 328.375 1 7 J max 0 1 -90.678 1 804.004 2 8 min 0 1 -226.171 2 263.797 1 9 M3 I max 0 1 201.265 2 804.004 2 10 min 0 1 66.213 1 263.797 1 11 J max 0 1 200.737 2 0 1 12 min 0 1 65.685 1 0 1 13 M4 I max 0 1 -81.83 1 0 1 14 min 0 1 -207.392 2 0 1 15 J max 0 1 -82.358 1 830.624 2 RISA-2D Version 16.0.1 Page 6 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-57 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member End Reactions (Continued) Member Membe... Axial[k] LC Shear[k] LC Moment[k-ft] LC 16 min 0 1 -207.92 2 328.375 1 17 M5 I max 0 1 200.737 2 0 1 18 min 0 1 65.685 1 0 1 19 J max 0 1 -39.731 1 0 1 20 min 0 1 -112.079 2 0 1 21 M6 I max 0 1 73.865 2 0 1 22 min 0 1 29.654 1 0 1 23 J max 0 1 -52.144 1 0 1 24 min 0 1 -141.533 2 0 1 25 M7 I max 0 1 143.275 2 620.927 2 26 min 0 1 57.075 1 244.683 1 27 J max 0 1 -66.847 1 533.785 2 28 min 0 1 -174.396 2 204.209 1 29 M8 I max 0 1 158.818 2 533.785 2 30 min 0 1 63.237 1 204.209 1 31 J max 0 1 -53.517 1 599.572 2 32 min 0 1 -132.76 2 224.882 1 33 M9 I max 0 1 162.248 2 599.572 2 34 min 0 1 61.84 1 224.882 1 35 J max 0 1 136.717 2 0 1 36 min 0 1 50.028 1 0 1 37 M10 I max 0 1 -52.144 1 0 1 38 min 0 1 -141.533 2 0 1 39 J max 0 1 -65.775 1 620.927 2 40 min 0 1 -162.164 2 244.683 1 41 M11 I max 0 1 136.717 2 0 1 42 min 0 1 50.028 1 0 1 43 J max 0 1 -27.412 1 0 1 44 min 0 1 -68.819 2 0 1 45 M12 I max 0 1 27.284 2 0 1 46 min 0 1 15.424 1 0 1 47 J max 0 1 -21.988 1 0 1 48 min 0 1 -49.628 2 0 1 49 M13 I max 0 1 211.082 2 149.552 2 50 min 0 1 83.96 1 66.632 1 51 J max 0 1 -69.995 1 669.383 2 52 min 0 1 -160.372 2 305.118 1 53 M14 I max 0 1 134.247 2 669.383 2 54 min 0 1 61.394 1 305.118 1 55 J max 0 1 133.506 2 0 1 56 min 0 1 60.653 1 0 1 57 M15 I max 0 1 133.506 2 0 1 58 min 0 1 60.653 1 0 1 59 J max 0 1 -49.769 1 0 1 60 min 0 1 -114.136 2 0 1 61 M16 I max 0 1 -21.988 1 0 1 62 min 0 1 -49.628 2 0 1 63 J max 0 1 -22.433 1 149.552 2 64 min 0 1 -50.073 2 66.632 1 65 M17 I max 0 1 122.757 2 0 1 66 min 0 1 45 1 0 1 67 J max 0 1 -126.749 1 1073.541 2 RISA-2D Version 16.0.1 Page 7 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-58 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member End Reactions (Continued) Member Membe... Axial[k] LC Shear[k] LC Moment[k-ft] LC 68 min 0 1 -324.192 2 437.343 1 69 M18 I max 0 1 147.591 2 1073.541 2 70 min 0 1 65.746 1 437.343 1 71 J max 0 1 -40.138 1 0 1 72 min 0 1 -87.193 2 0 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC L/y Ratio LC 1 M1 1 max 0 1 0 1 NC 1 2 min 0 1 0 1 NC 1 3 2 max 0 1 -.144 1 1892.107 1 4 min 0 1 -.353 2 777.221 2 5 3 max 0 1 -.2 1 1351.804 1 6 min 0 1 -.489 2 555.1 2 7 4 max 0 1 -.133 1 1946.395 1 8 min 0 1 -.325 2 802.728 2 9 5 max 0 1 .032 2 NC 1 10 min 0 1 .014 1 NC 1 11 M2 1 max 0 1 0 1 NC 1 12 min 0 1 0 1 NC 1 13 2 max 0 1 -.121 1 2669.479 1 14 min 0 1 -.294 2 1101.963 2 15 3 max 0 1 -.188 1 1724.012 1 16 min 0 1 -.445 2 727.139 2 17 4 max 0 1 -.128 1 2520.825 1 18 min 0 1 -.295 2 1099.129 2 19 5 max 0 1 0 1 NC 1 20 min 0 1 0 1 NC 1 21 M3 1 max 0 1 0 1 NC 1 22 min 0 1 0 1 NC 1 23 2 max 0 1 .013 2 NC 1 24 min 0 1 .01 1 6609.96 2 25 3 max 0 1 .02 2 NC 1 26 min 0 1 .018 1 5784.304 2 27 4 max 0 1 .024 1 NC 1 28 min 0 1 .023 2 9255.595 2 29 5 max 0 1 .03 1 NC 1 30 min 0 1 .024 2 NC 1 31 M4 1 max 0 1 .032 2 NC 1 32 min 0 1 .014 1 NC 1 33 2 max 0 1 .029 2 NC 1 34 min 0 1 .013 1 8958.782 2 35 3 max 0 1 .025 2 NC 1 36 min 0 1 .011 1 5598.823 2 37 4 max 0 1 .015 2 NC 1 38 min 0 1 .007 1 6398.025 2 39 5 max 0 1 0 1 NC 1 40 min 0 1 0 1 NC 1 41 M5 1 max 0 1 .03 1 NC 1 42 min 0 1 .024 2 NC 1 RISA-2D Version 16.0.1 Page 8 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-59 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 43 2 max 0 1 -.046 1 2959.273 1 44 min 0 1 -.184 2 999.518 2 45 3 max 0 1 -.076 1 2225.713 1 46 min 0 1 -.254 2 759.661 2 47 4 max 0 1 -.056 1 3176.02 1 48 min 0 1 -.179 2 1093.336 2 49 5 max 0 1 0 1 NC 1 50 min 0 1 0 1 NC 1 51 M6 1 max 0 1 0 1 NC 1 52 min 0 1 0 1 NC 1 53 2 max 0 1 -.053 1 3691.706 1 54 min 0 1 -.137 2 1421.509 2 55 3 max 0 1 -.084 1 2439.946 1 56 min 0 1 -.217 2 929.44 2 57 4 max 0 1 -.073 1 3204.283 1 58 min 0 1 -.189 2 1207.325 2 59 5 max 0 1 -.025 1 NC 1 60 min 0 1 -.06 2 NC 1 61 M7 1 max 0 1 0 1 NC 1 62 min 0 1 0 1 NC 1 63 2 max 0 1 -.038 1 6451.647 1 64 min 0 1 -.1 2 2415.589 2 65 3 max 0 1 -.069 1 3490.304 1 66 min 0 1 -.184 2 1316.263 2 67 4 max 0 1 -.046 1 5218.153 1 68 min 0 1 -.122 2 1992.037 2 69 5 max 0 1 0 1 NC 1 70 min 0 1 0 1 NC 1 71 M8 1 max 0 1 0 1 NC 1 72 min 0 1 0 1 NC 1 73 2 max 0 1 .025 2 NC 1 74 min 0 1 .009 1 8631.671 2 75 3 max 0 1 .026 2 NC 1 76 min 0 1 .009 1 8370.013 2 77 4 max 0 1 .034 2 NC 1 78 min 0 1 .011 1 6400.346 2 79 5 max 0 1 0 1 NC 1 80 min 0 1 0 1 NC 1 81 M9 1 max 0 1 0 1 NC 1 82 min 0 1 0 1 NC 1 83 2 max 0 1 -.012 1 3930.677 1 84 min 0 1 -.034 2 1406.047 2 85 3 max 0 1 -.027 1 1803.667 1 86 min 0 1 -.074 2 647.376 2 87 4 max 0 1 -.042 1 1131.506 1 88 min 0 1 -.118 2 406.904 2 89 5 max 0 1 -.059 1 814.759 1 90 min 0 1 -.164 2 293.319 2 91 M10 1 max 0 1 -.025 1 1939.526 1 92 min 0 1 -.06 2 798.455 2 93 2 max 0 1 -.017 1 2877.667 1 94 min 0 1 -.04 2 1195.424 2 RISA-2D Version 16.0.1 Page 9 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-60 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 95 3 max 0 1 -.009 1 5151.986 1 96 min 0 1 -.022 2 2172.822 2 97 4 max 0 1 -.003 1 NC 1 98 min 0 1 -.008 2 6009.458 2 99 5 max 0 1 0 1 NC 1 100 min 0 1 0 1 NC 1 101 M11 1 max 0 1 -.059 1 NC 1 102 min 0 1 -.164 2 NC 1 103 2 max 0 1 -.074 1 5656.273 1 104 min 0 1 -.2 2 2208.235 2 105 3 max 0 1 -.071 1 4096.974 1 106 min 0 1 -.187 2 1614.673 2 107 4 max 0 1 -.044 1 5749.694 1 108 min 0 1 -.115 2 2281.981 2 109 5 max 0 1 0 1 NC 1 110 min 0 1 0 1 NC 1 111 M12 1 max 0 1 0 1 NC 1 112 min 0 1 0 1 NC 1 113 2 max 0 1 -.029 1 5416.732 1 114 min 0 1 -.04 2 3916.754 2 115 3 max 0 1 -.019 2 8202.135 2 116 min 0 1 -.026 1 6178.058 1 117 4 max 0 1 .083 2 8333.259 1 118 min 0 1 .019 1 1909.432 2 119 5 max 0 1 .26 2 1554.538 1 120 min 0 1 .102 1 608.299 2 121 M13 1 max 0 1 0 1 NC 1 122 min 0 1 0 1 NC 1 123 2 max 0 1 -.219 1 1535.069 1 124 min 0 1 -.553 2 607.186 2 125 3 max 0 1 -.289 1 1162.997 1 126 min 0 1 -.731 2 459.522 2 127 4 max 0 1 -.178 1 1890.802 1 128 min 0 1 -.453 2 741.969 2 129 5 max 0 1 0 1 NC 1 130 min 0 1 0 1 NC 1 131 M14 1 max 0 1 0 1 NC 1 132 min 0 1 0 1 NC 1 133 2 max 0 1 .053 2 NC 1 134 min 0 1 .019 1 7356.783 2 135 3 max 0 1 .1 2 NC 1 136 min 0 1 .035 1 6438.567 2 137 4 max 0 1 .141 2 NC 1 138 min 0 1 .048 1 NC 1 139 5 max 0 1 .181 2 NC 1 140 min 0 1 .061 1 NC 1 141 M15 1 max 0 1 .181 2 NC 1 142 min 0 1 .061 1 NC 1 143 2 max 0 1 -.084 1 2053.797 1 144 min 0 1 -.172 2 869.341 2 145 3 max 0 1 -.155 1 1440.976 1 146 min 0 1 -.35 2 607.013 2 RISA-2D Version 16.0.1 Page 10 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-61 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 147 4 max 0 1 -.114 1 2072.642 1 148 min 0 1 -.259 2 877.185 2 149 5 max 0 1 0 1 NC 1 150 min 0 1 0 1 NC 1 151 M16 1 max 0 1 .26 2 NC 1 152 min 0 1 .102 1 NC 1 153 2 max 0 1 .195 2 NC 1 154 min 0 1 .076 1 NC 1 155 3 max 0 1 .131 2 NC 1 156 min 0 1 .051 1 NC 1 157 4 max 0 1 .066 2 NC 1 158 min 0 1 .026 1 NC 1 159 5 max 0 1 0 1 NC 1 160 min 0 1 0 1 NC 1 161 M17 1 max 0 1 0 1 NC 1 162 min 0 1 0 1 NC 1 163 2 max 0 1 -.106 1 2824.716 1 164 min 0 1 -.3 2 1000.255 2 165 3 max 0 1 -.13 1 2315.618 1 166 min 0 1 -.37 2 810.012 2 167 4 max 0 1 -.065 1 4619.834 1 168 min 0 1 -.193 2 1557.323 2 169 5 max 0 1 0 1 NC 1 170 min 0 1 0 1 NC 1 171 M18 1 max 0 1 0 1 NC 1 172 min 0 1 0 1 NC 1 173 2 max 0 1 -.043 1 6957.545 1 174 min 0 1 -.075 2 3996.44 2 175 3 max 0 1 -.104 1 2878.305 1 176 min 0 1 -.216 2 1382.333 2 177 4 max 0 1 -.089 1 3346.84 1 178 min 0 1 -.192 2 1555.739 2 179 5 max 0 1 0 1 NC 1 180 min 0 1 0 1 NC 1 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear... Loc[ft] LC Pnc/om...Pnt/om ...Mn/om [... Cb Eqn 1 M1 W30x148 .924 9.729 2 .520 23.35 2 1192.731 1305.389 1247.505 1 H1-1b 2 M2 W30x132 .782 0 2 .752 0 2 1053.28 1161.677 1061.798 1 H1-1b 3 M3 W30x132 .757 0 2 .540 0 2 1069.326 1161.677 1061.798 1 H1-1b 4 M4 W30x132 .782 4 2 .558 4 2 1069.326 1161.677 1061.798 1 H1-1b 5 M5 W30x108 .774 3.332 2 .618 0 2 821.475 949.102 863.273 1 H1-1b 6 M6 W30x90 .914 9.818 2 .568 14.5 2 646.733 787.425 706.088 1 H1-1b 7 M7 W30x108 .748 0 2 .537 20.17 2 826.382 949.102 829.811 1 H1-1b 8 M8 W30x108 .723 18.16 2 .489 0 2 827.816 949.102 829.811 1 H1-1b 9 M9 W30x108 .723 0 2 .500 0 2 832.613 949.102 829.811 1 H1-1b 10 M10 W30x108 .748 4 2 .499 4 2 832.613 949.102 829.811 1 H1-1b 11 M11 W30x90 .416 8.266 2 .549 0 2 647.045 787.425 706.088 1 H1-1b 12 M12 W21x44 .446 7.955 2 .343 13.167 2 320.772 389.222 238.024 1 H1-1b 13 M13 W30x148 .933 15.167 2 .529 0 2 1206.865 1305.389 1247.505 1 H1-1b RISA-2D Version 16.0.1 Page 11 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-62 Company : Mar 26, 2018 2:05 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope AISC 14th(360-10): ASD Steel Code Checks (Continued) Member Shape Code Check Loc[ft] LC Shear... Loc[ft] LC Pnc/om...Pnt/om ...Mn/om [... Cb Eqn 14 M14 W30x148 .549 0 2 .336 0 2 1226.961 1305.389 1220.371 1 H1-1b 15 M15 W30x148 .907 10.895 2 .335 0 2 1196.027 1305.389 1247.505 1 H1-1b 16 M16 W30x148 .123 3 2 .125 3 2 1226.961 1305.389 1220.371 1 H1-1b 17 M17 W30x148 .880 25 2 .812 25 2 1202.313 1305.389 1220.371 1 H1-1b 18 M18 W30x148 .880 0 2 .370 0 2 1202.671 1305.389 1220.371 1 H1-1b RISA-2D Version 16.0.1 Page 12 [Z:\...\...\...\Section 4 - Floor Framing\Podium\18931 Podium Girders.r2d] 4-63 Mar 26, 2018 at 2:07 PM18931 Podium Cont Beams.r2dN1 N2 N3 N4 N5 N6 N7 N8 N9N10 N11 N12 N13N14 M1 M2 M3M4 M5 M6 M7M8 M9 M10M12 YX Z 4-64CONT BEAM CALCULATION Mar 26, 2018 at 2:07 PM18931 Podium Cont Beams.r2dN1 N2 N3 N4 N5 N6 N7 N8 N9N10 N11 N12 N13N14 W18x40 W14x22 W14x22W14x22 W27x84 W14x43 W14x43W14x43 W14x22 W14x26W14x26 YXZ 4-65 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] 1 A36 Gr.36 29000 11154 .3 .65 .49 36 2 A572 Gr.50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 Gr.B RND 29000 11154 .3 .65 .49 42 5 A500 Gr.B Rect 29000 11154 .3 .65 .49 46 6 A53 Gr.B 29000 11154 .3 .65 .49 35 Joint Coordinates and Temperatures Label X [ft] Y [ft] Temp [F] 1 N1 0 0 0 2 N2 26.58 0 0 3 N3 43.41 0 0 4 N4 28.58 0 0 5 N5 44.83 0 0 6 N6 0 10 0 7 N7 26.58 10 0 8 N8 43.41 10 0 9 N9 28.58 10 0 10 N10 44.83 10 0 11 N11 15.33 20 0 12 N12 26.58 20 0 13 N13 43.41 20 0 14 N14 28.58 20 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Rotation[k-ft/rad] Footing 1 N1 Reaction Reaction 2 N2 Reaction Reaction 3 N3 Reaction Reaction 4 N5 5 N6 Reaction Reaction 6 N7 Reaction Reaction 7 N8 Reaction Reaction 8 N10 9 N11 Reaction Reaction 10 N12 Reaction Reaction 11 N13 Reaction Reaction Member Primary Data Label I Joint J JointRotat... Section/Shape Type Design List Material Design Rules 1 M1 N1 N2 W18x40 Bea...Wide Flange A992 Typical 2 M2 N4 N3 W14x22 Bea...Wide Flange A992 Typical 3 M3 N3 N5 W14x22 Bea...Wide Flange A992 Typical 4 M4 N2 N4 W14x22 Bea...Wide Flange A992 Typical 5 M5 N6 N7 W27x84 Bea...Wide Flange A992 Typical 6 M6 N9 N8 W14x43 Bea...Wide Flange A992 Typical RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-66 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Member Primary Data (Continued) Label I Joint J JointRotat... Section/Shape Type Design List Material Design Rules 7 M7 N8 N10 W14x43 Bea...Wide Flange A992 Typical 8 M8 N7 N9 W14x43 Bea...Wide Flange A992 Typical 9 M9 N11 N12 W14x22 Bea...Wide Flange A992 Typical 10 M10 N14 N13 W14x26 Bea...Wide Flange A992 Typical 11 M12 N12 N14 W14x26 Bea...Wide Flange A992 Typical Member Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 y -4.2 10.67 2 M1 y -4.2 16.33 3 M3 y -4.9 1.42 4 M5 y -3.92 10.67 5 M5 y -3.92 16.33 6 M7 y -2.6 1.42 7 M9 y -1.75 8.65 8 M6 y -1.8 5 9 M6 y -1.2 8.67 10 M10 y -4.4 5 Member Point Loads (BLC 2 : LL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M1 y -5.4 10.67 2 M1 y -5.2 16.33 3 M3 y -16.3 1.42 4 M5 y -10.7 10.67 5 M5 y -14.4 16.33 6 M7 y -4.9 1.42 7 M9 y -10 8.65 8 M5 y -5.7 2.25 9 M5 y -2.5 25 10 M6 y -5.1 5 11 M6 y -3.6 8.67 12 M6 y -9.6 14.33 13 M10 y -16 5 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[f...End Location[ft... 1 M1 Y -.604 -.604 0 0 2 M4 Y -.586 -.586 0 0 3 M2 Y -.586 -.586 0 0 4 M3 Y -.586 -.586 0 0 5 M5 Y -2.05 -2.05 0 10.67 6 M6 Y -2.6 -2.6 0 8.67 7 M7 Y -.506 -.506 0 0 8 M8 Y -2.6 -2.6 0 0 9 M9 Y -.622 -.622 0 0 10 M10 Y -.622 -.622 0 0 11 M12 Y -.622 -.622 0 0 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-67 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 1 : DL) (Continued) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[f...End Location[ft... 12 M5 Y -.61 -.61 10.67 16.33 13 M5 Y -2.65 -2.65 16.33 0 14 M6 Y -1.55 -1.55 8.67 0 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/ft,F,ksf] Start Location[f...End Location[ft... 1 M1 Y -.255 -.255 0 10.67 2 M1 Y -.255 -.255 16.33 0 3 M1 Y -.65 -.65 10.67 16.33 4 M4 Y -.255 -.255 0 0 5 M2 Y -.255 -.255 0 0 6 M3 Y -.255 -.255 0 0 7 M5 Y -1.64 -1.64 0 10.67 8 M5 Y -4.15 -4.15 16.33 0 9 M5 Y -.607 -.607 10.67 16.33 10 M6 Y -3.4 -3.4 0 5 11 M7 Y -.5 -.5 0 0 12 M8 Y -3.4 -3.4 0 0 13 M9 Y -.227 -.227 0 0 14 M10 Y -.271 -.271 0 0 15 M12 Y -.271 -.271 0 0 16 M6 Y -2.4 -2.4 5 8.67 17 M6 Y -1.56 -1.56 8.67 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 DL DL -1 10 14 2 LL LL 13 17 Load Combinations Description Solve PDelta SRSS BLC Factor BLC Factor BLC Fa... BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 IBC 16-8 Yes Y DL 1 2 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 3 IBC 16-1... Yes Y DL 1 RLL 1 4 IBC 16-1... Yes Y DL 1 SL 1 SLN 1 5 IBC 16-1... Yes Y DL 1 RL 1 6 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 RLL .75 7 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 SL .75 S... .75 8 IBC 16-1... Yes Y DL 1 LL .75 LLS .75 RL .75 Envelope Joint Reactions Joint X [k] LC Y [k] LC Moment [k-ft] LC 1 N1 max 0 1 22.032 2 0 1 2 min 0 1 12.348 1 0 1 3 N2 max 0 1 29.141 2 0 1 4 min 0 1 18.388 1 0 1 5 N3 max 0 1 30.914 2 0 1 RISA-2D Version 16.0.1 Page 3 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-68 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions (Continued) Joint X [k] LC Y [k] LC Moment [k-ft] LC 6 min 0 1 10.783 1 0 1 7 N6 max 0 1 66.739 2 0 1 8 min 0 1 27.716 1 0 1 9 N7 max 0 1 149.915 2 0 1 10 min 0 1 59.791 1 0 1 11 N8 max 0 1 53.199 2 0 1 12 min 0 1 19.446 1 0 1 13 N11 max 0 1 3.836 2 0 1 14 min 0 1 2.539 1 0 1 15 N12 max 0 1 39.889 2 0 1 16 min 0 1 15.476 1 0 1 17 N13 max 0 1 13.694 2 0 1 18 min 0 1 6.29 1 0 1 19 Totals: max 0 1 409.359 2 20 min 0 1 172.777 1 Envelope Joint Displacements Joint X [in] LC Y [in] LC Rotation [rad] LC 1 N1 max 0 1 0 1 -6.622e-03 1 2 min 0 1 0 2 -1.26e-02 2 3 N2 max 0 1 0 1 1.227e-02 2 4 min 0 1 0 2 6.308e-03 1 5 N3 max 0 1 0 1 3.334e-04 1 6 min 0 1 0 2 -2.522e-03 2 7 N4 max 0 1 .287 2 0 2 8 min 0 1 .145 1 0 1 9 N5 max 0 1 .002 1 2.029e-04 1 10 min 0 1 -.06 2 -3.065e-03 2 11 N6 max 0 1 0 1 -2.758e-03 1 12 min 0 1 0 2 -7.067e-03 2 13 N7 max 0 1 0 1 6.729e-03 2 14 min 0 1 0 2 2.486e-03 1 15 N8 max 0 1 0 1 7.825e-03 2 16 min 0 1 0 2 3.507e-03 1 17 N9 max 0 1 .116 2 0 1 18 min 0 1 .04 1 0 1 19 N10 max 0 1 .129 2 7.731e-03 2 20 min 0 1 .058 1 3.473e-03 1 21 N11 max 0 1 0 1 -4.107e-04 1 22 min 0 1 0 2 -7.319e-04 2 23 N12 max 0 1 0 1 -3.626e-04 1 24 min 0 1 0 2 -8.231e-04 2 25 N13 max 0 1 0 1 7.449e-03 2 26 min 0 1 0 2 2.919e-03 1 27 N14 max 0 1 -.019 1 0 2 28 min 0 1 -.047 2 0 1 RISA-2D Version 16.0.1 Page 4 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-69 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member End Reactions Member Membe... Axial[k] LC Shear[k] LC Moment[k-ft] LC 1 M1 I max 0 1 22.032 2 0 1 2 min 0 1 12.348 1 0 1 3 J max 0 1 -13.174 1 10.348 2 4 min 0 1 -23.103 2 9.213 1 5 M2 I max 0 1 4.311 2 0 1 6 min 0 1 3.998 1 0 1 7 J max 0 1 -5.019 1 30.974 2 8 min 0 1 -8.488 2 7.571 1 9 M3 I max 0 1 22.426 2 30.974 2 10 min 0 1 5.763 1 7.571 1 11 J max 0 1 21.2 2 0 1 12 min 0 1 4.9 1 0 1 13 M4 I max 0 1 6.037 2 10.348 2 14 min 0 1 5.215 1 9.213 1 15 J max 0 1 4.311 2 0 1 16 min 0 1 3.998 1 0 1 17 M5 I max 0 1 66.739 2 0 1 18 min 0 1 27.716 1 0 1 19 J max 0 1 -34.846 1 102.553 2 20 min 0 1 -92.595 2 44.604 1 21 M6 I max 0 1 45.234 2 0 1 22 min 0 1 19.659 1 0 1 23 J max 0 1 -16.067 1 11.707 2 24 min 0 1 -44.21 2 4.245 1 25 M7 I max 0 1 8.989 2 11.707 2 26 min 0 1 3.379 1 4.245 1 27 J max 0 1 7.5 2 0 1 28 min 0 1 2.6 1 0 1 29 M8 I max 0 1 57.319 2 102.553 2 30 min 0 1 24.945 1 44.604 1 31 J max 0 1 45.234 2 0 1 32 min 0 1 19.659 1 0 1 33 M9 I max 0 1 3.836 2 0 1 34 min 0 1 2.539 1 0 1 35 J max 0 1 -6.457 1 42.514 2 36 min 0 1 -17.713 2 16.742 1 37 M10 I max 0 1 20.338 2 0 1 38 min 0 1 7.723 1 0 1 39 J max 0 1 -6.29 1 0 1 40 min 0 1 -13.694 2 0 1 41 M12 I max 0 1 22.176 2 42.514 2 42 min 0 1 9.019 1 16.742 1 43 J max 0 1 20.338 2 0 1 44 min 0 1 7.723 1 0 1 Envelope Member Section Deflections Member Sec x [in] LC y [in] LC L/y Ratio LC 1 M1 1 max 0 1 0 1 NC 1 2 min 0 1 0 1 NC 1 RISA-2D Version 16.0.1 Page 5 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-70 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 3 2 max 0 1 -.474 1 673.023 1 4 min 0 1 -.906 2 351.94 2 5 3 max 0 1 -.668 1 477.737 1 6 min 0 1 -1.286 2 248.097 2 7 4 max 0 1 -.466 1 685.095 1 8 min 0 1 -.899 2 354.96 2 9 5 max 0 1 0 1 NC 1 10 min 0 1 0 1 NC 1 11 M2 1 max 0 1 .287 2 1230.114 1 12 min 0 1 .145 1 619.808 2 13 2 max 0 1 .179 2 3845.822 1 14 min 0 1 .046 1 993.905 2 15 3 max 0 1 .108 2 NC 1 16 min 0 1 -.011 1 1643.461 2 17 4 max 0 1 .067 2 9740.072 1 18 min 0 1 -.018 1 2641.861 2 19 5 max 0 1 0 1 NC 1 20 min 0 1 0 1 NC 1 21 M3 1 max 0 1 0 1 NC 1 22 min 0 1 0 1 NC 1 23 2 max 0 1 0 1 NC 1 24 min 0 1 -.014 2 1215.251 2 25 3 max 0 1 .001 1 NC 1 26 min 0 1 -.029 2 589.326 2 27 4 max 0 1 .001 1 NC 1 28 min 0 1 -.044 2 383.926 2 29 5 max 0 1 .002 1 NC 1 30 min 0 1 -.06 2 283.343 2 31 M4 1 max 0 1 0 1 NC 1 32 min 0 1 0 1 NC 1 33 2 max 0 1 .072 2 NC 1 34 min 0 1 .037 1 NC 1 35 3 max 0 1 .144 2 NC 1 36 min 0 1 .073 1 NC 1 37 4 max 0 1 .216 2 NC 1 38 min 0 1 .109 1 NC 1 39 5 max 0 1 .287 2 NC 1 40 min 0 1 .145 1 NC 1 41 M5 1 max 0 1 0 1 NC 1 42 min 0 1 0 1 NC 1 43 2 max 0 1 -.194 1 1640.096 1 44 min 0 1 -.502 2 634.784 2 45 3 max 0 1 -.27 1 1181.963 1 46 min 0 1 -.709 2 449.598 2 47 4 max 0 1 -.189 1 1691.198 1 48 min 0 1 -.503 2 634.119 2 49 5 max 0 1 0 1 NC 1 50 min 0 1 0 1 NC 1 51 M6 1 max 0 1 .116 2 NC 1 52 min 0 1 .04 1 NC 1 53 2 max 0 1 -.127 1 1134.556 1 54 min 0 1 -.271 2 497.067 2 RISA-2D Version 16.0.1 Page 6 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-71 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 55 3 max 0 1 -.196 1 826.291 1 56 min 0 1 -.432 2 363.263 2 57 4 max 0 1 -.138 1 1199.477 1 58 min 0 1 -.308 2 528.406 2 59 5 max 0 1 0 1 NC 1 60 min 0 1 0 1 NC 1 61 M7 1 max 0 1 0 1 NC 1 62 min 0 1 0 1 NC 1 63 2 max 0 1 .032 2 NC 1 64 min 0 1 .015 1 NC 1 65 3 max 0 1 .065 2 NC 1 66 min 0 1 .029 1 NC 1 67 4 max 0 1 .097 2 NC 1 68 min 0 1 .044 1 NC 1 69 5 max 0 1 .129 2 NC 1 70 min 0 1 .058 1 NC 1 71 M8 1 max 0 1 0 1 NC 1 72 min 0 1 0 1 NC 1 73 2 max 0 1 .032 2 NC 1 74 min 0 1 .011 1 8004.493 2 75 3 max 0 1 .061 2 NC 1 76 min 0 1 .021 1 7071.1 2 77 4 max 0 1 .089 2 NC 1 78 min 0 1 .031 1 NC 1 79 5 max 0 1 .116 2 NC 1 80 min 0 1 .04 1 NC 1 81 M9 1 max 0 1 0 1 NC 1 82 min 0 1 0 1 NC 1 83 2 max 0 1 -.01 1 NC 1 84 min 0 1 -.018 2 7307.76 2 85 3 max 0 1 -.011 1 NC 1 86 min 0 1 -.021 2 6455.947 2 87 4 max 0 1 -.002 1 NC 1 88 min 0 1 -.006 2 NC 1 89 5 max 0 1 0 1 NC 1 90 min 0 1 0 1 NC 1 91 M10 1 max 0 1 -.019 1 NC 1 92 min 0 1 -.047 2 NC 1 93 2 max 0 1 -.133 1 1498.529 1 94 min 0 1 -.358 2 551.056 2 95 3 max 0 1 -.171 1 1100.681 1 96 min 0 1 -.453 2 413.764 2 97 4 max 0 1 -.116 1 1601.344 1 98 min 0 1 -.299 2 618.793 2 99 5 max 0 1 0 1 NC 1 100 min 0 1 0 1 NC 1 101 M12 1 max 0 1 0 1 NC 1 102 min 0 1 0 1 NC 1 103 2 max 0 1 -.004 1 6083.726 1 104 min 0 1 -.009 2 2535.946 2 105 3 max 0 1 -.009 1 2777.973 1 106 min 0 1 -.021 2 1151.259 2 RISA-2D Version 16.0.1 Page 7 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-72 Company : Mar 26, 2018 2:10 PMDesigner : Job Number : Checked By:_____ Model Name : Envelope Member Section Deflections (Continued) Member Sec x [in] LC y [in] LC L/y Ratio LC 107 4 max 0 1 -.014 1 1736.121 1 108 min 0 1 -.033 2 716.519 2 109 5 max 0 1 -.019 1 1246.82 1 110 min 0 1 -.047 2 513.147 2 Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear... Loc[ft] LC Pnc/om...Pnt/om ...Mn/om [... Cb Eqn 1 M1 W18x40 .956 12.736 2 .205 26.58 2 279.25 353.293 195.609 1 H1-1b 2 M2 W14x22 .538 14.83 2 .135 14.83 2 163.494 194.311 57.53 1 H1-1b 3 M3 W14x22 .538 0 2 .356 0 2 166.086 194.311 57.53 1 H1-1b 4 M4 W14x22 .180 0 2 .096 0 2 166.086 194.311 57.53 1 H1-1b 5 M5 W27x84 .762 15.505 2 .377 26.58 2 610.33 739.521 608.782 1 H1-1b 6 M6 W14x43 .905 6.643 2 .541 0 2 356.184 377.246 173.653 1 H1-1b 7 M7 W14x43 .072 0 2 .108 0 2 364.238 377.246 162.49 1 H1-1b 8 M8 W14x43 .631 0 2 .686 0 2 364.238 377.246 162.49 1 H1-1b 9 M9 W14x22 .739 11.25 2 .281 11.25 2 162.151 194.311 57.53 1 H1-1b 10 M10 W14x26 .895 5.098 2 .287 0 2 201.461 230.24 100.299 1 H1-1b 11 M12 W14x26 .585 0 2 .313 0 2 204.763 230.24 72.671 1 H1-1b RISA-2D Version 16.0.1 Page 8 [Z:\...\...\...\...\Podium\18931 Podium Cont Beams.r2d] 4-73 Floor MapRAM Steel 15.07.00.17DataBase: 18931 Solar Vail_CD 03/22/18 16:53:44Building Code: IBC Steel Code: AISC 360-10 ASDFloor Type: Level 1 Beam Designs1 1.5 2 3 4 5 6 7 88.2 9 10 10.211 1212.2 13 14ABCDE YE G J K LMNPQ1516171819202122252525YA.5YAYAYCYC.9YE YEYGYHYJYLW14x2224k23k W14x2210k20k W14x2215k15k W14x2215k15k W14x2219k16k W14x2223k30kW14x22 7k 7k W14x22 8k 8k W14x22 8k 8k W18x40 89k 50k W18x40 45k 7k W18x40 96k 53k W18x40 42k 7k W18x40 108k 62k W18x40 54k 9k W18x55 108k 76k W16x31 39k 39k W30x148 159k 178k W21x44 12k 12k W27x114 84k 65k W21x44 14k 14k W21x50 64k 24k W30x148 205k 181k W27x84 66k 63k W27x94 88k 69k W24x55 33k 34k W27x114 121k 66k W30x132 160k 155kW24x55 41k 42k W27x114 135k 74kW24x68 63k 42k W8x102k 2kW12x194k 1k W12x191k 4kW8x1010k7k W8x105k5k W8x106k6k W8x106k6k W8x106k6k W8x100k 0kW12x1421k15k W10x1215k15k W12x1919k19k W12x1919k19k W12x1919k19k W8x1013k13kW12x194k 1k W12x191k 4kW30x108 103k 134k W14x22 6k 6k W14x22 7k 7k W14x22 7k 7k W30x90 83k 117k W14x22 7k 7kW14x22 20k 20k W30x108 146k 171k W14x22 20k 20k W14x22 7k 7kW14x22 8k 8kW14x22 7k 7k W30x90 136k 108kW14x22 6k 6kW27x84 28k 33k W14x22 6k 6kW8x106k 6k W8x105k 5k W21x44 39k 39k W14x22 4k 4k W 12x1611k19k W16x26 24k 30k W14x22 8k 9k W8x107k7k W8x107k7k W16x26 36k 19kW8x107k8kW16x31 9k78k W14x22 6k 6k W24x55 41k 113k W8x1010k11k W8x102k 2k W 16x2630k13k W16x26 17k 14kW21x44 44k 59k W27x84 28k 79kW30x148 229k 142k W8x 10 4k4kW27x84 95k 90k W14x22 7k 7k W14x22 14k 13kW8x10 8k8kW27x84 52k 42kW8x10 5k5 kW8x10 17k7kW27x84 30k 59k W18x40 41k 51k W14x2217k11kW10x12 9k 9k W8x104k4k W30x116 168k 280k W8x10 5k5kW 8x10 4k4kW27x114 66k 65k W14x22 9k 9k W14x2215k 11kW10x129k 9kW14x22 9k 9k W8x105k 5k W8x10 5k 5k W21x44 25k 27k W21x50 54k 67k W18x40 95k 22k W14x227k7kW8x10 5k 5k W8x10 5k 5kW27x94 126k 125k W30x148 118k 256kW14x22 11k 11k W14x22 11k 11k W8x10 6k6k W8x106k6k W21x44 30k 28k W18x40 56k 94kW30x116 107k 128kW18x40 52k 57k W8x10 6k 6k W8x10 6k 6k W16x26 31k 16kW18x35 26k24kW27x114 122k 120k W16x26 12k 12k W18x35 8k 49kW14x223k15kW14x224k22 kW8x10 5k5kW14x224k 20kW8x10 4k 4k W18x40 20k 19k W16x2619k 12kC8x11 .5 6k6k C8x11.5 13k C8x11.5 3k12k W18x40 51k 73k W8x10 5k5kC8x11.5 12k14k W8x10 4k4kW27x84 72k 107k W14x22 6k 6k W8x10 5k 5k W8x10 5k 5k W18x40 23k 23k W 8x10 5k5k W 8x10 5k5kW27x84 75k 92k W27x114 71k76kW12x 1912k15kW14x22 7k 32k W8x105k5 kW8x105k5kW12x19 7k8k W14x38 47k 61k W8x107k8k W14x22 9k 14k W14x22 20k 16kW8x10 5k 4k4-74ASD BEAM END REACTIONS Steel Code AISC 360-16 ASD Steel Code AISC 360-16 ASD Steel Code AISC 360-16 ASD Steel Code AISC 360-16 ASD9/16" Single Plate Shear Tab A36 3/8" Single Plate Shear Tab A36 3/8" Single Plate Shear Tab A36 1/4" Single Plate Shear Tab A36Table 10-9, 10-10a Table 10-9, 10-10a Table 10-9, 10-10a Table 10-9, 10-10a1" A325N bolts 7/8" A325N bolts 3/4" A325N bolts 3/4" A325N boltssingle row of bolts single row of bolts single row of bolts single row of boltsSSLT Holes SSLT Holes SSLT Holes SSLT HolesBeams A992 Fy=50 Beams A992 Fy=50 Beams A992 Fy=50 Beams A992 Fy=503/8" min weld 1/4" min weld 1/4" min weld 3/16" min weldBolt line to weld = 3.5" max Bolt line to weld = 3.5" max Bolt line to weld = 3.5" max Bolt line to weld = 3.5" maxSee page 10-91 for limitations See page 10-91 for limitations See page 10-91 for limitations See page 10-91 for limitationsW8 - 22.8 2 bolts 16.7 2 bolts 16.3 2 boltsW10 - 22.8 2 bolts 16.7 2 bolts 16.3 2 boltsW12 - 39.2 3 bolts 29.4 3 bolts 25.6 3 boltsW14 - 39.2 3 bolts 29.4 3 bolts 25.6 3 boltsW16 - 52.2 4 bolts 42.1 4 bolts 34.7 4 boltsW18 - 65.3 5 bolts 54.5 5 bolts 42.8 5 boltsW21 - 78.3 6 bolts 66.8 6 bolts 50.9 6 boltsW24 - 91.4 7 bolts 78.8 7 bolts 59.0 7 boltsW27 147 8 bolts 104.0 8 bolts 90.9 8 bolts 67.1 8 boltsW30 165 9 bolts 116.0 9 bolts 103.0 9 bolts 75.2 9 boltsSingle Plate Steel Connection Capacities (Kips)4-75 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 1 18931 - Solar Vail EMBED W8, W10 3/26/2018 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Effective embedment depth: hef = 6.000 in. Material: Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 12.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 7.000 in. x 0.250 in. x 0.000 in. Base material: uncracked concrete, , fc' = 4,000 psi; h = 8.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: >= No. 4 bar Geometry [in.] & Loading [lb, in.lb] 4-76 EMBED FOR W8 & W10 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 2 18931 - Solar Vail EMBED W8, W10 3/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 6,263 6,263 0 2 0 6,263 6,263 0 3 0 6,263 6,263 0 4 0 6,263 6,263 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 x y 3 Tension load Load N ua [lb] Capacity f Nn [lb] Utilization bbbbN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4-77 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 3 18931 - Solar Vail EMBED W8, W10 3/26/2018 4 Shear load Load V ua [lb] Capacity f Vn [lb] Utilization bbbbV = Vua/f Vn Status Steel Strength* 6,263 18,674 34 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 25,050 37,554 67 OK Concrete edge failure in direction y+** 25,050 73,614 35 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-11 Eq. (D-28) f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in.2] futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] f steel f Vsa [lb] Vua [lb] 28,730 0.650 18,674 6,263 4.2 Pryout Strength Vcpg = kcp [(A Nc A Nc0 ) y ec,N y ed,N y c,N y cp,N N b] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) y ec,N = ( 1 1 +2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef)≤ 1.0 ACI 318-11 Eq. (D-10) y cp,N = MAX( ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc l a √f'c h1.5ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 6.000 0.000 0.000 4.000 y c,N cac [in.] kc l a f'c [psi] 1.250 - 24 1.000 4,000 Calculations ANc [in. 2 ] ANc0 [in. 2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 374.00 324.00 1.000 1.000 0.833 1.000 22,308 Results Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 53,648 0.700 37,554 25,050 4-78 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 4 18931 - Solar Vail EMBED W8, W10 3/26/2018 4.3 Concrete edge failure in direction y+ Vcbg = (A Vc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-11 Eq. (D-31) f Vcbg ≥ Vua ACI 318-11 Table D.4.1.1 AVc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2a1 ACI 318-11 Eq. (D-32) y ec,V = ( 1 1 +2e'v 3ca1 ) ≤ 1.0 ACI 318-11 Eq. (D-36) y ed,V = 0.7 + 0.3( ca2 1.5c a1)≤ 1.0 ACI 318-11 Eq. (D-38) y h,V = √1.5ca1 ha ≥ 1.0 ACI 318-11 Eq. (D-39) Vb = 9 l a √f'c c1.5a1 ACI 318-11 Eq. (D-34) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 48.000 4.000 0.000 1.400 8.000 le [in.] l a da [in.] f'c [psi] y parallel,V 6.000 1.000 0.750 4,000 2.000 Calculations AVc [in. 2 ] AVc0 [in. 2 ] y ec,V y ed,V y h,V Vb [lb] 640.00 10,368.00 1.000 1.000 3.000 189,293 Results Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 98,152 0.750 73,614 25,050 5 Warnings · The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! · Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. · Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4-79 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 5 18931 - Solar Vail EMBED W8, W10 3/26/2018 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -2.000 2.000 4.000 - 52.000 48.000 2 2.000 2.000 8.000 - 52.000 48.000 3 -2.000 -2.000 4.000 - 48.000 52.000 4 2.000 -2.000 8.000 - 48.000 52.000 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 7.000 x 0.250 x 0.000 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required 1 2 3 4 4.000 4.000 4.000 2.000 4.000 2.000x y 6.000 6.000 4.0004.000 4-80 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 6 18931 - Solar Vail EMBED W8, W10 3/26/2018 7 Remarks; Your Cooperation Duties · Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. · You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 4-81 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 1 18931 - Solar Vail EMBED W12, W14 3/26/2018 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Effective embedment depth: hef = 6.000 in. Material: Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 16.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 7.000 in. x 0.250 in. x 0.000 in. Base material: uncracked concrete, , fc' = 4,000 psi; h = 8.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: >= No. 4 bar Geometry [in.] & Loading [lb, in.lb] 4-82 EMBED FOR W12 & W14 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 2 18931 - Solar Vail EMBED W12, W14 3/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 7,350 7,350 0 2 0 7,350 7,350 0 3 0 7,350 7,350 0 4 0 7,350 7,350 0 5 0 7,350 7,350 0 6 0 7,350 7,350 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 5 6 x y 3 Tension load Load N ua [lb] Capacity f Nn [lb] Utilization bbbbN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4-83 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 3 18931 - Solar Vail EMBED W12, W14 3/26/2018 4 Shear load Load V ua [lb] Capacity f Vn [lb] Utilization bbbbV = Vua/f Vn Status Steel Strength* 7,350 18,674 40 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 44,100 46,390 96 OK Concrete edge failure in direction y-** 44,100 93,858 47 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-11 Eq. (D-28) f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in.2] futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] f steel f Vsa [lb] Vua [lb] 28,730 0.650 18,674 7,350 4.2 Pryout Strength Vcpg = kcp [(A Nc A Nc0 ) y ec,N y ed,N y c,N y cp,N N b] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) y ec,N = ( 1 1 +2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef)≤ 1.0 ACI 318-11 Eq. (D-10) y cp,N = MAX( ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc l a √f'c h1.5ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 6.000 0.000 0.000 4.000 y c,N cac [in.] kc l a f'c [psi] 1.250 - 24 1.000 4,000 Calculations ANc [in. 2 ] ANc0 [in. 2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 462.00 324.00 1.000 1.000 0.833 1.000 22,308 Results Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 66,271 0.700 46,390 44,100 4-84 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 4 18931 - Solar Vail EMBED W12, W14 3/26/2018 4.3 Concrete edge failure in direction y- Vcbg = (AVc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-11 Eq. (D-31) f Vcbg ≥ Vua ACI 318-11 Table D.4.1.1 AVc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2a1 ACI 318-11 Eq. (D-32) y ec,V = ( 1 1 +2e'v 3ca1 ) ≤ 1.0 ACI 318-11 Eq. (D-36) y ed,V = 0.7 + 0.3( ca2 1.5c a1) ≤ 1.0 ACI 318-11 Eq. (D-38) y h,V = √ 1.5ca1 ha ≥ 1.0 ACI 318-11 Eq. (D-39) Vb = 9 l a √ f'c c1.5a1 ACI 318-11 Eq. (D-34) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 60.000 4.000 0.000 1.400 8.000 le [in.] l a da [in.] f'c [psi] y parallel,V 6.000 1.000 0.750 4,000 2.000 Calculations AVc [in. 2 ] AVc0 [in. 2 ] y ec,V y ed,V y h,V Vb [lb] 816.00 16,200.00 1.000 1.000 3.354 264,545 Results Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 125,144 0.750 93,858 44,100 5 Warnings · The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! · Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. · Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4-85 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 5 18931 - Solar Vail EMBED W12, W14 3/26/2018 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -4.000 2.000 4.000 - 64.000 60.000 2 0.000 2.000 8.000 - 64.000 60.000 3 4.000 2.000 12.000 - 64.000 60.000 Anchor x y c-x c+x c-y c+y 4 -4.000 -2.000 4.000 - 60.000 64.000 5 0.000 -2.000 8.000 - 60.000 64.000 6 4.000 -2.000 12.000 - 60.000 64.000 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 7.000 x 0.250 x 0.000 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required 1 2 3 4 5 6 4.000 4.000 4.000 4.000 2.000 4.000 2.000x y 8.000 8.000 4.0004.000 4-86 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 6 18931 - Solar Vail EMBED W12, W14 3/26/2018 7 Remarks; Your Cooperation Duties · Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. · You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 4-87 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 1 18931 - Solar Vail EMBED W16 3/26/2018 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Effective embedment depth: hef = 6.000 in. Material: Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 24.000 in. x 8.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 16.000 in. x 0.250 in. x 0.000 in. Base material: uncracked concrete, , fc' = 4,000 psi; h = 8.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: >= No. 4 bar Geometry [in.] & Loading [lb, in.lb] 4-88 EMBED FOR W16 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 2 18931 - Solar Vail EMBED W16 3/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 10,500 10,500 0 2 0 10,500 10,500 0 3 0 10,500 10,500 0 4 0 10,500 10,500 0 5 0 10,500 10,500 0 6 0 10,500 10,500 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 5 6 x y 3 Tension load Load N ua [lb] Capacity f Nn [lb] Utilization bbbbN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4-89 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 3 18931 - Solar Vail EMBED W16 3/26/2018 4 Shear load Load V ua [lb] Capacity f Vn [lb] Utilization bbbbV = Vua/f Vn Status Steel Strength* 10,500 18,674 57 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 63,000 64,062 99 OK Concrete edge failure in direction y+** 63,000 84,656 75 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-11 Eq. (D-28) f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in. 2] futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] f steel f Vsa [lb] Vua [lb] 28,730 0.650 18,674 10,500 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0 ) y ec,N y ed,N y c,N y cp,N N b ] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) y ec,N = ( 1 1 +2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) y ed,N = 0.7 + 0.3 ( ca,min 1.5h ef)≤ 1.0 ACI 318-11 Eq. (D-10) y cp,N = MAX( ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc l a √f'c h1.5 ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 6.000 0.000 0.000 4.000 y c,N cac [in.] kc l a f'c [psi] 1.250 - 24 1.000 4,000 Calculations ANc [in. 2] ANc0 [in. 2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 638.00 324.00 1.000 1.000 0.833 1.000 22,308 Results Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 91,517 0.700 64,062 63,000 4-90 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 4 18931 - Solar Vail EMBED W16 3/26/2018 4.3 Concrete edge failure in direction y+ Vcbg = (A Vc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-11 Eq. (D-31) f Vcbg ≥ Vua ACI 318-11 Table D.4.1.1 AVc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2a1 ACI 318-11 Eq. (D-32) y ec,V = ( 1 1 +2e'v 3ca1 ) ≤ 1.0 ACI 318-11 Eq. (D-36) y ed,V = 0.7 + 0.3( ca2 1.5ca1) ≤ 1.0 ACI 318-11 Eq. (D-38) y h,V = √1.5ca1 ha ≥ 1.0 ACI 318-11 Eq. (D-39) Vb = 9 l a √f'c c1.5a1 ACI 318-11 Eq. (D-34) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 48.000 4.000 0.000 1.400 8.000 le [in.] l a da [in.] f'c [psi] y parallel,V 6.000 1.000 0.750 4,000 2.000 Calculations AVc [in. 2] AVc0 [in. 2 ] y ec,V y ed,V y h,V Vb [lb] 736.00 10,368.00 1.000 1.000 3.000 189,293 Results Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 112,875 0.750 84,656 63,000 5 Warnings · The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! · Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. · Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4-91 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 5 18931 - Solar Vail EMBED W16 3/26/2018 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -8.000 2.000 4.000 - 52.000 48.000 2 0.000 2.000 12.000 - 52.000 48.000 3 -8.000 -2.000 4.000 - 48.000 52.000 Anchor x y c-x c+x c-y c+y 4 0.000 -2.000 12.000 - 48.000 52.000 5 8.000 2.000 20.000 - 52.000 48.000 6 8.000 -2.000 20.000 - 48.000 52.000 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 16.000 x 0.250 x 0.000 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required 1 2 3 4 5 6 4.000 8.000 8.000 4.000 2.000 4.000 2.000x y 12.000 12.000 4.0004.000 4-92 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 6 18931 - Solar Vail EMBED W16 3/26/2018 7 Remarks; Your Cooperation Duties · Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. · You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 4-93 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 1 18931 - Solar Vail EMBED W18, W21 3/26/2018 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Effective embedment depth: hef = 6.000 in. Material: Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 28.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 18.000 in. x 0.250 in. x 0.000 in. Base material: uncracked concrete, , fc' = 4,000 psi; h = 12.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: >= No. 4 bar Geometry [in.] & Loading [lb, in.lb] 4-94 EMBED FOR W18 & W21 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 2 18931 - Solar Vail EMBED W18, W21 3/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 13,500 13,500 0 2 0 13,500 13,500 0 3 0 13,500 13,500 0 4 0 13,500 13,500 0 5 0 13,500 13,500 0 6 0 13,500 13,500 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 5 6 x y 3 Tension load Load N ua [lb] Capacity f Nn [lb] Utilization bbbbN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4-95 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 3 18931 - Solar Vail EMBED W18, W21 3/26/2018 4 Shear load Load V ua [lb] Capacity f Vn [lb] Utilization bbbbV = Vua/f Vn Status Steel Strength* 13,500 18,674 73 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 81,000 86,152 95 OK Concrete edge failure in direction y+** 81,000 108,190 75 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-11 Eq. (D-28) f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in.2] futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] f steel f Vsa [lb] Vua [lb] 28,730 0.650 18,674 13,500 4.2 Pryout Strength Vcpg = kcp [(A Nc A Nc0 ) y ec,N y ed,N y c,N y cp,N N b] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) y ec,N = ( 1 1 +2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) y ed,N = 0.7 + 0.3 ( ca,min 1.5hef)≤ 1.0 ACI 318-11 Eq. (D-10) y cp,N = MAX( ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc l a √f'c h1.5ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 6.000 0.000 0.000 4.000 y c,N cac [in.] kc l a f'c [psi] 1.250 - 24 1.000 4,000 Calculations ANc [in. 2 ] ANc0 [in. 2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 858.00 324.00 1.000 1.000 0.833 1.000 22,308 Results Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 123,075 0.700 86,152 81,000 4-96 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 4 18931 - Solar Vail EMBED W18, W21 3/26/2018 4.3 Concrete edge failure in direction y+ Vcbg = (A Vc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-11 Eq. (D-31) f Vcbg ≥ Vua ACI 318-11 Table D.4.1.1 AVc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2a1 ACI 318-11 Eq. (D-32) y ec,V = ( 1 1 +2e'v 3ca1 ) ≤ 1.0 ACI 318-11 Eq. (D-36) y ed,V = 0.7 + 0.3( ca2 1.5c a1)≤ 1.0 ACI 318-11 Eq. (D-38) y h,V = √1.5ca1 ha ≥ 1.0 ACI 318-11 Eq. (D-39) Vb = 9 l a √f'c c1.5a1 ACI 318-11 Eq. (D-34) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 48.000 4.000 0.000 1.400 12.000 le [in.] l a da [in.] f'c [psi] y parallel,V 6.000 1.000 0.750 4,000 2.000 Calculations AVc [in. 2 ] AVc0 [in. 2 ] y ec,V y ed,V y h,V Vb [lb] 1,152.00 10,368.00 1.000 1.000 2.449 189,293 Results Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 144,253 0.750 108,190 81,000 5 Warnings · The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! · Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. · Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4-97 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 5 18931 - Solar Vail EMBED W18, W21 3/26/2018 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -10.000 4.000 4.000 - 56.000 48.000 2 0.000 4.000 14.000 - 56.000 48.000 3 -10.000 -4.000 4.000 - 48.000 56.000 Anchor x y c-x c+x c-y c+y 4 0.000 -4.000 14.000 - 48.000 56.000 5 10.000 4.000 24.000 - 56.000 48.000 6 10.000 -4.000 24.000 - 48.000 56.000 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 18.000 x 0.250 x 0.000 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required 1 2 3 4 5 6 4.000 10.000 10.000 4.000 2.000 8.000 2.000x y 14.000 14.000 6.0006.000 4-98 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 6 18931 - Solar Vail EMBED W18, W21 3/26/2018 7 Remarks; Your Cooperation Duties · Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. · You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 4-99 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 1 18931 - Solar Vail EMBED W27 3/26/2018 Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR. B 3/4 Effective embedment depth: hef = 6.000 in. Material: Proof: Design method ACI 318-11 / CIP Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in. Anchor plate: lx x ly x t = 36.000 in. x 14.000 in. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (L x W x T) = 18.000 in. x 0.250 in. x 0.000 in. Base material: uncracked concrete, , fc' = 4,000 psi; h = 12.000 in. Reinforcement: tension: condition A, shear: condition A; edge reinforcement: >= No. 4 bar Geometry [in.] & Loading [lb, in.lb] 4-100 EMBED FOR W27 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 2 18931 - Solar Vail EMBED W27 3/26/2018 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 14,250 14,250 0 2 0 14,250 14,250 0 3 0 14,250 14,250 0 4 0 14,250 14,250 0 5 0 14,250 14,250 0 6 0 14,250 14,250 0 7 0 14,250 14,250 0 8 0 14,250 14,250 0 max. concrete compressive strain: - [‰] max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 0 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] 1 2 3 4 5 6 7 8 x y 3 Tension load Load N ua [lb] Capacity f Nn [lb] Utilization bbbbN = Nua/f Nn Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A * anchor having the highest loading **anchor group (anchors in tension) 4-101 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 3 18931 - Solar Vail EMBED W27 3/26/2018 4 Shear load Load V ua [lb] Capacity f Vn [lb] Utilization bbbbV = Vua/f Vn Status Steel Strength* 14,250 18,674 77 OK Steel failure (with lever arm)* N/A N/A N/A N/A Pryout Strength** 114,000 120,894 95 OK Concrete edge failure in direction y-** 114,000 119,460 96 OK * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa = Ase,V futa ACI 318-11 Eq. (D-28) f Vsteel ≥ Vua ACI 318-11 Table D.4.1.1 Variables Ase,V [in. 2] futa [psi] 0.44 65,000 Calculations Vsa [lb] 28,730 Results Vsa [lb] f steel f Vsa [lb] Vua [lb] 28,730 0.650 18,674 14,250 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0 ) y ec,N y ed,N y c,N y cp,N N b ] ACI 318-11 Eq. (D-41) f Vcpg ≥ Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANc0 = 9 h2ef ACI 318-11 Eq. (D-5) y ec,N = ( 1 1 +2 e'N 3 hef ) ≤ 1.0 ACI 318-11 Eq. (D-8) y ed,N = 0.7 + 0.3 ( ca,min 1.5h ef)≤ 1.0 ACI 318-11 Eq. (D-10) y cp,N = MAX( ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-11 Eq. (D-12) Nb = kc l a √f'c h1.5 ef ACI 318-11 Eq. (D-6) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 6.000 0.000 0.000 4.000 y c,N cac [in.] kc l a f'c [psi] 1.250 - 24 1.000 4,000 Calculations ANc [in. 2] ANc0 [in. 2 ] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 1,204.00 324.00 1.000 1.000 0.833 1.000 22,308 Results Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 172,706 0.700 120,894 114,000 4-102 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 4 18931 - Solar Vail EMBED W27 3/26/2018 4.3 Concrete edge failure in direction y- Vcbg = (AVc AVc0) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-11 Eq. (D-31) f Vcbg ≥ Vua ACI 318-11 Table D.4.1.1 AVc see ACI 318-11, Part D.6.2.1, Fig. RD.6.2.1(b) AVc0 = 4.5 c2a1 ACI 318-11 Eq. (D-32) y ec,V = ( 1 1 +2e'v 3ca1 ) ≤ 1.0 ACI 318-11 Eq. (D-36) y ed,V = 0.7 + 0.3( ca2 1.5c a1) ≤ 1.0 ACI 318-11 Eq. (D-38) y h,V = √ 1.5ca1 ha ≥ 1.0 ACI 318-11 Eq. (D-39) Vb = 9 l a √f'c c1.5a1 ACI 318-11 Eq. (D-34) Variables ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 48.000 4.000 0.000 1.400 12.000 le [in.] l a da [in.] f'c [psi] y parallel,V 6.000 1.000 0.750 4,000 2.000 Calculations AVc [in. 2 ] AVc0 [in. 2 ] y ec,V y ed,V y h,V Vb [lb] 1,272.00 10,368.00 1.000 1.000 2.449 189,293 Results Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 159,280 0.750 119,460 114,000 5 Warnings · The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! · Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. · Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! 4-103 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 5 18931 - Solar Vail EMBED W27 3/26/2018 Coordinates Anchor in. Anchor x y c-x c+x c-y c+y 1 -14.000 5.000 4.000 - 58.000 48.000 2 -4.000 5.000 14.000 - 58.000 48.000 3 -14.000 -5.000 4.000 - 48.000 58.000 4 -4.000 -5.000 14.000 - 48.000 58.000 Anchor x y c-x c+x c-y c+y 5 6.000 5.000 24.000 - 58.000 48.000 6 6.000 -5.000 24.000 - 48.000 58.000 7 16.000 5.000 34.000 - 58.000 48.000 8 16.000 -5.000 34.000 - 48.000 58.000 6 Installation data Anchor plate, steel: - Anchor type and diameter: AWS D1.1 GR. B 3/4 Profile: Rectangular plates and bars (AISC); 18.000 x 0.250 x 0.000 in. Installation torque: - Hole diameter in the fixture: df = 0.813 in. Hole diameter in the base material: - in. Plate thickness (input): 0.500 in. Hole depth in the base material: 6.000 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 6.875 in. Drilling method: - Cleaning: No cleaning of the drilled hole is required 1 2 3 4 5 6 7 8 4.000 10.000 10.000 10.000 2.000 2.000 10.000 2.000x y 18.000 18.000 7.0007.000 4-104 www.hilti.us Profis Anchor 2.7.6 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan Company: Specifier: Address: Phone I Fax: E-Mail: JVA, Inc | Page: Project: Sub-Project I Pos. No.: Date: 6 18931 - Solar Vail EMBED W27 3/26/2018 7 Remarks; Your Cooperation Duties · Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. · You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. 4-105 JVA JOB NO. 18931 SECTION 5 - WOOD FLOOR AND ROOF FRAMING 5-1 5-2 5-3 5-4 5-5 5-6 5-7 5-8 5-9 5-10 5-11 5-12 5-13 01: Level Member Name Results Current Solution Comments TYP Roof rafter 8'-0 Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC TYP ROOF BEAM (Supporting Rafter) Passed 3 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Typ Roof Window Support Passed 2 Piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL Roof Rafter Over West Stair Core Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL @ 16" OC Roof Beam Over West Stair Core Passed 4 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL ROOF BEAM 2 Passed 4 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL ROOF BEAM 3 Passed 4 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL South West Tower Support 1 Passed 2 Piece(s) 1 3/4" x 18" 2.0E Microllam® LVL South West Tower Support 2 Passed 3 Piece(s) 1 3/4" x 18" 2.0E Microllam® LVL 02: Level 4/Low Roof Member Name Results Current Solution Comments Low Roof Rafter - South West Side Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Valley Beam - South West Side Passed 4 Piece(s) 1 3/4" x 20" 2.0E Microllam® LVL Low Roof Rafter - South East Side Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Valley Beam - South East Side Passed 4 Piece(s) 1 3/4" x 18" 2.0E Microllam® LVL Roof Rafter - North East Side Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Valley Beam - North East Side Passed 3 Piece(s) 1 3/4" x 16" 2.0E Microllam® LVL PE Truss (In Front Of Elevator) Passed 1 Piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 12" OC 18931-Roof.4te JOB SUMMARY REPORT Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 1 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-14 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 11 7/8" SPF beam 5.50" Hanger¹ 2.10" / - ² 127 1267 1394 See note ¹ 2 - Stud wall - SPF 5.50" 4.38" 2.38" 124 1244 1368 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1259 @ 5 1/2" 1259 (2.10") Passed (100%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1259 @ 5 1/2" 1903 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2701 @ 4' 9" 4364 Passed (62%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.128 @ 4' 9" 0.215 Passed (L/803) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.141 @ 4' 9" 0.429 Passed (L/730) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 64 40 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 10" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Level, TYP Roof rafter 8'-0 MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MIU2.1/11 2.50" N/A 20-10d x 1-1/2 2-10d x 1-1/2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF)0 to 9' 5" 16" 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 2 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-15 3 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 1.91" 856 3403 4259 Blocking 2 - Stud wall - SPF 3.50" 3.50" 1.91" 856 3403 4259 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4258 @ 2" 7809 (3.50") Passed (55%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 3498 @ 1' 5 1/2" 16060 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 16686 @ 8' 2" 41846 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.277 @ 8' 2" 0.400 Passed (L/694) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.346 @ 8' 2" 0.800 Passed (L/554) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 16' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 4" o/c unless detailed otherwise. Level, TYP ROOF BEAM (Supporting Rafter) MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 4" N/A 21.5 1 - Uniform (PSF)0 to 16' 4" (Front) 4' 2" 20.0 100.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 3 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-16 2 piece(s) 1 3/4" x 5 1/2" 2.0E Microllam® LVL Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.50" 236 1094 1330 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 236 1094 1330 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1286 @ 2" 3347 (2.25") Passed (38%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1011 @ 9" 4206 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 1862 @ 3' 1 1/2" 4889 Passed (38%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.109 @ 3' 1 1/2" 0.148 Passed (L/654) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.132 @ 3' 1 1/2" 0.296 Passed (L/538) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 1" o/c unless detailed otherwise. Level, Typ Roof Window Support MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 1 1/4" to 6' 1 3/4" N/A 5.6 1 - Uniform (PSF)0 to 6' 3" (Front) 3' 6" 20.0 100.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 4 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-17 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - SPF 5.50" 5.50" 2.18" 243 1865 2108 Blocking 2 - Hanger on 11 7/8" SPF beam 5.50" Hanger¹ 1.50" 158 1283 1441 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1307 @ 11' 2 1/2" 1969 (1.50") Passed (66%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 1138 @ 3' 2 5/8" 4541 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2832 @ 6' 10 1/2" 10673 Passed (27%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.090 @ 0 0.200 Passed (2L/774) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.099 @ 0 0.290 Passed (2L/700) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 10/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 14' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 7" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. Level, Roof Rafter Over West Stair Core MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger U14X D40 2.00" N/A 14-10d common 6-10d x 1-1/2 LSTA18 Strap Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 11' 8" 16" 20.0 200.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 5 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-18 4 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 5.50" 5.50" 4.81" 1681 12632 14313 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.47" 1560 11735 13295 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 14313 @ 2' 3 3/4" 16363 (5.50") Passed (87%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 6595 @ 3' 6 3/8" 18163 Passed (36%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-lbs) 15012 @ 6' 4 13/16" 41051 Passed (37%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.100 @ 6' 4 7/16" 0.269 Passed (L/967) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.070 @ 12' 8 1/2" 0.231 Passed (2L/792) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 0/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 9" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. Level, Roof Beam Over West Stair Core MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 12' 8 1/2" N/A 24.2 1 - Uniform (PLF)0 to 12' 4 1/2" (Front)N/A 118.5 962.3 Linked from: Roof Rafter Over Stair Core, Support 2 2 - Uniform (PLF)0 to 12' 4 1/2" (Front)N/A 118.5 962.3 Linked from: Roof Rafter Over Stair Core, Support 2 Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 6 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-19 4 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 5.50" 5.50" 4.82" 1725 12600 14325 Blocking 2 - Stud wall - SPF 5.50" 5.50" 4.82" 1725 12600 14325 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 14325 @ 4" 16363 (5.50") Passed (88%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 9891 @ 1' 7 1/2" 21413 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 32980 @ 5' 3" 55794 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.192 @ 5' 3" 0.246 Passed (L/615) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.218 @ 5' 3" 0.492 Passed (L/541) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. Level, ROOF BEAM 2 MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 6" N/A 28.6 1 - Uniform (PSF)0 to 10' 6" (Front) 12' 25.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 7 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-20 4 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 5.50" 5.50" 3.02" 1082 7900 8982 Blocking 2 - Stud wall - SPF 5.50" 5.50" 3.02" 1082 7900 8982 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 8982 @ 4" 16363 (5.50") Passed (55%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4548 @ 1' 7 1/2" 21413 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 11940 @ 3' 3 1/2" 55794 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.033 @ 3' 3 1/2" 0.148 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.038 @ 3' 3 1/2" 0.296 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 6' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 7" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. Level, ROOF BEAM 3 MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 7" N/A 28.6 1 - Uniform (PSF)0 to 6' 7" (Front) 12' 25.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 8 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-21 2 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 18" SPF beam 3.50" Hanger¹ 1.50" 696 2858 3554 See note ¹ 2 - Hanger on 18" SPF beam 3.50" Hanger¹ 1.50" 696 2858 3554 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3051 @ 3 1/2" 3938 (1.50") Passed (77%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 436 @ 1' 9 1/2" 13766 Passed (3%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2670 @ 2' 1/2" 44566 Passed (6%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 2' 1/2" 0.087 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.007 @ 2' 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 6" o/c unless detailed otherwise. Level, South West Tower Support 1 MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MGU3.63 (H1=15) 4.50" N/A 24-SDS self-drilling wood screw 0.242 dia. x 2 1/2" 16-SDS self-drilling wood screw 0.242 dia. x 2 1/2" 2 - Face Mount Hanger MGU3.63 (H1=15) 4.50" N/A 24-SDS self-drilling wood screw 0.242 dia. x 2 1/2" 16-SDS self-drilling wood screw 0.242 dia. x 2 1/2" Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 3' 9 1/2" N/A 18.4 1 - Uniform (PSF)0 to 4' 1" (Front) 7' 25.0 200.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 4' 1" (Front) N/A 150.0 - Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 9 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-22 3 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 2.37" 874 4462 5336 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 2.13" 768 4029 4797 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5295 @ 2" 5299 (2.38") Passed (100%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 4501 @ 1' 9 1/2" 20648 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 22733 @ 6' 66849 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.136 @ 6' 10 15/16" 0.344 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.163 @ 6' 10 7/8" 0.688 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' 11" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 11" o/c unless detailed otherwise. Level, South West Tower Support 2 MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF)1 1/8" to 13' 11 7/8"N/A 27.6 1 - Uniform (PSF)0 to 14' 1" (Front) 2' 20.0 200.0 Residential - Living Areas 2 - Point (lb) 6' (Front) N/A 696 2858 Linked from: South West Tower Support 1, Support 1 Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 10 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-23 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - DF 5.50" 5.50" 2.35" 321 3022 3343 Blocking 2 - Hanger on 14" DF beam 3.50" Hanger¹ 1.81" 234 2265 2499 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2371 @ 12' 7" 2371 (1.81") Passed (100%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 1980 @ 3' 1/4" 5353 Passed (37%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 6224 @ 7' 4" 14506 Passed (43%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.132 @ 0 0.200 Passed (2L/448) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.145 @ 0 0.247 Passed (2L/410) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 10/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 7' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 5" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. Level 4/Low Roof, Low Roof Rafter - South West Side MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger HU9X D40 2.50" N/A 18-16d common 6-10d x 1-1/2 LSTA24 Strap Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 10 1/2" 16" 25.0 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 11 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-24 4 piece(s) 1 3/4" x 20" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column - SPF 5.50" 5.50" 2.26" 1755 11515 13270 Blocking 2 - Column - SPF 5.50" 5.50" 4.27" 2471 19217 21688 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 21688 @ 17' 11" 27913 (5.50") Passed (78%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 14879 @ 16' 4 1/4" 30590 Passed (49%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-lbs) 63850 @ 11' 1 13/16" 108474 Passed (59%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.171 @ 0 0.200 Passed (2L/416) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.193 @ 0 0.297 Passed (2L/368) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 7/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 10' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 21' 2" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. Level 4/Low Roof, Valley Beam - South West Side MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 18' 3" N/A 40.8 1 - Tapered (PSF) 0 to 18' 3" 0 to 11' 28.9 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 12 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-25 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - DF 5.50" 5.50" 2.28" 312 2932 3244 Blocking 2 - Hanger on 14" DF beam 3.50" Hanger¹ 1.73" 224 2170 2394 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2265 @ 12' 1 1/2" 2265 (1.73") Passed (100%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 1880 @ 3' 1/4" 5353 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5684 @ 7' 1 1/4" 14506 Passed (39%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.115 @ 0 0.200 Passed (2L/516) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.126 @ 0 0.247 Passed (2L/472) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 10/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 9" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. Level 4/Low Roof, Low Roof Rafter - South East Side MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger HU9X D40 2.50" N/A 18-10d common 6-10d x 1-1/2 LSTA24 Strap Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 5" 16" 25.0 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 13 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-26 4 piece(s) 1 3/4" x 18" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column - SPF 5.50" 5.50" 2.04" 1545 10424 11969 Blocking 2 - Column - SPF 5.50" 5.50" 3.76" 2141 16946 19087 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 19087 @ 15' 11" 27913 (5.50") Passed (68%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 12816 @ 14' 5 15/16" 27531 Passed (47%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-lbs) 48721 @ 10' 3/16" 89132 Passed (55%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.156 @ 0 0.200 Passed (2L/456) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.176 @ 0 0.297 Passed (2L/404) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 7/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 10" o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. Level 4/Low Roof, Valley Beam - South East Side MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 3" N/A 36.8 1 - Tapered (PSF) 0 to 16' 3" 0 to 11' 28.9 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 14 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-27 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Beveled Plate - DF 5.50" 5.50" 1.75" 240 2255 2495 Blocking 2 - Hanger on 14" DF beam 3.50" Hanger¹ 1.50" 144 1437 1581 See note ¹ All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1453 @ 8' 7 1/2" 1969 (1.50") Passed (74%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 1131 @ 3' 1/4" 5353 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 2338 @ 5' 4 7/8" 14506 Passed (16%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.047 @ 5' 3 5/8" 0.292 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.029 @ 0 0.247 Passed (2L/999+)-- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 10/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 3" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. Level 4/Low Roof, Roof Rafter - North East Side MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger U14X D40 2.00" N/A 14-10d common 6-10d x 1-1/2 LSTA15 Strap Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 11" 16" 25.0 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 15 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-28 3 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Column - SPF 5.50" 5.50" 1.61" 944 6160 7104 Blocking 2 - Column - SPF 5.50" 5.50" 2.97" 1287 10014 11301 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 11301 @ 15' 11" 20934 (5.50") Passed (54%) -- 1.0 D + 1.0 S (Alt Spans) Shear (lbs) 7878 @ 14' 7 11/16" 18354 Passed (43%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-lbs) 28856 @ 10' 1/8" 53672 Passed (54%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.175 @ 0 0.200 Passed (2L/406) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) -0.198 @ 0 0.297 Passed (2L/360) -- 1.0 D + 1.0 S (Alt Spans) System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Member Pitch: 7/12 Deflection criteria: LL (L/360) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 10" o/c unless detailed otherwise. Level 4/Low Roof, Valley Beam - North East Side MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 16' 3" N/A 24.5 1 - Tapered (PSF) 0 to 16' 3" 0 to 6' 6" 28.9 306.0 Roof Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 16 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-29 1 piece(s) 1 3/4" x 14" 2.0E Microllam® LVL @ 12" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Stud wall - SPF 3.50" 3.50" 3.47" 369 2215 2584 Blocking 2 - Stud wall - SPF 3.50" 2.25" 1.66" 166 1085 1251 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2584 @ 5' 11 3/4" 2603 (3.50") Passed (99%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 1308 @ 7' 3 1/2" 5353 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 4219 @ 14' 3 3/16" 14506 Passed (29%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) -0.154 @ 0 0.299 Passed (2L/934) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.219 @ 13' 10 1/4" 0.761 Passed (L/834) -- 1.0 D + 1.0 S (Alt Spans) TJ-Pro Rating 64 40 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (2L/480) and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 12' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 9" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Level 4/Low Roof, PE Truss (In Front Of Elevator) MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Comments 1 - Uniform (PSF)0 to 21' 5" 12" 25.0 150.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:16:41 AM Page 17 of 17 18931-Roof.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-30 01: Roof Framing Member Name Results Current Solution Comments 15' 3 - roof Passed 2 Piece(s) 14" TJI® 210 @ 16" OC 13' 11 - roof Passed 2 Piece(s) 14" TJI® 210 @ 16" OC 12' 11 1/2 - roof Passed 2 Piece(s) 14" TJI® 210 @ 16" OC 12' 8 - roof Passed 2 Piece(s) 14" TJI® 360 @ 24" OC 12' 6 - roof Passed 2 Piece(s) 14" TJI® 360 @ 24" OC 10' 8 - roof Passed 2 Piece(s) 14" TJI® 210 @ 24" OC 15' 3 - roof lvl Failed 1 Piece(s) 1 3/4" x 16" 2.0E Microllam® LVL @ 24" OC Multiple Failures/Errors 02: Roof Framing - 2x6 Demising Wall Member Name Results Current Solution Comments 13' 11 - roof 2x6 wall Passed 2 Piece(s) 14" TJI® 210 @ 16" OC 15' 3 - roof 2x6 wall Passed 2 Piece(s) 14" TJI® 360 @ 24" OC 12' 11 1/2 - roof 2x6 wall Passed 1 Piece(s) 14" TJI® 560 @ 16" OC 12' 8 - roof 2x6 wall Passed 1 Piece(s) 14" TJI® 560 @ 16" OC 12' 6 - roof 2x6 wall Passed 2 Piece(s) 14" TJI® 210 @ 24" OC 10' 8 - roof 2x6 wall Passed 2 Piece(s) 14" TJI® 210 @ 24" OC 03: Floor Framing Member Name Results Current Solution Comments Typical Floor Joist Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC Typical Floor Joist - Cant L4-1 Passed 1 Piece(s) 11 7/8" TJI® 210 @ 16" OC Typical Floor Joist - Cant L4-2 Failed 1 Piece(s) 11 7/8" TJI® 560 @ 16" OC Typical Floor Joist - Cant L4-1_ICE Passed 1 Piece(s) 11 7/8" TJI® 360 @ 16" OC Web Stiffeners Required 18931_Solar Vail.4te JOB SUMMARY REPORT Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 1 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-31 2 piece(s) 14" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 1.75" 254 203 2033 2490 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 1.75" 254 203 2033 2490 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2259 @ 2 1/2" 2681 (2.38") Passed (84%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2200 @ 3 1/2" 4474 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 8251 @ 7' 7 1/2" 10327 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.334 @ 7' 7 1/2" 0.371 Passed (L/532) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.376 @ 7' 7 1/2" 0.742 Passed (L/473) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 63 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 3' 10" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 1" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 15' 3 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 15' 3" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 2 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-32 2 piece(s) 14" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 1.75" 232 186 1856 2274 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 1.75" 232 186 1856 2274 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2059 @ 2 1/2" 2681 (2.38") Passed (77%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2000 @ 3 1/2" 4474 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 6834 @ 6' 11 1/2" 10327 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.237 @ 6' 11 1/2" 0.338 Passed (L/682) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.267 @ 6' 11 1/2" 0.675 Passed (L/607) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 65 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 4" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 9" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 13' 11 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 13' 11" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 3 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-33 2 piece(s) 14" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 1.75" 216 173 1728 2117 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 1.75" 216 173 1728 2117 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1916 @ 2 1/2" 2681 (2.38") Passed (71%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1856 @ 3 1/2" 4474 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5899 @ 6' 5 3/4" 10327 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.182 @ 6' 5 3/4" 0.314 Passed (L/826) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.205 @ 6' 5 3/4" 0.627 Passed (L/734) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 66 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 9" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 12' 11 1/2 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 11 1/2" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 4 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-34 2 piece(s) 14" TJI® 360 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 2.33" 317 253 2533 3103 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 2.33" 317 253 2533 3103 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2808 @ 2 1/2" 2834 (2.38") Passed (99%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2719 @ 3 1/2" 4497 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 8441 @ 6' 4" 16871 Passed (50%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.202 @ 6' 4" 0.306 Passed (L/727) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.228 @ 6' 4" 0.613 Passed (L/646) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 62 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 12' 8 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 8" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 5 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-35 2 piece(s) 14" TJI® 360 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 2.26" 313 250 2500 3063 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 2.26" 313 250 2500 3063 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2770 @ 2 1/2" 2834 (2.38") Passed (98%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2681 @ 3 1/2" 4497 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 8213 @ 6' 3" 16871 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.193 @ 6' 3" 0.302 Passed (L/751) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.217 @ 6' 3" 0.604 Passed (L/668) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 62 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 5' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 4" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 12' 6 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 6" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 6 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-36 2 piece(s) 14" TJI® 210 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 1.83" 267 213 2133 2613 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 1.83" 267 213 2133 2613 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2358 @ 2 1/2" 2681 (2.38") Passed (88%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2269 @ 3 1/2" 4474 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5910 @ 5' 4" 10327 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.131 @ 5' 4" 0.256 Passed (L/936) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.148 @ 5' 4" 0.512 Passed (L/832) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 64 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 10' 8 - roof MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 10' 8" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 7 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-37 1 piece(s) 1 3/4" x 16" 2.0E Microllam® LVL @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 4.56" 381 305 3050 3736 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 4.56" 381 305 3050 3736 1 1/8" Rim Board Support 1 failed the reaction check due to insufficient bearing capacity. Support 2 failed the reaction check due to insufficient bearing capacity. All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3389 @ 2 1/2" 1766 (2.38") Failed (192%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2700 @ 1' 7 1/2" 6118 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 12377 @ 7' 7 1/2" 18606 Passed (67%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.373 @ 7' 7 1/2" 0.371 Passed (L/477) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.419 @ 7' 7 1/2" 0.742 Passed (L/424) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 59 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 1" o/c unless detailed otherwise. A 4% increase in the moment capacity has been added to account for repetitive member usage. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing, 15' 3 - roof lvl MEMBER REPORT FAILED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 15' 3" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 8 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-38 Ok, Red-S used at roof in lieu of LVL 2 piece(s) 14" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 4.38" 1.75" 232 186 1856 2274 1 1/8" Rim Board 2 - Stud wall - SPF 5.50" 4.38" 1.75" 232 186 1856 2274 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2059 @ 4 1/2" 3358 (3.50") Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1950 @ 5 1/2" 4474 Passed (44%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 6501 @ 6' 11 1/2" 10327 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.217 @ 6' 11 1/2" 0.329 Passed (L/728) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.244 @ 6' 11 1/2" 0.658 Passed (L/647) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 65 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 9" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 13' 11 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 13' 11" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 9 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-39 2 piece(s) 14" TJI® 360 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 4.38" 3.37" 381 305 3050 3736 1 1/8" Rim Board 2 - Stud wall - SPF 5.50" 4.38" 3.37" 381 305 3050 3736 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3389 @ 4 1/2" 3462 (3.50") Passed (98%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 3225 @ 5 1/2" 4497 Passed (72%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 11827 @ 7' 7 1/2" 16871 Passed (70%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.365 @ 7' 7 1/2" 0.363 Passed (L/477) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.411 @ 7' 7 1/2" 0.725 Passed (L/424) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 58 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 1" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 1" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 15' 3 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 15' 3" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 10 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-40 1 piece(s) 14" TJI® 560 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 4.38" 3.27" 216 173 1728 2117 1 1/8" Rim Board 2 - Stud wall - SPF 5.50" 4.38" 3.27" 216 173 1728 2117 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1916 @ 4 1/2" 1984 (3.50") Passed (97%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1806 @ 5 1/2" 2749 Passed (66%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5589 @ 6' 5 3/4" 12966 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.193 @ 6' 5 3/4" 0.305 Passed (L/760) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.217 @ 6' 5 3/4" 0.610 Passed (L/676) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 65 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 9" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 12' 11 1/2 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 11 1/2" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 11 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-41 1 piece(s) 14" TJI® 560 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 4.38" 3.13" 211 169 1689 2069 1 1/8" Rim Board 2 - Stud wall - SPF 5.50" 4.38" 3.13" 211 169 1689 2069 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1872 @ 4 1/2" 1984 (3.50") Passed (94%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1762 @ 5 1/2" 2749 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5325 @ 6' 4" 12966 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.178 @ 6' 4" 0.298 Passed (L/804) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.200 @ 6' 4" 0.596 Passed (L/715) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 65 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 5" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 6" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 12' 8 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 8" 16" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 12 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-42 2 piece(s) 14" TJI® 210 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 5.50" 4.38" 2.53" 313 250 2500 3063 1 1/8" Rim Board 2 - Stud wall - SPF 5.50" 4.38" 2.53" 313 250 2500 3063 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2770 @ 4 1/2" 3358 (3.50") Passed (82%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2606 @ 5 1/2" 4474 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 7766 @ 6' 3" 10327 Passed (75%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.210 @ 6' 3" 0.294 Passed (L/670) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.237 @ 6' 3" 0.587 Passed (L/596) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 61 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 12' 4" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 12' 6 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 12' 6" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 13 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-43 2 piece(s) 14" TJI® 210 @ 24" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Stud wall - SPF 3.50" 2.38" 1.83" 267 213 2133 2613 1 1/8" Rim Board 2 - Stud wall - SPF 3.50" 2.38" 1.83" 267 213 2133 2613 1 1/8" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2358 @ 2 1/2" 2681 (2.38") Passed (88%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 2269 @ 3 1/2" 4474 Passed (51%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) 5910 @ 5' 4" 10327 Passed (57%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.131 @ 5' 4" 0.256 Passed (L/936) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.148 @ 5' 4" 0.512 Passed (L/832) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 64 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Roof Framing - 2x6 Demising Wall, 10' 8 - roof 2x6 wall MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Roof Live Snow Loads Location (Side) Spacing (0.90) (non-snow: 1.25) (1.15) Comments 1 - Uniform (PSF) 0 to 10' 8" 24" 25.0 20.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 14 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-44 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 305 407 712 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 305 407 712 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 702 @ 2 1/2" 1134 (2.25") Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 684 @ 3 1/2" 1655 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2567 @ 7' 7 1/2" 3795 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.176 @ 7' 7 1/2" 0.371 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.309 @ 7' 7 1/2" 0.742 Passed (L/577) -- 1.0 D + 1.0 L (All Spans) TJ-Pro Rating 49 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 1" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Floor Framing, Typical Floor Joist MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF)0 to 15' 3" 16" 30.0 40.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 15 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-45 1 piece(s) 11 7/8" TJI® 210 @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 11 7/8" SPF beam 3.50" Hanger¹ 1.75" / - ² 127 215 -275 342/-275 See note ¹ 2 - Stud wall - SPF 5.50" 5.50" 3.50" 317 212 1264 1793 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1581 @ 7' 9 1/4" 2950 (5.25") Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1113 @ 8' 1903 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -2319 @ 7' 9 1/4" 4364 Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.163 @ 11' 8 1/2" 0.200 Passed (2L/580) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.171 @ 11' 8 1/2" 0.394 Passed (2L/552) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 66 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 8' 8" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 10" o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Floor Framing, Typical Floor Joist - Cant L4-1 MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger MIU2.1/11 2.50" N/A 20-10d x 1-1/2 2-10d x 1-1/2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Snow Loads Location (Side) Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF)0 to 8' 16" 30.0 40.0 -Residential - Living Areas 2 - Uniform (PSF) 8' to 11' 8 1/2" 16" 25.0 - 200.0 Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 16 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-46 1 piece(s) 11 7/8" TJI® 360 @ 16" OC Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Hanger on 11 7/8" SPF beam 3.50" Hanger¹ 1.75" / - ² 127 215 -346 342/-346 See note ¹ 2 - Stud wall - SPF 5.50" 5.50" 3.50" 317 212 1468 1997 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1785 @ 7' 9 1/4" 3450 (5.25") Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 1246 @ 8' 1961 Passed (64%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -2844 @ 7' 9 1/4" 7107 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.172 @ 11' 8 1/2" 0.200 Passed (2L/550) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.179 @ 11' 8 1/2" 0.394 Passed (2L/526) -- 1.0 D + 1.0 S (All Spans) TJ-Pro Rating 66 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Overhang deflection criteria: LL (0.2") and TL (2L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 9' 7" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 7" o/c unless detailed otherwise. -219 lbs uplift at support 0". Strapping or other restraint may be required. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ-Pro Rating include: None Floor Framing, Typical Floor Joist - Cant L4-1_ICE MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger U3510/14 2.00" N/A 14-10d x 1-1/2 6-10d x 1-1/2 Web Stiffeners Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Snow Loads Location (Side) Spacing (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF)0 to 8' 16" 30.0 40.0 -Residential - Living Areas 2 - Uniform (PSF) 8' to 11' 8 1/2" 16" 25.0 - 200.0 3 - Point (PLF) 11' 8 1/2" 16" - - 100.0 Forte v5.3, Design Engine: V7.0.0.5 3/21/2018 11:25:41 AM Page 18 of 18 18931_Solar Vail.4te Forte Software Operator Mark Sorenson JVA (303) 444-1951 msorenson@jvajva.com Job Notes 5-47 01: Level Member Name Results Current Solution Comments Floor: Flush Beam Passed 1 Piece(s) 2 x 10 Douglas Fir-Larch No. 2 Floor: Joist Passed 1 Piece(s) 9 1/2" TJI® 210 @ 16" OC Lvl 2 - Grid B Cant w/ Pt Load Failed 4 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL This product failed due to an excessive uplift of -6868 lbs at support located at 0". Lvl 2 - Grid B Cant Typ Failed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL This product failed due to an excessive uplift of -1369 lbs at support located at 0". Lvl 2 - Grid B Cant Under Hdr Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Lvl 2 - Grid B Cant w/ Pt Load - SW Corner Failed 4 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL This product failed due to an excessive uplift of -2552 lbs at support located at 0". Lvl 2 - Grid B Cant Wall Load - SW Corner Failed 4 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL This product failed due to an excessive uplift of -1666 lbs at support located at 0". 18931_Solar Vail_ANL.4te JOB SUMMARY REPORT Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 1 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-48 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Hanger on 9 1/4" LVL beam 3.50" Hanger¹ 1.50" - -169 -169 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 1.50" 68 832 900 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 900 @ 6' 9 1/4" 5156 (5.50") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 494 @ 7' 9 1/4" 1915 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs) -1173 @ 6' 9 1/4" 2029 Passed (58%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.125 @ 10' 3" 0.200 Passed (2L/668) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.132 @ 10' 3" 0.348 Passed (2L/632) -- 1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (0.2") and TL (2L/240). · Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise. · Applicable calculations are based on NDS. Level, Floor: Flush Beam MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger LU28 1.50" N/A 8-10d common 6-10d x 1-1/2 Member Notes Level 3 Deck Framing - 2x10 Cantilever Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 10' 3" N/A 3.5 1 - Uniform (PSF)6' 8 1/2" to 10' 1" (Front) 1' 10.0 200.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 2 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-49 1 piece(s) 9 1/2" TJI® 210 @ 16" OC Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - SPF 3.50" 2.25" 1.75" 232 772 1004 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 232 772 1004 1 1/4" Rim Board All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 986 @ 2 1/2" 1134 (2.25") Passed (87%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 953 @ 3 1/2" 1330 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2702 @ 5' 9 1/2" 3000 Passed (90%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.247 @ 5' 9 1/2" 0.279 Passed (L/542) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.321 @ 5' 9 1/2" 0.558 Passed (L/417) -- 1.0 D + 1.0 L (All Spans) TJ-Pro Rating 54 45 Passed -- -- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Top Edge Bracing (Lu): Top compression edge must be braced at 3' 9" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 5" o/c unless detailed otherwise. · A structural analysis of the deck has not been performed. · Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge Panel (24" Span Rating) that is glued and nailed down. · Additional considerations for the TJ-Pro Rating include: None Level, Floor: Joist MEMBER REPORT PASSED Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Dead Floor Live Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF)0 to 11' 7" 16" 30.0 100.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 3 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-50 4 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" LVL beam 3.50" Hanger¹ 1.50" -709 122/-6159 122/-6868 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 5.05" 2818 19292 22110 Blocking This product failed due to an excessive uplift of -6868 lbs at support located at 0". All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 22110 @ 4' 3 1/4" 24063 (5.50") Passed (92%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 14710 @ 5' 5 7/8" 15794 Passed (93%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -27948 @ 4' 3 1/4" 35696 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.115 @ 6' 2" 0.200 Passed (2L/396) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.130 @ 6' 2" 0.200 Passed (2L/350) -- 1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (0.2") and TL (0.2"). · Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Member should be side-loaded from both sides of the member to prevent rotation. Level, Lvl 2 - Grid B Cant w/ Pt Load MEMBER REPORT FAILED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 2" N/A 24.2 1 - Uniform (PSF)0 to 6' 2" (Front) 1' 4" 30.0 40.0 Residential - Living Areas 2 - Point (lb) 6' 2" (Top) N/A 1720 12910 Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 4 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-51 Ok - use inverted hanger, see plan 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" LVL beam 3.50" Hanger¹ 1.50" -175 122/-1193 122/-1368 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 4.48" 999 3903 4902 Blocking This product failed due to an excessive uplift of -1369 lbs at support located at 0". All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 4902 @ 4' 3 1/4" 6016 (5.50") Passed (81%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3095 @ 5' 5 7/8" 3948 Passed (78%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -5919 @ 4' 3 1/4" 8924 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.090 @ 6' 2" 0.200 Passed (2L/506) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.110 @ 6' 2" 0.200 Passed (2L/416) -- 1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (0.2") and TL (0.2"). · Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. Level, Lvl 2 - Grid B Cant Typ MEMBER REPORT FAILED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HUS1.81/10 3.00" N/A 30-10d common 10-10d common Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 2" N/A 6.1 1 - Uniform (PSF)0 to 6' 2" (Top) 1' 4" 30.0 40.0 Residential - Living Areas 2 - Point (PLF) 6' 2" (Top) 1' 4" 406.0 1865.0 Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 5 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-52 Ok - use inverted hanger, see plan 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" LVL beam 3.50" Hanger¹ 1.50" 13 7/-2 20/-2 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 1.50" 37 14 51 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 20 @ 3 1/2" 1969 (1.50") Passed (1%) -- 1.0 D + 1.0 L (Alt Spans) Shear (lbs) 15 @ 3' 5/8" 3948 Passed (0%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -21 @ 4' 3 1/4" 8924 Passed (0%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.000 @ 3 1/2" 0.099 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.000 @ 6' 2" 0.200 Passed (2L/999+)-- 1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (2L/480) and TL (0.2"). · Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. Level, Lvl 2 - Grid B Cant Under Hdr MEMBER REPORT PASSED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger IUS1.81/11.88 2.00" N/A 10-10d x 1-1/2 2-10d x 1-1/2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 2" N/A 6.1 1 - Uniform (PSF)0 to 6' 2" (Top) 0 30.0 40.0 Residential - Living Areas Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 6 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-53 4 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" LVL beam 3.50" Hanger¹ 1.50" -356 122/-2195 122/-2551 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 2.00" 1726 7008 8734 Blocking This product failed due to an excessive uplift of -2552 lbs at support located at 0". All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 8734 @ 4' 3 1/4" 24063 (5.50") Passed (36%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 5650 @ 5' 5 7/8" 15794 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -10771 @ 4' 3 1/4" 35696 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.041 @ 6' 2" 0.200 Passed (2L/999+)-- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.050 @ 6' 2" 0.200 Passed (2L/910) -- 1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (0.2") and TL (0.2"). · Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Member should be side-loaded from both sides of the member to prevent rotation. Level, Lvl 2 - Grid B Cant w/ Pt Load - SW Corner MEMBER REPORT FAILED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HGUS7.25/10 4.00" N/A 46-16d common 16-16d double shear Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 2" N/A 24.2 1 - Uniform (PSF)0 to 6' 2" (Front) 1' 4" 30.0 40.0 Residential - Living Areas 2 - Point (lb) 6' 2" (Top) N/A 980 4590 Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 7 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-54 Ok - use inverted hanger, see plan 4 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ¹ See Connector grid below for additional information and/or requirements. Bearing Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" LVL beam 3.50" Hanger¹ 1.50" -200 122/-1466 122/-1666 See note ¹ 2 - Stud wall - DF 5.50" 5.50" 1.50" 1240 4749 5989 Blocking This product failed due to an excessive uplift of -1666 lbs at support located at 0". All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 5989 @ 4' 3 1/4" 24063 (5.50") Passed (25%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 3791 @ 5' 5 7/8" 15794 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) -7247 @ 4' 3 1/4" 35696 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.028 @ 6' 2" 0.200 Passed (2L/999+)-- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.034 @ 6' 2" 0.200 Passed (2L/999+)-- 1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2009 Design Methodology : ASD · Deflection criteria: LL (L/480) and TL (L/240). · Overhang deflection criteria: LL (0.2") and TL (0.2"). · Top Edge Bracing (Lu): Top compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 11" o/c unless detailed otherwise. · Member should be side-loaded from both sides of the member to prevent rotation. Level, Lvl 2 - Grid B Cant Wall Load - SW Corner MEMBER REPORT FAILED Connector: Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger HHUS7.25/10 3.00" N/A 30-16d common 10-16d double shear Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Weyerhaeuser Notes Tributary Dead Floor Live Loads Location (Side) Width (0.90) (1.00) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 2" N/A 24.2 1 - Uniform (PSF)0 to 6' 2" (Front) 1' 4" 30.0 40.0 Residential - Living Areas 2 - Point (lb) 6' 2" (Top) N/A 651 3060 Forte v5.3, Design Engine: V7.0.0.5 3/22/2018 3:26:27 PM Page 8 of 8 18931_Solar Vail_ANL.4te Forte Software Operator Amber Lebsock JVA, Inc. (303) 444-1951 alebsock@jvajva.com Job Notes 5-55 Ok - use inverted hanger, see plan SK - 1 Mar 26, 2018 at 8:34 AM 18931_Floor Beams_ANL_2018-0... M2 M4 M5 M8 M9 M14 M15 M16 M17 M18 M20 M21 M22 M23 M24 M25 M26 M28 M29 M32 M33 M35 M40 M41 M42 M43 M44 M45 M46 M47 M48 M49 M50 Y XZ Envelope Only Solution 5-56 SK - 2 Mar 26, 2018 at 8:36 AM 18931_Floor Beams_ANL_2018-0... S2-GRID14 LVL4FRAMING-GRIDB-FORLOADSONLY LVL2FRAMING-GRIDB LVL2FRAMING-GRIDC S4-GRID12 S4-GRID12WITHUPLIFTFROMDECK S5-GRID10 S5-GRID10WITHUPLIFTFROMDECK S6-GRID8 S6-GRID8WITHUPLIFTFROMDECK S7-GRIDE S8-GRID5-LOADSFROMRAM S1-LOADSFROMRAM STLHDRATROOF N100 STLHEADER-LVL2-ELEVANDGRID14 S3-GRID14 GRIDB-EXT HEADERSWGRID4WITHPOINTLOAD LVL3-GRID6BEAM LVL2-GRID6BEAM N140 LVL2FRAMING-GRIDC-NOUPLIFT SWCORNER-LVL2 BEAM20 BEAMSUPPORTINGCANT STLHDR-GRIDYC S2 Dummy na na S4 S4 S5 S5 S6 S6 S7 - Design in RAM S8 Flush Stl Bm W8x18Stl Hdr W8x18Stl Hdr Stl Hdr at Lvl 2 S3-2 Grid B W8x18Stl Hdr LVL3Grid6 LVL2-Grid6 Lvl2-Grid11 na RIM at SW Corner LVL2 Member 20 Beam Supporting Cant W8x18Stl Hdr Y XZ Envelope Only Solution 5-57 SK - 3 Mar 26, 2018 at 8:37 AM 18931_Floor Beams_ANL_2018-0... SWCORNER-GRID4+ SWCORNER-GRID4+DOWN SWCORNER-LVL2-NOUPLIFT GRID17-18TYPWALLABOVE BEAMSUPPORTINGCANTNOUPLIFT na na RIM at SW Corner LVL2 Grid 17-18 Typ Beam Supporting Cant Y XZ Envelope Only Solution 5-58 SK - 4 Mar 26, 2018 at 8:38 AM 18931_Floor Beams_ANL_2018-0... GRID17-18TYPNOWALLABOVE Grid 17-18 Typ Y XZ Envelope Only Solution 5-59 SK - 7 Mar 26, 2018 at 8:40 AM 18931_Floor Beams_ANL_2018-0... W10x54 W4x13 4-1.75X11.875FS 5-1.75X11.875FS W10x68 W10x68 W10x77 W10x77 W10x68 W10x68 W10x88 W10x45 W10x60 W8x18 W8x18 W16x26 W10x112 W10x60 W8x18 4-1.75X11.875FS W10x30 W10x39 3-1.75X11.875FS 6-1.75X11.875FS 6-1.75X11.875FS 4-1.75X11.875FS 4-1.75X11.875FS W8x18 Y XZ Envelope Only Solution 5-60 SK - 8 Mar 26, 2018 at 8:40 AM 18931_Floor Beams_ANL_2018-0... 4-1.75X11.875FS 3-1.75X11.875FS 4-1.75X11.875FS 4-1.75X11.875FS Y XZ Envelope Only Solution 5-61 SK - 9 Mar 26, 2018 at 8:40 AM 18931_Floor Beams_ANL_2018-0... 4-1.75X11.875FS Y XZ Envelope Only Solution 5-62 SK - 5 Mar 26, 2018 at 8:39 AM 18931_Floor Beams_ANL_2018-0... .86 .14 .61 .96 .83 .79 .85 .86 .83 .80 .62 .32 .65 .33 .22 .54 .70 .56 .32 .90 .75 .83 .09 .48 .06 .76 .76 .68 .14 .01 .54 .07 .23 Y XZ Code Check( Env ) No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50 Member Code Checks Displayed (Enveloped) Envelope Only Solution 5-63 SK - 6 Mar 26, 2018 at 8:39 AM 18931_Floor Beams_ANL_2018-0... .56 .05 .94 .57 .70 .68 .68 .68 .64 .64 .33 .81 .57 .75 .50 .84 .34 .32 .59 .50 .19 .38 .08 .40 .06 .99 .99 .77 .16 .02 .45 .04 .52 Y XZ Shear Check( Env ) No Calc > 1.0.90-1.0.75-.90.50-.75 0.-.50 Member Shear Checks Displayed (Enveloped) Envelope Only Solution 5-64 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 24 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code AISC 14th(360-10): ASD Yes(Iterative) AISC 14th(360-10): ASD AISI S100-12: ASD AWC NDS-12: ASD < 100F ACI 318-11 ACI 530-13: ASD AA ADM1-10: ASD - Building AISC 14th(360-10): ASD Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes Yes No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 16.0.1 Page 1 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-65 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-10 Not Entered Yes .02 .02 Not Entered Not Entered 3 3 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 1 1 1 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E...Density[k/ft... Yield[ksi] Ry Fu[ksi] Rt 1 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.2 2 A572 Gr.50 29000 11154 .3 .65 .49 50 1.1 65 1.1 3 A992 29000 11154 .3 .65 .49 50 1.1 65 1.1 4 A500 Gr.42 29000 11154 .3 .65 .49 42 1.4 58 1.3 5 A500 Gr.46 29000 11154 .3 .65 .49 46 1.4 58 1.3 Wood Material Properties Label Type Database Species Grade Cm Emod Nu Ther... Dens[... 1 DF/SPine Solid Sawn Visually Gra...Com Species Group I ... No.1 1 .3 .3 .035 2 HF/Spruce Fir Solid Sawn Visually Gra...Com Species Group II ... No.1 1 .3 .3 .035 3 DF Solid Sawn Visually Gra... Douglas Fir-Larch No.1 1 .3 .3 .035 4 SP Solid Sawn Visually Gra... Southern Pine No.1 1 .3 .3 .035 5 HF Solid Sawn Visually Gra... Hem-Fir No.1 1 .3 .3 .035 6 SPF Solid Sawn Visually Gra... Spruce-Pine-fir No.1 1 .3 .3 .035 7 24F-1.8E DF Balanced Glulam NDS Table ... 24F-1.8E_DF_BAL na 1 .3 .3 .035 8 24F-1.8E DF Unbalanc... Glulam NDS Table ... 24F-1.8E_DF_UNBAL na 1 .3 .3 .035 9 24F-1.8E SP Balanced Glulam NDS Table ... 24F-1.8E_SP_BAL na 1 .3 .3 .035 10 24F-1.8E SP Unbalanc... Glulam NDS Table ... 24F-1.8E_SP_UNBAL na 1 .3 .3 .035 11 LVL-PRL Commercial 2... Custom N/A LVL_PRL_1.5E_2250F na 1 .3 .3 .035 12 LVL-PRL Commercial 2... Custom N/A LVL_PRL_2.0E_2900F na 1 .3 .3 .035 13 LVL Custom N/A LVL_Microllam_1.9E_2... na 1 .3 .3 .035 RISA-3D Version 16.0.1 Page 2 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-66 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rul... A [in2] Iyy [in4] Izz [in4] J [in4] 1 Flush Stl B... W10x60 Beam None A992 Typical 17.7 116 341 2.48 2 S2 W10x54 Beam None A992 Typical 15.8 103 303 1.82 3 S3 W10x112 Beam None A992 Typical 32.9 236 716 15.1 4 S4 W10x68 Beam None A992 Typical 19.9 134 394 3.56 5 C86 HSS8x8x6 Column SquareTube A500 Gr.46 Typical 10.4 100 100 160 6 S5 W10x77 Beam Wide Flange A992 Typical 22.7 154 455 5.11 7 S6 W10x68 Beam Wide Flange A992 Typical 19.9 134 394 3.56 8 S7 - Desig... W10x88 Beam Wide Flange A992 Typical 26 179 534 7.53 9 S8 W10x45 Beam Wide Flange A992 Typical 13.3 53.4 248 1.51 10 W8x18Stl ... W8x18 Beam Wide Flange A992 Typical 5.26 7.97 61.9 .172 11 Stl Hdr at ... W16x26 Beam Wide Flange A992 Typical 7.68 9.59 301 .262 12 S3-2 W10x112 Beam Wide Flange A992 Typical 32.9 236 716 15.1 13 Long Span... W33x169 Beam Wide Flange A992 Typical 49.5 310 9290 17.7 14 Grid B W10x60 Beam Wide Flange A992 Typical 17.7 116 341 2.48 15 LVL2-Grid6 W10x30 Beam Wide Flange A992 Typical 8.84 16.7 170 .622 16 Lvl2-Grid11 W10x39 Beam Wide Flange A992 Typical 11.5 45 209 .976 17 Grid B SW... W8x18 Beam Wide Flange A992 Typical 5.26 7.97 61.9 .172 18 Dummy W4x13 Beam Wide Flange A992 Typical 3.83 3.86 11.3 .151 Wood Section Sets Label Shape Type Design List Material Design Ru... A [in2] Iyy [in4] Izz [in4] J [in4] 1 LVL Hdr S...3-1.75X7.... Beam None LVL Typical 38.063 87.425 166.722 193.82 2 LVL3Grid6 4-1.75X11... Beam None LVL Typical 83.125 339.427 976.827 858.572 3 LVL2Grid6 6-1.75X11... Beam None LVL Typical 124.688 1145.566 1465.24 2159.725 4 RIM at S... 6-1.75X11... Beam None LVL Typical 124.688 1145.566 1465.24 2159.725 5 Member 20 4-1.75X11... Beam None LVL Typical 83.125 339.427 976.827 858.572 6 Grid 17-18...4-1.75X11... Beam None LVL Typical 83.125 339.427 976.827 858.572 7 Beam Sup...4-1.75X11... Beam None LVL Typical 83.125 339.427 976.827 858.572 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm 1 S2-GRID14 0 10 0 0 2 N10 5.625 10 0 0 3 N13 13.375 10 0 0 4 LVL4FRAMING-GRIDB-FOR... 0 -10 0 0 5 N17 8.5 -10 0 0 6 N18 12.25 -10 0 0 7 LVL2FRAMING-GRIDB 0 -20 0 0 8 N20 3.75 -20 0 0 9 N21 5.4167 -20 0 0 10 LVL2FRAMING-GRIDC 0 -30 0 0 11 N31 4.271 -30 0 0 12 N32 11.104 -30 0 0 13 N33 16 -30 0 0 14 S4-GRID12 0 30 0 0 15 N37 10.5 30 0 0 16 N38 21.8333 30 0 0 17 N39 28 30 0 0 RISA-3D Version 16.0.1 Page 3 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-67 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm 18 N40 30.2 30 0 0 19 S4-GRID12WITHUPLIFTFR... 50 30 0 0 20 N50 60.5 30 0 0 21 N51 71.8333 30 0 0 22 N52 78 30 0 0 23 N53 80.2 30 0 0 24 S5-GRID10 0 50 0 0 25 N55 18.125 50 0 0 26 N56 21.8333 50 0 0 27 N57 28 50 0 0 28 N58 30.2 50 0 0 29 S5-GRID10WITHUPLIFTFR... 50 50 0 0 30 N60 68.125 50 0 0 31 N61 71.8333 50 0 0 32 N62 78 50 0 0 33 N63 80.2 50 0 0 34 S6-GRID8 0 60 0 0 35 N65 5.8125 60 0 0 36 N66 21.8125 60 0 0 37 N67 27.9375 60 0 0 38 N68 30.125 60 0 0 39 S6-GRID8WITHUPLIFTFRO... 50 60 0 0 40 N70 55.8125 60 0 0 41 N71 71.8333 60 0 0 42 N72 78 60 0 0 43 N73 80.2 60 0 0 44 N74 18.125 60 0 0 45 N75 68.125 60 0 0 46 N76 24.67 60 0 0 47 N77 74.67 60 0 0 48 S7-GRIDE 0 80 0 0 49 N82 2.5 80 0 0 50 N83 8 80 0 0 51 N84 20 80 0 0 52 S8-GRID5-LOADSFROMRAM 0 90 0 0 53 N86 11.957 90 0 0 54 N87 12.541 90 0 0 55 N88 16.211 90 0 0 56 N89 22.541 90 0 0 57 N90 24.541 90 0 0 58 S1-LOADSFROMRAM 0 0 0 0 59 N92 14.406 0 0 0 60 N94 8.645 0 0 0 61 N95 19.354 0 0 0 62 N96 22.354 0 0 0 63 N99 28.811 0 0 0 64 N97 26.811 0 0 0 65 STLHDRATROOF 100 0 0 0 66 N99A 103.25 0 0 0 67 N100 100 10 0 0 68 N101 103.25 10 0 0 69 STLHEADER-LVL2-ELEVAN... 0 100 0 0 RISA-3D Version 16.0.1 Page 4 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-68 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm 70 N103 2.4 100 0 0 71 N104 3.4167 100 0 0 72 S3-GRID14 0 20 0 0 73 N106 14.1667 20 0 0 74 N107 22.5 20 0 0 75 N108 17.6667 20 0 0 76 GRIDB-EXT 0 40 0 0 77 N113 5.875 40 0 0 78 N114 12.375 40 0 0 79 N115 15.65 40 0 0 80 HEADERSWGRID4WITHPO... 0 -40 0 0 81 N117 .625 -40 0 0 82 N118 5.4167 -40 0 0 83 N119 5.9375 -40 0 0 84 LVL3-GRID6BEAM 0 120 0 0 85 N129 8 120 0 0 86 N130 11.5 120 0 0 87 N131 16.125 120 0 0 88 LVL2-GRID6BEAM 0 130 0 0 89 N133 8 130 0 0 90 N134 11.5 130 0 0 91 N135 16.125 130 0 0 92 N140 0 140 0 0 93 N141 8 140 0 0 94 N142 11.5 140 0 0 95 N143 16.125 140 0 0 96 LVL2FRAMING-GRIDC-NOU... 0 -35 0 0 97 N162 4.271 -35 0 0 98 N163 11.104 -35 0 0 99 N164 16 -35 0 0 100 SWCORNER-GRID4+ 20 -30 0 0 101 N168 21.25 -30 0 0 102 N169 25.85 -30 0 0 103 N170 31 -30 0 0 104 SWCORNER-GRID4+DOWN 20 -35 0 0 105 N172 21.25 -35 0 0 106 N173 25.85 -35 0 0 107 N174 31 -35 0 0 108 SWCORNER-LVL2 0 160 0 0 109 N176 3.25 160 0 0 110 N177 6.5 160 0 0 111 N178 9.75 160 0 0 112 N179 11.6 160 0 0 113 N180 13 160 0 0 114 N181 15.4167 160 0 0 115 N182 17.4167 160 0 0 116 SWCORNER-LVL2-NOUPLI... 30 160 0 0 117 N184 33.25 160 0 0 118 N185 36.5 160 0 0 119 N186 39.75 160 0 0 120 N187 41.6 160 0 0 121 N188 43 160 0 0 RISA-3D Version 16.0.1 Page 5 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-69 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm 122 N189 45.4167 160 0 0 123 N190 47.4167 160 0 0 124 BEAM20 0 170 0 0 125 N192 4.23 170 0 0 126 N193 6.23 170 0 0 127 GRID17-18TYPWALLABOVE 10 170 0 0 128 N195 14.23 170 0 0 129 N196 16.23 170 0 0 130 GRID17-18TYPNOWALLAB... 20 170 0 0 131 N198 24.23 170 0 0 132 N199 26.23 170 0 0 133 BEAMSUPPORTINGCANT 0 180 0 0 134 N201 3.4792 180 0 0 135 N202 10.3125 180 0 0 136 N203 12.709 180 0 0 137 BEAMSUPPORTINGCANTN... 20 180 0 0 138 N205 23.4792 180 0 0 139 N206 30.3125 180 0 0 140 N207 32.709 180 0 0 141 STLHDR-GRIDYC 0 190 0 0 142 N209 2.5 190 0 0 143 N210 3 190 0 0 144 N211 8.53 190 0 0 145 N212 9.32 190 0 0 146 N213 11.53 190 0 0 Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 S2-GRID14 Reaction Reaction Reaction Reaction Reaction 2 N13 Reaction 3 LVL4FRAMING-GRID... Reaction Reaction Reaction Reaction Reaction 4 N17 Reaction 5 LVL2FRAMING-GRIDB Reaction Reaction Reaction Reaction Reaction 6 N20 Reaction 7 LVL2FRAMING-GRID... Reaction Reaction Reaction Reaction Reaction 8 N31 9 N33 Reaction 10 S4-GRID12 Reaction Reaction Reaction Reaction Reaction 11 N38 12 N37 Reaction 13 N39 Reaction 14 S4-GRID12WITHUPL... Reaction Reaction Reaction Reaction Reaction 15 N50 Reaction 16 N51 17 N52 Reaction 18 S5-GRID10 Reaction Reaction Reaction Reaction Reaction 19 N55 Reaction 20 N56 21 N57 Reaction 22 S5-GRID10WITHUPL... Reaction Reaction Reaction Reaction Reaction RISA-3D Version 16.0.1 Page 6 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-70 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Boundary Conditions (Continued) Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 23 N60 Reaction 24 N61 25 N62 Reaction 26 S6-GRID8 Reaction Reaction Reaction Reaction Reaction 27 N65 28 N66 29 N67 Reaction 30 S6-GRID8WITHUPLI... Reaction Reaction Reaction Reaction Reaction 31 N70 32 N71 33 N72 Reaction 34 N74 Reaction 35 N75 Reaction 36 N82 Reaction Reaction Reaction Reaction Reaction 37 N84 Reaction 38 S8-GRID5-LOADSFR... Reaction Reaction Reaction Reaction Reaction 39 N87 Reaction 40 N89 Reaction 41 S1-LOADSFROMRAM Reaction Reaction Reaction Reaction Reaction 42 N92 Reaction 43 N97 Reaction 44 STLHDRATROOF Reaction Reaction Reaction Reaction Reaction 45 N99A Reaction 46 N100 Reaction Reaction Reaction Reaction Reaction 47 N101 Reaction 48 STLHEADER-LVL2-E... Reaction Reaction Reaction Reaction Reaction 49 N104 Reaction 50 S3-GRID14 Reaction Reaction Reaction Reaction Reaction 51 N107 52 N108 Reaction 53 GRIDB-EXT Reaction Reaction Reaction Reaction Reaction 54 N114 55 N115 Reaction 56 HEADERSWGRID4... Reaction Reaction Reaction Reaction Reaction 57 N119 Reaction 58 LVL3-GRID6BEAM Reaction Reaction Reaction Reaction Reaction 59 N131 Reaction 60 LVL2-GRID6BEAM Reaction Reaction Reaction Reaction Reaction 61 N135 Reaction 62 N140 Reaction Reaction Reaction Reaction Reaction 63 N143 Reaction 64 LVL2FRAMING-GRID... Reaction Reaction Reaction Reaction Reaction 65 N162 66 N164 Reaction 67 SWCORNER-GRID4+ Reaction Reaction Reaction Reaction Reaction 68 N168 69 N170 Reaction 70 SWCORNER-GRID4... Reaction Reaction Reaction Reaction Reaction 71 N172 72 N174 Reaction 73 SWCORNER-LVL2 Reaction Reaction Reaction Reaction Reaction 74 N176 Reaction RISA-3D Version 16.0.1 Page 7 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-71 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Boundary Conditions (Continued) Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 75 N177 Reaction 76 N178 Reaction 77 N181 Reaction 78 N180 79 SWCORNER-LVL2-... Reaction Reaction Reaction Reaction Reaction 80 N184 Reaction 81 N185 Reaction 82 N186 Reaction 83 N188 84 N189 Reaction 85 BEAM20 Reaction Reaction Reaction Reaction Reaction 86 N192 Reaction 87 GRID17-18TYPWAL... Reaction Reaction Reaction Reaction Reaction 88 N195 Reaction 89 GRID17-18TYPNOW... Reaction Reaction Reaction Reaction Reaction 90 N198 Reaction 91 BEAMSUPPORTING... Reaction Reaction Reaction Reaction Reaction 92 N203 Reaction 93 BEAMSUPPORTING... Reaction Reaction Reaction Reaction Reaction 94 N207 Reaction 95 STLHDR-GRIDYC Reaction Reaction Reaction Reaction Reaction 96 N210 Reaction 97 N211 Reaction 98 N213 Reaction Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 1 M2 S2-GRID14 N13 S2 Beam None A992 Typical 2 M4 LVL4FRA... N18 Dummy Beam Wide Flange A992 Typical 3 M5 LVL2FRA... N21 4-1.75X11.875... Beam None LVL-PRL ... Typical 4 M8 LVL2FRA... N33 5-1.75X11.875... Beam None LVL Typical 5 M9 S4-GRID12 N40 S4 Beam None A992 Typical 6 M14 S4-GRID1... N53 S4 Beam None A992 Typical 7 M15 S5-GRID10 N58 S5 Beam Wide Flange A992 Typical 8 M16 S5-GRID1... N63 S5 Beam Wide Flange A992 Typical 9 M17 S6-GRID8 N68 S6 Beam Wide Flange A992 Typical 10 M18 S6-GRID8... N73 S6 Beam Wide Flange A992 Typical 11 M20 S7-GRIDE N84 S7 - Design in ... Beam Wide Flange A992 Typical 12 M21 S8-GRID5... N90 S8 Beam Wide Flange A992 Typical 13 M22 S1-LOAD... N99 Flush Stl Bm Beam None A992 Typical 14 M23 STLHDRA... N99A W8x18Stl Hdr Beam Wide Flange A992 Typical 15 M24 N100 N101 W8x18Stl Hdr Beam Wide Flange A992 Typical 16 M25 STLHEAD... N104 Stl Hdr at Lvl 2 Beam Wide Flange A992 Typical 17 M26 S3-GRID14 N107 S3-2 Beam Wide Flange A992 Typical 18 M28 GRIDB-EXT N115 Grid B Beam Wide Flange A992 Typical 19 M29 HEADERS... N119 W8x18Stl Hdr Beam Wide Flange A992 Typical 20 M32 LVL3-GRI... N131 LVL3Grid6 Beam None LVL Typical 21 M33 LVL2-GRI... N135 LVL2-Grid6 Beam Wide Flange A992 Typical 22 M35 N140 N143 Lvl2-Grid11 Beam Wide Flange A992 Typical 23 M40 LVL2FRA... N164 3-1.75X11.875... Beam None LVL-PRL ... Typical RISA-3D Version 16.0.1 Page 8 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-72 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules 24 M41 SWCORN... N170 4-1.75X11.875... Beam None LVL Typical 25 M42 SWCORN... N174 3-1.75X11.875... Beam None LVL-PRL ... Typical 26 M43 SWCORN... N182 RIM at SW Co... Beam None LVL Typical 27 M44 SWCORN... N190 RIM at SW Co... Beam None LVL Typical 28 M45 BEAM20 N193 Member 20 Beam None LVL Typical 29 M46 GRID17-1... N196 Grid 17-18 Typ Beam None LVL Typical 30 M47 GRID17-1... N199 Grid 17-18 Typ Beam None LVL Typical 31 M48 BEAMSU... N203 Beam Supporti... Beam None LVL Typical 32 M49 BEAMSU... N207 Beam Supporti... Beam None LVL Typical 33 M50 STLHDR-... N213 W8x18Stl Hdr Beam Wide Flange A992 Typical Member Advanced Data Label I Release J Release I Offset[in] J Offset[in] T/C Only Physical Analysis ... Inactive Seismic Design ... 1 M2 Yes None 2 M4 Yes None 3 M5 Yes None 4 M8 Yes None 5 M9 Yes None 6 M14 Yes None 7 M15 Yes None 8 M16 Yes None 9 M17 Yes None 10 M18 Yes None 11 M20 Yes None 12 M21 Yes None 13 M22 Yes None 14 M23 Yes None 15 M24 Yes None 16 M25 Yes None 17 M26 Yes None 18 M28 Yes None 19 M29 Yes None 20 M32 Yes None 21 M33 Yes None 22 M35 Yes None 23 M40 Yes None 24 M41 Yes None 25 M42 Yes None 26 M43 Yes None 27 M44 Yes None 28 M45 Yes None 29 M46 Yes None 30 M47 Yes None 31 M48 Yes None 32 M49 Yes None 33 M50 Yes None RISA-3D Version 16.0.1 Page 9 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-73 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Hot Rolled Steel Design Parameters Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot...L-torque[ft] Kyy Kzz Cb Function 1 M2 S2 13.375 2 Gravity 2 M4 Dummy 12.25 Lbyy Gravity 3 M9 S4 30.2 2 Segment Gravity 4 M14 S4 30.2 2 Segment Gravity 5 M15 S5 30.2 2 Segment Gravity 6 M16 S5 30.2 2 Segment Gravity 7 M17 S6 30.125 2 Segment Gravity 8 M18 S6 30.2 2 Segment Gravity 9 M20 S7 - Desig... 20 2 Segment Gravity 10 M21 S8 24.541 2 Segment Gravity 11 M22 Flush Stl B...28.811 2 Segment Gravity 12 M23 W8x18Stl ... 3.25 Lbyy Lateral 13 M24 W8x18Stl ... 3.25 Lbyy Lateral 14 M25 Stl Hdr at ... 3.417 Lbyy Lateral 15 M26 S3-2 22.5 Lbyy Gravity 16 M28 Grid B 15.65 2 Gravity 17 M29 W8x18Stl ... 5.938 Lbyy Lateral 18 M33 LVL2-Grid6 16.125 Lbyy Gravity 19 M35 Lvl2-Grid11 16.125 2 Gravity 20 M50 W8x18Stl ... 11.53 Lbyy Lateral Wood Design Parameters Label Shape Length... le2[ft] le1[ft] le-bend top[ft] le-bend bot[ft] Kyy Kzz CV Cr y sway z sway 1 M5 4-1.75X1... 5.417 Lbyy 2 M8 5-1.75X1... 16 .1 3 M32 LVL3Grid6 16.125 2 4 M40 3-1.75X1... 16 Lbyy 5 M41 4-1.75X1... 11 .1 6 M42 3-1.75X1... 11 Lbyy 7 M43 RIM at S... 17.417 2 8 M44 RIM at S... 17.417 2 9 M45 Member 20 6.23 Lbyy 10 M46 Grid 17-1... 6.23 Lbyy 11 M47 Grid 17-1... 6.23 Lbyy 12 M48 Beam Su... 12.709 Lbyy 13 M49 Beam Su... 12.709 Lbyy Joint Loads and Enforced Displacements (BLC 1 : DL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N10 L Y -1.5 2 N10 L Y -.6 3 N10 L Y -.6 4 N10 L Y -.6 5 N10 L Y -.8 6 N21 L Y -1.72 7 N31 L Y .71 8 N32 L Y .71 9 S4-GRID12 L Y -1.2 RISA-3D Version 16.0.1 Page 10 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-74 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Loads and Enforced Displacements (BLC 1 : DL) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 10 N38 L Y -.5 11 N38 L Y -3.84 12 N40 L Y -6.6 13 N38 L Y -.5 14 S4-GRID12WITHUPLIFTFROMDECK L Y -1.2 15 N51 L Y -.5 16 N51 L Y -3.84 17 N51 L Y -.5 18 N53 L Y -6.6 19 S5-GRID10 L Y -1.2 20 N56 L Y -.5 21 N56 L Y -3.84 22 N56 L Y -.5 23 N58 L Y -6.6 24 S5-GRID10WITHUPLIFTFROMDECK L Y -1.2 25 N61 L Y -.5 26 N61 L Y -3.84 27 N61 L Y -.5 28 N63 L Y -6.6 29 S6-GRID8 L Y -1.1 30 S6-GRID8WITHUPLIFTFROMDECK L Y -1.1 31 N65 L Y -.83 32 N70 L Y -.83 33 N66 L Y -1 34 N71 L Y -1 35 S6-GRID8 L Y -.39 36 S6-GRID8WITHUPLIFTFROMDECK L Y -.39 37 S6-GRID8WITHUPLIFTFROMDECK L Y -.39 38 S6-GRID8 L Y -.39 39 N65 L Y -.27 40 N65 L Y -.27 41 N70 L Y -.27 42 N70 L Y -.27 43 N66 L Y -3.84 44 N71 L Y -3.84 45 N65 L Y -.27 46 N70 L Y -.27 47 S7-GRIDE L Y -6.406 48 N86 L Y -13.312 49 N90 L Y -4.199 50 N88 L Y -2.343 51 N95 L Y -.681 52 N96 L Y -1.691 53 N94 L Y -4.347 54 N103 L Y -26.528 55 N106 L Y -.1 56 N106 L Y -.5 57 N107 L Y -6.5 58 N113 L Y -1.72 59 N114 L Y -1.72 60 N117 L Y -2.72 61 N118 L Y -2.72 RISA-3D Version 16.0.1 Page 11 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-75 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Loads and Enforced Displacements (BLC 1 : DL) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 62 N107 L Y -3.7 63 N162 L Y 0 64 N163 L Y 0 65 N168 L Y .356 66 N169 L Y .356 67 N172 L Y 0 68 N173 L Y 0 69 N182 L Y -1.65 70 N179 L Y .681 71 N187 L Y -.164 72 N190 L Y -1.65 73 N193 L Y -1.68 74 N196 L Y -.701 75 N201 L Y .695 76 N202 L Y .695 77 N209 L Y -2.751 78 N212 L Y -2.751 Joint Loads and Enforced Displacements (BLC 2 : LL) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N10 L Y -7.2 2 N10 L Y -1.8 3 N10 L Y -1.8 4 N10 L Y -1.8 5 N10 L Y -2.8 6 N21 L Y -12.91 7 N31 L Y 6.2 8 N32 L Y 6.2 9 S4-GRID12 L Y -9.6 10 N38 L Y -4 11 N38 L Y -.1 12 N40 L Y -20.9 13 N38 L Y -4 14 S4-GRID12WITHUPLIFTFROMDECK L Y -9.6 15 N51 L Y -4 16 N51 L Y -.1 17 N51 L Y -4 18 N53 L Y -20.9 19 S5-GRID10 L Y -9.6 20 N56 L Y -4 21 N56 L Y -.1 22 N56 L Y -4 23 N58 L Y -20.9 24 S5-GRID10WITHUPLIFTFROMDECK L Y -9.6 25 N61 L Y -4 26 N61 L Y -.1 27 N61 L Y -4 28 N63 L Y -20.9 29 S6-GRID8 L Y -8.9 30 S6-GRID8WITHUPLIFTFROMDECK L Y -8.9 31 N65 L Y -6.6 RISA-3D Version 16.0.1 Page 12 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-76 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Loads and Enforced Displacements (BLC 2 : LL) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 32 N70 L Y -6.6 33 N66 L Y -8 34 N71 L Y -8 35 S6-GRID8 L Y -.52 36 S6-GRID8WITHUPLIFTFROMDECK L Y -.52 37 N65 L Y -.36 38 N70 L Y -.36 39 N70 L Y -.36 40 N65 L Y -.36 41 S6-GRID8 L Y -.52 42 S6-GRID8WITHUPLIFTFROMDECK L Y -.52 43 N66 L Y -.1 44 N71 L Y -.1 45 N65 L Y -.36 46 N70 L Y -.36 47 S7-GRIDE L Y -20.997 48 N86 L Y -32.469 49 N90 L Y -15.198 50 N88 L Y -15.793 51 N95 L Y -.908 52 N96 L Y -10.551 53 N94 L Y -14.32 54 N103 L Y -57.59 55 N106 L Y -2.1 56 N106 L Y -4 57 N107 L Y -20.9 58 N113 L Y -12.91 59 N114 L Y -12.91 60 N117 L Y -18.855 61 N118 L Y -18.855 62 N107 L Y -19.5 63 N162 L Y -.122 64 N163 L Y -.122 65 N168 L Y 2.195 66 N169 L Y 2.195 67 N172 L Y -.122 68 N173 L Y -.122 69 N182 L Y -15.36 70 N179 L Y 5.725 71 N187 L Y -.557 72 N190 L Y -15.36 73 N193 L Y -10.27 74 N196 L Y -1.66 75 N201 L Y 4.768 76 N202 L Y 4.768 77 N209 L Y -15.37 78 N212 L Y -15.37 Joint Loads and Enforced Displacements (BLC 4 : Lat Load) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 1 N141 L Y 12.8 RISA-3D Version 16.0.1 Page 13 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-77 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Joint Loads and Enforced Displacements (BLC 4 : Lat Load) (Continued) Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s^2/f... 2 N142 L Y -12.8 Member Point Loads (BLC 1 : DL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M14 Y -.08 24.67 2 M14 Y -.08 24.67 3 M16 Y -.08 24.67 4 M16 Y -.08 24.67 5 M18 Y -.08 24.67 6 M18 Y -.08 24.67 7 M20 Y -.471 7.75 8 M20 Y -2.129 8 9 M23 Y -33.3 2.75 10 M24 Y -22.1 2.75 Member Point Loads (BLC 2 : LL) Member Label Direction Magnitude[k,k-ft] Location[ft,%] 1 M14 Y 4.6 24.67 2 M14 Y 4.6 24.67 3 M16 Y 4.6 24.67 4 M16 Y 4.6 24.67 5 M18 Y 4.6 24.67 6 M18 Y 4.6 24.67 7 M20 Y -.628 7.75 8 M20 Y -11.901 8 Member Distributed Loads (BLC 1 : DL) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 1 M2 Y -1.795 -1.795 5.625 0 2 M2 Y -.03 -.03 0 5.625 3 M4 Y -.04 -.04 8.5 0 4 M4 Y -.04 -.04 0 8.5 5 M5 Y -.04 -.04 0 0 6 M8 Y -.02 -.02 0 4.271 7 M8 Y .131 .131 0 4.271 8 M9 Y -.4 -.4 0 21.833 9 M9 Y -.48 -.48 0 21.833 10 M9 Y -.1 -.1 0 0 11 M9 Y -.1 -.1 0 0 12 M9 Y -.48 -.48 0 0 13 M9 Y -.1 -.1 0 0 14 M9 Y -.48 -.48 0 24.67 15 M9 Y -.27 -.27 24.67 0 16 M14 Y -.4 -.4 0 21.833 17 M14 Y -.48 -.48 0 21.833 18 M14 Y -.1 -.1 0 0 19 M14 Y -.1 -.1 0 0 20 M14 Y -.48 -.48 0 0 RISA-3D Version 16.0.1 Page 14 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-78 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 1 : DL) (Continued) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 21 M14 Y -.1 -.1 0 0 22 M14 Y -.48 -.48 0 24.67 23 M14 Y -.27 -.27 24.67 0 24 M15 Y -.4 -.4 0 21.833 25 M15 Y -.48 -.48 0 21.833 26 M15 Y -.1 -.1 0 0 27 M15 Y -.1 -.1 0 0 28 M15 Y -.48 -.48 0 0 29 M15 Y -.1 -.1 0 0 30 M15 Y -.48 -.48 0 24.67 31 M15 Y -.27 -.27 24.67 0 32 M16 Y -.4 -.4 0 21.833 33 M16 Y -.48 -.48 0 21.833 34 M16 Y -.1 -.1 0 0 35 M16 Y -.1 -.1 0 0 36 M16 Y -.48 -.48 0 0 37 M16 Y -.1 -.1 0 0 38 M16 Y -.48 -.48 0 24.67 39 M17 Y -.25 -.25 0 0 40 M18 Y -.25 -.25 0 0 41 M17 Y -.1 -.1 0 0 42 M18 Y -.1 -.1 0 0 43 M17 Y -.1 -.1 0 0 44 M18 Y -.1 -.1 0 0 45 M17 Y -.1 -.1 0 0 46 M18 Y -.1 -.1 0 0 47 M17 Y -.48 -.48 5.813 21.813 48 M18 Y -.48 -.48 5.813 21.813 49 M17 Y -.48 -.48 5.813 0 50 M18 Y -.48 -.48 5.813 0 51 M17 Y -.48 -.48 5.813 24.67 52 M18 Y -.48 -.48 5.813 24.67 53 M20 Y -.798 -.798 0 7.111 54 M20 Y -.798 -.798 7.111 7.75 55 M20 Y -.951 -.951 7.75 8 56 M20 Y -1.437 -1.437 8 0 57 M20 Y -.122 -.122 8 0 58 M21 Y -.898 -.898 11.957 12.541 59 M21 Y -.77 -.77 0 11.957 60 M21 Y -.898 -.898 12.541 16.211 61 M21 Y -.766 -.766 16.211 0 62 M22 Y -2.009 -2.009 54.406 62.354 63 M22 Y -2.009 -2.009 54.406 62.354 64 M22 Y -2.009 -2.009 54.406 62.354 65 M22 Y -2.009 -2.009 54.406 62.354 66 M22 Y -2.009 -2.009 54.406 62.354 67 M22 Y -2.009 -2.009 54.406 62.354 68 M22 Y -2.009 -2.009 54.406 62.354 69 M22 Y -2.009 -2.009 54.406 62.354 70 M22 Y -2.009 -2.009 54.406 62.354 71 M22 Y -2.009 -2.009 54.406 62.354 72 M22 Y -2.009 -2.009 54.406 62.354 RISA-3D Version 16.0.1 Page 15 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-79 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 1 : DL) (Continued) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 73 M22 Y -2.009 -2.009 54.406 62.354 74 M22 Y -2.009 -2.009 54.406 62.354 75 M22 Y -2.009 -2.009 54.406 62.354 76 M22 Y -2.009 -2.009 54.406 62.354 77 M22 Y -2.009 -2.009 54.406 62.354 78 M22 Y -2.009 -2.009 54.406 62.354 79 M22 Y -2.009 -2.009 54.406 62.354 80 M22 Y -2.009 -2.009 54.406 62.354 81 M22 Y -2.009 -2.009 54.406 62.354 82 M22 Y -2.009 -2.009 54.406 62.354 83 M22 Y -2.009 -2.009 54.406 62.354 84 M22 Y -2.009 -2.009 54.406 62.354 85 M22 Y -2.009 -2.009 54.406 62.354 86 M22 Y -2.009 -2.009 54.406 62.354 87 M22 Y -2.009 -2.009 54.406 62.354 88 M22 Y -2.009 -2.009 54.406 62.354 89 M22 Y -2.009 -2.009 14.406 22.354 90 M22 Y -.962 -.962 22.354 0 91 M22 Y -.409 -.409 0 8.645 92 M22 Y -2.009 -2.009 8.645 14.406 93 M25 Y -.025 -.025 0 0 94 M26 Y -.3 -.3 0 0 95 M26 Y -.48 -.48 0 0 96 M26 Y -.24 -.24 0 14.167 97 M26 Y -.2 -.2 0 14.167 98 M28 Y -.62 -.62 0 5.875 99 M28 Y -.62 -.62 12.375 0 100 M28 Y -.3 -.3 0 5.875 101 M28 Y -.3 -.3 12.375 0 102 M29 Y -.02 -.02 0 0 103 M32 Y -.05 -.05 0 0 104 M32 Y -.05 -.05 0 0 105 M32 Y -.11 -.11 0 0 106 M33 Y -.05 -.05 0 0 107 M33 Y -.073 -.073 0 0 108 M33 Y -.11 -.11 0 0 109 M33 Y -.11 -.11 0 0 110 M35 Y -.4 -.4 0 0 111 M40 Y -.02 -.02 0 4.271 112 M8 Y -.02 -.02 11.104 0 113 M8 Y .131 .131 11.104 0 114 M40 Y -.02 -.02 11.104 0 115 M41 Y -.02 -.02 0 1.25 116 M41 Y .15 .15 0 1.25 117 M41 Y -.02 -.02 5.85 0 118 M41 Y .15 .15 5.85 0 119 M42 Y -.02 -.02 0 1.25 120 M42 Y -.02 -.02 5.85 0 121 M43 Y -.818 -.818 0 12.05 122 M43 Y -.653 -.653 12.05 0 123 M44 Y -.818 -.818 0 12.05 124 M44 Y -.653 -.653 12.05 0 RISA-3D Version 16.0.1 Page 16 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-80 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 1 : DL) (Continued) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 125 M45 Y -.04 -.04 0 0 126 M46 Y -.04 -.04 0 0 127 M47 Y -.04 -.04 0 0 128 M48 Y .175 .175 0 3.479 129 M48 Y .175 .175 10.313 0 130 M48 Y -.074 -.074 3.479 10.313 131 M49 Y -.074 -.074 3.479 10.313 132 M50 Y -.982 -.982 0 2.5 133 M50 Y -.982 -.982 9.32 0 134 M50 Y -.207 -.207 2.5 9.32 Member Distributed Loads (BLC 2 : LL) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 1 M2 Y -4.16 -4.16 5.625 0 2 M2 Y -.1 -.1 0 5.625 3 M4 Y -.267 -.267 8.5 0 4 M4 Y -.053 -.053 0 8.5 5 M5 Y -.053 -.053 0 0 6 M8 Y -.027 -.027 0 4.271 7 M8 Y .895 .895 0 4.271 8 M9 Y -3.2 -3.2 0 21.833 9 M9 Y -.64 -.64 0 21.833 10 M9 Y -.64 -.64 0 0 11 M9 Y -.64 -.64 0 24.67 12 M9 Y -.36 -.36 24.67 0 13 M14 Y -3.2 -3.2 0 21.833 14 M14 Y -.64 -.64 0 21.833 15 M14 Y -.64 -.64 0 0 16 M14 Y -.64 -.64 0 24.67 17 M14 Y -.36 -.36 24.67 0 18 M15 Y -3.2 -3.2 0 21.833 19 M15 Y -.64 -.64 0 21.833 20 M15 Y -.64 -.64 0 0 21 M15 Y -.64 -.64 0 24.67 22 M15 Y -.36 -.36 24.67 0 23 M16 Y -3.2 -3.2 0 21.833 24 M16 Y -.64 -.64 0 21.833 25 M16 Y -.64 -.64 0 0 26 M16 Y -.64 -.64 0 24.67 27 M17 Y -2 -2 0 0 28 M18 Y -2 -2 0 0 29 M17 Y -.64 -.64 5.813 21.813 30 M18 Y -.64 -.64 5.813 21.813 31 M17 Y -.64 -.64 5.813 0 32 M18 Y -.64 -.64 5.813 0 33 M17 Y -.64 -.64 5.813 24.67 34 M18 Y -.64 -.64 5.813 24.67 35 M20 Y -.704 -.704 0 7.111 36 M20 Y -.704 -.704 7.111 7.75 37 M20 Y -.835 -.835 7.75 8 38 M20 Y -2.452 -2.452 8 0 RISA-3D Version 16.0.1 Page 17 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-81 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 2 : LL) (Continued) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 39 M20 Y -1.03 -1.03 8 0 40 M21 Y -.946 -.946 11.957 12.541 41 M21 Y -.719 -.719 0 11.957 42 M21 Y -.946 -.946 12.541 16.211 43 M21 Y -.771 -.771 16.211 0 44 M22 Y -3.787 -3.787 54.406 62.354 45 M22 Y -3.787 -3.787 54.406 62.354 46 M22 Y -3.787 -3.787 54.406 62.354 47 M22 Y -3.787 -3.787 54.406 62.354 48 M22 Y -3.787 -3.787 54.406 62.354 49 M22 Y -3.787 -3.787 54.406 62.354 50 M22 Y -3.787 -3.787 54.406 62.354 51 M22 Y -3.787 -3.787 54.406 62.354 52 M22 Y -3.787 -3.787 54.406 62.354 53 M22 Y -3.787 -3.787 54.406 62.354 54 M22 Y -3.787 -3.787 14.406 22.354 55 M22 Y -.947 -.947 22.354 0 56 M22 Y -.473 -.473 0 8.645 57 M22 Y -3.787 -3.787 8.645 14.406 58 M26 Y -.64 -.64 0 0 59 M26 Y -.32 -.32 0 14.167 60 M26 Y -1.6 -1.6 0 14.167 61 M28 Y -1.447 -1.447 12.375 0 62 M28 Y -1.447 -1.447 0 5.875 63 M32 Y -.3 -.3 0 0 64 M32 Y -.053 -.053 0 0 65 M32 Y -.4 -.4 0 0 66 M33 Y -.4 -.4 0 0 67 M33 Y -.3 -.3 0 0 68 M33 Y -.053 -.053 0 0 69 M33 Y -.053 -.053 0 0 70 M33 Y -.3 -.3 0 0 71 M35 Y -2.526 -2.526 0 0 72 M40 Y -.122 -.122 0 4.271 73 M8 Y -.027 -.027 11.104 0 74 M8 Y .895 .895 11.104 0 75 M40 Y -.122 -.122 11.104 0 76 M41 Y -.027 -.027 0 1.25 77 M41 Y 1.1 1.1 0 1.25 78 M41 Y -.027 -.027 5.85 0 79 M41 Y 1.1 1.1 5.85 0 80 M42 Y -.027 -.027 0 1.25 81 M42 Y -.027 -.027 5.85 0 82 M42 Y -.092 -.092 0 1.25 83 M42 Y -.092 -.092 5.85 0 84 M43 Y -2.735 -2.735 0 12.05 85 M43 Y -2.515 -2.515 12.05 0 86 M44 Y -2.735 -2.735 0 12.05 87 M44 Y -2.515 -2.515 12.05 0 88 M45 Y -.053 -.053 0 0 89 M46 Y -.053 -.053 0 0 90 M47 Y -.053 -.053 0 0 RISA-3D Version 16.0.1 Page 18 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-82 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Member Distributed Loads (BLC 2 : LL) (Continued) Member Label Direction Start Magnitude[k/...End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 91 M48 Y -.066 -.066 3.479 10.313 92 M49 Y -.066 -.066 3.479 10.313 93 M48 Y .523 .523 0 3.479 94 M48 Y .523 .523 10.313 0 95 M50 Y -.184 -.184 2.5 9.32 96 M50 Y -2.017 -2.017 9.32 0 97 M50 Y -2.017 -2.017 0 2.5 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut...Area(M... Surface... 1 DL None -1 78 10 134 2 LL None 78 8 97 3 DL+LL None 4 Lat Load None 2 Load Combinations Description Solve PDe...SRSS B... Fac...BLC Fac...BLC Fac...B... Fac...B... Fac...B... Fac...B... Fac...B... Fac...B... Fac...B... Fac... 1 DL 1 1 2 LL 2 1 3 DL+LL Yes Y 1 1 2 1 3 1 4 DL+WL Yes Y 1 1 4 1 5 DL+0.75WL+0.7... Yes Y 1 1 4 .75 2 .75 6 0.6DL+WL Yes Y 1 .6 4 1 7 DL-WL Yes Y 1 1 4 -1 8 DL-0.75WL+0.7... Yes Y 1 1 4 -.75 2 .75 9 0.6DL-WL Yes Y 1 .6 4 -1 Load Combination Design Description ASIF CD Service Hot Rol...Cold Form... Wood Concrete Masonry Aluminum Stainless Connection 1 DL Yes Yes Yes Yes Yes Yes Yes Yes 2 LL Yes Yes Yes Yes Yes Yes Yes Yes 3 DL+LL Yes Yes Yes Yes Yes Yes Yes Yes 4 DL+WL Yes Yes Yes Yes Yes Yes Yes Yes 5 DL+0.75WL+... Yes Yes Yes Yes Yes Yes Yes Yes 6 0.6DL+WL Yes Yes Yes Yes Yes Yes Yes Yes 7 DL-WL Yes Yes Yes Yes Yes Yes Yes Yes 8 DL-0.75WL+... Yes Yes Yes Yes Yes Yes Yes Yes 9 0.6DL-WL Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 1 S2-GRID14 max 0 3 25.607 3 0 3 0 3 0 3 0 3 2 min 0 3 4.139 6 0 3 0 3 0 3 0 3 3 N13 max 0 3 41.495 3 0 3 0 3 0 3 0 3 4 min 0 3 7.2 6 0 3 0 3 0 3 0 3 5 LVL4FRAMING...max 0 3 .187 3 0 3 0 3 0 3 0 3 RISA-3D Version 16.0.1 Page 19 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-83 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions (Continued) Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 6 min 0 3 .109 6 0 3 0 3 0 3 0 3 7 N17 max 0 3 1.915 3 0 3 0 3 0 3 0 3 8 min 0 3 .281 6 0 3 0 3 0 3 0 3 9 LVL2FRAMING...max 0 3 -.404 6 0 3 0 3 0 3 0 3 10 min 0 3 -6.332 3 0 3 0 3 0 3 0 3 11 N20 max 0 3 21.575 3 0 3 0 3 0 3 0 3 12 min 0 3 1.632 6 0 3 0 3 0 3 0 3 13 LVL2FRAMING...max 0 3 -.618 6 0 3 0 3 0 3 0 3 14 min 0 3 -11.335 3 0 3 0 3 0 3 0 3 15 N33 max 0 3 -.602 6 0 3 0 3 0 3 0 3 16 min 0 3 -11.056 3 0 3 0 3 0 3 0 3 17 S4-GRID12 max 0 3 31.85 3 0 3 0 3 0 3 0 3 18 min 0 3 4.232 6 0 3 0 3 0 3 0 3 19 N37 max 0 3 125.987 3 0 3 0 3 0 3 0 3 20 min 0 3 23.871 6 0 3 0 3 0 3 0 3 21 N39 max 0 3 72.499 3 0 3 0 3 0 3 0 3 22 min 0 3 14.37 6 0 3 0 3 0 3 0 3 23 S4-GRID12WI... max 0 3 32.691 3 0 3 0 3 0 3 0 3 24 min 0 3 4.223 6 0 3 0 3 0 3 0 3 25 N50 max 0 3 122.922 3 0 3 0 3 0 3 0 3 26 min 0 3 23.904 6 0 3 0 3 0 3 0 3 27 N52 max 0 3 65.684 3 0 3 0 3 0 3 0 3 28 min 0 3 14.442 6 0 3 0 3 0 3 0 3 29 S5-GRID10 max 0 3 65.95 3 0 3 0 3 0 3 0 3 30 min 0 3 10.641 6 0 3 0 3 0 3 0 3 31 N55 max 0 3 126.956 3 0 3 0 3 0 3 0 3 32 min 0 3 24.358 6 0 3 0 3 0 3 0 3 33 N57 max 0 3 37.718 3 0 3 0 3 0 3 0 3 34 min 0 3 7.647 6 0 3 0 3 0 3 0 3 35 S5-GRID10WI... max 0 3 66.221 3 0 3 0 3 0 3 0 3 36 min 0 3 10.643 6 0 3 0 3 0 3 0 3 37 N60 max 0 3 122.941 3 0 3 0 3 0 3 0 3 38 min 0 3 24.334 6 0 3 0 3 0 3 0 3 39 N62 max 0 3 28.939 3 0 3 0 3 0 3 0 3 40 min 0 3 6.87 6 0 3 0 3 0 3 0 3 41 S6-GRID8 max 0 3 45.957 3 0 3 0 3 0 3 0 3 42 min 0 3 6.843 6 0 3 0 3 0 3 0 3 43 N67 max 0 3 17.096 3 0 3 0 3 0 3 0 3 44 min 0 3 3.195 6 0 3 0 3 0 3 0 3 45 S6-GRID8WIT... max 0 3 46.206 3 0 3 0 3 0 3 0 3 46 min 0 3 6.839 6 0 3 0 3 0 3 0 3 47 N72 max 0 3 11.822 3 0 3 0 3 0 3 0 3 48 min 0 3 3.298 6 0 3 0 3 0 3 0 3 49 N74 max 0 3 116.156 3 0 3 0 3 0 3 0 3 50 min 0 3 23.185 6 0 3 0 3 0 3 0 3 51 N75 max 0 3 112.422 3 0 3 0 3 0 3 0 3 52 min 0 3 23.23 6 0 3 0 3 0 3 0 3 53 N82 max 0 3 74.494 3 0 3 0 3 0 3 0 3 54 min 0 3 13.44 6 0 3 0 3 0 3 0 3 55 N84 max 0 3 42.386 3 0 3 0 3 0 3 0 3 56 min 0 3 8.104 6 0 3 0 3 0 3 0 3 57 S8-GRID5-LOA...max 0 3 8.149 3 0 3 0 3 0 3 0 3 RISA-3D Version 16.0.1 Page 20 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-84 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions (Continued) Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 58 min 0 3 2.623 6 0 3 0 3 0 3 0 3 59 N87 max 0 3 77.722 3 0 3 0 3 0 3 0 3 60 min 0 3 15.527 6 0 3 0 3 0 3 0 3 61 N89 max 0 3 37.006 3 0 3 0 3 0 3 0 3 62 min 0 3 6.073 6 0 3 0 3 0 3 0 3 63 S1-LOADSFR... max 0 3 11.503 3 0 3 0 3 0 3 0 3 64 min 0 3 2.552 6 0 3 0 3 0 3 0 3 65 N92 max 0 3 97.06 3 0 3 0 3 0 3 0 3 66 min 0 3 19.239 6 0 3 0 3 0 3 0 3 67 N97 max 0 3 25.079 3 0 3 0 3 0 3 0 3 68 min 0 3 5.655 6 0 3 0 3 0 3 0 3 69 STLHDRATRO...max 0 3 5.152 3 0 3 0 3 0 3 0 3 70 min 0 3 3.091 6 0 3 0 3 0 3 0 3 71 N99A max 0 3 28.206 3 0 3 0 3 0 3 0 3 72 min 0 3 16.924 6 0 3 0 3 0 3 0 3 73 N100 max 0 3 3.429 3 0 3 0 3 0 3 0 3 74 min 0 3 2.057 6 0 3 0 3 0 3 0 3 75 N101 max 0 3 18.729 3 0 3 0 3 0 3 0 3 76 min 0 3 11.237 6 0 3 0 3 0 3 0 3 77 STLHEADER-L...max 0 3 25.118 3 0 3 0 3 0 3 0 3 78 min 0 3 4.789 6 0 3 0 3 0 3 0 3 79 N104 max 0 3 59.175 3 0 3 0 3 0 3 0 3 80 min 0 3 11.233 6 0 3 0 3 0 3 0 3 81 S3-GRID14 max 0 3 20.032 3 0 3 0 3 0 3 0 3 82 min 0 3 5.011 6 0 3 0 3 0 3 0 3 83 N108 max 0 3 105.17 3 0 3 0 3 0 3 0 3 84 min 0 3 17.25 6 0 3 0 3 0 3 0 3 85 GRIDB-EXT max 0 3 24.778 3 0 3 0 3 0 3 0 3 86 min 0 3 3.967 6 0 3 0 3 0 3 0 3 87 N115 max 0 3 27.083 3 0 3 0 3 0 3 0 3 88 min 0 3 3.714 6 0 3 0 3 0 3 0 3 89 HEADERSWG... max 0 3 21.309 3 0 3 0 3 0 3 0 3 90 min 0 3 1.671 6 0 3 0 3 0 3 0 3 91 N119 max 0 3 22.066 3 0 3 0 3 0 3 0 3 92 min 0 3 1.728 6 0 3 0 3 0 3 0 3 93 LVL3-GRID6B... max 0 3 7.93 3 0 3 0 3 0 3 0 3 94 min 0 3 1.114 6 0 3 0 3 0 3 0 3 95 N131 max 0 3 7.93 3 0 3 0 3 0 3 0 3 96 min 0 3 1.114 6 0 3 0 3 0 3 0 3 97 LVL2-GRID6B... max 0 3 11.932 3 0 3 0 3 0 3 0 3 98 min 0 3 1.806 6 0 3 0 3 0 3 0 3 99 N135 max 0 3 11.932 3 0 3 0 3 0 3 0 3 100 min 0 3 1.806 6 0 3 0 3 0 3 0 3 101 N140 max 0 3 23.906 3 0 3 0 3 0 3 0 3 102 min 0 3 -.654 6 0 3 0 3 0 3 0 3 103 N143 max 0 3 23.906 3 0 3 0 3 0 3 0 3 104 min 0 3 -.654 9 0 3 0 3 0 3 0 3 105 LVL2FRAMING...max 0 3 .88 3 0 3 0 3 0 3 0 3 106 min 0 3 .126 6 0 3 0 3 0 3 0 3 107 N164 max 0 3 .908 3 0 3 0 3 0 3 0 3 108 min 0 3 .129 6 0 3 0 3 0 3 0 3 109 SWCORNER-... max 0 3 -.409 6 0 3 0 3 0 3 0 3 RISA-3D Version 16.0.1 Page 21 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-85 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions (Continued) Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 110 min 0 3 -6.213 3 0 3 0 3 0 3 0 3 111 N170 max 0 3 -.384 6 0 3 0 3 0 3 0 3 112 min 0 3 -6.366 3 0 3 0 3 0 3 0 3 113 SWCORNER-... max 0 3 .58 3 0 3 0 3 0 3 0 3 114 min 0 3 .079 6 0 3 0 3 0 3 0 3 115 N174 max 0 3 .72 3 0 3 0 3 0 3 0 3 116 min 0 3 .098 6 0 3 0 3 0 3 0 3 117 SWCORNER-L...max 0 3 4.777 3 0 3 0 3 0 3 0 3 118 min 0 3 .664 6 0 3 0 3 0 3 0 3 119 N176 max 0 3 12.174 3 0 3 0 3 0 3 0 3 120 min 0 3 1.833 6 0 3 0 3 0 3 0 3 121 N177 max 0 3 15.793 3 0 3 0 3 0 3 0 3 122 min 0 3 1.728 6 0 3 0 3 0 3 0 3 123 N178 max 0 3 2.244 4 0 3 0 3 0 3 0 3 124 min 0 3 -.671 3 0 3 0 3 0 3 0 3 125 N181 max 0 3 38.874 3 0 3 0 3 0 3 0 3 126 min 0 3 3.344 6 0 3 0 3 0 3 0 3 127 SWCORNER-L...max 0 3 4.717 3 0 3 0 3 0 3 0 3 128 min 0 3 .659 6 0 3 0 3 0 3 0 3 129 N184 max 0 3 12.596 3 0 3 0 3 0 3 0 3 130 min 0 3 1.863 6 0 3 0 3 0 3 0 3 131 N185 max 0 3 13.69 3 0 3 0 3 0 3 0 3 132 min 0 3 1.578 6 0 3 0 3 0 3 0 3 133 N186 max 0 3 6.698 3 0 3 0 3 0 3 0 3 134 min 0 3 1.871 6 0 3 0 3 0 3 0 3 135 N189 max 0 3 40.374 3 0 3 0 3 0 3 0 3 136 min 0 3 3.451 6 0 3 0 3 0 3 0 3 137 BEAM20 max 0 3 -.417 6 0 3 0 3 0 3 0 3 138 min 0 3 -5.464 3 0 3 0 3 0 3 0 3 139 N192 max 0 3 18.121 3 0 3 0 3 0 3 0 3 140 min 0 3 1.65 6 0 3 0 3 0 3 0 3 141 GRID17-18TY... max 0 3 -.14 6 0 3 0 3 0 3 0 3 142 min 0 3 -.93 3 0 3 0 3 0 3 0 3 143 N195 max 0 3 3.998 3 0 3 0 3 0 3 0 3 144 min 0 3 .785 6 0 3 0 3 0 3 0 3 145 GRID17-18TY... max 0 3 .186 3 0 3 0 3 0 3 0 3 146 min 0 3 .059 6 0 3 0 3 0 3 0 3 147 N198 max 0 3 .521 3 0 3 0 3 0 3 0 3 148 min 0 3 .166 6 0 3 0 3 0 3 0 3 149 BEAMSUPPO... max 0 3 -.504 6 0 3 0 3 0 3 0 3 150 min 0 3 -6.683 3 0 3 0 3 0 3 0 3 151 N203 max 0 3 -.488 6 0 3 0 3 0 3 0 3 152 min 0 3 -7.126 3 0 3 0 3 0 3 0 3 153 BEAMSUPPO... max 0 3 .567 3 0 3 0 3 0 3 0 3 154 min 0 3 .216 6 0 3 0 3 0 3 0 3 155 N207 max 0 3 .648 3 0 3 0 3 0 3 0 3 156 min 0 3 .242 6 0 3 0 3 0 3 0 3 157 STLHDR-GRID...max 0 3 6.401 3 0 3 0 3 0 3 0 3 158 min 0 3 .973 6 0 3 0 3 0 3 0 3 159 N210 max 0 3 20.446 3 0 3 0 3 0 3 0 3 160 min 0 3 2.606 6 0 3 0 3 0 3 0 3 161 N211 max 0 3 18.677 3 0 3 0 3 0 3 0 3 RISA-3D Version 16.0.1 Page 22 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-86 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Joint Reactions (Continued) Joint X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft] LC MZ [k-ft] LC 162 min 0 3 2.384 6 0 3 0 3 0 3 0 3 163 N213 max 0 3 7.714 3 0 3 0 3 0 3 0 3 164 min 0 3 1.083 6 0 3 0 3 0 3 0 3 165 Totals: max 0 3 2329.861 3 0 3 166 min 0 3 440.427 6 0 3 Envelope Beam Deflections Member Label Span Location [ft] y [in] (n) L/y Ratio LC 1 M2 1 max .139 -.003 NC 6 2 1 min 6.548 -.539 297 3 3 M4 1 max 8.422 .001 NC 5 4 1 min 5.997 .02 5105 3 5 2 max 8.549 -.001 NC 3 6 2 min 12.25 -.118 765 3 7 M5 1 max 1.241 .001 NC 6 8 1 min 2.144 .019 2328 3 9 2 max 4.006 -.001 NC 4 10 2 min 5.417 -.073 549 3 11 M8 1 max 15.833 .002 NC 6 12 1 min 8 .895 214 3 13 M9 1 max 10.381 .001 NC 6 14 1 min 8.179 .042 2971 3 15 2 max 10.696 -.002 NC 6 16 2 min 19.819 -.636 330 3 17 3 max 28.313 .006 8237 6 18 3 min 30.2 .171 309 3 19 M14 1 max 10.381 .001 NC 6 20 1 min 8.494 .035 3591 3 21 2 max 10.696 -.002 NC 6 22 2 min 19.819 -.572 367 3 23 3 max 28.313 .006 8171 6 24 3 min 30.2 .136 387 3 25 M15 1 max 17.931 -.003 NC 6 26 1 min 8.179 -.805 270 3 27 2 max 18.246 .001 NC 6 28 2 min 22.965 .107 1106 3 29 3 max 28.313 -.002 NC 6 30 3 min 30.2 -.119 443 3 31 M16 1 max 17.931 -.003 NC 6 32 1 min 8.179 -.818 266 3 33 2 max 18.246 .001 NC 6 34 2 min 22.965 .127 932 3 35 3 max 28.313 -.002 NC 6 36 3 min 30.2 -.133 397 3 37 M17 1 max 17.887 -.003 NC 6 38 1 min 8.159 -.743 292 3 39 2 max 25.418 .001 NC 6 40 2 min 20.397 .043 2767 3 41 3 max 29.184 -.001 NC 6 42 3 min 30.125 -.017 3163 3 RISA-3D Version 16.0.1 Page 23 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-87 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Beam Deflections (Continued) Member Label Span Location [ft] y [in] (n) L/y Ratio LC 43 M18 1 max 17.931 -.002 NC 6 44 1 min 8.179 -.756 287 3 45 2 max 24.852 .001 NC 6 46 2 min 20.763 .056 2114 3 47 3 max 29.256 -.001 NC 6 48 3 min 30.2 -.032 1638 3 49 M20 1 max 2.292 .003 NC 6 50 1 min 0 .183 327 3 51 2 max 2.708 -.004 NC 6 52 2 min 11.25 -.618 340 3 53 M21 1 max .256 -.002 NC 6 54 1 min 5.88 -.081 1864 3 55 2 max 20.706 .001 NC 6 56 2 min 16.361 -.025 4725 3 57 3 max 22.752 -.001 NC 4 58 3 min 24.541 -.052 932 3 59 M22 1 max 14.105 -.001 NC 4 60 1 min 7.503 -.208 829 3 61 2 max 26.71 -.001 NC 4 62 2 min 21.608 -.171 868 3 63 3 max 27.01 .002 NC 6 64 3 min 28.811 .082 585 3 65 M23 1 max 3.148 -.001 NC 6 66 1 min 1.862 -.013 2971 3 67 M24 1 max 3.081 -.001 NC 6 68 1 min 1.862 -.009 4471 3 69 M25 1 max .178 -.001 NC 4 70 1 min 2.385 -.029 1402 3 71 M26 1 max 15.938 -.001 NC 6 72 1 min 14.766 .06 3526 3 73 2 max 17.813 -.001 NC 4 74 2 min 22.5 -.469 247 3 75 M28 1 max 15.487 -.002 NC 6 76 1 min 7.662 -.476 394 3 77 M29 1 max 5.69 -.001 NC 6 78 1 min 2.907 -.073 971 3 79 M32 1 max .168 -.004 NC 6 80 1 min 8.063 -.813 237 3 81 M33 1 max .168 -.002 NC 6 82 1 min 8.063 -.475 407 3 83 M35 1 max .336 -.001 NC 4 84 1 min 8.063 -.781 247 3 85 M40 1 max .5 -.001 NC 6 86 1 min 8 -.088 2178 3 87 M41 1 max .344 .001 NC 6 88 1 min 5.729 .191 692 3 89 M42 1 max 9.969 -.001 NC 6 90 1 min 5.729 -.024 5444 3 91 M43 1 max .544 -.001 NC 3 92 1 min 0 0 NC 3 93 2 max 3.266 0 NC 3 94 2 min 3.266 0 NC 3 RISA-3D Version 16.0.1 Page 24 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-88 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Beam Deflections (Continued) Member Label Span Location [ft] y [in] (n) L/y Ratio LC 95 3 max 7.076 -.001 NC 5 96 3 min 8.346 -.004 9675 3 97 4 max 12.518 .001 NC 4 98 4 min 13.425 .028 2394 3 99 5 max 15.965 -.001 NC 6 100 5 min 17.417 -.109 440 3 101 M44 1 max .544 -.001 NC 3 102 1 min 0 0 NC 3 103 2 max 3.266 0 NC 3 104 2 min 3.266 0 NC 3 105 3 max 9.253 -.001 NC 5 106 3 min 6.531 0 NC 3 107 4 max 14.332 .001 NC 4 108 4 min 13.788 .021 3237 3 109 5 max 15.965 -.001 NC 6 110 5 min 17.417 -.101 477 3 111 M45 1 max .065 .001 NC 3 112 1 min 2.466 .025 2002 3 113 2 max 4.543 -.001 NC 6 114 2 min 6.23 -.101 476 3 115 M46 1 max 1.363 .001 NC 4 116 1 min 0 0 NC 3 117 2 max 4.673 -.001 NC 4 118 2 min 6.23 -.02 2388 3 119 M47 1 max 0 0 NC 3 120 1 min 0 0 NC 3 121 2 max 4.283 0 NC 3 122 2 min 4.283 0 NC 3 123 M48 1 max .132 .001 NC 4 124 1 min 6.222 .299 510 3 125 M49 1 max .132 -.001 NC 5 126 1 min 6.487 -.04 3825 3 127 M50 1 max 2.522 -.001 NC 6 128 1 min 1.922 -.011 3137 3 129 2 max 4.684 .001 NC 4 130 2 min 5.885 .01 6498 3 131 3 max 9.008 -.001 NC 6 132 3 min 9.608 -.016 2279 3 Envelope Beam Deflection Checks Be... Design Rule Span Defl [in] Ratio LC Defl [in] Ratio LC Defl [in] Ratio LC 1 M2 Typical 1 N/A N/A N/A N/A N/A N/A -.539 297 3(1+2+3) 2 M4 Typical 1 N/A N/A N/A N/A N/A N/A .02 5105 3(1+2+3) 3 2 N/A N/A N/A N/A N/A N/A -.118 765 3(1+2+3) 4 M5 Typical 1 N/A N/A N/A N/A N/A N/A .019 2328 3(1+2+3) 5 2 N/A N/A N/A N/A N/A N/A -.073 549 3(1+2+3) 6 M8 Typical 1 N/A N/A N/A N/A N/A N/A .895 214 3(1+2+3) 7 M9 Typical 1 N/A N/A N/A N/A N/A N/A .042 2971 3(1+2+3) 8 2 N/A N/A N/A N/A N/A N/A -.636 330 3(1+2+3) 9 3 N/A N/A N/A N/A N/A N/A .171 309 3(1+2+3) RISA-3D Version 16.0.1 Page 25 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-89 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Beam Deflection Checks (Continued) Be... Design Rule Span Defl [in] Ratio LC Defl [in] Ratio LC Defl [in] Ratio LC 10 M14 Typical 1 N/A N/A N/A N/A N/A N/A .035 3591 3(1+2+3) 11 2 N/A N/A N/A N/A N/A N/A -.572 367 3(1+2+3) 12 3 N/A N/A N/A N/A N/A N/A .136 387 3(1+2+3) 13 M15 Typical 1 N/A N/A N/A N/A N/A N/A -.805 270 3(1+2+3) 14 2 N/A N/A N/A N/A N/A N/A .107 1106 3(1+2+3) 15 3 N/A N/A N/A N/A N/A N/A -.119 443 3(1+2+3) 16 M16 Typical 1 N/A N/A N/A N/A N/A N/A -.818 266 3(1+2+3) 17 2 N/A N/A N/A N/A N/A N/A .127 932 3(1+2+3) 18 3 N/A N/A N/A N/A N/A N/A -.133 397 3(1+2+3) 19 M17 Typical 1 N/A N/A N/A N/A N/A N/A -.743 292 3(1+2+3) 20 2 N/A N/A N/A N/A N/A N/A .043 2767 3(1+2+3) 21 3 N/A N/A N/A N/A N/A N/A -.017 3163 3(1+2+3) 22 M18 Typical 1 N/A N/A N/A N/A N/A N/A -.756 287 3(1+2+3) 23 2 N/A N/A N/A N/A N/A N/A .056 2114 3(1+2+3) 24 3 N/A N/A N/A N/A N/A N/A -.032 1638 3(1+2+3) 25 M20 Typical 1 N/A N/A N/A N/A N/A N/A .183 327 3(1+2+3) 26 2 N/A N/A N/A N/A N/A N/A -.618 340 3(1+2+3) 27 M21 Typical 1 N/A N/A N/A N/A N/A N/A -.081 1864 3(1+2+3) 28 2 N/A N/A N/A N/A N/A N/A -.025 4725 3(1+2+3) 29 3 N/A N/A N/A N/A N/A N/A -.052 932 3(1+2+3) 30 M22 Typical 1 N/A N/A N/A N/A N/A N/A -.208 829 3(1+2+3) 31 2 N/A N/A N/A N/A N/A N/A -.171 868 3(1+2+3) 32 3 N/A N/A N/A N/A N/A N/A .082 585 3(1+2+3) 33 M23 Typical 1 N/A N/A N/A N/A N/A N/A -.013 2971 3(1+2+3) 34 M24 Typical 1 N/A N/A N/A N/A N/A N/A -.009 4471 3(1+2+3) 35 M25 Typical 1 N/A N/A N/A N/A N/A N/A -.029 1402 3(1+2+3) 36 M26 Typical 1 N/A N/A N/A N/A N/A N/A .06 3526 3(1+2+3) 37 2 N/A N/A N/A N/A N/A N/A -.469 247 3(1+2+3) 38 M28 Typical 1 N/A N/A N/A N/A N/A N/A -.476 394 3(1+2+3) 39 M29 Typical 1 N/A N/A N/A N/A N/A N/A -.073 971 3(1+2+3) 40 M32 Typical 1 N/A N/A N/A N/A N/A N/A -.813 237 3(1+2+3) 41 M33 Typical 1 N/A N/A N/A N/A N/A N/A -.475 407 3(1+2+3) 42 M35 Typical 1 N/A N/A N/A N/A N/A N/A -.781 247 3(1+2+3) 43 M40 Typical 1 N/A N/A N/A N/A N/A N/A -.088 2178 3(1+2+3) 44 M41 Typical 1 N/A N/A N/A N/A N/A N/A .191 692 3(1+2+3) 45 M42 Typical 1 N/A N/A N/A N/A N/A N/A -.024 5444 3(1+2+3) 46 M43 Typical 1 N/A N/A N/A N/A N/A N/A 0 NC 3(1+2+3) 47 2 N/A N/A N/A N/A N/A N/A 1.217e-5 NC 3(1+2+3) 48 3 N/A N/A N/A N/A N/A N/A -.004 9675 3(1+2+3) 49 4 N/A N/A N/A N/A N/A N/A .028 2394 3(1+2+3) 50 5 N/A N/A N/A N/A N/A N/A -.109 440 3(1+2+3) 51 M44 Typical 1 N/A N/A N/A N/A N/A N/A 0 NC 3(1+2+3) 52 2 N/A N/A N/A N/A N/A N/A 9.054e-6 NC 3(1+2+3) 53 3 N/A N/A N/A N/A N/A N/A -3.584e-5 NC 3(1+2+3) 54 4 N/A N/A N/A N/A N/A N/A .021 3237 3(1+2+3) 55 5 N/A N/A N/A N/A N/A N/A -.101 477 3(1+2+3) 56 M45 Typical 1 N/A N/A N/A N/A N/A N/A .025 2002 3(1+2+3) 57 2 N/A N/A N/A N/A N/A N/A -.101 476 3(1+2+3) 58 M46 Typical 1 N/A N/A N/A N/A N/A N/A 0 NC 3(1+2+3) 59 2 N/A N/A N/A N/A N/A N/A -.02 2388 3(1+2+3) 60 M47 Typical 1 N/A N/A N/A N/A N/A N/A 0 NC 3(1+2+3) 61 2 N/A N/A N/A N/A N/A N/A -4.955e-7 NC 3(1+2+3) RISA-3D Version 16.0.1 Page 26 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-90 Company : Mar 26, 2018 8:32 AMDesigner : Job Number : Checked By:_____ Model Name : Envelope Beam Deflection Checks (Continued) Be... Design Rule Span Defl [in] Ratio LC Defl [in] Ratio LC Defl [in] Ratio LC 62 M48 Typical 1 N/A N/A N/A N/A N/A N/A .299 510 3(1+2+3) 63 M49 Typical 1 N/A N/A N/A N/A N/A N/A -.04 3825 3(1+2+3) 64 M50 Typical 1 N/A N/A N/A N/A N/A N/A -.011 3137 3(1+2+3) 65 2 N/A N/A N/A N/A N/A N/A .01 6498 3(1+2+3) 66 3 N/A N/A N/A N/A N/A N/A -.016 2279 3(1+2+3) Envelope AISC 14th(360-10): ASD Steel Code Checks Member Shape Code Check Loc[ft] LC Shear Che...Loc[ft] Dir LC Pnc/om ...Pnt/om [k] Mnyy/om [k...Mnzz/om [... Cb Eqn 1 M2 W10x54 .862 6.409 3 .555 13.3... y 3 354.349473.054 78.094 166.168 1 H1-1b 2 M4 W4x13 .140 8.422 3 .051 8.549 y 3 26.849 114.671 7.285 15.669 2.... H1-1b 3 M9 W10x68 .829 10.381 3 .702 10.6... y 3 153.359595.808 100.05 212.824 3.... H1-1b 4 M14 W10x68 .788 10.381 3 .680 10.6... y 3 153.359595.808 100.05 212.824 2.... H1-1b 5 M15 W10x77 .851 7.55 3 .680 17.9... y 3 176.248679.641 114.521 243.513 1 H1-1b 6 M16 W10x77 .860 7.55 3 .678 17.9... y 3 176.248679.641 114.521 243.513 1 H1-1b 7 M17 W10x68 .831 18.201 3 .640 17.8... y 3 154.124595.808 100.05 212.824 1.... H1-1b 8 M18 W10x68 .800 18.246 3 .640 17.9... y 3 153.359595.808 100.05 212.824 1.... H1-1b 9 M20 W10x88 .621 11.667 3 .330 2.5 y 3 422.235778.443 132.485 281.936 1 H1-1b 10 M21 W10x45 .324 12.526 3 .807 12.5... y 3 92.55 398.204 50.649 136.976 1.... H1-1b 11 M22 W10x60 .651 14.405 3 .572 14.4... y 3 145.868 529.94 87.325 186.128 2.... H1-1b 12 M23 W8x18 .332 2.742 3 .753 3.25 y 3 146.34 157.485 11.627 42.415 1.... H1-1b 13 M24 W8x18 .220 2.742 3 .500 3.25 y 3 146.34 157.485 11.627 42.415 1.... H1-1b 14 M25 W16x26 .542 2.385 3 .839 3.417 y 3 179.771 229.94 13.673 110.279 1.... H1-1b 15 M26 W10x112 .704 17.578 3 .336 17.8... y 3 468.53 985.03 172.655 366.766 2.07H1-1b 16 M28 W10x60 .557 5.869 3 .316 15.65 y 3 357.552 529.94 87.325 186.128 1 H1-1b 17 M29 W8x18 .319 .68 3 .589 5.938 y 3 123.268157.485 11.627 41.648 1.05H1-1b 18 M33 W10x30 .747 8.063 3 .189 16.1... y 3 67.04 264.671 22.056 64.354 1.... H1-1b 19 M35 W10x39 .825 8.063 3 .383 16.1... y 3 171.044344.311 42.914 116.766 1 H1-1b 20 M50 W8x18 .227 9.368 3 .519 2.882 y 3 62.524 157.485 11.627 42.415 3.... H1-1b Envelope Wood Code Checks Mem... Shape Code Check Loc[ft] LC Shear C... Loc[ft] Dir LC Fc' [ksi] Ft' [...Fb1'...Fb2'...Fv' [... RB CL CP Eqn 1 M5 4-1.7... .614 3.724 3 .938 3.78 y 3 1.593 1.9 2.895 2.9 .285 3.969 .998 .579 3.9-3 2 M8 5-1.7... .960 11 3 .574 0 y 3 .897 1.555 2.591 2.6 .285 5.457 .997 .357 3.9-3 3 M32 4-1.7... .897 8.063 3 .502 0 y 3 .607 1.555 2.598 2.6 .285 2.412 .999 .242 3.9-3 4 M40 3-1.7... .087 10 3 .077 16 y 3 .378 1.9 2.867 2.9 .285 9.095 .989 .138 3.9-3 5 M41 4-1.7... .481 5.844 3 .403 11 y 3 1.098 1.555 2.59 2.6 .285 5.656 .996 .437 3.9-3 6 M42 3-1.7... .057 6.302 3 .061 11 y 3 .76 1.9 2.879 2.9 .285 7.541 .993 .276 3.9-3 7 M43 6-1.7... .756 15.421 3 .987 15.421 y 3 1.028 1.555 2.593 2.6 .285 4.745 .997 .41 3.9-3 8 M44 6-1.7... .756 15.421 3 .987 15.421 y 3 1.028 1.555 2.593 2.6 .285 4.745 .997 .41 3.9-3 9 M45 4-1.7... .676 4.218 3 .771 4.283 y 3 1.435 1.555 2.595 2.6 .285 4.257 .998 .572 3.9-3 10 M46 4-1.7... .139 4.218 3 .163 4.283 y 3 1.435 1.555 2.595 2.6 .285 4.257 .998 .572 3.9-3 11 M47 4-1.7... .006 4.218 3 .019 4.218 y 3 1.435 1.555 2.595 2.6 .285 4.257 .998 .572 3.9-3 12 M48 4-1.7... .537 3.574 3 .451 12.709 y 3 .906 1.555 2.589 2.6 .285 6.079 .996 .361 3.9-3 13 M49 4-1.7... .074 6.619 3 .041 12.709 y 3 .906 1.555 2.589 2.6 .285 6.079 .996 .361 3.9-3 RISA-3D Version 16.0.1 Page 27 [Z:\...\...\...\...\ANL - Risa Calcs\18931_Floor Beams_ANL_2018-03-22.r3d] 5-91 5-92 5-93 5-94 5-95 5-96 5-97 5-98 5-99 5-100 5-101 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 0.041 ft 6.25 1 A B Bending Moment Envelope 0.0 0.202 kip_ft ft 6.25 1 A B 0.2 Shear Force Envelope 0.0 0.129 -0.129 kips ft 6.25 1A B 0.1 -0.1 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 15 lb/ft Live full UDL 20 lb/ft Snow full UDL 0 lb/ft Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Support B Dead ´ 1.00 5-102 H 3rd Ext Level Non-Balcony Header Parallel JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 202 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 202 lb_ft Maximum shear; Fmax = 129 lb; Fmin = -129 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 129 lb Total load on member; Wtot = 258 lb Reaction at support A; RA_max = 129 lb; RA_min = 129 lb Unfactored dead load reaction at support A; RA_Dead = 67 lb Unfactored live load reaction at support A; RA_Live = 62 lb Reaction at support B; RB_max = 129 lb; RB_min = 129 lb Unfactored dead load reaction at support B; RB_Dead = 67 lb Unfactored live load reaction at support B; RB_Live = 62 lb 7.25''3'' 4'' Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 8 in Dressed depth of sections; d = 7.25 in Number of sections in member; N = 2 Overall breadth of member; bb = N ´ b = 3 in Species, grade and size classification; Douglas Fir-Larch, Select Structural grade, 2'' & wider Bending parallel to grain; Fb = 1500 lb/in2 Tension parallel to grain; Ft = 1000 lb/in2 Compression parallel to grain; Fc = 1700 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 180 lb/in2 Modulus of elasticity; E = 1900000 lb/in2 Modulus of elasticity, stability calculations; Emin = 690000 lb/in2 Mean shear modulus; Gdef = E / 16 = 118750 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 6.25 ft Length of bearing; Lb = 4 in Load duration; Permanent 5-103 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Section properties Cross sectional area of member; A = N ´ b ´ d = 21.75 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 26.28 in3 Sy = d ´ (N ´ b)2 / 6 = 10.87 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 95.27 in4 Iy = d ´ (N ´ b)3 / 12 = 16.31 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 0.90 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4A; CFb = 1.20 Size factor for tension - Table 4A; CFt = 1.20 Size factor for compression - Table 4A; CFc = 1.05 Flat use factor - Table 4A; Cfu = 1.15 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N ´ bnom) = 2.00 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Ci ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RA_max / (N ´ b ´ Lb) = 11 lb/in2 fc_perp / Fc_perp' = 0.017 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Ci ´ Cr = 1620 lb/in2 Actual bending stress; fb = M / Sx = 92 lb/in2 fb / Fb' = 0.057 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct ´ Ci = 162 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 9 lb/in2 fv / Fv' = 0.055 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CME ´ Ct ´ CiE = 1900000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.225 in 5-104 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 4 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Total deflection; db_s1 = 0.008 in db_s1 / dadm = 0.035 PASS - Total deflection is less than design deflection 5-105 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 0.885 ft 6.25 1 A B Bending Moment Envelope 0.0 4.319 kip_ft ft 6.25 1 A B 4.3 Shear Force Envelope 0.0 2.764 -2.764 kips ft 6.25 1A B 2.8 -2.8 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 375 lb/ft Live full UDL 500 lb/ft Snow full UDL 0 lb/ft Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Support B Dead ´ 1.00 5-106 H 3rd Ext Level Non-Balcony Header Perp JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 4319 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 4319 lb_ft Maximum shear; Fmax = 2764 lb; Fmin = -2764 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 2764 lb Total load on member; Wtot = 5528 lb Reaction at support A; RA_max = 2764 lb; RA_min = 2764 lb Unfactored dead load reaction at support A; RA_Dead = 1202 lb Unfactored live load reaction at support A; RA_Live = 1562 lb Reaction at support B; RB_max = 2764 lb; RB_min = 2764 lb Unfactored dead load reaction at support B; RB_Dead = 1202 lb Unfactored live load reaction at support B; RB_Live = 1563 lb 7.25''4.5'' 4'' Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 8 in Dressed depth of sections; d = 7.25 in Number of sections in member; N = 3 Overall breadth of member; bb = N ´ b = 4.5 in Species, grade and size classification; Douglas Fir-Larch, Select Structural grade, 2'' & wider Bending parallel to grain; Fb = 1500 lb/in2 Tension parallel to grain; Ft = 1000 lb/in2 Compression parallel to grain; Fc = 1700 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 180 lb/in2 Modulus of elasticity; E = 1900000 lb/in2 Modulus of elasticity, stability calculations; Emin = 690000 lb/in2 Mean shear modulus; Gdef = E / 16 = 118750 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 6.25 ft Length of bearing; Lb = 4 in Load duration; Permanent 5-107 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Section properties Cross sectional area of member; A = N ´ b ´ d = 32.62 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 39.42 in3 Sy = d ´ (N ´ b)2 / 6 = 24.47 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 142.90 in4 Iy = d ´ (N ´ b)3 / 12 = 55.05 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 0.90 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4A; CFb = 1.20 Size factor for tension - Table 4A; CFt = 1.20 Size factor for compression - Table 4A; CFc = 1.05 Flat use factor - Table 4A; Cfu = 1.15 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.15 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N ´ bnom) = 1.33 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Ci ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 154 lb/in2 fc_perp / Fc_perp' = 0.246 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Ci ´ Cr = 1863 lb/in2 Actual bending stress; fb = M / Sx = 1315 lb/in2 fb / Fb' = 0.706 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct ´ Ci = 162 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 127 lb/in2 fv / Fv' = 0.784 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CME ´ Ct ´ CiE = 1900000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.225 in 5-108 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 4 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Total deflection; db_s1 = 0.112 in db_s1 / dadm = 0.497 PASS - Total deflection is less than design deflection 5-109 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 0.744 ft 6.25 1 A B Bending Moment Envelope 0.0 3.630 kip_ft ft 6.25 1 A B 3.6 Shear Force Envelope 0.0 2.323 -2.323 kips ft 6.25 1A B 2.3 -2.3 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 64 lb/ft Live full UDL 20 lb/ft Snow full UDL 650 lb/ft Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Support B Dead ´ 1.00 5-110 H 3rd Level Balcony Header JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 3630 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 3630 lb_ft Maximum shear; Fmax = 2323 lb; Fmin = -2323 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 2323 lb Total load on member; Wtot = 4647 lb Reaction at support A; RA_max = 2323 lb; RA_min = 2323 lb Unfactored dead load reaction at support A; RA_Dead = 230 lb Unfactored live load reaction at support A; RA_Live = 62 lb Unfactored snow load reaction at support A; RA_Snow = 2031 lb Reaction at support B; RB_max = 2323 lb; RB_min = 2323 lb Unfactored dead load reaction at support B; RB_Dead = 230 lb Unfactored live load reaction at support B; RB_Live = 62 lb Unfactored snow load reaction at support B; RB_Snow = 2031 lb 7.25''4.5'' 4'' Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 8 in Dressed depth of sections; d = 7.25 in Number of sections in member; N = 3 Overall breadth of member; bb = N ´ b = 4.5 in Species, grade and size classification; Douglas Fir-Larch, Select Structural grade, 2'' & wider Bending parallel to grain; Fb = 1500 lb/in2 Tension parallel to grain; Ft = 1000 lb/in2 Compression parallel to grain; Fc = 1700 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 180 lb/in2 Modulus of elasticity; E = 1900000 lb/in2 Modulus of elasticity, stability calculations; Emin = 690000 lb/in2 Mean shear modulus; Gdef = E / 16 = 118750 lb/in2 Member details Service condition; Dry Length of span; Ls1 = 6.25 ft Length of bearing; Lb = 4 in Load duration; Permanent 5-111 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Section properties Cross sectional area of member; A = N ´ b ´ d = 32.62 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 39.42 in3 Sy = d ´ (N ´ b)2 / 6 = 24.47 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 142.90 in4 Iy = d ´ (N ´ b)3 / 12 = 55.05 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 0.90 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4A; CFb = 1.20 Size factor for tension - Table 4A; CFt = 1.20 Size factor for compression - Table 4A; CFc = 1.05 Flat use factor - Table 4A; Cfu = 1.15 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.15 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N ´ bnom) = 1.33 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Ci ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 129 lb/in2 fc_perp / Fc_perp' = 0.207 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Ci ´ Cr = 1863 lb/in2 Actual bending stress; fb = M / Sx = 1105 lb/in2 fb / Fb' = 0.593 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct ´ Ci = 162 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 107 lb/in2 fv / Fv' = 0.659 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CME ´ Ct ´ CiE = 1900000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.225 in 5-112 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 4 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Total deflection; db_s1 = 0.094 in db_s1 / dadm = 0.418 PASS - Total deflection is less than design deflection 5-113 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date STRUCTURAL WOOD BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Load Envelope - Combination 1 0.0 0.848 ft 3.25 1 A B Bending Moment Envelope 0.0 1.120 kip_ft ft 3.25 1 A B 1.1 Shear Force Envelope 0.0 1.378 -1.378 kips ft 3.25 1A B 1.4 -1.4 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 360 lb/ft Live full UDL 480 lb/ft Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Support B Dead ´ 1.00 Live ´ 1.00 Analysis results Maximum moment; Mmax = 1120 lb_ft; Mmin = 0 lb_ft 5-114 H1 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date Design moment; M = max(abs(Mmax),abs(Mmin)) = 1120 lb_ft Maximum shear; Fmax = 1378 lb; Fmin = -1378 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 1378 lb Total load on member; Wtot = 2756 lb Reaction at support A; RA_max = 1378 lb; RA_min = 1378 lb Unfactored dead load reaction at support A; RA_Dead = 598 lb Unfactored live load reaction at support A; RA_Live = 780 lb Reaction at support B; RB_max = 1378 lb; RB_min = 1378 lb Unfactored dead load reaction at support B; RB_Dead = 598 lb Unfactored live load reaction at support B; RB_Live = 780 lb 7.25''4.5'' 4'' Sawn lumber section details Nominal breadth of sections; bnom = 2 in Dressed breadth of sections; b = 1.5 in Nominal depth of sections; dnom = 8 in Dressed depth of sections; d = 7.25 in Number of sections in member; N = 3 Overall breadth of member; bb = N ´ b = 4.5 in Species, grade and size classification; Douglas Fir-Larch, No.2 grade, 2'' & wider Bending parallel to grain; Fb = 900 lb/in2 Tension parallel to grain; Ft = 575 lb/in2 Compression parallel to grain; Fc = 1350 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 180 lb/in2 Modulus of elasticity; E = 1600000 lb/in2 Modulus of elasticity, stability calculations; Emin = 580000 lb/in2 Mean shear modulus; Gdef = E / 16 = 100000 lb/in2 Member details Service condition; Dry Length of bearing; Lb = 4 in Load duration; Ten years Section properties Cross sectional area of member; A = N ´ b ´ d = 32.62 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 39.42 in3 Sy = d ´ (N ´ b)2 / 6 = 24.47 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 142.90 in4 Iy = d ´ (N ´ b)3 / 12 = 55.05 in4 5-115 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending - Table 4A; CFb = 1.20 Size factor for tension - Table 4A; CFt = 1.20 Size factor for compression - Table 4A; CFc = 1.05 Flat use factor - Table 4A; Cfu = 1.15 Incising factor for modulus of elasticity - Table 4.3.8 CiE = 1.00 Incising factor for bending, shear, tension & compression - Table 4.3.8 Ci = 1.00 Incising factor for perpendicular compression - Table 4.3.8 Cic_perp = 1.00 Repetitive member factor - cl.4.3.9; Cr = 1.15 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; dnom / (N ´ bnom) = 1.33 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; F c_perp' = Fc_perp ´ Ct ´ Ci ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RA_max / (N ´ b ´ Lb) = 77 lb/in2 fc_perp / Fc_perp' = 0.122 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Ci ´ Cr = 1242 lb/in2 Actual bending stress; fb = M / Sx = 341 lb/in2 fb / Fb' = 0.274 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct ´ Ci = 180 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 63 lb/in2 fv / Fv' = 0.352 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CME ´ Ct ´ CiE = 1600000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.117 in Total deflection; db_s1 = 0.009 in db_s1 / dadm = 0.080 PASS - Total deflection is less than design deflection 5-116 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 10.500 ft 3 1 A B Bending Moment Envelope 0.0 2.225 kip_ft ft 3 1A B 2.2 Shear Force Envelope 0.0 -11.453 kips ft 3 1A B 2.1 -0.8 -11.5 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 136 lb/ft Live full UDL 20 lb/ft Snow full UDL 866 lb/ft Live point load 10500 lb at 33.96 in Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 5-117 H2.1 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Support B Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 2225 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 2225 lb_ft Maximum shear; Fmax = 2143 lb; Fmin = -11453 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 11453 lb Total load on member; Wtot = 13597 lb Reaction at support A; RA_max = 2143 lb; RA_min = 2143 lb Unfactored dead load reaction at support A; RA_Dead = 219 lb Unfactored live load reaction at support A; RA_Live = 625 lb Unfactored snow load reaction at support A; RA_Snow = 1299 lb Reaction at support B; RB_max = 11453 lb; RB_min = 11453 lb Unfactored dead load reaction at support B; RB_Dead = 219 lb Unfactored live load reaction at support B; RB_Live = 9935 lb Unfactored snow load reaction at support B; RB_Snow = 1299 lb 7.25''4.5'' 4'' Composite section details Breadth of composite section; b = 1.5 in Depth of composite section; d = 7.25 in Number of composite sections in member; N = 3 Overall breadth of composite member; bb = N ´ b = 4.5 in Composite type and grade; Parallam PSL, 2.0E-2900Fb grade Bending parallel to grain; Fb = 2900 lb/in2 Tension parallel to grain; Ft = 2025 lb/in2 Compression parallel to grain; Fc = 2900 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 290 lb/in2 Modulus of elasticity; E = 2000000 lb/in2 Modulus of elasticity, stability calculations; Emin = 1017000 lb/in2 Mean shear modulus; Gdef = E / 16 = 125000 lb/in2 Average density; r = 45 lb/ft3 Member details Service condition; Dry Length of span; Ls1 = 3 ft Length of bearing; Lb = 4 in 5-118 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Load duration; Ten years Section properties Cross sectional area of member; A = N ´ b ´ d = 32.62 in2 Section modulus; Sx = N ´ b ´ d 2 / 6 = 39.42 in3 Sy = d ´ (N ´ b)2 / 6 = 24.47 in3 Second moment of area; Ix = N ´ b ´ d3 / 12 = 142.90 in4 Iy = d ´ (N ´ b)3 / 12 = 55.05 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending; CFb = (12 in / max(d, 3.5 in))0.111 = 1.06 Repetitive member factor - cl.8.3.7; Cr = 1.00 Length factor; CLen = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; d / (N ´ b) = 1.61 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 636 lb/in2 fc_perp / Fc_perp' = 1.018 FAIL - Design compressive stress is less than applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Cr = 3067 lb/in2 Actual bending stress; fb = M / Sx = 677 lb/in2 fb / Fb' = 0.221 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct = 290 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 527 lb/in2 fv / Fv' = 1.816 FAIL - Design shear stress is less than actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CM ´ Ct = 2000000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.108 in Total deflection; db_s1 = 0.013 in db_s1 / dadm = 0.118 PASS - Total deflection is less than design deflection 5-119 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.02 Load Envelope - Combination 1 0.0 2.757 ft 3.25 1 A B Bending Moment Envelope 0.0 3.641 kip_ft ft 3.25 1 A B 3.6 Shear Force Envelope 0.0 4.481 -4.481 kips ft 3.25 1A B 4.5 -4.5 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 350 lb/ft Live full UDL 2400 lb/ft Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Support B Dead ´ 1.00 Live ´ 1.00 Analysis results Maximum moment; Mmax = 3641 lb_ft; Mmin = 0 lb_ft 5-120 H2 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date Design moment; M = max(abs(Mmax),abs(Mmin)) = 3641 lb_ft Maximum shear; Fmax = 4481 lb; Fmin = -4481 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 4481 lb Total load on member; Wtot = 8962 lb Reaction at support A; RA_max = 4481 lb; RA_min = 4481 lb Unfactored dead load reaction at support A; RA_Dead = 581 lb Unfactored live load reaction at support A; RA_Live = 3900 lb Reaction at support B; RB_max = 4481 lb; RB_min = 4481 lb Unfactored dead load reaction at support B; RB_Dead = 581 lb Unfactored live load reaction at support B; RB_Live = 3900 lb 7.25''3.5'' 4'' Composite section details Breadth of composite section; b = 1.75 in Depth of composite section; d = 7.25 in Number of composite sections in member; N = 2 Overall breadth of composite member; bb = N ´ b = 3.5 in Composite type and grade; Microllam LVL, 2.0E-2600Fb grade Bending parallel to grain; Fb = 2600 lb/in2 Tension parallel to grain; Ft = 1555 lb/in2 Compression parallel to grain; Fc = 2510 lb/in2 Compression perpendicular to grain; Fc_perp = 750 lb/in2 Shear parallel to grain; Fv = 285 lb/in2 Modulus of elasticity; E = 2000000 lb/in2 Modulus of elasticity, stability calculations; Emin = 1017000 lb/in2 Mean shear modulus; Gdef = E / 16 = 125000 lb/in2 Average density; r = 42 lb/ft3 Member details Service condition; Dry Length of bearing; Lb = 4 in Load duration; Ten years Section properties Cross sectional area of member; A = N ´ b ´ d = 25.37 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 30.66 in3 Sy = d ´ (N ´ b)2 / 6 = 14.80 in3 Second moment of area; Ix = N ´ b ´ d 3 / 12 = 111.15 in4 Iy = d ´ (N ´ b)3 / 12 = 25.90 in4 5-121 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/14/2018 Chk'd by Date App'd by Date Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending; CFb = (12 in / max(d, 3.5 in))0.136 = 1.07 Repetitive member factor - cl.8.3.7; Cr = 1.00 Length factor; CLen = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; d / (N ´ b) = 2.07 Effective laterally unsupported span length; le = 3.25 ft Slenderness ratio for bending members - eq.3.3-5; Rb = Ö[le ´ d / (N ´ b)2] = 4.804 Adjusted bending design value for bending; F b * = Fb ´ CD ´ CM ´ Ct ´ CFb ´ Cr = 2784 lb/in2 Adjusted modulus of elasticity for member stability; Emin' = Emin ´ CM ´ Ct = 1017000 lb/in2 Critical buckling design value for bending; FbE = 1.2 ´ Emin' / R b 2 = 52873 lb/in2 Beam stability factor - eq.3.3-6 CL = [1 + (FbE / F b * )] / 1.9 - Ö[([1 + (FbE / F b *)] / 1.9)2 - (FbE / F b *) / 0.95] = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Cb = 750 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RA_max / (N ´ b ´ Lb) = 320 lb/in2 fc_perp / Fc_perp' = 0.427 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Cr = 2777 lb/in2 Actual bending stress; fb = M / Sx = 1425 lb/in2 fb / Fb' = 0.513 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct = 285 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 265 lb/in2 fv / Fv' = 0.929 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CM ´ Ct = 2000000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.117 in Total deflection; db_s1 = 0.031 in db_s1 / dadm = 0.266 PASS - Total deflection is less than design deflection 5-122 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 10.500 ft 3 1 A B Bending Moment Envelope 0.0 2.234 kip_ft ft 3 1A B 2.2 1.9 Shear Force Envelope 0.0 -11.468 kips ft 3 1A B 2.2 -0.8 -11.5 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 136 lb/ft Live full UDL 20 lb/ft Snow full UDL 866 lb/ft Live point load 10500 lb at 33.96 in Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 5-123 H3.1 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Support B Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 2234 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 2234 lb_ft Maximum shear; Fmax = 2158 lb; Fmin = -11468 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 11468 lb Total load on member; Wtot = 13625 lb Reaction at support A; RA_max = 2158 lb; RA_min = 2158 lb Unfactored dead load reaction at support A; RA_Dead = 234 lb Unfactored live load reaction at support A; RA_Live = 625 lb Unfactored snow load reaction at support A; RA_Snow = 1299 lb Reaction at support B; RB_max = 11468 lb; RB_min = 11468 lb Unfactored dead load reaction at support B; RB_Dead = 234 lb Unfactored live load reaction at support B; RB_Live = 9935 lb Unfactored snow load reaction at support B; RB_Snow = 1299 lb 14''4.5'' 4'' Composite section details Breadth of composite section; b = 1.5 in Depth of composite section; d = 14 in Number of composite sections in member; N = 3 Overall breadth of composite member; bb = N ´ b = 4.5 in Composite type and grade; Parallam PSL, 2.0E-2900Fb grade Bending parallel to grain; Fb = 2900 lb/in2 Tension parallel to grain; Ft = 2025 lb/in2 Compression parallel to grain; Fc = 2900 lb/in2 Compression perpendicular to grain; Fc_perp = 625 lb/in2 Shear parallel to grain; Fv = 290 lb/in2 Modulus of elasticity; E = 2000000 lb/in2 Modulus of elasticity, stability calculations; Emin = 1017000 lb/in2 Mean shear modulus; Gdef = E / 16 = 125000 lb/in2 Average density; r = 45 lb/ft3 Member details Service condition; Dry Length of span; Ls1 = 3 ft Length of bearing; Lb = 4 in Load duration; Ten years 5-124 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Section properties Cross sectional area of member; A = N ´ b ´ d = 63.00 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 147.00 in3 Sy = d ´ (N ´ b)2 / 6 = 47.25 in3 Second moment of area; I x = N ´ b ´ d 3 / 12 = 1029.00 in4 Iy = d ´ (N ´ b)3 / 12 = 106.31 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending; CFb = (12 in / max(d, 3.5 in))0.111 = 0.98 Repetitive member factor - cl.8.3.7; Cr = 1.00 Length factor; CLen = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; d / (N ´ b) = 3.11 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Cb = 625 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 637 lb/in2 fc_perp / Fc_perp' = 1.019 FAIL - Design compressive stress is less than applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Cr = 2851 lb/in2 Actual bending stress; fb = M / Sx = 182 lb/in2 fb / Fb' = 0.064 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct = 290 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 273 lb/in2 fv / Fv' = 0.942 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CM ´ Ct = 2000000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.108 in Total deflection; db_s1 = 0.002 in db_s1 / dadm = 0.017 PASS - Total deflection is less than design deflection 5-125 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 20.500 ft 3.25 1 A B Bending Moment Envelope 0.0 9.121 kip_ft ft 3.25 1A B 9.1 Shear Force Envelope 0.0 4.214 -18.406 kips ft 3.25 1A B 4.2 -18.4 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 71 lb/ft Live full UDL 570 lb/ft Live point load 20500 lb at 33.00 in Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Support B Dead ´ 1.00 Live ´ 1.00 5-126 H3 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Analysis results Maximum moment; Mmax = 9121 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 9121 lb_ft Maximum shear; Fmax = 4214 lb; Fmin = -18406 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 18406 lb Total load on member; Wtot = 22619 lb Reaction at support A; RA_max = 4214 lb; RA_min = 4214 lb Unfactored dead load reaction at support A; RA_Dead = 133 lb Unfactored live load reaction at support A; RA_Live = 4080 lb Reaction at support B; RB_max = 18406 lb; RB_min = 18406 lb Unfactored dead load reaction at support B; RB_Dead = 133 lb Unfactored live load reaction at support B; RB_Live = 18272 lb 7.25''5.25'' 4'' Composite section details Breadth of composite section; b = 1.75 in Depth of composite section; d = 7.25 in Number of composite sections in member; N = 3 Overall breadth of composite member; bb = N ´ b = 5.25 in Composite type and grade; Microllam LVL, 2.0E-2600Fb grade Bending parallel to grain; Fb = 2600 lb/in2 Tension parallel to grain; Ft = 1555 lb/in2 Compression parallel to grain; Fc = 2510 lb/in2 Compression perpendicular to grain; Fc_perp = 750 lb/in2 Shear parallel to grain; Fv = 285 lb/in2 Modulus of elasticity; E = 2000000 lb/in2 Modulus of elasticity, stability calculations; Emin = 1017000 lb/in2 Mean shear modulus; Gdef = E / 16 = 125000 lb/in2 Average density; r = 42 lb/ft3 Member details Service condition; Dry Length of span; Ls1 = 3.25 ft Length of bearing; Lb = 4 in Load duration; Ten years Section properties Cross sectional area of member; A = N ´ b ´ d = 38.06 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 45.99 in3 Sy = d ´ (N ´ b)2 / 6 = 33.30 in3 5-127 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/15/2018 Chk'd by Date App'd by Date Second moment of area; Ix = N ´ b ´ d3 / 12 = 166.72 in4 Iy = d ´ (N ´ b)3 / 12 = 87.42 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending; CFb = (12 in / max(d, 3.5 in))0.136 = 1.07 Repetitive member factor - cl.8.3.7; Cr = 1.00 Length factor; CLen = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; d / (N ´ b) = 1.38 Effective laterally unsupported span length; le = 3.25 ft Slenderness ratio for bending members - eq.3.3-5; Rb = Ö[le ´ d / (N ´ b)2] = 3.203 Adjusted bending design value for bending; F b * = Fb ´ CD ´ CM ´ Ct ´ CFb ´ Cr = 2784 lb/in2 Adjusted modulus of elasticity for member stability; Emin' = Emin ´ CM ´ Ct = 1017000 lb/in2 Critical buckling design value for bending; FbE = 1.2 ´ Emin' / Rb 2 = 118965 lb/in2 Beam stability factor - eq.3.3-6 CL = [1 + (FbE / F b *)] / 1.9 - Ö[([1 + (FbE / F b *)] / 1.9)2 - (FbE / F b *) / 0.95] = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Cb = 750 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 876 lb/in2 fc_perp / Fc_perp' = 1.169 FAIL - Design compressive stress is less than applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Cr = 2781 lb/in2 Actual bending stress; fb = M / Sx = 2380 lb/in2 fb / Fb' = 0.856 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct = 285 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 725 lb/in2 fv / Fv' = 2.545 FAIL - Design shear stress is less than actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CM ´ Ct = 2000000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.117 in Total deflection; db_s1 = 0.040 in db_s1 / dadm = 0.338 PASS - Total deflection is less than design deflection 5-128 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 1 Calc. by A Date 2/27/2018 Chk'd by Date App'd by Date STRUCTURAL COMPOSITE LUMBER BEAM ANALYSIS & DESIGN (NDS) In accordance with the ANSI/AF&PA NDS-2012 using the ASD method TEDDS calculation version 1.7.03 Load Envelope - Combination 1 0.0 10.500 ft 3 1 A B Bending Moment Envelope 0.0 2.233 kip_ft ft 3 1A B 2.2 1.9 Shear Force Envelope 0.0 -11.466 kips ft 3 1A B 2.2 -0.8 -11.5 Applied loading Beam loads Dead self weight of beam ´ 1 Dead full UDL 136 lb/ft Live full UDL 20 lb/ft Snow full UDL 866 lb/ft Live point load 10500 lb at 33.96 in Load combinations Load combination 1 Support A Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Span 1 Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 5-129 H4 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 2 Calc. by A Date 2/27/2018 Chk'd by Date App'd by Date Support B Dead ´ 1.00 Live ´ 1.00 Snow ´ 1.00 Analysis results Maximum moment; Mmax = 2233 lb_ft; Mmin = 0 lb_ft Design moment; M = max(abs(Mmax),abs(Mmin)) = 2233 lb_ft Maximum shear; Fmax = 2156 lb; Fmin = -11466 lb Design shear; F = max(abs(Fmax),abs(Fmin)) = 11466 lb Total load on member; Wtot = 13621 lb Reaction at support A; RA_max = 2156 lb; RA_min = 2156 lb Unfactored dead load reaction at support A; RA_Dead = 232 lb Unfactored live load reaction at support A; RA_Live = 625 lb Unfactored snow load reaction at support A; RA_Snow = 1299 lb Reaction at support B; RB_max = 11466 lb; RB_min = 11466 lb Unfactored dead load reaction at support B; RB_Dead = 232 lb Unfactored live load reaction at support B; RB_Live = 9935 lb Unfactored snow load reaction at support B; RB_Snow = 1299 lb 14''4.5'' 4.5'' Composite section details Breadth of composite section; b = 1.5 in Depth of composite section; d = 14 in Number of composite sections in member; N = 3 Overall breadth of composite member; bb = N ´ b = 4.5 in Composite type and grade; Microllam LVL, 2.0E-2600Fb grade Bending parallel to grain; Fb = 2600 lb/in2 Tension parallel to grain; Ft = 1555 lb/in2 Compression parallel to grain; Fc = 2510 lb/in2 Compression perpendicular to grain; Fc_perp = 750 lb/in2 Shear parallel to grain; Fv = 285 lb/in2 Modulus of elasticity; E = 2000000 lb/in2 Modulus of elasticity, stability calculations; Emin = 1017000 lb/in2 Mean shear modulus; Gdef = E / 16 = 125000 lb/in2 Average density; r = 42 lb/ft3 Member details Service condition; Dry Length of span; Ls1 = 3 ft Length of bearing; Lb = 4.5 in Load duration; Ten years 5-130 JVA, Inc 1319 Spruce St Boulder, CO 80302 Project Job Ref. Section Sheet no./rev. 3 Calc. by A Date 2/27/2018 Chk'd by Date App'd by Date Section properties Cross sectional area of member; A = N ´ b ´ d = 63.00 in2 Section modulus; Sx = N ´ b ´ d2 / 6 = 147.00 in3 Sy = d ´ (N ´ b)2 / 6 = 47.25 in3 Second moment of area; I x = N ´ b ´ d 3 / 12 = 1029.00 in4 Iy = d ´ (N ´ b)3 / 12 = 106.31 in4 Adjustment factors Load duration factor - Table 2.3.2; CD = 1.00 Temperature factor - Table 2.3.3; Ct = 1.00 Size factor for bending; CFb = (12 in / max(d, 3.5 in))0.136 = 0.98 Repetitive member factor - cl.8.3.7; Cr = 1.00 Length factor; CLen = 1.00 Bearing area factor - cl.3.10.4; Cb = 1.00 Depth-to-breadth ratio; d / (N ´ b) = 3.11 - Beam is fully restrained Beam stability factor - cl.3.3.3; CL = 1.00 Bearing perpendicular to grain - cl.3.10.2 Design compression perpendicular to grain; Fc_perp' = Fc_perp ´ Ct ´ Cb = 750 lb/in2 Applied compression stress perpendicular to grain; fc_perp = RB_max / (N ´ b ´ Lb) = 566 lb/in2 fc_perp / Fc_perp' = 0.755 PASS - Design compressive stress exceeds applied compressive stress at bearing Strength in bending - cl.3.3.1 Design bending stress; Fb' = Fb ´ CD ´ Ct ´ CL ´ CFb ´ Cr = 2546 lb/in2 Actual bending stress; fb = M / Sx = 182 lb/in2 fb / Fb' = 0.072 PASS - Design bending stress exceeds actual bending stress Strength in shear parallel to grain - cl.3.4.1 Design shear stress; Fv' = Fv ´ CD ´ Ct = 285 lb/in2 Actual shear stress - eq.3.4-2; fv = 3 ´ F / (2 ´ A) = 273 lb/in2 fv / Fv' = 0.958 PASS - Design shear stress exceeds actual shear stress Deflection - cl.3.5.1 Modulus of elasticity for deflection; E' = E ´ CM ´ Ct = 2000000 lb/in2 Design deflection; dadm = 0.003 ´ Ls1 = 0.108 in Total deflection; db_s1 = 0.002 in db_s1 / dadm = 0.016 PASS - Total deflection is less than design deflection 5-131 JVA JOB NO. 18931 SECTION 6 - LATERAL ELEMENTS 2 3 6 7 7.9 9 118 12161618181919212124B FH KLMPRYAYGYMYHWIND LOAD = 33 PSF x 13.5 = 446 plfSEISMIC LOAD = 395 plf 446 plf11.91 10.54 13.13 15.96 13.50 31.6320.00 12.25 31.92 16.0413.1223.38 16.00 23.79 16.53 28.42 14.16 8.43446 plf446 plf 446 plf446 plf 7.2 k, 110 plf 65.8710.1 k, 187 plf23.58 30.586.6 k, 234 plf28.136.5 k, 220 plf5.3 k, 100 plf18.260.7147.377.7 k, 290 plf (wall), 120 plf (diaphragm)26.58(3) 18" LVLCOLLECTOR (3) 18" LVL COLLECTOR 12.5963.945.5 k, 244 plf (wall), 155 plf (diaphragm)9.79 7.67 5.1335.58(2) 2x6 TP COLLECTOR (2) 2x6 TPCOLLECTOR 30.12 5.63 30.12 6.8 k, 241 plf (wall),167 plf (diaphragm)3.95 6.67 5.95 3.714.008.2 k, 120 plf68.838.2 k, 120 plf3.96 7.00 5.62 3.966.8 k, 241 plf (wall),205 plf diaphragm(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR29.24 (2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR29.2511.212.5 k, 223plf6.72 k, 447 plf (wall),215 plf (diaphragm)30.13 5.63 30.126.255.46(2) 2x6 TPCOLLECTOR (2) 2x6 TPCOLLECTOR (2) 2x6 TPCOLLECTOR (2) 2x6 TPCOLLECTOR 6.255.463.966.8 k, 447 plf (wall),215 plf (diaphragm)8.2 k, 138 plf8.2k, 113 plf4.004.00 41.5827.83(3) 18" LVLCOLLECTOR 3.50(3) 18" LVLBLOCKINGCOLLECTOR (3) 18" LVLCOLLECTOR (3) 18" LVL COLLECTOR (3) 18" LVL COLLECTOR (3) 18" LVL COLLE CTOR (3) 18" LVL COLLECTOR 12.6 k, 177 plf7.2 k, 337 plf (wall),183 plf (diaphragm)29.673.96 4.67 7.00 5.7939.41(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR14.3 k, 240 plf29.9012.7 k, 264 plf 10.83 27.67 8.9 k, 150 plf 29.67 29.67 27.66 8.8 k, 160 plf 8.3 k, 182 plf 17.96 3 k, 170plf 10.882.5 k, 234plfYJYKYN LEVEL 4 SHEAR WALLS6-1 330 plf330 plf330 plf330 plf330 plf 31.5213.50 15.96 13.12 10.54 5.2 k, 80 plf65.8730.13 5.63 30.127.4 k, 137 plf(3) 9 1/2" LVLCOLLECTOR4.9 k, 175 plf4.8 k, 160 plf3.9 k, 80 plf5.8 k, 218 plf24.50 4.2 k, 183 plf9.5 k, 133 plf10.8 k, 180 plf(2) 9 1/2 LVLCOLLECTOR(2) 9 1/2 LVLCOLLECTOR1.9 k, 168plf6.2 k, 104 plf6.2k, 80 plf5.0 k, 335 plf (wall),162 plf (diaphragm)5.1 k, 335 plf (wall),162 plf (diaphragm)(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR(2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR 4 k, 84 plf 6.7 k, 113 plf 6.6 k, 120 plf 6.3 k, 137plf 2.3 k, 130plf 1.9 k, 176plf 5.285.1 k, 198 plf (wall)5.1 k, 198 plf (wall)5.256.2 k, 90 plf6.2 k, 90 plf5.5 k, 257 plfYNLEVEL 3 SHEAR WALLS6-2 8 1010 12330 plf330 plf330 plf330 plf330 plf 2.6 k, 40 plf 7.4 k, 137 plf(3) 9 1/2" LVLCOLLECTOR 4.9 k, 175 plf4.8 k, 160 plf3.9 k, 80 plf5.8 k, 218 plf4.2 k, 183 plf9.5 k, 133 plf10.8 k, 180 plf(2) 9 1/2 LVLCOLLECTOR(2) 9 1/2 LVLCOLLECTOR1.9 k, 168plf6.2 k, 141 plf6.2k, 110 plf5.1 k, 569 plf (wall),328 plf (diaphragm) (2) 2x6 TPCOLLECTOR(2) 2x6 TPCOLLECTOR(2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR 4 k, 84 plf 6.7 k, 113 plf 6.6 k, 120 plf 6.3 k, 112 plf 2.3 k, 130plf 1.9 k, 176plf 5.1 k, 198 plf (wall)5.1 k, 198 plf (wall)15.565.1 k, 569 plf (wall),328 plf (diaphragm) 6.2 k, 90 plf6.2 k, 90 plf3.671S402YJYK5.5 k, 257 plfYNLEVEL 2 SHEAR WALLS6-3 8 1010 12330 plf330 plf330 plf330 plf330 plf 7.4 k, 137 plf(3) 9 1/2" LVLCOLLECTOR4.9 k, 175 plf4.8 k, 160 plf3.9 k, 80 plf5.8 k, 218 plf4.2 k, 183 plf31.6 k4.2 k, 72 plf(2) 9 1/2 LVLCOLLECTOR(2) 9 1/2 LVLCOLLECTOR1.9 k, 168plf(2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR (2) 9 1/2" LVL COLLECTOR 4 k, 110 plf 6.7 k, 113 plf 6.6 k, 120 plf 6.3 k, 162plf 2.3 k, 130plf 1.9 k, 176plf 5.1 k, 198 plf (wall)5.1 k, 198 plf (wall)6.2 k, 90 plf6.2 k, 90 plf28.92 10.00 25.2922.3 k, 472 plf (wall), 360 plf (diaphragm) 22.3 k 1.21 3.1741.42(2) 9 1/2 LVLCOLLECTOR11 7/8" LSLBLOCKINGCOLLECTOR11 7/8" LSLBLOCKINGCOLLECTOR22.3 k, 472 plf (wall),360 plf (diaphragm) (2) 11 7/8" LVL COLLECTOR 23.65 3.96 6.333.79 5.963.714.00 5.2514.5813.331S402YJYK5.5 k, .161 plf3' - 11 1/2" 5' - 4" 4' - 8" 6' - 4" 7' - 0" 6' - 4" 6' - 3"YNLEVEL 1 SHEAR WALLS6-4 Company : JVA Mar 26, 2018 10:44 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-2 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP15 RS_7/16_8d@4 R1 .938 .46 1 NC NC 6.652 1 2 WP22 RS_7/16_8d@6 R1 .782 .263 1 NC NC 2.535 1 3 WP6 RS_(2)7/16_8d@4 R1 .67 .656 1 HDU14-SD... .875 12.598 1 4 WP7A RS_7/16_8d@4 R1 .938 .46 1 NC NC 6.671 1 5 WP8A RS_7/16_8d@6 R1 .782 .263 1 NC NC 2.545 1 6 WP10 RS_(2)7/16_8d@4 R1 .675 .662 1 HDU14-SD... .89 12.8 1 7 WP11 RS_7/16_8d@4 R1 .949 .465 1 NC NC 6.808 1 8 WP12 RS_7/16_8d@6 R1 .798 .268 1 NC NC 2.616 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 2.r2d] 6-5 Company : JVA Mar 26, 2018 10:43 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-3 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@3 R1 .964 .607 1 HDU14-SD... 1.055 15.247 1 2 WP8 RS_7/16_8d@3 R1 .81 .511 1 NC NC 9.756 1 3 WP15 RS_7/16_8d@4 R1 .727 .356 1 NC NC 5.15 1 4 WP22 RS_7/16_8d@6 R1 .602 .202 1 NC NC 1.954 1 5 WP5 RS_7/16_8d@3 R1 .964 .607 1 HDU14-SD... 1.055 15.233 1 6 WP6 RS_7/16_8d@3 R1 .81 .511 1 NC NC 9.746 1 7 WP7A RS_7/16_8d@4 R1 .727 .356 1 NC NC 5.143 1 8 WP8A RS_7/16_8d@6 R1 .602 .202 1 NC NC 1.95 1 9 WP9 RS_7/16_8d@3 R1 .964 .607 1 HDU14-SD... 1.048 15.137 1 10 WP10 RS_7/16_8d@3 R1 .81 .511 1 NC NC 9.674 1 11 WP11 RS_7/16_8d@4 R1 .727 .356 1 NC NC 5.094 1 12 WP12 RS_7/16_8d@6 R1 .602 .202 1 NC NC 1.925 1 13 WP13 RS_7/16_8d@3 R1 .964 .607 1 HDU14-SD... 1.049 15.155 1 14 WP14 RS_7/16_8d@3 R1 .81 .511 1 NC NC 9.687 1 15 WP15A RS_7/16_8d@4 R1 .727 .356 1 NC NC 5.103 1 16 WP16 RS_7/16_8d@6 R1 .602 .202 1 NC NC 1.929 1 17 WP17 RS_7/16_8d@6 R1 .288 .097 1 HDU2-SDS... .242 .743 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 3.r2d] 6-6 Company : JVA Mar 26, 2018 10:42 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-6 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP15 RS_7/16_8d@6 R1 .432 .145 1 NC NC 1.485 1 2 WP22 RS_7/16_8d@6 R1 .246 .083 1 NC NC .481 1 3 WP6 RS_7/16_8d@6 R1 .684 .23 1 NC NC 3.386 1 4 WP7A RS_7/16_8d@6 R1 .432 .145 1 NC NC 1.567 1 5 WP8A RS_7/16_8d@6 R1 .246 .083 1 NC NC .524 1 6 WP6A RS_7/16_8d@6 R1 .684 .23 1 HDU2-SDS... .626 1.926 1 7 WP7 RS_7/16_8d@4 R1 .744 .365 1 HDU8-SDS... .952 6.439 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 6.r2d] 6-7 Company : JVA Mar 26, 2018 10:41 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-7.9 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP15 RS_7/16_8d@6 R1 .345 .116 1 NC NC 1.066 1 2 WP22 RS_7/16_8d@6 R1 .202 .068 1 NC NC .331 1 3 WP6 RS_7/16_8d@6 R1 .541 .182 1 NC NC 2.136 1 4 WP7A RS_7/16_8d@6 R1 .345 .116 1 NC NC .883 1 5 WP8A RS_7/16_8d@6 R1 .202 .068 1 NC NC .237 1 6 WP6A RS_7/16_8d@6 R1 .541 .182 1 HDU2-SDS... .484 1.487 1 7 WP7 RS_7/16_8d@6 R1 .809 .272 1 HDU4-SDS... .922 4.211 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 7.9.r2d] 6-8 Company : JVA Mar 26, 2018 10:40 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-7 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP22 RS_7/16_8d@6 R1 .843 .283 1 HDU2-SDS... .877 2.697 1 2 WP8A RS_7/16_8d@6 R1 .843 .283 1 HDU2-SDS... .821 2.526 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 7.r2d] 6-9 Company : JVA Mar 26, 2018 10:39 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-8 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .705 .346 1 HDU8-SDS... .906 7.132 1 2 WP8 RS_7/16_8d@6 R1 .791 .266 1 NC NC 4.271 1 3 WP15 RS_7/16_8d@6 R1 .554 .186 1 NC NC 2.14 1 4 WP22 RS_7/16_8d@6 R1 .316 .106 1 NC NC .74 1 5 WP5 RS_7/16_8d@4 R1 .705 .346 1 HDU8-SDS... .987 6.68 1 6 WP6 RS_7/16_8d@6 R1 .791 .266 1 NC NC 3.93 1 7 WP7A RS_7/16_8d@6 R1 .554 .186 1 NC NC 1.91 1 8 WP8A RS_7/16_8d@6 R1 .316 .106 1 NC NC .621 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 8.r2d] 6-10 Company : JVA Mar 26, 2018 10:38 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-12 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .955 .468 1 HDU14-SD... .937 10.094 1 2 WP8 RS_7/16_8d@4 R1 .735 .36 1 NC NC 6.114 1 3 WP15 RS_7/16_8d@6 R1 .75 .252 1 NC NC 3.121 1 4 WP22 RS_7/16_8d@6 R1 .429 .144 1 NC NC 1.118 1 5 WP5 RS_7/16_8d@4 R1 .955 .468 1 HDU14-SD... .937 10.09 1 6 WP6 RS_7/16_8d@4 R1 .735 .36 1 NC NC 6.11 1 7 WP7A RS_7/16_8d@6 R1 .75 .252 1 NC NC 3.119 1 8 WP8A RS_7/16_8d@6 R1 .429 .144 1 NC NC 1.116 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 12.r2d] 6-11 Company : JVA Mar 26, 2018 10:35 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-16 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@6 R1 .954 .32 1 HDU11-SD... .903 8.433 1 2 WP8 RS_7/16_8d@6 R1 .793 .266 1 NC NC 5.615 1 3 WP15 RS_7/16_8d@6 R1 .632 .212 1 NC NC 3.292 1 4 WP22 RS_7/16_8d@6 R1 .471 .158 1 NC NC 1.462 1 5 WP5 RS_7/16_8d@6 R1 .954 .32 1 HDU8-SDS... .974 7.665 1 6 WP6 RS_7/16_8d@6 R1 .793 .266 1 NC NC 5.036 1 7 WP7A RS_7/16_8d@6 R1 .632 .212 1 NC NC 2.9 1 8 WP8A RS_7/16_8d@6 R1 .471 .158 1 NC NC 1.26 1 9 WP9 RS_7/16_8d@3 R1 .509 .32 1 HDU11-SD... .898 8.379 1 10 WP10 RS_7/16_8d@6 R1 .793 .266 1 NC NC 5.575 1 11 WP11 RS_7/16_8d@6 R1 .632 .212 1 NC NC 3.265 1 12 WP12 RS_7/16_8d@6 R1 .471 .158 1 NC NC 1.449 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 16.r2d] 6-12 Company : JVA Mar 26, 2018 10:34 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-18 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@6 R1 .891 .299 1 HDU8-SDS... .878 5.94 1 2 WP8 RS_7/16_8d@6 R1 .671 .226 1 NC NC 3.497 1 3 WP15 RS_7/16_8d@6 R1 .47 .158 1 NC NC 1.729 1 4 WP22 RS_7/16_8d@6 R1 .268 .09 1 NC NC .582 1 5 WP5 RS_7/16_8d@6 R1 .873 .293 1 HDU8-SDS... .866 5.861 1 6 WP6 RS_7/16_8d@6 R1 .671 .226 1 NC NC 3.479 1 7 WP7A RS_7/16_8d@6 R1 .47 .158 1 NC NC 1.717 1 8 WP8A RS_7/16_8d@6 R1 .268 .09 1 NC NC .576 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 18.r2d] 6-13 Company : JVA Mar 26, 2018 10:32 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-19 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@6 R1 .929 .312 1 HDU8-SDS... .937 6.34 1 2 WP8 RS_7/16_8d@6 R1 .714 .24 1 NC NC 3.782 1 3 WP15 RS_7/16_8d@6 R1 .5 .168 1 NC NC 1.882 1 4 WP22 RS_7/16_8d@6 R1 .286 .096 1 NC NC .642 1 5 WP5 RS_7/16_8d@6 R1 .929 .312 1 HDU8-SDS... .944 6.386 1 6 WP6 RS_7/16_8d@6 R1 .714 .24 1 NC NC 3.817 1 7 WP7A RS_7/16_8d@6 R1 .5 .168 1 NC NC 1.906 1 8 WP8A RS_7/16_8d@6 R1 .286 .096 1 NC NC .654 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 19.r2d] 6-14 Company : JVA Mar 26, 2018 10:31 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-21 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .829 .406 1 HDU8-SDS... .998 7.855 1 2 WP8 RS_7/16_8d@6 R1 .814 .274 1 NC NC 4.435 1 3 WP15 RS_7/16_8d@6 R1 .57 .191 1 NC NC 2.228 1 4 WP22 RS_7/16_8d@6 R1 .325 .109 1 NC NC .774 1 5 WP6 RS_7/16_8d@6 R1 .814 .274 1 HDU4-SDS... .979 4.47 1 6 WP7A RS_7/16_8d@6 R1 .57 .191 1 NC NC 2.252 1 7 WP8A RS_7/16_8d@6 R1 .325 .109 1 NC NC .786 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 21.r2d] 6-15 Company : JVA Mar 26, 2018 10:30 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-24 Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .686 .336 1 HDU8-SDS... .926 7.289 1 2 WP8 RS_7/16_8d@6 R1 .768 .258 1 NC NC 4.415 1 3 WP15 RS_7/16_8d@6 R1 .536 .18 1 NC NC 2.254 1 4 WP22 RS_7/16_8d@6 R1 .304 .102 1 NC NC .807 1 5 WP6 RS_7/16_8d@6 R1 .768 .258 1 HDU5-SDS... .823 4.644 1 6 WP7A RS_7/16_8d@6 R1 .536 .18 1 NC NC 2.408 1 7 WP8A RS_7/16_8d@6 R1 .304 .102 1 NC NC .887 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID 24.r2d] 6-16 Company : JVA Mar 26, 2018 10:28 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID B + MOMENT FRAME Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@3 R1 .755 .476 1 HDU11-SD... .988 11.036 1 2 WP8 RS_7/16_8d@4 R1 .747 .366 1 NC NC 6.799 1 3 WP15 RS_7/16_8d@6 R1 .763 .256 1 NC NC 3.567 1 4 WP22 RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.34 1 5 WP5 RS_7/16_8d@3 R1 .755 .476 1 HDU11-SD... .994 11.103 1 6 WP6 RS_7/16_8d@4 R1 .747 .366 1 NC NC 6.85 1 7 WP7A RS_7/16_8d@6 R1 .763 .256 1 NC NC 3.602 1 8 WP8A RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.358 1 9 WP9 RS_7/16_8d@3 R1 .755 .476 1 HDU14-SD... .778 11.201 1 10 WP10 RS_7/16_8d@4 R1 .747 .366 1 NC NC 6.924 1 11 WP11 RS_7/16_8d@6 R1 .762 .256 1 NC NC 3.652 1 12 WP12 RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.384 1 13 WP14 RS_7/16_8d@4 R1 .747 .366 1 HDU8-SDS... .975 6.799 1 14 WP15A RS_7/16_8d@6 R1 .762 .256 1 NC NC 3.567 1 15 WP16 RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.34 1 16 WP18 RS_7/16_8d@4 R1 .747 .366 1 HDU8-SDS... .983 6.85 1 17 WP19 RS_7/16_8d@6 R1 .762 .256 1 NC NC 3.602 1 18 WP20 RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.358 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID B-MF.r2d] 6-17 Company : JVA Mar 26, 2018 10:28 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID B + MOMENT FRAME Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) (Continued) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 19 WP22A RS_7/16_8d@4 R1 .747 .366 1 HDU8-SDS... .993 6.924 1 20 WP23 RS_7/16_8d@6 R1 .762 .256 1 NC NC 3.652 1 21 WP24 RS_7/16_8d@6 R1 .436 .146 1 NC NC 1.384 1 Member AISC 14th(360-10): ASD Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pnc/om [k] Pnt/om [k] Mn/om [k-ft] Cb Eqn 1 1 M1 W8x28 .188 3.672 .194 9.792 168.275 247.006 67.864 1.923 H1-1b 2 1 M2 HSS12x4x8 .076 0 .005 0 272.77 371.856 107.196 1.667 H1-1b 3 1 M3 HSS12x4x8 .060 0 .004 0 272.77 371.856 107.196 1.667 H1-1b 4 1 M4 HSS12x4x8 .055 9.146 .001 0 272.77 371.856 107.196 1.667 H1-1b* 5 1 M5 HSS12x4x8 .010 0 .001 0 272.77 371.856 107.196 1.667 H1-1b 6 1 M6 W8x28 .077 0 .078 6.936 168.275 247.006 67.864 2.418 H1-1b 7 1 M7 W8x28 .045 2.077 .100 3.835 96.243 247.006 67.864 1.895 H1-1b 8 1 M8 W8x67 .197 9.792 .104 9.792 471.231 589.82 174.9 1.924 H1-1b 9 1 M10 HSS12x4x8 .464 0 .032 0 272.77 371.856 107.196 1.667 H1-1b 10 1 M11 HSS12x4x8 .491 0 .033 0 272.77 371.856 107.196 1.667 H1-1b 11 1 M12 HSS12x4x8 .383 0 .024 0 272.77 371.856 107.196 1.667 H1-1b 12 1 M13 W8x67 .165 9.792 .075 9.792 471.231 589.82 174.9 2.388 H1-1b 13 1 M14 W8x67 .288 15.341 .087 15.341 285.608 424.671 125.928 3.243 H1-1b 14 1 M15 HSS12x4x8 .465 0 .032 0 272.77 371.856 107.196 1.667 H1-1b 15 1 M15A W8x67 .325 3.672 .142 3.672 471.231 589.82 174.9 2.083 H1-1b 16 1 M16 HSS12x4x8 .553 0 .039 0 272.77 371.856 107.196 1.667 H1-1b 17 1 M17 HSS12x4x8 .507 0 .034 0 272.77 371.856 107.196 1.667 H1-1b 18 1 M18 HSS12x4x8 .340 0 .022 0 272.77 371.856 107.196 1.667 H1-1b 19 1 M19 W8x67 .168 0 .071 0 471.231 589.82 174.9 1.947 H1-1b 20 1 M20 W8x67 .286 15.341 .095 3.995 285.608 424.671 125.928 1.648 H1-1b 21 1 M21 HSS12x4x8 .430 0 .026 0 272.77 371.856 107.196 1.667 H1-1b Joint Reactions (By Combination) LC Joint Label X [k] Y [k] MZ [k-ft] 1 1 N34 .883 .136 0 2 1 N56A -.706 .136 0 3 1 N58B .169 15.094 0 4 1 N60A -.117 .136 0 5 1 N68 -5.184 8.759 0 6 1 N70 -5.2 18.885 0 7 1 N71 -3.644 28.275 0 8 1 N74 -5.173 9.429 0 9 1 N79 6.436 -6.317 0 10 1 N81 5.419 17.199 0 11 1 N82 3.357 20.506 0 12 1 N84 3.989 33.96 0 13 1 WP7 -4.659 .941 112.67 14 1 WP5 -3.648 .806 88.219 15 1 WP9 -2.438 .61 58.97 16 1 WP14 -6.281 16.76 61.921 17 1 WP18 -2.975 .989 63.845 18 1 WP22A -1.758 21.803 95.771 19 1 Totals: -21.531 188.107 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID B-MF.r2d] 6-18 Company : JVA Mar 26, 2018 10:28 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID B + MOMENT FRAME Joint Reactions (By Combination) (Continued) LC Joint Label X [k] Y [k] MZ [k-ft] 20 1 COG (ft): X: 132.134 Y: 9.32 RISA-2D Version 16.0.1 Page 3 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID B-MF.r2d] 6-19 Company : JVA Mar 26, 2018 10:24 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-F Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@3 R1 .899 .566 1 HDU14-SD... .874 12.578 1 2 WP8 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.671 1 3 WP15 RS_7/16_8d@6 R1 .907 .305 1 NC NC 3.96 1 4 WP22 RS_7/16_8d@6 R1 .518 .174 1 NC NC 1.447 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID F.r2d] 6-20 Company : JVA Mar 26, 2018 10:23 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-H Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@6 R1 .607 .204 1 HDU4-SDS... .893 4.076 1 2 WP8 RS_7/16_8d@6 R1 .464 .156 1 NC NC 2.407 1 3 WP15 RS_7/16_8d@6 R1 .321 .108 1 NC NC 1.178 1 4 WP22 RS_7/16_8d@6 R1 .179 .06 1 NC NC .388 1 5 WP5 RS_7/16_8d@6 R1 .607 .204 1 HDU2-SDS... .967 2.972 1 6 WP6 RS_(2)7/16_8d@6 R1 .232 .156 1 NC NC 1.574 1 7 WP7A RS_7/16_8d@6 R1 .321 .108 1 NC NC .615 1 8 WP8A RS_7/16_8d@6 R1 .179 .06 1 NC NC .097 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID H.r2d] 6-21 Company : JVA Mar 26, 2018 10:22 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-K Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .857 .42 1 HDU11-SD... .962 8.979 1 2 WP8 RS_7/16_8d@6 R1 .964 .324 1 NC NC 5.44 1 3 WP15 RS_7/16_8d@6 R1 .679 .228 1 NC NC 2.778 1 4 WP22 RS_7/16_8d@6 R1 .393 .132 1 NC NC .996 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID K.r2d] 6-22 Company : JVA Mar 26, 2018 10:21 AMDesigner : HH Job Number : 18931 Checked By: HH Model Name : GRID-L Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .929 .455 1 HDU14-SD... .915 9.85 1 2 WP8 RS_7/16_8d@4 R1 .715 .35 1 NC NC 5.971 1 3 WP15 RS_7/16_8d@6 R1 .73 .245 1 NC NC 3.053 1 4 WP22 RS_7/16_8d@6 R1 .418 .14 1 NC NC 1.096 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID L.r2d] 6-23 Company : JVA Mar 26, 2018 10:20 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-M Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@4 R1 .898 .44 1 HDU14-SD... .936 10.084 1 2 WP8 RS_7/16_8d@4 R1 .689 .338 1 NC NC 6.189 1 3 WP15 RS_7/16_8d@6 R1 .702 .236 1 NC NC 3.228 1 4 WP22 RS_7/16_8d@6 R1 .398 .134 1 NC NC 1.2 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID M.r2d] 6-24 Company : JVA Mar 26, 2018 10:19 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-P Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP22 RS_7/16_8d@6 R1 .334 .112 1 NC NC .856 1 2 WP3 RS_7/16_8d@6 R1 .579 .194 1 NC NC 2.534 1 3 WP4 RS_7/16_8d@6 R1 .823 .277 1 HDU5-SDS... .892 5.034 1 4 WP5 RS_7/16_8d@6 R1 .334 .112 1 NC NC .788 1 5 WP7 RS_7/16_8d@6 R1 .579 .194 1 NC NC 2.397 1 6 WP8 RS_7/16_8d@6 R1 .823 .277 1 HDU5-SDS... .855 4.829 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID P.r2d] 6-25 Company : JVA Mar 26, 2018 10:17 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-R Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP22 RS_7/16_8d@6 R1 .196 .066 1 Not Req'd NC NC NC RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID R.r2d] 6-26 Company : JVA Mar 26, 2018 10:12 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-YA Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.205 1 2 WP2 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .94 10.121 1 3 WP3 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.208 1 4 WP4 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .942 10.146 1 5 WP5 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.209 1 6 WP6 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .947 10.204 1 7 WP7A RS_7/16_8d@6 R1 .921 .31 1 HDU5-SDS... .963 5.438 1 8 WP8 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.111 1 9 WP9 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.05 1 10 WP10 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.113 1 11 WP11 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.068 1 12 WP12 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.114 1 13 WP13 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.11 1 14 WP14 RS_7/16_8d@6 R1 .614 .206 1 NC NC 2.678 1 15 WP15 RS_7/16_8d@6 R1 .738 .248 1 NC NC 2.966 1 16 WP16 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.925 1 17 WP17 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.968 1 18 WP18 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.94 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YA.r2d] 6-27 Company : JVA Mar 26, 2018 10:12 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-YA Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) (Continued) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 19 WP19 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.969 1 20 WP20 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.966 1 21 WP21 RS_7/16_8d@6 R1 .307 .103 1 NC NC .868 1 22 WP22 RS_7/16_8d@6 R1 .43 .145 1 NC NC .765 1 23 WP23 RS_7/16_8d@6 R1 .43 .145 1 NC NC .75 1 24 WP24 RS_7/16_8d@6 R1 .43 .145 1 NC NC .766 1 25 WP25 RS_7/16_8d@6 R1 .43 .145 1 NC NC .754 1 26 WP26 RS_7/16_8d@6 R1 .43 .145 1 NC NC .766 1 27 WP27 RS_7/16_8d@6 R1 .43 .145 1 NC NC .765 1 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YA.r2d] 6-28 Company : JVA Mar 26, 2018 10:16 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-YB Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP2 RS_7/16_8d@3 R1 .88 .554 1 HDU14-SD... .885 12.738 1 2 WP3 RS_7/16_8d@3 R1 .88 .554 1 HDU14-SD... .891 12.828 1 3 WP4 RS_7/16_8d@3 R1 .88 .554 1 HDU14-SD... .887 12.764 1 4 WP5 RS_7/16_8d@3 R1 .88 .554 1 HDU14-SD... .892 12.829 1 5 WP6 RS_7/16_8d@3 R1 .88 .554 1 HDU14-SD... .891 12.824 1 6 WP7A RS_7/16_8d@6 R1 1.061 .356 1 HDU8-SDS... .93 6.292 1 7 WP9 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.752 1 8 WP10 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.816 1 9 WP11 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.77 1 10 WP12 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.817 1 11 WP13 RS_7/16_8d@4 R1 .889 .436 1 NC NC 7.813 1 12 WP14 RS_7/16_8d@6 R1 .707 .238 1 NC NC 3.106 1 13 WP16 RS_7/16_8d@6 R1 .943 .317 1 NC NC 3.853 1 14 WP17 RS_7/16_8d@6 R1 .943 .317 1 NC NC 3.897 1 15 WP18 RS_7/16_8d@6 R1 .943 .317 1 NC NC 3.867 1 16 WP19 RS_7/16_8d@6 R1 .943 .317 1 NC NC 3.897 1 17 WP20 RS_7/16_8d@6 R1 .943 .317 1 NC NC 3.895 1 18 WP21 RS_7/16_8d@6 R1 .354 .119 1 NC NC 1.01 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YB.r2d] 6-29 Company : JVA Mar 26, 2018 10:16 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-YB Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) (Continued) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 19 WP23 RS_7/16_8d@6 R1 .589 .198 1 NC NC 1.048 1 20 WP24 RS_7/16_8d@6 R1 .589 .198 1 NC NC 1.063 1 21 WP25 RS_7/16_8d@6 R1 .589 .198 1 NC NC 1.052 1 22 WP26 RS_7/16_8d@6 R1 .589 .198 1 NC NC 1.063 1 23 WP27 RS_7/16_8d@6 R1 .589 .198 1 NC NC 1.062 1 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YB.r2d] 6-30 Company : JVA Mar 26, 2018 10:15 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRID-YG Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@6 R1 .696 .234 1 HDU2-SDS... .966 2.972 1 2 WP8 RS_7/16_8d@6 R1 .536 .18 1 NC NC 1.491 1 3 WP15 RS_7/16_8d@6 R1 .375 .126 1 NC NC .503 1 4 WP22 RS_7/16_8d@6 R1 .214 .072 1 NC NC .012 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YG.r2d] 6-31 Company : JVA Mar 26, 2018 9:32 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRIM YM Wall Panel U.C. Parameters Label Max Bending Chk Max Shear Chk 1 8d@4 + HD 1 1 2 8d@6 + HD 1 1 3 8d@3 + HD 1 1 4 8d@2 + HD 1 1 5 (2)8d@3 + HD 1 1 6 8d@4 + STRAP 1 1 7 8d@2 + STRAP 1 1 8 (2)8d@6 + HD 1 1 9 (2)8d@6 + STRAP 1 1 10 (2)8d@4 + HD 1 1 11 8d@6 + STRAP 1 1 12 8d@3 HDU14 5 1/2 1 1 Additional Wood Wall Panel Parameters Label Schedule Min. P... Max. Pa...Double Sid... Max. N...Min. N... HD Ch...HD Chord Matl Hold Down Eccentri... 1 8d@4 + HD RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 2 8d@6 + HD RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 3 8d@3 + HD RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 4 8d@2 + HD RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 5 (2)8d@3 + HD RS_(2)7/16_8d@3 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 6 8d@4 + STRAP RS_7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 7 8d@2 + STRAP RS_7/16_8d@2 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 8 (2)8d@6 + HD RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 9 (2)8d@6 + ST... RS_(2)7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 10 (2)8d@4 + HD RS_(2)7/16_8d@4 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 11 8d@6 + STRAP RS_7/16_8d@6 .375 .75 No 6-in. 3-in. 3-2X6 DF HDU_DF-... 12 8d@3 HDU14 ... RS_7/16_8d@3 .375 .75 No 6-in. 3-in. 5-2X6 DF HDU14-S... Yes Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 1 WP7 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.205 1 2 WP2 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .94 10.121 1 3 WP3 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.208 1 4 WP4 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .942 10.146 1 5 WP5 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .948 10.209 1 6 WP6 RS_7/16_8d@3 R1 .721 .454 1 HDU14-SD... .947 10.204 1 7 WP7A RS_7/16_8d@6 R1 .921 .31 1 HDU5-SDS... .963 5.438 1 8 WP8 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.111 1 9 WP9 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.05 1 10 WP10 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.113 1 11 WP11 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.068 1 12 WP12 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.114 1 13 WP13 RS_7/16_8d@4 R1 .716 .351 1 NC NC 6.11 1 14 WP14 RS_7/16_8d@6 R1 .614 .206 1 NC NC 2.678 1 15 WP15 RS_7/16_8d@6 R1 .738 .248 1 NC NC 2.966 1 16 WP16 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.925 1 17 WP17 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.968 1 18 WP18 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.94 1 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YM.r2d] 6-32 Company : JVA Mar 26, 2018 9:32 AMDesigner : HH Job Number : 18931 Checked By: MES Model Name : GRIM YM Wood Wall Panel In Plane Code Checks (AWC NDS-15: ASD) (Continued) Wall Panel Shear Panel Label Region Shear Check Shear Forc... Gov LC Hold-Down ...Tension Ch...Tie-Dow... Gov LC 19 WP19 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.969 1 20 WP20 RS_7/16_8d@6 R1 .737 .248 1 NC NC 2.966 1 21 WP21 RS_7/16_8d@6 R1 .307 .103 1 NC NC .868 1 22 WP22 RS_7/16_8d@6 R1 .43 .145 1 NC NC .765 1 23 WP23 RS_7/16_8d@6 R1 .43 .145 1 NC NC .75 1 24 WP24 RS_7/16_8d@6 R1 .43 .145 1 NC NC .766 1 25 WP25 RS_7/16_8d@6 R1 .43 .145 1 NC NC .754 1 26 WP26 RS_7/16_8d@6 R1 .43 .145 1 NC NC .766 1 27 WP27 RS_7/16_8d@6 R1 .43 .145 1 NC NC .765 1 RISA-2D Version 16.0.1 Page 2 [Z:\...\...\...\Section 6 - Lateral Elements\18931 - GRID YM.r2d] 6-33 JVA JOB NO. 18931 SECTION 7 - MISCELLANEOUS AND SPECIAL STRUCTURES 7-1 7-2 SK - 2 Mar 26, 2018 at 11:32 AM TYP PARAPET.r2d N1 N2 N3 N4M1M2 Y XZ 7-3 Company : Mar 26, 2018 11:34 AMDesigner : Job Number : Checked By:_____ Model Name : Wood Section Sets Label Shape Type Design List Material Design Rules A [in2] I (90,270) [i... I (0,180) [in4] 1 WOOD1A 2X6 Beam None DF Typical 8.25 1.547 20.797 Envelope Wood Code Checks Member Shape Code ... Loc[ft] LC Shear ... Loc[ft] LC Fc' [ksi] Ft' [ksi] Fb' [ksi] Fv' [ksi] RB CL CP Eqn 1 M1 2X6 .107 1.264 1 .064 2.668 1 .515 .72 1.108 .288 9.943 .989 .379 3.9-1 2 M2 2X6 .084 1.894 2 .039 0 2 .42 .72 1.106 .288 10.54 .988 .309 3.9-3 RISA-2D Version 16.0.1 Page 1 [Z:\...\...\...\...\TYP PARAPET.r2d] 7-4 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 2View - Deformation, Cases: 12to24Loads - CasesCase Label Case name Nature Analysis type1 DL1 DL1 dead Static - Linear7-5 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 3Case Label Case name Nature Analysis type2 LL1 LL1 live Static - Linear3 WIND1 WIND (x+) wind Static - Linear4 SNOW1 SNOW1 snow Static - Linear5 LR1 LR1 live Static - Linear6 ACC1 ACC1 accidental Static - Linear7 TEMP1 TEMP1 temperature Static - Linear8 SEIS1 SEIS1 seismic Static - Linear9 WIND2 WIND2 (x-) wind Static - Linear10 WIND3 WIND (y+) wind Static - Linear11 WIND31 WIND (y-) wind Static - Linear12 DL+SL dead Linear Combination13 DL+.75(.6WLX+)+.75SL dead Linear Combination14 DL+.75(.6WLX-)+.75SL dead Linear Combination15 DL+.75(.6WLY-)+.75SL dead Linear Combination16 DL+.75(.6WLY+)+.75SL dead Linear Combination17 .6DL+.6WLX+ dead Linear Combination18 .6DL+.6WLX- dead Linear Combination19 .6DL+.6WLY+ dead Linear Combination20 .6WL+.6WLY- dead Linear Combination21 DL+.42WLX+ (Lateral Deflection Check)dead Linear Combination22 DL+.42WLX- (Lateral Deflection Check)dead Linear Combination23 DL+.42(WLY+) (Lateral Deflection Check)dead Linear Combination24 DL+.42(WLY-) (Lateral Deflection Check)dead Linear CombinationMembers - DefinitionMember Name Components Code group Section Type Ly (ft) Lz (ft)1 RevitGirder_1 1 (N/A)W10X12 Beam 1' 1.00 1.002 Timber Joist_2 2 (N/A) 11 7/8" LVTimber Joist 2.82 2.823 Timber Joist_3 3 (N/A) 11 7/8" LVTimber Joist 1.91 1.914 Timber Joist_4 4 (N/A) 11 7/8" LVTimber Joist 0.99 0.9910 Beam 1'_10 10 (N/A)W10X12 Beam 1' 1.00 1.007-6 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 4Member Name Components Code group Section Type Ly (ft) Lz (ft)11 Beam 1'_11 11 (N/A)W10X12 Beam 1' 1.00 1.0012 Beam 1'_12 12 (N/A)W10X12 Beam 1' 1.00 1.0013 Timber Beam_1 13 (N/A)(2) 11 7/8" Timber Beam 9.12 9.1214 Timber Beam_1 14 (N/A)(2) 11 7/8" Timber Beam 18.16 18.1643 Column (9')_43 43 (N/A)HSS5X5X1Column (9') 9.00 9.0044 Column 16'_44 44 (N/A)HSS5X5X1Column 16' 16.00 16.0045 Column (7')_45 45 (N/A)HSS5X5X1Column (7') 7.00 7.0046 Column (9')_46 46 (N/A)HSS5X5X1Column (9') 9.00 9.0047 Beam 1'_47 47 (N/A)HSS5X5X1 Beam 1' 1.00 1.0048 Beam 1'_48 48 (N/A)HSS5X5X1 Beam 1' 1.00 1.0049 Beam 1'_49 49 (N/A)HSS5X5X1 Beam 1' 1.00 1.0050 Beam 1'_50 50 (N/A)HSS5X5X1 Beam 1' 1.00 1.0051 Timber Joist_51 51 (N/A) 11 7/8" LVTimber Joist 3.78 3.7852 Timber Joist_52 52 (N/A) 11 7/8" LVTimber Joist 3.78 3.7853 Timber Joist_53 53 (N/A) 11 7/8" LVTimber Joist 3.78 3.7854 Timber Joist_54 54 (N/A) 11 7/8" LVTimber Joist 3.78 3.7855 Timber Joist_55 55 (N/A) 11 7/8" LVTimber Joist 3.78 3.7859 Beam 1'_59 59 (N/A)W10X12 Beam 1' 1.00 1.0060 Beam 1'_60 60 (N/A)W10X12 Beam 1' 1.00 1.0078 Timber Joist_78 78 (N/A) 11 7/8" LVTimber Joist 1.74 1.7479 Timber Joist_79 79 (N/A) 11 7/8" LVTimber Joist 3.48 3.4880 Timber Joist_80 80 (N/A) 11 7/8" LVTimber Joist 5.22 5.2281 Timber Joist_81 81 (N/A) 11 7/8" LVTimber Joist 6.95 6.9582 Timber Joist_82 82 (N/A) 11 7/8" LVTimber Joist 8.69 8.6983 Timber Joist_83 83 (N/A) 11 7/8" LVTimber Joist 10.43 10.4384 Timber Joist_84 84 (N/A) 11 7/8" LVTimber Joist 12.17 12.1785 Timber Beam_8 85 (N/A) 11 7/8" LVTimber Beam 13.91 13.9186 86 (N/A) 11 7/8" LVTimber Joist 7.59 7.5987 87 (N/A) 11 7/8" LVTimber Joist 5.87 5.8788 88 (N/A) 11 7/8" LVTimber Joist 4.16 4.1689 89 (N/A) 11 7/8" LVTimber Joist 2.44 2.4490 90 (N/A) 11 7/8" LVTimber Joist 0.73 0.7391 Beam_91 91 (N/A) 11 7/8" LVTimber Joist 3.28 3.287-7 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 5Member Name Components Code group Section Type Ly (ft) Lz (ft)92 Beam_92 92 (N/A) 11 7/8" LVTimber Joist 3.28 3.2893 Beam_93 93 (N/A) 11 7/8" LVTimber Joist 3.28 3.2894 Beam_94 94 (N/A) 11 7/8" LVTimber Joist 3.27 3.2795 Beam_95 95 (N/A) 11 7/8" LVTimber Joist 3.27 3.2796 Beam_96 96 (N/A) 11 7/8" LVTimber Joist 3.27 3.2797 Beam_97 97 (N/A) 11 7/8" LVTimber Joist 3.26 3.2698 Beam_98 98 (N/A) 11 7/8" LVTimber Joist 3.26 3.2699 Beam_99 99 (N/A) 11 7/8" LVTimber Joist 3.26 3.26100 Beam_100 100 (N/A) 11 7/8" LVTimber Joist 3.26 3.26108 Timber Beam_1 108 (N/A)2L2-1/2X2-Timber Beam 8.04 8.04109 Timber Joist_10 109 (N/A)2L2-1/2X2-Timber Joist 6.34 6.34110 Timber Joist_11 110 (N/A)2L2-1/2X2-Timber Joist 4.65 4.65111 Beam_111 111 (N/A) 11 7/8" LVTimber Joist 3.28 3.28112 Beam_112 112 (N/A) 11 7/8" LVTimber Joist 3.28 3.28113 Beam_113 113 (N/A) 11 7/8" LVTimber Joist 3.28 3.28114 Beam_114 114 (N/A) 11 7/8" LVTimber Joist 3.28 3.28115 Beam_115 115 (N/A) 11 7/8" LVTimber Joist 3.28 3.28116 Beam_116 116 (N/A) 11 7/8" LVTimber Joist 3.28 3.28120 Timber Beam_1 120 (N/A) 11 7/8" LVTimber Beam 11.01 11.01121 Beam_121 121 (N/A) 11 7/8" LVTimber Joist 3.26 3.26122 Beam_122 122 (N/A) 11 7/8" LVTimber Joist 2.79 2.79123 Timber Beam_1 123 (N/A) 11 7/8" LVTimber Beam 14.54 14.54124 Timber Joist_12 124 (N/A) 11 7/8" LVTimber Joist 4.25 4.25125 Timber Joist_12 125 (N/A) 11 7/8" LVTimber Joist 2.56 2.56126 Timber Joist_12 126 (N/A) 11 7/8" LVTimber Joist 0.87 0.87Timber Member VerificationTIMBER STRUCTURE CALCULATIONS-----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASD7-8 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 6ANALYSIS TYPE: Member Verification-----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 13 Timber Beam_13POINT: 3 COORDINATE: x = 1.00 L = 9.12 ft-----------------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 12 DL+SL (1+4)*1.00-----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: 2.0ELVLVisually Graded Dimension Lumber - Tab.4AFb=2.60 ksi Ft=1.55 ksi Fv=0.17 ksi Fcp=0.75 ksiFc=2.51 ksi E=2000.00 ksi Emin=1016.00 ksi----------------------------------------------------------------------------------------------------------------------------------------------- SECTION PARAMETERS: (2) 11 7/8" LVLd=11.87 inb=3.50 in Ay=27.708 in2 Az=27.708 in2 A=41.563 in2Iy=488.413 in4 Iz=42.428 in4 Ix=138.190 in4Sy=82.259 in3 Sz=24.245 in3-----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS: BUCKLING Y BUCKLING Z LT BUCKLING-----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:N = 2.90 kip Vy = 0.49 kip Vz = -1.81 kipfc = 0.07 ksi fvy = 0.02 ksi fvz = -0.07 ksi-----------------------------------------------------------------------------------------------------------------------------------------------DESIGN WOOD STRENGHTS:Fc' = Fc(2.51)*CD(1.00)*CM(1.00)*Ct(1.00)*CF(1.00) = 2.51 ksiFv' = Fv(0.17)*CD(1.00)*CM(1.00)*Ct(1.00) = 0.17 ksi-----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:fc/Fc' = 0.03 < 1.00 [3.6.3] OK!fvy/Fv' = 0.11 < 1.00 [3.4.1] OK!, fvz/Fv' = 0.40 < 1.00 [3.4.1] OK!-----------------------------------------------------------------------------------------------------------------------------------------------7-9 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 7Section OK !!!7-10 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 8TIMBER STRUCTURE CALCULATIONS-----------------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AWC NDS-2012 ASDANALYSIS TYPE: Member Verification-----------------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 14 Timber Beam_14POINT: 3 COORDINATE: x = 0.69 L = 12.56 ft-----------------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 12 DL+SL (1+4)*1.00-----------------------------------------------------------------------------------------------------------------------------------------------MATERIAL: 2.0ELVLVisually Graded Dimension Lumber - Tab.4AFb=2.60 ksi Ft=1.55 ksi Fv=0.17 ksi Fcp=0.75 ksiFc=2.51 ksi E=2000.00 ksi Emin=1016.00 ksi----------------------------------------------------------------------------------------------------------------------------------------------- SECTION PARAMETERS: (2) 11 7/8" LVLd=11.87 inb=3.50 in Ay=27.708 in2 Az=27.708 in2 A=41.563 in2Iy=488.413 in4 Iz=42.428 in4 Ix=138.190 in4Sy=82.259 in3 Sz=24.245 in3-----------------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS: BUCKLING Y BUCKLING Z LT BUCKLINGlu = 18.16 ftleb = 32.58 ftRB = 19.47CL = 0.86FbE = 3.22 ksi-----------------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND ACTUAL STRESSES:N = -18.93 kipMy = -5.60 kip*ftMz = 0.00 kip*ftVy = -3.96 kip Vz = -0.00 kipft = -0.46 ksifby = -0.82 ksi fbz = 0.00 ksi fvy = -0.14 ksi fvz = -0.00 ksi-----------------------------------------------------------------------------------------------------------------------------------------------7-11 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 9DESIGN WOOD STRENGHTS:Ft' = Ft(1.55)*CD(1.00)*CM(1.00)*Ct(1.00)*CF(1.00) = 1.55 ksiFb' = Fb(2.60)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.86)*CF(1.10) = 2.46 ksiFv' = Fv(0.17)*CD(1.00)*CM(1.00)*Ct(1.00) = 0.17 ksiFb* = Fb(2.60)*CD(1.00)*CM(1.00)*Ct(1.00)*CF(1.10) = 2.86 ksiFb** = Fb(2.60)*CD(1.00)*CM(1.00)*Ct(1.00)*CL(0.86)*CF(1.10) = 2.46 ksi-----------------------------------------------------------------------------------------------------------------------------------------------RESULTS:ft/Ft' + fby/Fb* + fbz/Fb' = 0.58 < 1.00 [3.9-1] OK!(fby-ft)/Fb** + fbz/Fb' = 0.15 < 1.00 [3.9-2] OK!fvy/Fv' = 0.87 < 1.00 [3.4.1] OK!, fvz/Fv' = 0.00 < 1.00 [3.4.1] OK!Rb = 19.47 < 50.00 STABLE-----------------------------------------------------------------------------------------------------------------------------------------------Section OK !!!Timber Code Group VerificationTimber Code Group DesignMember VerificationSTEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 1 RevitGirder_1 POINT: 2 COORDINATE: x = 0.56 L = 3.28 ft----------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 12 DL+SL (1+4)*1.00----------------------------------------------------------------------------------------------------------------------------------------MATERIAL:Steel ASTM A992 Fy = 50.00 ksi Fu = 65.00 ksi E = 29000.00 ksi----------------------------------------------------------------------------------------------------------------------------------------7-12 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 10 SECTION PARAMETERS: W10X12d=9.87 in Ay=1.663 in2 Az=1.875 in2 Ax=3.540 in2bf=3.96 in Iy=53.800 in4 Iz=2.180 in4 J=0.055 in4tw=0.19 in Sy=10.902 in3 Sz=1.101 in3tf=0.21 in Zy=12.600 in3 Zz=1.740 in3----------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:Ly = 1.00 ft Lz = 1.00 ftKy = 1.00 Kz = 1.00KLy/ry = 3.08 KLz/rz = 15.29----------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES: ALLOWABLE STRENGTHSPr = -0.00 kip Pnty/Omty = 105.99 kipMry = 3.11 kip*ft Vry = -0.00 kip Mny/Omb = 31.21 kip*ftVny/Omv = 29.88 kipMrz = -0.01 kip*ft Vrz = -0.31 kip Mnz/Omb = 4.30 kip*ftVnz/1.50 = 37.51 kip----------------------------------------------------------------------------------------------------------------------------------------RESISTANCE FACTORSOmb = 1.67 Omty = 1.67 Omv = 1.67----------------------------------------------------------------------------------------------------------------------------------------SECTION ELEMENTS:Flange = Non-compact Web = Compact----------------------------------------------------------------------------------------------------------------------------------------VERIFICATION FORMULAS:Pr/(2*Pnty/Omty) + Mry/(Mny/Omb) + Mrz/(Mnz/Omb) = 0.10 < 1.00 ASD (H1-1b) VerifiedVry/(Vny/Omv) = 0.00 < 1.00 ASD (G2-1) VerifiedVrz/(Vnz/1.50) = 0.01 < 1.00 ASD (G2-1) VerifiedKy*Ly/ry = 3.08 < (K*L/r),max = 300.00 Kz*Lz/rz = 15.29 < (K*L/r),max = 300.00 STABLE----------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections (LOCAL SYSTEM):uyt = 0.0003 in < uyt max = L/240.00 = 0.2922 in VerifiedGoverning Load Case: 24 DL+.42(WLY-) (Lateral Deflection Check) 1*1.00+11*0.427-13 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 11uzt = 0.0020 in < uzt max = L/240.00 = 0.2922 in VerifiedGoverning Load Case: 22 DL+.42WLX- (Lateral Deflection Check) 1*1.00+9*0.42 Displacements (GLOBAL SYSTEM): Not analyzed----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!7-14 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 12STEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 59 Beam 1'_59 POINT: 1 COORDINATE: x = 0.85 L = 5.69 ft----------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 16 DL+.75(.6WLY+)+.75SL 1*1.00+10*0.45+4*0.75----------------------------------------------------------------------------------------------------------------------------------------MATERIAL:Steel ASTM A992 Fy = 50.00 ksi Fu = 65.00 ksi E = 29000.00 ksi---------------------------------------------------------------------------------------------------------------------------------------- SECTION PARAMETERS: W10X12d=9.87 in Ay=1.663 in2 Az=1.875 in2 Ax=3.540 in2bf=3.96 in Iy=53.800 in4 Iz=2.180 in4 J=0.055 in4tw=0.19 in Sy=10.902 in3 Sz=1.101 in3tf=0.21 in Zy=12.600 in3 Zz=1.740 in3----------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:Ly = 1.00 ft Lz = 1.00 ftKy = 1.00 Kz = 1.00KLy/ry = 3.08 KLz/rz = 15.29----------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES: ALLOWABLE STRENGTHSPr = 0.14 kip Pn/Omc = 95.60 kip Vry = -0.37 kip Vny/Omv = 29.88 kipMrz = -0.37 kip*ft Vrz = 0.09 kip Mnz/Omb = 4.30 kip*ftVnz/1.50 = 37.51 kip----------------------------------------------------------------------------------------------------------------------------------------RESISTANCE FACTORSOmb = 1.67 Omc = 1.67 Omv = 1.677-15 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 13----------------------------------------------------------------------------------------------------------------------------------------SECTION ELEMENTS:Flange = Non-compact Web = Slender----------------------------------------------------------------------------------------------------------------------------------------VERIFICATION FORMULAS:Pr/(2*Pn/Omc) + Mrz/(Mnz/Omb) = 0.09 < 1.00 ASD (H1-1b) VerifiedVry/(Vny/Omv) = 0.01 < 1.00 ASD (G2-1) VerifiedVrz/(Vnz/1.50) = 0.00 < 1.00 ASD (G2-1) VerifiedKy*Ly/ry = 3.08 < (K*L/r),max = 200.00 Kz*Lz/rz = 15.29 < (K*L/r),max = 200.00 STABLE----------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections (LOCAL SYSTEM):uyt = 0.0207 in < uyt max = L/240.00 = 0.3344 in VerifiedGoverning Load Case: 23 DL+.42(WLY+) (Lateral Deflection Check) 1*1.00+10*0.42uzt = 0.1466 in < uzt max = L/240.00 = 0.3344 in VerifiedGoverning Load Case: 22 DL+.42WLX- (Lateral Deflection Check) 1*1.00+9*0.42 Displacements (GLOBAL SYSTEM): Not analyzed----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!7-16 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 14STEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: ANSI/AISC 360-10 An American National Standard, June 22, 2010ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:MEMBER: 60 Beam 1'_60 POINT: 3 COORDINATE: x = 0.85 L = 5.69 ft----------------------------------------------------------------------------------------------------------------------------------------LOADS:Governing Load Case: 14 DL+.75(.6WLX-)+.75SL 1*1.00+4*0.75+9*0.45----------------------------------------------------------------------------------------------------------------------------------------MATERIAL:Steel ASTM A992 Fy = 50.00 ksi Fu = 65.00 ksi E = 29000.00 ksi---------------------------------------------------------------------------------------------------------------------------------------- SECTION PARAMETERS: W10X12d=9.87 in Ay=1.663 in2 Az=1.875 in2 Ax=3.540 in2bf=3.96 in Iy=53.800 in4 Iz=2.180 in4 J=0.055 in4tw=0.19 in Sy=10.902 in3 Sz=1.101 in3tf=0.21 in Zy=12.600 in3 Zz=1.740 in3----------------------------------------------------------------------------------------------------------------------------------------MEMBER PARAMETERS:Ly = 1.00 ft Lz = 1.00 ftKy = 1.00 Kz = 1.00KLy/ry = 3.08 KLz/rz = 15.29----------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES: ALLOWABLE STRENGTHSTr = -0.00 kip*ft frvy,mx = 0.08 ksifrvz,mx = 0.07 ksiPr = 0.07 kip Pn/Omc = 95.60 kipMry = 3.00 kip*ft Vry = 0.03 kip Mny/Omb = 31.21 kip*ftVny/Omv = 29.88 kipMrz = -0.11 kip*ft Vrz = 0.49 kip Mnz/Omb = 4.30 kip*ftVnz/1.50 = 37.51 kip----------------------------------------------------------------------------------------------------------------------------------------7-17 Autodesk Robot Structural Analysis Professional 2018Author: File: East Stair Tower.rtdAddress: Project: East Stair TowerDate : 26/03/18 Page : 15RESISTANCE FACTORSOmb = 1.67 Omc = 1.67 Omv = 1.67----------------------------------------------------------------------------------------------------------------------------------------SECTION ELEMENTS:Flange = Non-compact Web = Slender----------------------------------------------------------------------------------------------------------------------------------------VERIFICATION FORMULAS:Pr/(2*Pn/Omc) + Mry/(Mny/Omb) + Mrz/(Mnz/Omb) = 0.12 < 1.00 ASD (H1-1b) VerifiedVry/(Vny/Omv) + frvy,mx/(0.6*Fy/Omv) = 0.01 < 1.00 ASD (G2-1) VerifiedVrz/(Vnz/1.50) + frvz,mx/(0.6*Fy/1.50) = 0.02 < 1.00 ASD (G2-1) VerifiedKy*Ly/ry = 3.08 < (K*L/r),max = 200.00 Kz*Lz/rz = 15.29 < (K*L/r),max = 200.00 STABLE----------------------------------------------------------------------------------------------------------------------------------------LIMIT DISPLACEMENTS Deflections (LOCAL SYSTEM):uyt = 0.0038 in < uyt max = L/240.00 = 0.3344 in VerifiedGoverning Load Case: 24 DL+.42(WLY-) (Lateral Deflection Check) 1*1.00+11*0.42uzt = 0.0075 in < uzt max = L/240.00 = 0.3344 in VerifiedGoverning Load Case: 22 DL+.42WLX- (Lateral Deflection Check) 1*1.00+9*0.42 Displacements (GLOBAL SYSTEM): Not analyzed----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!7-18 JVA JOB NO. 18931 SECTION 8 - PERMIT RESUBMIT 07/24/18 Statement of Special Inspections Project: Solar Vail Location: 501 North Frontage Road West, Vail, Colorado Owner: Town of Vail Design Professional in Responsible Charge: Mark E. Sorenson This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to this project as well as the name of the Special Inspection Coordinator and the identity of other approved agencies to be retained for conducting these inspections and tests. This Statement of Special Inspections encompass the following disciplines: Structural Mechanical/Electrical/Plumbing Architectural Other: The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities. Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and correction of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor. Interim Report Frequency: Weekly or per attached schedule. Prepared by: Design Professional Seal Mark E. Sorenson (type or print name) 07/24/18 Signature Date Owner’s Authorization: Building Official’s Acceptance: Signature Date Signature Date CASE Form 101 · Statement of Special Inspections · CASE 2004 CASE Form 101 · Statement of Special Inspections · CASE 2004 Page 2 of 8 Schedule of Inspection and Testing Agencies This Statement of Special Inspections / Quality Assurance Plan includes the following building systems: Soils and Foundations Spray Fire Resistant Material Cast-in-Place Concrete Wood Construction Precast Concrete Exterior Insulation and Finish System Masonry Mechanical & Electrical Systems Structural Steel Architectural Systems Cold-Formed Steel Framing Special Cases Special Inspection Agencies Firm Address, Telephone, e-mail 1. Special Inspection Coordinator 2. Inspector 3. Inspector 4. Testing Agency 5. Testing Agency 6. Other Note: The inspectors and testing agencies shall be engaged by the Owner or the Owner’s Agent, and not by the Contractor or Subcontractor whose work is to be inspected or tested. Any conflict of interest must be disclosed to the Building Official, prior to commencing work. CASE Form 101 · Statement of Special Inspections · CASE 2004 Page 3 of 8 Quality Assurance Plan Quality Assurance for Seismic Resistance Seismic Design Category B Quality Assurance Plan Required (Y/N) N Description of seismic force resisting system and designated seismic systems: Quality Assurance for Wind Requirements Basic Wind Speed (3 second gust) Vasd 90 mph Wind Exposure Category C Quality Assurance Plan Required (Y/N) N Description of wind force resisting system and designated wind resisting components: Statement of Responsibility Each contractor responsible for the construction or fabrication of a system or component designated above must submit a Statement of Responsibility. CASE Form 101 · Statement of Special Inspections · CASE 2004 Page 4 of 8 Qualifications of Inspectors and Testing Technicians The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested. Key for Minimum Qualifications of Inspection Agents: When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designation shall appear below the Agency Number on the Schedule. PE/SE Structural Engineer – a licensed SE or PE specializing in the design of building structures PE/GE Geotechnical Engineer – a licensed PE specializing in soil mechanics and foundations EIT Engineer-In-Training – a graduate engineer who has passed the Fundamentals of Engineering examination American Concrete Institute (ACI) Certification ACI-CFTT Concrete Field Testing Technician – Grade 1 ACI-CCI Concrete Construction Inspector ACI-LTT Laboratory Testing Technician – Grade 1&2 ACI-STT Strength Testing Technician American Welding Society (AWS) Certification AWS-CWI Certified Welding Inspector AWS/AISC-SSI Certified Structural Steel Inspector American Society of Non-Destructive Testing (ASNT) Certification ASNT Non-Destructive Testing Technician – Level II or III. International Code Council (ICC) Certification ICC-SMSI Structural Masonry Special Inspector ICC-SWSI Structural Steel and Welding Special Inspector ICC-SFSI Spray-Applied Fireproofing Special Inspector ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector National Institute for Certification in Engineering Technologies (NICET) NICET-CT Concrete Technician – Levels I, II, III & IV NICET-ST Soils Technician - Levels I, II, III & IV NICET-GET Geotechnical Engineering Technician - Levels I, II, III & IV Exterior Design Institute (EDI) Certification EDI-EIFS EIFS Third Party Inspector Other CASE Form 101 · Statement of Special Inspections · CASE 2004 Soils and Foundations Page 5 of 8 Item Agency # (Qualif.) Code Reference Scope 1. Shallow Foundations PE/GE IBC 1705.6 Periodically inspect soils below footings for adequate bearing capacity and consistency with geotechnical report. 2. Controlled Structural Fill PE/GE IBC 1705.6 Inspect removal of unsuitable material and preparation of subgrade prior to placement of controlled fill. Periodically verify excavations are extended to proper depth and have reached proper material. Perform sieve tests (ASTM D422 & D1140) and modified Proctor tests (ASTM D1557) of each source of fill material. Continuously verify use of proper materials, inspect placement, lift thickness, and compaction of controlled fill. Test density of each lift of fill by nuclear methods (ASTM D2922) Verify extent and slope of fill placement. CASE Form 101 · Statement of Special Inspections · CASE 2004 Cast-in-Place Concrete Page 6 of 8 Item Agency # Code Reference Scope 1. Mix Design ACI-CCI ICC-RCSI IBC 1705.3 Periodically review concrete batch tickets and verify compliance with approved mix design. Verify that water added at the site does not exceed that allowed by the mix design. 2. Material Certification PE IBC 1705.3 Provide documentation that all materials to be used in concrete mixes meet the requirements of the contract documents. Provide strength tests of all concrete mixes demonstrating the mix meets the required strength. Material certifications shall be by an independent testing agency and be sealed by a licensed professional engineer in the state the work is to be performed. 3. Reinforcement Installation ACI-CCI ICC-RCSI IBC 1705.3 Periodically inspect size, spacing, cover, positioning and grade of reinforcing steel. Verify that reinforcing bars are free of form oil or other deleterious materials. Periodically inspect bar laps and mechanical splices. Verify that bars are adequately tied and supported on chairs or bolsters 4. Welding of Reinforcing AWS-CWI IBC 1705.3 Visually inspect all reinforcing steel welds. Periodically verify weldability of reinforcing steel other than ASTM A 706. Inspect preheating of steel when required. Continuously inspect welding of reinforcing steel resisting flexural and axial forces in intermediate and special moment frames and boundary elements of special concrete structural walls . Continuously inspect welding of shear reinforcement. 5. Anchor Rods and Bolts IBC 1705.3 Inspect size, positioning, and embedment of anchor rods. Inspect concrete placement and consolidation around anchors. Periodically inspect anchors installed in hardened concrete. Continuously inspect bolts to be installed in concrete prior to and during placement of concrete where allowable loads have been increased or where strength design is used. 6. Concrete Placement ACI-CCI ICC-RCSI IBC 1705.3 Continuously inspect placement of concrete and shotcrete for proper application techniques. Verify that concrete conveyance and depositing avoids segregation or contamination. Verify that concrete is properly consolidated. 7. Sampling and Testing of Concrete ACI-CFTT ACI-STT IBC 1705.3 Test concrete compressive strength (ASTM C31 & C39), slump (ASTM C143), air-content (ASTM C231 or C173), and temperature (ASTM C1064). 8. Curing and Protection ACI-CCI ICC-RCSI IBC 1705.3 Inspect curing, cold weather protection ,and hot weather protection procedures. CASE Form 101 · Statement of Special Inspections · CASE 2004 Structural Steel Page 7 of 8 Item Agency # (Qualif.) Code Reference Scope 1. Fabricator Certification/ Quality Control Procedures Fabricator Exempt by Section 1704.2.5.1 allowed AWS/AISC- SSI ICC-SWSI IBC 1705.2 Review shop fabrication and quality control procedures. 2. Material Certification AWS/AISC- SSI ICC-SWSI IBC 1705.2 Review certified mill test reports and identification markings on wide-flange shapes, high-strength bolts, nuts, welding electrodes, and steel deck. 3. Bolting AWS/AISC- SSI ICC-SWSI IBC 1705.2 Inspect installation and tightening of high-strength bolts. Verify that splines have separated from tension control bolts. Verify proper tightening sequence. Periodically inspect snug-tight joints. Periodically inspect bolts in pretensioned and slip- critical connections using turn-of-nut with matchmarking, twist-off bolt or direct tension indicator methods of installation. Continuously inspect bolts in pretensioned and slip- critical connections using turn-of-nut without matchmarking or calibrated wrench methods of installation. 4. Welding AWS-CWI ASNT IBC 1705.2 Visually inspect all welds. Periodically inspect single-pass fillet welds <= 5/16”, and floor and roof deck welds. Continuously inspect all other welds. Inspect pre-heat, post-heat and surface preparation between passes. Verify size and length of fillet welds. Ultrasonic testing of all full-penetration welds. 5. Shear Connectors AWS/AISC- SSI ICC-SWSI IBC 1705.2 Inspect size, number, positioning and welding of shear connectors. Inspect suds for full 360 degree flash. Ring test all shear connectors with a 3 lb hammer. Bend test all questionable studs to 15 degrees. 6. Structural Details PE/SE Inspect steel frame for compliance with structural drawings, including bracing, member configuration and connection details. 7. Metal Deck AWS-CWI IBC 1705.2 Inspect welding and side-lap fastening of metal floor deck. CASE Form 101 · Statement of Special Inspections · CASE 2004 Wood Construction Page 8 of 8 Item Agency # (Qualif.) Code Reference Scope 1. Fabricator Certification/ Quality Control Procedures Fabricator Exempt by Section 1704.2.5.1 allowed PE/SE IBC 1705.5 Inspect shop fabrication and quality control procedures for wood truss plant. 2. Material Grading PE/SE IBC 2303.1.1 Periodic verification of grade mark or (for 3x or larger) certificate of inspection of sawn lumber. 3. Connections PE/SE IBC 1705.5 Periodic inspection of wood / wood connections of elements. Continuous inspection of lateral connections (e.g. hold downs & straps) 4. Framing and Details PE/SE IBC 1705.5 Continuously verify that framing details comply with the construction documents or approved submittal. 5. Diaphragms and Shearwalls PE/SE IBC 1705.5 Continuously/Periodically inspect size, configuration, blocking, and fastening of shearwalls and diaphragms. Verify panel grade and thickness. 6. Prefabricated Wood Trusses PE/SE IBC 1704.6.2 Inspect the fabrication of wood trusses. For truss clear spans 60 feet or more, verify that the temporary installation restraint/bracing is installed with the approved truss submittal package. 7. Permanent Truss Bracing PE/SE IBC 1705.5 & IBC 2303.4 Verify that the installation of permanent truss bracing is installed with the approved truss submittal package and contract documents.