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HomeMy WebLinkAboutB14-0153_S1_1421429100.pdf 404 F 1,4 4. N. "loii V DESIGN CRITERIA: HOYT-YOUNG ADD/RENO JOB #: 1401-09 Temporary and permanent lateral bracing of trusses shall be installed as required by the truss b. Unless noted otherwise, provide loose lintels over openings as follows, one angle for each 4" manufacturer. of wall thickness, long leg vertical, to bear 4" minimum each end: A E VI A TI O LISTkJ rel Roof Live Load (Snow) 80/100 psf o. Laminated veneer lumber (LVL) shall have the following minimum properties: 1. Openings to 4'-0" 3Y2" x 3Y2" x Y4" A.B. ANCHOR BOLT LAM. LAMINATED Roof Dead Load 15 psf 1. Flexural stress 2600 psi 2. Openings 4'-1" to 6'-0" 4" x 3Y2" x Y4" A.F.F. ABOVE FINISHED FLOOR LLH LONG LEG HORIZONTAL id m Floor Live Load 40 psf 2. Modulus of elasticity 1,900,000 psi » 5" » „ A.F.G. ABOVE FINISHED GRADE LLV LONG LEG VERTICAL 3. Openings 6 -1 to 8 -0 x 3Y2 x Y4 ADJ. ADJUSTABLE LONGIT. LONGITUDINAL volt Floor Dead Load 15 psf 3. Tension parallel to grain 1850 psi5 „ 4. Openings 8'-1" to 10'-0" 6" x 3Y2 x /e Deck Live Load 100 psf 4. Compression parallel to grain 2310 psi ANCH. ANCHOR LTWT. LIGHTWEIGHT `'! (Multiple angles shall be oriented back-to-back) Deck Dead Load 15 psf 5. Compression perpendicular to grain (parallel to glue line) 750 psi APPROX. APPROXIMATELY LVL LAMINATED VENEER LUMBER c. Stone or brick veneer shall be supported on dry-stack CMU units to the foundation, or Wind (3 Second Gust) 90 mph (Exp. B) 6. Horizontal shear 285 psi ARCH. ARCHITECT LSL LAMINATED STRAND RIM MATERIAL provide steel angle support per details on the drawings. Seismic Design Category EXEMPT 7. Connection of multiple-member beams: BD. BOARD MAX. MAXIMUM IBC/IRC Edition 2012 A. Top-loaded beams GENERAL REQUIREMENTS: BLDG. BUILDING MECH. MECHANICAL i) For members 12" deep or less, nail each member to the next with 2 rows of BLKG. BLOCKING MAT'L MATERIAL 01/16/15 SPECIAL INSPECTIONS: 16d nails at 12" o.c. BM. BEAM MANUF. MANUFACTURER a. Structural erection and bracing: The structural drawings illustrate the completed structure ii) For members greater than 12" deep, nail each member to the next with 3 with all elements in their final positions, properly supported and braced. The contractor, in BOT. BOTTOM MIN. MINIMUM a. Special Inspections shall be provided according to Section 1704.1 and the statement of special rows of 16d nails at 12" o.c. B.O.W. BOTTOM OF WALL (N) NEW the proper sequence, shall provide shoring and bracing as may be required during construction inspections as required by the Town of Vail. B. Side-loaded beamsBRG. BEARING NOM. NOMINAL to achieve the final completed structure. Contact structural engineer for consultation (not in b. Continuous Inspection shall be performed for field welding (except single-pass fillet welds less i) For two or three member beams, nail each member to the next with 3 rows contract) as required. CANT. CANTILEVER N.W. NORMAL WEIGHT than 16"), and anchor bolts where indicated on the foundation plan. C.J. CONTROL JOINT O.C. ON CENTER of 16d nails at 12" o.c. b. Shop drawings: Submit shop and erection drawings for structural steel, miscellaneous steel, CMU CONCRETE MASONRY UNIT OPNG. OPENING c D7 N c. Periodic inspection of steel construction elements shall include material verification in ii) For four member beams, bolt through with 2 rows of 1/2" diameter bolts at steel joists and girders, steel deck, masonry reinforcing steel, wood trusses, manufactured - ro accordance with these drawings, manufacturer's certificate of compliance, snug-tight bolted CEM. CEMENT OSB ORIENTED STRAND BOARD .� I 12" o.c. wood joists and glue-lam beams to engineer for review prior to fabrication. This review is for I rn .4- joints, Y4" and smaller welds, reinforcingsteel, epoxy anchors, and anchors installed in CLG. CEILING R PLATE rn J P Y iii) For members consisting of more than four members, contact structural general compliance with the intent of the structural design. The architect and/or contractor O Q, hardened concrete. CENTERLINE PLYWD. PLYWOOD a, engineer. are responsible for checking quantities, dimensions and coordination with other trades. Z d. Continuous inspection of helical piers is to be performed per section 1705.9 CLR. CLEARANCE PKT. POCKET - r.N p. All lumber used in construction shall have a maximum moisture content of 19%. c. Dimensions: Check all dimensions against architectural drawings prior to construction. Do COL. COLUMN R.O. ROUGH OPENING c o N e. The structural engineer does not provide special inspections. Periodic observations of not scale drawin s. - 0 N rn q. Unless made of treated or naturally decay-resistant wood, all deck beams and joists (including 9 CONC. CONCRETE RAD. RADIUS °'" construction by the structural engineer are not to be considered special inspections lue-lams wider than 1W' shall be sealed and flashed at the topsurfaceper architect. d. Construction practices: General contractor is responsible for means, methods, techniques, H glue-lams) CONN. CONNECTION REF. REFERENCE Cn X r. Drivepins specified onplan shall bepowder actuated fasteners byRamset, Powers, Hilti, or sequences and procedures for construction of this project. Notify structural engineer of Z c = Q FOUNDATION DESIGN: P CONT. CONTINUOUS REINF. REINFORCE/REINFORCEMENT < approved equivalent. Fastener and load size shall be determined accordingto manufacturers omissions or conflicts between the working drawings and existing conditions. CoordinateL PP q CONST. CONSTRUCTION REQ'D REQUIRED H recommendations for materials beingattached. requirements for mechanical/electrical/plumbing penetrations through structural elements with J a. Design of individual and continuous footings is based on an assumed maximum allowable C.P. CRIPPLE POST RET. RETAINING c s. FramingNotes: structural engineer. Jobsite safety is the sole responsibility of the contractor. All methods D c bearing pressure of 2500 psf (dead load plus full live load). C.W. CRIPPLE WALL REV. REVISION u) .- 1. Exterior walls: used for construction shall be in accordance with the latest editions of the IBC/IRC. 0) b. Foundation and retaining walls have been designed using an assumed lateral pressure of 55 e. Details not specifically shown on the drawings shall be constructed in a manner similar to the DBL. DOUBLE R.S. ROUGH SAWN Z c pcf. A. All exterior walls are 2x6 studs © 16" o.c. to a maximum height of 12'-6", 2x6 P Y g DET. DETAIL SCHED. SCHEDULE O 0 studs © 12" o.c. to a maximum height of 14'-6", and (2)-2x6 studs © 16" to a details that are shown for like conditions. These items shall be brought to the attention of O N 00 c. Footings shall beplaced on the natural undisturbed soil, or compacted structural fillper the g ( ) DIAG. DIAGONAL SECT. SECTION - N 9 P maximum height of 17'-4" unless otherwise noted. Walls taller than 17'-4" shall the structural engineer as soon as possible for approval. Approval shall be obtained prior to DWL. DOWEL SHT. SHEET 0 cD recommendations of the geotechnical engineer, below frost depth. g installation. ao d. Provide continuous foundation drains around the perimeter of all basement walls and at the be framed with manufactured laminated studs. Contact engineer for spacing DWG. DRAWING SIM. SIMILAR D f. All waterproofing and flashing is the responsibility of the architect and contractor. +, x o base of retainingwalls. Contact geotechnical engineer for details. requirements, if not indicated on plan. Cap with a double top plate installed to EA. EACH S.I.P. STRUCTURAL INSULATED PANEL O e. Provide crawl space ventilationper IBC IRC requirements.ements. provide overlapping at corners and at intersections with other partitions. If overlap g. It is the responsibility of the contractor to contact the structural engineer at the appropriate E.J. EXPANSION JOINT SPEC. SPECIFICATION coc) P / q time to perform site observation visits. Observation visits to the jobsite by the engineer are L • J f. A representative of thegeotechnical engineer shall verifysoils conditions and types duringis not possible, strap top plates with metal strap ties (Simpson ST292 or ELEV. ELEVATION SQ. SQUARE c - P 9 YP for determination of general conformance with the construction documents and shall not be excavation. Because geotechnical information was not available at the time of preparation of equivalent). construed as inspection. ENG. ENGINEER STD. STANDARD o the construction documents, we have used assumed values based on similar sites in the area. B. Gable-end walls shall be balloon-framed to the bottom of rafters or end-wall h. Though every effort is made to provide a complete and clear set of construction documents, EQUIP. EQUIPMENT STL. STEEL Construction of the foundation may not proceed without verifying these values. Report any trusses unless approved by engineer. discrepancies or omissions may occur. Release of these drawings anticipates cooperation and EQUIV. EQUIVALENT STRUCT. STRUCTURAL discrepancies from design assumptions to structural engineer for re-evaluation of foundation C. Floor or roof framing members must be aligned to bear within 5 inches of the continued communication between the contractor, architect and engineer to provide the best EXSTG. EXISTING T&B TOP & BOTTOM design. studs beneath. possible structure. These drawings have been prepared for the use of a qualified contractor (E) EXISTING T&G TONGUE & GROOVE g. Backfill around and above structural buttresses and retaining walls shall be compaction-tested D. Provide 7/16" thick APA rated sheathing (plywood or OSB) rated 32/16, exposure 1, experienced in the construction techniques and systems depicted. EXP. EXPANSION T.O. TOP OF per the recommendations of the geotechnical engineer. at exterior face of exterior walls. Block all horizontal joints and nail panels with 8d i. Existing structures: Contractor shall be responsible for verifying dimensions, elevations, EXT. EXTERIOR T.O.C. TOP OF CONCRETE h. Do not backfill against retaining walls until supporting elements (such as floor framing) are in nails spaced at 6" along panel edges and at 12" along intermediate supports. framing, foundation and anything else that may affect the work shown on the drawings. F.D. FLOOR DRAIN T.O.F. TOP OF FOOTING place and securely anchored, or adequate shoring is installed. Concurrent backfilling of each E. Provide (3)-2x10 headers over all door and window openings, with one 2x6 trimmer Underpinning, shoring and bracing of existing structures shall be the responsibility of the FDTN. FOUNDATION T.O.L. TOP OF LEDGE side of a free-standing retaining wall to final grades as indicated on plan or section is and one 2x6 king stud each end, unless otherwise indicated. contractor. FLR. FLOOR T.O.M. TOP OF MASONRY required unless temporary shoring is installed. F. At beam bearing locations in stud walls, provide multiple-stud posts equal to width FRMG. FRAMING T.O.W. TOP OF WALL i. Verify type of fill with soils engineer and structural engineer prior to backfilling. of bearing member unless noted otherwise. STEEL HELICAL PIERS: FTG. FOOTING THRU THROUGH 2. Interior Load Bearing Walls: GA. GAUGE TRANSV. TRANSVERSE REINFORCED CONCRETE: A. Interior load bearing walls are 2x4 or 2x6 studs (as indicated on plan) © 16" o.c. a. Steel helical piers shall be designed and installed to resist the unfactored design loads as GALV. GALVANIZED TRTD. TREATED with 1/2" gypsum wallboard both sides unless noted otherwise. Cap with a double shown on Sheet S2. Unless otherwise recommended by the manufacturer, the factor of GEN. GENERAL TS TUBE STEEL COLUMN a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" (ACI top plate installed to provide overlapping at corners and at intersections with other safety to be applied to the design loads to obtain the ultimate load capacity of each pier G.L. GLUE-LAM TYP. TYPICAL 318) as adopted by Chapter 19 of the 2012 IBC. partitions. If overlap is not possible, strap top plates with metal strap ties shall be 2. GYP. GYPSUM/GYPCRETE U.N.O. UNLESS NOTED OTHERWISE b. Structural concrete shall have a minimum 28-day compressive strength of 3000 psi. (Simpson ST292 or equivalent). b. Installer Qualifications: Installation shall be done by an authorized installation contractor. HDR. HEADER VERT. VERTICAL c. Concrete shall be proportioned using Type I-II sulfate-resistant cement. Admixtures containing B. Floor or roof framing members must be aligned to bear within 5 inches of the Proof of current certification with the manufacturer, as an authorized installer of the helical HORIZ. HORIZONTAL V.I.F. VERIFY IN FIELD f � chloride salts shall not be used. studs beneath. piers being used, shall be submitted to the Architect or Structural Engineer prior to starting HSS HOLLOW STEEL SECTION W.F. WIDE FLANGE d. Cold weather concreting procedures shall be provided as recommended in the ACI Manual of C. Provide (2)-2x10 headers over all openings in wall, with one 2x4 or 2x6 trimmer installation. HT. HEIGHT W.P. WATERPROOF 1 �L•d Concrete Practice. c. A written installation record shall be kept for each helical pier, including date of installation, and one 2x4 or 2x6 king stud each end, unless noted otherwise. INT. INTERIOR W.W.F. WELDED WIRE FABRIC 0 e. Anchor bolts for beam and column bearing plates shall be placed with setting templates. location of pier, description of lead section, including number and diameter of helices and INV. INVERTED WD. WOOD D. At beam bearing locations in stud walls, provide multiple-stud posts equal to width f. Expansion bolts and epoxy anchors shall be located at a minimum of 6 bolt diameters from extensions used, overall depth of installation from a known reference point, and installation JST. JOIST W/ WITH of bearing member unless noted otherwise. concrete edge and spaced at a minimum of 10 bolt diameters unless noted otherwise. torque at termination of pier. 3. Floor Construction: K KING STUD W/O WITHOUT g. Anchor bolts for wood sill plates shall be placed at 4'-0" maximum spacing with one anchord. Soil corrosivity and required mediation shall be determined by the geotechnical engineer and A. Provide 3/4" thick APA rated Sturdifloor rated at 24" o.c., tongue and groove, ALL LUMBER CONNECTORS IN DIRECT CONTACT WITH PRESSURE-TREATED LUMBER SHALL HAVE A bolt at 12" from each end or corner and a minimum of two anchor bolts per piece. helical pier supplier, respectively. All piers must have a minimum corrosion protection of hotCt exposure 1. Glue and nail panels to all supports with 8d nails spaced at 6" along dip or electroplate galvanization. SIMPSON ZMAX OR HDG FINISH AND SHALL BE ATTACHED WITH FASTENERS THAT ARE GALVANIZED h. Concrete floor slabs on grade shall have sawn or tooled control joints at a maximum spacing panel edges and at 12" along intermediate supports. Install sheathing with long PER ASTM A153. CONTACT ENGINEER FOR ALTERNATE USE OF BARRIER MEMBRANES. of 10'-0" in each direction. Locate control joints along column grid lines where possible and e. The steel helical pier system shall comply with ISO (International Organization of Standards) (::::.)1 slab isolationcoon around columns. dimension perpendicular to joists and end joints staggered. 9001. Certificates of Registration denoting ISO Standards Number shall be presented upon �I providejointsB. Provide solid blockingbetween floorjoists at all bearinglocations. BlockingmaterialCONNECTION SCHEDULE TOP FACE JOIST �y request to the Owner or their re resentative. i. Concrete coverage for reinforcing steel: P „ shall match the floor joist material. f. Acceptable tolerance for alignment of top of pier shall be 2 inches. Acceptable tolerance for 1. Concrete cast against and permanently exposed to earth: 3 4. Roof Construction: ® SIMPSON H5 - (4)-8d (4)-8d U 2. Concrete exposed to earth or weather: plumbness shall be within 2° of design angle. Piers exceeding these amounts shall be removed P A. Provide 5/8" thick APA plywood sheathing rated 40/20, exposure 1. Install and redrilled. Do not force pier tops into alignment. © SIMPSON HGUS5.50/10 - (46)-16d (16)-16d A. #5 bar and smaller 1 1/2" sheathing with long dimension perpendicular to rafters or trusses and end joints ., B. #6 through #18 bar 2" staggered. Nail with 8d nails spaced at 6" along panel edges and at 12" along © SIMPSON HGA1OKT (8)-SDSY4" REINFORCING STEEL: intermediate supports. 0 SIMPSON ITS2.37/11.88 , (4)-10d (2)-10d - ` ( ' Fol B. Plywood sheathing shall be applied continuously over the primary roof members t (rafters or trusses) below overframed areas to provide adequate lateral stability. © SIMPSON LBV4.75/11.88 (6)-16d (4)-16d (2)-10dx1Y2 a. Detailing, fabrication and placement of reinforcing steel shall be in accordance with the ACI C. Provide wind/seismic anchors at supports for all roof joists and trussed rafters. F© SIMPSON LUS26 - (4)-10d (4)-10dlij Manual of Concrete Practice. See nailing schedule. b. Except where otherwise noted on the drawings, reinforcing bars shall conform to ASTM * - 56 -16d (20)-16d Specification A615 and shall be grade 60 except ties, field bent bars where permitted by note D. Provide solid blocking between roof rafters, trusses and lookouts at all bearing 2012 IBC FASTENING SCHEDULE © SIMPSON HGUS5.50/12 ( ) 0 locations. Blocking material shall match rafter, truss chord, or lookout material. *THIS IS A PARTIAL SCHEDULE. SEE IBC TABLE 2304.9.1 FOR FULL SCHEDULE 6 16d 16 16d 10 16d Cr) on plan, or bars to be welded, which shall be grade 40. 0 SIMPSON HB5.50/11.88 ( )- ( )- ( )- c. At splices, lap bars 44 diameters. Do not weld or use mechanical splicing devices unless 5. Wind Bracing: - - - A. Walls over 4 feet long which are sheathed with gypsum wallboard on both faces and a, b ID NOT USED cu specifically approved by engineer. CONNECTION FASTENING are indicated as shear walls on plan have been designed to resist wind forces in d. At corners, make horizontal bars continuous or provide corner bars. Around openings and JO SIMPSON J L 4x4xY4x0'-5Y2 w/ (4)-5/8"0x4" LAGS 0 accordance with Table 2306.7 of the 2012 IBC. steps in concrete, provide (2)-#5 bars extending 2'-6 beyond edge of opening or step. 1. Joist to sill or girder 3 - 8d common toenailCO B. At shear walls, screw 1/2" gypsum wallboard to all studs and to top and bottom 3 - 3" x 0.131" nail 0 SIMPSON HGU5.50/SDS - (36)-SDSY4"x2Y2 (24)-SDSY4"x2Y2 e. Extend reinforcing steel a minimum of 2'-6" through cold joints. Unless specifically located with #8 x 1 1 8" drywall screws at 7" maximum spacing.plates / Y P g• 3 - 3" 14 gage staple , 3 \ I N on plan or details, coordinate cold joint locations with engineer. © J L 4x4xY4x0 -5Y2 w/ (2)-3/4"0 0 THRU-BOLTS EA. LEG OR WELD C. Exterior plywood or OSB wall sheathing is required unless specifically deleted by 2. Bridging to joist 2 - 8d common toenail each end f. Welded wire fabric shall conform to ASTM Specification A-185. Lap welded wire fabric a 9' 9 engineer. 2 - 3" x 0.131" nail DM SIMPSON (2)-H3 (8)-8d minimum of one full mesh plus two inches. Laps shall be wired together. Epoxy adhesive for reinforcingdowels shall be Hilti or "Simpson" ora roved equivalent 2 - 3" 14 gage staple g. P YPP q N SIMPSON HU28-2 - (14)-16d (6)-10d STRUCTURAL GLUED LAMINATED TIMBER: 6. Sole plate to joist or blocking 16d at 16" o.c. typical face nail O adhesive systems. Minimum embedments, if not specifically indicated on the drawings, shall 3" x 0.131" nail at 8" o.c. be according to the manufacturer's specifications. a. Materials, manufacturer and quality control shall be in conformance with AITC Product 3" 14 gage staple at 12" o.c. 0 SIMPSON LUS28-3 - (6)-16d (4)-16d h. Metric bar size conversion table: Standard PS 66-82, "Structural Glued Laminated Timber". © SIMPSON U3512-2 - (16)-16d (6)-10d METRIC #10 #13 #16 #19 #22 #25 #29 #32 #36 b. Laminated members shall be fabricated usingDouglas Fir with the followingcombination Sole plate to joist or blocking at braced 3 - 16d per 16" braced wall panels INCH-POUND #3 #4 #5 #6 #7 #8 #9 #10 #11 symbols: g wall panel (4)-3" x 0.131" nail per 16" © SIMPSON HU11 - (30)-16d (10)-10dx1Y2 (4)-3" 14 gage staple per 16" STRUCTURAL WOOD FRAMING: 1. 24F-V4 DF/DF Simple-span beams - ® SIMPSON LUS28 - (6)-10d (4)-10d 2. 24F-V8 DF/DF Continuous or cantilever beams 7. Top plate to stud 2 - 16d common end nail 3. 3 DF Columns 3 - 3" x 0.131" nail DS SIMPSON HU412 - (22)-16d (10)-10d a. Except where noted otherwise, all 2" nominal lumber, except studs, shall be Douglas Fir-Larch 3 - 3" 14 gage staple - c. All members shall be Architectural Appearance Grade, unless indicated otherwise by the DT SIMPSON LUS28-2 - (6)-16d (4)-16d designed byJMO #2 and better, and all solid timber beams and posts 3" nominal and wider shall be Douglas 8. Stud to sole plate 4 - 8d common toenail _ g architect. exposure4 - 3" x 0.131" nail DU SIMPSON LUS28 - (6)-10d 6 10d (4)-10d drawn byCLR Fir-Larch #2. d. Protect members from damage or to moisture prior to and duringconstruction. b. Studs shall be Stud grade and better Douglas Fir-Larch or Hem Fir. g 3 - 3" 14 gage staple e. Adhesive shall meet the requirements for wet conditions of service. DV SIMPSON 87.12/11.88 (6)-16d (8)-16d (6)-16d checked b TDH c. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 or 2x6 studs f. Do not camber laminated members unless indicated on the drawings. y perplan and shall be nailed together with 2 rows of 16d nails © 6" on center alongeach g 2 - 16d common end nail 4 -16d g g. Glued-laminated timbers that are exposed to weather and not protected by a roof or similar 3 - 3" x 0.131" nail ® SIMPSON LBV2.37/11.88 (6)-16d ( ) (2)-10dx1Y2 issued stud. covering shall be pressure treated or be manufactured from Alaska Yellow Cedar with the 3 - 3" 14 gage staple d. Built-up beams consisting of multiple 2x members shall be nailed together with two rows of folowingcombination symbols: 0 SIMPSON WP1411.88-2 (3)-16d - (2)-10dx1Y2 Y 9. Double Studs 16d at 24" o.c. face nail 16d nails spaced at 12" on center, or with two rows of 1/2" diameter thru-bolts spaced at 1. 20F-V12 AC/AC Simple-span beams 3" x 0.131" nail at 8" o.c. DY SIMPSON HUCQ610-SDS - (12)-SDSY4x2Y2 (6)-SDSY4x2Y2 PRICING 2/4/14 24" on center. 2. 20F-V13 AC/AC AC Continuous or cantilever beams 3" 14 gage staple at 8" o.c. e. Top and bottom plates shall be Douglas Fir-Larch or Hem Fir #2 and better. Plates placed 3, 70 AC Columns 10. Double top plates 16d at 16" o.c. typical face nail 0 SIMPSON ABUS-5 (12)-16d w/ 5/8"0 A.B. REVISED 2/24/14 directly on concrete walls or slabs shall be pressure-treated Hem Fir #2. 3" x 0.131" nail at 12" o.c. AA SIMPSON IUS2.37/11.88 (1o)-1od - REVISED 4/15/14 f. Ledgers attached to concrete walls shall be treated Hem Fir #2, or if LVL material is used, STRUCTURAL STEEL: 3" 14 gage staple at 12" o.c. shall have a continuous waterproof membrane between the concrete and the wood. BB SIMPSON LSSU210-2 - (18)-16d (12)-iodx1Y2 PERMIT 4/21 /14 g. Wood beams bearing in beam pockets in concrete or masonry walls shall bear on a treated a. Structural steel shall be detailed, fabricated and erected in accordance with the most current Double top plates 8 - 16d common lap splice - 10 10d 7 10dx1Y2 2x6 bearingblock. Provide 1/" clearance around end of wood beam. Block against sides of 12 - 3" x 0.131" nail CC SIMPSON LSSU210 ( )- ( )- REVISED 5/14/14 9 editions of AISC Specifications and Code of Standard Practice. 12 - 3" 14 gage staple typical face nail beam pocket with treated 2x blocking to provide lateral support for beam. b. Structural steel W shapes shall be ASTM A992. Other rolled shapes, including plates and - DD SIMPSON CJT6 - (12)-SDS SCREWS & (6)-PINS h. Beneath solid or built-up columns noted on plans, blocking of area equivalent to column angles shall be ASTM A36. Round or rectangular HSS shapes shall be ASTM A500 grade B. 11. Blocking between joist or rafters 3 - 8d common toenail REVISED 6/13/14 to top plate 3 - 3" x 0.131" nail EE SIMPSON ST6236 (40)-16d REVISED 6/24/14 above shall be provided within floor joist spaces and in wall spaces below. Door or window c. All bolts used in steel framing shall conform to ASTM Specification A325. Anchor bolts and 3 - 3" 14 gage staple trimmers consisting of a single stud do not require special blocking in the joist space. bolts used in timber connections may be ASTM A307. Bolt sizes be 3/40 unless noted 5/8 SIMPSON HDU4-SDS2.5 "95 A.B. & (10)-SDSY4x2Y2 y zes s 12. Rim joist to top plate 8d at 6" (152mm) o.c. toenail i. Except as noted otherwise, minimum nailing shall be provided as specified in the "Fastening otherwise. 3" x 0.131" nail at 6" o.c. _ REVISED 7/21 /14 Schedule" on the drawings (2012 IBC Table 2304.9.1). 00 SIMPSON HU416 (20)-10dx1Y2 (8)-10d 9 d. Typical framed beam connections shall consist of pairs of Y4" angles using the maximum 3" 14 gage staple at 6" o.c. REVISED 7/25/14 j. Bolts used for wood framing connections shall be installed with standard washers and nuts. number of 3/4"0 bolts called for in Table 10-1 or combination bolts and welds in Table 10-2 13. Top plates, laps and intersections 2 - 16d common face nail 1H1-I SIMPSON HU410 - (18)-10dx1Y2 (10)-10d k. Unless noted otherwise, steel connectors such as those manufactured by the Simpson of the AISC Manual (Thirteenth Edition). 3 - 3" x 0.131" nail _ REVISED 7/31 /14 Company shall be used to join rafters, joists or beams to other beams at flush-framed3 - 3" 14 gage staple JJ SIMPSON HU9 (18)-10dx1Y2 (6)-10dx1Y2 e. Expansion bolts shall be wedge type "Hilti" or "Rawl" or "Simpson", or approved equivalent with �-�-- - -ti- . ��f ---...- conditions. Use all specified nails. Connector conditions not otherwise noted shall utilize Type 14. Continuous header, two pieces 16d common 16" o.c. along edge 4 -10d 2 -10d� - REVISED 9/9/14 the following minimum embedments: p 9 9 K II � SIMPSON ITS3.56/11.88 ( ) ( ) U or Type HU hangers of a size specifically designed for the member supported, as shown in » 16. Continuous header to stud 4 - 8d common toenail the manufacturer's published tables. Contact structural engineer for details as required. 1• Y2 2Y2" INC PLANS 2. %"o 3" 3 - 8d common toenail FOR HEADER SIZE I. Wood nailer plates installed on steel beams or concrete walls for top-flange han ers shall be19. Rafter to plate sheet g 3 » 3 - 3" x0.131" nail ripped to match the width of the wall or beam flange. Nailerplates supporting topflange 3. /4 O 4" (See Section 2308.10.1, Table 2308.10.1) 3 - 3" 14 staple g pp g ggage sta le hangers from one side onlyshall be installed flush with the face of wall or beam flange at f. All welding shall be done by an AWS qualified welder. PROVIDE A MINIMUM - 9 g 23. Built-up corner studs 16d common 24" o.c. the hanger locations. g. Delay painting within 3" of field welds until welds are completed. OF ONE KING STUD, g 3" x 0.131" nail 16" o.c. m. Manufactured joists shall be from an approved manufacturer and shall be equivalent in load h. Where corrosive soil conditions exist, steel angles that are used to support exterior stone 3" 14 gage staple 16" o.c. OR AS SPECIFIED ON carrying capacity and deflection criteria to BCI 6000 seriesjoists in the depths and spacings veneer shall be galvanized and shall be attached to the foundation with galvanized or stainless Y g P y P29. Joist to band joist 3 - 16d common face nail PLAN \ indicated on plan. Provide blocking, bracing, web stiffeners and other accessories as required steel expansion anchors. 5 - 3" x 0.131" nail by the manufacturer. OSB rims shall be APA Performance Rated Rim Board material. i. All grout beneath column base plates and steel beams at bearing shall be non-shrink, 5 - 3" 14 gage staple POSTS SPECIFIED ON PLAN n. Prefabricated trusses shall be designed by a Colorado registered engineer to support the full non-metallic type grout. Grout shall have a minimum compressive strength of 2500 psi. INDICATE TRIMMERS ONLY AND dead and live loads of the roof, ceiling, and any other superimposed loads. The fabricator NOTES: DO NOT INCLUDE KING STUDS shall determine web arrangement and member forces. Load duration factor for snow loads is STONE/BRICK VENEER: For SI: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun nails. TYPICAL WINDOW/DOOR HEADER SCALE: 3/4" = 1 '-0" 1.0. Calculations and shop drawings shall be submitted to the architect/engineer for review a. Anchored stone or brick veneer and its attachments shall conform to IBC Section 1405.6 with a. Common or box nails are permitted to be used except where otherwise stated. prior to fabrication. The truss manufacturer shall specify all truss-to-truss connections. a wire tie to the structural backing for every 2 square feet of veneer. b. Staples shall have a minimum crown width of 7/16 inch. J03 #1401 - 09