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HomeMy WebLinkAboutB18-0423_Approved Documents_1539887068.pdf 75 South Frontage Road Construction West, TOWN OF VAIL B18-0423 Vail, CO 81657 Issued: 10/18/2018 TOWN of VAILOFOffice:970.479.2139 Inspections: inspections@vailgov.com Property Information Address: 1012 EAGLES NESTCIR(210 10 920 40 0 2X 210109204002) Unit#: ParcelNumber: 210109204002 L egalDescription: Subdivision:VAIL VILLAGE FILING 7 Block:6 Lot:2 BK-0229 PG-0428 QCD 03-30-73 BK-0512 PG-0846 QCD 09-30-80 BK-0656 PG-0484 GWD 11-28-94 Contacts ContactType: Applicant Full Name: CodyO'kelly Address: PO Box 5686 2132 Eagle RanchRd Eagle,CO 81631 Phone: 9704709139 ContactType: PropertyOwner Full Name: 1012 EAGLES NEST LLC Address: Phone: None Contractor Contractor Type: General Company: Solaris PropertyOwner, LLC State License#: Phone: 970-479-6000 Projectinformation ProjeciName: 1012 Eagles Nest LLC 2018 ProjectDescription: PrimaryWEST side -Demolition of existing structure and construction of new duplexresidential project. Fees Paid Account:001-0000.31111.00•Building PermitFee Fee Amount: $7,473.90 Account:001-0000.31123.00 Building Plan ReviewFee Fee Amount: $4,858.04 Account: 110-0000.31060.00ConstructionUse Tax Fee Fee Amount: $30,014.00 Account:001-0000.31111.00-Mechanical PermitFee Fee Amount: $1,200.00 Account:001-0000.31123.00 Mechanical Plan ReviewFee Fee Amount: $300.00 Account:001-0000.31111.00-Plumbing PermitFee Fee Amount: $1,680.00 Account:001-0000.31123.00 Plumbing Plan ReviewFee Fee Amount: $420.00 Account: 111-0000.31127.00-RecreationFee Fee Amount: $675.00 Account:001-0000.31128.00 Will Call Fee(Building Scope) Fee Amount: $5.00 Account:001-0000.31128.00 Will Call Fee(Mechanical Scope) Fee Amount: $5.00 Account:001-0000.31128.00 Will Call Fee(Plumbing Scope) Fee Amount: $5.00 TotalPaid: $46,635.94 Conditions CONDITIONS UNDERWHICH PERMITS BECOME VOID: If construction is not begun within6 months from the date permitwas issued. If more than 5 months elapses betweeninspections. Ifincorrectinformationis given on the applicationat the time the permitwas issued. ,. ChristopherJarecki -Townof Vail Building Official NOTICE: By issuance of this Permitthe applicantagrees to complywithall Titles of the Townof Vail Code and all applicable State and Federal law. Failure to do so will void this Permitand the applicantshall forfeitall applicable fees. FIRE-RESISTANCE DESIGN Assembly Usage Disclaimer BXUV - Fire Resistance Ratings - ANSI/UL 263 Certified for United States BXUV7 - Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada See General Information for Fire-resistance Ratings - ANSI/UL 263 Certified for United States Design Criteria and Allowable Variances See General Information for Fire Resistance Ratings - CAN/ULC-S101 Certified for Canada Design Criteria and Allowable Variances Design No. D916 July 23, 2018 Restrained Assembly Ratings— 3/4, 1, 1-1/2, 2 or 3 Hr. (See Items 1, 6, 7, 8 and 11) Unrestrained Assembly Rating— 0 Hr. (See Items 3, 4 and 4A) Unrestrained Beam Ratings— 1, 1-1/2, 2 and 3 Hr. (See Items 4, 4A, 7 and 11) This design was evaluated using a load design method other than the Limit States Design Method (e.g., Working Stress Design Method). For jurisdictions employing the Limit States Design Method, such as Canada, a load restriction factor shall be used — See Guide BXUV or BXUV7 * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. .W 4 0 SEE 1rem 3 E 1111 E SEEITEM TEM 4 Ari. ;t,�,•.4 STEM 4 li NM .. . 17 „- , ---Er--- .D- .6 „ f •.EE ITEM 3 Supports —8x28 min size steel beams. Or steel joists or joist girders (not shown), composite or noncomposite. Welded or bolted to end supports. Designed per S.J.I. specifications fora max tensile stress of 30 ksi. May be either uncoated or provided with a shop coat of paint. For the 2 h or less Restrained or Unrestrained Beam Ratings, top and bottom chords shall each consist of two angles with a min total area of 0.96 and 0.77 sq in., respectively. Web members shall be either round bars or angles. Min area of the end diagonal web shall be 0.444 sq in. Min area of each of the first six interior diagonal webs shall be 0.406 sq in. All other interior webs shall have a min area of 0.196 sq in. For the 3 h Restrained or Unrestrained Beam Ratings, each of the top and bottom chords shall each consist of two angles with a min total area of 1.74 sq in. Web members shall be either round bars or angles. Min area of each of the first five end diagonal webs shall be 0.886 sq in. All other interior webs shall have a min area of 0.441 sq in. Bridging per S.J.I. specifications is required when noncomposite joists are used. For noncomposite joists, steel filler pieces of proper size, 1 to 2 in. long shall be welded to and between the top chord angles at midway between all top chord panel points. 1. Normal Weight or Lightweight Concrete — Normal weight concrete carbonate or siliceous aggregate, 3500 psi compressive strength, vibrated. Lightweight concrete,expanded shale, or slate aggregate by rotary-kiln method, or expanded clay aggregate by rotary-kiln or sintered-grate method, or pelletized expanded blast furnace slag aggregate, 3000 psi compressive strength, vibrated,4 to 7 percent entrained air. Restrained Concrete Concrete Unit Concrete Assembly Rating Hr (Type) Weight pcf Thkns In. 1 Normal Weight 147-153 3-1/2 1-1/2 Normal Weight 147-153 4 2 Normal Weight 147-153 4-1/2 3 Normal Weight 147-153 5-1/4 3/4 or 1 (See Item 6) Lightweight 107-113 2-1/2 1 Lightweight 107-120 2-5/8 1-1/2 Lightweight 107-113 3 • 2 Lightweight 107-113 3-1/4 2 Lightweight 107-116 3-1/4* 2 Lightweight 114-120 3-1/2 3 Lightweight 107-113 4-3/16 3 Lightweight 114-120 4-7/16 *For use with 2 or 3 in. steel floor and form units only. 2. Welded Wire Fabric —6x6 - W1.4xW1.4. 3. Steel Floor and Form Units*— Composite 1-1/2, 1-5/8, 2 or 3 in. deep galv units or 4-1/2 in. deep noncomposite galvanized units. Fluted units may be uncoated or phosphatized/painted. Min gauges are 22 MSG for fluted and 20/20 MSG for cellular units. The following combinations of units may be used: (1) all 18, 24, 26, 28 or 36 in. wide cellular. (2) all fluted. (3) one or two 3 in. deep, 12 in. wide, 18/18 MSG min cellular units, alternating with 3 in. deep fluted or other cellular. (4) any blend of fluted and 18, 24, 26, 28, or 36 in. wide cellular. (5) 3 in. deep, 30 in. wide cellular with 8-1/8 in. wide valley along side joints may be used when 3/8 in. diam reinforcing bars are placed 1-1/2 in. to each side of side joints and 1 in. above bottom of unit. (6) Corrugated, 1-5/16 in. deep, 30 in. wide, 24 MSG min galv units with shear wires factory welded to deck corrugations. Welded to supports 12 in. OC. through welding washers. For shear wire spacing of 8 in. or less the steel deck stress shall not exceed 20 KSI. For shear wire spacing greater than 8 in. OC. but less than or equal to 12 in. OC., steel deck stress shall not exceed 12 KSI. ASC STEEL DECK, DIV OF ASC PROFILES L L C — 32 in. wide Types NH-32, NHN-32, NHF-32; 36 in. wide Types BH-36, BHN-36, BHN-35-1/4, BHF-36, BHF-36A, 2WH-36, 2WHS-36, 2WHF-36, 2WHF-36A, 3WxH-36, 3WxHF-36, 3WxHF-36A, 3WH-36, 3WHF- 36, 3WHF-36A, 3W-36, 3WF-36, DG3W-36, DG3WF-36. All units may be galvanized or Prime Shield. Non-cellular decks may be vented designated with a "V" suffix to the product name. Cellular deck top and bottom sections may be riveted together (designated with "Fr")vs. arc spot welded, "F". CANAM STEEL CORP— 36 in. wide Type P-3623, P-3606, P- 3615 and 24 in wide Type P-2432 composite. CANAM STEEL CORP— 24 in. wide, Types 1-1/2 , 2 or 3 in. LOK- Floor and LOK-Floor Cell; 36 in. wide, Types 2 or 3 in. LOK-Floor and LOK-Floor Cell; 24 in. wide, Types N-LOK and N-LOK Cell; 24, 30 or 36 in. wide, Type 1-1/2 in. B-LOK and B-LOK Cell. KAM INDUSTRIES LTD, DBA CORDECK — QL Types, 24 in. wide 3 or 3 inverted, UKX, UKX-3, 2 in. 99, AKX, 21 or 21 inverted, 121, NKX, TKX; 24 or 30 in. wide GKX, GKXH, GKX-A; 36 in. wide 99, AKX,WKX; 24, 26, or 36 in. wide NKX; 1.5NKC, NKC, AKX, 2 or 3 in. TKC; 12 in. wide noncomposite Sec. 12; 17 in. wide 21; 26 or 28 in. wide UKX, 87.5 cm wide. Side joints of QL, 99, 121, WKX, TKX, TKC, and Metric units - QL-77-900; QLC-78-900 may be welded together 60 in. OC. Side joints of 99, AKX,WKX, GKX, GKX-A, TKX and Metric units - QL-77-900 and QLC-78-900 may be fastened together with min 1 in. long No. 12x14 self-drilling, self- tapping steel screws 36 in. OC. CHIA TEH CONSTRUCTION MATERIAL CO LTD— 24 or 36 in. wide Mac-Lok 3; 24 in. wide CFD-3. NEW MILLENNIUM BUILDING SYSTEMS L L C — 24 in. wide Types CFD-2, CFD-3;24, 30 or 36 in. wide Type CFD-1.5; 24 or 36 in. wide Types Mac-Lok 2, Mac-Lok 3; 24 in. wide, Types B2C, B2FC, NC, NFC; 30 in. wide Type B3C; 12 in. wide Mac-Way cellular 45 MOW, 2-633 MTWA, 3-633MTWA, 2-633MTWV,3- 63 3 MTWV+,24 in. wide Type Versa-Dek. DECK WEST INC— 36 in. wide Type B-DW, Inverted B-DW, BA- DW, Inverted BA-DW, 2-DW or 3-DW.Side joints of Type 2-DW and 3-DW may be fastened together with min 1 in. long No. 12 x 14 self-drilling, self-tapping steel screws 36 in. OC. DESIGN ASSISTANCE CONSTRUCTION SYSTEMS INC — 36 in. wide Type DACS1.5CD, or 24 in. wide Type DACS2.0CD, or DACS3.0CD. EPIC METALS CORP— 24 in. wide Types EC150, ECP150, EC300, ECP300, EC366, ECP366, EC150, EC300 inverted, ECA, 30 in. wide Types ECB150, ECBR150; 36 in. wide Type EC266. HAMBRO STRUCTURAL SYSTEMS, DIV OF CANAM STEEL CORP— 36 in. wide, 1-1/2 in. Type P3615HB. The max superimposed loadings for Type P3615HB units shall not exceed 250 PSF. For single spans, the use of the units shall be limited to 5 ft 6 in., 6 ft 0 in. and 6 ft 6 in. max spans for the 22, 20 and 18 gauge units, respectively. For multiple spans, 18 gauge units may be used on a max 7 ft 6 in. spans with a max total superimposed loading of 240 PSF. KAM INDUSTRIES LTD, DBA CORDECK — 24 in. wide, Types 2 or 3 in. WDR. MARLYN STEEL DECKS INC — Type 1.5 CF, 2.0 CF or 3.0 CF. NEW MILLENNIUM BUILDING SYSTEMS L L C — Type 1.5CD, 1.5001, 1.5CDR, 2.0CD, or 3.0CD. Units may be phos/painted or galvanized. ROOF DECK INC— 36 in. wide Types LOK 1 1/2, LOK 1 1/2 R; 24 in. wide Types LOK-2, LOK-3. VALLEY JOIST— 24 or 36 in. wide Types WVC 1-1/2 or WVC 2. VERCO DECKING INC - A NUCOR CO — FORMLOKTM deck types PLB, B, BR, PLN3, N3, PLN, N, PLW2, W2, PLW3,W3. Units may be galvanized, phos./ptd., or mill finish. Units may be cellular or acoustical cellular, with the suffix "CD" or "CD-AC" added to the product name, respectively. All non-cellular deck may be vented or non-vented. 12 in. wide PLW2, W2, PLW3 or W3 units may be blended with 24 or in. wide PLW2, W2, PLW3 or W3 units, respectively; or Types N3, PLN3. VICWEST INC — 24 in. wide Type HB306; 32 in. wide Types HB308-INV and HB30V;36 in. wide Types HB938, HB938CL and HB938-INV. VULCRAFT, DIV OF NUCOR CORP— 24, 30 or 36 in. wide Types 1.5VL, 1.5VLI, 1.5PLVLI, 1.5VLP, 1.5PLVLP, 1.5VLR;24 or 36 in. wide Types 1.5VLPA, 1.5PLVLPA, 2VLI, 2.0PLVLI, 2VLJ, 2VLP, 2.0PLVLP, 2VLPA, 2.0PLVLPA, 3VLI,3.0PLVLI, 3VLJ,3VLP, 3.0PLVLP, 3VLPA, 3.0PLVLPA. Types 1.5VL, 1.5VLI, 1.5PLVLI, 1.5VLR, 2VLI, 2.0PLVLI,2VLJ, 3VLI,3.0PLVLI, 3VLJ units may be phos/ptd. 24 or 36 in. wide Types 2VLJ, 3VLJ units ++ may be used for max 2 hr Restrained Assembly Rating. Side joints of Type 1.5VL may be fastened together with min 1 in. long No. 12x14 self-drilling, self-tapping steel screws 36 in. OC max. 36 in. wide Types 1.5 SB, 1.5 SBR; 24 or 36 in wide Types 2.0 SB, 3.0 SB, 36 in. wide Type High Strength 1.5 SBI, 36 in. wide Type High Strength 1.5 SBN. Spacing of welds attaching units to supports shall be 12 in. OC for 12, 24, and 36 in. wide units, four welds per sheet for 30 in. wide units, 6 in. OC for 18 in. wide and Sec. 12 units. Unless noted otherwise, adjacent units button-punched or welded together 36 in. OC along side joints. Adjacent 18 in. wide units welded together 30 in. OC along side joints. For 3 Hr. Rating,units with overlapping type side joints welded together 24 in. OC max. When a superimposed load of 250 PSF is desired the spacing of welds or button-punches shall not exceed 24 in. OC along side joints. + 12 in. wide, 1-1/2 in. deep Mac-Way units may be blended with 24 in. wide B2C or 30 in. wide B3C units in a blend of one cell to one or more fluted units. 12 in. wide, 2 in. deep Mac-Way units may be blended with 36 in. wide Mac-Lock 2 units in a blend of one cell to one or more fluted units. 12 in. wide, 3 in. deep Mac-Way units may be blended with 36 in. wide Mac-Lock3 units in a blend of one cell to one or more fluted units. The side edge of the fluted unit is placed on the top of the side edge of the Mac-Way unit and the two are welded together with welding washers spaced a max. of 32 in. OC for Mac-Lock 2 or 3 units and a max. of 24 in. OC for the B2C or B3C units. ++ Side joints of Types 2VLJ or 3VLJ units may be fastened together with No. 8, 3/4 in. long self-drilling Tek screws driven diagonally from the top side through the joint of the units at 36 in. O. C. max. The Unrestrained Assembly Rating is equal to the Unrestrained Beam Rating for a max of 3 Hr. and is limited to the following units and limitations: (a) 1-1/2 in. deep, 24 or 36 in. wide, 22 MSG or thicker fluted with clear spans not more than 7 ft 8 in. (b) 1-1/2 in. deep, 24 or 36 in. wide, 20 MSG or thicker fluted with clear spans not more than 8 ft 8 in. (c) 1-1/2 in. deep, 24 or 36 in. wide, 16 MSG or thicker fluted and 18/18 MSG or thicker cellular with clear spans not more than 9 ft 11 in. (d) 3 in. deep, 36 in. wide, 18 MSG or thicker fluted and 24 in. wide, 20/18 MSG or thicker cellular with clear spans not more than 13 ft 2 in. 4. Spray-Applied Fire Resistive Materials* —Applied by mixing with water and spraying in one or more coats to a final thickness as shown in the tables below, in the tables below to steel beam surfaces which must be clean and free of dirt, loose scale and oil. Min avg and min ind density of 15/14 pcf respectively. Min avg and min ind density of 19/18 pcf respectively for Type 7GP and 7HD. For method of density determination, refer to Design Information Section. Spray Applied Restrained Unrestrained Unrestrained Fire Resistive Assembly Assembly Beam Mtl Thkns Rating Hr Rating Hr Rating Hr on Beam In. 1 1 1 1/2 1-1/2 1 1 1/2 1-1/2 1-1/2 1-1/2 13/16 2 1 1 1/2 2 2 2 1-1/16 3 1-1/2 1-1/2 13/16 3 3 3 1-9/16 The thicknesses of Spray-Applied Fire Resistive Materials shown in the table below are applicable when the thickness applied to the beams' lower flange edges is reduced by 1/2 that shown in the table: Spray Applied Restrained Unrestrained Unrestrained Fire Resistive Assembly Assembly Beam Mtl Thkns Rating Hr Rating Hr Rating Hr on Beam In. 1 1 1 9/16 1-1/2 1 1 9/16 1-1/2 1-1/2 1-1/2 7/8 2 1 1 9/16 2 2 2 1-3/16 3 1-1/2 1-1/2 7/8 3 3 3 1-3/4 The thicknesses of Spray-Applied Fire Resistive Materials shown in the table below are applicable when the thickness applied to the beams' lower flange edges is reduced by 1/2 that shown in the table and the beams are supporting all fluted floor or form units w/lightweight concrete only: Spray Applied Restrained Unrestrained Unrestrained Fire Resistive Assembly Assembly Beam Mtl Thkns Rating Hr Rating Hr Rating Hr on Beam In. 1 1 1 7/16+ 1-1/2 1 1 7/16+ 1-1/2 1-1/2 1-1/2 3/4 2 1 1 7/16+ 2 2 2 1 3 1-1/2 1-1/2 3/4 3 3 3 1-9/16 +Thickness applied to beams' lower flange edge to be 1/4 in. min. The thickness of material required on the steel joist for the various ratings are shown in the following table: Restrained or Spray Applied Fire Unrestrained Unrestrained Resistive Mtl Assembly Beam Thkns on Joist Rating Hr Rating Hr & Bridging In. 1 1 1-1/8 1-1/2 1-1/2 1-3/4 2 2 2-1/4 3 3 2-7/8 GCP KOREA INC— Types MK-6/CBF, MK-6/ED, MK-6/HY, MK-6s, Monokote Acoustic 1. PYROK INC — Type LD. SOUTHWEST FIREPROOFING PRODUCTS CO — Types 4, 5, 5EF, 5GP, 5MD, 7GP, 7HD, 8EF, 8GP, 8MD, 9EF, 9GP, 9MD. GCP APPLIED TECHNOLOGIES INC — Types MK-6/HY, MK-6s, RG, Monokote Acoustic 1. 4A. Alternate Spray-Applied Fire Resistive Materials* —Applied by mixing with water and spraying in one or more coats to a final thickness as shown in the tables below to steel beam surfaces which must be clean and free of dirt, loose scale and oil. When fluted steel deck is used the area between the steel deck and the beams top flange shall be sprayed min avg and min ind density of 19/18 pcf, respectively for Types 7GP, 7HD, 105. Min avg and min ind density of 22/19 pcf, respectively for Types Z-106, Z-106/G, Z-106/HY. For method of density determination, refer to Design Information Section. Spray Applied Restrained Unrestrained Unrestrained Fire Resistive Assembly Assembly Beam Mtl Thkns Rating Hr Rating Hr Rating Hr on Beam In. 1 1 1 1/2 1-1/2 1 1 1/2 1-1/2 1-1/2 1-1/2 13/16 2 1 1 1/2 2 2 2 1-1/16 3 1-1/2 1-1/2 13/16 3 3 3 1-9/16 The thicknesses of Spray-Applied Fire Resistive Materials shown in the table below are applicable when the beams are supporting all fluted floor or form units w/lightweight concrete only: Spray Applied Restrained Unrestrained Unrestrained Fire Resistive Assembly Assembly Beam Mtl Thkns Rating Hr Rating Hr Rating Hr on Beam In. 1 1 1 7/16 1-1/2 1 1 7/16 1-1/2 1-1/2 1-1/2 3/4 2 1 1 7/16 2 2 2 1 3 1-1/2 1-1/2 3/4 3 3 3 1-5/16 +Thickness applied to beams lower flange edge to be 1/4 in. min. The thickness of material required on the steel joist for the various Ratings are shown in the following table: Restrained Spray Applied or Unrestrained Type of Fire Resistive Assembly Unrestrained Concrete Mtl Thkns In. Rating Hr Beam Rating Hr Slab Joist & Bridging 1 1 NW or LW 1-1/8 1-1/2 1-1/2 NW or LW 1-3/4 2 2 NW or LW 2-1/4 3 3 NW or LW 2-7/8 GCP KOREA INC— Types Z-106, Z-106/G, Z-106/HY, Monokote Acoustic 5. SOUTHWEST FIREPROOFING PRODUCTS CO — Types 7GP, 7HD. GCP APPLIED TECHNOLOGIES INC — Types Z- 105, Z-106, Z-106/G, Z-106/HY, Monokote Acoustic 5. 4B. Alternate Spray-Applied Fire Resistive Materials —Applied by mixing with water and spraying in one or more coats to a final thickness as shown in the tables below to steel beam surfaces which must be clean and free of dirt, loose scale and oil. The thicknesses shown in the table below are applicable to beams supporting all fluted floor or form units. Min avg and min ind density of 40/36 pcf, respectively. Min avg and min ind density of 40/36 pcf respectively for Types Z-146, Z-146PC and Z- 146T cementitious mixture. Min avg and min ind density of 50/45 pcf respectively for Types Z-156, Z-156T and Z-156PC. For density determination refer to Design Information Section. Spray Applied Unrestrained Fire Resistive Beam Restrained Concrete Mtl Thkns Rating Hr Assembly Rating Hr Type on Beam In. 1 1, 1-1/2, 2 LW 9/16 1-1/2 1, 1-1/2, 2, 3 LW 7/8 1 1, 1-1/2, 2 LW 3/4 1-1/2 1, 1-1/2, 2, 3 LW 1 GCP KOREA INC— Type Z-146 investigated for exterior use GCP APPLIED TECHNOLOGIES INC — Types Z-146, Z-146T, Z146PC, Z-156, Z- 156T and Z-156PC investigated for exterior use 5. Shear-Connector Studs — Optional— Studs 3/4 in. diam by 3 in. long, for 1-1/2 in. deep form units to 5-1/4 in. long for 3 in. deep form units, headed type or equivalent per AISC specifications. Welded to the top flange of the beam through the steel form units. 6. Electrical Inserts—(Not shown) Classified as "Outlet Boxes and Fittings Classif ied for Fire Resistance." KAM INDUSTRIES LTD, DBA CORDECK— Preset Inserts For use with 2-1/2 in. lightweight concrete topping over QL-WKX steel floor units. Installed over factory-punched holes in floor units per accompanying installation instructions. Spacing shall not be more than one insert in each 14 sq ft. of floor area with spacing along floor units not less than 48 in. OC. The holes cut in insert cover for passage of wires shall be no more than 1/8 in. larger diam. than wire. Restrained Assembly Rating is 3/4 hr with Tapmate II-FS-1 and 1 hr with Tapmate II-FS-2 inserts. KAM INDUSTRIES LTD, DBA CORDECK— Tapmate ll-FS-1, ll-FS-2; Series KEB. (2) Wiremold Co.—After set Inserts. Single-service after set inserts installed per accompanying installation instructions in 2-1/2 in. diam hole core-drilled through min 3-1/4 in. thick concrete topping to top of cell of any min 3 in. deep cellular steel floor unit specified under Item 3. Spacing shall be no more than one insert in each 10 sq ft of floor area in each span with a min center to center spacing of 16 in. If the high potential and low potential raceways of the cellular steel floor unit are separated by a valley filled with concrete,the center to center spacing of the high potential and low potential single-service after set inserts may be reduced to a min of 7-1/2 in. Restrained Assembly Rating is 2 hr or less with internally protected type 436 after set insert with Type M4-, M6- or M8- Series single-service activation fitting. WIREMOLD CO— Internally protected Type 436 after set insert with Type M4-, M6- or M8- Series single-service activation fitting. 7. Mineral and Fiber Boards* — (Optional, not shown). Applied over concrete floor with no restriction on board thickness. When mineral and fiber boards are used, the unrestrained beam rating shall be increased by a minimum of 1/2 hr. See Mineral and Fiber Board(CERZ)category for names of manufacturers. 8. Roof Covering Materials*—(Optional, not shown)Consisting of materials compatible with insulations described herein which provide Class A, B or C coverings. See Built-Up Roof Covering Materials in Building Materials Directory. 9. Insulating Concrete—(not shown) Optional. Various types of insulating concrete prepared and applied in the thickness indicated: A. Vermiculite Concrete — (not shown) Optional. 1. Blend 6 to 8 cu. ft. of Vermiculite Aggregate* to 94 lb. Portland Cement and air entraining agent. Min thickness of 2 in. as measured to the top surface of the structural concrete or foamed plastic (Item 10) when it is used. ELASTIZELL CORP OF AMERICA SIPLAST INC VERMICULITE PRODUCTS INC 2. Blend 3.5 cu. ft. of Type NVC Concrete Aggregate* or Type NVS Vermiculite Aggregate* coat, 1/8 in. thickness beneath foamed plastic (Item 10) when used, 1 in. min topping thickness. SIPLAST INC VERMICULITE PRODUCTS INC Vermiculite concrete may be covered with Roof Covering Materials (Item 8). B. Cellular Concrete — Roof Topping Mixture* — concentrate mixed with water and Portland cement per manufacturers specifications. Min. thickness of 2-in. as measured to the top surface of the structural concrete or foamed plastic (Item 10A) when used. Cast dry density and 28— day min. compressive strength of 190 psi as determined with ASTM C495— 66. AERIX INDUSTRIES— Cast dry density of 37 (+ or -) 3.0 pcf. CELCORE INC— Type Celcore with cast dry density of 31 (+ or - 3.0) pcf or Type Celcore MF with cast dry density of 29 (+ or - 3.0) pcf. ELASTIZELL CORP OF AMERICA— Type II. Mix #1 of cast dry density 39 (+ or -) 3.0 pcf, Mix #2 of cast dry density 40 (+ or -) 3.0 pcf, Mix #3 of cast dry density 47 (+ or -) 3.0 pcf. C. Cellular Concrete-Roof Topping Mixture* — Concentrate mixed with water and Portland cement per manufacturers specifications.28-day min. compressive strength of 190 psi as determined with ASTM C495-66. SIPLAST INC— Mix No. 1 or 2. Cast dry density of 32+3 (Mix No. 1) or 36+3 (Mix No. 2) pcf. D. Perlite Concrete—6 cu ft. of Perlite Aggregate* to 94 lb of Portland Cement and 1-1/2 pt air entraining agent. Min. thickness 2 in. as measured to the top surface of structural concrete or foamed plastic (Item 10A) when it is used. See Perlite Aggregate (CFFX) in Fire Resistance Directory for names of manufacturers. E. Cellular Concrete — Roof Topping Mixture* — Foam Concentrate mixed with water, Portland Cement and UL Classified Vermiculite Aggregate per manufacturer's application instructions. Cast dry density of 33 (+ or -) 3.0 pcf and 28-day compressive strength of min 250 psi as determined in accordance with ASTM C495-86. AERIX INDUSTRIES— Mix No. 3. SIPLAST INC — Mix No. 3. F. Floor Topping Mixture* — (Optional, not shown) — Approx 4.5 gal of water to 41 lbs of NVS Premix floor topping mixture. Slurry coat 1/8 in. thickness beneath foamed plastic (Item 10) when used , 1 in. min topping thickness. SIPLAST INC Floor Topping Mixture may be covered with Built-Up or Single Membrane Roof Covering. 10. Foamed Plastic*—(optional — Not Shown) For use only with vermiculite (Item 9A) or cellular (Item 9C) concretes— Rigid polystyrene foamed plastic insulation having slots and/or holes sandwiched between vermiculite concrete slurry which is applied to the normal or lightweight concrete surface and vermiculite concrete topping (Item 9A). SIPLAST INC VERMICULITE PRODUCTS INC 10A. Foamed Plastic*— For use only with cellular concrete. Nominal 24 by 48 in. polystyrene foamed plastic insulation boards having a density of 1.0 + 0.1 pcf encapsulated within cellular concrete topping (Item 9B). Each insulation board shall contain six nominal 3 in. diameter holes oriented in two rows of three holes each with the holes spaced 12 in. OC, transversely and 16 in. OC longitudinally. See Foamed Plastic* (BRYX) category in Building Materials Directory or Foamed Plastic* (CCVW) category in Fire Resistance Directory for list of manufacturers. 11. Foamed Plastic*—(Optional, not shown). Polyisocyanurate roof insulation, applied over concrete floor with no restriction on insulation thickness. When polyisocyanurate insulation is used, the unrestrained beam rating shall be increased by a minimum of 1/2 hr. 12. Metal Lath—(Not Shown) — (Required with Z-146, Z-146T, Z146PC, Z-156, Z- 156T and Z-156PC, otherwise optional) - Metal lath may be used to facilitate the spray application of Spray-Applied Fire Resistive Materials on steel bar joist and trusses. The diamond mesh, 3/8 in. expanded steel lath, 1.7 to 3.4 lb per sq yd is secured to both sides of each steel joist with No. 18 SWG galv steel wire at joist web and bottom chord members spaced 15 in. OC max. When used, the metal lath is to be fully covered with Spray-Applied Fire Resistive. See Foamed Plastic (CCVW) category for list of manufacturers. * Indicates such products shall bear the UL or cUL Certification Mark for jurisdictions employing the UL or cUL Certification (such as Canada), respectively. Last Updated on 2018-07-23 Design/System/Construction/Assembly Usage Disclaimer • Authorities Having Jurisdiction should be consulted in all cases as to the particular requirements covering the installation and use of UL Certified products, equipment, system, devices, and materials. • Authorities Having Jurisdiction should be consulted before construction. • Fire resistance assemblies and products are developed by the design submitter and have been investigated by UL for compliance with applicable requirements. The published information cannot always address every construction nuance encountered in the field. • When field issues arise, it is recommended the first contact for assistance be the technical service staff provided by the product manufacturer noted for the design. Users of fire resistance assemblies are advised to consult the general Guide Information for each product category and each group of assemblies. The Guide Information includes specifics concerning alternate materials and alternate methods of construction. • Only products which bear UL's Mark are considered Certified. The appearance of a company's name or product in this database does not in itself assure that products so identified have been manufactured under UL's Follow-Up Service. Only those products bearing the UL Mark should be considered to be Certified and covered under UL's Follow-Up Service. Always look for the Mark on the product. 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Product Information Flexible F irestopSealant (CP 606) MIL Product description _... / 16: • An acrylic based firestop sealant that provides movement 40 ib capability in fire rated joints and sealsthrough-penetrations applications Product features • Silicone free • Halogen,asbestosand solvent free • Paintable • Tested up to 33%movementwith 500 cycles in accordanceto UL 2079 and ASTM 1966 • Smokeand fume resistant • Easy clean up with water Technical Data* CP 606 • Single componentsystemsavailable Chemical basis Acrylic based firestop sealant • Meets LEEDTmrequirementsfor indoor environmentalquality credit Color Available in red,white and gray 4.1 Low Emitting Materials,Sealants and Adhesives and 4.2 Paints Application temperature 40°F to 104°F(5°C to 40°C) and Coatings Skin-forming time Approx.15 min Areasof application Curing time Approx.3 m m/3 days • Sealing construction/expansion joints Average volume shrinkage 22.2% • Top-of-wall joints (ASTMC1241) • Metal pipes Movement capability Approx.10% • Cable bundles Temperature resistance -22°F to 176°F(-30°C to 80°C) • HVAC penetrations Surf ace burning characteristics Flam eSpread:10 (ASTM E 84-96) Sm okeDevelopm ent:0 F oruse with Sound transmissionclassification 56 • Various base m aterialssuch as m asonry,concrete,gypsum,etc. (ASTM E 90-99) (Relates to specific construction) • Wall and floor assem bliesrated up to 3 hours Tested in accordance with •UL 2079 •ASTM E 814 •ASTM E 1966 Examples •ASTM E 84 •UL 1479 •ASTM G21 • Wherea gypsum wall assem blym eetsthe underside of a metal or *At 73°F(23°C)and 50%relative humidity concrete deck • Sealing expansion joints to impede the passage of fire,smokeand - toxicfumes Foss R FILL,E IN ORCAVITY ENETMATERIAL I ®�O FOR USE INT P SYSTEMSAND 4. • Sealing around HVACpenetrationsthrough fire-rated assem blies FIRESTOP AND JOINT SYSTEMS C US SEE UL FIRE RESISTANCE DIRECTORY APPROVED 66Y7 Installation instructions for CP 606 Notice perm anentlym arkedwith an identification plate and Storage • Before handling,read Material Safety Data Sheet and fastened in a visible position next to the seal. • Store only in the original packaging in a location product labelforsafeusage and health information. Not for use protectedfrom m oistureat a temperature of 40°F to • Instructions below are general guidelines—always77°F(5°C to 25°C) • On areas im m ersedn water refer to the applicable drawing in the UL Fire • Observeexpirationdate on package ResistanceDirectory or Hilti FirestopSystem sGuide for com pf backing m onat informecon • The use of backing m aterialis recom m endedto )�� control the sealant depth and help ensure assem bly F I Z - seal is com plete 5 n <iii Opening m dr 1. Clean the opening. Surfacesto which CP 606 will be applied should be cleaned of loose debris,dirt, I.Clean opening 2.Insert backing 3.Apply CP 606 4.Sm ooth CP 606 5.Fasten identification oil,wax and grease.The surfaceshould be moisture m ateriabom pressed plate(if required) and frostfree. per UL System Application of firestop 2. Insert fill of m ineralwool or backer(as required). F / 3. Apply firestop over backer. C.) C '"Iii 0 4. Sm oothfirestop sealant with a trowel beforethe skin a l,, ��� �� form s.Once cured,CP 606 can only be removed I). mechanically. 5. For m aintenancereasons,a penetrationseal can be 1.Clean opening 2.Insert backing 3.Apply CP 606 4.Sm ooth CP 606 5.Fasten identification m aterial plate Of required) Hilti. Outperform. Outlast. Hilti,Inc.(U.S.)1-800-879-8000•www.us.hilti.com•en espanol1-800-879-5000 •Hilti Firestop System sGuide Generatedliance by REScheckCertificate-Web Software Comp Project 1012 Eagles Nest Circle Energy Code: 2015 IECC Location: Vail, Colorado Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 9,500 ft2 Glazing Area 32% Climate Zone: 6 (9248 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 1012 Eagles Nest Circle Mike Suman Vail, CO 81657 Suman Architects 141 East Meadow Drive,Suite 211 Vail, CO 81657 michael@sumanarchitects.com Compliance:Passes using UA trade-off Compliance: 4.0%Better Than Code Maximum UA: 2041 Your UA: 1959 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Area Cavity Cont. Assembly or R-Value R-Value U-Factor UA Perimeter Ceiling: Flat Ceiling or Scissor Truss 3,867 61.2 18.0 0.016 62 Wall: Wood Frame, 16" o.c. 10,881 29.8 0.0 0.049 347 Door:Solid Door(under 50% glazing) 66 0.350 23 Garage Door:Solid Door(under 50% glazing) 288 0.300 86 Door:Glass Door(over 50% glazing) 550 0.350 193 Window: Wood Frame 2,901 0.300 870 Floor:Slab-On-Grade (Heated) 438 10.0 0.684 300 Insulation depth: 4.0' Basement: Solid Concrete or Masonry 2,352 13.0 10.0 0.033 78 Wall height: 9.6' Depth below grade: 9.6' Insulation depth: 9.6' Project Title: 1012 Eagles Nest Circle Report date: 09/13/18 Data filename: Page 1 of 2 Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Name -Title Signature Date Project Title: 1012 Eagles Nest Circle Report date: 09/13/18 Data filename: Page 2 of 2 H-P-�KU MAR5020 County Road 154 Glenwood Springs, CO 81601 Geotechnical Engineering I Engineering Geology Phone: (970)945-7988 Materials Testing I Environmental Fax: (970)945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Denver(HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED DUPLEX RESIDENCE LOT 2,BLOCK 6, FILING 7,VAIL VILLAGE 1012 EAGLES NEST CIRCLE VAIL, COLORADO PROJECT NO. 18-7-433 AUGUST 7,2018 PREPARED FOR: SOLARIS REDEVELOPMENT CORPORATION ATTN: BRIAN REDINGER 141 EAST MEADOW DRIVE, SUITE 211 VAIL, COLORADO 81657 (brian @ solarisvail.com) TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 1 - FIELD EXPLORATION - 2 - SUBSURFACE CONDITIONS - 2 - FOUNDATION BEARING CONDITIONS - 3 - DESIGN RECOMMENDATIONS - 3 - FOUNDATIONS - 3 - FOUNDATION AND RETAINING WALLS - 4 - FLOOR SLABS - 6 - UNDERDRAIN SYSTEM - 6 - SURFACE DRAINAGE - 7 - LIMITATIONS - 7 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL-CONSOLIDATION TEST RESULTS FIGURE 5 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS H-P-MWMAR Project No. 18-7-433 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed duplex residence to be located on Lot 2, Block 6, Filing 7, Vail Village, 1012 Eagles Nest Circle, Vail, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Solaris Development Corporation dated June 22, 2018. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION An existing single family residence on the lot will be removed and a new duplex residence constructed. The proposed duplex will be a one and two story structure over walkout basement levels located on the lot as shown on Figure 1. Ground floors will be slab-on-grade. Grading for the structure is assumed to be relatively minor with cut depths between about 3 to 8 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The lot is developed with a two story residence and attached garage. The terrain is strongly sloping down to the west and southeast from a high point near the Eagles Nest Circle cul-de-sac. H-P*KUMAR Project No. 18-7-433 - 2 - Slope grades are from about 5 to 8%. Elevation difference across the assumed building footprint is about 8 feet and across the lot is about 10 feet. Vegetation consists of aspen and conifers, lawn and landscape beds. FIELD EXPLORATION The field exploration for the project was conducted on June 28, 2018. Two exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. Access across the site was somewhat limited due to the existing development. The borings were advanced with 4 inch diameter continuous flight augers powered by a truck-mounted CME 45B drill rig. The borings were logged by a representative of H-P/Kumar. Samples of the subsoils were taken with a 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D- 1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils encountered,below about 6 inches of topsoil in Boring 1 and 4 inches of asphalt and 8 inches of road base in Boring 2, consisted of medium dense clayey sand and gravel with cobbles that extended down to a depth of 17 feet at Boring 1 and were underlain by dense, silty sandy gravel and cobbles, and to a depth of 8 feet in Boring 2 where underlain by medium dense silty sand with gravel and scattered cobbles underlain at 15 feet depth by relatively dense silty sandy gravel and cobbles. The subsoils likely contain scattered boulders. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, and gradation analyses. Results of swell-consolidation testing performed on a relatively undisturbed drive sample of the clayey sand and gravel soils, presented on Figure 4, H-PMKUMAR Project No. 18-7-433 - 3 - indicate moderate compressibility under conditions of loading and wetting with a moderate hydro-compression potential. The sample was likely disturbed due to the rock content. Results of gradation analyses performed on small diameter drive samples (minus 11 inch fraction) of the granular subsoils are shown on Figure 5. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The granular soils at the site possess typically moderate bearing capacity and a relatively low settlement potential. At assumed excavation depths the subgrade may transition from clayey sand and gravel with cobbles to silty sand with gravel. Spread footings bearing on these materials should be feasible for foundation support of the building with some risk of movement. The risk of movement is due to the assumed variable bearing conditions. We should review the need for a removal of a depth (typically 3 feet) of the silty sand with gravel soils with compacted structural fill consisting of the more coarse granular soils as structural fill below the footings to reduce the risk of differential settlement. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural granular soils and/or properly placed and compacted structural fill. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils and/or compacted structural fill should be designed for an allowable bearing pressure of 2,500 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 to 11/inches depending on the bearing conditions and foundation loadings. H-PWLIMAR Project No. 18-7-433 -4 - 2) The footings should have a minimum width of 18 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be well reinforced top and bottom to span local anomalies and better withstand some differential settlement such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) Topsoil, existing fill, debris and any loose disturbed soils should be removed and the footing bearing level extended down to the firm natural granular soils. The exposed soils in footing area should then be moistened and compacted. Any structural fill below footing areas should be compacted to at least 98% standard Proctor density at a moisture content near optimum. 6) A representative of the geotechnical engineer should observe all footing excavations and test the exposed subsoils prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 50 pcf for backfill consisting of the on-site granular soils. Cantilevered retaining structures which are separate from the duplex and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site granular soils. The backfill should not contain debris, topsoil or oversized (plus 6 inch) rocks. H-P-WUMAR Project No. 18-7-433 - 5 - All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. Use of a select granular material as backfill and increasing compaction to 98% standard Proctor density could be done to reduce the settlement potential. We recommend on-site granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures. Subsurface drainage recommendations are discussed in more detail in the "Underdrain System" section of this report. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.50. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be a granular well graded material compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. H-PKUMAR Project No. 18-7-433 - 6 - FLOOR SLABS The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab-on-grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free- draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on- site granular soils devoid of debris, topsoil and oversized (plus 6 inch) rocks. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below-grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free-draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. If PVC drain pipe is used (which we recommend) a minimum slope of 1/2% can be used. Free-draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/feet deep and covered by filter fabric such as Mirafi 140N. H-P*KUMAR Project No. 18-7-433 - 7 - SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the duplex residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free-draining wall backfill should be capped with filter fabric and about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from foundation walls. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in H-P-KUMAR Project No. 18-7-433 - 8 - the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, H-Pt KIJMAR PrIA1V- James H. Parsons, E.I. Reviewed by: 100 Reel; � `� ••.• •I. • / • p . ►' $ '-216 David A. Young, P. .c�''.• : �l�-14s.•• �tti; JHP/kac �4' ON Ler,` cc: OCD Design Management—Cody O'Kelly (cody@ocddesignmanagement.com) Project No. 18-7-433 Mu III.M.12.3 NV•;U„�xr;r Foo L__7/ - - -' - - .. 588'S6'11-E-156.30' "s [`^tr'''u \ �+ti 'Iiia _ r.xixl rl{n1_ __ a-• -- • OT 3 s ▪ —te r x0m.ice \nxr FOUND NAIL '/ r! 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V' ,F.e.,. /' •="• ''''.�'✓N65p006 U.':�,Aij./' i Lor 4 au~ 47/ /r� `~ v ..{,\'__ ..,,,,./d6.., of / j/ C6 7 .i a '', , '</4 na r .:,7,..) a r. -_ q LI •:7;::;;;-•,i-3'7,,,-;'4,•::-,, ". •-%. w ';&-. �IlI i \ :�.\ FOUND p MAR r�� O- ? \: >,, 'd, 5.1./i� % uR 'cwni -r ;� .I 4, ,.A\i, '1.�p1 •Yom' 5.2-5307-F��' / \ . E' \°•;BORING 1 oyr , `•%4..s f� `r', 4b \/4 r (Pc"' 'NRERR T 1 •, n / F `\ e 'V LF,W�NG C -�% J\ �fi. to- .Q,. �� �/.e."f- ' ,, __ F. ON CORNER\ o m. ` � .o•/ '�� � .. Z P.°' •,,. A. .....,.%.,...,f °7�r � il/�/„'��\2'..., +.. v°0'.xr R\�,, ua 41:.,<-'` FOUND D N Fauna)04 ROAR S` \ fAON CORNER \r. `. /,! .S., - / /aw _�1Y•! / ` 'j',;,s\```- ,\ n,, Y ��� LOT 2 1012 EAGLES \ , \\�� ;;o �/,%/ R,a' ` /l NEST CIRCLE \ �\ `�`� / (EXISTING RESIDENCE /b 'ff �� r • `;` \% :" I�- ',;a,. ` / TO BE REMOVED) `' oP�ss c„ >b .-1 1, .r," '- i \ l FOUND Fs ��� 5.14•'-'-'''..:-c 1-=�1p"� / REBM sFra a-na°n° a, ( ..------- ...------ .------- -------- ` p5 f f e0 Si / ----......./ S3 25 0 25 50 APPROXIMATE SCALE—FEET 18-7-433 H-P=%Kl1MAR LOCATION OF EXPLORATORY BORINGS Fig. 1 BORING 1 BORING 2 EL. 8237.7' EL. 8235' 0 // (Ry °4 0 0 - / 64/12 / / - - /- WC=5.5 /1 27/12 /s- DD=119 0 / �! - / / 5 /4 34/12 /07 22/12 5 / / -200=12 - /o / _ ° /o / /. / 10 ° / /1 32/12 /1 34/12 10 /'" WC=6.1 -i;- 1-- L.,.- L,.._ ° '' +4=21 _u_ z_ // -200=26 / I w ° ,� o- / _w 15 / o r,.' 36/12 ( ' 35/12- 15 / ° o WC=5.2 +4=39 /o _ +! -200=6 20 X 20 Al 59/12 _ 7.1 50/4 25 25 18-7-433 H-P%KUMAR LOGS OF EXPLORATORY BORINGS Fig. 2 LEGEND (4) ASPHALT; THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. (8) oo BASECOURSE; THICKNESS IN INCHES SHOWN IN PARENTHESES TO LEFT OF THE LOG. 4 TOPSOIL; ORGANIC SANDY CLAY AND SILT, FIRM, MOIST, DARK BROWN. y SAND AND GRAVEL (SC-GC); WITH COBBLES AND PROBABLE BOULDERS, CLAYEY, MEDIUM DENSE ° o TO DENSE, SLIGHTLY MOIST TO MOIST, MIXED BROWN. SAND (SM-SP); SILTY, SCATTERED GRAVEL, MEDIUM DENSE, MOIST, RED BROWN. /e GRAVEL AND COBBLES (GM-GP); WITH BOULDERS, SANDY, SLIGHTLY SILTY TO SILTY, DENSE, ° , MOIST, MIXED BROWN. RELATIVELY UNDISTURBED DRIVE SAMPLE; 2-INCH I.D. CALIFORNIA LINER SAMPLE. DRIVE SAMPLE; STANDARD PENETRATION TEST (SPT), 1 3/8 INCH I.D. SPLIT SPOON SAMPLE, ASTM D-1586. 64/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 64 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE THE CALIFORNIA OR SPT SAMPLER 12 INCHES. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON JUNE 28, 2018 WITH A 4-INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS OF THE EXPLORATORY BORINGS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY BORINGS WERE MEASURED BY INSTRUMENT LEVEL AND REFER TO BORING 1. 4. THE EXPLORATORY BORING LOCATIONS AND ELEVATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. FLUCTUATIONS IN GROUNDWATER LEVEL MAY OCCUR WITH TIME. 7. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); +4 = PERCENTAGE RETAINED ON NO. 4 SIEVE (ASTM D 422); -200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140). 18-7-433 H-PtiKUMAR LEGEND AND NOTES Fig. 3 SAMPLE OF: Clayey Sand and Gravel FROM: Boring 1 0 2.5' WC = 5.5 %, DD = 119 pcf 1 0 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE _1 DUE TO WETTING J —2 W \\)-3 O ▪ —4 O O C..) _5 —6 These teat results apply only to the samples tested.The testing report shall not be reproduced,except in full.without the written approval at Kumar and Associates,Inc.Swell conaolidotion testing performed in aaaordan<e with ASTM D-4546. •1 1.0 APPLIED PRESSURE - KSF 10 100 18-7-433 H-PkKUMAR SWELL-CONSOLIDATION TEST RESULTS Fig. 4 HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 MRS 7 HRS 100 45 MIN 15 MIN 6OMIN 19MIN 4MIN 1MIN /200_(1.0 /50 7,0 030 J1,1__/10 15 14 3/6+ 4" I 1 2"3" S"6' 6"0 so r — I' 60 - - —_ — L— 20 --1--- - 7o - l — I so e0 i i -1- 40 0 50 60 W 1 1 1 I I 20 — 1 I 1_ go - 1t - I— —_1 I 1-- 0' _1 IJJ 0 — I 1 l I 1 1 I _ 1_.6 1 1 11_ 1—I 1 ..5 "9_I-1 r1 7 .n 2 10o .001 .002 .005 .009 .019 .037 .075 .150 .300 i .600 1.18 2.36 4.75 9.5 19 38.1 76.2 127 200 .425 2.0 152 I DIAMETER OF PARTICLES IN MILLIMETERS SAND GRAVEL CLAY TO SILT COBBLES FINE MEDIUM COARSE FINE COARSE GRAVEL 21 X SAND 53 X SILT AND CLAY 26 % SAMPLE OF: Clayey Silty Sand with Gravel FROM: Boring 1 0 10' HYDROMETER ANALYSIS SIEVE ANALYSIS TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 24 MRS 7 MRS a0 —._.----. 00 50�O 30 //6 r ( 2" 3" 5+6• 8.0 ,00 { MIN 1S MIN 6OMIN 19M IN 4MIN 1MIN 1200 11 1—/ 81016 4 3178" 3 4" 1 1+ I 1 I . . ]—_.... 1 10 60 !III -1 __ -.. - - _ _�. _ 1- _ t I 20 I _I 70 ---- _—t_ - — .� _—L---_ - I - — - - .— 30 so F. 5a -- - - I i --- 1- I 50 wI I I - i 60 k - I ft1 so I - - - _i .- 70• 20 — — I =_ __,a I I I __i_ _ 90 0 I I 1_1_1 I I LI _lel i1 I I I 111 _-5 u_u 1-1.11 - I I n I I 1 _ 100 .001 .002 .005 .009 .019 .037 .075 .150 .300 .600 1.18 2.36 4.75 9.5 19 38.1 76.2 127 200 .425 2.0 IDIAMETER OF PARTICLES IN MILLIMETERS 152 I CLAY TO SILT SAND GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES GRAVEL 39 X SAND 55 X SILT AND CLAY 6 X SAMPLE OF: Slightly Silty Sand and Gravel FROM: Boring 2 0 15' These test results apply only to the samples which were tested. The testing report shall not be reproduced, except In full, without the written approval of Kumar & Associates, Inc. Sieve analysis testing is performed In accordance with ASTM D422, ASTM C136 and/or ASTM D1140. 18-7-433 H-P=1,KUMAR GRADATION TEST RESULTS Fig. 5 m m N- > > > "v th cd Cl w C7 C7 C7 v o -o - z . . . cn 0rt, JC �". C ._, y En O C4 C./ C% Q. Cl Cl GU ct> U U U cit C7 ID w>_ 2 zcn1- paw a Z0co J 2U w Fes- W CC 5 QO o < I- W ccw 2 ,_ } co W2 F- 0 a .J H r' Q LUC4 F-0o Imo= J Q zzow 0 CO co H J wadzN Vj ~, CL U } Z o cr, cn CC DE Q E a CC J 1-a w a ZZ O Q W Z — 2F=- I- e N --� r N 1- Z -- *f tr.; zg0 Z 2 O a $ p Lr, 17- wV a o (-1 U 0 Ili J 0 a z 2 2 N 0 0 JOB /0/2. C z...j ,A./&3T L4PL. CONCEPT MECHANICAL, INC. /' i PLUMBING • HEATING • SYSTEM DESIGN SHEET NO. /�-� OF 9--/9-- P.O. { , Box 1165 Avon, Colorado 81620 CALCULATED BY / '/ DATE `/fir Phone: (970) 949-0200 CHECKED BY(��i DATE / SCALE te7/Vi� Pc Glom e _ 15FA . ...... .... . ... ...., 67, amu- .... 03,,_.4` # k_ .. -. . 1/ rA if t I if ... .......... ..... .... .... 2.12-1/ ii. 1)4" —. l 'tT- ..... 4,19 .. ., ij ... .......... . .. ....... .., „L.-cep_ DF-iew 131 r-:;_i tc `-.-t..,_' . z . .......... ........... /05 e900 t3tu 1,1,ems ev►t. ........ pg..f k-/ - o t - (-4s.... f 111. - sC ' .......6..'i- . .......................... ._ -re21-oA 909, ... 1U r. ...... ............ ......... 1c- - - u,,i. -r- v ...... ............. _ . .M7 Q N.. LZ I ..P 2 R-6......u9 r Ti-I-....0,s`tid-c. fi t2 L Tei n�.t- ... PRODUCT 204-,(Single Sheets:2054(Padded) JOB/0/ c-i =•Alesi- DL7PLX, CONCEPT MECHANICAL, INC. SHEET NO / OF f PLUMBING • HEATING • SYSTEM DESIGN �� �C� _�� P.O. Box 1165 Avon, Colorado 81620 CALCULATED BY DATE Phone: (970) 949-0200 CHECKED BY DATE SCALE M:94Al2 L t Li V E Pk( j ........ ; war 0.f- 1# itly.„944' rn. s'.---F-11 : : 7-4 72_, ,, u I Li . : ...e..- - t..._ ....___,. yr . ' • :' I ALI/ i I , I lb. 21 oft.:; _i_00/ 114- . ! /ic L 2at ii.17-102, iri 566z/qDpf-RtY ?.1.Pjni f ciperikric LO,o�D 1, 0 I Li, &ae, feu-rit . eon' v? ©m Lou)_ .12 v ...I c!,5/11,06 vpzr. c ... .....Ft..Pt __.......... ............. .. . .. . .......... . .... . .. PPM ItT MI IClnnln ChnolclX115.1 IPadHnrll Tripped Electric Inc Load calculation: 1012 Eagles Nest Vail, CO 220.82B 1/B 2/B3 82,849va 1st 10kVa=10,000va remaining @40%=29,140va Total=39,140 220.82C1 Heat with heat tape larger than A/C=13,020va Totals 39,140va+13,020va=52,160va 52,160va/240v=217amp 52,160va/208v=250amp Wire size 310.16 240v:250MCM al 3/0awg cu 208v:300MCM al 250MCM cu