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PGA West - Coral Mountain TR 34243 BCPR2021-0005!� ylProject Details PROJECT NUMBER City of La Quintal BCPR2021-0005 -- Description: CORAL MOUNTAIN / PLAN Z TRACT CONSTRUCTION PLANS Status: APPROVED Type: BUILDING CONSTRUCTION PLAN REVIEW (WEB) Status Date: Subtype: TRACT RESIDENTIAL Applied: 3/29/2021 Address: 80750 AVENUE 58 Approved: 7/20/2021 City, State, Zip: LA QUINTA,CA92253 Closed: Project Manager: Expired: Details: CORAL MOUNTAIN (TR 34243) / PLAN Z TRACT CONSTRUCTION MASTER PLANS FOR THE 2019 CODE CYCLE (SFD x 1). 2,708SF SINGLE FAMILY DWELLING - [VB/RES- 3/CLASS A-FR/13D] 2019 CALIFORNIA BUILDING CODES. INSPECTIONS CONDITIONS )EN TED A 1 9 • •• • • CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES 1ST PC COMPLETE/READY JAKE FUSON 5/6/2021 5/6/2021 NOTIFIED APPLICANT OF 1ST REVIEW COMMENTS, SENT FOR PICK UP CORRECTION LIST VIA EMAIL. 2ND PC SUBMITTAL JAKE FUSON 6/1/2021 6/1/2021 RECEIVED EMAIL JAKE FUSON 6/15/2021 6/15/2021 NOTIFIED APPLICANT OF 2ND REVIEW COMMENTS, SENT CORRECTION LIST VIA EMAIL. 3RD PC SUBMITTAL JAKE FUSON 7/2/2021 7/2/2021 RECEIVED EMAIL JAKE FUSON 7/20/2021 7/20/2021 NOTIFIED APPLICANT THAT PLANS ARE APPROVED AND FEE IS READY FOR PAYMENT. Printed: Wednesday, December 20, 2023 10:58:17 AM 1 of 7 CENTRALSQUARE !� ylProject Details PROJECT NUMBER City of La Quinta BCPR2021-0005 NAME TYPE NAME ADDRESSI CITY STATE ZIP PHONE FAX EMAIL APPLICANT AV Construction LLC PO Box 13920 Palm Desert CA 92255 (760)200-6607 rjones@altaverdebuild ers.com ARCHITECT PVG ARCHITECTS 44530 SAN PABLO AVE PALM DESERT CA 92260 (760)200-6607 tatianab@pvgarchitect STE 200 s.com DEVELOPER AV Construction LLC PO Box 13920 Palm Desert CA 92255 (760)200-6607 rjones@altaverdebuild ers.com ENGINEER Option One Consulting Engineers San Pablo Ave, 200 Costa Mesa CA 92626 (760)200-6607 garym@option-1.com OWNER AV CONSTRUCTION PO BOX 13290 PALM DESERT CA 92255 (760)200-6607 PRIMARY Tatiana Barbuzza San Pablo Ave, 200 Palm Desert CA 92260 (760)200-6607 tatianab@pvgarchitect CONTACT s.com 7 CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY HOURLY CHARGE -CITY 101-0000-42600 4 $644.00 $644.00 7/22/21 R66180 1667 CHECK ABTA VERDE AMA BUILDING STAFF BUILDERS HOURLY CHARGE - INTERWEST 101-0000-42600 2 $250.00 $250.00 7/22/21 R66180 1667 CHECK ALTA VERDE AMA STRUCTURAL PLAN BUILDERS REVIEW HOURLY CHARGE - INTERWEST 101-0000-42600 4.5 $562.50 $562.50 7/22/21 R66180 1667 CHECK ALTA VERDE AMA STRUCTURAL PLAN BUILDERS REVIEW Total Paid for BUILDING STAFF - PER HOUR: $1,456.50 $1,456.50 FIRE STAFF - PER HOUR 101-0000-42420 0.5 $80.50 $80.50 7/22/21 R66180 1667 CHECK ALTA VERDE AMA BUILDERS Total Paid for FIRE FEES: $80.50 $80.50 Printed: Wednesday, December 20, 2023 10:58:17 AM 2 of 7 CENTRALSQUARE GI C,i Project Details PROJECT NUMBER City of La Quinta BCPR2021-0005 CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY RECORDS MANAGEMENT FEE - 101-0000-42416 0 $21.00 $21.00 7/22/21 R66180 1667 CHECK ALTA VERDE AMA BUILDERS MAJOR Total Paid for RECORDS MANAGEMENT FEE - MAJOR: $21.00 $21.00 TECHNOLOGY 502-0000-43611 0 $5.00 $5.00 7/22/21 R66180 1667 CHECK ALTA VERDE AMA ENHANCEMENT FEE BUILDERS Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 $5.00 NEW CONSTRUCTION - 101-0000-42400 0 $644.00 $644.00 7/22/21 R66180 1667 CHECK ALTA VERDE AMA 5+ RESIDENTIAL UNITS BUILDERS Total Paid for ZONING CLEARANCE - PLANNING PLAN $644.00 $644.00 CHECK: • 00 00 INSPECTION TYPE INSPECTOR SCHEDULED DATE COMPLETED DATE RESULT REMARKS NOTES RETURNED REVIEW TYPE REVIEWER SENT DATE DUE DATE STATUS REMARKS NOTES DATE 1ST BLDG INTERWEST 3/29/2021 4/12/2021 4/13/2021 REVISIONS REQUIRED COMPLETE (2WK) 1ST BLDG NS (3WK) JAKE FUSON 3/29/2021 4/19/2021 5/5/2021 REVISIONS REQUIRED SEE 1ST REVIEW COMPLETE CORRECTION LIST. 1ST FIRE (2WK) KOHL 3/29/2021 4/12/2021 4/13/2021 APPROVED HETRICK 1ST PERMIT PERMIT TECH 3/29/2021 3/30/2021 3/30/2021 COMPLETE TECHNICIAN (1DAY) BUCKET Printed: Wednesday, December 20, 2023 10:58:17 AM 3 of 7 CENTRALSQUARE !� ylProject Details PROJECT NUMBER City of La Quinta BCPR2021-0005 1. SUBMIT AN AT RISK LETTER FOR THE BUILDING PERMIT PLANS. THIS PROJECT IS CURRENTLY BEING REVIEWED THROUGH A MODIFICATION BY 1ST PLANNING SUIFREDO 3/29/2021 4/12/2021 4/12/2021 REVISIONS REQUIRED APPLICANT. (2WK) FERNANDEZ 2. MECHANICAL EQUIPMENT SHALL HAVE A 5 FOOT SETBACK BETWEEN THE PROPERTY LINE AND THE AC UNITS. APPROVED PRECISE GRADING PLANS AND PAD 1ST PUBLIC WORKS AMY YU 3/29/2021 4/12/2021 3/31/2021 APPROVED- ELEVATION CERTIFICATE ARE REQUIRED PRIOR TO (2WK) CONDITIONS ISSUING BUILDING PERMITS 2ND BLDG (1WK) JAKE FUSON 6/1/2021 6/8/2021 6/15/2021 REVISIONS REQUIRED SEE 2ND REVIEW CORRECTION LIST. 2ND BLDG INTERWEST 6/1/2021 6/8/2021 6/14/2021 APPROVED COMPLETE (2WK) 2ND PLANNING SIJIFREDO 6/1/2021 6/8/2021 6/2/2021 READY FOR APPROVAL (1WK) FERNANDEZ 3RD BLDG (1WK) JAKE FUSON 7/2/2021 7/9/2021 7/20/2021 APPROVED Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED 1ST SUBMITTAL - CORAL DOC 3/29/2021 EtrakitContractor 1st SUBMITTAL - FULL MOUNTAIN Z 1 SET MODEL.pdf 1ST SUBMITTAL - CORAL DOC 3/29/2021 EtrakitContractor 1st SUBMITTAL MOUNTAIN Z PLAN - 1 STRUCTURAL CALCS STRUCTURAL CALCS.pdf 1ST SUBMITTAL - CORAL DOC 3/29/2021 EtrakitContractor 1st SUBMITTAL - TITLE MOUNTAIN Z PLAN 1 24 TITLE 24.pdf 2ND SUBMITTAL - 2ND SUBMITTAL - DOC 5/27/2021 EtrakitContractor APPROVED MBA (FOR CORAL MOUNTAIN Z 1 PLAN - APPROVAL REFERENCE ONLY) LETTER.pdf Printed: Wednesday, December 20, 2023 10:58:17 AM 4 of 7 CENTRALSQUARE !� ylProject Details PROJECT NUMBER City of La Quinta BCPR2021-0005 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED 2ND SUBMITTAL - DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - PLAN CORAL MOUNTAIN Z 1 SET PLAN -FULL SET.pdf 2ND SUBMITTAL - DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - CORAL MOUNTAIN Z 1 COMMENT RESPONSES PLAN - RESPONSE.pdf 2ND SUBMITTAL - DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - CORAL MOUNTAIN Z 1 GEOTECHNICAL REPORT PLAN - GEOTECH REPORT.pdf 2ND SUBMITTAL - DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - CORAL MOUNTAIN Z 1 ENERGY REPORT PLAN - TITLE 24.pdf DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - Plan Z - Truss Book 1 TRUSS LAYOUT 1of2.pdf DOC 5/27/2021 EtrakitContractor 2ND SUBMITTAL - Plan Z - Truss Book 1 TRUSS CALCULATIONS 2of2.PDF 3RD SUBMITTAL - 3RD SUBMITTAL - DOC 7/2/2021 EtrakitContractor CORAL MOUNTAIN Z CORAL MOUNTAIN Z 1 PLAN - RESPONSE PLAN - RESPONSE.pdf 3RD SUBMITTAL - 3RD SUBMITTAL - DOC 7/2/2021 EtrakitContractor CORAL MOUNTAIN Z CORAL MOUNTAIN Z 1 PLAN - TITLE 24 PLAN - TITLE 24.pdf ESR-1962_ThermalStar- DOC 7/2/2021 EtrakitContractor ICC Report ESR 1962 1 TG.pdf ESR- DOC 7/2/2021 EtrakitContractor ICC Report ESR 1194 1194_Omega_Diamond 1 Wall.pdf DOC 7/2/2021 EtrakitContractor ICC Report ESR 3174 ESR-3174_Hunter 1 Panels.pdf Printed: Wednesday, December 20, 2023 10:58:17 AM 5 of 7 CENTRALSQUARE !� ylProject Details PROJECT NUMBER City of La Quinta BCPR2021-0005 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED 3RD SUBMITTAL - 3RD SUBMITTAL - DOC 7/15/2021 EtrakitContractor CORAL MOUNTAIN Z CORAL MOUNTAIN Z 1 PLAN - FULL SET PLAN -FULL SET_2.pdf 3RD SUBMITTAL - 3RD SUBMITTAL - DOC 7/22/2021 EtrakitContractor CORAL MOUNTAIN Z CORAL MOUNTAIN Z 1 PLAN - TITLE 24 PLAN - TITLE 24_1.pdf DOC 4/13/2021 INTERWEST 1ST REVIEW INTERWEST La Quinta - LAQ21-0020- 0 INVOICE 68132.pdf RES La Quinta- DOC 4/13/2021 INTERWEST 1ST REVIEW INTERWEST BCPR2021-0005-PC1- 0 COMMENTS Tract Development.docx DOC 6/14/2021 INTERWEST 2ND REVIEW La Quinta - LAQ21-0020 0 INTERWEST INVOICE 69615.pdf 2ND REVIEW La Quinta-BCPR2021- DOC 6/14/2021 INTERWEST INTERWEST 0005-PCF-Tract 0 TRANSMITTAL Develpment.docx BRES2021-0005 - 1ST DOC 5/6/2021 JAKE FUSON 1ST REVIEW COMPLETE REVIEW COMPLETE 1 CORRECTION LIST CORRECTION LIST.pdf BCPR2021-0005 - 2ND DOC 6/15/2021 JAKE FUSON 2ND REVIEW REVIEW CORRECTION 1 CORRECTION LIST LIST.pdf BCPR2021-0005 - DOC 7/20/2021 JAKE FUSON APPROVED APPROVED 1 GEOTECHNICAL REPORT GEOTECHNICAL REPORT.pdf BCPR2021-0005- APPROVED DOC 7/20/2021 JAKE FUSON STRUCTURAL APPROVED 1 STRUCTURAL CALCULATIONS CALCULATIONS.pdf Printed: Wednesday, December 20, 2023 10:58:17 AM 6 of 7 CENTRALSQUARE !� ylProject Details PROJECT NUMBER City of La Quinta BCPR2021-0005 Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED BCPR2021-0005 - DOC 7/20/2021 JAKE FUSON APPROVED TRUSS APPROVED TRUSS 1 CALCULATIONS CALCULATIONS.pdf BCPR2021-0005- APPROVED DOC 7/21/2021 JAKE FUSON GEOTECHNICAL REVIEW APPROVED 1 GEOTECHNICAL REVIEW LETTER LETTER.pdf BCPR2021-0005 - DOC 7/21/2021 JAKE FUSON APPROVED PLAN SET APPROVED PLAN 1 SET1.pdf DOC 10/7/2021 JAKE FUSON PLAN Z TAKEOFF SHEET BCPR2021-0005 - PLAN 0 (UPDATED) Z TAKEOFF SHEET.pdf Printed: Wednesday, December 20, 2023 10:58:17 AM 7 of 7 a CENTRALSQUARE ICC-ES Evaluation Report ESR-1194 www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 09 00 00—FINISHES Section: 09 24 00—Portland Cement Plastering REPORT HOLDER: OMEGA PRODUCTS INTERNATIONAL, INC. EVALUATION SUBJECT: OMEGA DIAMOND WALL AND DIAMOND WALL PM INSULATING EXTERIOR STUCCO SYSTEMS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2018, 2015, 2012 and 2009 International Building Code° (IBC) ■ 2018, 2015, 2012 and 2009 International Residential Code° (I RC) ■ 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Properties evaluated: ■ Structural ■ Durability ■ Fire -resistance -rated construction ■ Types I through IV (noncombustible) construction 2.0 USES The Omega Diamond Wall Insulating Exterior Stucco Systems (Diamond Wall and Diamond Wall PM) are cementitious wall covering systems installed on exterior walls of wood or steel frame, concrete or concrete masonry construction. The systems are alternatives to the exterior wall coverings specified in IBC Chapter 25, and IRC Section R703. The systems are recognized for use in Types I, ll, III, IV, and V construction. When used to construct one -hour fire -resistance -rated wall assemblies, installation must be as described in Section 4.4. When used on walls required to be Type I, II, III, or IV construction, installation must be as described in Section 4.5. Under the 2018, 2015 and 2012 IBC, for Reissued November 2020 This report is subject to renewal November 2021. A Subsidiary of the International Code Council° exteriorwalls on buildings of Type I, II, III, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as indicated in 2018, 2015 and 2012 IBC Section 1403.5, except as permitted under Exception 2 of 2018 IBC Section 1402.5 (2015 IBC Section 1403.5). 3.0 DESCRIPTION 3.1 General: The Omega Diamond Wall and Diamond Wall PM insulating exterior stucco systems are proprietary mixtures of portland cement, sand, fibers, water and proprietary ingredients reinforced with wire fabric or metal lath, and applied to substrates of expanded polystyrene (EPS), extruded polystyrene (XPS) and polyisocya n u rate foam plastic insulation boards, Fome-Cor Board, concrete or concrete masonry, wood structural panels, fiberboard, and gypsum sheathing. The systems may be installed on exterior walls of wood -framed, steel -framed, concrete or concrete masonry construction. 3.2 Materials: 3.2.1 Diamond Wall Stucco: The stucco is a factory - prepared mixture of Type I or II Portland cement complying with ASTM C150, chopped glass fibers and proprietary additives. The mixture is packaged in 80-pound (36 kg) bags. Approximately 41/2 to 7 gallons (17 to 26.5 L) of water and between 160 to 240 pounds (72 to 109 kg) of sand are added to each bag in the field, and mixing is done in accordance with the manufacturer's recommendations. As an alternative, the Diamond Wall PM system allows for the substitution of up to one-half the amount of water with equal parts of the Omega Diamond Wall PM Admix, a liquid admixture composed of acrylic polymers and modifiers. The PM Admix is packaged in 31/2-gallon (13.25 L) pails. The admixture has a shelf life of approximately two years when protected from extreme sunlight and freezing for extended periods. Storage temperatures must be between 40°F and 110°F (4°C and 39°C). The Diamond Wall PM system requires the inspections specified in Section 4.6.1. 3.2.2 Sand: Sand must be clean and free from deleterious amounts of loam, clay, silt, soluble salts and organic matter. Sampling and testing must comply with ASTM C144 or C897. Sand must be graded in accordance with ASTM C144 or C897 or within the following limits: ICGES 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 R to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2020 ICC Evaluation Service, LLC. All rights reserved. Page 1 of 12 ESR-1194 1 Most Widely Accepted and Trusted Page 2 of 12 RETAINED ON U.S. STANDARD SIEVE PERCENT RETAINED BY WEIGHT # 2 PERCENT Natural Sand Min. / Max. Manufactured Sand Min. / Max. No.4 0/0 0/0 No. 8 0 /10 0 / 10 No. 16 10/40 10/40 No. 30 30 / 65 30 / 65 No. 50 1 70 / 90 60 / 80 No. 100 1 95 / 100 75 / 90 3.2.3 Insulation Board: 3.2.3.1 EPS Insulation Board: EPS board must have a nominal density of 1.5 pounds per cubic foot (24 kg/m3), a flame -spread index of 25 or less and a smoke -developed index of 450 or less when tested in accordance with ASTM E84 or UL723; and must comply with ASTM C578 as Type Il. All boards must be recognized in a current ICC-ES evaluation report. See Section 7.2 for board identification requirements. Boards installed without sheathing over open framing must be 1 inch to 11/2 inches (25.4 to 38 mm) thick and must be provided with 3/8-inch-high (9.5 mm) tongues with compatible grooves for horizontal joints. See Figure 1 for joint details. Over solid substrates, square -edge foam plastic boards, complying with ASTM C578 as Type I, with a minimum 1/2-inch (12.7 mm) thickness and a minimum nominal density of 1 pcf (16 kg/m3) may be used, except when installation of the foam plastic board is as part of the water -resistive barrier over wood -based sheathing as described in Section 3.2.9.1, which requires 1-inch-thick (25.4 mm) EPS boards with tongue -and -groove edges. When installation is over solid substrates, as described in Section 4.3, the boards must have minimum 1/4-inch-wide- by-1/8-inch-deep (6.4 mm by 3.2 mm) vertical grooves spaced at a maximum of 12 inches (305 mm) on the back face of the boards, as shown in Figure 1 B. As an alternate to the vertical grooves in the foam plastic board, flat -faced boards may be installed over solid substrates provided the Tyvek StuccoWrap water -resistive barrier recognized in ESR-2375 is installed behind the boards. 3.2.3.2 XPS Insulation Board: XPS board must have a nominal density of 1.5 pounds per cubic foot (24 kg/m3), must comply with ASTM C578 as Type IV or V and must be recognized in a current ICC-ES evaluation report. See Section 3.2.3.1 for other details and requirements. As an alternative, DOW Styrofoam Stuccomate brand XPS insulation boards, recognized in ESR-2142 and having a 1-inch (25.4 mm) thickness and a nominal density of 1.3 pounds per cubic foot (21 kg/m3), may also be used. 3.2.3.3 Polyisocyanurate Foam Plastic Board: Polyisocyanurate foam plastic board must comply with ASTM C1289 as Type Il. Polyisocyanurate foam plastic boards must have a nominal density of 2 pounds per cubic foot (32 kg/m3) and a maximum flame -spread index of 25 or less and a smoke -developed index of 450 or less when tested in accordance with ASTM E84 or UL723. The foam plastic board must be 1 inch to 11/2 inches (25 to 38 mm) thick, have all squared joints installed at horizontal and vertical edges supported by framing or blocking and be limited to nonfire-resistance-rated and combustible construction. All boards must be recognized in a current ICC-ES evaluation report. See Section 7.2 for board identification requirements. Over solid substrates, a square -edge foam plastic board with a minimum thickness Of 1/2 inch (12.7 mm) may be used, with the same requirements set forth in Section 3.2.3.1. 3.2.4 Lath: 3.2.4.1 Wire Fabric Lath: Wire fabric lath must comply with the ICC-ES Acceptance Criteria for Metal Plaster Bases (Lath) (AC191), or be recognized in a current ICC-ES evaluation report. Minimum No. 20 gage [0.035 inch (0.89 mm)], 1-inch galvanized steel, woven - wire fabric must be used. Lath must be furred when applied over all substrates except unbacked foam plastic insulation board. Furring must comply with the following requirements: a. When maximum total coating thickness is 1/2 inch (12.7 mm) or less, the body of the lath must be furred a minimum of 1/8 inch (3.2 mm) from the substrate after installation. b. When total coating thickness is greater than 1/2 inch (12.7 mm), No. 17 gage [0.058 inch (1.47 mm)] by 11/2-inch (38 mm) woven -wire fabric lath must be used. The body of the lath must be furred a minimum of 1/4 inch (6.4 mm) from the substrate after lath installation. 3.2.4.2 Metal Lath: Metal lath must comply with AC191. Furring requirements are as set forth in Section 3.2.4.1. 3.2.5 Fiberboard: Minimum 1/2-inch-thick (12.7 mm), asphalt -impregnated fiberboard must comply with ASTM C208 as Type IV, Grade 1 wall sheathing. 3.2.6 Wood Structural Panel Sheathing: Wood structural panel sheathing must be minimum 5/is-inch-thick (7.9 mm) plywood or OSB for studs spaced 16 inches (406 mm) on center, and must be a minimum 3/8-inch-thick (9.5 mm) plywood or OSB for studs spaced 24 inches (610 mm) on center. Plywood must be exterior -grade or Exposure 1 and comply with U.S. DOC PS-1; and OSB must be Exposure 1 and comply with U.S. DOC PS-2. 3.2.7 Gypsum Board: Water-resistant core -treated gypsum sheathing must comply with ASTM C79 or ASTM C1396. Gypsum wallboard must comply with ASTM C36 or ASTM C1396. Glass mat faced, water-resistant core - treated gypsum sheathing must comply with ASTM C1177 and be recognized in a current ICC-ES evaluation report. Water-resistant exterior fiber -reinforced gypsum sheathing must comply with ASTM C1278 and be recognized in a current ICC-ES evaluation report. 3.2.8 Caulking: Caulking materials must be either acrylic latex complying with ASTM C834, or polyurethane, polyurethane modified, polysulfide, or silyl-terminated polyether elastomeric sealant complying with ASTM C920. 3.2.9 Weather Protection: 3.2.9.1 Water -resistive Barrier: A water -resistive barrier is required and must comply with 2018 IBC Section 1403.2 (2015, 2012 and 2009 IBC Section 1404.2) or IRC Section R703.2, as applicable. Minimum No. 15 asphalt nonperforated felt complying as Type I in accordance with ASTM D226 (IBC or IRC); or material recognized in a current ICC-ES evaluation report as equivalent to ASTM D226, Type I, is required. When applied over any wood -based sheathing, the barrier must be either: (a) minimum of two layers of Grade D kraft building paper as set forth in 2012 and 2009 IBC Section 2510.6, or 2018 and 2015 IRC Section R703.7.3 or 2012 and 2009 IRC Section R703.6.3, as applicable, or an equivalent recognized in a current ICC-ES evaluation report; or (b) one layer of EPS or XPS insulation board, having horizontal tongue -and -groove edges as described in Section 3.2.3.1, over one layer of Grade D kraft building paper having a minimum water -resistance rating of 60 minutes, or an equivalent recognized in a current ICC-ES evaluation report. ESR-1194 1 Most Widely Accepted and Trusted Page 3 of 12 When application is over gypsum sheathing, Fome-Cor Board, recognized as complying with ICC-ES AC38 and installed in accordance with evaluation report ESR-1614, may be used as the water -resistive barrier. When Tyvek StuccoWrap is used as the water -resistive barrier, the grooves in the insulation board described in Section 3.2.3.1 are not required. The Tyvek StuccoWrap must be installed in accordance with ESR-2375. 3.2.9.2 Vapor Retarder: Protection against condensation must be provided in accordance with 2018 IBC Section 1404.3 (2015, 2012 and 2009 IBC Section 1405.3). Under the 2018, 2015 and 2012 IRC, a vapor retarder must be provided in accordance with IRC Section R702.7. Under the 2009 IRC, a vapor retarder must be provided in accordance with IRC Section R601.3, unless its omission is permitted under the exceptions in IRC Section R601.3. 3.2.10 Flashing: Flashing complying with 2018 IBC Section 1404.4 (2015, 2012 and 2009 IBC Section 1405.4), or 2018 and 2015 IRC Section R703.4 or 2012 and 2009 IRC Section R703.8, must be provided. Where flexible flashing is used, it must be a self -adhering, flexible rubberized asphalt and polyethylene material, a minimum of 0.020 inch (0.51 mm) thick, shingle -lapped with the water -resistive barrier. Rigid flashings must be sloped towards the exterior, with an upturned leg on the interior side and at the ends, and must extend beyond the surface of the exterior wall. 3.2.11 Trim and Accessories: All trim, weep screeds and corner reinforcement must be corrosion -resistant. 4.0 INSTALLATION 4.1 General: The exterior cementitious coating must be applied by hand -troweling or machine -spraying, in one coat or two coats, to a minimum 3/8-inch (9.5 mm) thickness, unless noted otherwise. Nominal thickness around penetrations is 3/8 inch (9.5 mm), backed by framing or blocking. The lath must be embedded in the minimum coating thickness and therefore cannot be exposed. The finish coat must be applied in accordance with Omega Products International, Inc. instructions. Flashing, corner reinforcement, metal trim and weep screeds must be installed as shown in Figure 2. The coating must be applied at ambient air temperatures of 40°F to 120°F (4°C to 49°C) by applicators approved by Omega Products International, Inc. The water -resistive barrier must be applied as set forth in Section 3.2.9.1. An installation card, such as that shown in Figure 3, must be on the jobsite, with the name of the applicator and the product to be used, before any water -resistive barrier or exterior sheathing is installed. See Section 5.6. 4.2 Application over Open Framing: 4.2.1 Foam Plastic Insulation Boards: The water - resistive barrier must be placed over open wood studs spaced a maximum of 24 inches (610 mm) on center. The EPS, XPS, or polyisocya nu rate board, as described, respectively, in Section 3.2.3.1, 3.2.3.2, or 3.2.3.3, must be attached using galvanized staples, roofing nails, or screws. Vertical butt joints must be staggered at least one stud space from adjacent courses, and must occur directly over studs. DOW Styrofoam Stuccomate brand XPS, 1-inch- thick (25.4 mm) insulation boards, recognized in ESR-2142, may be installed with vertical edges located between framing members, provided the vertical edges are tongue -and -groove and provided the joints between adjacent courses are staggered a minimum of one stud space. The lath must then be applied tightly over the foam plastic insulation board, with 11/2-inch (38 mm) end and side laps, and fastened through the insulation board and water -resistive barrier to wood studs, sills and plates using No. 11 gage galvanized roofing nails or No. 16 gage corrosion -resistant staples spaced a maximum of 6 inches (152 mm) on center with a minimum 1-inch (25 mm) penetration into the studs. Staples must have a minimum crown width Of inch (11.1 mm). The wood species must have a minimum specific gravity of 0.42. Care must be taken to avoid overdriving fasteners. The Omega Diamond Wall coating system may also be applied to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center. Lath must be applied tightly over the foam plastic board and must be fastened through the board and water - resistive barrier to the metal studs, using minimum No. 8, Type S, corrosion -resistant, drywall screws with 1-inch- diameter (25 mm) washers or No. 8 corrosion -resistant screws having 3/8-inch-diameter (9.5 mm) pan heads, at 7 inches (178 mm) on center to all studs and track. Screws must penetrate the studs a minimum Of inch (12.7 mm). Wall bracing in accordance with 2018 and 2015 IBC Section 2308.6, 2012 and 2009 IBC Section 2308.9.3 or 2308.12, IRC Section R602.10 or R602.11, as applicable, or an acceptable alternate, must be provided. Square wall corners and parapet corners must be covered with corner reinforcement. For round wall, bull nose and parapet corners, metal reinforcement is optional when construction is in accordance with Figure 2. Weep screeds must comply with, and be installed at the bottom of the wall in accordance with, IBC Section 2512.1.2, or 2018 and 2015 IRC Section R703.7.2.1, or 2012 and 2009 IRC Section R703.6.2.1, as applicable. Galvanized steel, J-shaped trim pieces must be installed at other areas where insulation board is exposed. See Figure 2 for typical installation details. At windows and doors, flashing as described in Section 3.2.10 is required. Butting J-trim and approved metal edges, when installed, must be flashed as described in Section 3.2.10. Holes for hose bibs, electrical panels and other penetrations of substrate surfaces, except those caused by fasteners, must also be flashed as described in Section 3.2.10. The coating must then be applied as described in Section 4.1. 4.2.2 Fome-Cor Board: Fome-Cor Board, applied in accordance with evaluation report ESR-1614, is permitted to be applied to wood studs having a minimum specific gravity of 0.50 spaced a maximum of 16 inches (406 mm) on center, followed by 11/2-inch (38.1 mm) by No. 17 gage woven wire lath lapped 2 inches (51 mm). The lath must be secured through the Fome-Cor Board to the studs using 1-inch-crown (25 mm), No. 16 gage staples of sufficient leg length to penetrate studs a minimum of 1 inch (25 mm). The coating must be applied as described in Section 4.1 to a minimum 5/8-inch (15.9 mm) thickness. Alternately, the base coat must be a minimum Of inch (12.7 mm) thick and must be cured in accordance with Section 4.6.3. The finish coat must then be applied over the cured base coat. Additional installation requirements are as noted in Section 4.2.1. 4.3 Application over Solid Substrates: 4.3.1 Fiberboard: Minimum 1/2-inch-thick (12.7 mm) fiberboard, as described in Section 3.2.5, must be installed directly to wood studs or minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center. The fiberboard must be temporarily held in place using corrosion -resistant staples or roofing nails for wood studs or self -drilling tapping ESR-1194 1 Most Widely Accepted and Trusted Page 4 of 12 screws for steel studs. A water -resistive barrier must be applied over the fiberboard under the conditions set forth in Section 3.2.9.1 prior to installation of the lath or optional foam board. When the optional insulation boards are used, the foam plastic boards must have vertical grooves as described in Section 3.2.3, or flat -faced foam plastic boards may be used provided the water -resistive barrier is Tyvek StuccoWrap, as described in Section 3.2.9.1. When grooved foam plastic boards are used, the grooves must face the water -resistive barrier and must be aligned vertically, but may be offset a maximum of 6 inches (152 mm) from adjacent boards. The lath must then be attached to the studs through the sheathing, with fasteners and spacing as described in Section 4.2.1 or as described for fiberboard in 2018 and 2015 IBC Table 2304.10.1, 2012 and 2009 IBC Table 2304.9.1, or IRC Table R602.3(1), as applicable. Wall bracing in accordance with 2018 and 2015 IBC Section 2308.6, 2012 and 2009 IBC Section 2308.9.3 or 2308.12, or IRC Section R602.10 or R602.11, as applicable, or an acceptable alternate, must be provided. Square wall corners and parapet corners must be covered with metal corner reinforcement. For round wall, bull nose and parapet corners, metal reinforcement is optional when construction is in accordance with Figure 2. Weep screeds must comply with, and be installed at the bottom of the wall in accordance with, IBC Section 2512.1.2 or 2018 and 2015 IRC Section R703.7.2.1, or 2012 and 2009 IRC Section R703.6.2.1, as applicable. Galvanized steel, J-shaped trim pieces must be installed at other areas where insulation board is exposed. See Figure 2 for typical installation details. At windows and doors, flashing as described in Section 3.2.10 is required. Butting J-trim and approved metal edges, when installed, must be flashed as described in Section 3.2.10. Holes for hose bibbs, electrical panels and other penetrations of substrate surfaces, except those caused by fasteners, must also be flashed as described in Section 3.2.10. The coating must then be applied as described in Section 4.1. The fiberboard, optional foam plastic insulation board, lath and coating may be applied to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, provided the fasteners and their placement are as set forth in Section 4.2.1 for steel studs. 4.3.2 Wood Structural Panel Sheathing: Wood structural panel sheathing must be applied directly to wood studs under the conditions set forth in Section 3.2.6 and 2018 and 2015 IBC Table 2308.6.3(3), 2012 and 2009 IBC Table 2308.9.3(3), or IRC Table 602.3(3), as applicable. The sheathing must be attached in accordance with 2018 and 2015 IBC Table 2304.10.1, 2012 and 2009 IBC Table 2304.9.1 or IRC Table 602.3(1), as applicable. The water -resistive barrier, optional insulation board, wire fabric lath, and coating must be applied as described in Section 4.3.1 for fiberboard. Installation to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, is also as described in Section 4.3.1 for fiberboard. For fastener spacing and gages for lath attachment to wood studs of various species, with wood structural panel sheathing and nominal 1/2-inch-thick (12.7 mm) insulation board, see Table 1. For fastener spacing and gages for lath attachment to wood structural panel sheathing and wood studs of various species, having a nominal 1-inch-thick (25 mm) insulation board, see Table 2. 4.3.3 Gypsum Sheathing: Minimum 1/2-inch-thick (12.7 mm), water-resistant core -treated gypsum sheathing, described in Section 3.2.7, must be installed directly over wood studs spaced a maximum of 24 inches (610 mm) on center. Gypsum sheathing must be fastened in accordance with IBC Table 2508.1 or IRC Table R702.3.5, as applicable. Glass mat -faced, water-resistant core -treated gypsum sheathing or water-resistant exterior fiber - reinforced gypsum sheathing, described in Section 3.2.7, must be fastened in accordance with their ICC-ES evaluation report. The gypsum sheathing may also be applied to minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs spaced a maximum of 24 inches (610 mm) on center, provided the fasteners and their placement are as set forth in Section 4.2.1 for steel studs. A water -resistive barrier, as described in Section 3.2.9.1, must be applied over the gypsum sheathing before application of lath or optional insulation board. The water - resistive barrier, optional insulation board, wire fabric lath and coating must be applied as described in Section 4.3.1 for fiberboard. 4.3.4 Concrete and Masonry: Surface preparation must be in accordance with IBC Section 2510.7. Surface must be clean, free of dust and other particles, and sufficiently damp to ensure proper bonding. The Diamond Wall coating is applied directly to the prepared surface at a minimum thickness of 1/8 inch (9.5 mm), in accordance with applicable provisions of Section 4.1. 4.4 One -hour Fire -resistance -rated Assemblies: The assemblies described in this section are rated for exposure to fire from both sides, unless otherwise noted. 4.4.1 First Assembly: 4.4.1.1 Interior Face: One layer of 5/8-inch-thick (15.9 mm), Type X gypsum wallboard, water-resistant backer board or veneer base, complying with ASTM C36 or ASTM C1396, must be applied parallel or at right angles to the interior face of 2-by-4 wood studs spaced a maximum of 24 inches (610 mm) on center. The gypsum board must be attached using 11/8-inch-long (48 mm) 6d coated gypsum wallboard nails, complying with ASTM C514, having 1/4-inch-diameter (6.4 mm) heads, at 7 inches (178 mm) on center to studs, plates and blocking. All gypsum board joints must be backed with minimum 2-by-4 wood framing and taped and treated with joint compound in accordance with ASTM C840 or GA216. Fastener heads must also be treated with joint compound in accordance with ASTM C840 or GA216. 4.4.1.2 Exterior Face: One layer of minimum 5/8-inch- thick (15.9 mm), Type X, water-resistant core gypsum sheathing, 48 inches (1219 mm) wide, must be applied vertically to studs using No. 11 gage, galvanized roofing nails having 7/16- or 1/2-inch diameter (11.1 or 12.7 mm) heads, at 4 inches (102 mm) on center at board edges and 7 inches (178 mm) on center at intermediate studs. The sheathing must be nailed to top and bottom plates at 7 inches (178 mm) on center. A water -resistive barrier must be provided over the sheathing. The lath and wall coating must then be applied without insulation board as described in Section 4.2. 4.4.1.3 Axial Design: Axial loads applied to the wall assembly must be limited to the lesser of the following: The wood stud axial design stress for the wall assembly calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of ANSI AF&PA NDS-05 (2009 IBC and IRC) is limited to 0.78 F'c. 2. The maximum stress must not exceed 0.78 F'� at a maximum slenderness ratio (hld) of 33. ESR-1194 1 Most Widely Accepted and Trusted Page 5 of 12 4.4.2 Second Assembly (Limited Load -bearing): 4.4.2.1 Interior Face: One layer of 5/8-inch-thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied horizontally to the interior face of 2-by-4 wood studs spaced a maximum of 16 inches (406 mm) on center. The wallboard must be fastened to studs using 5d gypsum wallboard nails complying with ASTM C514, having minimum 15/64-inch- diameter (6 mm) heads, at 6 inches (152 mm) on center to studs, plates and sills. All vertical wallboard joints must be backed with minimum 2-by-4 wood framing, and taped and treated with joint compound in accordance with ASTM C840 or GA216. Fastener heads must also be treated with joint compound in accordance with ASTM C840 or GA216. Mineral wool insulation batts, R-13, 35/8 inches (92 mm) thick and having a minimum 1.97 pcf (31.56 kg/m3) density, must be placed in the cavities between studs, and secured to studs. 4.4.2.2 Exterior Face: A water -resistive barrier must be applied over the exterior face of wood studs in accordance with Section 3.2.9.1. One -inch -thick (25 mm), 1.5 pcf density (24 kg/m3) EPS insulation board must be applied in accordance with Section 4.2, followed by 1-inch (25 mm) by No. 20 gage woven -wire lath. The lath must be fastened through the EPS insulation board to studs and plates at 6 inches (152 mm) on center as required by Section 4.2.1. Lath overlaps must be a minimum of 2 inches (51 mm). The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1. 4.4.2.3 Axial Design: The allowable axial loading for this system is limited to the least of the following: 1. 1100 pounds (4893 N) per stud. 2. A maximum of 58 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 3. Design stress of 0.78 F'� calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 4. Design stress of 0.78 F'c at a maximum slenderness ratio (hld) of 33 calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 4.4.3 Third Assembly (Limited Load -bearing): 4.4.3.1 Interior Face: One layer of 5/8-inch-thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied horizontally or vertically to the interior face of 2-by-4 or 2-by-6 wood studs spaced a maximum of 24 inches (610 mm) on center. The wallboard must be fastened to the studs and perimeter framing using 0.100-inch-diameter (2.54 mm) steel cup head nails or No. 6 bugle head screws, 15/8-inch- long (41.3 mm), having minimum head diameters of 0.300 inch (7.62 mm), and spaced a maximum of 8 inches (203 mm) on center. All wallboard joints must be taped and treated with joint compound in accordance with ASTM C840 or GA216. All vertical wallboard joints must be backed with minimum 2-by-4 or 2-by-6 wood framing, and taped and treated with joint compound in accordance with ASTM C840 or GA216. Insulation batts, R-11, measuring 31/2 inches thick(89 mm) for 2-by4 studs, or R-19, measuring 61/4 inches (159 mm) for 2-by-6 studs, must be placed in the cavities between the framing and fastened to the framing. The insulation may be either fiberglass insulation batts with a minimum density of 0.62 pcf (9.93 kg/m'), or kraft-paper-faced fiberglass insulation batts with a minimum density of 0.65 pcf (10.41 kg/m'). 4.4.3.2 Exterior Face: A water -resistive barrier must be applied over the exterior face of wood framing in accordance with Section 3.2.9.1. One -inch -thick (25 mm), 1.5 pcf density (24 kg/m3), tongue -and -groove EPS insulation boards, or DOW Styrofoam Stuccomate brand XPS insulation boards recognized in ESR-2142 and described in Section 3.2.3.2 must be attached to the studs and perimeter framing in accordance with Section 4.2. All vertical joints in the insulation board must occur over studs. The insulation board must be followed by lath, as described in Section 3.2.4, fastened through the insulation boards to the studs and perimeter framing using 2-inch- long (51 mm), No. 16 gage galvanized staples, having 15/16-inch (23.8 mm) crowns, or minimum 21/4-inch-long (31.7 mm), 0.125-inch-diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm). Fasteners must be spaced 6 inches (152 mm) on center. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 3/8 inch (9.5 mm). 4.4.3.3 Axial Design (2-by-4 Wood Construction): The allowable axial loading for this system is limited to the least of the following: 1. 1,100 pounds (4893 N) per stud. 2. A maximum of 51.3 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 3. Design stress of 0.78 F', calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 4. Design stress of 0.78 F', at a maximum slenderness ratio (le/d) of 33 calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-97 05 (2009 IBC and IRC). 4.4.3.4 Axial Design (2-by-6 Wood Construction): The allowable axial loading for this system is limited to the least of the following: 1. 3,000 pounds (13,500 N) per stud up to 10 feet high or 1,100 pounds (4,893 N) per stud for greater heights. 2. A maximum of 44.7 percent of the load calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 3. Design stress of 0.78 F'c calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-05 (2009 IBC and IRC). 4. Design stress of 0.78 F'c at a maximum slenderness ratio (le/d) of 33 calculated in accordance with Sections 3.6 and 3.7 of ANSI AWC NDS (2018, 2015 and 2012 IBC and IRC), or Sections 3.6 and 3.7 of the ANSI/AF&PA NDS-97 05 (2009 IBC and IRC). 4.4.4 Fourth Assembly (Limited Load -bearing): 4.4.4.1 Interior Face: As described in Section 4.4.3.1. 4.4.4.2 Exterior Face: One layer of minimum 7/16-inch- thick (11.1 mm) OSB, one layer of minimum 15/32-inch-thick (11.9 mm) plywood, or one layer of minimum 1/2-inch-thick, ESR-1194 1 Most Widely Accepted and Trusted Page 6 of 12 water-resistant core treated gypsum sheathing complying with ASTM C79 or ASTM C1396, must be applied vertically to the wall, and fastened to the wood studs, sill and plates using 23/8-inch-long (60 mm) 0.113-inch-diameter (2.87 mm), 8d coated sinker nails having minimum head diameters of 0.266 inch (6.76 mm) and spaced a maximum of 8 inches (1219 mm) on center. All vertical joints in the sheathing must occur over studs. The water resistive barrier must be installed as required in Section 3.2.9.1. Lath, as described in Section 3.2.4, must be fastened through the sheathing to the studs with 11/4 inch -long (31.7 mm), 0.125-inch-diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm), or No. 16 gage, corrosion -resistant staples having 15/16-inch (23.8 mm) crowns. The fasteners must be spaced 6 inches (152 mm) on center on the studs and perimeter framing. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 3/8 inch (9.5 mm). 4.4.4.3 Axial Design (2-by-4 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.3. 4.4.4.4 Axial Design (2-by-6 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.4. 4.4.5 Fifth Assembly (Limited Load -bearing): 4.4.5.1 Interior Face: As described in Section 4.4.3.1 4.4.5.2 Exterior Face: One layer of minimum 3/8-inch- thick (9.5 mm) OSB, one layer of minimum 13/32-inch-thick (10.3 mm) plywood, or one layer of minimum 1/2-inch-thick, water-resistant core treated gypsum sheathing complying with ASTM C79 or ASTM C1396, must be applied vertically to the wall, and fastened to the wood studs, sill and plates using 23/8-inch-long (60 mm) 0.113-inch-diameter (2.87 mm), 8d coated sinker nails having minimum head diameters of 0.266 inch (6.76 mm) and spaced a maximum of 8 inches (1219 mm) on center. The water -resistive barrier must be installed as required in Section 3.2.9.1. A layer of maximum 1-inch-thick (25.4 mm) EPS insulation board, or DOW Styrofoam Stuccomate brand XPS insulation boards recognized in ESR-2142 and described in Section 3.2.3.2, must then be attached using galvanized staples or roofing nails. The insulation board must be followed by lath, as described in Section 3.2.4, fastened through the insulation boards to the studs and perimeter framing with 0.125-inch-diameter (3.18 mm) nails having minimum head diameters of 0.355 inch (9.02 mm), or No. 16-gage corrosion resistant staples having 15/16-inch (23.8 mm) crowns. The fasteners must penetrate a minimum of 1 inch (25.4 mm) into wood framing, and are spaced a maximum of 6 inches (152 mm) on center. The Diamond Wall coating must then be applied to the lath in accordance with Section 4.1, at a minimum thickness of 3/8 inch (9.5 mm). 4.4.5.3 Axial Design (2-by-4 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.3. 4.4.5.4 Axial Design (2-by-6 Wood Construction): The allowable axial loading for this system is limited as described in Section 4.4.3.4. 4.5 Noncombustible Construction: For the purposes of this report, noncombustible construction includes Types I, II, III and IV construction under the IBC. Under the 2018, 2015 and 2012 IBC, for exterior walls on buildings of Type I, II, III, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as indicated in 2018 IBC Section 1402.5 (2015 and 2012 IBC Section 1403.5). The Diamond wall stucco system when installed per Section 4.5.2 of this report, complies with Exception 2 of the 2018 IBC Section 1402.5 (2015 IBC Section 1403.5) provided an approved water -resistive barrier is installed as indicated therein. 4.5.1 With Foam Plastic: The stucco system with EPS foam plastic must be installed as noted in Sections 4.5.1.1 through 4.5.1.6. 4.5.1.1 Interior Finish: One layer of 5/8-inch-thick (15.9 mm), Type X gypsum wallboard, complying with ASTM C36 or ASTM C1396, must be applied vertically to steel framing with all edges blocked. Fasteners are No. 8 by 11/4-inch-long (32 mm) buglehead screws fastened to wallboard joints at 8 inches (203 mm) on center and to intermediate locations at 12 inches (305 mm) on center. All joints must be taped and treated with joint compound in accordance with ASTM C840 or GA216. Intermediate fasteners must be treated with joint compound in accordance with ASTM C840 or GA216. 4.5.1.2 Steel Framing: The steel framing must be minimum 35/8-inch-deep (92 mm), minimum No. 20 gage [0.0359 inch (0.91 mm)] steel studs, spaced a maximum of 16 inches (406 mm) on center. 4.5.1.3 Openings: Wall openings must be framed with minimum 0.125-inch-thick (3.2 mm) aluminum or steel framing. 4.5.1.4 Exterior Finish: One layer of minimum 1/2-inch- thick (12.7 mm), water-resistant core -treated gypsum sheathing, complying with ASTM C79 or ASTM C1396, must be applied horizontally or vertically to the steel framing using No. 8 by 11/4-inch-long (32 mm) buglehead screws spaced 8 inches (203 mm) on center at all framing locations. 4.5.1.5 Fire Stopping at Floor Level: Where studs continue past floor levels, stud cavities at each floor level must be blocked with mineral wool batt insulation designed for fire blocking applications. The mineral wool insulation must be fitted into each stud cavity at the floor. The insulation must have a minimum 4 pcf (64 kg/m3) density, must be 4 inches (102 mm) thick and must be approximately 6 to 8 inches (152 to 203 mm) wide. To fit within a stud cavity, it must be long enough to achieve a friction fit. 4.5.1.6 Stucco System: Where a water -resistive barrier is required, the stucco system must include one layer of a water -resistive barrier as described in Section 3.2.9.1, having a flame -spread index of 25 or less and a smoke - developed index of 450 or less. The water -resistive barrier must be installed over the sheathing in accordance with 2018 IBC Section 1403.2 (2015, 2012 and 2009 IBC Section 1404.2) EPS insulation board with a nominal 1.5 pcf (24 kg/m3) density must be installed at a 1-inch (25 mm) thickness horizontally in running bond to the sheathing. The lath, insulation board, and water -resistive barrier must be positively fastened to the steel framing using No. 8 by 21/2-inch-long (63.5 mm), waferhead, self - drilling screws spaced 8 inches (203 mm) on center to all framing members. The Diamond Wall stucco system must be applied at a 3/8-inch (9.5 mm) minimum thickness in accordance with Section 4.0. 4.5.2 Without Foam Plastic: The Diamond Wall stucco system must be applied over gypsum sheathing and steel studs in accordance with Section 4.3.3 without the foam plastic. ESR-1194 1 Most Widely Accepted and Trusted Page 7 of 12 4.6 Miscellaneous: 4.6.1 Inspection Requirements: Building department inspection is required of lath installation prior to application of the coating, as required by the applicable code. The Diamond Wall PM System requires special inspections, in accordance with IBC Section 1704, for field-batching and mixing of components. As an alternative, when approved by the code official, continuous field inspection of all batching and mixing operations, by an authorized inspector, trained and approved by Omega Products International, Inc., may be used. The authorized inspector must be independent of the plastering contractor. A declaration, such as that shown in Figure 4, must be completed and signed in duplicate, for presentation to the building owner and the code official with the plastering contractor's installation card. 4.6.2 Control Joints: Control joints must be installed as specified by the architect or designer. 4.6.3 Curing: Moist curing must be provided for a minimum of 24 hours after coating applications. The length of time and most effective procedure for moist curing will depend on climatic and job conditions. 4.6.4 Soffits: The system may be applied to soffits, provided the coating is applied over metal lath complying with Section 3.2.4.2 in lieu of wire fabric lath. Metal lath fastening must comply with ASTM C926 or C1063 (IBC), or 2018 and 2015 IRC Section R703.7.1, or 2012 and 2009 IRC Section R703.6.1, as applicable except the fastener length must be increased by the thickness of any substrate. 4.6.5 Sills: The system may be applied to sills at locations such as windows and other similar areas. Sills with depths of 6 inches (152 mm) or less may have the coating and lath applied to any substrate permitted in this report, provided the coating, lath, water -resistive barrier and substrate are installed in accordance with the appropriate sections of this report. Sills with depths exceeding 6 inches (152 mm) must have substrates of solid wood or plywood. The substrate must be fastened in accordance with 2018 and 2015 IBC Table 2304.10.1, 2012 and 2009 IBC Table 2304.9.1, or IRC Table R602.3(1), as applicable and a double layer of a complying water -resistive barrier must be applied over the substrate. The coating, lath, and optional insulation board are applied in accordance with Section 4.2. 5.0 CONDITIONS OF USE The Omega Diamond Wall and Diamond Wall PM Insulating Exterior Stucco Systems 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: 5.4 The system is recognized as a one -hour fire - resistance -rated assembly when installation complies with Section 4.4 of this report. 5.5 The interior of the building must be separated from the foam plastic insulation board with a thermal barrier complying with the applicable code, such as 1/2-inch (12.7 mm) regular gypsum wallboard mechanically attached in accordance with the code. 5.6 A completed installation card, such as that shown in Figure 3, must be left at the jobsite for the owner, and a copy must be filed with the building department. 5.7 For the Diamond Wall PM System, inspections are required in accordance with Section 4.6.1. A declaration, such as that shown in Figure 4, must be left with the building owner, and a copy must be filed with the code official. 5.8 The allowable wind load on the systems are as follows: 5.8.1 For wood studs having a minimum specific gravity of 0.50 (Douglas fir —larch) or steel studs at a maximum of 24 inches (610 mm) on center, allowable wind load is 35 psf (1676 Pa) positive or negative when installation is over open framing in accordance with Section 4.2.1. For installations over wood structural panel sheathing using alternate fastener spacing and various wood species, see Tables 1 and 2. 5.8.2 For wood studs having a minimum specific gravity of 0.42 (spruce -pine -fir) at a maximum spacing of 24 inches (610 mm) on center, allowable wind load is 29 psf (1388 Pa) positive or negative when installation is over open framing in accordance with Section 4.2.1. Support framing must be adequate to resist the required wind load, with a maximum allowable deflection of /240 of the span. 5.9 Foam plastic insulation boards on exterior walls of wood construction must be located at least 6 inches (152 mm) from the ground in areas where hazard of termite damage is very heavy in accordance with 2012 IBC Section 2306.9, 2018, 2015 and 2009 IBC Section 2603.8, IRC Section R318.4, as applicable. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the ICC-ES Acceptance Criteria for Cementitious Exterior Wall Coatings (AC11), dated January 2013 (editorially revised May 2018). 6.2 Data in accordance with ASTM E119. 6.3 Data in accordance with NFPA 285. 7.0 IDENTIFICATION 5.1 The materials and methods of installation must comply with this report and the manufacturer's 7.1 published instructions. In the event of conflict between the manufacturer's published installation instructions and this report, this report governs. 5.2 Installation must be by contractors approved by Omega Products International, Inc. 5.3 The system is recognized for use in noncombustible construction when installation is in accordance with Section 4.5. Under the 2018, 2015 and 2012 IBC, for exterior walls on buildings of Type I, II, III, or IV construction, recognition is limited to walls no greater than 40 feet (21.19 m) in height above grade as indicated in 2018, 2015 and 2012 IBC Section 1403.5, except as permitted under Exception 2 of the 2018 IBC Section 1402.5 (2015 IBC Section 1403.5). The Diamond Wall stucco is delivered to the jobsite in labeled, 80-pound (36 kg), water -resistive bags bearing labels with the following information: a. Name and address of manufacturer (Omega Products International, Inc.) and the evaluation report number (ESR-1194). b. Identification of components. C. Weight of packaged mix. d. Storage instructions. e. Maximum amount of water and other components that may be added, and conditions that must be considered in determining actual amounts added. f. Curing instructions. ESR-1194 1 Most Widely Accepted and Trusted Page 8 of 12 7.2 Foam plastic insulation boards must be identified in accordance with their respective ICC-ES evaluation reports. Additionally, the board density must be noted. When applied to walls required to be of noncombustible construction, along one edge of each board, and on both faces of one board in each package, the foam plastic must be labeled with the name "Omega Diamond Wall" and the evaluation report number (ESR-1194); and the information required by the insulation board's ICC-ES evaluation report. 7.3 Fome-Cor° Board must be identified in accordance with evaluation report ESR-1614. 7.4 DOW Styrofoam Stuccomate brand XPS insulation boards must be identified in accordance with ESR-2142. 7.5 The report holder's contact information is the following: OMEGA PRODUCTS INTERNATIONAL, INC. 1681 CALIFORNIA AVENUE CORONA, CALIFORNIA 92881 (800) 600-6634 www.omeaa-products.com info(ftmeaa-products.com TABLE 1—FASTENER SPACINGS FOR LATH ATTACHMENT TO WOOD STUDS WITH WOOD STRUCTURAL PANEL SHEATHING AND NOMINAL'/2-INCH-THICK FOAM PLASTIC1,2 (inches) WOOD SPECIES SPECIFIC GRAVITY STAPLE GAGE 163 15 14 13 12 Douglas fir —larch Douglas fir —South 0.50 0.46 6 6 6 6 6 6 6 6 6 6 Western hemlock Western hemlock —South 0.47 0.47 6 6 6 6 6 6 6 6 6 6 Hem -fir —South 0.46 6 6 6 6 6 Hem -fir 0.43 5 6 6 6 6 Spruce -pine -fir 0.42 4 5 6 6 6 Western woods 0.36 4 4 4 5 5 For SI: 1 inch = 25.4 mm. 'Wood structural panel sheathing must be fastened in accordance with the applicable code. 2For lath attachment, fasteners must have sufficient length to penetrate a minimum of 1 inch into the framing. 'As an alternate to the 16 gage staple, 11 gage roofing nails can be used at the tabulated spacing. TABLE 2—FASTENER SPACINGS FOR LATH ATTACHMENT TO WOOD STRUCTURAL PANEL SHEATHING AND WOOD STUDS WITH 1-INCH-THICK FOAM PLASTIC1,2 (inches) STAPLE GAGE WOOD SPECIES SPECIFIC GRAVITY 163 15 14 13 12 Western hemlock 0.47 4 4 4 5 6 Western hemlock —South 0.47 4 4 5 6 6 Hem -fir —South 0.46 4 4 4 5 6 Hem -fir 0.43 4 4 4 5 6 Spruce -pine -fir 0.42 4 4 5 5 6 Western woods 1 0.36 1 3 1 3 1 3 3 1 4 For SI: 1 inch = 25.4 mm. 'Wood structural panel sheathing must be fastened in accordance with the applicable code, except that the intermediate stud fastener spacing must be 6 inches on center. 2For lath attachment, fasteners must have sufficient length to penetrate a minimum of 1 inch into sheathing and framing. 'As an alternate to the 16-gage staple, 11-gage roofing nails can be used at the tabulated spacing. ESR-1194 1 Most Widely Accepted and Trusted Page 9 of 12 e A A Er WX SECTION A -A NOTE 1. GROOVE SPACING MAY BE DECREASED. GROOVE DEPTH AID WIOTH MAY BE ROUSED- FIGURE 1A-TONGUE AND GROOVE FOAM BOARD TYPICAL TERMINATION AT FOUNDATION FIGURE 1B—GROOVED FOAM BOARD IYPICAL IEHMINATION AT DECK OMEGA FRISH OMEGA OIAMOID WALL BASE COAT (I'll, w APPADVED METAL LATH APPROVED P=tATKIN BONG APPROVED WEATHER RESISTIVE BARRIER ITCLLATION WHE1E OQcIJ ", APPROVED WEEP ACCESSORY GH=11 kuDrE.'L—'. 0 NDTF1 A•MN AROVE GRy7E. tMIN ABOVE PAN81 SWXFMWRTISCAPE, OR AS SPECW BYLOM DON FIGURE 2—TYPICAL DETAILS ONEGAFNISH OMEGA ➢IALEND WALL 945E COAT (3B'w PPNIOM WEEP ADDESDDRY FLASH14G W 3 EKTEAU BEMD EPS Mt&ATHON O• LIN WOOD DECK BOAROG Y MOD SUPPORT STRIP FLASHNG HD 2 EKTEW BEHIC FLAGIANG ND 3 1 NN WOOD OECK FR M6 F"AG NO. 1, EKTEAD BEHIND RABNNG W. 2 T MN. APPROVED U4LANF AFFROYED METAL LATH AWROVED INSULATION Rf1AF'; APPROVED WEATHER RE%TryE BARRIER ESR-1194 1 Most Widely Accepted and Trusted Page 10 of 12 TYPICAL PARAPET FLAGHING MEMBRANE �YEGA :NOSH DMEGADIAMOND'WALL BASE .CAT 9E' AtlN APPROVED METAL AM APPROVED INOOLATION BOARD APPROVED WEATHER A E`LXiTNE BARRIER APPROVED CAv1NR ACCESSORY ROORK MATERIAL ROLLED UP BEHIND FLASHIIKG =AA" APPROVED SNEAMNG TYPICAL TERMINATION AT WINDOW FRMING APPROVED WEATHER RESISTNE BARRIER APPROVED NSUL,ATRCN BOARD OMEGA DIAMD!ID WALL BASE COAT V MN OMEGA FNKVH APPROVED METAL LATH AROO'A TYPICAL FLASHING AROUND A WADOW AWROYED FLArNNB LNOER WEATHER RAPS" WINDOW SHWA WRAP WEATHER BARRIER ANNOYED FLADHNB OVT31 WEATHER BARRIER ATTACHMENT OF FOAM PLANT-ONS AGA FNC DUU.ONE 0OAT Y,' LAM LAT10N BC TiEA BAR LATM AM PLANT FASTENER ..NELY A' I PLANT{ I EMBEDO IwED BA DYFRLAR OND WALI TYPICAL CORNER DETAILS BULLNXE CORNER AD OMEGARNSH OMEGA DIAMOND WALL WE COAT 3V( MIN APPROVED 4ETAL LATH APPRC 41) NGUATION POARD APPR74D'MEAT4 RESISTIVE BARRIS FRAMING f CORNS AD FIGURE 2—TYPICAL DETAILS (Continued) ESR-1194 1 Most Widely Accepted and Trusted Page 11 of 12 INSTALLATION CARD Diamond Wall One Coat System Omega Products International, Inc. Project Address Date Completed: Plastering Contractor Name: Address: Telephone No.( ) Approved contractor number as issued by Omega Products Intl'I, Inc. ICC Evaluation Service, Inc. Report ESR-1194 This is to certify that the exterior coating system on the building exterior at the above address has been installed in accordance with the evaluation report and the manufacturer's instructions. Signature of authorized representative of plastering contractor Date This installation card must be presented to the building inspector after completion of work and before final inspection. Project Address: FIGURE 3 DECLARATION Diamond Wall PM Omega Products International, Inc. 1681 California Drive Corona, CA 92881 Phone: (951) 737-7447 Fax: (951) 737-8636 Date: The field batching and mixing of all components of the exterior wall coating at the address noted above have been continuously inspected. The field batching and mixing have been found to comply with current evaluation report ESR-1194 and approved plans. Authorized Inspector's Signature: Authorized Inspector's Name (print): Employer's Name: Employer's Address: Telephone Number: Fax Number: *This is to certify that the above noted inspector, approved by Omega Products International, Inc., was authorized to inspect the project so noted and was trained to properly discharge his duties. Omega Officer Signature: Signer's Name (print:) Date: *Signature required only if inspector is not an employee of Omega Products International, Inc. FIGURE 4 ICC-ES Evaluation Report ESR-1194 CBC and CRC Supplement Reissued November 2020 This report is subject to renewal November 2021. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 09 00 00—FINISHES Section: 09 24 00—Portland Cement Plastering REPORT HOLDER: OMEGA PRODUCTS INTERNATIONAL, INC. EVALUATION SUBJECT: OMEGA DIAMOND WALL AND DIAMOND WALL PM INSULANTING EXTERIOR STUCCO SYSTEMS 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Omega Diamond Wall and Diamond PM Insulating Exterior Stucco Systems, described in ICC-ES evaluation report ESR-1194, have also been evaluated for compliance with the codes noted below. Applicable code edition(s): ■ 2019 and 2016 California Building Code® (CBC) For evaluation of applicable chapters adopted by the California Office of Statewide Health Planning and Development (OSHPD) and Division of State Architect (DSA), see Sections 2.1.1 and 2.1.2 below. ■ 2019 and 2016 California Residential Code® (CRC) 2.0 CONCLUSIONS 2.1 CBC: The Omega Diamond Wall and Diamond PM Insulating Exterior Stucco Systems, described in Sections 2.0 through 7.0 of the evaluation report ESR-1194, comply with CBC Chapter 25, provided the design and installation are in accordance with the 2018 and 2015 International Building Code' (IBC) provisions noted in the evaluation report and the additional requirements of CBC Chapters 25 and 26, as applicable. 2.1.1 OSHPD: The applicable OSHPD Sections of the CBC are beyond the scope of this supplement. 2.1.2 DSA: The applicable DSA Sections of the CBC are beyond the scope of this supplement. 2.2 CRC: The Omega Diamond Wall and Diamond PM Insulating Exterior Stucco Systems, described in Sections 2.0 through 7.0 of the evaluation report ESR-1194, complies with CRC Chapter 7, provided the design and installation are in accordance with the 2018 and 2015 International Residential Code° (IRC) provisions noted in the evaluation report. This supplement expires concurrently with the evaluation report, reissued November 2020. 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 R to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2020 ICC Evaluation Service, LLC. All rights reserved. Page 12 of 12 TR 34243 APPLICATION BCPR2021-0005 PROJECT DESCRIPTION VALID UNITL DATE 12/31/2023 CORAL MOUNTAIN - PLAN Z Mechanical Units New Construction FURNACE 2 HEATER CONDITIONED/AC (SF) 2,708 APPLIANCE (ALT/ADD) GARAGE/UNCOND (SF) 473 COMPRESSOR 2 PATIO/COVERED (SF) 336 AIR HANDLER FIRE SPRINKLER (SF) 3,181 EVAP COOLER VENT FAN 6 CODE EDITION 2019 EXHAUST HOOD 1 CONSTRUCTION TYPE VB MISC MECHANICAL GOOD *ES / NO NUMBER OF FLOORS 1 Electrical Units NUMBER OF BEDROOMS 3 NUMBER OF UNITS 1 NEW ELECTRICAL (SF; 3,181 OCCUPANT LOAD and/or OCCUPANCY R-3/1-1 RECEP/SWITCH/LIGHT MSHCP (DU/ACRE) 3.7 plus (DWELLING UNITS PER ACRE, EX: 43,560SF/7,000SF Lot = 6.22DU/ACRE) APPLIANCE - RES APPLIANCE - NONRES Options POWER APPARATUS Optional Pool Structure SIGNS Add: SERVICE 159sf Patio/Covered Area TEMPORARY SERVICE 1 159sf New Electrical MISC ELECTRICAL LIGHT POLES PV SYSTEM - ARRAY PV SYSTEM - MISC EQ Plumbing Units Grading FIXTURE/TRAP 15 SEWER 1 TRACT 1 SEPTIC CUSTOM HOME <=7KSF ROOF DRAIN 0 CUSTOM HOME >7KSF WATER HEATER 1 GREASE INTERCEPTOR WATER PIPING 1 BACKFLOW GAS OUTLETS 8 REVISED:5/15/2019 Invoice No.: 68132 rw INTERWEST Remit to: Interwest Consulting Group P.O. Box 18330 Boulder, CO 80308 Direct questions to: Ashley Avery aavery@interwestgtp.com Invoice Date: 4/12/2021 Jurisdiction No.: BCPR2021-0005 Interwest Job No.: LAQ21-0020 Residential - BCPR2021-0005 - Tract Development Model Z 80750 Avenue 58 Professional Services for the Period April 1, 2020 through April 12, 2021 Bill to: City of La Quinta Attention Danny Castro, Design & Development Director 78495 Calle Tampico La Quinta, CA 92253 Project Person Title Week End Hours Total Invoice Total I $562.50 Rate Total Bryan Montes Plan Check Engineer 4/18/2021 2 $125.00 $250.00 Sandra Schmitz Plan Check Engineer 4/18/2021 2.5 $125.00 $312.50 $562.50 rw INTERWEST Remit to: Interwest Consulting Group P.O. Box 18330 Boulder, CO 80308 Direct questions to: Curtis Carter (720) 372-0149 ccarter@interwestgrp.com Invoice No.: Invoice Date: Jurisdiction No.: Interwest Job No.: 69615 6/11/2021 BCPR2021-0005 LAQ21-0020 Residential - BCPR2021-0005 - Tract Development Model Z 80750 Avenue 58 Professional Services for the Period June 1 through June 11, 2021 Bill to: City of La Quinta Attention Danny Castro, Design & Development Director 78495 Calle Tampico La Quinta, CA 92253 Project Total Invoice Total I $250.00 Person Title Week End Hours Rate Total Bryan Montes Plan Check Engineer 1 6/13/2021 1 2 $125.00 $250.00 $250.00 Alta Verde Builders P.O. Box 13290 Palm Desert, California 92255 BCPR2021-0005 CITY OF LA QUINTA BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE oat 07/21 /2021 3,. CORAL MOUNTAIN / PLAN Z TRACT CONSTRUCTION IWTI ►K Structural Plan Review for Geotechnical Conformance Plan Z Coral Mountain Tract 34243 (aka Pasatiempo) Avenue 58 West of Madison Street La Quinta, Riverside County, California May 10, 2021 © 2021 Earth Systems Pacific Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Pacific. File No.: 300310-002 Doc. No.: 21-05-703 Earth Systems 79-811 Country Club Drive, Suite B I Bermuda Dunes, CA 92203 1 Ph: 760.345.1588 1 www.earthsystems.com May 10, 2021 Alta Verde Builders P.O. Box 13290 Palm Desert, California 92255 Attention: Mr. Russell Jones Subject: Structural Plan Review for Geotechnical Conformance Project: Plan Z Coral Mountain Tract 34243 (aka Pasatiempo) Avenue 58 West of Madison Street La Quinta, Riverside County, California File No.: 300310-002 Doc. No.: 21-05-703 References: 1. Earth Systems, 2020, Geotechnical Engineering Report Update, Coral Mountain Tract 34243 (aka Pasatiempo), Avenue 58 West of Madison Street, La Quinta, California, dated December 16, 2020, File No.: 300310-002, Doc No.: 20-12-712. 2. AV Construction, LLC, 2021, Coral Mountain, Single Family Dwellings, La Quinta, CA, Plan Z, Dated March 5, 2021, 15 sheets. In accordance with your request and authorization, Earth Systems Pacific (Earth Systems) is submitting this structural foundation plan review of Reference No. 2. Our review was performed from a geotechnical perspective. Our review of these plans and the appropriateness of the soils report recommendations are contingent on the foundation loads and seismic parameter exceptions stated in the project soils report. As such, it is our assumption that this criterion has been met. If these assumptions and parameters are different than that stated in Reference 1, the recommendation of the project soils report and this approval letter will require further review and comment. Our conclusions to this plan review are provided below. CONCLUSION Based on the latest plan sheets reviewed (Reference 2), it is our professional opinion that, from a geotechnical standpoint, the plans reviewed have been prepared in substantial conformance with the intent of the recommendations in the referenced project soil report. Additionally, it is our opinion that the recommendations provided in the project soil report remain applicable to the proposed project. Earth Systems structural plan review is only valid if Earth Systems performs the observation and testing during grading to substantiate the soil conditions are as anticipated and provide further recommendations if needed and if not Earth Systems, the new Geotechnical Engineer of record must accept this plan review and the project soils report. Proper geotechnical observation and testing during construction is imperative to allow the geotechnical engineer the opportunity to verify assumptions made during the design process and to verify that our geotechnical recommendations have been properly interpreted and implemented during construction and is required by the 2019 California Building Code. Observation of grading May 10, 2021 2 File No.: 300310-002 Doc. No.: 21-05-703 and fill placement by the Geotechnical Engineer of Record should be in conformance with Section 17 of the 2019 California Building Code. California Building Code requires full time observation by the geotechnical consultant during site grading (fill placement) and in accordance with the requirements of the project plans. Therefore, we recommend that Earth Systems be retained during the construction of the proposed improvements to observe compliance with the geotechnical recommendations, and to allow design changes in the event that subsurface conditions or methods of construction differ from those assumed while completing our study. Please review the limitations presented below as they are vital to the understanding of this letter. LIMITATIONS Conclusions contained in this letter are based on our previously documented field observations and subsurface explorations, laboratory tests, and our present knowledge of the proposed construction. Variations in soil or groundwater conditions could exist between and beyond the exploration points. The nature and extent of these variations may not become evident until construction. Variations in soil or groundwater may require additional studies, consultation, and possible revisions to our recommendations. If during construction, soil conditions are encountered which differ from those described, we should be notified immediately in order that a review may be made and any supplemental recommendations provided. If the scope of the proposed construction changes from that described in this report, the conclusions and recommendations contained in this report are not considered valid unless the changes are reviewed, and the conclusions of this report are modified or approved in writing by Earth Systems. Additionally, this letter should be included with the project geotechnical (soils) report and specification documents. This report is issued with the understanding that the owner or the owner's representative has the responsibility to bring the information and recommendations contained herein to the attention of the architect and engineers for the project. The recommendations presented within are predicated upon the recommendations presented in the referenced project soils reports. Information and recommendations presented in this supplement should not be extrapolated to other areas or be used for other projects without our prior review and response. If Earth Systems is not retained to provide grading observation and testing during construction, we can assume no responsibility for misinterpretation or the applicability of our recommendations. The above services can be provided in accordance with our current Fee Schedule. The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record. Earth Systems has striven to provide our services in accordance with generally accepted geotechnical engineering practices in this locality at this time. No warranty or guarantee express or implied is made. Please note that it is not within our scope of work to check the reviewed documents for conformance to codes or other client and government requirements. As Earth Systems does not practice architectural or structural design, we make no representation as to the accuracy of dimensions, measurements, calculations, or any portion of the design. EARTH SYSTEMS PACIFIC May 10, 2021 3 File No.: 300310-002 Doc. No.: 21-05-703 We appreciate the opportunity to provide our professional services. Please do not hesitate to contact our office if there are any questions or comments concerning this report or its conclusions. Respectfully submitted, �9PR-"t�k EARTH SYSTEM �fPAC IC ��, OC, ARC¢ c� NO. 75771 Rocio Carrillo CML Staff Engineer �q'� CALIF` CE75721 LTR/rc/kl p/cgj Attachments: City of La Quinta First Review Letter (8 pages) AV Construction Structural Plans (15 sheets) Distribution: 1/Mr. Russell Jones (rjones@altaverdebuilders.com) 1/BER EARTH SYSTEMS PACIFIC DESIGN & DEVELOPMENT DEPARTMENT 78-495 CALLS TAMPICO LA QUINTA, CALIFORNIA 92253 (760) 777-7125 FAX (760) 777-7011 RESIDENTIAL PLAN CHECK CORRECTION LIST DATE: 5/6/2021 STATUS: FIRST REVIEW PLAN CHECKED BY: JAKE FUSON TELEPHONE NUMBER: 760.777.7081 ADDRESS: 80-750 AVENUE 58 DESCRIPTION: CORAL MOUNTAIN - PLAN Z APPLICANT: AV CONSTRUCTION LLC PLAN CHECK #: BCPR2021-0005 This submittal has been checked for compliance with the 2019 California Residential, Green Building and Energy Codes, and the City of La Quinta Municipal Code. APPLICANT: The following items are being returned to you for correction: THIS CORRECTION LIST BUILDING DEPARTMENT STAFF: DO NOT accept any resubmittal unless ALL of the following items are included: WRITTEN RESPONSES TO THIS CORRECTION LIST REVISED PLAN SET TRUSS CALCULATIONS GEOTECHNICAL REPORT FOUNDATION PLAN REVIEW LETTER BY GEOTECHNICAL ENGINEER INSTRUCTIONS TO APPLICANT: 1) Provide a written response to each comment on the following pages, noting specifically where the correction can be found. Responses such as, "Sheet A-3," or, "Handrails shall be per CBC Section 1003," are not acceptable. Show or note specifically how compliance with a code requirement is achieved. Responses such as, "Added note 16 on sheet A-3" are appropriate and will help expedite your back check. 2) Corrections may not be made by handwriting on existing drawings. Revise originals and reprint Plans and/or Calculations as necessary. 3) Return all red -marked Plans and/or Calculations with your resubmittal. 4) Each sheet of resubmitted Plans and/or Calculations shall include the preparer's name and telephone number and shall be wet -signed by the preparer. If the preparer is a licensed architect or engineer, all documents prepared by that licensed individual shall also bear his/her stamp as prescribed by California Business and Professions Code Section 5536. Resubmittals will not be accepted with signatures missing. 5) Return this list, your written responses, and all documents listed above with your resubmittal. Residential Plan Check Correction List Page 1 of 3 SECTION A - GENERAL 1) The City of La Quinta has elected to use Interwest Consulting Group for plan review of your project. In addition to the comments provided by the City of La Quinta within this correction list please see the attached outside consultant review comments. For resubmittal please include a separate response sheet for each set of review comments. 2) Note on cover sheet: "A separate permit is required for the 4.75kW solar photovoltaic system with DC Power Optimizers required per the approved energy calculations for this project. This permit must be obtained prior to the Framing/Rough MEP combination inspection and prior to covering any walls or ceilings." 3) Provide Planning Division approval for this Project. Please contact Siji Fernandez in the Planning Division directly at (760) 777-7086 with questions regarding the following comment(s): a) SUBMIT AN AT RISK LETTER FOR THE BUILDING PERMIT PLANS. THIS PROJECT IS CURRENTLY BEING REVIEWED THROUGH A MODIFICATION BY APPLICANT. b) MECHANICAL EQUIPMENT SHALL HAVE AS FOOT SETBACK BETWEEN THE PROPERTY LINE AND THE AC UNITS. 4) The Public Works Division has granted approval of this project with the following condition(s): a) APPROVED PRECISE GRADING PLANS AND PAD ELEVATION CERTIFICATE ARE REQUIRED PRIOR TO ISSUING BUILDING PERMITS 5) Provide written evidence from Burrtec Waste, approving a waste management plan that diverts not less than 65% of the construction materials from landfill for the project. Contact the District Environmental Coordinator directly at (760) 674-1026 for free assistance with the preparation of this plan. Note: This waste management plan may be provided for the entire tract or individually for each building permit. SECTION B - ARCHITECTURAL 1) Provide safety glazing at window 109A or clarify that at least 60" will be provided between bathroom tub and window. (CRC §R308.4) SECTION C — ENERGY EFFICIENCY 1) In garages, laundry rooms, and utility rooms, at least one luminaire must be controlled by a vacancy sensor. (CEnC §150.0(k)21) 2) All interior luminaires required to have light sources compliant with Joint Appendix JA8 (including all down light luminaires recessed in ceilings) must be controlled by either a dimmer or vacancy sensor, except those located in closets less than 70 square feet or hallways. (CEnC §150.0(k)2J) 3) Outdoor lighting permanently mounted to the building must be controlled by one of the following combinations and a manual ON/OFF switch that does not override the chosen combination: (CEC §150.0(k)3) a) Photocell and motion sensor b) Photo control and automatic time switch c) Astronomical time clock d) EMCS with features of an astronomical time clock that does not allow the luminaire to be always ON, and is programmed to automatically turn lighting OFF during daylight hours. SECTION D - CALGREEN 1) Provide not less than 1-inch sized raceway from the main service or subpanel to a listed cabinet, box or enclosure that is in close proximity to a location within the garage that can be utilized for EV charging. The originating electrical Residential Plan Check Correction List Page 2 of 3 ot4a" equipment shall provide capacity to install a 40-ampere minimum dedicated branch circuit and space(s) reserved to permit installation of a branch circuit overcurrent protection device. (CALGreen §4.106.4.1) 2) The overcurrent protection device location and the raceway termination location shall be permanently and visibly marked "EV CAPABLE". (CALGreen §4.106.4.1.1) 3) Provide a table on the plans that contains the following requirements: FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Showerheads 2 gpm @ 80 psi Multiple Showerheads 2 gpm@80 psi (per valve) Lavatory faucets 1.2 gpm @ 60 psi Kitchen faucets 1.8 gpm @ 60 psi Water closets 1.28 gallons/flush Urinals 0.125 gallons/flush SECTION E - STRUCTURAL 1) See separate structural correction list, attached. Important note to Engineer of Record: If these corrections require revisions to structural calculations, in response to these corrections, do NOT simply submit two copies of a few supplemental calculations. For resubmittal, include: • One complete set of structural calculations from the previous submittal, and... • Two complete, stamped and wet -signed sets of structural calculations for review and approval. Your written responses should direct the plan reviewer to the appropriate revised page(s). Failure to provide documentation in this manner will delay approval of your client's project. Incomplete sets, loose pages will not be assembled by the Community Development Department. Important note: If manufactured truss products are used on this project, be aware that the City of La Quinta does not allow deferred submittals. Truss calculations are required no later than the second submittal. SECTION F — SOIL / FOUNDATION 1) See separate structural correction list, attached. END CORRECTION LIST CORRECTION LIST CONTINUED BY INTERWEST CONSULTING GROUP ATTACHED As further information is provided and reviewed, additional corrections may be required. Residential Plan Check Correction List Page 3 of 3 April 12, 2021 CITY OF LA QUINTA - FIRST REVIEW Permit No: BCPR2021-0005 Interwest No.: LAQ21-0020 Non -Structural: XX-hours Structural: 2.5-hours City of La Quinta Building Department 78-495 Calle Tampico La Quinta, CA 92253 Plan Review: Residential — Tract Development: Coral Mountain for Alta Verde Address: 80750 Avenue 58 Interwest Consulting Group has completed a first code compliance review of the following documents on behalf of the City of La Quinta: 1. Drawings: Electronic copy of the following: a. Z0.00 through Z8.12 dated 2/16/21 by Prest Vuksic Greenwood. b. A8.00 through A8.52 dated 2/16/21 by Prest Vuksic Greenwood. C. SZ.1, SZ.2 dated 3/5/21 by Option One. d. SN1 through SN4 dated 3/5/21 by Option One. e. PTN through PT3 dated 3/5/21 by Option One. f. SD1 through SD3 dated 3/5/21 by Option One. g. HFX1, HFX2 dated 3/5/21 by Option One. h. M1.0 through M3.1 dated 3/21/21 by Desert Engineers. i. E0.1 through E3.1 dated 3/21/21 by Desert Engineers. j. P1.0 through P3.1 dated 3/21/21 by Desert Engineers. 2. Structural Calculations: Electronic copy dated 3/5/21 by Option One. 3. Energy Compliance Documentation: Electronic copy dated 3/21/21 by Desert Engineers. 4. Geotechnical Investigation: None provided. The 2019 California Residential Code, 2019 California Building Code (structural engineering design provisions only), 2019 California Mechanical Code, 2019 California Plumbing Code, 2019 California Electrical Code, 2019 California Green Building Standards Code, and 2019 California Energy Code were used as the basis of this review. Plan review comments follow on the attached list. 1500 S. Haven Ave I Suite 220 Ontario, CA 91761 909.295-3142 INTERa'ESTGRP.COn Residential - Tract Development: Coral Mountain forAlta Verde 80750 Avenue 58 4112121 City of La Quinta - First Review Interwest Project No. LAQ21-0020 Pe rm i t Ap p: 8 CPR2021-0005 Page 2 of5 Please submit an itemized response letter and complete and revised documents with directly to city of La Quinta Building and Safety Department. Sincerely, INTERWEST CONSULTING GROUP Bryan Montes Sandra Schmitz, PE Plans Examiner Structural Plans examiner. INTERWEST Residential - Tract Development: Coral Mountain forAlta Verde 80750 Avenue 58 4112121 PROJECT DATA: City of La Quinto - First Review Interwest Project No. LAQ21-0020 Pe rm i t Ap p: 8 CPR2021-0005 Page 3 of5 Occupancy Group(s): Sprinkled: Type(s) of Construction: Risk Category: II Stories/Height: Seismic Design Category: D Building Area: Valuation: Occupant Load: GENERAL COMMENTS: G1. The following plan review documents are based on the City of La Quinta Building Regulations. The following comments reference the 2019 California Building Standards Code as amended by the authority having jurisdiction unless otherwise noted. G2. Please respond in writing to each plan review comment by marking this comment list or creating a response letter. Indicate which detail, specification, or calculation shows the requested information. At minimum, the following should be included with each plan review response: • Page / sheet number(s), detail / specification number(s), etc., and include all applicable code section(s). Briefly explain in writing how the design is intended to comply with the applicable code sections. Please provide a narrative of revisions made outside the plan review comments. Complete and clear responses will expedite the re -check of this project. G3. Please be sure to include on the re -submittal the architect's and /or engineer's stamp, signature, date of signature, and registration number on all sheets of plans depicting structural designed elements and cover sheets of calculations. CBPC 5536.1 and 6735. INTERWEST Residential - Tract Development: Coral Mountain forAlta Verde 80750 Avenue 58 4112121 PLAN REVIEW COMMENTS: City of La Quinto - First Review Interwest Project No. LAQ21-0020 Pe rm i t Ap p: 8 CPR2021-0005 Page 4 of5 BUILDING AND LIFE SAFETY: [Bryan Montes; bmontes@interwestgrp.com; 909.212.0171] Al. At the cover sheet of the plans, please revise the occupancy group to R-3/U. A2. Note the following statements on the cover sheet of the plans: A. "Applications for which no permit is issued within 180 days following the date of application shall automatically expire." (CRC R105.3.2) B. "Every permit issued shall become invalid unless work authorized is commenced within 180 days after issuance or if the work authorized is suspended or abandoned for a period of 180 days. A successful inspection must be obtained within 180 days." (CRC R105.5) A3. Buildings shall have approved address identification that is legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Letters shall not be spelled out. Each character shall be not less than 4 inches in height with a stroke width of not less than inch. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. (R391.1 CRC) ENERGY COMPLIANCE: [Bryan Montes; bmontes@interwestgrp.com; 909.212.0171] - - - - - -- -- - --- - - - -- ---- -- - - - - - -- - ---- -- - . . Comment modified by city reviewer: No "Solar Ready" solar zone is required as a solar PV system will be required for each dwelling. The approximate location of solar panels should however be shown on the plans in order to demonstrate compliance with the requirement for the array to be configured with an azimuth of 180 degrees as modeled in the energy report. EC2. All low-rise residential buildings shall have a photovoltaic (PV) system meeting the minimum qualification requirements as specified in Joint Appendix JA11 of the 2019 California Energy Code. Provide plans and structural calculations for the required PV-system with the resubmittal. Comment modified by city reviewer: The plans for the system will be submitted through a separate permit and submittal, however structural design for the panels should be provided with these dwelling plans and calculations. INTERWEST Residential - Tract Development: Coral Mountain forAlta Verde 80750 Avenue 58 4112121 City of La Quinto - First Review Interwest Project No. LAQ21-0020 Pe rm i t Ap p: 8 CPR2021-0005 Page 5 of5 EC3. Exhaust fans shall be switched separately from lighting system. Lighting integral to an exhaust fan may be on the same switch as the fan provided the lighting can be switched OFF while allowing the fan to continue to operate for an extended period of time. (150(k)2B CEC) Show on electrical plans. CaIGREEN: [Bryan Montes; bmontes@interwestgrp.com; 909.212.0171] CG1. Comply with the 2019 California Green Building Standards Code — please print and complete the required 2019 CaIGREEN Residential Mandatory Measures Checklist on the plans. STRUCTURAL: [Sandra Schmitz, PE; sschmitz@interwestgrp.com; 909.284.4495] S1. Roof trusses may not be deferred without written permission from the Building Department via a completed deferred truss submittal form. Unless a completed form is provided, truss drawings and calculations must be provided no later than the second submittal. S2. A geotechnical report is required for all new residential projects unless an exemption is provided in writing from the Building Department. S3. Provide a geotechnical review letter by the geotechnical engineer verifying that they have reviewed the design and detailing of the foundations and that the design and detailing conforms with the recommendations of the geotechnical report. S4. No geotechnical report was provided with this review therefore no review of the foundation design could be completed. Please provide a copy of the geotechnical report for review in coordination with the foundation plans and calculations. Additional comments may arise upon review of the geotechnical report in coordination with the foundation design. Please contact the listed reviewers between 9:00 A.M. and 4:00 P.M., M-F, with any questions. [END] INTERWEST r Lo Lo Z 6" AT 3'-1q"f 6" 0 0 0 0 0 LncS, Z n J n 11 ncS, 11 u u H u Z u u a 11 a 11 l u H u Z I II I II n 11 n n n Z a 11 a 11 u n Z n J CD Z O m J H Z U' O Z J H Z U' O Z J H Z U' O Z J Z J O J H Z U' O Z J H Z U• O Z J H Z U• O Z J H Z G7 O Z J Z J O J H Z C7 O Z J H Z C7 O Z J 13 Z U' O Z J H Z U' O Z J Z J O J H Z C7 O Z J H Z C7 O Z J H Z U' O Z J Z O - J J W J W J W m W J W J W J W J W m W J W J W J W J W m W J W J W J W W vW v 69'-7" 2'-7" 60'-0" 7'-0" 20'-8" TYP. AT 8'-0" 1 o'-o" HOLDOWNS 16 16 4X6 P (5)-AB 4X6 P 4X6 P (7)-AB 8 STHD14 STHD14 CONC. 2 SIHD14 SMD14 PT1 PT2. ) T STOOP PT1 T HFX "I HFX1 I: ,I I I I ;j I 5 I I I I t o I I I I �- I I 1 I 8 1-1/RA I': Sl PT1 I'1 I I I /� �, ���'i ii/ ' I PT2 1 4X6 1 1 24"X26"DP. CONC. GRADE BM. 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PATIO 7'-0" r ul (1T+1B) LNGTH=61'-6" ELONG=4 7/8" LNGTH=61'-0" ELONG=4 3/4" LNGTH=61'-0" ELONG=4 3/4" LNGTH=61'-0" ELONG=4 3/4" 0 B) LNGTH=61'-0" ELONG=4 3/4" LNGTH=61'-0" ELONG=4 7/8" LNGTH=61'-0" ELONG=4 7/8" LNGTH=59'-0" ELONG=4 5/8" r N \ 4 (2) LNGTH=59'-0" r- ELONG=4 5/8" N Lo L ELONG=4 5/8"NGTH=59'-0" LNGTH=61'-6" ELONG=4 7/8" LNGTH=61'-6" ELONG=4 7/8" (1B) LNGTH=61'-6" ELONG=4 7/8" LNGTH=61'-6" ELONG=4 7/8" LNGTH=61'-6" ELONG=4 7/8" LNGTH=61'-6" ELONG=4 7/8" (1T+1B) LNGTH=61'-6" ELONG=4 7/8" FOUNDATION 1. THIS PROJECT HAS BEEN DESIGNED BASED ON THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 2500 psi AT 28 DAYS. NOTE THAT THIS IS THE MINIMUM DESIGN VALUE. HIGHER VALUES MAY BE REQUIRED PER: a). SITE CONDITIONS, b). SOIL ENGINEER, c). BUILDING OFFICIAL, d). BUILDER SPECS., AND e). SPECIAL EXPOSURES PER THE IBC/CB . REFER TO DETAIL 6/SN4 FOR ADDITIONAL INFORMATION. 2. CONCRETE FOR SLAB -ON -GRADE SHALL HAVE A MAXIMUM SLUMP OF 5" (4" SLUMP FOR MAT FOUNDATION SLAB -ON -GRADE) PER A.S.T.M.C-143. MAX. 4" SLUMP FOR FOOTINGS AND GRADE BEAMS, U.N.O. ON PLANS. 3. ALL CEMENT USED SHALL CONFORM TO A.S.T.M. C-150. 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. C-33 FOR NORMAL WEIGHT CONCRETE AND A.S.T.M. C-330 FOR LIGHTWEIGHT CONCRETE. 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH A.S.T.M. C-94. 6. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS, U.N.O. BY ARCH. SPECS. 7. FOUNDATIONS WITH INTERIOR/EXTERIOR RIBBED FOOTINGS: VAPOR RETARDER (WHERE REQUIRED) SHALL EXTEND 2" INTO EXTERIOR AND INTERIOR FOOTINGS & SHALL BE LAPPED A MINIMUM OF 6". PUNCTURED RETARDER SHALL BE REPLACED OR REPAIRED. MAT -SLAB FOUNDATIONS WITH THICKENED SLAB EDGE: VAPOR RETARDER (WHERE REQUIRED) SHALL BE TERMINATED AT INSIDE EDGE OF PERIMETER FOOTINGS & SHALL BE LAPPED A MINIMUM OF 6". PUNCTURED RETARDER SHALL BE REPLACED OR REPAIRED. 8. SILL FASTENING: EXTERIOR WALLS AND SHEAR WALLS: DIAMETER PER "SHEAR ELEMENT SCHEDULE" x 10* LONG ANCHOR BOLTS 7" INTO CONCRETE, 6'-0" O.C. MAXIMUM (U.N.O.). MIN. OF (2)-BOLTS PER PIECE WITH (1)-BOLT LOCATED NOT MORE THAN 12" OR LESS THAN (7)-BOLT DIAMETERS FROM EACH END AND/OR SPLICE OF THE PIECE, U.N.O. INTERIOR NON -SHEAR WALLS: ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS, 32" O.C. MAXIMUM, 6" FROM CORNERS AND SPLICES U.N.O. ON PLANS. 9. ALL CONTINUOUS GRADE BEAM FOOTINGS TO HAVE MIN. (1)-#4 REINFORCING BAR AT TOP AND BOTTOM, U.N.O. ON PLANS. 10. PROVIDE #3 x 24" LONG DOWELS AT 24" O.C. AND 12" FROM CORNERS AT ALL CONCRETE STOOPS AND PORCHES, U.N.O. ON PLANS. 11. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS, AND OTHER INSERTS SHALL BE SECURED INTO POSITION AND INSPECTED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE PLACING OF ANY CONCRETE. (MUDSILL ANCHOR BOLTS, AND/OR DOWELS MAY BE "STABBED" IF ALLOWED BY THE LOCAL BUILDING OFFICIAL). 12. VERIFY LOCATION OF HOEDOWNS, ANCHOR BOLTS, AND OTHER INSERTS WITH FRAMING CONTRACTOR TO ASSURE PROPER AND ACCURATE INSTALLATION. 13. FOOTINGS SHALL BE OBSERVED AND APPROVED IN WRITING BY THE PROJECT SOILS/GEOLOGY ENGINEER PRIOR TO INSPECTIONS AND PLACEMENT OF CONCRETE. (IF SO REQUIRED BY THE SOILS REPORT AND/OR BLDG. DEPT.). 14. FOUNDATION (WIDTHS AND DEPTHS) AND REINFORCING AS SHOWN ON PLANS ARE TO BE SUPER - CEDED BY LOCAL CODES, ORDINANCES, OR A VALID CIVIL ENGINEERING REPORT WHICH REQUIRE INCREASES OF THE SAME. 15. WAITING PERIOD FOR CONCRETE SLABS -ON -GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS (NOTE: RECOMMENDED, BUT NOT REQUIRED BY CODE): CONVENTIONAL SLABS: a). WALK ON SLABS 24 HOURS AFTER CONCRETE HAS BEEN POURED. b). BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POUR. c). BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POUR. d). DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR. POST TENSION SLABS: a). WALK ON SLABS 24 HOURS AFTER CONCRETE HAS BEEN POURED. b . BEGIN WALL FRAMING 3 DAYS AFTER CONCRETE POUR IF CYLINDER BREAKS INDICATE MIN. 2000 psi STRENGTH. c). BEGIN ROOF/FLOOR FRAMING AFTER SLABS ARE STRESSED. d). DO NOT LOAD ROOF PRIOR TO STRESSING OF SLABS. 16. REQUIREMENTS FOR POST TENSION SLABS (IF APPLICABLE:): a). CONDITION WHERE POST -TENSION IS DESIGNED BY OTHERS: LOADS FROM THE STRUCTURE ABOVE SHALL BE SUPPLIED TO THE POST TENSION ENGINEER PRIOR TO DESIGN. ANCHOR BOLTS AND OTHER HARDWARE TO BE SHOWN ON POST TENSION PLANS TO AVOID MIS -LOCATION OF HARDWARE. b). CONDITION WHERE POST -TENSION IS DESIGNED BY OPTION ONE: REFER TO POST -TENSION FOUNDATION PLANS INCLUDED IN THIS SET OF DRAWINGS. 17. BUILDER TO SUBMIT A COPY OF VALID SOILS REPORT TO THE BUILDING DEPARTMENT FOR PLAN CHECK PURPOSES. 18. ALL SOILS REPORT RECOMMENDATIONS TO BE PART OF THIS APPROVAL AND SHALL ALL BE IMPLEMENTED IN THE FIELD UNDER THE OBSERVATION OF THE SOILS ENGINEER. 19. REFER TO ARCH. DRAWINGS FOR DIMENSIONS, A/C PAD SIZE AND LOCATIONS, SIZE AND LOCATIONS OF CONCRETE STOOPS AND STEPS, DRIVEWAYS, WALKS, ETC. FOUNDATION SYMBOLS AND NOTES SYMBOLS -- -� INDICATES EXTENT OF SHEAR WALL / ANCHOR BOLTS NUMERIC VALUE INDICATES ANCHOR BOLT SPACING IN "INCHES ON CENTER" AT MUDSILL, OR ALPHABETIC VALUE INDICATES ALTERNATE SHEAR ELEMENT. REFER TO "SHEAR XX ELEMENT SCHEDULE AND NOTES" FOR DESIGNATIONS. (X)-AB x'-X. INDICATES MINIMUM QUANTITY OF ANCHOR BOLTS AT MUDSILL. INDICATES LENGTH OF ANCHOR BOLTS SPACING AT MUDSILL OR ALTERNATE SHEAR ELEMENT SIZE OR DESIGNATION. POST W INDICATES BOLTED TYPE HOEDOWN CONNECTORS. HOLDOWN POST W HOEDOWN INDICATES STRAP TYPE HOEDOWN CONNECTORS. TYPICAL MUDSILL ANCHOR BOLT DIAMETERS TO BE PER "SHEAR ELEMENT SCHEDULE" x 10" LONG, ASSUMING (MONOLITHIC) FOUNDATION SYSTEM IS USED (i.e. NO COLD -JOINT BETWEEN SLAB AND FOOTING. * ANCHOR BOLT SPACING MARKED WITH AN ASTERISK INDICATES ANCHOR BOLTS WITH A 4" PRO- JECTION FROM THE SLAB AND/OR TOP OF CURB (TO ACCOMODATE A 3X MUDSILL). * * ANCHOR BOLT SPACING MARKED WITH A DOUBLE ASTERISK INDICATES 3/4" ANCHOR BOLTS IN LIEU OF STANDARD ANCHOR BOLTS. BOLTS SHALL HAVE A 4" PROJECTION FROM SLAB AND/OR TOP OF CURB (TO ACCOMODATE A 3X MUDSILL). NOTES: 1. ANCHOR BOLTS TO BE IN COMPLIANCE WITH DETAIL 3/SN4. 2. FOR SIMPSON "MASA" MUDSILL ANCHOR ALTERNATE, REFER TO DETAIL 8/SN3. FOOTING LEGEND INDICATES POST TENSION INDICATES CONVENTIONAL GRADE BEAM GRADE BEAM L--------J J INDICATES PAD FOOTING I..........:1 L. J NOTE: REFER TO FOUNDATION PLAN OR DETAIL SHEET FOR REQUIRED FOOTING SIZES AND REINFORCEMENT. SYMBOL LEGEND & P.T. PLAN NOTES DENOTES DENOTES NUMBER OF CABLE CABLES AND LOCATION (XT+XB) LNGTH=X'-X" (T=TOP; B=BOTTOM) ELONG=X" �/DENOTES LENGTH OF CABLES DEAD END - ANCHORAGE DENOTES ELONGATION STRESSING END LENGTH OF CABLES AT X'-X" +�-�� DENOTES SPACING 1. FOR GENERAL NOTES & TYPICAL DETAILS SEE SHEETS PTN, PT1, PT2 & PT3 . 2. TOP OF CONCRETE SLAB ELEVATION VARIES, SEE ARCHITECTURAL DRAWINGS. SEE ARCH. DWGS. FOR SLOPES, STEPS, CURBS, DRAINS, DEPRESSIONS, ETC. INDICATES 1/2" DIA. POST -TENSIONED STRAND. TOTAL NUMBER OF 3• STANDS SHALL BE PER PLAN, UNLESS OTHERWISE NOTED. STRESSING END AND DEAD END MAY BE REVERSED, AT CONTRACTORS OPTION. INDICATES 1/2" DIA. POST -TENSIONED STRAND. TOTAL NUMBER OF STRANDS SHALL BE PER PLAN, UNLESS OTHERWISE NOTED. BOTH LIVE ENDS ARE STRESSED (TWO END PULL) TO TOTAL ELONGATION AS INDICATED ON PLANS (FIELD PERSON EL SHALL ADD ELONGATION AT ( EACH END TOGETHER 0 OBTAIN TOTAL SPECIFIED ELONGATION ON PLAN). 4. REFER TO ARCH. PLANS FOR ALL DIMENSIONS. THE ARCHITECT MUST BE NOTIFIED IN WRITING OF ALL DISCREPANCIES PRIOR TO THE CONTINUATION OF ANY WORK. DO NOT SCALE PRINTS. 5. CABLE DIMENSIONS INDICATED MAY BE PLACED WITH A VARIATION OF t1 INCH. 6. REFER TO STRUCTURAL FRAMING PLANS BY "OPTION ONE CONSULTING ENGINEERS" FOR THE REQUIRED PLACEMENT OF ALL INSERTS; I.E., ANCHOR BOLTS, HOEDOWN HARDWARE, COLUMN BASES, GRADE BEAM DESIGNS FOR SHEAR WALL HOEDOWNS, ETC. 7. REFER TO THE PLANS BY THE PROJECT ARCHITECT OF RECORD FOR THE LOCATION OF ALL EXTERIOR NON-STRUCTURAL CONCRETE FLATWORK AND FOR LOCATIONS AND SIZES OF UNDER SLAB CONDUITS. 8. IF DROP GARAGE CONDITION OCCURS, (i.e., STEP>12") CONTACT OPTION ONE. SPECIAL SOIL- CORROSIVITY NOTE 1. CONSULT WITH A CORROSION ENGINEER FOR POTENTIALLY CORROSIVE SOILS CONDITIONS. ENCAPSULATED POST -TENSION SYSTEM MAY BE REQUIRED. ENGINEER OF RECORD (EOR) SHOULD REVIEW MITIGATING MEASURES PROPOSED BY THE CORROSION ENGINEER P IOR TO COMMENCING ANY WORK. 2. CONCRETE WILL PROVIDE ADEQUATE PROTECTION FOR METALLIC STRUCTURES. REFER TO DETAIL 6/SN4 FOR CONCRETE SPECIFICATIONS. 3. THE POST TENSIONING END PLATES AND NUTS NEED TO BE PROTECTED IF EXPOSED. IF THE PLATES AND NUTS ARE IN A RECESS IN THE EDGE OF THE CONCRETE SLAB, THE RECESS SHOULD BE FILLED IN AND FINISHED FLUSH WITH CONCRETE SO THAT THE PLATE AND NUT ARE COMPLETELY ENCASED IN CONCRETE. 4. METALLIC STRUCTURES, SUCH AS PIPING AND CONDUIT, IN CONTACT WITH THESE SOILS SHOULD BE WRAPPED WITH A MINIMUM OF 20 MILS OF DIELECTRIC (NONCONDUCTIVE) TAPE OR ENCASED IN A CONTINUOUS "HOLIDAY" FREE (NO "OPEN" JOINTS OR SEAMS; NO HOLES OR TEARS) POLYETHYLENE FILM SLEEVE OR HEAT SHRINK SLEEVE. SPECIAL POST -TENSION NOTES 1. REFER TO ARCHITECTURAL DRAWINGS FOR DIMENSIONS, A/C PAD LOCATIONS AND SIZES, LOCATIONS AND SIZES OF CONCRETE STOOPS AND STEPS, CONCRETE DRIVEWAYS AND WALKS, UNDER SLAB CONDUITS, ETC. 2. CONCRETE PORCH SHALL BE SLOPED MINIMUM 1/4" PER FOOT, U.N.O. 3. SURFACE WATER MUST DRAIN AWAY FROM BUILDING. REFER TO ARCHITECTURAL AND/OR CIVIL DRAWINGS FOR DRAINAGE PATTERNS. 4. LANDINGS AT EXTERIOR DOORS SHALL HAVE A LENGTH OF 36" IN DIRECTION OF TRAVEL. WIDTH SHALL BE 12" WIDER THAN OPENING OF DOOR. CONCRETE SHALL HAVE BROOM FINISH, U.N.O. 5. HOEDOWN HARDWARE MUST BE SECURED IN PLACE PRIOR TO FOUNDATION INSPECTION. 6. STRUCTURAL OBSERVATION IS REQUIRED PER CBC 2019 SECTION 1704. 7. SPECIAL INSPECTION IS REQUIRED PER CBC 2019 SECTIONS 1704 & 1705 FOR POST - TENSION FOUNDATION CONSTRUCTION. 8. CONSULTING SOILS/GEOTECHNICAL ENGINEER SHALL REVIEW AND APPROVE THE POST - TENSION FOUNDATION PLANS AND DETAILS. 9. PRIOR TO REQUESTING A BUILDING DEPARTMENT FOUNDATION INSPECTION, THE SOILS ENGINEER/GEOTECHNICAL CONSULTANT SHALL INSPECT AND APPROVE THE FOUNDATION EXCAVATIONS AND BUILDING PAD. 10. REFER TO SOILS REPORT FOR E.I., P.I., FOOTING REQUIREMENTS, pH, RESISTIVITY, CHLORIDE EXPOSURE, CONDUCTIVITY, SULFATE EXPOSURE, TYPE OF CEMENT, ETC., PER EACH LOT, (WHERE OCCURS). o 0 L �O N �O N 01 W W Ro V1 N 0 Z E3 *r F 0? z�w C � W c: 6 A CD O W z�� 00.0 -I Wtn or. � v �cz O zrx Oap" N tn t` N ATTEST TO STRUCTURAL nNII ` QROF ESS I P MC`"4�4 C! ck- z� N C 4 Exp. - 0 k sl9l civ'�,`e E OF - DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N 1IIIIIII1 N CIS U � Na-I x 00 00 a 1 a N '' O will IZ 04 U O .., W .. �I N 04 ICI O N W V1 W N *4�� 4'"'o W o C � w a O M O W Z V I O ICI Q y I ao N Q I ERa OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED A THIRD PARTY WITHOUT FIRST OBTAINING NING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, ITC, IN THE EVENT IR UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET szol T cm O N 10 0 LL 0 Q W H w H Q a W 0 Z 0 J m CAD FILE: 220030 SZ1 H2.5 AT TRUSS TO PLATES 6 5 L0) H X IFX HFX TOP BOTT. 1-1/8"0 STD -RA 6 y 5 EX HFX TOP BOTT. 2 V.41 2-2 SD2 POCKET TRUSSES AT FLUSH BM. F 6X6(P) CONT. TO 6X12. W/PC66 4X6 ABU46Z I I I I I ' (L=21'-6" t) BOTT. of 14 1 I AT 9 -0" I I 4X6 ABU46Z col of v,I Q0 c'I (0Q 1 I m I I 3 SD2 6X6 P I CONT. TO 6X12. W/PC66 U I (L=23'-0"f) 6 12 M BOTT Q 10, 6 x X I 6X6 P i CONT. TO 6X12. W/PC66 = I �I Lu QIx H2.5 AT TRUSS CD TO PLATES \ ST6236 AT PLATE BREAK TYP. AT WING WALLS 3 GARAGE 104" CLG. (T.O.C.) I I I 2GT 4-PT BRIG. W/ROOF E.N. ' 1 4000 SN2 LB. BLK'G. TO ROOF SHT'G. I 2-2x6 I ENTRY I 10'4' CLG. I 6X6_ _ 2-2X6 C I OFFICE I I I I I I GUEST BDRIVI.1 ' 1 U-0" CLG. I I 2-2x6 S I 6X6 TE STRAP ABOVE TOP P 3 SD2 T •'ll ..T.. O /I V\ I i I 10'4' CLG. W.I.C. 10'-0" CLG. 4X6- FLAT 2-2X6(S) M. BDRIVI. 1 U-0" CLG. P I I ----- ---;-- r i I� I •---------- �r- KITCHEN 1 U-0" CLG. ------ -i -. i K;_i x I II i MECH. 2-2x6 c I 2-2X6 T L-----J�'`� 4X6 FLAT L---------------------- ART 3 13 GALLERY SD1 _ 1U-0" CLG. a �m T 4X6 F+A-� r- r� - G LAUN. PWDR. 10'-0" CLG. r-------, II I I I I I 10'-0" CLG. HALL 1U-0" CLG. 1 Ir__--- GUEST ; IN BATH 1 I 71 GUEST �,.,; BATH 2 10' 0" CLG. � 10'-0" CLG. GUEST r-' I f ) BDRM. 2 10'-0" CLG. ------------- Olt O`. `. ✓I II 4X6 FLAT P3 3 SD2 ST6236 PER TOP PLATE SPLICE (LOCATE STRAP ABOVE TOP PLATE) OFFSET 4-PT. BR'G. i 2GT 2-2X6 7S I MECH. 7500 2-4 LB. SD1 P3 I I I I 3 I P2 I I 2-2X4 S I 4X P 2GT >-- - I I I I I I I I I •-------------- DINING 1 U-0" CLG. LIVING ,4X6 FLAT P H2 5 AT TRUSS 6X6 '-- ( -) TO PLATES I I I I I I I CONT. FASCIA L=10'-0" f HIP ' TRUSS I �_ H2.5 AT TRUSS I - TO -PLATES I I I II 5'hx15 5 I BOTT. AT 10'-0" COVERED PATIO i 4X6 P �I STHD14 6X8 BOTT AT 10'-0' P2 i LTP4 AT 12" O.C. BEAM TO TOP PLATE WHERE OCCURS 7 SD1 I 3 SD2 I 5'�x21 4 BOTT. AT 10'-0" I,T COVERED PATIO I I IP I H2.5 AT TRUSS TRUSS I TO PLATES I I - - - I CONT. FASCIA L=10'-0" f �I I I 6X6 P H2.5 AT TRUSS ST6236 AT PLATE BREAK W/ECCQ66 TO PLATES TYP. AT WING WALLS FRAMING SYMBOLS AND NOTES SYMBOLS INDICATES SHEAR ELEMENT. REFER TO "SHEAR ELEMENT SCHEDULE AND NOTES". 1 X INDICATES SHEAR ELEMENT LENGTH OR DESIGNATION. *�\ APPLY SHEAR ELEMENT MATERIAL PRIOR TO CONSTRUCTION OF POP -OUT, FURRING, SOFFIT, OR ADJACENT INTERSECTING WALL. 2' X INDICATES SHEAR ELEMENT NUMBER PER CALCULATIONS. 3. OX INDICATES STRUCTURAL BEAMS AND HEADERS PER CALCULATIONS. 4. k � INDICATES INTERIOR BEARING AND/OR SHEAR WALLS. INDICATES LESS THAN FULL STORY WALLS FRAMED W/CRIPPLE STUDS NOT REACHING TOP PLATES. INDICATES NON-STRUCTURAL FURRING -WALLS. DENOTES DETAIL NUMBER * INDICATES PORTIONS OF DETAIL X-X WHICH MAY VARY PER TABLE. 5. DENOTES TABLE NUMBER DETAILS SHALL BE APPLIED X DENOTES SHEET NUMBER ALONG ENTIRE LENGTH OF WALL. 6, //"4"�XZ-INDICATES AREAS OF OVERSTACK (CALIFORNIA) FRAMING. (MIN. 2x6 RAFTERS AT 24" O.C. ITH A MAX. SPAN OF 6'-0"t. BRACE TO FRAMING BELOW). SEE DETAIL 7/SN2. ®� INDICATES REVISION NUMBER. INDICATES A HORIZONTAL STRAP 7 INDI8 CATES AREAS OF REVISION. AS DEPICTED PER DETAILS AND ' FRAMING PLANS. 9. FRAMING LAYOUT LEGEND: 10. WASTE -LINE AND PLUMBING WALL a). INDICATES (2)-INDEPENDENT I ��PLUMBING SIMPLY SUPPORTED MEMBERS MIN. 2x6 I �DIRECTION F WAS ENE2x STUD -WALL BR'G. WALL (OR BM.), TYP. 11 b). INDICATES CANTILEVER MEMBERS L(X V_TRACE OF WATER - AT FLOOR ABOVE FOR PLUMIBING lr,-BR'G. WALL 11. BEAM/HEADER TIGHT TO PLATES INDICATES NO TOP (OR BM.), TYP. CRIPPLES ABOVE BEAM/HEADER AS SHOWN BELOW. c). INDICATES CONTINUOUS SPAN MEMBERS I INSTALL BEAM DIRECTLY UNDER TOP PLATES 4�_,_BR'G. WALL (OR BM.), TYP. 12. REFER TO ALL "SN" SHEETS FOR GENERAL NOTES, GENERAL DETAILS AND CONSTRUCTION SPECIFICATIONS. SHEAR ELEMENT SCHEDULE AND NOTES WOOD STRUCTURAL PANEL SHEAR WALLS (CBC 2019) 6,9,10 3,4 8,11,12 2,5 5,16 Z8 1.2 2 13 VERTICAL AND MUDSILL SHEAR COMMON OR NAIL EDGE NAIL HORIZONTAL SIZE AND SOLE PLATE NAILING: DESIGN STRUC GALVANIZEDWALL ANDJOINT FIELD JOIN MEMBER ANCHORSPACING LT 2X WITH CAPACITY TYPE PANELTNPE BOXNAILS SPACING WIDTH U.N.O. U Nd (PLF) 2X MUDSILL P6 SH THING 8d 6" O.C. 12" O.C. 2X 1/2'"DIAT tMIN.OA. (1)-ROW 16d AT 4" O.C. 260 (EQ.1 260 (WIN) x'-X" 25- 2X MUDSILL P4 SHEATHING 8d 4" O.C. 2" O.C. 2X 1/2'"DIA. AT 32 O.C. T 4" D.C.d 350 ) 350 (WIND) X'-X" 15 2X MUDSILL 14 P3 SH THING 8d STAGGOERED 12 O.C. (ALT.32-2X) 1/2'"DIA. AT 16 O.C. (211_ROWS 16d AT 4'r O.C. PER ROW STAGGERED ) 490 (WIND) X'-X" 15 2X MUDSILL 14 P2 SH THING Sd STAGGERED 12" O.C. (ALT. 16" 1/ 6" DO.0 AT (21_ROWS 16d AT 4 ( STAGGERED OW ) 640 (640 WEND) x,_X 15/32" O.C" 2X MUDSILL 14 (4-ROWS SIMP. SDS 1/ 4-1/2" AT 8" O.C. 870 )) STRUCT. I SHEATHING 10d STAGGERED 12O.C. 3X 1/2� DIA. AT 12O.C. " PER ROW STAGGERED (MIN. 4 PER 16" BAY) 1040 �INNb) 7 3X MUDSILL 3X SOLE PLATE 14 P DOUBLE -SIDED 3/8" SHEATHING Sd 3" O.C. STAGGERED 12" O.C. 3X 1/2' DIA12" O.C. . AT (2 -ROWS SIMP. SIDS 1>4"X 6" AT 6" O.C. PER ROW STAGGERED 980 EQ.) 1200 (WIND) x " w 3 SILL (MIN. 4 PER 16" BAY) 7 3X MUDSILL 3X SOLE PLATE 14 DOUBLES SIDED x -x" Al0d STAGGERED 12" O.C. 3X 3/4' DIA. AT 12" D.C.SHEATHING ��_RO6S ATMP. SOS 4" O.C. PER ROW STAGGERED ) 24 00 (WEND) w 3x slu (MIN. 8 PER 16" BAY) NOTES: 1. ANCHOR BOLTS AT SHEAR WALLS REQUIRE 0.229" X r X r PLATE WASHERS, U.N.O. ON THE FRAMING PLANS. ALL NON -SHEAR WALL ANCHOR BOLTS MAY USE STANDARD CUT (ROUND) WASHERS. PLATE WASHERS MAY BE SLOTTED PER THE FOLLOWING: FOOTNOTES: a). PLATE WASHER SIZE IS REFERENCED FROM NOS SDPWS-2015 SECTION 4.3.6.4.3. b).ANCHOR BOLT NUTS SHALL BE TIGHTENED JUST PRIOR TO COVERING THE FRAMING. c). PLATE WASHERS SHALL EXTEND TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SHEATHED SIDE. d). POSITION SIMP. BPS3/4"-6 PLATE WASHER WITH STD. CUT ROUND WASHER AT DOUBLE SIDED `TTTTTTTTTTTJ rnuvvtu H JIHIVUHKV l:Vl YYHJI'1tK IJ rLHctu SHEAR WALLS 1/2" FROM EDGES OF SILL PLATE. ` ' BETWEEN THE PLATE WASHER AND THE NUT. 2. REFER TO DETAIL 1/SN3 FOR FASTENER SPACING AT PLATES AND ABUTTING PANEL JOINTS. FOR ADDITIONAL NOTES #3416, REFER TO SHEET 'SN1'. MANUFACTURED PANELS HF HARDY FRAME PANELS HFX-SERIES MANUFACTURED BY HARDY FRAMES, INC. (ALLOWABLE CAPACITY: SEE MANUFACTURE LITERATURE) ICC ESR-2089; LARR-25759 xxxx ASSIMPSON STEEL STRONG WALL PANEL MANUFACTURED BY SIMPSON STRONG -TIE (ALLOWABLE CAPACITY: SEE MANUFACTURE LITERATURE) ICC ESR-1679; LARR-25625 FOR TYPICAL WOOD FRAMING SECTION 11 AND ELEVATION, REFER TO DETAIL SN2 Q FRAMING LEGEND a--oX ROOF TRUSSES PER MANUF. AT 24" O.C. SPAN (L)* HANGER TYPE CARRIED BY (1)-PLY G.T. CARRIED BY MIN. (2)-PLY G.T. L =< 10' L =< 16' LUS24 10' <L=< 14' 16' <L=< 24' LUS26 14' <L=< 20' 24' <L=< 36' MUS26/WS28 NOT ALLOWED 36' <L=< 50' HUS26 NOT ALLOWED I L > 50' SEE PLAN XGT GIRDER TRUSS PER MANUF. N X =NUMBER DESIGN G.T. TO ACCOMODATE OF PLIES FULL NAILING OF REQ'D. HNGRS. PLIES HANGER ONE HUS26 TWO HHUS26-2 THREE + SEE PLAN * SPAN (L) = CLEAR DISTANCE BETWEEN DESIGNED SUPPORTS a--�� TRUSS JACKS AT 24" O.C. HNGR.=DETAIL 1/SN2 2X__ RAFTERS AT _" O.C. HNGR.=(SINGLE):LUS__ (DBL):LUS= 2 F1 11-7/8" TJI 210 AT 19.2" O.C. ITS or IUS HNGR.=(SINGLE):1.88 2 06/1 MIT or MIU (DBL). 4.28/11.88 N �_ o 3s o z N z oo� a z i 0 F2 I 11-7/8" TJI 210 AT 16" O.C. HNGR.=(SINGLE):ITS or US MIT or MIU (DBL): 2.06/11.88 4.28/11.88 ^ a o � o- m m F3 14" TJI 210 AT 19.2" O.C. HNGR.=(SINGLE);ITS or IUS (DBL): MIT or MIU 2.06/14 4.28/14 a a o o o oo� Li cD c� a = F4 ITS or IUS MIT or MIU 14" TJI 210 AT 16" O.C. HNGR.=(SINGLE): (DBL): 2.06 14 4.28 14 " �� N z w ' F5 14" TJI 230 AT 16" O.C. ITS or IUS MIT 3514-2 HNGR.=(SINGLE):2 (DBL): 14" TJI 360 AT 16" O.C. 37 14 MIU 4.75 14 DJ 2X_ DECK JOISTS AT 16" O.C. HNGR.=(SINGLE):LUS (DBL):LUS-2 RIP 1 4" PER FT. TO DRAIN LJ MIN. 2X6 LANDING JOISTS AT 16" O.C. HNGR.=(SINGLE):LUS26 (DBL):LUS26-2 8 CJ 2X CEILING JOISTS - SEE DETAIL sriz BEAM BEAM T-A ALIGN ROOF TRUSS W/E.N. WIDTH DEPTH T-F STRUCTURAL "FILL" TRUSS W/E.N. WAD T-L ROOF TRUSS ON LAYOUT W/E.N. T-0 OFFSET ROOF TRUSS W/E.N. GLB GLULAM LSL LAMINATED STRAND LUMBER LAMINATED LVL VENEER LUMBER PSL PARALLEL STRAND LUMBER D.F. DOUGLAS FIR T-W ROOF TRUSS ON WALL W/E.N. SAWN LUMBER ENGINEERED LUMBER F-A ALIGN FLOOR JOIST W/E.N. BEAM HANGER BEAM HANGER 04 LUS 1-3/4" X 9-1/2" IUS F-L FLOOR JOIST ON LAYOUT W/E.N. 4X6 LUS 1-3/4" X 11-7/8" IUS F-0 FLOOR JOIST OFFSET FROM WALL W/E.N. 4X8 LUS 1-3/4" X 14" IUS F_W ADD ONE FLOOR JOIST UNDER WALL 9 4X10 HUS 3-1/2" EWP HU 012 HUS 3-1/8 EWP HU 2F-W ADD TWO FLOOR JOIST UNDER WALL ALT.: TJI 560 SERIES JOIST SN2 6X6 HU 5-1/4" EWP GLN DOUBLE FLOOR JOIST 2F ALT.: TJI 560 SERIES JOIST 6X8 HU 5-1/8" EWP GLT 2DJ DOUBLE DECK JOIST 6X10 HU 7" EWP GLN 1. SEE PLANS, OR CONTACT ENGINEER, FOR SIZES NOT SHOWN. 2. CALL -OUT INDICATED ON FRAMING PLANS SHALL SUPERSEDE THE HANGERS INDICATED ABOVE. 3. CONCEALED FLANGE HANGERS MAY BE USED WHERE REQUIRED. 4. SEE DETAIL 13/SN4 FOR ALTERNATE PRODUCTS. 2LJ DOUBLE LANDING JOIST yi �o l'V �O N a"CPS Ir o W W RRn Rn N 0 x , E3ku �•r F 1� z�w C � W = c: 16 O W z�� • 00.0 +^I .+ 4 FWD 1.4 � v �cz O z�x 0 W U � tn n !V ATTEST TO STRUCTURAL nNII ` QROF ESS I McC4� e �N z� C 4 Ezp. - 0 k sl9l C I V 0- E OF CALVE DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N ICI N O U 04 N'--I 00 00 a I a N O willa Iz W U O .., w •• yy P4 0* N W Va) W N *4 o ~ 0.4 O v ii W C O > � x w a O rA MO.I Z I I O � Q I I r ao N Q \ I OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SZ92 CAD FILE: 220030 SZ2 STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO A.S.T.M. A-572 GRADE 50 (OR A.S.T.M. A-36). 2. STEEL PIPE SHALL CONFORM TO A.S.T.M. A-53, GRADE B. 3. STEEL TUBING SHALL CONFORM TO A.S.T.M. A-501 OR A-500, GRADE B. 4. STEEL PLATES SHALL CONFORM TO A.S.T.M. A-572 GRADE 50 (OR A.S.T.M. A-36). 5. MACHINE BOLTS AND ANCHOR BOLTS FOR STEEL MEMBERS SHALL CONFORM TO A.S.T.M. A-307, U.N.O. ON PLANS. 6. LIGHT GA. COLD FORMED STEEL MEMBERS SHALL CONFORM TO A.S.T.M. A-441. 7. HI -TENSILE BOLTS, WHERE INDICATED ON PLANS OR DETAILS, SHALL BE OF THE FRICTION TYPE AND THERE SHALL BE NO PAINT, OIL, LACQUER OR GALVANIZING BETWEEN THE CONTACT SURF ACES. HI -TENSILE BOLTS SHALL CONFORM TO A.S.T.M. A-325, U.N.O. 8. WELDING OF STRUCTURAL STEEL SHALL CONFORM TO A.W.S. D1.1 USING APPROVED E70XX ELECTRODES. 9. ALL WELDING SHALL BE PERFORMED BY A CERTIFIED WELDER, USING THE ELECTRIC SHIELDED ARC PROCESS AT LICENSED SHOPS, OR OTHERWISE APPROVED BY THE LOCAL BUILDING DEPT. 10. CONTINUOUS INSPECTION IS REQUIRED FOR ALL FIELD WELDING. 11. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT -DIP GALVANIZED AFTER FABRICATION, OR OTHER APPROVED WEATHER PROOFING METHODS MAY BE USED. 12. WHERE FINISH IS ATTACHED TO STEEL, PROVIDE 1/2" DIA. X 3" NELSON STUDS AT 36" O.C. U.N.O. ON PLANS OR DETAILS. 13. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE LATEST EDITION OF THE "SPECIFIC- ATIONS FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", BY A.I.S.C. 14. ALL GROUT UNDER STEEL BEARING PLATES SHALL BE SOLID DRYPACK OR NON -SHRINK GROUT PLACED AS DIRECTED BY THE MANUFACTURER. 15. STEEL IS TO BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR. 16. SHOP DRAWINGS SHALL BE SUBMITTED TO OPTION ONE FOR REVIEW AND COMMENT PRIOR TO FABRICATION. 17. FOR WELDING AT BRACED FRAMES & MOMENT FRAMES, THE WELDING FILLER METAL SHALL HAVE A CHARPY V-NOTCH (CVN) TOUGHNESS OF 20 FT -LB., AT 70° F. (E70T-4 IS PROHIBITED). GENERAL 1. TEMPORARY SUPPORTS, ETC., ARE THE SOLE RESPONSIBILITY OF THE FRAMING CONTRACTOR AND HAVE NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER. THE FRAMING CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFORE- MENTIONED MATERIALS. OBSERVATION VISITS TO SITE BY FIELD REPRESENTATIVE OF THE STRUCT- URAL ENGINEER DO NOT INCLUDE INSPECTIONS OF CONSTRUCTION MEANS AND METHODS. OBSERVATIONS PERFORMED BY STRUCTURAL ENGINEER DURING CONSTRUCION ARE NOT CONT- INUOUS AND DETAILED INSPECTION SERVICES WHICH ARE PERFORMED BY OTHERS. OBSERVATIONS PERFORMED BY STRUCTURAL ENGINEER ARE PERFORMED SOLELY FOR THE PURPOSE OF DETER- MINING IF CONTRACTOR UNDERSTANDS DESIGN INTENT CONVEYED IN THE CONTRACT DOCUMENTS. OBSERVATIONS DO NOT GUARANTEE CONTRACTOR'S PERFORMANCE ARE NOT TO BE CONSTRUED AS SUPERVISION OF CONSTRUCTION. 2. VIBRATIONAL EFFECTS OF MECHANICAL EQUIPMENT HAVE NOT BEEN CONSIDERED. 3. OPTION ONE CONSULTING ENGINEERS DOES NOT TAKE ANY RESPONSIBILITY FOR DESIGN OF THE FOUNDATIONS WHERE ANOTHER PROFESSIONAL FIRM AND/OR CONSULTANT HAS BEEN CONTRAC- TED BY THE OWNER TO PROVIDE THE DESIGN FOR THE FOUNDATIONS. 4. REFER TO STRUCTURAL CALCULATIONS FOR ANY QUESTIONS REGARDING LUMBER GRADES, BEAMS AND HEADER SIZES, FOOTINGS, AND SHEAR REQUIREMENTS. 5. REFER TO SOILS REPORT FOR ANY UESTIONS REGARDING SOILS RE UIREMENTS. Q Q 6. NO FRAMING OF ANY TYPE SHALL BE CONCEALED PRIOR TO INSPECTION BY THE GOVERNING AGENCIES. 7. GRADING AND DRAINAGE: ALL PAVING, FLAT WORK AND PLANTERS NEXT TO THE BUILDING SHALL BE PROPERLY GRADED TO CARRY WATER AWAY FROM BUILDING. 8. NO CHANGES ARE TO BE MADE TO THESE PLANS WITHOUT THE KNOWLEDGE OR WRITTEN APP- ROVAL OF THE ENGINEER WHOSE SIGNATURE APPEARS HERE ON. 9. ALL OF THE A.S.T.M. DESIGNATIONS ARE TO BE OF THE LATEST VERSION. 10. FRAMING SUB CONTRACTOR TO CHECK AND VERIFY SIZE AND LOCATION OF ELECTRICAL SERVICE AND PLUMBING RUNS WITH ELECTRICAL AND PLUMBING SUB -CONTRACTORS BEFORE THE BEGINNING OF CONSTRUCTION. 11. NO DEVIATIONS FROM STRUCTURAL DETAILS SHALL BE MADE WITHOUT THE WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. APPROVAL BY GOVERNING AGENCY DOES NOT CONSTITUE AUTHORITY TO DEVIATE FROM THE PLANS OR SPECIFICATIONS. 12. "OR E UAL": THE CONTRACTOR SHALL SUBMIT FOR THE STRUCTURAL ENGINEER'S APPROVAL Q ALL MATERIALS OR EQUIPMENT WHICH IS CONSIDERED "OR EQUAL" TO THAT SPECIFIED. 13. PROVIDE SPECIAL INSPECTION WHERE REQUIRED BY SECTION 1704/1705 OF THE IBC CBC, AND WHERE RE UIRED BY THE OTHER CONSULTANTS CONSTRUCTION DOCUMENTS. IN ADDITION Q VERIFY ANY OTHER CONDITIONS REQUIRING SPECIAL INSPECTION WITH THE BUILDING OFFICIAL. 14. UNLESS NOTED OTHERWISE ON THE DRAWINGS, DETAILS ON DRAWINGS SHALL BE USED WHEN- EVER APPLICABLE. WHERE NO DETAIL IS SHOWN CONSTRUCTION SHALL BE AS SHOWN FOR OTHER SIMILAR WORK. 15. DETAILS AND SCHEDULES INDICATED AS "TYPICAL' MAY NOT BE SPECIFICALLY REFERENCED ON DRAWINGS. DETERMINE WHERE EACH TYPICAL DETAIL OR SCHEDULE APPLIES BEFORE PRO- CEEDING WITH WORK. IF CONDITIONS ARE FOUND WHICH ARE NOT SPECIFICALLY DETAILED AND NO TYPICAL DETAIL OR SCHEDULE APPLIES PROMPTLY NOTIFY STRUCTURAL ENGINEER. 16. ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO MOST CURRENT EDITION OF THE IBC CBC. 17. REFER TO THE APPROVED STRUCTURAL CALCULATIONS FOR ALL DESIGN CRITERIA. 18. OPTION ONE CONSULTING ENGINEERS EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED CHANGED OR COPIED IN ANY MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS HARMLESS. 19. OPTION ONE CONSULTING ENGINEERS MUST IMMEDIATELY BE NOTIFIED BY BUILDER CONTRACTOR / OR OTHER TRADE PARTNERS IF ANY UESTIONS AMBIGUITIES ARISE OR DISCREPANCIES DISCOVERED Q / RELATED TO ANY CONSTRUCTION DOCUMENTS DRAWINGS SHOP -DRAWINGS AND OR SPECIFICATIONS. CONSTRUCTION PERFORMANCE GUIDELINES THE FOLLOWING CONSTRUCTION QUALITY AND WORKMANSHIP STANDARDS ARE OPTION ONE CONSULTING ENGINEERS' TOLERANCES OR LEVEL OF REASONABLE EXPECTATIONS FOR COMPONENTS OF A STRUC- TURE (BUILDING) TO BE CONSTRUCTED SO AS TO MEET CERTAIN OBJECTIVES RELATING TO APPEARANCE, FUNCTION, AND LONGEVITY. 1. SLAB -ON -GRADE 1.1) CRACKS THAT OCCUR IN SLAB -ON -GRADE FLOORS SHOULD NOT EXCEED 3/16" IN WIDTH OR 1/8" IN VERTICAL DISPLACEMENT OVER ANY 12 INCHES IN LENGTH. FOR SLAB FLOORS THAT ARE TO BE COVERED WITH VINYL FLOORING OR SIMILAR MATERIAL, CRACKS SHOULD NOT BE VISIBLE IN THE FINISH FLOOR AT A DISTANCE OF 6 FEET UNDER NORMAL DAYLIGHT CONDITIONS. 1.2 THE SLAB SHOULD BE LEVEL AND EVEN AND ANY DEVIATIONS SHOULD NOT EXCEED 1 2" OF VERTICAL CHANGE IN 20 FEET OF LENGTH. / 1.3) CONCRETE FLOORS SHOULD NOT HAVE AREAS OF UNEVENNESS OF MORE THAN 1/4" OVER A HORIZONTAL DISTANCE OF 10 FEET. 2. GRADE BEAM 2.1) OVER 40 FEET OF LENGTH, THE TOP SURFACE OF GRADE BEAM SHOULD BE NO MORE THAN 1" LOWER THAN THE HIGHEST POINT, AND NO MORE THAN 1" HIGHER THAN THE LOWEST POINT. IF THE LENGTH OF MEASUREMENT IS SHORTER, THE ALLOWABLE DEVIATION IS REDUCED PROPORTIONALLY. 2.2) IF MEASURING THE TOP OF THE GRADE BEAM: FROM THE CORNER MEASURE ONE DIRECTION 12'. FROM THE ORIGINAL STARTING POINT OF THE WALL MEASURE 90 DEGREES THE OTHER DIRECTION 16' 12' AND 16' FROM THE CORNER ( SHOULD BE AT A 90 DEGREE ANGLE TO ONE ANOTHER). THE DIAGONAL DISTANCE SHOULD BE WITHIN 1" IN 20'. 2.3) EFFLORESCENCE ON CONCRETE SURFACES IS CONSIDERED ACCEPTABLE. THIS CONDITION OFTEN OCCURS WHEN ONE OF THE INGREDIENTS IN THE CEMENT REACTS WITH MOIST AIR. 3. FLOORS AND CEILINGS 3.1) SQUEAKS THAT ARE CAUSED BY LOOSE SUB -FLOORS; I.E., PLYWOOD FLOOR SHEATHING, LOOSE NAILS OR FASTENERS, MAY BE CONSIDERED UNACCEPTABLE IF THE SUBJECT FLOOR SQUEAKS, NOTICEABLY AND CONTINUOUSLY. A SQUEAK -PROOF FLOOR CANNOT BE GUARANTEED DUE TO SEASONAL WEATHER CONDITIONS THAT CAUSE THE FRAME TO EXPAND AND CONTRACT. 3.2) ANY FLOOR OR CEILING THAT EXCEEDS 1/4" DEPRESSION OR RIDGE IN A 32" BY 32" AREA SHOULD BE CONSIDERED NON -PERFORMING. - 3.3 NO POINT ON THE SURFACE OF A WOOD SUB FLOOR SHOULD BE MORE THAN 1 2" HIGHER OR LOWER THAN ANY OTHER POINT ON THAT SAME SURFACE WITHIN 20'. 3.4) EXPOSED WOOD BEAMS OR POSTS THAT HAVE SPLITS THAT EXCEED 5/8" IN WIDTH ARE CON- SIDERED EXCESSIVE AND ARE UNACCEPTABLE. - 3.5 ANY BEAM OR POST THAT TWISTS MORE THAN 3 4" IN AN 8 FOOT SECTION IS CONSIDERED ) UNACCEPTABLE. / 4. STUCCO WALLS 4.1 ALL EXTERIOR STUCCO COVERED WALLS SOFFITS AND OR GARDEN WALLS SHOULD NOT HAVE ANY CRACKS THAT EXCEED 1/8" IN WIDTH OR 1/8" IN ADJACENT SURFACE DISPLACEMENT. HOWEVER CRACKS LESS THAN 1 8" COVERING MORE THAN 33% OF A ONE FOOTS UARE / Q AREA OF A DRY SURFACE WALL (SIMILAR TO A SPIDER WEB PATTERN), ARE UNACCEPTABLE. IF THE WALL IS WET IT WILL SHOW A DISPROPORTIONATE NUMBER OF SURFACE IRREGULARITIES AND CRACKS; THIS GUIDELINES APPLIES TO WALLS MEASURED WHEN DRY. 4.2) ALL LATH AND PLASTER SHOULD BE INSTALLED IN SUCH A MANNER THAT WILL ENSURE THE HOUSE TO BE WATERTIGHT AND FREE FROM ANY EXTERIOR WATER INTRUSION. 4.3) WEEP SCREEDS SHOULD NOT BECOME RUSTED TO THE POINT OF DETERIORATION. RUST MARKS ON THE SURFACE ARE CONSIDERED UNACCEPTABLE, IF MORE THAN 5 MARKS MEASURING OVER 1" LONG OCCUR PER 100 SQUARE FEET. 4.4) ANY SUBSURFACE PLYWOOD, I.E., PLYWOOD THAT IS INSTALLED BEHIND WOOD SIDING OR STUCCO, THAT WARPS OR SPLITS EXCESSIVELY IS UNACCEPTABLE AND SHOULD BE REPLACED. FOR THIS GUIDELINE, "EXCESSIVE" MEANS THAT THE LAMINATIONS CAN BE EASILY SEPARATED USING HAMMER CLAWS. 4.5) THE ENTIRE STRUCTURE SHOULD BE WATERTIGHT. THE EXTERIOR FINISH SHOULD BE INSTALLED IN SUCH A WAY AS TO PREVENT ANY KIND OF WATER INFILTRATION AND/OR INTRUSION INSIDE THE WALL CAVITIES OR LIVABLE SPACE. 5. DRYWALL 5.1) CRACKS IN EXCESS OF 3/32" IN WIDTH ARE CONSIDERED UNACCEPTABLE. 5.2 NAIL POPS THAT ARE VISIBLE FROM A DISTANCE OF 6' UNDER NORMAL LIGHT CONDITIONS ARE UNACCEPTABLE. NAIL POPS THAT HAVE CRACKED THE SURFACE OR WITH EXPOSED HEADS ARE UNACCEPTABLE. THIS PERFORMANCE GUIDELINE ALSO APPLIES TO DRYWALL SCREWS. 6. DRAINAGE 6.1) ALL SOILS THAT SURROUND THE FOUNDATION OF A BUILDING SHOULD SLOPE A MINIMUM OF 5% ONE UNIT VERTICAL IN 20 UNITS HORIZONTAL . THIS RE UIRED SLOPE MUST BE MAINTAINED ( ) Q FOR A MIN. DISTANCE OF 10' MEASURED PERPENDICULAR TO FACE OF THE WALL. IF PHYSICAL OBSTRUCTIONS OR LOT LINES PROHIBITS 10' OF HORIZONTAL DISTANCE, A 5% SLOPE SHALL BE PROVIDED TO AN APPROVED ALTERNATIVE METHOD OF DIVERTING WATER AWAY FROM THE FOUNDATION (SUCH AS CONCRETE DRAINAGE DITCH OR GRADED SWALE). IT IS ADVISABLE TO CHECK SLOPE RE UIREMENTS WITH THE LOCAL BUILDING DEPARTMENT CODE AND ORDINANCES Q SINCE SEVERAL CITIES AND COUNTIES RE UIRE SLOPES TO BE MORE THAN 5%. Q 6.2) EXISTING GRADES AND SWALES ARE NOT ALLOWED TO DRAIN ONTO ADJOINING PROPERTIES. WATER THAT IS TRANSFERRED VIA YARD DRAINS, SWALES, OR SUMP PUMPS MAY REQUIRE 48 HOURS TO DRAIN. 6.3 SOILS THAT SETTLE AND CAUSE WATER TO STAND OR POND WITH 5' OF THE FOUNDATION PERIMETER AND WHICH DOES NOT DISSIPATE WITHIN 24 HOURS AFTER A RAIN, IS CONSIDERED UNACCEPTABLE. STEEL CONNECTORS 1. ALL STEEL CONNECTORS SPECIFIED ON THE PLANS SHALL BE FROM THE SIMPSON STRONG -TIE COMPANY OR AN I.C.C. APPROVED E UAL IN STRUCTURAL DESIGN AND LOAD VALUES. ALL "OR Q EQUALS" TO BE APPROVED IN WRITING BY OPTION ONE IF NOT INDICATED ON DETAIL 5/SN4). USE Z-MAX COATING (OR EQUAL) FOR CONNECTORS EXPOSED TO EXTERIOR APPLICATION, OCEAN SALT AIR, CORROSIVE FIRE -RETARDANT CHEMICALS, FERTILIZERS, FERTILIZER FUMES OR OTHER SUB STANCES THAT ADVERSELY AFFECT STEEL. CONNECTORS AND FASTENERS MUST BE OF COMPATIBLE METALS. 2. ALL FASTENERS NOT SHOWN SHALL BE PER MANUFACTURER'S REQUIREMENTS. 3. INSTALL ALL SPECIFIED FASTENERS BEFORE LOADING THE CONNECTION. 4. ALL STEEL CONNECTORS SHALL BE TIED IN PLACE FOR INSPECTION PRIOR TO THE PLACEMENT OF CONCRETE. 5. ALL SIMPSON HOLDOWNS AND COLUMN BASES TO BE FASTENED TO MIN. 4x POST, U.N.O. 6. ALL 2x JOIST HANGERS TO BE SIMPSON "LUS" HANGERS U.N.O., OR AN I.C.C. APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES. 7. ALL I -JOIST HANGERS TO BE SIMPSON "IUS" HANGERS U.N.O., OR AN I.C.0 APPROVED EQUAL IN STRUCTURAL DESIGN AND LOAD VALUES. 8. SIMPSON LTP4 FRAMING ANCHORS ARE TO BE INSTALLED WITH 8d X 2" (MIN.) COMMON NAILS WHEN APPLIED OVER MAX. 1/2" THICK SHEATHING. ALL OTHER APPLICATIONS REQUIRE 8d X 1-1 /2" COMMON NAILS. NAIL TYPE SCHEDULE COMMON WIRE DIA. WIRE GAUGE PENETRATION INTO MAIN MEMBER 8d 0.131" 10-1/4 MIN. 1-3/8" 10d 0.148" 9 MIN. 1-1/2" 12d 0.148" 9 MIN. 1-1/2" 16d 0.162" 8 MIN. 1-5/8" 20d 0.192" 6 MIN. 2" BOX WIRE WIRE PENETRATION DIA. GAUGE INTO MAIN MEMBER 0.113" 11-1/2 MIN. 1-3/8" 0.128" 10-1/2 MIN. 1-1/2" 0.128" 10-1/2 MIN. 1-1/2" 0.135" 10 MIN. 1-5/8" 0.148" 9 MIN. 2" 16d SINKER WIRE WIRE PENETRATION DIA. GAUGE INTO MAIN MEMBER 0.148" 9 MIN. 1-1/2" 16d P-NAIL GUN WIRE WIRE PENETRATION DIA. GAUGE INTO MAIN MEMBER 0.131" 10-1/4 MIN. 1-1/2" NOTES: 1. WE RECOMMEND USING TRACKERS®COLOR-CODED NAIL SYSTEM, FOR EASE OF NAIL VERIFICATION (ICC-ESR 2040, LARR-25862) 2. IT IS ACCEPTABLE TO USE ALTERNATE NAIL TYPES IF THE WIRE GAUGE & PENETRATION MATCHES THOSE INDICATED ON THE PLANS OR DETAILS. FOUNDATION 1. THIS PROJECT HAS BEEN DESIGNED BASED ON THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 2500 psi AT 28 DAYS. NOTE THAT THIS IS THE MINIMUM DESIGN VALUE. HIGHER VALUES MAY BE REQUIRED PER: a). SITE CONDITIONS, b). SOIL ENGINEER, c). BUILDING OFFICIAL, d). BUILDER SPECS., AND e). SPECIAL EXPOSURES PER THE IBC CBC. REFER TO DETAIL 6/SN4 FOR ADDITIONAL INFORMATION. 2. CONCRETE FOR SLAB -ON -GRADE SHALL HAVE A MAXIMUM SLUMP OF 5" (4" SLUMP FOR MAT FOUNDATION SLAB -ON -GRADE PER A.S.T.M.C-143. MAX. 4" SLUMP FOR FOOTINGS AND GRADE BEAMS, U.N.O. ON PLANS. ) 3. ALL CEMENT USED SHALL CONFORM TO A.S.T.M. C-150. 4. FINE AND COARSE AGGREGATE SHALL CONFORM TO A.S.T.M. C-33 FOR NORMAL WEIGHT CONCRETE AND A.S.T.M. C-330 FOR LIGHTWEIGHT CONCRETE. 5. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH A.S.T.M. C-94. 6. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS, U.N.O. BY ARCH. SPECS. 7. FOUNDATIONS WITH INTERIOR/EXTERIOR RIBBED FOOTINGS: VAPOR RETARDER (WHERE REQUIRED) SHALL EXTEND 2" INTO EXTERIOR AND INTERIOR FOOTINGS & SHALL BE LAPPED A MINIMUM OF 6". PUNCTURED RETARDER SHALL BE REPLACED OR REPAIRED. MAT -SLAB FOUNDATIONS WITH THICKENED SLAB EDGE: VAPOR RETARDER WHERE RE UIRED SHALL BE TERMINATED AT INSIDE EDGE OF ( Q ) PERIMETER FOOTINGS & SHALL BE LAPPED A MINIMUM OF 6". PUNCTURED RETARDER SHALL BE REPLACED OR REPAIRED. 8. SILL FASTENING: EXTERIOR WALLS AND SHEAR WALLS: DIAMETER PER "SHEAR ELEMENT SCHEDULE" x 10 LONG ANCHOR BOLTS 7" INTO CONCRETE 6'-0" O.C. MAXIMUM U.N.O.. MIN. OF 2 -BOLTS PER PIECE WITH 1 -BOLT LOCATED NOT MORE THAN 12" OR LESS HAN (7)-BOLT DI METERS FROM EACH END AND/OR SPLICE OF THE PIECE, U.N.O. INTERIOR NON -SHEAR WALLS: ICC-ESR APPROVED SHOT PINS WITH CADMIUM WASHERS, 32" O.C. MAXIMUM, 6" FROM CORNERS AND SPLICES U.N.O. ON PLANS. 9. ALL CONTINUOUS GRADE BEAM FOOTINGS TO HAVE MIN. (1)-#4 REINFORCING BAR AT TOP AND BOTTOM U.N.O. ON PLANS. 10. PROVIDE #3 x 24" LONG DOWELS AT 24" O.C. AND 12" FROM CORNERS AT ALL CONCRETE STOOPS AND PORCHES, U.N.O. ON PLANS. 11. ALL REINFORCING STEEL ANCHOR BOLTS DOWELS AND OTHER INSERTS SHALL BE SECURED INTO POSITION AND INSPECTED BY THE LOCAL BUILDING OFFICIAL PRIOR TO THE PLACING OF ANY CONCRETE. (MUDSILL ANCHOR BOLTS, AND/OR DOWELS MAY BE "STABBED" IF ALLOWED BY THE LOCAL BUILDING OFFICIAL . 12. VERIFY LOCATION OF HOLDOWNS, ANCHOR BOLTS, AND OTHER INSERTS WITH FRAMING CONTRACTOR TO ASSURE PROPER AND ACCURATE INSTALLATION. 13. FOOTINGS SHALL BE OBSERVED AND APPROVED IN WRITING BY THE PROJECT SOILS GEOLOGY ENGINEER PRIOR TO INSPECTIONS AND PLACEMENT OF CONCRETE. (IF SO REQUIRED BY THE SOILS REPORT AND OR BLD'G. DEPT. . 14. FOUNDATION WIDTHS AND DEPTHS AND REINFORCING AS SHOWN ON PLANS ARE TO BE SUPER - CEDED BY LOCAL CODES, ORDINA CES, OR A VALID CIVIL ENGINEERING REPORT WHICH REQUIRE INCREASES OF THE SAME. 15. WAITING PERIOD FOR CONCRETE SLABS -ON -GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS (NOTE: RECOMMENDED, BUT NOT REQUIRED BY CODE): CONVENTIONAL SLABS: a). WALK ON SLABS 24 HOURS AFTER CONCRETE HAS BEEN POURED. b). BEGIN WALL FRAMING 4-5 DAYS AFTER CONCRETE POUR. c). BEGIN ROOF/FLOOR FRAMING 7-10 DAYS AFTER CONCRETE POUR. d DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR. POST TENSION SLABS: a). WALK ON SLABS 24 HOURS AFTER CONCRETE HAS BEEN POURED. b). BEGIN WALL FRAMING 3 DAYS AFTER CONCRETE POUR IF CYLINDER BREAKS INDICATE MIN. 2000 psi STRENGTH. c). BEGIN ROOF/FLOOR FRAMING AFTER SLABS ARE STRESSED. d). DO NOT LOAD ROOF PRIOR TO STRESSING OF SLABS. 16. REQUIREMENTS FOR POST TENSION SLABS (IF APPLICABLE:): a). CONDITION WHERE POST -TENSION IS DESIGNED BY OTHERS: LOADS FROM THE STRUCTURE ABOVE SHALL BE SUPPLIED TO THE POST TENSION ENGINEER PRIOR TO DESIGN. ANCHOR BOLTS AND OTHER HARDWARE TO BE SHOWN ON POST TENSION PLANS TO AVOID MIS -LOCATION OF HARDWARE. b . CONDITION WHERE POST TENSION IS DESIGNED BY OPTION ONE: REFER TO POST -TENSION FOUNDATION PLANS INCLUDED IN THIS SET OF DRAWINGS. 17. BUILDER TO SUBMIT A COPY OF VALID SOILS REPORT TO THE BUILDING DEPARTMENT FOR PLAN CHECK PURPOSES. 18. ALL SOILS REPORT RECOMMENDATIONS TO BE PART OF THIS APPROVAL AND SHALL ALL BE IMPLEMENTED IN THE FIELD UNDER THE OBSERVATION OF THE SOILS ENGINEER. 9. REFER TO ARCH. DRAWINGS FOR DIMENSIONS, A/C PAD SIZE AND LOCATIONS, SIZE AND LOCATIONS OF CONCRETE STOOPS AND STEPS, DRIVEWAYS, WALKS, ETC. REINFORCING STEEL 1. ALL REINFORCING STEEL SHALL CONFORM TO A.S.T.M. A-615-40 FOR #3 BARS AND SMALLER. 2. ALL REINFORCING STEEL SHALL CONFORM TO A.S.T.M. A-615-60 FOR 4 BARS AND LARGER. # 3. ALL WELDED WIRE FABRIC TO CONFORM TO A.S.T.M. A-185. LAP TO BE 1-1/2 SPACES, 12" MINIMUM. (YIELD STRENGTH = 60 KSI). 4. REINFORCING DETAILING, BENDING AND PLACING SHALL CONFORM TO A.C.I. 315. 5. WELDING OF REINFORCING STEEL SHALL CONFORM TO THE CURRENT A.W.S. STANDARDS USING PROPER LOW HYDROGEN WELDING RODS. 6. THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE ON PLANS: -SLABS ON GRADE...............................................................................................CENTER OF SLAB -CONCRETE BELOW GRADE FORMED...........................................................................................2" -CONCRETE BELOW GRADE UNFORMED POURED AGAINST EARTH.............................................3" ( ) CONCRETE EXPOSED TO WEATHER.......................................................................................1 1 /2» -WALLS..........................................................................................................................................1 „ -COLUMNS AND BEAMS TO MAIN BARS.......................................................................................2" 7. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (2'-O" MINIMUM) AT ALL SPLICES, U.N.O. 8. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 4'-O" MINIMUM. 9. PROVIDE DOWELS IN FOOTINGS AND OR GRADE BEAMS THE SAME SIZE AND NUMBER AS VERTICAL WALL OR COLUMN REINFORCING. DOWELS SHALL HAVE A MINIMUM PROJECTION EQUAL TO STANDARD LAP SPLICE, U.N.O. 10. #5 OR LARGER BARS SHALL NOT BE RE -BENT WITHOUT APPROVAL OF ENGINEER OF RECORD. BAR BENDS SHALL BE MADE COLD. 11. ALL REINFORCING STEEL, ANCHOR BOLTS, DOWELS AND INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO INSPECTION AND PLACING OF CONCRETE OR GROUTING MASONRY. 12. VERTICAL BARS IN WALL SHALL BE ACCURATELY POSITIONED AT THE CENTER OF THE WALL, U.N.O., AND TIED INTO POSITION AT THE TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 192 BAR DIAMETERS. MASONRY 1. BRICK SHALL BE MEDIUM WEIGHT (MW) GRADE IN ACCORDANCE WITH A.S.T.M. C-62, WITH AN ALLOWABLE COMPRESSIVE STRENGTH OF 2000 psi. 2. ALL CONCRETE BLOCK SHALL CONFORM TO A.S.T.M. C-90, GRADE N-1, LIGHT OR MEDIUM WEIGHT WITH f'm = 1500 si MINIMUM . P ( ) 3. AGGREGATE SHALL CONFORM TO A.S.T.M. C-144 (MORTAR) & A.S.T.M. C-404 (GROUT). 4. PORTLAND CEMENT SHALL BE AS SPECIFIED FOR CONCRETE. REFER TO FOUNDATION PLANS. 5. MORTAR SHALL BE TYPE "S". 6. GROUT SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 2000 psi. 7. MASONRY VENEER SHALL BE AS PER CHAPTER 14 OF THE APPLICABLE IBC CBC. 8. ALL MASONRY SHALL BE REINFORCED GROUTED MASONRY. GROUT SOLID ALL CELLS WHICH CONTAIN REBAR, BOLTS, ETC. GROUT SOLID ALL CELLS BELOW GRADE. 9. PROVIDE 2-1 2" MINIMUM GROUT SPACE AND 1 2" MINIMUM GROUT BETWEEN REINFORCING BARS AND MASONRY. 10. SET BOLTS, ANCHORS, REGLETS, SLEEVES, INSERTS, OR OTHER ITEMS NECESSARY FOR THE ATTACHMENT OF SUBSEQUENT WORK. 11. REFER TO ARCHITECTURAL DRAWINGS FOR TYPE OF UNITS LAYING PATTERN AND JOINT DETAILS. UNLESS SPECIFICALLY SHOWN OTHERWISE, ALL CONCRETE BLOCK AND BRICK SHALL BE LAID IN RUNNING BOND. PARALLEL STRAND LUMBER 1. PARALLEL STRAND LUMBER (PSL OR P=L) SHALL BE FABRICATED BY TRUS-JOIST AND CONFORM CONFORM TO I.C.C. REPORT NO. ESR-1387 & LARR-25202. I.C.C. APPROVED ALTERNATES ARE INDICATED ON DETAIL 13 SN4. ANY OTHER ALTERNATES MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ERECTION. 2. PARALLEL STRAND LUMBER SHALL HAVE THE FOLLOWING MINIMUM DESIGN VALUES: E, Modulus of Elasticity.............................................................................. 2,000,000 psi F b Bendin Stress.............................................................................................. 2 900 si ( ), 9 P F(v), Shear Stress....................................................................................................... 290 psi F(c), Compression Perpendicular to Grain ............ ................. 650 psi ............................... . * For depths greater than 12", multiply F(b) by (12/d)-(0.111) 3. NO FIELD MILLING OR PLANING ALLOWED. ALL MILLING OR PLANING TO TAKE PLACE AT THE FACTORY OR LUMBER YARD. NAILS INSTALLED ON NARROW FACE OF MEMBER SHALL COMPLY WITH THE MANUFACTURER'S SPECIFICATIONS. 4. USE "WOLMANIZED" (PRESSURE -TREATED) WOOD AT EXPOSED EXTERIOR APPLICATIONS; I.E., DECKS, PORCHES, BALCONIES, ETC. FABRICATED ROOF TRUSSES 1 • TRUSS MANUFACTURER TO PROVIDE CALCULATIONS PER IBC CBC SECTION 2303.4 & 2306.1 (ANSI/TPI1). TRUSS DEFLECTION UNDER TOTAL LOAD SHALL NOT EXCEED 3/4" TO ENSURE THAT TRUSSES DO NOT BEAR ON INTERIOR NON -BEARING PARTITIONS. (TRUSS MANUFACTURER MAY CAMBER TRUSSES TO COMPLY WITH THIS DEFLECTION REQUIREMENT.) 2. TRUSS MANUFACTURER TO DESIGN "SHEAR" TRUSSES TO RESIST THE LATERAL LOAD INDICATED ON THE PLANS, OR THE LENGTH OF THE SHEAR ELEMENTS) MULTIPLIED BY THE ALLOWABLE CAPACITY OF THAT SHEAR ELEMENT AT OFFSET OR ALIGNED CONDITION, U.N.O. 3. WHERE MULTI -BEARING TRUSSES (TRUSSES WITH MORE THAN 2 BEARING POINTS) ARE INDICATED, FULL -BEARING SHIMS OR PADDING MUST BE PROVIDED AT ALL INTERMEDIATE BEARING POINTS WHERE "LOADED" TRUSSES DO NOT COME DOWN TO FULL CONTACT AT BEARING WALLS. 4. HEEL TRUSSES AT PLATE LINE TO MATCH CONVENTIONAL RAFTER JOISTS, WHERE OCURRS. 5. TRUSS MANUFACTURER MAY INDICATE TRUSS HANGERS AND TRUSS HARDWARE CONNECTORS, WHICH DIFFER FROM THOSE, SPECIFIED ON THE APPROVED FRAMING PLANS AS LONG AS THE STRUCT- URAL DESIGN CAPACITY OF THE HANGERS AND CONNECTORS PROVIDED IS EQUAL TO OR GREATER THAN THOSE SHOWN PER THE APPROVED FRAMING PLANS. 6. TRUSS MANUFACTURER TO VERIFY LOCATION OF, AND PROVIDE REINFORCED TRUSSES FOR THE SUPPORT OF ANY MECHANICAL EQUIPMENT, WHERE OCCURRING. 7. TRUSS MANUFUFACTURER TO VERIFY LOCATION OF, AND DESIGN FOR ALL CEILING HEIGHT CHANGES, ATTIC ACCESSES, RETURN AIR GRILLS, LIGHTS, ETC. AS REQUIRED BY THE ARCH. DRAWINGS. 8. A COMPLETE SET OF STRUCTURAL DESIGN CALCULATIONS, INCLUDING A TRUSS LAYOUT DIAGRAM, SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND COMMENT PRIOR TO TRUSS FABRICATION. 9. TRUSS PLANS AND CALCULATIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO START OF CONSTRUCTION. 10. PROVIDE 2X4 LADDER FRAMING AT 24" O.C. WHERE TRUSSES ARE SPACED OVER 24" FOR PANEL INDEX 24/0) OR 32" (FOR PANEL INDEX 32/16), i.e. 30"X30" ATTIC ACCESS, ETC. 11. APPROVED TRUSS SHOP DRAWINGS SHALL BE A PART OF THESE CONSTRUCTION DOCUMENTS. THEY SHALL BE ATTACHED TO THESE DRAWINGS AND SHALL BE ON THE CONSTRUCTION SITE FOR THE DURATION OF THE PROJECT. APPROVED SHOP DRAWINGS WILL BEAR A "SHOP STAMP" FROM THE ENGINEER OF RECORD (OPTION ONE CONSULTING ENGINEERS). 12. TRUSS MANUFACTURER SHALL LAYOUT TRUSSES SO THAT DUCT CHASES ARE NOT BLOCKED OR INTERRUPTED. 13. TRUSSES ARE TO BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR. 14. EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD: a . IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. b . THE DESIGN LOAD. c . THE SPACING OF TRUSSES. 15. TRUSSES NOTED "WITH ROOF E.N." ON THE FRAMING PLANS OR DETAILS SHALL BE DESIGNED FOR MINIMUM OF 1500 LBS. LATERAL LOAD CAPACITY, U.N.O. 16. TRUSS MANUFACTURER TO DESIGN ALL OPEN AREAS, INCLUDING AT THE F.A.U., FOR "LIMITED STORAGE" AS DEFINED BY THE IBC CBC. REFER TO DETAIL 5/SN2. 17. THE STRUCTURE HAS BEEN DESIGNED TO SUPPORT ONLY THE LOADS LISTED ON THIS SHEET UNDER "DESIGN ASSUMPTIONS". IF THE TRUSS E.O.R. HAS APPLIED DIFFERENT LOADS FOR A MORE CONSERVATIVE TRUSS DESIGN THE STRUCTURE IS ASSUMED TO SUPPORT ONLY OUR LOADING. 18. "SHOP DRAWING SUBMITTAL REVIEW" IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THESE CONSTRUCTION DOCUMENTS. THE REVIEW IS LIMITED TO OVERALL DEAD, LIVE AND WIND LOADS, TOP & BOTTOM CHORD MATERIAL, BEARING POINTS, HANGERS LATERAL LOAD CAPACITY WHERE INDICATED AND LAYOUT. 19. MANUF. TO DESIGN "FILL" TRUSSES TO INCLUDE THE WEIGHT OF THE EXTERIOR WALL FINISH MATERIAL AND ANY HANGING SOFFIT BELOW. FABRICATED FLOOR TRUSSES 1. TRUSS MANUFACTURER TO PROVIDE CALCULATIONS PER IBC CBC SECTION 2303.4. 2. TRUSS MANUFACTURER IS RESPONSIBLE FOR DESIGN OF THE TRUSSES INCLUDING BENDING SHEAR DEFLECTION AND ANY OTHER GOVERNING DESIGN CRITERIA. 3. TRUSS MEMBERS SHALL BE ADEQUATELY BRACED AND BRIDGED IN ACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS. 4. APPROVED TRUS SHOP DRAWIN S SHALL BE A PART OF THESE ONSTRU TION DO UMENTS. S G C C C THEY SHALL BE ATTACHED TO THESE DRAWINGS AND SHALL BE ON THE CONSTRUCTION SITE FOR THE DURATION OF THE PROJECT. APPROVED SHOP DRAWINGS WILL BEAR A "SHOP STAMP" FROM THE ENGINEER OF RECORD. 5. TRUSS MANUFACTURER MAY INDICATE TRUSS HANGERS AND TRUSS HARDWARE CONNECTORS WHICH DIFFER FROM THOSE SPECIFIED ON THE APPROVED FRAMING PLANS AS LONG AS THE STRUCT- URAL DESIGN CAPACITY OF THE HANGERS AND CONNECTORS PROVIDED IS EQUAL TO OR GREATER THAN THOSE SHOWN PER THE APPROVED FRAMING PLANS. 6. A COMPLETE SET OF STRUCTURAL DESIGN CALCULATIONS INCLUDING A TRUSS LAYOUT DIAGRAM SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW AND COMMENT PRIOR TO TRUSS FABRICATION. 7. TRUSS PLANS AND CALCULATIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO START OF CONSTRUCTION. 8. TRUSSES ARE TO BE FABRICATED IN THE SHOP OF A LICENSED FABRICATOR. 9. WHERE UPPER LEVEL FLOOR HOLDOWN STRAPS ARE SECURED TO FLOOR TRUSSES AND/OR FLOOR GIRDER TRUSSES, SUCH TRUSSES MUST BE DESIGNED FOR THE FOLLOWING LOAD CONDITIONS IN ADDITION TO THEIR VERTICAL AND/OR LATERAL LOADS: a). UPLIFT AND/OR DOWNWARD FORCE = 1705 LBS. AT (1)-CS16 STRAP LOCATIONS. b). UPLIFT AND/OR DOWNWARD FORCE = 3410 LBS. AT (2)-CS16 STRAP LOCATIONS. c). UPLIFT AND/OR DOWNWARD FORCE = 4585 LBS. AT CMST16 STRAP LOCATIONS. d). UPLIFT AND/OR DOWNWARD FORCE = 7342 LBS. AT (2)-ST6236 STRAP LOCATIONS. 10. TRUSSES NOTED "WITH FLOOR E.N." ON THE FRAMING PLANS OR DETAILS SHALL BE DESIGNED FOR MINIMUM OF 1500 LBS. LATERAL LOAD CAPACITY OR THE LENGTH OF THE SHEAR ELEMENT S MULTIPLIED BY THE ALLOWABLE CAPACITY OF THAT SHEAR ELEMENT AT OFFSET OR ALIGNED CONDITION, U.N.O. 11. EACH TRUSS SHALL BE LEGIBLY BRANDED MARKED OR OTHERWISE HAVE PERMANENTLY AFFIXED THERETO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD: a). IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. b . THE DESIGN LOAD. c . THE SPACING OF TRUSSES. 12. TRUSS MANUFACTURER SHALL DESIGN FLOOR TRUSSES FOR THE FOLLOWING CRITERIA: a). MAXIMUM LIVE LOAD (LL) DEFLECTION ........... L / 480 b). MAXIMUM TOTAL LOAD (TL) DEFLECTION ........... L / 240 13. PLYWOOD WEB I -JOISTS HAVE BEEN SPECIFIED TO CONFORM TO THE PERFORMANCE CRITERIA OF THE FOLLOWING PROPRIETARY STANDARD: R a . MINIMUM FLOOR PERFORMANCE RATING ........... 40 POINTS iLevel TJ PRO RATING THREE STAR(BOISE CASCADE EWP) ) 14. "SHOP DRAWING SUBMITTAL REVIEW" IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THESE CONSTRUCTION DOCUMENTS. THE REVIEW IS LIMITED TO OVERALL DEAD, LIVE AND WIND LOADS, TOP & BOTTOM CHORD MATERIAL, BEARING POINTS, HANGERS, LATERAL LOAD CAPACITY (WHERE INDICATED) AND LAYOUT. POST- TENSION BY OTHERS c � 1. UNIFORM LINE LOADS DUE TO DEAD AND LIVE LOADS ARE SHOWN ON THE PLANS ONLY WHERE THEY EXCEED A TOTAL OF 750 PLF. 0 ____ PLF POST -TENSION ENGINEER OF RECORD SHALL ASSUME ALL OTHER UNIFORM LINE LOADS = 750 PLF. 2. ______ LB. D+L+E CONCENTRATED POINT LOADS DUE TO DEAD AND LIVE LOADS ARE SHOWN ( ) ON THE PLANS ONLY WHERE THEY EXCEED A TOTAL OF 4,000 LB. "D" = DEAD LOAD, "L" = LIVE LOAD, "E" = SHORT TERM LOAD. 3. DIFFERENTIAL DEFLECTION OF THE POST -TENSION SLAB MUST BE LIMITED TO THE LENGTH OF THE SLAB DIVIDED BY THE COEFFICIENTS SHOWN ON THE TABLE BELOW FOR THE TYPE SUPERSTRUCTURE MATERIAL: MATERIAL CENTER LIFT EDGE LIFT WOOD FRAME 240 480 STUCCO OR PLASTER 360 720 BRICK VENEER 480 960 CONCRETE MASONRY UNITS 960 1920 PREFAB. ROOF TRUSSES * 1000 2000 TRUSSES WHICH CLEAR SPAN THE FULL LENGTH OR WIDTH OF THE FOUNDATION FROM EDGE TO EDGE. REFER TO ""DESIGN AND CONSTRUCTION OF POST -TENSION SLAB -ON -GRADE" BY THE POST -TENSIONING INSTITUTE TABLE 6.2 MINIMUM RECOMMENDED CENTER LIFT EDGE LIFT 360 800 4. POST -TENSION SLAB MUST BE DESIGNED TO RESIST THE FOLLOWING: a). LOCALIZED SHEAR CONE FAILURE OF THE HOLDOWN INSERT HARDWARE OR STEEL COLUMNS IF APPLICABLE). THE DESIGN LOAD IS TO BE THE UPLIFT LOAD FROM THE CALCULATIONS BY OPTION ONE CONSULTING ENGINEERS, OR MAY BE THE MAXIMUM MANUFACTURER CAPACITY OF THE INDICATED HOLDOWN. b). HORIZONTAL SHEAR FAILURE FROM THE ANCHOR BOLT INSERTS OR THE STEEL COLUMNS (IF APPLICABLE . THE DESIGN LOAD IS TO BE THE SHEAR LOAD FROM THE CALCULATIONS BY OPTION ONE CONSULTING ENGINEERS, OR MAY BE THE MAXIMUM MANUFACTURER CAPACITY OF THE INDICATED BOLT. c). MOMENT FAILURE AS INDUCED BY THE COUPLING ACTION OF THE SHEAR WALLS OR BY THE STEEL COLUMNS IF APPLICABLE. THE DESIGN LOAD IS TO BE THE MOMENT FROM THE CALCULATIONS BY OPTION ONE CONSULTING ENGINEERS, OR MAY BE CALCULATED USING THE MAXIMUM CAPACITY OF THE SHEAR WALL. d). POST -TENSION SLAB SHOULD BE DESIGNED FOR POTENTIAL DIFFERENTIAL MOVEMENT DUE TO SOILS EXPANSION AND DIFFERENTIAL SETTLEMENT AS RECOMMENDED IN THE SOILS REPORT. 5. ALL DETAILING OF ALL LOADS SUPERIMPOSED BY THE STRUCTURE ARE THE RESPONSIBILITY OF THE POST -TENSION ENGINEER OF RECORD. 6. SPECIAL INSPECTION IS RE UIRED FOR THE "PLACEMENT OF REINFORCING STEEL AND OR Q / PRESTRESSING" TENDONS PER DETAIL 7/SN4. 7. "SHOP DRAWING SUBMITTAL REVIEW" IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND GENERAL COMPLIANCE WITH THESE CONSTRUCTION DOCUMENTS. THE REVIEW IS LIMITED TO THE LOADINGS INDICATED ABOVE AND THE GENERAL SLAB INSERT HARDWARE ONLY. WOOD FRAMING 1. ALL CONVENTIONAL FRAMED PORTIONS TO BE CONSTRUCTED PER SECTION 2308 OF IBC CBC. ALL NAILING IS TO BE PER TABLE No. 2304.10.1 OF THE IBC CBC CALIFORNIA BUILDING CODE . 2. PRE -DRILL FOR NAILING WHEN NAIL SPACING RESULTS IN THE WOOD SPLITTING. 3. ALL BOLT HEADS AND NUTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS, U.N.O., & ALL BOLT HOLES SHALL BE DRILLED MIN. 1/32" AND MAX. 1/16" LARGER THAN THE BOLT DIA. ALL BOLTS TO BE MIN. A307, U.N.O. 4. ALL BOLTS SHALL BE RE -TIGHTENED PRIOR TO APPLICATION OF FINISHES. 5. TOP PLATES OF ALL STUD WALLS SHALL BE TWO PIECES THE SAME SIZE AS STUDS, U.N.O. SPLICES TO LAP 4'-O" MINIMUM WITH A MINIMUM OF (8)-16d COMMON NAILS OR (12)-16d P-NAIL (GUN) NAILS, U.N.O. SEE DETAIL 11/SN4. 6. PROVIDE MIN. 2x6 RAFTERS AT 24" O.C. WITH A MAXIMUM SPAN OF 6'-O" t, BRACED TO FRAMING BELOW, AT OVERSTACK (CALIFORNIA) FRAMING. SEE DETAIL7/SN2 . 7. PROVIDE MINIMUM 2x6 STUDS AT PLUMBING WALLS, U.N.O. 8. BEAMS AND HEADERS ARE TO BE SUPPORTED WITH THE SAME WIDTH FULL BEARING STUDS OR POSTS, U.N.O. 9. FRAMING FOR PRE -FABRICATED FIREPLACE FLUES SHALL BE BALLOON FRAMED FULL HEIGHT USING 2x4 STUDS AT 16" O.C. BRACED AT MID -HEIGHT AND AT THE PLATE HEIGHTS, U.N.O. 10. FLOOR JOISTS ARE NOT DESIGNED TO SUPPORT WATER BEDS POOL TABLES OR SAFES. THE ENGINEER OF RECORD SHALL BE NOTIFIED IF THESE OR SIMILAR ITEMS ARE TO BE USED. 11. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, CONDUITS, ETC., UNLESS SPECIFICALLY DETAILED BY THE ENGINEER OF RECORD. 12. VERIFY LOCATION OF HOLDOWNS, ANCHOR BOLTS AND OTHER INSERTS WITH THE CONCRETE CONTRACTOR TO ASSURE ACCURATE INSTALLATION. 13. CONVENTIONAL SAWN LUMBER DOUBLE JOISTS SHALL BE ATTACHED WITH (2)-ROWS OF 16d's AT 12" O.C. U.N.O. WITH EDGE DISTANCE OF NAILING TO BE 2". FOR DOUBLE I -JOIST CONNECTION SEE MANUFACTURER RECOMMENDATIONS. 14. TRIPLE AND LARGER JOISTS SHALL BE ATTACHED WITH 1/2" DIA. MACHINE BOLTS AT 18" O.C. STAGGERED, U.N.O., WITH STANDARD WASHERS ON EACH SIDE OF BEAM. EDGE DISTANCE OF 1/2" DIA. BOLTS TO BE 2". 15. ALL MACHINE/CARRIAGE BOLTS, LAG BOLTS AND SCREWS SHALL BE INSTALLED PER NDS (NATIONAL DESIGN SPECIFICATION), LATEST EDITION (ANSI/AP&PA). 16. ALL INTERIOR NON -SHEAR WALLS TO BE SECURED WITH ICC-ESR APPROVED SHOT PINS WITH CADIUM WASHERS, 32" O.C. MAXIMUM, 6" FROM CORNERS AND SPLICES U.N.O. ON PLANS. 17. LAG SCREWS TO BE IN PREDRILLED LEAD HOLES. 18. FENCE POSTS MUST BE PRESSURE TREATED (P.T.) OR NATURALLY DECAY RESISTANT. 19. NAILS, CONNECTORS AND FASTENERS TO PRESSURE -PRESERVATIVE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE IN CONFORMANCE WITH DETAIL 3/SN4. ROOF AND FLOOR SHEATHIN G ROOF SHEATHING 15/32" OR 1/2" A.P.A. RATED SHEATHING, SPAN RATING 32/16, EXPOSURE 1 OR EXTERIOR, WITH 8d COMMON NAILS AT 6" O.C. AT EDGES AND BOUNDARIES AND 12" O.C. AT FIELD PANEL EDGES UNBLOCKED. (IF 24/0 SPAN RATING IS USED, SEE DETAIL 9/SD1 FOR SPACINGS EXCEEDING 24"). FLOOR SHEATHING STANDARD 23/32" OR 3/4" A.P.A. RATED (STURD-I-FLOOR) SHEATHING, SPAN RATING 48/24, EXPOSURE 1 OR EXTERIOR, TONGUE AND GROOVE, WITH 10d COMMON NAILS (DEFORMED SHANK) AT 6" O.C. AT EDGES AND BOUNDARIES, AND 12" O.C. AT FIELD, PANELS EDGES UNBLOCKED. SIMPSON WSNTL2L 2" LONG UIK-DRIVE SCREWS ICC-ES ESR-1472 MAY BE USED IN -LIEU OF 10d COMMONS. ALTERNATE: #8x21%" (0.164"0) COARSE THREADED, ELLOW ZINC, FLAT HEAD, WOOD SCREWS. WHERE REQ'D. BY BUILDER SPECS. 1-1 8 A.P.A. RATED STURD-I-FLOOR SHEATHING SPAN RATING 48 24 EXPOSURE 1 OR EXTERIOR, TONGUE AND GROOVE, WITH 10d COMMON NAILS (DEFORMED SHANK) AT 6" O.C. AT EDGES AND BOUNDARIES, AND 12" O.C. AT FIELD, PANELS EDGES UNBLOCKED. SIMPSON WSNTL2L (3" LONG) QUIK-DRIVE SCREWS (ICC-ES ESR-1472) MAY BE USED IN -LIEU OF 10d COMMONS. ALTERNATE: #8x3" (0.164"0) COARSE THREADED, YELLOW ZINC, FLAT HEAD, WOOD SCREWS. NOTES: 1. PLACE SHEATHING PERPENDICULAR TO JOISTS WITH "C" FACE DOWN FOR PLYWOOD AND WITH SKID RESISTANT COATING UP FOR O.S.B. 2. THE SPACING IN INCHES OF ROOF AND FLOOR SUPPORTS OVER WHICH THE PANELS ARE APPLIED SHALL NOT EXCEED THE SPAN RATING STAMPED ON THE PANELS. 3. ALL PANELS SHALL BE IDENTIFIED WITH THE APPROPRIATE GRADE MARK OF THE A.P.A_OR D F P.A (APA PERFORMANCE STANDARD PRP 108, NER-108 AND DOC PS 1 OR DOC PS 2.) 4. INSTALL FLOOR SHEATHING WITH SUB -FLOOR ADHESIVE IN COMBINATION WITH MECHANICAL FASTENERS (NAILS OR SCREWS). NOTE THAT SPECIAL INSPECTION IS NOT REQUIRED FOR THIS ADHESIVE APPLICATION. IF ADHESIVE IS NOT INSTALLED CONTACT OPTION ONE. 5. PENETRATION INTO MAIN MEMBER FOR ALL NAILS TO COMPLY WITH "NAIL TYPE SCHEDULE". SAWN LUMBER 1. ALL SAWN LUMBER SHALL BE GRADE MARKED BY ONE OF THE FOLLOWING ORGANIZATIONS (IN COMPLIANCE WITH DOC PS20 OR EQUIVALENT): - W.C.L.I.B. STANDARD GRADING RULES 16 - W.W.P.A. STANDARD GRADING RULES - N.L.G.A. (STANDARD GRADING RULES FOR CANADIAN LUMBER, U.S. EDITION) 2. ALL SAWN LUMBER SHALL BE DOUGLAS FIR -LARCH OR BETTER. 3. ALL SAWN LUMBER SHALL HAVE A MOISTURE CONTENT IN USE AT THE TIME THE STRUCTURE IS WRAPPED NOT TO EXCEED 19 PERCENT REGARDLESS OF THE MOISTURE CONTENT AT THE TIME OF MANUFACTURE. 4. SAWN LUMBER SHALL HAVE THE FOLLOWING MINIMUM GRADES U.N.O. : - ALL 4x12 AND SMALLER FRAMING MEMBERS......................................................................... 2 # - ALL 4x14 4x16 6x AND 8x FRAMING MEMBERS................................................................. 1 # - 4X POSTS............................................................................................................................. 2 # - ALL OTHER POSTS AND TIMBERS........................................................................................... 1 # - ALL 2x JOISTS AND RAFTERS................................................................................................#2 - ALL 2x AND 3x STUDS UNBRACED LENGTH UP TO 10' ................STUD OR STANDARD - ALL 2x AND 3x STUDS UNBRACED LENGTH EXCEEDING 10' - ALL 2x TOP PLATES............................................................................................CONSTRUCTION - ALL 2x AND 3x SILLS.................................................................................................STANDARD - MANUFACTURED TRUSS COMPONENTS: TOP & BOTTOM CHORDS .............. MIN. SPECIFIC GRAVITY OF 0.49. GRADE AND SPECIES PER MANUF. WEBS..................................................................... SPECIFIC GRAVITY GRADE AND SPECIES PER MANUF. NOTE: SPECIFIC GRAVITY G AS DEFINED BY LATEST EDITION OF NDS TABLE 11.3.2A. 5. ALL SILL PLATES RESTING (ON CONCRETE OR MASONRY TO BE PRESSURE TREATED DOUGLAS FIR. SEE DETAIL 3/SN4 FOR FASTENER REQUIREMENTS. 6. ALL RESAWN AND ROUGHSAWN BEAMS ARE TO BE FREE OF HEART CENTER (FOHC). 7. FIELD CUTTING ENDS, NOTCHES AND DRILLED HOLES IN PRESSURE TREATED DOUGLAS FIR WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. GLUE LAMINATED TIMBER 1. GLUE LAMINATED BEAMS SHALL BE DOUGLAS FIR -LARCH WITH MAX. 2" OUTER AND CORE LAMINATIONS AND SHALL CONFORM TO THE "STANDARD SPECIFICATIONS FOR STRUCTURAL GLUED LAMINATED TIMBER" AITC A.P.A.-E.W.S. 117 ANSI AITC A190.1-2017 AND ALL APPROVED SUPPLEMENTS THEREOF. 2. GLUE LAMINATED BEAMS SHALL HAVE THE FOLLOWING GRADES (U.N.O. ON PLANS): - FOR SIMPLY SUPPORTED BEAMS............................................................COMBINATION 24F V4 - FOR CANTILEVERED BEAMS OR BEAMS CONTINUOUS OVER SUPPORTS....................................................COMBINATION 24F-V8 3. ALL GLUE LAMINATED BEAMS SHALL BE UNCAMBERED, U.N.O. 4. BEAMS SHALL CONFORM TO A.P.A.-E.W.S. OR A.I.T.C. INDUSTRIAL APPEARANCE GRADE, U.N.O. 5. MOISTURE CONTENT OF THE LUMBER AT THE TIME OF GLUING SHALL NOT BE MORE THAN 16 PERCENT WITH A MAX. VARIATION OF 5 PERCENT IN ANY BEAM. 6. ENDS OF BEAMS SHALL BE SEALED AND BEAMS SHALL BE LOAD WRAPPED FOR PROTECTION DURING SHIPPING. 7. BEAMS SHALL BEAR A LEGIBLE A.P.A.-E.W.S. OR A.I.T.C. GRADE STAMP. IF GRADE STAMP ILLEGIBLE OR RE UIRED BY BUILDING OFFICIALS A "CERTIFICATE OF INSPECTION" BY AN APPROVED Q INSPECTION AGENCY SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO ERECTION. LAMINATED VENEER LUMBER 1. LAMINATED VENEER LUMBER (LVL) SHALL BE FABRICATED BY i-LEVEL©AND CONFORM TO I.C.C. REPORT NO. ESR-1387 & LARR-25202. I.C.C. APPROVED ALTERNATES ARE INDICATED ON DETAIL 13/SN4. ANY OTHER ALTERNATES MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ERECTION.) 2. LAMINATED VENEER LUMBER LVL SHALL HAVE THE FOLLOWING MINIMUM DESIGN VALUES: 1-3 4" THICK MEMBERS ON Y ) / E Modulus of Elasticit..................................................................... 1 900 000 si Y . . P F(b), Bending Stress.................................................................................... 2,600* psi F(v), Shear Stress.............................................................................................. 285 psi F(c), Compression Perpendicular to Grain ..................................................... 750 psi * For depths greater than 12", multiply F(b) by (12/d)-(0.136) 3-1/2" THICK AND WIDER MEMBERS E, Modulus of Elasticity..................................................................... 2,000,000 psi F(b), Bending Stress.................................................................................... 2,800* psi Fv), Shear Stress.............................................................................................. 290 psi FSc Com ression Per endicular to Grain ..................................................... 750 si l )> P P P * For depths greater than 12", multiply F(b) by (12/d)-(0.111) 3. DOUBLE AND TRIPLE 1-3/4" WIDE LVL BEAMS SHALL BE ATTACHED IN THE FOLLOWING MANNER, U.N.O. (PROVIDE NAILING ON BOTH SIDES FOR TRIPLES): FOR 12" & LESS DEPTH ......................... USE (2)-ROWS OF 16d NAILS AT 12" O.C. FOR 14" &GREATER DEPTH ................. USE (3)-ROWS OF 16d NAILS AT 12" O.C. MIN. EDGE DISTANCE OF NAILING TO BE 2". 4. QUADRUPLE 1-3/4" WIDE LVL BEAMS SHALL BE ATTACHED WITH 1/2" DIA. MACHINE BOLTS (M.B.) AT 18" O.C. STAGGERED, U.N.O., WITH STANDARD CUT WASHERS ON EACH SIDE OF BUILT-UP BEAM. EDGE DISTANCE OF 1/2" DIA. BOLTS TO BE MIN. 2". MACHINE BOLTS (M.B.) TO BE ASTM STANDARD A307, U.N.O. 5. 16" & 18" DEEP 1-3/4" WIDE LVL BEAMS ARE TO BE USED IN MULTIPLE UNITS ONLY. 6. NO FIELD MILLING OR PLANING ALLOWED. ALL MILLING OR PLANING TO TAKE PLACE AT THE FACTORY OR LUMBER YARD. NAILS INSTALLED ON NARROW FACE OF MEMBER SHALL COMPLY WITH THE MANUFACTURER'S SPECIFICATIONS. LAMINATED STRAND LUMBER 1. LAMINATED STRAND LUMBER (LSL OR TSL) SHALL BE FABRICATED BY TRUS-JOIST AND CONFORM TO I.C.C. REPORT NO. ESR-1387 & LARR-25202. I.C.C. APPROVED ALTERNATES ARE INDICATED ON DETAIL 13/SN4. ANY OTHER ALTERNATES MUST BE APPROVED IN WRITING BY THE ENGINEER OF RECORD PRIOR TO ERECTION. 2. LAMINATED STRAND LUMBER SHALL HAVE THE FOLLOWING MINIMUM DESIGN VALUES: E, Modulus of Elasticity (11-1/4" DEPTH AND SMALLER) ..................... 1,300,000 psi E Modulus of Elasticit 11-7 8" DEPTH AND GREATER ... ............. 1 500000 si E, Modulus of Elasticity (FULLY SUPPORTED 1-1/4" THICK RIMS) .............. 1,300,000 psi F b Bendin Stress 11-1 4 DEPTH AND SMALLER ...................................... 1700 si F b Bendin Stress 11-7 8" DEPTH AND GREATER ...................................... 2250 si Fv Shear Stress........................................................................................................ 285 si F(c), Compression Perpendicular to Grain............................................................ 650 psi For de the renter than 12" multi I F b b 12 d � 0.092 P 9 . PY () Y ( /) ( ) 3. NO FIELD MILLING OR PLANING ALLOWED. ALL MILLING OR PLANING TO TAKE PLACE AT THE FACTORY OR LUMBER YARD. NAILS INSTALLED ON NARROW FACE OF MEMBER SHALL COMPLY WITH THE MANUFACTURER'S SPECIFICATIONS. FRAMING SYMBOLS AND NOTES SYMBOLS INDICATES SHEAR ELEMENT. REFER TO "SHEAR ELEMENT SCHEDULE AND NOTES". 1 X INDICATES SHEAR ELEMENT LENGTH OR DESIGNATION. X'-X" �\ APPLY SHEAR ELEMENT MATERIAL PRIOR TO CONSTRUCTION OF POP -OUT, FURRING, SOFFIT, OR ADJACENT INTERSECTING WALL. 2' X INDICATES SHEAR ELEMENT NUMBER PER CALCULATIONS. 3. / �� INDICATES STRUCTURAL BEAMS AND HEADERS PER CALCULATIONS. 4. ®� INDICATES INTERIOR BEARING AND/OR SHEAR WALLS. �l.�L� INDICATES LESS THAN FULL STORY WALLS FRAMED W/CRIPPLE STUDS NOT REACHING TOP PLATES. INDICATES NON-STRUCTURAL FURRING -WALLS. DENOTES DETAIL NUMBER � INDICATES PORTIONS OF DETAIL X-X WHICH MAY VARY PER TABLE. 5. X DENOTES TABLE NUMBER DENOTES SHEEP NUMBER DETAILS SHALL BE APPLIED ALONG ENTIRE LENGTH OF WALL. 6. / / INDICATES AREAS OF OVERSTACK (CALIFORNIA) FRAMING. (MIN. 2x6 RAFTERS AT 24" O.C. i i i WITH A MAX. SPAN OF 6' 0"t. BRACE TO FRAMING BELOW). SEE DETAIL 7/SN2. 41(_ 1 INDICATES REVISION NUMBER. INDICATES A HORIZONTAL STRAP 7 INDICATES AREAS OF REVISION. g�AS DEPICTED PER DETAILS AND FRAMING PLANS. 9. FRAMING LAYOUT LEGEND: 1 10. WASTE -LINE AND PLUMBING WALL a). INDICATES (2)-INDEPENDENT i I PLUMBING SIMPLY SUPPORTED MEMBERS ���PLU MIN. 2x6 �� �� DIRECTION OF �BR'G. WALLWASTE-LINE 2x MD -WALL (OR BM.), TYP. I - �- ---- b). INDICATES CANTILEVER MEMBERS L � _TRACE OF WATER -CLOSET I AT FLOOR ABOVE 2x6 FURRING FOR PLUMBING BR'G. WALL I 111. BEAM/HEADER TIGHT TO PLATES INDICATES NO TOP �(OR BM.), TYP. CRIPPLES ABOVE BEAM/HEADER AS SHOWN BELOW. c). INDICATES CONTINUOUS SPAN MEMBERS 1 INSTALL BEAM �� TTOP CPLATES DER k-BR'G. WALL (OR BM.), TYP. I 12. REFER TO ALL "SN" SHEETS FOR GENERAL NOTES, GENERAL DETAILS AND CONSTRUCTION SPECIFICATIONS. FOUNDATION SYMBOLS AND NOTES SYMBOLS - - INDICATES EXTENT OF SHEAR WALL / ANCHOR BOLTS NUMERIC VALUE INDICATES ANCHOR BOLT SPACING IN "INCHES ON CENTER" AT MUDSILL, OR ALPHABETIC VALUE INDICATES ALTERNATE SHEAR ELEMENT. REFER TO "SHEAR XX ELEMENT SCHEDULE AND NOTES" FOR DESIGNATIONS. (x)-AB x'-x" INDICATES MINIMUM QUANTITY OF ANCHOR BOLTS AT MUDSILL. INDICATES LENGTH OF ANCHOR BOLTS SPACING AT MUDSILL OR ALTERNATE SHEAR ELEMENT SIZE OR DESIGNATION. POST W INDICATES BOLTED TYPE HOLDOWN CONNECTORS. HOLDOWN POST W INDICATES STRAP TYPE HOLDOWN CONNECTORS. HOLDOWN 9� ANCHOR BOLTS TYPICAL MUDSILL ANCHOR BOLT DIAMETERS TO BE PER "SHEAR ELEMENT SCHEDULE" x 10 LONG ASSUMING MONOLITHIC FOUNDATION SYSTEM IS USED i.e. NO COLD -JOINT BETWEEN SLAB AND FOOTING. ANCHOR BOLT SPACING MARKED WITH AN ASTERISK INDICATES ANCHOR BOLTS WITH A 4" PRO- JECTION FROM THE SLAB AND OR TOP OF CURB TO ACCOMODATE A 3X MUDSILL. ANCHOR BOLT SPACING MARKED WITH A DOUBLE ASTERISK INDICATES 3 4 ANCHOR BOLTS IN LIEU / OF STANDARD ANCHOR BOLTS. BOLTS SHALL HAVE A 4" PROJECTION FROM SLAB AND/OR TOP OF CURB (TO ACCOMODATE A 3X MUDSILL). NOTES: 1. ANCHOR BOLTS TO BE IN COMPLIANCE WITH DETAIL 3/SN4. 2. FOR SIMPSON "MASA" MUDSILL ANCHOR ALTERNATE, REFER TO DETAIL 8/SN3. ABBREVIATIONS 1. A.B. = ANCHOR BOLT 65. JST. = JOIST 2. ADDT'L. = ADDITIONAL 66. (KP) = KING POST 3. ADJ. ADJACENT 67. KS KING STUD S 4. ABV. ABOVE 68. L.J. = LANDING JOIST 5. ALT. = ALTERNATE 69. LSL - = TIMBERSTRAND (i LEVEL) 6. ARCH. ARCHITECTURAL) 70. LT. WT. LIGHT WEIGHT 7. B.C. = BOTTOM CHORD 71. LVL = LAMINATED VENEER LUMBER 8. BCDL = BOTTOM CHORD (DEAD LOAD) 72. MANUF. = MANUFACTURER 9. BCLL = BOTTOM CHORD (LIVE LOAD) 73. MAX. = MAXIMUM 10. BLD'G. = BUILDING 74. M.B. = MACHINE BOLT 11. BLK'G. BLOCKING 75. MIN. MINIMUM 12. BLW. = BELOW 76. MULT. = MULTIPLE 13. BM. = BEAM 77. (N) = NEW 14. BOTT. = BOTTOM 78. N.T.S. = NOT TO SCALE 15. BR'G. = BEARING 79. 0 / = OVER 16. C = FULL BEARING CRIPPLE 80. O.C. = ON CENTER 17. CANT. = CANTILEVER 81. O.S.B. = ORIENTED STRAND BOARD 18. C.J. = CEILING JOIST 82. (P) = POST 19. C.L. = CENTER LINE 83. PERP. = PERPENDICULAR 20. CL'G. = CEILING 84. PSL = PARALLEL STRAND LUMBER (i-LEVEL) 21. CLR. = CLEAR 85. P.T. = PRESSURE TREATED 22. COL. = COLUMN 86. P.T.D.F. = PRESSURE TREATED DOUGLAS FIR 23. CONC. = CONCRETE 87. PLT. = PLATE 24. CONT. = CONTINUOUS 88. PLYWD. = PLYWOOD 25. CTSK. = COUNTERSINK 89. RAFT. = RAFTER 26. DBL. = DOUBLE 90. REINF. = REINFORCING 27. DTL. = DETAIL 91. RE 'D. Q = RE UIRED Q 28. D.F. = DOUGLAS FIR 92. R/S = ROUGH SAWN 29. DIA. - DIAMETER 93. (S) - FULL BEARING STUD(S) 30. DIM. = DIMENSION 94. SEL. = SELECT 31. D.J. = DECK JOIST 95. SHT'G. = SHEATHING 32. DP. DEEP 96. SIM. = SIMILAR 33. DWG'S. DRAWINGS 97. SIMP. SIMPSON 34. (E) = EXISTING 98. SLP'G. = SLOPING 35. EA. = EACH 99. SPECS. = SPECIFICATIONS 36. E.W.P. = NOT A SAWN LUMBER: I.E., 100. S.P.N. = SOLE PLATE NAILING GLB, PSL, LSL, LVL, ETC. 101. SQ. = SQUARE 37. ELEV. = ELEVATION 102. STAGG. = STAGGERED 38. E.N. = EDGE NAILING 103. STD. = STANDARD 39. EQ. = EQUAL 104. STL. = STEEL 40. E/S = EACH SIDE 105. STRUCT. = STRUCTURAL 41. E/W = EACH WAY 106. (T) = FULL BEARING TRIMMER(S) 42. EXT. = EXTERIOR 107. T&B = TOP & BOTTOM 43. FDN. = FOUNDATION 108. T.C. = TOP CHORD 44. (FH) = FULL HEIGHT 109. TCDL = TOP CHORD (DEAD LOAD) 45. F.HT. = FULL HEIGHT 110. TCLL = TOP CHORD LIVE LOAD 46. F.J. = FLOOR JOIST 111. T.O.C. = TOP OF CURB 47. FL. BM. = FLUSH BEAM 112. T&G = TONGUE & GROOVE 48. FLR. = FLOOR 113. TYP. = TYPICAL 49. F.O.W. = FACE OF WALL 114. U.N.O. = UNLESS NOTED OTHERWISE 50. FRM'G. = FRAMING 115. V = VERTICAL 51. FT'G. = FOOTING 116. V RT. = VERTICAL 52. F.T. = FLOOR TRUSS 117. WDW. = WINDOW 53. FT. = FOOT OR FEET 118. W.I. = WROUGHT IRON 54. GA. = GAUGE 119. W/ = WITH 55. GAL. = GALVANIZED 120. W/O = WITHOUT 56. G.E.T. = GABLE END TRUSS SYMBOLS 57. GLB = GLU-LAM BEAM 1. & = AND 58. G.T. = GIRDER TRUSS 2. L = ANGLE 59. HDR. = HEADER 3. ® = AT 60. HNGR. = HANGER 4. CL = CENTERLINE 61. (H) = HORIZONTAL 5. 0 = DIAMETER OR ROUND 62. HORIZ. = HORIZONTAL 6. # = POUND OR NUMBER 63. INT. = INTERIOR 7. = = EQUAL 64. ILO = IN -LIEU OF 8. / = NOT EQUAL STRUCTURAL SHEET INDEX SZ.1: PLAN 1 - FOUNDATION SZ.2: PLAN 1 - FRAMING SN1: GENERAL STRUCTURAL NOTES AND SPECIFICATIONS SN2: GENERAL STRUCTURAL NOTES AND DETAILS SN3: GENERAL STRUCTURAL NOTES AND DETAILS SN4: GENERAL STRUCTURAL NOTES AND DETAILS PTN: POST TENSION NOTES PT1: POST TENSION DETAILS 1 PT2: POST TENSION DETAILS 2 PT3: POST TENSION DETAILS 3 SD1: STRUCTURAL DETAILS 1 SD2: STRUCTURAL DETAILS 2 SD3: STRUCTURAL DETAILS 3 HFX1: HARDY FRAME 1 HFX2: HARDY FRAME 2 DESIGN ASSUMPTIONS CODE EDITION CALIFORNIA BUILDING CODE (CBC) 2019 EDITION VERTICAL LOAD ROOF LIVE LOAD - 20 psf (TC) & 10 psf (BC) URR ROOF: BUILT-UP ROOF DEAD LOAD = 7 psf (TC) & 5 psf (BC) ATTIC SPACE UN INABLE WITHOUT STORAGE WIND LOAD ASCE/SEI 7-16 WIND SPEED = 110 mph RISK CATEGORY = "II" (V, 3-SECOND GUST SPEED) IMPORTANCE FACTOR = 1.00 DIRECTION PROCEDURE (PART 1) WIND EXPOSURE = "C" INT. PRESSURE COEF. = 0.18 SEISMIC LOAD DESIGN CATEGORY = "D" LATITUDE (N) = 33.6280- EQUIVALENT LATERAL SITE CLASSIFICATION = "D" LONGITUDE (W) = 116.2543' FORCE PROCEDURE RESPONSE FACTOR, R= 6.5 OMEGA FACTOR = 2.5 BEARING WALL SYSTEM RESPONSE COEF., Cs = 0.1099 ASCE SEI 7-16 TABLE 12.2-1 / S s = 1.50 F a = 1.0 S ds = 1.00 ITEM A-15 S(1) = 0.60 F(v) = 1.7 S(d1) = 0.68 SOIL CRITERIA BEARING PRESSURE = 1500 psf CBC 2019 SECTION SOIL EXPANSION = LOW TO MEDIUM 1803.5.11 & 1803.5.12 SOIL REPORT BY = EARTH SYSTEMS 79-811 COUNTRY CLUB DRIVE SUITE B BERMUDA DUNES, CA 92203 Ph: 760-345-1588 REPORT NUMBER = 20-12-712; 11-05-752 REPORT DATE = DEC. 16, 2020; MAY 31, 2011 ROOFTOP -MOUNTED WEIGHT OF SOLAR PANEL MODULES = 3.0 sf T 0 COVE GE P A 7 % RA SOLAR PHOTOVOLTAIC MAX. OFFSET HEIGHT = CLEAR SPACE BETWEEN PANELS AND ROOF SURFACE NOT TO EXCEED 24" CBC 2019 SECTION 1603.1.8.1 SHEAR ELEMENT SCHEDULE AND NOTES WOOD STRUCTURAL PANEL SHEAR WALLS (CBC 2019)13 6910 34 81112 25 516 28 12 2 13 VERTICAL AND MUDSILL SHEAR COMMON OR NAIL EDGE NAIL HORIZONTAL SIZE AND SOLE PLATE NAILING: DESIGN WALL STRUCTURAL GALVANIZED AND JOINT FIELD JOINT MEMBER ANCHOR BOLT MIN. 2X WITH 16d CAPACITY TYPE PANEL TYPE BOX NAI LS SPACING SPACING W IDTH SPACING P-NAIL GUN U.N.O. PLF 2X MUDSILL P6 SHE THrING 8d 6" O.C. 12" O.C. 2X 1�2" DIA. AT s O.C. MIN. 2 (1 T 4O o16d G ) 2600 (EQ ( ) x'-x" 2 MUDSILL P4 SH THING 8d 4" O.C. 12" O.C. 2X 1�2" DIA. AT 32 O.C. ( T 4O 1 d 300 ((EN6) X'-X" 15 2X MUDSILL (2)-ROWS 16d AT 14 P3 3/8" SHEATHING 8d 3" O.C. STAGGERED 12" O.C. 3X ALT. 2-2X » 1 2 DIA. AT 16" O.C. 4' O.C. PER ROW STAGGERED 490 EQ. ) 490 WING X'-X" 15 2X MUDSILL 14 2 -ROWS 16d AT ( 11 P2 SHEATHING 8d 2" O.C. STAGGERED 12" O.C. 3X ALT. 2-2X 1 2 DIA. AT 16" O.C. 4 O.C. PER ROW STAGGERED Q ) 640 WING x'-x" 15 32" / 2X MUDSILL 14 2 -ROWS SIMP. SDS ( ) 2 STRUCT. I 10d 2" O.C. 12" O.C. 3X » 1 2 DIA. AT _ 1 4"X 4 1 2" AT 8" O.C. � / 870 EQ. ) SHEATHING STAG ERED G 12" O.C. PER ROW STAGGERED (MIN. 4 PER 16" BAY) 1040 IND X'-X" 7 3X MUDSILL 14 3X SOLE PLATE P DOUBLE -SIDED 3 8" SHEATHING 8d 3" O.C. STAGGERED 12" O.C. 3X 1 2" DIA. AT 12" O.C. 2 - OWS SIMP. SDS % R 1 4"X 6" AT 6" O.C. PER ROW STAGGERED 980 E . Q 1200 WIND X'-X" W 3x SI1 (MIN. 4 PER 16" BAY) 7 3X MUDSILL 3X SOLE PLATE t4 DOUBLE -SIDED P ® 15 32" / STRUCT. I SHEATHING 10d 2" O.C. STAGGERED 12" O.C. 3X 3 4" DIA. AT / 12" O.C. ( 2 -ROWS SIMP. SDS 1 4"X 6" AT 4" O.C. PER ROW STAGGERED 1740 EQ. ( ) 2400 WIND x'-x" W 3X SILL (MIN. 8 PER 16" BAY) NOTES: 1. ANCHOR BOLTS AT SHEAR WALLS REQUIRE 0.229" X 3" X 3" PLATE WASHERS, U.N.O. ON THE FRAMING PLANS. ALL NON -SHEAR WALL ANCHOR BOLTS MAY USE STANDARD CUT (ROUND) WASHERS. PLATE WASHERS MAY BE SLOTTED PER THE FOLLOWING: PLATE WASHER SLOTTED WASHER FOOTNOTES: a . PLATE WASHER SIZE IS REFERENCED FROM S UARE PLATE ) Q WASHER - o NDS SDPWS 2015 SECTION 4.3.6.4.3. STANDARD CUT o b). ANCHOR BOLT NUTS SHALL BE TIGHTENED ROUND WASHER MUDSILL_ JUST PRIOR TO COVERING THE FRAMING. c). PLATE WASHERS SHALL EXTEND TO WITHIN NOTE: HOLE IN PLATE WASHER IS PERMITTED TO 1/2" OF THE EDGE OF THE BOTTOM PLATE BE DIAGONALLY SLOTTED WITH A WIDTH OF UP ON THE SHEATHED SIDE. TO 3/16" LARGER THAN THE BOLT DIAMETER d). POSITION SIMP. BPS3/4"-6 PLATE WASHER WITH AND A SLOT LENGTH NOT TO EXCEED 1-3/4" STD. CUT ROUND WASHER AT DOUBLE SIDED PROVIDED A STANDARDACUT WASHER IS PLACED SHEAR WALLS 1/2" FROM EDGES OF SILL PLATE. 2. REFER TO DETAIL 1 SN3 FOR FASTENER SPACING AT PLATES AND ABUTTING PANEL JOINTS. / 3. USE A.P.A. RATED SHEATHING PANELS EXPOSURE 1 WITH EXTERIOR GLUE. OSB IS ACCEPTABLE ( IN -LIEU OF PLYWOOD PANELS. PARTICLEBOARD IS NOT ALLOWED). ALL PANELS SHALL CONFORM TO THE RE UIREMENTS FOR ITS TYPE IN DOC PS 1 OR PS 2. Q 4. ALL FRAMING MEMBERS ARE TO BE DOUGLAS FIR LARCH AT A MAXIMUM OF 16" O.C. OTHER SPECIES WITH SPECIFIC GRAVITY 0.50 OR GREATER ARE ALLOWED WITH WRITTEN CONSENT FROM OPTION ONE CONSULTING ENGINEERS PRIOR TO INSTALLATION. ALL OTHER SPECIES OR GRADES ARE NOT ALLOWED. 5. ALL PANEL EDGES SHALL BE BACKED WITH 2" NOMINAL OR WIDER FRAMING. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY 6. APPLY SHEAR MATERIALS PRIOR TO FURRING FROM SOLE SILL PLATE TO TOP PLATES WITH NO INTERRUPTIONS. / 7. WHERE WOOD STRUCTURAL PANELS ARE APPLIED ON BOTH FACES OF A WALL AND NAIL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. 8. EDGE DISTANCES, END DISTANCES, AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. 9. A.P.A. RATED SHEATHING SHEAR WALLS INDICATED ON FRAMING PLANS SHALL NOT BE LESS THAN 4 FEET X 8 FEET, EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING. FRAMING MEMBERS SHALL BE PROVIDED AT THE EDGES OF ALL PANELS. 10. TWO LAYERS OF GRADE D WEATHER RESISTIVE PAPER SHALL BE APPLIED OVER A.P.A. RATED SHEATHING SHEAR PANELS AT EXTERIOR STUCCO WALL LOCATIONS ONLY. 11. NAILS TO ATTACH PLYWOOD AND ALL LUMBER -TO -LUMBER FASTENERS TO P.T.D.F. LUMBER (i.e., MUD -SILL PLATES, ETC.) SHALL BE COATED IN CONFORMANCE WITH DETAIL 3/SN4 FOR CORROSION PROTECTION AGAINST PRESERVATIVE TREATED WOOD. 12. GALVANIZED NAILS SHALL BE HOT DIPPED OR TUMBLED. 13. ALLOWABLE SHEAR FOR WOOD STRUCTURAL PANEL SHEAR WALLS FOR LATERAL LOADS ARE PER AF&PA SPECIAL DESIGN PROVISIONS FOR WIND AND SEISMIC, TABLE 4.3A, 2015 EDITION. 14. 2X NAILER FOR MULTIPLE ROWS OF NAILS MAY BE OMITTED IF STRUCTURAL PANEL IS LAPPED TO FRAMING BELOW. SEE DETAIL 1/SD2 FOR ADDITIONAL INFORMATION. 15. ATTACH MULTIPLE STUDS AT VERTICAL OR HORIZONTAL JOINTS WITH 16d AT 4" O.C. STAGGERED. 16. USE 6" O.C. FIELD NAILING WHERE MAX. ULTIMATE DESIGN WIND SPEED (3 SECOND GUST) IS 120 MPH OR GREATER AT EXPOSURE "C". MANUFACTURED PANELS HARDY FRAME PANELS HFX-SERIES MANUFACTURED BY HARDY FRAMES, INC. HF ALLOWABLE CAPACITY: SEE MANUFACTURE LITERATURE ICC ESR-2089• LARR-25759 xxxx SIMPSON STEEL STRONG WALL PANEL MANUFACTURED BY SIMPSON STRONG -TIE SS (ALLOWABLE CAPACITY: SEE MANUFACTURE LITERATURE) ICC ESR-1679• LARR-25625 xxxx STRUCTURAL STEEL ENGINEERED MOMENT RESISTING STEEL FRAME SF xxx SEE PLANS GENERAL NOTES AND DETAILS FOR SPECIFICATIONS ' ENGINEERED CANTILEVERED STEEL COLUMN SC xxx SEE PLANS GENERAL NOTES AND DETAILS FOR SPECIFICATIONS ' SN1_CBC2019 z 0 F d U W U W P, • n w H O z a a H U a H a a w z w L yi w " w N O� aUkA �a w w -o E3 �•r F zUw o a, ' .,6 W � A O W z��R • •�&�� ".I F v� -� W aW� a F a W z 00 z E" �x 0 OR PA U� kn n " ATTEST TO STRUCTURAL nNII .R ESSrI �``��P P . MC �4� el c; � A+ ��'N zM C 4 Ezp. - 0 * sl11 CIV 0- O �! E OF CALVE DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL e4 rI !V O U U) I4 • 04 � l 1��y1 00 V = 00 00 OC a N U? 04 ..w,�, � 1 r 0 z w r l O en M a V 0 a W ^ ICI .. O e4 O A W 04 � o W n � 00 �/ Tl* � W v1 w a N I..� 00 aO ,-. z A N-1 0 rl M U? '�.I � .. w I�r� a w O 1r-I W w a 1-4 U) kn rl M O I..I z A4 V i I I 0 FBI A I W I a�7 L� �iy 0 N � I fa I I O a z OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 r ARCHITECTS JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SN1 T O CM 10 O M O LL O co Q H LU co H w 2 H w Q a W 0 0 Z 0 J m CAD FILE: 220030 SN1 STARTER BOARD (10)-16d (WHERE OCCURS) MIN. 2x FRIEZE SEE ARCH.�..e.'.'.'.'...'.'. BLK'G. FOR FASCIA ............ •'.' �.'.'.'.'. DETAILING ......' '..... '.'.';'... / .:.:...:.:.:.:.:. E.N. %...............,. �................. TRUSS 2X BLK'G. W/ ROOF E.N. & 7 A35 AT 24 O.C. SEE TOP PLTS. W/ PLANVN SHEAR E.N. PARALLEL NON -BEARING PARTITION PER PLAN TRUSS AND TAIL W/ MATCHING SPACING FLOOR FLOOR G. TIT � ADD ONE JOIST LAP &SPIKE 2X, 3X -1 I '� OR 4X EXPOSED TAILS TO ELECT., � SUPPLY WASTE, VENT EACH TRUSS. (DEEP SEAT "ADDED" T T -CUT TAILS. SEE ARCHITECT OR SIM. I SHIFT OR SIM. DWG. FOR MORE INFO.) ;� JOIST TO TRUSS MANUF. SHALL �' I AVOID CUTTING DESIGN TRUSS WITH NO �1. OR NOTCHING MAX. OVER -HANG. LJ LJ 1 /2" SPACING OF TRUSS AND TYPICAL JOIST L)Anwn OFFSET TAIL SHALL MATCH. nro nl AAI TYP. � RAFT. COND. • (4)-16d FACE NAILS AT C.J. LAP OR C.J. TO RAFT (U.N.O.) TOENAILS AT LEDGER COND. - - - - - - - - - - •- - - -- CUNT. 2X LEDGER W/ "L" "2xL" I 16d FACE NAILS TO STUDS 24" MAX. ADD TWO JOISTS STUD WALL I AND 16d TOENAILS AT TRUSS AND TAIL W/ PER PLAN C.J. TO LEDGER E.N. VARYING SPACING - HANGER AT NOTES: REFER TO ABOVE DETAIL - LEDGER COND. ...... 1. NAILS ARE TO BE MIN. 16d "P-GUN". f FOR INFORMATION NOT 2. SPANS ARE PER CBC TABLE 2308.10.2(2� UNINHABITABLE �. „ SHOWN IN THIS COND. SHIFT ADDED I ATTICS WITH LIMITED STORAGE (DL=10 ps , LL=20 psf). ". _'::' ..:':''''''' I I I 3 I� CONT. 2X LEDGER W/ 3. CONTINUOUS LEDGERS SHALL BE APPLIED OVER SHEAR :'r...'.........." .. L E.N................I JOIST TO SHEAR OR I 16d FACE NAILS TO STUDS MATERIAL OR OVER DRYWALL AT SPECIAL FIRE OR PARTY 2X BLK'G. W/(3)-16d I I AVOID CUTTING - SEPARATION AND "LUS" TYPE WALL CONSTRUCTION AS REQ'D. PER ARCH. DETAILS. ........... .................................. I � AT ADJOINING TRUSS - - WALL MATERIAL OR NOTCHING � HANGER TO LEDGER 4. IF TOTAL THICKNESS OF MATERIAL BETWEEN LEDGER AND TRUSS AT EACH SIDE WHERE REQ'D. STUD WALL EXCEEDS 5/8","USE 20d FACE NAILS AT • LEDGER OR SIMP. SIDS 1/4 X4 WOOD SCREWS (MAX. NOTES: LAP AT MATERIAL BETWEEN LEDGER AND STUD WALL = 1-1/4"). .............. ................. EXPOSED TAILS W MAX. 24" O.C. SPACING 1. REQUIRED JOISTS TO BE "ADDED" ARE THOSE SPECIFICALLY INDICATED ON PLANS. • WALL COND. -/ _ 2. "ADDED" JOISTS MUST BE IN ADDITION TO THE TYPICAL JOIST SPACING. IF THE TYPICAL JOIST SPACING RESULTS IN THE & (6) 16d END NAILS AT HEAD OUT PLACEMENT OF A JOIST UNDER THE INDICATED WALL ANOTHER JOIST OR JOISTS MUST BE ADDED ADJACENT TO THIS TAIL I BLOCKING. (TAILS MAY BE SPACED AT TYPICAL JOIST. ( ) LAP AND SPIKE W/ 36" O.C. WITH T&G UNDERLAYMENT.) 3. REFER TO THE MOST CURRENT MANUFACTURE LITERATURE FOR THE ALLOWABLE SIZE AND LOCATION OF ALL PENETRATIONS. (4)-16d FACE NAILS 4. UNDER NO CIRCUMSTANCE ARE JOIST TOP OR BOTTOM CHORDS TO BE CUT, NOTCHED OR DRILLED. 10 EXPOSED ARCHITECTURAL TAIL AT EAVE 9 20 "ADD" JOIST(S) UNDER NON- BEARING WALL 8 #C.J 01/2/G FURRING SPANS AND CONNECTIONS ARCH. 10 TAIL SN2 RIM JOIST PER PLAN. (ADD 2X LEDGER UNDER SHEAR WALLS WHERE REQ'D.). TYPICAL FRAMING CROSS SECTION (REFER TO FRAMING PLANS FOR SPECIFIC INFORMATION) CEILING JOIST SIZE SPACING MAX. SPAN FACE NAILS TOE-' NAILS 16" O.C. - 8' 9" 2 3 2X4 24" O.C. 7'-2" 3 4 16" O.C. 12'-10 3 4 2X6 24" O.C. 10'-6" 4 5 16" O.C. 16'-3" 4 5 2X8 24" O.C. 13'-3" 5 7 16" O.C. 19'-10" 5 7 2X10 24" O.C. 16'-3" 6 8 FOR LONGER SPANS, CONTACT ENGINEER OVERSTACK FRAMING. (2X6 RAFTERS AT MAX. 24" O.C., MAX. SPAN 6'-011f). PROVIDE MIN. 2X STRUTS TO BRACE RAFTERS AT POINT OF MAXIMUM ALLOWABLE SPAN. ALIGN STRUTS DIRECTLY ABOVE -- ---- - - FILL ASSEMBLY B CONTINUE PLYWO SHT'G. UNDER 2) RAFTER FRAMING (MAX. 24" SQ. OPENING IN SHT' FOR VENTILATION. BLOCK AND E.N. ALL EDGES.) PLYWOOD ROOF SHT'G. X-SECTION CONTINUOUS 2X VALLEY PAD WITH (2)-16d AT EACH TRUSS TRUSS PER MANUF. SPECS. 2X RAFTER TIES I AT MAX. 48" O.C. MAXIMUM RAFTER SPAN 2X RAFTERS AT TYP. CALIFORNIA FRAMING 2X STRUT AS REQ'D. (MIN. �5-16d PER CONNECTION) -TT ----TT ---- T1 ----- F1 ----- R----- F1-----rT ELEVATION 7 1 OVERSTACK FRAMING AT VALLEY- FILL ROOF #SN-006: 01/2020 (CALIF. FRAMING) TYPICAL FRAMING ELEVATION (REFER TO FRAMING PLANS FOR SPECIFIC INFORMATION) 2 ROOF WIND 2 OVERSTACK SN3 SHT'G. BRACE SN2 PANELS SHALL NOT BE LESS THAN 4' X 8', (CALIFORNIA) 7 EXCEPT AT BOUNDARIES AND CHANGES IN FRAMING y SHAFRALIL BE PROVIDED ATING. FRAMING BERS OR THE EDGES OF TNG ALL PANELS (AF&PA SECTION 4.3.7.1, NOTE #1). ----------� F.A.U. 4 - }- \ \ - - YIN I I EAVE BLK'G. �`--- -\ - ---�� I I 1 (� ^� SN3 CONNECTOR j O O j I I CONNECTOR HORIZONTAL BLOCKING PER PLAN I I 1 JACKS I II I PER PLAN TO MATCH CRITERIA FOR 1 SHEAR WALL TOP PLATES VERTICAL SPLICES S N 2 AT G.T. \ I I - ------- --------J I I (REQ'D. AT HIGH PLATES N FASTENER SPACING --- `; l � � I AND BALLOON FRAMING). ---��--------------------1-+. - _I I TOP PLATES 11 TOP PLATE SPLICE -------- i i ° SN4 NOTCHING/BORING NON-BR'G. 3 ^j HDR. i i ° / °II° 1 WALL SN2 I I PER �� I HEADER PER PLAN ` / °I° _ ° °_° _ _ _ _ = HEADER PER PLAN STUDS AT TYPICAL 1 ( NON -BEARING WALL S N 4 I I I I I 6 GUARDRAIL SN3 HANDRAIL I I I I I I 11 TOP PLATE SPLICE S N 4 NOTCHING BORING "ADD" JOIST(S) UNDER 9 NON -BEARING WALL RN? 781-7�-CEILING PLAN iiI\ / °I \ 1 I \ VERTICAL MEMBER SN2 JOISTS OUTLOOKER SN2 I i I I °I° AT PANEL SPLICES 1 / WINDOW 3 I ° \ / I \ PER SHEAR WALL SN3 I 3 DOOR 1 J FRAMING SN3 I I \ / °II° SCHEDULE I I SN3 FRAMING SHEAR WALL 1 i i \ / °II° \\ / i i 1 SHEAR WALL FASTENER SPACING SN3 i i \ / °II° \ / i i SN3 FASTENER SPACING STUDS AT TYPICAL 1 i i °II° \ // i LOAD BR'G. 4 BEARING WALL SN4 I° I I POST SN3 1 10 STUD SN4 NOTCH/BORE / \ SHEAR WALL i i LOAD BR'G.MECHANICAL o 10 PENETRATIONS i i S N 3 POST BLK'G. 01 I SOLE PLATE NAILING AT I p NON -SHEAR WALL LOCATIONS 1 I ° I° / SHEAR WALL 1 i i 2X PLATE: 16d AT 8" O.C. 1 FLOOR 2 TOP PLATE SPLICE 11 \ °II / I I (2 PER STUD -BAY) 1 SHT'G. SN3 NOTCHING/BORING SN4 I \ °I° / FASTENER SPACING SN3 I 13X PLATE: SDS1/4"X6" AT 8" O.C. 1 i (2 PER STUD -BAY) I ---- 1_I� SOLE PLATE SOLE PLATE -a PROVIDE SOLID I I I 1 1 I � BLOCKING AT ALL I 0 I RIM JOIST PER PER PLAN i i i HOEDOWN STRAP PER PLAN HOEDOWN STRAP PER PLAN BEARING POINTS I I PLAN. (ADD 2X I 1 I _I BLK'G. UNDER ° -- - -I SHEAR WALLS TOP PLATES WHERE REQ'D.). -- 1 FLOOR JOIST 8 1 / °II° HEADER c PER PLAN 1 NOTCH/BORE SN4 TOP PLATES CONNECTOR / °I - = _ _° I=° = _ = HEADER PER PLAN E.W.P. AND `1 GLULAM BEAM 12 HOLE CHART SN4 I PLACE HEADER DIRECTLY UNDER PLATES AT STACKING i \ / °II° I SHEAR WALL STRAP I 1 VERTICAL MEMBER PLACE STRAP AT I I 1 \ / °II° \ AT PANEL SPLICES 1 i HORIZONTAL BLOCKING EACH END OF I I 1 \ / , I° PER SHEAR WALL / ° I TO MATCH CRITERIA FOR 1 HEADER TO TRIMMER i i I SCHEDULE I SN3 / 1 VERTICAL SPLICES WHERE STACKING I WINDOW 3 I 1 \ / °II° (REQ'D. AT HIGH PLATES SN3 SHEAR WALL STRAP I \ I° \ i ° I AND BALLOON FRAMING). OCCURS, PER PLAN i FRAMING SN3 1 STUDS AT TYPICAL i SHEAR WALL 1 \\\ i // 1 I 3 DROMING FASTENER SPACING SN3 1 ° S N 4 BEARING WALL I / 1 I SHEAR WALLS NOTE: MIN. 2x P.T.D.F. SILL PLATE WITH ALL FASTENERS TO P.T.D.F. MUDSILLS ANCHOR BOLTS AND WASHERS MUST COMPLY WITH DETAIL 3/SN4 PER "SHEAR ELEMENT SCHEDULE" EXTERIOR NON -SHEAR WALLS Q SIMPSON "MASA" MIN. 2x P.T.D.F. SILL PLATE WITH SNI MUDSILL ANCHORS ANCHOR BOLTS AND STANDARD CUT WASHERS AT MAX. 72" O.C. INTERIOR NON -SHEAR WALLS 2x P.T.D.F. SILL PLATE WITH ICC-ESR APPROVED SHOT PINS WITH CADIUM WASHERS AT MAX. 32" O.C. 11 TYPICAL WOOD FRAMING SECTION AND ELEVATION °I I \ ° I 1 SHEAR WALL °II° I / i \ I SN3 FASTENER SPACING / \ 1 °II° 9 SHEAR WALL N MECHANICAL ALTERNATE FOR I I °I S 4 I STUD 10 I I NAILED STRAPS I I / PENETRATIONS 1 NOTCH/BORE SN4 i i 0 FULLY NAIL I I If STRAP TPOSTTO 1I `II° / \ LOCATE STUD S _ I i I i ° °Ilo / \ I ; -OR POST UNDER 1 �� ° / I STACKING SHEAR WALL STRAP I I 9 OFFSET I PER PLAN I I SN3 HOEDOWN I � MUD -SILL PLATE MUD -SILL PLATE I* PANELS SHALL NOT BE LESS THAN 4' X 8', EXCEPT AT BOUNDARIES AND CHANGES IN 1 SHEAR WALL FRAMING. FRAMING MEMBERS OR BLOCKING SN3 FASTENER SPACING SHALL BE PROVIDED AT THE EDGES OF ALL PANELS (AF&PA SECTION 4.3.7.1, NOTE #1). ADDITIONAL ITEMS: 5 UNIFORMLY DISTRIBUTED 13 2-STUD CORNER 4 OBSERVATION 7 STATEMENT OF 1N2 TRUSS ROOF LOAD SN3 FRAMING SN4 PROGRAM SN4 SPECIAL INSPECTION 11 NON -BEARING 2 TYPICAL NAILING 5 HARDWARE CROSS 13 ALTERNATE ENGINEERED SN3 HEADER REQUIREMENTS SN4 REQUIREMENTS 1N4 REFERENCE CHART SN4 WOOD PRODUCTS 12 ANCHORED AND 3 FASTENERS & CONNECTORS AT 6 REQUIREMENTS FOR SN3 ADHERED VENEER SN4 PRESERVATIVE -TREATED WOOD SN4 CONCRETE (EXPOSURE) ALL CLEARANCES AL TYPICAL ELEVATION PROVIDE LATERAL BRACING AT MAX. 24" O.C. AT FLAT PORTION OF COMPLY WITH GIRDER TRUSS NOT IN CONTACT CURRENT CODES () WITH ROOF SHT'G. (REFER TO TRUSS DRAWINGS & SPECIFICATIONS.) PLYWOOD Ali - 2X BLK'G. W/LTP4 AT �E•N• ALTERNATE _ SHT'G. 0 F.A.U. O 24" O.C. ONE LTP4 PER L EACH BILK G., U.N.O.) -- -- ATTIC ACCESS (VERIFY EQUIPMENT / I WILL FIT THROUGH OPENING.) 2X BLK'G. W/16d AT 4" O.C. I AT SHEAR TRUSS CONDITION ONLY / TYPICAL SECTION CONT. TOP CHORD OF ATTIC SPACE TRUSS JACK TO RIDGE i HIP GIRDER TRUSS U.N.O. E IN PER PLAN. (AT �!- - - - SHEAR COND. - /z/,' IFl MANUF. TO DESIGN G.T. TO RESIST F.A.U. - - - - - - - SHEAR _ _ _-- 2X BLK'G. AT ALTERNATING NDICATEDAONAS PLANS). -----___--� I I TRUSS BAYS W/(6)-16d's I I TO G.T. PROVIDE (3)-16d END -NAILS PER EACH TRUSS MIN. 2X6 PLATFORM BASE W/MIN. TRUSS BOTT. CHORD I I JACK TO BLK G. (ALT. LU324) 3 -LTP4 OR TRUSS PLATES TO SEE TRUSS DRAWINGS NOTE: () I I THIS DETAIL IS TRUSS BOTT. CHORD. PROVIDE 2X 8'-0" MAX. SETBACK NOT ALLOWED AT BLK'G./RIM AT BOTH ENDS OF MIN. 23/32" THICK MIN. I I TERMINAL TOP PLATFORM TO PREVENT ROTATION. PLYWOOD/OSB SHT'G. - - CHORD CONDITION F.A.U. NOTES: THIS DETAIL MAY BE 1. ALL CLEARANCES, FLOORING AREAS, AND WORKING AREAS, SHALL CONFORM TO THE 1 TRUSS JACK TO HIP G.T. SUPERCEDED BY TRUSS MANUFACTURER SPECIFICATIONS AND THE LATEST CODES. #SN-001:01/2020 MANUF. REQUIREMENTS 2. F.A.U. PLATFORM MAY BE BUILT AT JOB SITE OR PREFABRICATED BY TRUSS MANUF. PROVIDE E.N. 3. F.A.U. PLATFORM MAY BE MOUNTED ON VIBRATION ISOLATOR PADS AND INSTALLED E N AT BLOCK WITH SLACKED RESTRAINT STRAPS. 4. PLATFORM SHALL BE SPANNED OVER MINIMUM 4-TRUSSES (i.e. 3 TRUSS BAYS). �� • • 5. ATTIC ACCESS OPENING SHALL BE PER ARCHITECTURAL AND/OR MECHANICAL PLANS. NOTE: • / 6. TRUSS MANUFACTURER SHALL DESIGN TRUSSES TO SUPPORT LOADS SUPERIMPOSED REFER TO PLANS BY WEIGHT OF F.A.U. (MIN. 20 psf LIVE LOAD), U.N.O. ROEQUIS EMENTS. 2X4 BLK'G. W/(3)-16d 7. TRUSS MANUF. TO DESIGN OPEN AREA AT F.A.U. FOR "LIMITED STORAGE" AS DEFINED NAILS AT EACH END TO BY THE IBC/CB . REFER TO DETAIL 5/SN2. TRUSS TOP CHORDS. THIS DETAIL MAY BE 4 #ATTIC F.A.U. (FORCED AIR UNITS SUPERCEF. DED REQUIREMENTS MIN. 45° UNINHABITABLE ATTIC WITHOUT STORAGE TCDL+TCLL ________ LTP4 AT THISFIGURE DEPICTS ATTIC a>�a> -<>- -a>-a><>v�a><>-<>- - a> PER PLAN AREAS WHERE THERE ARE NOT TWO OR MORE ADJACENT STAPLED FILL TRUSSES WITH THE SAME WEB • •• • CONFIGURATION CAPABLE OF ROOF TRUSS - - - CONTAINING A RECTANGLE 42" - - - - HIGH BY LOCATED WIDE IT GREATER LOCATED WITHIN PLANE OF TRUSS. =� 2X4 BRACES AT 5'-0" O.C. NOTE: TRUSS MANUF. SHALL W/(4)-16d NAILS AT EACH INSTALL A STAPLED FILL PIECE END. IN THE FIELD TO AVOID ATTIC BCDL+BCLL(no storage) 2X4 FLATS AT 5'-0" O.C. FREE SPACE OF 42" HIGH BY BCLL(no storage = 10 psf AND IS MIN. 2 BAYS WITH 24" WIDE OR GREATER. NON -CONCURRENT WI H ANY OTHER LIVE LOAD ) REFER TO TRUSS MANUF. MIN. NAILS TO EACH FOR ADDITIONAL BRACING UNINHABITABLE ATTIC WITH LIMITED STORAGE TCDL+TCLL TRUSS BOTTOM CHORD. REQUIREMENTS. �o �� �, �, �� �� �, �� �, �, THIS DETAIL MAY BE THIS FIGURE DEPICTS ATTIC BCLL(lipsf storage) 2 TYPICAL TRUSS WIND BRACING AREAS WHERE THERE ARE = 20 psf AND IS SUPERCEDED BY TRUSS TWO OR MORE ADJACENT CONCURRENT WITH ALL #SN-002: 01/2020 MANUF. REQUIREMENTS TRUSSES WITH THE SAME WEB ROOF TRUSS OTHER LIVE LOADS CONFIGURATION CAPABLE OF BCDL+BCLL TRUSS PERPENDICULAR TO WALL CONTAINING A RECTANGLE 42" limited storag HIGH BY 24" WIDE OR IJ GREATER LOCATED WITHIN °�° °° TRUSS CLIP PLANE OF TRUSS. PER CHART THE RECTANGLE SHALL BE ABLE TO FIT BETWEEN TOP `�` TRUSS OF B.C. AND BOTTOM OF BCDL+BCLL(no storage) � BOTTOM ANY OTHER TRUSS MEMBER BCLL(no storage) = 10 psf AND IS ~ CHORD W PROVIDED THAT EACH OF NON -CONCURRENT WITH ANY OTHER LIVE LOAD (�) GAP�'� FOLLOWING CRITERIA IS MET: GAP i. ATTIC AREAS ACCESSIBLE BY PULL -DOWN STAIRWAY OR FRAMED OPENING. 1 X PLATE ii. TRUSS SHALL HAVE A B.C. PITCH LESS THAN 2:12. DOUBLE iii. TRUSS B.C. SHALL BE DESIGNED FOR GREATER OF ACTUAL IMPOSED DL OR 1 Opsf 2X PLATE 2X PLATES UNIFORMLY DISTRIBUTED OVER ENTIRE SPAN. MIN. 2-2X TOP PLATES LOW 5 #UNIF/ORMLY DISTRIBUTED TRUSS ROOF LOAD HOLD DOWN TO CREATE "GAP" (i.e. SPACE BETWEEN TRUSS BOTTOM CHORD AND TOP PLATES) 2X BALLOON OUTLOOKER AT BARGE BOARD STANDARD FRAMED STUD HEIGHT 2X ALIGN 2X HORIZONTAL WALL TO 2x BARGE BOARD STUD WALL BLK'G. W/LOWER HIGHER TRUSS BLK'G. BOTTOM CHORD BOTTOM CHORD 8" MAX. ONE H2.5A AT EACH STANDARD STUD WALL BALLOON STUD WALL "FILL" / SIDE OF OUTLOOKER TRUSS I _I _ _ TO BARGE BOARD C0ND. I _ MIN. 4X OUTLOOKER i j (SEE ARCH. PLANS) (2)-SIMP. SDS/"x6" �/ SCREWS AT TOP AND ONE SIMP. "A-44" WITH BOTTOM (TOTAL OF 4) 2„ _= SIMPSON SDS#9x11/" SCREWS (TOTAL OF 8) TRUSS CLIP MAX. 8'-1" MAX. 9'-1" MAX. 14'-0" MAX. 20'-0" SPACING (2) WALL HEIGHT WALL HEIGHT WALL HEIGHT WALL HEIGHT 24" O.C. (1)-STC (2)1 TCor (2)1 TCor (1)-HTC �ST �ST 48" O.C. (1)-HTC (((1)-HTC (((1)-HTC (1)-HTC 72" O.C. (1)-HTC (1)-HTC NOT NOT ALLOWED ALLOWED 2X BLK'G. W/(6)-16d / ' 1. GAP FOR STC AND DTC SHALL NOT EXCEED 1/2", HTC SHALL NOT EXCEED 1-1/4" (AFTER ROOF IS LOADED). END -NAILS EACH SIDE 2. USE MIN. OF (2)-ROOF TRUSS CLIPS PER WALL SECTION. EXTERIOR FINISH I 3. INSTALL SLOT NAILS IN THE MIDDLE OF THE SLOT. (SEE ARCH. PLANS) -i 4. NAILS SHOULD NOT BE DRIVEN COMPLETELY FLUSH AGAINST CONNECTOR TO ALLOW VERTICAL TRUSS MOVEMENT. STUD WALL /----- - - - - ------ - - - - - - ALTERNATE TRUSS PARALLEL TO WALL ®®® 2X4 STRONG -BACK AT 72" O.C. W/(2)-16d EACH OUTLOOKER WITH DIAGONAL BRACE SIDE TO TRUSS B.C. AND DRYWALL BACKER REFEALLaINFORMATION BOARD CONDITION FOR 2X4 FLOATING BLOCK AT 72" O.C. F-W/(2)-16d NAILS TO TOP PLATE EQ EQ 2X BLK'G. W/(6)-16d END -NAILS EACH SIDE - AND (2)-SDS1/4" X 6" WOOD SCREWS 2X FLAT BACKER MIN. 4X OUTLOOKER (SEE ARCH. PLANS) (2)-SDS1/4" X 6" WOOD SCREWS MIN. 4X DIAGONAL KNEE BRACE EQ. EQ. NOTES: 2X BLK'G. W/(6)-16d 1. PLUG ALL HOLES TO MATCH FINISH. SEAL AND CAULK ALL END -NAILS EACH SIDE PENETRATIONS THROUGH BUILDING PAPER. AND (2)-SDS1/4" X 6" 2 REQREFUIREMENTS. TO WOOD PLANS FOR ALL WATERPROOFING WOOD SCREWS 3. ASSEMBLY MAY BE BUILT ON GROUND WITH 16d NAILS PRIOR TO ERECTION AND INSTALLATION OF WOOD SCREWS. 6 OUTLOOKER CONNECTIONS #SN-005: 01/2020 1 X PLATE 2X PLATE 2X STUD WALL TRUSS B.C. GA 2X4 DRYWALL BACKER ON EA. SIDE OF WALL. -ATTACH TO FLOATING BLOCK W/(2)-16d NAILS (AFTER ROOF IS LOADED) TRUSS CLIP -------- ---- PER CHART GAP 8 2X BLK'G. PER CLIP WITH 2)-16d AT EACH TRUSS BOTTOM END MAY BE PLACED CHORD, TYP. VERTICALLY) 1 X PLATE ALT. COND. 2X PLATE 3 TRUSS TO INTERIOR NON -BEARING PARTITIONS SN2_CBC201� �o N �O N �a E3ON kh �•r F z"w o ' W � A O W Z • 0 I -I ; W& FD � 111111111111111111 aan �oz O 0 ma N ATTEST TO STRUCTURAL nNII ` QROfESS�� P MCC4,� z� N C 4 Exp. - 0 k sl9l cIv I\_ E OF- CALVE DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N N CIS U a • �a-I 00 kn a N Z O M IZ W �Z 0-4 o N W VJ1 W N F-I ~ O Za O A v W o � � � x � a O M O rA Z V I O � A I ao N 1 d A � I 1 OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SN2 CAD FILE: 220030 SN2 �o N �O N 0 E3 ~ F' © zUw o � W .6 A W O r•I Zwh F %n o: TYPICAL WALL SECTION "HTT" TYPE HOLDOWN RADIUS STAIR FRAMING (WINDING) MANUFACTURED GUARDRAIL/HANDRAIL STANDARD CONDITION a a n NEWEL POST [__I 2X STUD BACKING TO BE MASONRY OR BRICK VENEER NOT WINDING STAIRS. SEE ARCH. DWGS. FOR TO GUARDRAIL 2-1/2° NOT STAGGERED STAGGERED PREFERRED OFFSET COND. OFFSET COND. OFFSET COND. v� a w SPACED MAX. 16" O.C. & EXCEEDING 4" IN THICKNESS TO BE CONDITION WITH FILLER WITH 2X WITH FILLER & 2X PLAN: DIMENSIONS AND RADIUS OF CURVATURE. } - I P6, P4 (P3, P2, P2a, PP3, PP2) I GENERAL WALL FRAMING Z p APPROVED PAPER SHALL ANCHORED TO MAIN STUD WALL W/ ` I MIN. 1 2X UPPER I x BE FIRST APPLIED OVER 22 GA. x 3/4" GALVANIZED CORROSION _ E N MIN. 3/4" PLYWOOD TREADS GLUED AND GUARDRAIL I 3/8" TOP -PLATE I A APA RATED 6 C 04 a SHT'G. OR WIRES BETWEEN RESISTANT 0.030" THICK WALL TIES. p SCREWED TO RISERS AND LEDGERS. CONTINUOUS�i00 I STUDS & MORTAR SHALL (ALT. 0.148" 0 WIRE-#9 B.W. GAGE) �� 16d X 16d X (ALT.: 1-1/8" PLYWOOD TREADS GUARDRAIL N SECTION MIN. i I SHT'G. PER PLAN U / ) CONTINUOUS 4" 1-1/2" I HEADERtn BE SLUSHED INTO 1" TIES TO BE SPACED SO AS TO I 3-1/4" 3-1/4' 13/8 AREA OF --- N GUARDRAIL TYP, TYP. r - - - - - - - - 1 2X LOWER I SPACE BETWEEN FACING SUPPORT NOT MORE THAN 2 SQ. FT. __ P-GUN P-GUN I - I I STAGGER - - - ---- �� - MIN. 2x TRIMMER ' TOP -PLATE I I -11 I I & PAPER. OF WALL AREA BUT NOT MORE THAN � NAILS AT NAILS AT E.N. E.N. MIN. 2X12 RISER W(6)-16d NAILS AT NEWEL POST SPACED AT 1-1/8" DIA. X I I I STACKING 1� 1 n n 24" O.C. HORIZONTALLY. TIES TO 8 O.0 4 O.0 - EACH END. MAX. 8 -0 O.C. SFD INSERT DAP TO U.N.O. ON PLANS CROSS-SECTION A I II I 1 HAVE LIP OR HOOK ON EXTENDED I STAGG. STAGG. MAX. 4'-0" O.C. (MFD3 INSERT 1/B I RUN FULL HT. TO 1 11 CONFIGURATION LTP4 AT TRANSOM L - - - - - - - - - - - - - - - - - I� i nMI ATTEST TO STRUCTURAL 5" DIA. RAIL -BOLT < HEADER. DO NOT I III TO TRIMMER, TYP. NOT STAGGERED STAGGERED LEG THAT WILL ENGAGE A HORIZ. N _ AS SHOWN 2X STUD MIN. 2X4 BACKING LEDGER W 2 ROWS MIN• BREAK AT TRANSOM I PP3 PP2 JOINT REINFORCEMENT WIRE HAVING I E.N. E.N. „ (LEDGER) /O 1" EDGE DISTANCE I I I (2)-LTP4 IF OPENING I P6, P4 (P3, P2, P2a, ) I I II I I I I QROfESS� 0.148"0-#9 B.W. GAGE. JOINT REINF. POST FILLER 2X STUD I�FILLER 16d AT 12 O.C., STAGGERED. I I = 8'-0" OR GREATER PANEL - TRANSOM HEADER 13 8" II II II II I �``p MCC e^ TO BE CONT. WITH BUTT SPLICES MIN. 1 2X4 TRIMMER AND 1 2X4 KING 1-1 8 I ALT. I / ° JOINT o MIN. 3 8" '��` P � BETWEEN TIES PERMITTED. O- O- / " DIA. HOLE 6x SOLID BLOCKING COND. I / II - II II I h y z 16d X 16d X 16d X 16d X STUD (CRIPPLE) AT EACH END OF RISER. 1-1/2 DEEP TYP. W/(2)-A35 AT EACH I 1 AREA OF ° 11�11 `l -7 16d X 16d X 16d X 16d X E. N. SPIKE STUDS TOGETHER W/16d AT 12" O.C. SIDE TO ADJ. JOIST I STAGGER " N C 4 Z �-STUD SPACING = 16" O.C. (4)-3/8" DIA. X 9" 12X STUD MIN. 3X STUD I II II i REST VENEER ON CONC. FOOT'G. COMMON COMMON COMMON COMMON X-SECTION: (MAX.( ) HANGER BOLTS I 2 Ezp. - 0 • •'• LEDGER NAILS NAILS �__ NAILS NAILS 2-3/4" TOP PLATES - 1 (ALT. 2-2X) I II II �'•''�' Y{ MIN. TREATED 1-1/8" PLYWOOD RADIUS -SILL. I (1)-1/2" DIA. X CROSS-SECTION nB" II II I sl9l civl��! i' •� GRADE OR CUT SILL PLATE TO MATCH STAIR CURVATURE. 1X PLATES I 6' (MIN.) LONG 2x TOP -CRIPPLES -_ -_ -_ _ _ _ _ _ _ _ _ _ _ _ _ _ __ E Ea PER MANUF. HOEDOWN UNDER POST LAG SCREW W/ - - - � -IL_ A- _IL==.1_= OF CALF 16a LTP4 AT PROVIDE SHOT PINS AT MAX. 16 O.C. / I MIN. 4 PENETRATION NOT STAGGERED STAGGERED ENGINEERED WITH I 48" O.C. MIN. 2x KING -STUD HEADER FILL NAILS .' . FLOOR I INTO NEWEL POST ALT. - - - - - - - - P6, P4 (P3, P2, P2a, PP3, PP2) I PANEL JOINT _ I (MIN. 3) - - - SHEATHING COND. U.N.O. ON PLANS C %•' _ E.N. 4-1/2" MIN. I DOUBLE KING -STUDS BUTT NAIL KING MIN. AREA OF MIN. 2X I DIGITAL SIGNATURE ACCEPTABLE MIN. 5" LEDGER AT VENEER, - MIN. 2X14 BACKER ��_- PENETRATION I IF OPENING = 8'-0" I STUD TO HEADER 3 8„ STAGGER SILL/SOLE I FOR BLDG. DEPT. SUBMITTAL STANDARD STAIR FRAMING W 2 -ROWS 16d NEWEL POST �I I / /() I NEWEL POST OR GREATER FOR 2x4 TYPICAL W/16d's. NUMBER I PER PLAN I 0, , SEE ARCH. DWGS. - AT 4 O.C. TO TO FRAMING 1" 3" 1° TO GUARDRAIL WALL AND 10'-O" OR 1 I I OF NAILS =HEADER 1 j MIN. 1 LANDING JOISTS PER STRINGERS PER CHART I CONFIGURATION CHART AT 16" O.C. AT 16" O.C. (MIN. 4) HEAD -OUT OR GREATER FOR 2x6 ' I I, DEPTH (i.e. 4X6 = 1 3/8" 1 REFER TO FOUNDATION PLANS "HDU" OR "HDQ" TYPE HOEDOWN W HNGR. PER PLAN _ ' (1)-1/2" DIA. X 1 1 6 NAILS, 4X8 = 8 n n AND DETAILS FOR MORE INFORMATION / ; I CROSS-SECTION C - 0 1° I 7-1/2" (MIN.) LONG NAILS, ETC.) �-----------------J NEWEL POST 3° I LAG SCREW W/ FLOATER/SHIM AS I I II PREFERRED OFFSET COND. OFFSET COND. OFFSET COND. 2X4 PLATE W/16d I_I I SECTION o, REQ D. FOR WINDOW CONDITION WITH FILLER WITH 2X WITH FILLER & 2X " _= 1° MIN. G PENETRATION STUD I� GENERAL WALL FRAMING 1. PRE -DRILL HOLES AND FILL SOILD AT 8 O.C. I y- I INTO GUARDRAIL WALL OR DOOR INSTALLATION DOOR WINDOW , 2X WINDOW SILL W/ ALTERNATE LAP CONDITION WITH SEALANT PRIOR TO ATTACHMENT. STARTING POST ' 1 2 -16d "BUTT" NAILS.(SHT'G. OVERLAP AT RIM HEAD -OUT I () _ 2. MAX. HT. OF VENEER SHALL NOT -i 2X BLK G. W/16d TO CONCRETE 1 111 DOUBLE SILL IF _TA - _RE - - - - - - - - - - PER PLAN I NOT SGGED STAGGERED UPPER LEVEL EXCEED 5'-0". 16d X � 16d X TOENAILED AT 4" O.C. NEWEL POST SPACED AT 3 4" CAP � I 1 OPENING = 8'-0' PP3 PP2 APA RATED ANGLE AT STUD WALL 3. LINTELS LONGER THAN 6'-0" SHOULD 3-1 4" 3-1 4" / I I I P6, P4 (P3, P2, P2a, ) BE SET W/CONTROL JOINTS AT ENDS / / X F2XESSURE BLK G. MAX.MAX8, On O.C. (SFD) (OPTIONAL) MIN. 2x TRIMMER I I I OR GREATER SHT'G. PER PLAN P-GUN P-GUN MAX. 4-0 O.C. (MFD) I MIN. 4X6 SOLID I n n e4 2X STUD WALL AT 16" O.C. FOR THERMAL EXPANSION. E.N. E.N. BETWEEN STRINGERS 5" U.N.O. ON PLANS I ELEVATION D 4. INSTALL PLYWOOD BACKING PER NAILS AT NAILS AT _ 8 16d TO BACKER. I BLK'G. WITH (2) RUN FULL HT. TO I 2x BOTTOM -CRIPPLES I �'� VIIIIIIIIII U.N.O., SEE PLAN r W/( )- MIN. A35 AT EACH I I MANUF. SPECIFICATIONS. 8 O.C. 8 O.C. HEADER NO GAPS I o STAGG. STAGG. I" �, TOENAIL STRINGERS (2)-1/2" DIA. X MIN. END OR INSTALL ( ) I ADD LINE PER STRINGER CHART. 6 (MIN.) LONG �(2)-2X4 (6)-16d FACE- IF GAPS EXIST, 1 I I 1 SOLE PLATE I ° OF E.N. ' LAP -iL _� - _ IL_ _41 _ -' LAG SCREW W CIS PLATES NAIL EACH END GUARDRAIL PROVIDE FULL BEARING I RIM --IT-- MASONRY OR BRICK VENEER 2X STUD -{ 2X STUD / ' OR MUDSILL RIM --- Q' I i MIN. 4" PENETRATION OF BLK'G. TO TO WALL SOLID SHIMS I I ADD LINE LAP I SEE ARCHITECTURAL PLAN POST I�FILLER rl� FILLER 2X LEDGER, DEPTH _; �i� 2X LEDGER W/ SIZE AND NAILS INTO 4X BLK'G. ADJOINING STUD. OF E.N. - Ir -�1 -1i - -II- - V �_TO MATCH JOIST, W/ (EA. STUD) PER STRINGER CHART. SOLID 4X BLK'G.% 1 _ II II II HOLDOWN _ _ NAILS PER LANDING 1" EDGE DISTANCE W A35 AT TOP SAWN LUMBER SHALL HAVE THE D V1 arr 3/8 X 3-1/2 LAG WITH _ INSTALL„ _ INSTALL„ JOIST CHART '� / X , I INTERMEDIATE oo AND BOTTOM FOLLOWING MINIMUM GRADES: 1 1 11'��II 11 II II 1 a r. BOLTS W/STD. CUT SDS1/4 - SDS1/4 ,� SUPPORT - SEE ALL 4X OR D.F.#1, RED MAPLE #1 OR I I La n SCREWS / " „ (EA. STUD). -, - - - - - - - - - [z] • WASHERS AT 32 O.C. X 4-1 2 1 X 6 PLAN FOR LOCATION. 2-3/4" MUSDILL 6X POSTS: MIXED MAPLE SEE. STRUCT. II !� i__4 1 /2" MORTAR BED ABOVE LINTEL SEE =T �� I, _ I I II`J III 11 II II x 00 STAGGERED. (EDGE BELOW SCREWS T SCREWS MIN. 2X4 STUDS OR �� 5" MIN. ALL 2X OR D.F. SEL. STRUCT. I _-- �/ I DIST.=3/4"). CENTER = ) _ _ - CRIPPLES AT 16" O.C. (4)-3/8" x 7" A307 PENETRATION 3X RAILS: - - - - - - - I ---� 11 LAGS AT STUD BOLT W SIMPSON MIN. 1 3 X 5 X 5 16 STEEL � � � � I I MISC. PICKETS, D.F. #2 OR BETTER MIN. / �� / PRE -DRILL 1/2" DIA. HOLE BLOCKING, ErC.: I3 8 3 g I LOWER LEVEL I-1 T- ANGLE A36 . MINIMUM 8" _ _ MIN. 2X4 P.T.D.F. 12 S I� EPDXY "SET-XP" To AND PLACE ONE HANGER BOLT - - - - - - - - - TRIMMER POST WITH HOEDOWN KING POST WITH HOEDOWN / I ±4" / 2X SOLE W/ N ( ) W SHOTPINS AT UNSUPPORTEDI I CONCRETE PER ESR-2508. 2x CRIPPLES, D.F. CONSTRUCTION I I 16d S.P.N. I APA RATED �I BEARING AT EACH END 2X STUDS WHERE / \ AT EACH CAVITY W/EPDXY (MIN. PLATES/SILLS: OR STANDARD LAP s , °° SPAN, TYP. SPECIAL INSPECTION IS REQ'D. AT 8" O.C. 1 SHT'G. PER PLAN .. W OCCUR 16 O.C. T \ 8" X 8" SCOOP FT'G. IS REQ'D.). 1 I NOTES: G7 O 1 - 1 1. MAINTAIN MIN. 3/8" FASTENER EDGE � r�rll Z w M NO STRINGER CHART LANDING JOIST CHART STANDARD SLOPED BALUSTER CUT KING 1 I RIM PER I DISTANCES TO SHTG. AND MEMBER EDGES. ,.a w/ BALUSTER BASE BALUSTER BASE TOP I STUDS SHORT I - PLAN O ANGLE AT BEAM - 1. "HTT": SIMPSON HOEDOWN WITH NAIL TYPE AS INDICATED AND NAIL COUNT PER MANUFACTURER. UNSUPPORTED STRINGER DEPTH LEDGER LEDGER HEAD -OUT UNSUPPORTED JOIST LEDGER I I 12. ALT. 2-2X VERTICAL MEMBER AT PANEL � a •• I_I ti AT HOLDOWN I_I 2. "HDU": SIMPSON HOLDOWN WITH SIDS WOOD SCREWS PER MANUFACTURER SPECIFICATIONS. STRINGER SPAN SIZE "X" SIZE NAILS NAILS LANDING SPAN SIZE NAILS MIN. 1-1/4" SQ. (1) 3/8" X 3-1/2" CONTINUOUS I I 1 MIN. ±4 AREA OF I JOINTS TO BE ATTACHED WITH 16d AT MASONRY OR BRICK VENEER BALUSTER AT LAG SCREW. GUARDRAIL I 3/8 4" O.C. STAGGERED. C dI 16" MINIMUM SCREW LENGTH SHALL NOT BE LESS THAN 2-1/2". MAX. 3'-4" (4)-16d MAX. 5'-0" 2X6 4 -16d NOTCH BALUSTER 1 I LAP STAGGER I N SEE ARCHITECTURAL PLAN 3. "HDQ": SIMPSON HOLDOWN WITH SIDS WOOD SCREWS PER MANUFACTURER SPECIFICATIONS. 2x10 MIN. 3" 2X4 (3)-16d or LUS26 MAX. 8'-0" 2X8 6 -16d Z MAX. 4" O.C. FINISH NAIL - 3. SPACING AT STAGGERED NAILING SHALL BE A �+ (4-TREADS) MIN. MAX. 1/4" � I MIN. 4X TRIMMER !c 1 _ i MIN. 2X TRIMMER I : I NP• I MINIMUM SCREW LENGTH SHALL NOT BE LESS THAN 3". FOR MIN. 2-1/2" AT BALUSTER I�U.N.O. ON PLANS I =_ U.N.O. ON PLANS _ I �2X UPPER I SUFFICIENT TO PREVENT SPLITTING OF THE E■■■� y„I �W C 32" MAX. 8'-4" (6)-16d MAX. 10'-0" 2X8 (6)-16d 5 16" DIA. (2 NAILS PER 1 2" MORTAR BED ABOVE LINTEL 4. FILLER: 3 4" MAX. FILLER SHIM MUST BE OF EQUAL OR BETTER QUALITY MATERIAL AS POST 2X12 MIN. 5" 2X6 (4)-16d / EMBEDMENT OF / / (SHIM) (10-TREADS) or LUS26 N DOWEL SCREW SCREW INTO BASE. CONNECTION) I I �,2X TOP -PLATE 0-4 o \ ELEVATION (OR OSB-EXPOSURE 1). NOTES 1 = - I MIN. MIN. 14. HORIZONTAL SHEATHING TO COMPLY WITH I� MAX. 10'-10" (8)-16d 1. MAX. STAIR RISE AND RUN PER ARCH. DWGS. 1 3 X 5 X 5/16 STEEL 5. STUD: MAX. 2X FULL HEIGHT STUD MUST BE OF EQUAL OR BETTER QUALITY, GRADE, AND 2X14 MIN. 7" 2X8 (6)-16d /4" A3/8 3/8 THIS DETAIL BASED UPON REQUIRED 2 (12-TREADS) or LUS26 2• TREAD NOSING PER ARCH DWGS. �3/4" CAP PRESSURE 1 LOWER 1 ANGLE A36 . MINIMUM 8" STRENGTH MATERIALS AS POST. 3. 2X14 BACKER MAY BE REPLACED BY THA218. OPTIONAL NAIL SPACING INDICATED. ( ) ��4X HEADER/BEAM PER MAX. 13'-4" 1-3/4" X 4. WHERE LEDGER APPLIED OVER DRYWALL, USE z ( ) BLOCK I n n TOP -PLATE 15. SOLE PLATE NAILING PER SHEAR WALL w n BEARING AT EACH END PLAN MIN. 4X10 6. POST: INDICATES A MIN. 4X SOLID POST PER PLAN. MIN. 7" 2x8 (s)-16d LUS26 CROSS-SECTION D � W ( ) (16-TREADS) 14' LSL SIMP. SIDS 1/4' X 4-1/2" WOOD SCREWS MIN. 1-1/4" SQ. - - - - - - - - - - - - - - - - - J Vl N IN -LIEU OF 16d NAILS. N MIN. BALUSTER/AT SCHEDULE NOT REQUIRED. > o (2)-2X4 MAX. 4" O.C. 12 #ANC2HORED AND ADHERED VENEER 9 #OFFSET HOLDOWN TO POST 7 #TYPICAL STAIR FRAMING PLATES 3 #TYPI/CAL FRAMING AT WINDOW / DOOR ASSEMBLY 1 FASTENER SPACING AT PLATES & PANEL JOINTS (CBC) I••� 0 A #SN_011(CBC): 01/2020 TYPICAL "MASA" INSTALLATION HANDRAIL a Z NOTES: TO WALL 2%' FIELD:.:.:.:.:.:A.:.:.:.:.:.:.:.e......:.:A.. ° W 1). 2-STUD CORNER FRAMING ALLOWED PER CBC 2308.5.2 "EXCEPTION". SECTION ELEVATION BEAM RIM PER PLAN NAILING • • • . � - � --,r- 2x4 OR 2x6 FOR EASE OF INSTALLATION / • • • • • • • • • • •'A•'• EDGE•' •'• • • •'• • • • • •'•�•'•' ° EDGE 2). FLOATING DRYWALL CORNER ALLOWED PER CBC SECTION 2508.3.1 VERTICAL LOAD A35 ON EACH SIDE NAILING'• • NAILING x o MUDSILL PETS. NAIL ONE DUPLEX -NAIL INTO HANDRAIL o 3). WHERE FIRE-RESISTANT RATINGS OR SHEAR VALUES ARE INVOLVED, BEARING POST P....... ..... •.• SIMPSON DRYWALL STOP "DS" SHALL NOT BE USED UNLESS SPECIFICALLY ABOVE. ONLY SIDE OF FORM BOARD SIDE VIEW a BEAM TO PLATES. .•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.• 4 . REFAPPER TO MOSTOVED FOR SUCH USE.CURRENT BUILDING DEPARTMENT REQUIREMENTS FOR �c��s MAY BE OMITTED IF :..•.•.. PROPER INSTALLATION OF INSULATION. qj� TOP PLATES INSTALLED WITH MIN. • • • • • • • • • • , • • • 5). REFER TO DETAIL 11 SN4 FOR TOP PLATE CONNECTION AT INTERSECTING SOLID RIM i.e., 2X, '� 3/L < 9°tiF 2X BLK'G. EA. SIDE EDGE :•:•:•A:•:•:•:•:•:•: ' :•:•:•:•:•:• •:•:•:•:•:•:•:• •:•:•' [--I / I (' LVL, � � " MIN. (3)-7/16" DIA. oTo NAILING .•.•.•.•.•....•.•.•.•.•. .•.•.•.•.•. ..•.•.•.•.•. ° FIELD WALL CONDITION. PSL OR ESL) WITH FULL ��• TOP VIEW 2 WOOD SCREWS WITH sr�o AT ALL NAILING Q ISOMETRIC BEARING 2X BACKING AT _ MIN. 3-1/2" EMBEDMENT s BLOCKED _I_I_ VERTICAL LOAD BEARING _I_I_ - r a HANDRAIL BRACKET INTO MIN. 4X6 BLOCKING. V1 POST OR MULTI -STUD - AT TO STUDS INSTALL (6)-16d FACE- gT�B'o .?I EDGES LOCATIONS (SEE PLAN). 2"f SPECIFIC NOTES: AT 4'-0" MAXIMUM. NAILS AT EACH END OF o BLK'G. TO ADJOINING STUD. M EXTERIOR FINISH :;5� 1• SIMPSON "MASA" COULD BE USED FOR MONOLITHIC (1-POUR) FOUNDATIONS. "MASA" ° - - - - - - - - - - - - J........................ PER ARCH. PLANS ::• ANCHORS ARE ALSO PERMITTED FOR 2-POUR FOUNDATIONS ONLY WHERE SLAB IS POST OR • • • • • • • • • • • • • • • • • • • • • • • • ° ° PLYWD. WEB JST. W 2"± " » » ° NAILING AT / TIED TO FOOTING WITH #4x36 L SHAPED DOWELS SPACED PER CHART BELOW. MULTI -STUD I SN3 :...:.:.:.BLOCKED•:•'•' •'•'•'•"'•' BLK'G. AT ....... SHT'G. ° ° UNBLOCKED SQUASH BLK'G & 2X 2. MIN. CONCRETE COMPRESSIVE STRENGTH, f'c=2,500 psi CARPENTER BUILT GUARDRAIL/HANDRAIL PER PLAN NAILING REQUIREMENTS DIAPHRAGM •.•.•..'G.•.•.•.•.•.•. EDGES ° -- " EDGES - - - - - - - - FILLER AT VERTICAL 3. "MASA" (ZMAX ®COATING) SPACING MUST BE PER CHART BELOW. Zf PER IBC CBC TABLE ° LOAD BEARING POST OR / I 4-16d's, 1 MAX. 6'-0" O.C. AT ONE- AND TWO-FAMILY DWELLINGS SFD 2304.10.1. SEE 2/SN4 • • • • • • • • • • • • INSULATION PER I MULT-STUD LOCATIONS. 2 AT TOP & SHEAR WALL /Z" OR 5/8" DIA. "MASA" MUDSILL ANCHOR "L" SHAPED MAX. 4'-0" O.C. AT MULTI -FAMILY DWELLINGS (MFD) ° ARCH. PLANS I 2 AT BOTT. CALL -OUT PER ANCHORS SPACING SPACING TO REPLACE DOWELS SPACING VERTICAL LOAD EACH SIDE APPROVED PLANS PER PLANS ANCHOR BOLTS FOR ENTIRE SLAB PLAN VIEW UNBLOCKED SIMPSON "DS" DRYWALL STOP BEARING POST, 2X D.F. SILL 3X D.F. SILL (AT 2-POUR FDN. ONLY) ° SHT'G. 1 AT MAX. 16 O.C. WITH I CRIPPLE OR ...... •... - .. 0. 1 -8d NAIL PER STUD 1_ �__� BEAM BELOW. �_Ui_L CODE MIN. 72" O.C. 36" O.C. NOT PERMITTED 48" O.C. I I I I I SOLE/SILL PLATE () DRYWALL (ESR-2614) I 1 P6 48" O.C. 36" O.C. NOT PERMITTED 48" O.C. TYP. STUD _ . • ° ATTACHMENT CONT. DBE. •'•'•'•'•'•'•' SHEATHING x TYP ALTERNATE AT AT 16 O.C. Q TOP PLATES •.•.•.•.•. ° ABOVE I PLYWD. WEB JOISTS P4 32" O.C. 24" O.C. NOT PERMITTED 36" O.C. P3 16" O.C. 16" O.C. NOT PERMITTED 24" O.C. pq EXTERIOR CORNER INTERSECTING WALL V P2 16" O.C. 8" O.C. NOT PERMITTED 18" O.C. ° FRAMING Z P2a SUBSTITUTION IS NOT PERMITTED. DOUBLE STUDS W/CS16 MEMBERS q 13 CORNER / INTERSECTING WALL FRAMING 10 TYPICAL BLOCKING AT LOAD BR G. POSTS ON EACH SIDE OF EACH 11 4 LOAD BEARING POST CONNECTION BELOW #sN_oae: 01/2020 #sN_020: 01/2020 PP2 SUBSTITUTION IS NOT PERMITTED. STUD (TOTAL OF 4). ,. ,. #sN_ots: ot/202o y I MIN. 11 -10d NAILS TO STUD PLYWOOD JOINT AND �11 -10d NAILS TO RIMit_.wrEDGE NAILS -SEE 1 SN3FLAT HEADER STANDARD HEADER 4. NO MORE THAN 25% OF "MASA" CONNECTORS SHALL BE INSTALLED WITH ONE LEG UP. OR BEAM n - L_ _ a FOR SPACING REQUIREMENTS � NOTES: N 5. USE OF MASA SHALL BE IN ACCORDANCE WITH SIMPSON TECHNICAL BULLETIN - - �° - - - - - - - - - - - - - - - •' •' --------------- 1. SEE SHEET SN1 FOR PLYWOOD THICKNESS, NAILING AND ADDITIONAL NOTES. T-MASSW, ESR-2555, AND IS SUBJECT TO APPROVAL BY THE BUILDING OFFICIAL. q � „ „ PLYWOOD 2. PANELS SHALL NOT BE LESS THAN 4 FT. X 8 FT. EXCEPT AT BOUNDARIES AND 1 TOP PLATES 6. MINIMUM MASA' END DISTANCE IS 4 AND MINIMUM SPACING IS 8 . 11�i SHT G. TRUSS, RAFTER, SOLID CHANGES IN FRAMING WHERE MINIMUM PANEL DIMENSIONS SHALL BE 24" UNLESS 1 2X CRIPPLES W/ 7. NAILS MUST BE HDG (HOT -DIPPED GALVANIZED), 10d COMMON (0.148"0 x 1%"). RIM OR BEAM JOIST OR -JOIST ALL EDGES OF THE UNDERSIZED PANELS ARE SUPPORTED BY FRAMING MEMBERS C H HDR. NAILS PER 2/SN4 _ _ _ _ _H 8. REFER TO MANUF. SPECIFICATIONS FOR INSTALLATION REQUIREMENTS. PARALLEL DIRECTION (IN -LINE) OR BLOCKING. x a 1 _ _ACROSS (PERPENDICULARJOISTS _-_-_-_--_- 16d PER HDR_ 9. PROVIDE PERIODIC SPECIAL INSPECTION FOR FOUND. ANCHOR STRAPS PER ESR REPORT. - BLOCKED OR UNBLOCKED CONDmON S SS (PER TO) • LONG DIMENSION CHART L--. - - - - - - - - - - - - - - - - OR RAFTERS. OPTION ONE CONSULTING ENGINEERS, l „ EXPRESSLY D OTHER RO COMMON LAW 10. MAX. SILL PLATE END DISTANCE IS 12 . MINIMUM STEM WALL WIDTH SHALL BE 6". i __ BEAM / RIM WIDTH PLYWOOD JOINT 4. NAILS SHALL NOT BE DRIVEN THROUGH OUTER PLY. COPYRIGHT AND GTHER PROPERTY NOT IN "MASA" EDGE NAILS -SEE 1 SN3 THESE PLANS. THESE PLANS ARE NOT TO BE 2X STUD WALL WHERE OCCURS MATCHES WALL WIDTH REPRODUCED CHANGED OR COPIED IN ANY L L FORM OR MANNER WHATSOEVER, NOR ARE THEY 3 11. USE OF MASA WITH TWO LEGS UP IS NOT PERMITTED. ( ) FOR SPACING REQUIREMENTS 5. BLOCKED SHTG. (WHERE INDICATED) REQUIRES ALL PANELS EDGES TO RELIEVE TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST 1 - KING -STUD _lei_ OBTAINING THE WRITTEN PERMISSION AND CONSENT - � 12. ANCHORS SHOULD BE NAILED DIRECTLY TO WOOD PLATE, STUD, OR BOTH WITH A MIN. - EDGE NAILING. PROVIDE BLOCKING ) UNSUPPORTED EDGES PER DETAIL 5/SN3. OF OPTION ONE CONSULTING ENGINEERS, ITC, - - - - - - - - IN THE EVENT OF UNAUTHORIZED REUSE OF THESE SPECIFIC GRAVITY, G=0.5. INSTALLATION OVER SHEATHING IS NOT ALLOWED. 1 PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL X-SECTION ELEVATION 6. WHERE JOISTS OR RAFTERS LAP SPLICE OCCURS AND PLYWOOD HOLD OPTION ONE CONSULTING ENGINEERS, SECTION SECTION X-SECTION PLYWOOD _ _ o MIN. 2x4 CONTINUOUS HARMLESS. 13. REFERENCES: CBC 2019; SIMP. CATALOG 2019 EDITION; & ESR REPORT. - I 2X BLK'G. SHT'G. W/16d NAILS AT 6" O.C. JOINT IS CONTINUOUS, FRAME JOISTS PER DETAIL 5/SN3 . - - - - - - - - - - - - - -I- - - - - - - - - - - - - i - 2X FLAT HEADER STANDARD HEADER I- TONT. DBE. 2X I AND SHIM • ° TO JOIST 7. AT RIDGE VENT CONDITION, REFER TO DETAILS BELOW: ENGINEER _ I IV TOP PLATES I TO MATCH T.M. V C. 1 I n WALL WIDTH °• ° PARALLEL DIRECTION (OFFSET) TRUSS, RAFTER, SOLID MASA WITH ONE LEG UP SLAB 18 MIN. I _� JOIST OR I -JOIST BEYOND UNBLOCKED SLOPING DIAPHRAGM BLOCKED SLOPING DIAPHRAGM PRINCIPAL I DIRECTLY AGAINST WOOD � COLD FULL HEIGHT ATTACH W/ BLOCKED OR UNBLOCKED CONDITION AT LAP SPLICE HEADER 1'4 MAX. OPENING SPAN (L) 16d STUD JOINT "PONY" WALL (12)-16d _ _ - - _ - _ _ - _ _ _ _ _ _ _ _ G.A.M. SIZE EA. END „ - - rI - ^ RIDGE VENT PER RIDGE VENT PER 1 H=1'-4" H=2'-4" H=3'-4" 2-POUR FOUNDATION � EDGE NAILS -SEE 1/SN3 ALT. I I ARCH. DWGS. ARCH. DWGS. EVERY- BLDG. DEPT. SUB. DATE - ., FOR SPACING --- ---1 a 2x FLAT 6'-0" 5'-0" 4'-6" 2 'IP z 2X STRINGER W/ - - - - T = - - OTHER TRUSS BAY E.N. E.N. 03 05 2021 T REQUIREMENTS - - - - - - - - - - I1 II (3)-16d PER STUD :":n: l ROOF SHT'G. E.N. E.N. PLOT DATE 2-2X FLAT 7'-6" 6'-0" 5'-6" 4 POSITION DOWELS AT N 2l J ?�� ROOF SHT'G. 4x4, 4X6 FLAT 12'-0" 11'-0" 10'-0" 4 BUILT-UP HEADER WITH 4 MID -DEPTH OF SLAB-I.y..."` ri TRUSS, RAFTER, SOLID 03/05/2021 1 (2)-ROWS 16d AT 8 O.C. _ AND MIDDLE OF FOOTING (1)-H2.5A AT Ao.. PLYWOOD JOIST OR I -JOIST FOR LONGER SPANS OR HIGHER WALLS, CONTACT ENGR. ((NAIL EACH WAY AT 2X6 ---� FT G. � - SHT'G. MIN. 2X4 ON OPTION ONE JOB NO. STRINGER TO PLYWOOD JOINT 2X BLK G. 2X BLK G. W/E.N. 1 NOS: WALL ONLY) _ _ / - EVERY OTHER -_' �" EDGE BLK G. W/E N \)SS EVERY -OTHER ASS 0221-2504 1. HEADERS OR BEAMS INDICATED ON PLANS SHALL SUPERSEDE THIS DETAIL. STUD (32" O.C.) --vim` TRUSS BAY W/ �� ARCHITECT'S JOB NO. 2. NON -BEARING HEADERS ARE THOSE WHICH SUPPORT ONLY THE NON- sEcnoN x x ` / BEAM / RIM WIDTH FLAT BLOCKING W/(2)-16d E.N. SPACED AT PVG 220030 BEARING WALL ABOVE (DRYWALL FINISH BOTH SIDES). `� N APPLICATION WITH FRAMING AT 1 i LESS THAN WALL WIDTH PERPENDICULAR DIRECTION TOENAILING AT EACH END. HALF DISTANCE 3. DOUBLE KING STUDS WHEN OPENING EXCEEDS 8'-0". �' ONE LEG UP - REFER TO CONDITION ABOVE FOR MIN. 2X4 AT 8d NAILS CODE 4. (2)-2x4 OR (3)-2x4 WITH PLYWOOD FILLER MAY BE USED IN -LIEU OF 4X. _ PONY WALL ALL INFORMATION NOT SHOWN. BLOCKED CONDITION ONLY) MIN. 3X4 AT 10d NAILS 2019 CBC THIS DETAIL MAY BE SUPERCEDED BY TRACT NO. / LOT NO. 14 VOID 11 INTERIOR NON -BEARING HEADERS 8 SIMPSO1N "MASA" MUDSILL ANCHORS 6 GUARDRAIL/HANDRAIL STAIR MANUF. PLANS (MUST BE SEALED 5 BLOCKING AT DIAPHRAGM EDGES 2 ROOF/FLOOR DIAPHRAGM LAYOUT TRACT NO.: 34243 #SN_016A: 06/2014 BY OTHERS UNDER SEPARATE PERMIT). #SN_014: 01/2020 #SN_012: 01/2020 SN3_CBC2019 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph r1c WIND EXPOSURE "C" SHEET SN3 CAD FILE: 220030 SN3 11 GLULAM PRODUCTS (GLB) ZONES WHERE SMALL HORIZONTAL HOLES ARE PERMITTED IN A UNIFORMLY LOADED, SIMPLY SUPPORTED GLULAM BEAM (GLB) L It d/4 L/8TL/8 L/2 L/8TL/8 MOMENT CRITICAL ZONE d/2 SHEAR CRITICAL ZONE SHEAR CRITICAL ZONE d MOMENT CRITICAL ZONE 4 d/4 BEARING CRITICAL ZONE ®® ZONES WHERE HORIZONTAL HOLES ARE PERMITTED ZONES WHERE HORIZONTAL HOLES FOR LOAD -BEARING FASTENERS ARE PERMITTED ASSUMPTIONS 1. THE NON -CRITICAL ZONES ARE LOCATED IN PORTIONS OF BEAM STRESSED < 50% OF DESIGN BENDING AND SHEAR. 2. THIS CHART IS NOT PERMITTED FOR BEAMS THAT ARE NOT UNIFORMLY LOADED AND ARE NOT SIMPLY SUPPORTED. 3. FIELD DRILLED HOLES SHOULD BE USED FOR ACCESS ONLY AND NOT FOR ATTACHMENT POINT FOR BRACKETS AND OTHER LOAD BEARING HARDWARE. EXAMPLE OF ACCESS HOLES INCLUDE THOSE USED FOR PASSAGE OF WIRES, ELECTRICAL CONDUITS, PIPES, AND CABLES. 4. FIELD DRILLED HOLES SHOULD BE SPACED AT LEAST 2 FEET ON CENTER IN NON -CRITICAL ZONES. 5. HOLES GREATER THAN 1-1/2" IN DIAMETER OR 1/10 OF BEAM DEPTH, WHICHEVER IS SMALLER ARE NOT PERMITTED. 6. USE WATER-REPELLENT SEALER AT NOTCHED AND CUT SECTIONS. 7. THE ABOVE TECHNICAL INFORMATION IS AN EXCERPT FROM APA THE ENGINEERED WOOD ASSOCIATION (EWS S560F). ENGINEERED WOOD PRODUCTS (E.W.P.) ZONES WHERE SMALL HORIZONTAL HOLES ARE PERMITTED IN A UNIFORMLY LOADED, SIMPLY SUPPORTED ENG. WOOD PRODUCT (E.W.P) ZONE WHERE HORIZONTAL HOLES ARE PERMITTED 2X DIAMETER OF LARGEST HOLE MINIMUM LAMINATED VENEER LUMBER LVL PARALLEL STRAND LUMBER PSL BEAM DEPTH MAX. ROUND HOLE SIZE 4-3/8" 1" DIA. 5-1/2" 1-3/4" DIA. 7-1/4" to 20" 2" DIA. LAMINATED STRAND LUMBER LSL d 3 / - LSL ONL 0 Cd�3 �� �-:d d 3 0 0 0 I � I I I _� I MLLUYYGU J MLL-f1VLL-LU 1iMIVIILLVLR It END CSMALL HOLES PERMITTED p�7 LARGE HOLES PERMITTED LLU DO NOT OVERHANG SEAT DO NOT CUT NOTCH OR DRILL CUTS ON LVL PSL OR LSL HOLES IN LVL PSL OR LSL HEADERS BEYOND INSIDE FACE EXCEPT AS INDICATED BELOW OF SUPPORT MEMBER AND ILLUSTRATION ASSUMPTIONS 1. THE NON -CRITICAL ZONES ARE LOCATED IN PORTIONS OF BEAM STRESSED < 50% OF DESIGN BENDING AND SHEAR. 2. THIS CHART IS NOT PERMITTED FOR BEAMS THAT ARE NOT UNIFORMLY LOADED AND ARE NOT SIMPLY SUPPORTED. 3. FIELD DRILLED HOLES SHOULD BE USED FOR ACCESS ONLY AND NOT FOR ATTACHMENT POINT FOR BRACKETS AND OTHER LOAD BEARING HARDWARE. EXAMPLE OF ACCESS HOLES INCLUDE THOSE USED FOR PASSAGE OF WIRES ELECTRICAL CONDUITS, PIPES, AND CABLES. 4. FIELD DRILLED HOLES SHOULD BE ROUND HOLES ONLY AND NO HOLES IN CANTILEVER ARE PERMITTED. 5. USE WATER-REPELLENT SEALER AT NOTCHED AND CUT SECTIONS. 6. THE ABOVE TECHNICAL INFORMATION IS AN EXCERPT FROM iLEVEL TRUS JOIST'SPECIFIER'S GUIDE TJ-9000. 7. NO RECTANGULAR HOLES ARE PERMITTED. 12 PERMITTED HORIZONTAL HOLE ZONES #SN-032: 01/2020 BEAM MAX. HOLE MAX. HOLE DEPTH IN SMALL- IN LARGE - HOLE -ZONE HOLE -ZONE 9-1/2" / 2" DIA. 3" DIA. 11-7/8" 2" DIA. 3-5/8" DIA. 14" to 16" 2" DIA. I� ENGINEERED WOOD PRODUCTS CROSS-REFERENCE CHART TRUS-JOIST ROSEBURG BOISE LOUISIANA APA-EWS FOREST CASCADE PACIFIC 3 6 RFPI 400 5 4 PRI-400 I I TJI 210 OR BCI 6000 1.8 LP120PLUS PERFORMANCE I I RFPI 40 STANDARD I I PRI-30,-40 3 6 5 4 PRI-400 7 I I TJI 230 RFPI 40 BCI 6500 1.8 LP132PLUS PERFORMANCE I I STANDARD I I PRI-40,-50 3 a 5 4 PRI-400 7 I I TJI 360 RFPI 70 BCI 60 2.0 LPI 36 PERFORMANCE I I STANDARD I I PRI-60,-70 3 S 5 4 PRI-400 7 I I TJI 560 RFPI 90 BCI 90 2.0 LPI 56 PERFORMANCE I I STANDARD II PRI-80,-90 $ 1-1/2" 11 1-5/16" 10 1-1/4" 9 1-1/4" 12 II 1-1/4" LSL RIGIDRIM VERSA -LAM 175OFb-1.35E 1.5E-2250F I I (TIMBERSTRAND) 1.3E LVL 1.4-1800 SOLID -START LVL II LVL RIM BOARD a „ 11 1-3/4" OR 1-3/4" 10 1-3/4" 9 „ 3-1/2 '>12,13 I I 1-3/4 OROR 3-1/2" 3-1/2 OR 3-1/2 24F-IJG GLB I I 3-1/2" LSL RIGIDLAM VERSA -LAM 2360Fb-1.55E FRAMING GRADE I I (TIMBERSTRAND) 1.5E 1.7-2400 LVL SOLID -START OR 1.5E- I I 1.7/2650 LVL LSL 225OF LVL S 11 10 9 3-1 /2"12,13 I PSL RIGIDLAM VERSA -LAM - 2850Fb 2.0E 3OF-IJG GLB I I (PARALLAM) 2.0E 2.0-3100 SOLID -START FRAMING GRADE I I LVL LVL OR 2.OE- I I 290OF LVL S 11 1-3/4 10 1-3/4 9 1-3/4' 12 1-3/4 I I 1-3/4" LVL (MICROLAM) RIGIDLAM VERSA -LAM 285OFb-2.OE SOLID -START 1.9E-260OF I I 2.0E 2.0-2800 LVL LVL I I LVL FOOTNOTES 1). REFER TO SHEET SN1 FOR MINIMUM MEMBER DESIGN CRITERIA. 2). ALTERNATES NOT LISTED REQUIRE ENGINEER OF RECORD APPROVAL IN WRITING PRIOR TO FABRICATION AND/OR DELIVERY TO THE JOB SITE. 3). COMPLY WITH ICC ES ESR-1387. 4). COMPLY WITH ICC ES ESR-1130 OR ICC ESR-1305. 5). COMPLY WITH ICC ES ESR-1336. 6). COMPLY WITH ICC ES ESR-1251. 7). COMPLY WITH ICBO ER-5317, ICC ES ESR-1405. 8). COMPLY WITH ICC ES ESR-1387. 9). COMPLY WITH ICC ES ESR-2403. 10). COMPLY WITH ICC ES ESR-1040. 11). COMPLY WITH ICC ES ESR-1210. 12). COMPLY WITH ICBO ER-5834. 13). COMPLY WITH NER-486. 13 1 ALTERNATE ENGINEERED WOOD PRODUCTS #SN-037(CBC19) 01/2020 STUD, TYP. DBL. TOP PLATES BORED HOLE MAX. DIAMETER 40% OF STUD DEPTH 5/8" MIN. TO EDGE NOTCH MUST NOT EXCEED 25% OF STUD DEPTH I I' BORED HOLES SHALL NOT BE LOCATED IN - SPECIAL INSPECTION PER IBC/CBC SECTIONS 110, 1704 AND 1705 25% D IS REQUIRED FOR THE FOLLOWING CONDITIONS: (c) 60% D A ITEM REQUIRED°� REMARKS 1). FIELD WELDING YES CONTINUOUS \ (INCL. REINFORCING STEEL AND STEEL DECKING) 5/8" MIN. 11_ ..1 2). HIGH -STRENGTH BOLTS AND ANCHOR BOLTS YES CONTINUOUS (SLIP CRITICAL -FRICTION BOLTS) - - - - - - - - - - - - - - - - - - - - - - D 3). STEEL MOMENT FRAME CONNECTIONS YES CONTINUOUS (SLIP CRITICAL -FRICTION BOLTS AND WELDS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4). A. ANCHORS POST -INSTALLED IN HARDENED (ITEM 4) YES CONTINUOUS �Nr CONCRETE -44 CROSS SECTION - - B. ANCHORS CAST IN CONCRETE - - - - (ITEM 3) - YES PERIODIC THE SAME CROSS IF HOLE IS BETWEEN 40% SECTION OF CUT OR OR WP��S THENSTUDMUST BE NOTCH IN STUD EX�EN\ DOUBLE AND NO MORE LNG PN� THAN TWO SUCCESSIVE gEPa STUDS ARE DOUBLED AND SO BORED NOTCH/BORE % OF STUD 2x4 STUDS 2x6 STUDS 2x8 STUDS 25% 7/8" 1-3/8" 1-3/4" 40% 1-3/8" 2-1/8" 2-7/8" 60% 2" STUD, TYP. DBL. TOP PLATES BORED HOLE MAX. DIAMETER 60% OF STUD DEPTH 5/8" MIN. TO EDGE NOTCH MUST NOT EXCEED 40% OF STUD DEPTH 40% D 60% D 5). STRUCTURAL MASONRY (INDICATED AS HAVING "SPECIAL INSPECTION") YES PER IBC/CBC.1705.4 - - 6). - - - - - - - - - - - - - - - - - - STRUCTURAL PLYWOOD (b) - - - - - - - - - - - - A. ROOF/FLOOR SHEATHING NAILING (> 4" O.C.) NO N/A B. ROOF/FLOOR SHEATHING NAILING (< 4" O.C.) PERIODIC- - - - C. SHEAR WALL NAILING (> 4" O.C.) -YES - NO - - - - N/A - - - - - - - - - - - - - - - - - - D. SHEAR WALL NAILING (S 4" O.C.) - - - YES - - - - - - - PERIODIC -------------------------------- 7). CONCRETE OVER 2,500 psi (f'c) A. VERIFY USE OF REQUIRED DESIGN MIX (ITEM 5) YES PERIODIC B. PLACEMENT OF CONCRETE (ITEM 7 C. PLACEMENT OF REINFORCING STEEL (ITEM 1) -YES - YES - - -CONTINUOUS - PERIODIC ----------------------------- D. DURING TAKING OF TEST SPECIMENS (ITEM 6) YES CONTINUOUS E. INSPECT FORMWORK FOR SHAPE, LOCATION, (ITEM 12) YES PERIODIC DIMENSIONS OF CONCRETE MEMBER - - 8). - - - - - - - - - - - - - - - - - - POST -TENSION - - - - - - - - - - - - A. PLACEMENT OF CONCRETE (ITEM 7) YES CONTINUOUS B. PLACEMENT OF CABLES/ REINFORCEMENT (ITEM 1) YES PERIODIC STEEL C. PRESTRESSING FORCES, GROUTING OF (ITEM 9) YES CONTINUOUS BONDED PRESTRESSING TENDONS - - - - - - - - - - - - - - - - - - D. VERIFY IN -SITU CONCRETE STRENGTH (ITEM 11) - - - YES - - - - - - - - PERIODIC PRIOR TO STRESSING OF TENDONS - - 9). - - - - - - - - - - - - - - - - - - CAST -IN -PLACE PILE (OR CAISSONS) - - YES CONTINUOUS (DURING DRIVING AND TESTING AND CONSTRUCTION) - 10). SOILS COMPLIANCE PRIOR TO FOUNDATION INSPECTION - - YES - - SEE SOILS REPORT- - Ij I•1'. 1 \\ �_ \ \ .. '• • BORED HOLES SHALL NOT BE LOCATED IN THE SAME CROSS SECTION OF CUT OR ��____ W NOTCH IN STUD R�OR .BEAD\NG \NEE NON 10 STUD NOTCHING AND BORING 11 STANDARD PLATE SPLICE CONDITION I j q � �_�_ - ALL EXTERIOR BEARING OR SHEAR WALLS U.N.O. ON PLANS 48" MINIMUM LAP' (12)-16d P-NAIL (GUN EACH SIDE 0 SPLICE, U.N.O„ 3 (ALT. CS16x36 ) PLATE SPLICE COND. PER PLAN UPSIZED CONDITION WHERE SPECIFICALLY INDICATED ON PLANS ST OR MST TYPE STRAP MUST BE PLACED ON TOP OF UPPER PLATE 2X UPPER 2X LOWER � LOCATE TOP -PLATE TOP -PLATE STUD AT ALL SPLICES TYPICAL NON -LAPPED CHANNEL CONDITION THE NUMBER OF SPLJCES MAY BE REDUCED BY NOT CUTTING PLATES AT INTERIOR WALL INTERSECTIONS SHIM W(2)-16d (AT 1X PLATE COND. ONLY) FOR HEIGHT ADJUSTMENT LTP4 PER INTERSECTION I ___ 1 I CONT. 2-2X 1 X OR 2X TOP PLTS. ' PLATE EXTERIOR T STUD WALL AT CHANNEL ALLOWABLE TOP PLATE NOTCHING AND BORING ALL EXTERIOR, BEARING OR SHEAR WALLS �.5: REQUIRED TOP PLATE "NOTCH/BORE" DIMENSION AO OR 61 + 62 a,s SPLICE (PER PLAN) STRAP NOT REQUIRED STRAP REQUIRED 2,3 STANDARD MIN. 1-1/4" MIN. 1 2" to 1-1/4" 1 -CS16 ST6224 MIN. 1-3/4" MIN. 1/2" to 1-3/4" (1)-CS16 ST6236 MIN. 2-5/8" MIN. 1-3/8" to 2-5/8" (1)-CS16 MST48 MIN. 3-1/2" I MIN. 2-3/8" to 3-1/2" (1)-CS16 CONT. DBL. TOP PLATES MIN. 2-3/4" CALL ENGINEER 1). STANDARD CONDITIONS ARE NOT SPEC- IFICALLY DETAILED ON THE PLANS. 2). IF NOTCH OR BORE EXCEEDS THE MIN. REQUIREMENTS, THEY ARE TO BE TREATED AS TOP PLATE SPLICES. IF REQUIRED STRAPS PER PLAN CANNOT BE INSTALLED, CONTACT ENGINEER. 3). ONLY CS16 MAY BE PLACED AT SIDE OF UPPER PLATE. ST OR MST MUST BE PLACED ON TOP OF UPPER PLATE. 4). INCREASE WALL WIDTH TO ACCOMMODATE "NOTCH/BORE" DIMENSIONS PER CHART. 5),INDICATED STRAPS ARE FOR STRUCTURAL ONLY. OTHER CODE REQUIREMENTS ARE NOT ADDRESSED IN THIS DETAIL. A P 2„ L-y 1 ,2 PLAN VIEW � � PUN VIEW 'j I` -x 1 I I I I I I' I I I I I I I I I I� I I, I I i �3=�,� ---= �f =��t� -t=fit -- � �1 MAX. B2 11 TOP PLATES NOTCH/BORE" ;16 W/(12)-8d S ON EACH SIDE iERE REQ'D. BY - ,HART ABOVE) `-L BORE CONDITION TOP -PLATE SPLICING, NOTCHING AND BORING #SN-008: 01/2020 NOTES: a). THE EXTENT OF SUCH INSPECTIONS SHALL CONFORM WITH SECTIONS 109, 1704 AND 1705 OF THE IBC/CB . AN AFFIDAVIT SHALL BE ISSUED TO THE ENGINEER OF RECORD AND BUILDING OFFICIAL AT THE COMPLETION OF EACH TYPE OF WORK STATING WHETHER THE WORK WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS. b). BUILDING OFFICIAL AND/OR BUILDING OWNER SHALL DETERMINE MEANS, METHODS AND FREQUENCY OF "PERIODIC SPECIAL INSPECTION" FOR PLYWOOD SHEATHING IN SEISMIC FORCE -RESISTING SYSTEMS. c). IT IS THE RESPOSIBILITY OF THE OWNER TO EMPLOY THE SPECIAL INSPECTOR(S). THE SPECIAL INSPECTOR(S) MUST BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO ANY INSPECTIONS. 7 I #STATEM2ENT OF SPECIAL INSPECTIONS /Z CDAAI 1 /Z CDAAI 1 /Z CDAAI - -.... HOLES AND - -..... HOLES ALLOWED - - HOLES AND NOTCHES ALLOWED NOTCHES NOT ALLOWED NOTCHES ALLOWED /',D/3 (RAFT. OR C.J.) / n /A CI nno InI=N TI D I 7 �I D/4 ALTE TNARALTE TNAR E BOTTOM NOTCH I °jO D/6 MIN. ,,- - / '� 1 T -1 k, � _� JOIST SIZE MAX. NOTCH DEPTH: D/4 MAX. NOTCH DEPTH: D/6 MAX. SIZE HOLE: D/3 2x6 1-3/8" 7/8" 1-1/2" 2x8 1-3/4" 1-1/8" 2-3/8" 2x10 2-1/4" 1-1/2" 3" 2x12 2-3/4" 1-7/8" 3-3/4" 2x14 3-1/4" 2-1/8" 4-3/8" NOTES: 1. DO NOT NOTCH BOTH TOP AND BOTTOM SURFACES WITHIN THE SAME 1/3 SPAN. 2. MAX. ALLOWED IS A COMBINATION OF TWO NOTCHES AND/OR HOLES PER 1/3 SPAN. 3. THIS DETAIL DOES NOT APPLY TO NOTCHES AND HOLES IN STRUCTURAL BEAMS, THEY MUST BE SPECIFICALLY DETAILED (REFER TO DETAIL 12/SN4 ). 4. NOTCHES AND HOLES ARE NOT ALLOWED IN CANTILEVERED SEGMENTS OF JOISTS. 5. REFER TO MANUFACTURER'S RECOMMENDATIONS FOR NOTCHES AND HOLES WHERE I -JOIST TRUSSES ARE USED. 6. ANY OVERCUTS ARE TO BE INCLUDED IN THE MAXIMUM NOTCH DEPTH DIMENSION. 8 JOIST NOTCHING AND BORING #SN-031: 01/2020 \ / \ / \ / \ / MAXIMUM \ / 4-1 2" X 4-1/2" \ / Ai /\ / \ / \ / \ / MAXIMUM \ 4-1/2"„X / 4-1/2 \ I'�N®I�I� IIM (2) 4-1/2" WIDE CUTS = 9" IN A 4 FT. PANEL. THE 20% ALLOWABLE EQUALS 9.6". (NO CUTS OR HOLES IN SHEATHI WITHIN 16" OF CORNERS). NOTES: 1. THE MAXIMUM ACCUMULATED LENGTH OF OPENINGS IN A SHEAR WALL SHALL NOT EXCEED 20% OF THE WALL LENGTH. MAXIMUM LENGTH OF EACH OPENING SHALL NOT EXCEED 4-1/2" IN ANY DIRECTION (SEE FIGURE). 2. THE DIMENSION OF THE OPENING SHALL BE CONSIDERED TO BE THE MAXIMUM LENGTH OF THE CUT MADE BY THE SAW. ONLY A CIRCULAR BORED HOLE OR SQUARE HOLE CUT WITH A RADIUS ON THE CORNERS IS ACCEPTABLE. t. OPENING 4-1 2" MAXIMUM HOLE WIDTH 7-1/2" T 11 NON -ACCEPTABLE CUT. SAW HARDWARE CROSS-REFERENCE CHART 44 HARDWARE MODEL NUMBER HARDWARE MODEL NUMBER HARDWARE MODEL NUMBER SMPSON STRONG -TIE COMPANY. INC. USP STRUCTURAL CONNECTORS'" SIMPSON STRONG-TE COMPANY. INC. USP STRUCTURAL CONNECTORS" SMPSON STRONG TIE COMPANY. INC. LISP STRUCTURAL CONNECTORS'" A34 MP34 H2.5 / H2.5A RT7 / RT7A LUS (ALL TYPES) JUS A35 MPA1 HDQ8-SDS3 UPHD8 MAS (ALL TYPES) FA ABE44/66 PA44E-DP/66E-DP HDU-SDS2.5 (ALL TYPES) PHD / PHDA / UPHD1 MIT (ALL TYPES) TA / BPH / TH01 ABU (ALL TYPES) PAU' MUI (ALL TYPES) HD lA BP (ALL TYPES) BP / HBPS HHUS (ALL TYPES) THD' MST (ALL TYPES) KST CB (ALL TYPES) KCB HTT4 HTT4 / HTT45 MSTA (ALL TYPES) MSTA ' BP5/8 BP58 HTT5 HTT5 MSTC (ALL TYPES) MSTC ' CBQ (ALL TYPES) KCBQ HU/HUC-ALL TYPES EXCEPT HH4xx-2 HD/HDIF 3 NO SUBSTITUTION MSTI (ALL TYPES) KSTI CBSQ (ALL TYPES) CBSQ -TZ MTS (ALL TYPES) MTW CC (ALL TYPES) KCCQ' HUS / HUSC (ALL TYPES) HUS / HUSIF PC (ALL TYPES) PCM CCQ (ALL TYPES) KCCQ' SB NO SUBSTITUTION CMST (ALL TYPES) CMST HUST / HUSCTF (ALL TYPES) HDO / HDOIF SDS (ALL TYPES) WS CMSTCI6 CMSTC16 SSTB24 STB24 CS16 RS150 ITT TFL / THO ' ST (ALL TYPES) KST DTC TR2 IUS / IUT THE STC TR1 ECC (ALL TYPES) KECCQ LB (ALL TYPES) HL / HDO ' STHD10 / STHD14 STAD10 / STAD14 ECCQ (ALL TYPES) KECCQ LS (ALL TYPES) MPS TBE (ALL TYPES) SBP EPC (ALL TYPES) EPCM LSTA (ALL TYPES) LSTA TS (ALL TYPES) HTW / MTW H1 RT15 LTP4 / LTPS MP4F / MP6F U (ALL TYPES) SUH / HD R FOOTNOTES: 1. CONNECTORS HAVE BEEN DESIGNED TO THE LOWEST VALUE OF EITHER MANUFACTURER. 2. THE HANGERS ARE NOT ALLOWED. 3. ALL HARDWARE MUST HAVE AN APPROVED ESR ICC OR L.A.R.R. REPORT. 4. THE REFERENCE FOR THIS CHART IS THE USP ATI NAL COMPARISON GUIDE, 57TH EDITION. 5 I HARDWARE CROSS- REFERENCE CHART #SN-029(CBC19): 01/2020 EXPOSURE CATEGORIES AND CLASSES (ACI 318-14, TABLE 19.3.1.1) CATEGORY SEVERITY CLASS CONDITION NOT APPLICABLE FO CONCRETE NOT EXPOSED TO FREEZING -AND -THAWING CYCLES MODERATE F1 CONCRETE EXPOSED TO FREEZING -AND -THAWING CYCLES WITH F LIMITED EXPOSURE TO WATER FREEZING AND THAWING SEVERE F2 CONCRETE EXPOSED TO FREEZING -AND -THAWING CYCLES WITH FREQUENT EXPOSURE TO WATER VERY CONCRETE EXPOSED TO FREEZING -AND -THAWING CYCLES WITH SEVERE F3 FREQUENT EXPOSURE TO WATER AND EXPOSURE TO DEICING CHEMICALS WATER-SOLUBLE SULFATE SO IN � a) DISSOLVED SOIL PERCENT BY , SULFATE(SO4)N � a) MASS' WATER, PPM" NOT APPLICABLE SO SO4 < 0.10 SO4 < 150 S SULFATE MODERATE S1 0.10 < SO4 < 0.20 150 < SO4 < 1500 SEAWATER SEVERE S2 0.20 < SO4 < 2.00 1500 < SO4 < 10,000 VERY SEVERE S3 SO4 > 2.00 SO4 > 10,000 W NOT WO CONCRETE DRY IN SERVICE, CONCRETE IN CONTACT WITH IN CONTACT APPLICABLE WATER AND LOW PERMEABILITY IS NOT REQUIRED WITH WATER REQUIRED W1 CONCRETE IN CONTACT WITH WATER AND LOW PERMEABILITY IS REQUIRED NOT APPLICABLE CO CONCRETE DRY OR PROTECTED FROM MOISTURE C CORROSION MODERATE Cl CONCRETE EXPOSED TO MOISTURE BUT NOT TO AN EXTERNAL PROTECTION SOURCES OF CHLORIDES OF REINFORCE- REINFORCE- MENT CONCRETE EXPOSED TO MOISTURE AND AN EXTERNAL SOURCE SEVERE C2 OF CHLORIDES FROM DEICING CHEMICALS, SALT, BRACKISH WATER, SEAWATER, OR SPRAY FROM THESE SOURCES "PERCENT SULFATE BY MASS IN SOIL SHALL BE DETERMINED BY ASTM C1580. "CONCENTRATION OF DISSOLVED SULFATES IN WATER IN PPM SHALL BE DETERMINED BY ASTM D516 OR D4130. REQUIREMENTS FOR CONCRETE BY EXPOSURE CLASS (ACI 318-14, TABLE 19.3.2.1) EXPOSURE CLASS MAX. I W/CM MIN. f'c psi ADDITIONAL MINIMUM REQUIREMENTS AIR CONTENT LIMITS ON CEMENTITIOUS MATERIALS FO N/A 2500 N/A N/A F1 0.55 3500 TABLE 19.3.3.1 (ACI 318-14) N/A F2 0.45 4500 TABLE 19.3.3.1 (ACI 318-14) N/A F3 0.40i 50002 TABLE 19.3.3.1 (ACI 318-14) 26.4.2.2(b) (ACI 318-14) CEMENTITIOUS MATERIAL' - TYPES CALCIUM CHLORIDE ASTM ASTM ASTM ADMIXTURE C150 C595 C1157 SO N/A 2500 NO TYPE NO TYPE NO TYPE NO RESTRICTION RESTRICTION RESTRICTION RESTRICTION S1 0.50 4000 II4A TYPES IP, IS, OR IT WITH (MS) MS NO RESTRICTION DESIGNATION S2 0.45 4500 Vs TYPES IP, IS, OR HS NOT IT WITH (HS) PERMITTED DESIGNATION V PLUS TYPES IP, IS, OR IT WITH (HS) HS PLUS NOT S3 0.45 4500 POZZOLAN OR SLAG DESIGNATION PLUS POZZOLAN OR SLAG PERMITTED CEMENT° POZZOLAN ORa SLAG CEMENT CEMENT' WO N/A 2500 NONE W1 0.50 4000 NONE MAXIMUM WATER-SOLUBLE CHLORIDE ION (CI - ) CONTENT IN CONCRETE PERCENT BY WEIGHT OF COWENT" NONPRESTRESSED PRESTRESSED CONCRETE CONCRETE ADDITIONAL PROVISIONS CO N/A 2500 1.00 0.06 NONE Cl N/A 2500 0.30 0.06 C2 0.40 5000 0.15 0.06 CONCRETE COVER° SHALL NOT PASS OPENING. FOOTNOTES: 1. THE MAXIMUM w/cm LIMITS IN TABLE 19.3.2.1 DO NOT APPLY TO LIGHTWEIGHT CONCRETE. 3. ALL MECHANICAL PENETRATIONS LARGER THAN INDICATED 2. FOR PLAIN CONCRETE, THE MAXIMUM w/cm SHALL BE 0.45 AND THE MINIMUM f'c SHALL BE 4500 psi. REQUIRE AN ALTERNATE DESIGN BY THE ENGINEER OF Q 3. ALTERNATIVE COMBINATIONS OF CEMENTITIOUS MATERIALS TO THOSE LISTED IN TABLE 19.3.2.1 ARE PERMITTED WHEN RECORD. TESTED FOR SULFATE RESISTANCE AND MEETING THE CRITERIA IN 26.4.2.2(c). L 4. IT IS ACCEPTABLE TO BLOCK AND EDGE NAIL AROUND ALL 4. FOR SEAWATER EXPOSURE, OTHER TYPES OF PORTLAND CEMENTS WITH TRICALCIUM ALUMINATE (C,A) CONTENTS UP SIDES OF ALL OPENINGS WHERE RADIUS CUT CORNERS TO 10 PERCENT ARE PERMITTED IF THE w/cm DOES NOT EXCEED 0.40. ARE NOT USED, AS LONG AS THE MAXIMUM CUT DIMENSIONS 5. OTHER AVAILABLE TYPES OF CEMENT SUCH AS TYPE I OR TYPE III ARE PERMITTED IN EXPOSURE CLASSES S1 OR S2 ARE MET. IF THE C A CONTENTS ARE LESS THAN 8 PERCENT FOR EXPOSURE CLASS S1 OR LESS THAN 5 PERCENT FOR 5.THE 20% RULE APPLIES TO THE ENTIRE SHEAR WALL EXPOSUR� CLASS S2. - LENGTH INDICATED ON THE FRAMING PLANS (i.e. 8 FT. 6. THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE WALL MAY HAVE A TOTAL OF 19.2" OF OPENINGS, WITH AMOUNT THAT HAS BEEN DETERMINED BY SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN NO INDIVIDUAL OPENING EXCEEDING 4-1/2" SQUARE.). CONCRETE CONTAINING TYPE V CEMENT. ALTERNATIVELY, THE AMOUNT OF THE SPECIFIC SOURCE OF THE POZZOLAN OR SLAG CEMENT TO BE USED SHALL BE AT LEAST THE AMOUNT TESTED IN ACCORDANCE WITH ASTM C1012 AND 6. THIS DETAIL IS BASED UPON LADBS INFORMATION BULLETIN MEETING THE CRITERIA IN 26.4.2.2(c). DOCUMENT P/BC 2008-007, REFERENCE LABC 2308, 7. WATER-SOLUBLE CHLORIDE ION CONTENT THAT IS CONTRIBUTED FROM THE INGREDIENTS INCLUDING WATER, EFFECTIVE 01-01-2008. AGGREGATES, CEMENTITIOUS MATERIAL, AND ADMIXTURES SHALL BE DETERMINED ON THE CONCRETE MIXTURE BY ASTM C1218 AT AGE BETWEEN 28 AND 42 DAYS. 8. CONCRETE COVER SHALL BE IN ACCORDANCE WITH 2O.6. 9 #MEC/H2ANICAL PENETRATIONS OF SHEAR PANELS 6 #RE6QUI9RIEMENTS FOR CONCRETE (EXPOSURE) FASTENING SCHEDULE - SECTION 2304.10.5 FASTENERS AND CONNECTORS FOR PRESERVATIVE -TREATED WOOD (SECTION 2304.10.5.1) FASTENERS, INCLUDING NUTS AND WASHERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. STAPLES SHALL BE OF STAINLESS STEEL, FASTENERS OTHER THAN NAILS, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B-695, CLASS 55 MINIMUM. CONNECTORS THAT ARE USED IN EXTERIOR APPLICATIONS AND IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL HAVE COATING TYPES AND WEIGHTS IN ACCORDANCE WITH THE TREATED WOOD OR CONNECTOR MANUFACTURER'S RECOMMENDATIONS. IN THE ABSENCE OF MANUFACTURER'S RECOMMENDATIONS, NOT LESS THAN ASTM A-653, TYPE G185 ZINC -COATED GALVANIZED STEEL, OR EQUIVALENT, SHALL BE USED. EXCEPTION: PLAIN CARBON STEEL FASTENERS, INCLUDING NUTS AND WASHERS, IN SBX/DOT AND ZINC BORATE PRESERVATIVE - TREATED WOOD IN AN INTERIOR, DRY ENVIRONMENT SHALL BE PERMITTED. FASTENINGS FOR WOOD FOUNDATIONS (SECTION 2304.10.5.2) FASTENINGS, INCLUDING NUTS AND WASHERS, FOR WOOD FOUNDATIONS SHALL BE AS REQUIRED IN AWC PWF. FASTENERS FOR FIRE -RETARDANT -TREATED WOOD USED IN EXTERIOR APPLICATIONS FOR WET OR DAMP LOCATIONS (SECTION 2304.10.5.3) FASTENERS, INCLUDING NUTS AND WASHERS, FOR FIRE -RETARDANT -TREATED WOOD USED IN EXTERIOR APPLICATIONS OR WET OR DAMP LOCATIONS SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. STAPLES SHALL BE OF STAINLESS STEEL, FASTENERS OTHER THAN NAILS, STAPLED, TIMBER RIVETS, WOOD SCREWS AND LAG SCREWS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATED WEIGHTS IN ACCORDANCE WITH ASTM B-695, CLASS 55 MINIMUM. FASTENERS FOR FIRE -RETARDANT -TREATED WOOD USED IN INTERIOR APPLICATIONS (SECTION 2304.10.5.4) FASTENERS, INCLUDING NUTS AND WASHERS, FOR FIRE -RETARDANT -TREATED WOOD USED IN INTERIOR LOCATIONS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. IN THE ABSENCE OF MANUFACTURER'S RECOMMENDATIONS, SECTION 2304.10.5.3 SHALL APPLY. 1). IT IS THE RESPONSIBILITY OF THE BUILDER, LUMBER SUPPLIER, HARDWARE SUPPLIER, SUB -CONTRACTOR AND BUILDING OFFICIAL TO VERIFY THE USE OF THE PROPER FASTENERS. VERIFICATION BY OPTION ONE CONSULTING ENGINEERS IS BEYOND THE SCOPE OF OUR REVIEW OR STRUCTURAL OBSERVATION. 2). COMPATIBLE METALS MUST BE USED WHERE IN CONTACT WITH EACH OTHER. COMMON STEEL CANNOT BE IN CONTACT WITH STAINLESS STEEL REGARDLESS OF ANY GALVANIC COATING. 3). THE COATING WEIGHTS FOR ZINC -COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A-153. 3 FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE- -[ TREATED AND FIRE -RETARDANT -TREATED WOOD ._.. __-,--- __,__ STRUCTURAL OBSERVATION OCCURRENCE STRUCTURAL OBSERVATION MUST OCCUR UNDER THE FOLLOWING CONDITIONS: 1704.6.1 STRUCTURAL OBSERVATIONS FOR STRUCTURES STRUCTURAL OBSERVATIONS SHALL BE PROVIDED FOR THOSE STRUCTURES WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS EXIST: 1). THE STRUCTURE IS CLASSIFIED AS RISK CATEGORY IV. 2). THE STRUCTURE IS A HIGH-RISE BUILDING. 3). SUCH OBSERVATION IS REQUIRED BY THE REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE STRUCTURAL DESIGN. 4). SUCH OBSERVATION IS SPECIFICALLY REQUIRED BY THE BUILDING OFFICIAL. Q 1704.6.2 STRUCTURAL OBSERVATIONS FOR SEISMIC RESISTANCE STRUCTURAL OBSERVATIONS SHALL BE PROVIDED FOR THOSE STRUCTURES ASSIGNED TO SEISMIC DESIGN CATEGORY D E OR F WHERE ONE OR MORE OF THE FOLLOWING CONDITIONS EXIST: 1). THE STRUCTURE IS CLASSIFIED AS RISK CATEGORY III OR IV. 2). THE STRUCTURE IS ASSIGNED TO SEISMIC DESIGN CATEGORY E IS CLASSIFIED AS RISK CATEGORY I OR II , AND IS GREATER THAN TWO STORIES ABOVE THE GRADE PLANE. 1704.6.3 STRUCTURAL OBSERVATIONS FOR WIND RESISTANCE STRUCTURAL OBSERVATIONS SHALL BE PROVIDED FOR THOSE STRUCTURES SITED WHERE V IS 130 MPG (58 M/SEC) OR GREATER AND THE STRUCTURE IS CLASSIFIED AS RISK CATEGORY III OR IV. STRUCTURAL OBSERVATION PROGRAM STRUCTURAL OBSERVATION IS THE VISUAL OBSERVATION OF THE ELEMENTS AND CONNECTIONS OF THE STRUCTURAL SYSTEM AT SIGNIFICANT CONSTRUCTION STAGES AND THE COMPLETED STRUCTURAL FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS. STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY FOR THE INSPECTIONS REQUIRED BY THE BUILDING INSPECTOR OR THE DEPUTY INSPECTOR. (NO BUILDING DEPARTMENT INSPECTIONS WILL BE PERFORMED PRIOR TO SUBMITTAL OF THE STRUCTURAL OBSERVATION REPORT FOR THAT STAGE OF CONSTRUCTION.) A). THE OWNER SHALL EMPLOY THE ENGINEER OF RECORD REGISTERED AND/OR LICENSED IN THE STATE OF CALIFORNIA WHO IS RESPONSIBLE FOR THE STRUCTURAL DESIGN, TO PERFORM THE OBSERVATION. B). THE ENGINEER OF RECORD FOR THE STRUCTURAL DESIGN IS..OPTiON ONE CONSULTING ENGINEERS, COSTA MESA, CA C). THE DESIGNATED STRUCTURAL OBSERVER IS..............................OPTION ONE CONSULTING ENGINEERS, COSTA MESA, CA STRUCTURAL OBSERVATION REQUIREMENTS 1). PRE -CONSTRUCTION MEETING TO IDENTIFY THE MAJOR STRUCTURAL ELEMENTS AND CONNECTIONS THAT AFFECT THE VERTICAL AND LATERAL LOAD SYSTEMS OF THE STRUCTURE AND TO REVIEW SCHEDULING OF THE REQUIRED OBSERVATIONS. A WRITTEN LIST OF REQUIRED OBSERVATIONS SHALL BE PREPARED AND DISTRIBUTED. ALL REQUIRED SPECIAL INSPECTIONS SHOULD ALSO BE IDENTIFIED DURING THIS MEETING. THE OWNER OR OWNER'S REPRESENTATIVE SHALL COORDINATE AND CALL THIS MEETING. THOSE RESPONSIBLE TO ATTEND INCLUDE: a). OWNER OR OWNER'S REPRESENTATIVE. b). ENGINEER RESPONSIBLE FOR THE STRUCTURAL DESIGN. c). STRUCTURAL OBSERVER (IF DIFFERENT FROM ABOVE). d). GENERAL CONTRACTOR. e). AFFECTED SUB -CONTRACTORS. f). DEPUTY BUILDING INSPECTOR (IF REQUIRED FOR PROJECT). g). CITY BUILDING INSPECTOR. 2). STRUCTURAL ELEMENTS REQUIRING OBSERVATION THE FOLLOWING STRUCTURAL ELEMENTS WILL REQUIRE STRUCTURAL OBSERVATION: a). PRE -SLAB OBSERVATION: (PRIOR TO PLACEMENT OF CONCRETE) IF FOUNDATION IS DESIGNED BY THE ENGINEER OF RECORD (OPTION ONE CONSULTING ENGINEERS): i). FOOTING AND GRADE BEAM WIDTHS AND DEPTHS. ii). FOOTING, SLAB AND GRADE BEAM REINFORCING AND PLACEMENT. iii). INSERTS (ANCHOR BOLTS, HOLDOWN BOLTS, COLUMN BASES, STEEL COLUMNS, ETC.) IF FOUNDATION IS DESIGNED BY OTHERS: i). INSERTS (ANCHOR BOLTS, HOLDOWN BOLTS, COLUMN BASES, STEEL COLUMNS, ETC.) b). PRE -LATH AND PRE -INSULATION OBSERVATION: (PRIOR TO WRAPPING AND/OR INSULATING THE BUILDING) i). SHEAR WALLS 1). WOOD: HOLD-DOWN ANCHORS, ANCHOR BOLTS AND WASHERS, PLYWOOD NAILING, SHEAR TRANSFER ELEMENTS AND DETAILS, CONNECTIONS, AND PRE -FABRICATED PROPRIETARY SHEAR -RESISTING ELEMENTS (i.e. STRONG -WALL, HARDYFRAME, SHEAR -MAX, Z-WALL, ETC.) 2).CONCRETE OR MASONRY: STEEL REINFORCEMENT AND CONNECTION HARDWARE. ii. STRUCTURAL STEEL CANTILEVER COLUMNS, STEEL MOMENT FRAMES, AND CONNECTIONS. iii). ROOF AND FLOOR DIAPHRAGMS 1). ROOF: A. NAIL TYPE AND SPACING (OBSERVE AS PRACTICAL WITHOUT WALKING ON ROOF UNLESS ACCOMMODATIONS ARE PROVIDED MEETING STANDARDS OF OSHA -OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATION). B. A.P.A. RATED SHEATHING THICKNESS, TYPE, AND SPAN RATING. C. SUPPORTING FRAMING MEMBERS SPACING AND LAYOUTS. D. DRAG LINES BLOCKED DIAPHRAGMS EDGE FIELD NAILING & SHEAR TRANSFER ELEMENTS. 2). FLOOR: A. NAIL TYPE AND SPACING. / B. A.P.A. RATED SHEATHING THICKNESS TYPE AND SPAN RATING. C. SUPPORTING FRAMING MEMBERS SPACING AND LAYOUTS. D. DRAG LINES, BLOCKED DIAPHRAGMS, EDGE/FIELD NAILING, & SHEAR TRANSFER ELEMENTS. iv). VERTICAL LOAD SUPPORTING ELEMENTS BEAMS, HEADERS, JOISTS, TRUSSES, CONNECTIONS AND HARDWARE, POSTS AND STUD WALLS. v). OTHER (IDENTIFY)- N/A 3). WRITTEN VERIFICATION OF STRUCTURAL OBSERVATION AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER SHALL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES WHICH, TO THE BEST OF THE STRUCTURAL OBSERVER'S KNOWLEDGE, HAVE NOT BEEN RESOLVED. THE WRITTEN STATEMENT SHALL BE MADE FOR EACH SIGNIFICANT CONSTRUCTION STAGE TO BE COMPLETED UPON A FORM PRESCRIBED BY THE CITY/COUNTY OF JURISDICTION. THE STATEMENT MUST BE ACCEPTED BY THE BUILDING OFFICIAL PRIOR TO ANY REQUIRED INSPECTIONS. COPIES OF ALL STRUCTURAL OBSERVATION WRITTEN STATEMENTS SHALL BE SUBMITTED TO THE FOLLOWING: a). CITY BUILDING OFFICIAL (ORIGINAL WITH WET SIGNATURE). b). GENERAL CONTRACTOR. c). STRUCTURAL ENGINEER OF RECORD (IF DIFFERENT FROM STRUCTURAL OBSERVER). d). SPECIAL INSPECTOR (IF APPLICABLE). BEARING WALL CONDITION NOMINAL STUD SIZE STUD LATERALLY UN - SUPPORTED HT. STUD SPACING SUPPORTING ROOF & CEILING ONLY SUPPORTING ONE FLOOR, ROOF & CEILING SUPPORTING TWO FLOORS, ROOF & CEILING 2x4 10 FEET 24" O.C. 16" O.C. NOT PERMITTED 3x4 10 FEET 24" O.C. 24" O.C. 16" O.C. 2x6 10 FEET 24" O.C. 24" O.C. 16" O.C. 11 NON -BEARING WALL CONDITION NOMINAL LATERALLY UN- STUD SPACING SUPPORTING STUD SIZE SUPPORTED HT. CEILING ONLY 2x4 14 FEET 24" O.C. (2) 3x4 14 FEET 24" O.C. (2) 2x6 20 FEET 24" O.C. (2) NOTES: 1. LISTED HEIGHTS ARE DISTANCES BETWEEN POINTS OF LATERAL SUPPORT PLACED PERPENDICULAR TO THE PLANE OF WALL. INCREASES IN UNSUPPORTED HEIGHT ARE PERMITTED WHERE JUSTIFIED BY AN ANALYSIS. 2. INTERIOR NON -BEARING AND NON -SHEAR WALL STUDS MAY BE SPACED AT 24" O.C. APPROVAL BY THE BUILDER/OWNER MUST BE VERIFIED BY THE SUBCONTRACTOR PRIOR TO INSTALLATION. 1 1 TABLE 2308.5.1 SIZE, HT. & SPACING OF STUDS #SN-024(CBC19): 01/2020 TABLE 2304.10.1 FASTENING SCHEDULE DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER SPACING AND LOCATION ROOF 1. BLOCKING BETWEEN CEILING JOIST RAFTERS 3 - Sd9 COMMON°(2-1/2" 0.131�; OR .1 OR TRUSSES TO TOP PLATE OR OYHER 3- 1 d BOX x0.128 ; 3 - 3 x 0.13 NAILS; 0 EACH END, TOENAIL FRAMING BELOW 2 - 8# COMMOq 2-1 2" x 0.1311 2 - 3 x 0.131 EACH END, TOENAIL BLOCKING BETWEEN RAFTERS OR TRUSS NOT 2 - 1§d COMMQf! (3-1/2" x 0.162' AT THE WALL TOP PLATE, TO RAFTER OR TRUSS 3 - 3 x 0.131 NAILS END NAIL FLAT BLOCKING TO TRUSS AND WEB FILLER 1 d COMM 3-1 2° 0.162 AT 6" O.C. § QN ( / % 3 x 0.131 NAILS AT 6 O.C. FACE NAIL 3 - 8d COMMON (2-1/2" 0.131°) OR 2. CEILING JOIST TO TOP PLATE 3 - 19d BOX (" x 0.128; OR 3 - 3 x 0.13 NAILS; 0 EACH JOIST END, TOENAIL pgRALLE 4APSNOVERSPARTOITTIONSA NG THRUSTi LR' 3 - i6d COMMO 3-1 2" x 0.162 • OR 4 - 1Qd BOX (y z 0.128�; OR �' FACE NAIL ( 111 3 SEE SECTION 2308.7.3. , TABLE 2 08.7.3.1) 4- 3 x 0.131 NAILS; 0 4 FILING JOIN ATTACHED TO PARALLEL RAFTER HEEL JOINT PER TABLE 2308.7.3.1 FACE NAIL SEE SECTIO 2308.7.3.1, TABLE 2308.7.3.1 & COLLAR TIE TO RAFTER 3 - 10d COMM,q (3" x 0148 ; OR 4 - 19d BOX (i x 0.128RI, 0 FACE NAIL NAILS; 0 3 - 10 COMMO 3" g 0.148 OR & RAFTER OR ROOF TRUSS TO TOP PLATE 3 - 16d BOX (N3- 2 x Q. 3 • OR C TOENAIL (SEE SECTION 2308.7.5, TABLE 2308.7.5) 4 - 19d BOX (� , 0128"1; ORS' 4 - 3 x 0.13 NAILS; OK 2 - 16d COMMON (3-1 2" x 0.162"); OR 3 - 19d BOX III" x 0. 28p; OR 3 - 3 x 0.X NAILS, 0 END NAIL 7. ROOF RAFTERS TO RIDGE VALLEY OR HIP RAFTERS; 3 - 10d COMMON 9. x 0.148°L OR OR ROOF RAFTER TO 2-INCH RIDGE BEAM 4 - i6d BOX 3-1 2. x �Q1135 ; OR 4 - 19d BOX" x 0.128 ; OR 4 - 3 x 0.13 NAILS; 0 TOENAIL i6d COMMON (3-1/2' x 0.162°; 24" O.C. FACE NAIL 5. STUD TO STUD NOT AT BRACE WALL PANELS 19d BOX (" x OR NAILS; Off; 3 x 0.13 NAILS; 0 16' O.C. FACE NAIL 16d COMMON (3-1/2' x 0.162"); OR 16" O.C. FACE NAIL & STUD TO STUD AND ABUTTING STUDS AT WALL CORN RS i6d BOX (3-1/2" x 0.1357; OR 12" O.C. FACE NAIL %TERSECTING BRACED WALL PANELS 3" x 0.131° NAILS; OR 12° O.C. FACE NAIL 10. BUILT-UP HEADER (2° TO 2° HEADER) i6d COMMON (3-1/2" x 0.162°); OR i6" O.C. EACH EDGE, FACE NAIL i6d BOX (3-1/2" x 0.1357 12" O.C. EACH EDGE, FACE NAIL 11. CONNNUOUS HEADER TO SAID 4 - 8d COMMOJJ"(2-1/2"1 0.1317; OR 4 - 10d BOX 3 x 0.128 TOENAIL 16d COMMON (3-1/2" x 0.162°); OR 16° O.C. FACE NAIL 12. TOP PLATE TO TOP PLATE 19d BOX (4" x 0.1281; OR 3 x 0.13 NAILS; 0 12" O.C. FACE NAIL II& TOP PLATE TO TOP PLATE, AT END JOINTS 8 - 11d COMMON (3-1/2" 0.162 ); OR 12 -i9d BOX ( ° x 0.128 ); OR EACH SIDE Of END JOINT FACE NAIL (MINIMUM 24 LAP SPDC� LENGTH 12 - 3 x 0.13 NAILS; Ot EACH SIDE OF END JOINT) 16d COMMON (3-1/2" x 0.162°); OR i6' O.C. FACE NAIL 146 BOTTOM PLATE TO JOIST RIM JOIST, BAND J IST OR BLOCKING (NOT AT GRACED WALL PANELS 1 d BOX( 1 2 x 0.135 OR § ". 11- 3 x 0.13 LS OR 12" O.C. FACE NAIL 1& JOIST 2 - i6d COMMON ( 1/2' x 0162 ; OR BO 135�; 0 -T�LS; OR BOLOCKING AT BRACEb WALLOPARELS 4 - 3§dx O0.135 X31 16° O.C. FACE NAIL 4 - 8d COMMOJJ (2-1/2' 0.131'; OR 4 - i9d BOX I- x 0.128 ; OR 4 - 3 x 0.13 NAILS; 0 TOENAIL 1& SAID TO TOP OR BOTTOM PLATE 2 - 16d COMM ,q (3-%2' x 0.1621; OR 3 - i9d BOX (� x 0. 28�; OR END NAIL 3 - 3 x 0.13 NAILS; 0 17. TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS 2 - 16d COMMppq (3- 2' x 0.162"); OR 3 - 19d BOX x 0. 28p; OR FACE NAIL 1T 3 - 3 x 0.13 NAILS; 0 WALL 2 - 8d COMMON (2-1/2" 0.131°); OR 2 BOX (" 0.128�; OR 1& 1" BRACE TO EACH STUD AND PLATE -i9d x 2 - 3NAILS; OK FACE NAIL 19. 1" x 6' SHEATHING TO EACH BEARING 2 - Sd COMMON (2-1/2', 0.1317; OR 2 - 10d BOX 3° x 0.128 J FACE NAIL 2D. 1" x 8° AND WIDER SHEATHING TO EACH BEARING 3 - 8d COMMOJJ"(2-1/2"� 0.1317; OR 3 - 10d BOX 3 x 0.128 J FACE NAIL FLOOR 3 - 8d COMMO (2-1/2°�c 0.131�; OR FLOOR " 21 JOIST TO SILL, TOP PLATE, OR GIRDER 3 - 19d BOX x 0.128J; OR 3-3 x0.13 NAILS;0 TOENAIL 22. SILL OR BERDFRAMSffGOBELOWCKING TO TOP PLATE, 8d COMMON (2-1/2' 0.1311; OR 39dxB0013(, x OR 6" O.C., TOENAIL b LOS1208_/; 2& 1" x 6" SUBFLOOR OR LESS TO EACH JOIST 2 - Sd COMMO 2-1 2" 0.131 OR ( / 7. 2 - 10d BOX 3° x 0.128 FACE NAIL 24, 2° SUBFLOOR TO JOIST OR GIRDER 2-16d COMMON (3-1/2" x 0.162°) FACE NAIL 25. 2° PLANK (PLANK & BEAM - FLOOR & ROOF) 2-16d COMMON (3-1/2" x 0.162°) EACH BEARING, FACE NAIL 20d COMMON 4° x 0.192 ( °) 32" O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES 2& BUILT-UP GIRDERS AND BEAMS, 2" LUMBER LAYERS 1 d BOX " x 0.128 • OR Q (( 3 x 0.131 NAILS; 0�' 24° O.C. FACE NAIL AT TOP AND BOTTOM STAGGERED ON OPPOSITE SIDES AND: 2 - 20d COMMON (4° x 0 192°; OR 3 - 19d BOX (�i x 0.128 �; 0 ENDS AND AT EACH SPLICE, FACE NAIL 3 - 3 x 0.13 NAILS; OKK 3 - i6d COMMON (3-1/2' x 0.1621; OR 27. LEDGER STRIP SUPPORTING JOIST OR RAFTERS 4 - i9d BOX (1 x 0. 28p; OR 4 - 3 x 0.13 NAILS; 0 EACH JOIST OR RAFTER, FACE NAIL 2& JOIST TO BAND JOIST OR RIM JOIST 3 - 16d COMM q (3-%2' x 0.162�; OR 4 - 19d BOX (� x 0. 28�; OR END NAIL 4 - 3 x 0.13 NAILS; 0 2 - 8d COMMO (2-1/2" xx 0.1311; OR 29. BRIDGING OR BLOCKING TO JOIST, RAFTER OR TRUSS 2 - 19d BOX �" x 0.128J; OR 2 - 3 x 0.X NAILS; OII�t EACH END, TOENAIL A. NAILS SPACED AT 6 INCHES AT INTERMEDIATE SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARTICLEBOARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAILS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING. B. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. PANEL SUPPORTS AT i6 INCHES (20 INCHES IF STRENGTH AXIS IN THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). C. WHERE A RAFTER IS FASTENED TO AN ADJACENT PARALLEL CEILING JOIST IN ACCORDANCE WITH THIS SCHEDULE AND THE CEILING JOIST IS FASTENED TO THE TOP PLATE IN ACCORDANCE WITH THIS SCHEDULE, THE NUMBER OF TOENAILS IN THE RAFTER SHALL BE PERMITTED TO BE REDUCED BY ONE NAIL. D. RSRS-01 IS A ROOF SHEATHING RING SHANK NAIL MEETING THE SPECIFICATIONS IN ASTM F1667. 4 I STRUCTURAL OBSERVATION PROGRAM (CBC 2019, SECT. 1704.6) 12 I TABLE 2304.10.1 NAILING SCHEDULE #SN-026(CBC 2019): 08/2019 #SN-025(CBC 2019): 08/2019 SN4_CBC2019 a w z w Q� 4 7-a s--m w " w -1 N 0 c ON aukA ia w w -o 0 x Illn E3 ® 011,4hI� F z"w C;� ' .I6 W O W z��R • 00-4&�� I -I FWD 0: aa� O`� rAaw oz Z F-I O rAx 0 04 .:U am Illn t- eV 1 ATTEST TO STRUCTURAL nNII QROfESS1 P . MC C44 % c. w Z 0 N C 4 w 'A' Exp. - 0 * sl9 cIv I- %lF OF CA% 11 DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL eV VIIIIIIIII e4 O CIS 1 04 4 j d 00 x OO kn 00 00 1-4 t- g EIIIIIIIIIIIIIIIIIIIIII1 N 0 ..W.-. 4 Z -Ne� F1 r W = TEO en r� 0 ... a W " MCI �o o. X O Q N C�uW W a4 � k o 2 � 94 W ; T ..!Ill E* n 00 W N *4a. ��o 0-.4 0 A 9) g04 W W 0 0 `41!t w 00 M 1-4 0 U) kn rl en I I ZI V 4 1 OI I~ A I ao - I A 2a OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST N OBTAIING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D,, WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SN4 T 04 N u) 0 0 LL 0 co Q H W co H w 2 H w Q a W C 0 z _o J m CAD FILE: 220030 SN4 BASIC CONDITION POST PER PLAN HOEDOWN PER PLAN CENTERLINE OF POST &- HOLDOWN (1-3/4" MIN.) H.D.G. ALL THREAD ROD, PER CHART BELOW -LT,­­­- -1 7 'a; F.G. . , 1. .. .. .. .. .. ... v 1 '�' :I . 5 I I '�H.D.G. BEARING PLATE NUT AND STANDARD CUT WASHER PER CHART BELOW. PROVIDE "SET-XP" EPDXY - IC. FOR LEVEL BEARING SURFACE NEW CONCRETE POCKET MIN. 3" COVER ALL AROUND BACK -FILL WITH COMPACTED FILL AS REQUIRED PER SOILS REPORT. CURB COND. I No .... , w .\ `•.. i' MAT COND. �: I [___ . ., '. . - r;0. . � .` .. ti •' . J %:' _:� .. • I:�• ;. '.• ••�a• , %� MISSING STHD10, STHD14, HTT5 HDU5 HDU8 HDQ8 HDU11 HDU14, HOLDOWN HDU2 HTT4 HD19 REPLACEMENT HOEDOWN HDU2 HTT4 HTT5 HDU5 HDU8 HD 8 Q HDU11 ANCHOR 5/8" 5/8" 5/8" 5/8" 7/8" 7/8„ 1„ DIAMETER ae� ANCHOR A307 A307 A307 A307 A307 A307 A193 Gr.67 w z MATERIAL BEARING 2-1/2" SQ. 2-1/2" SQ. 2-1/2" SQ. 3-1/2" SQ. 3-1/2" SQ. 3-1/2" SQ. 4-1/8" SQ. 0 PLATE 3/8" THK. 3/8" THK. 3/8" THK. 3/8" THK. 1/2" THK. 1/2" THK. 1/2" THK. w SPECIAL INSPECTION YES YES YES YES YES YES YES Q HOLDOWN CAPACITY 3075 Ib. 4235 Ib. 5090 Ib. 5645 Ib. 7705 Ib. 9230 Ib. 11175 Ib. v PLATE CAPACITY 5400 1 b. 5400 lb. 5400 lb 6500 I b. 10500 I b. 10500 I b. 14500 I b. NOTES: 1. MATERIAL SPECIFICATIONS (STEEL): SPECIAL NOTE: THIS DETAIL IS ONLY TO BE USED AS A RETROFIT ANCHOR BOLT: A307 HDG NUT: A563 HDG FOR CONDITIONS WHERE A MIS -INSTALLATION HAS W OCCURRED. CONTACT ENGINEER OF RECORD IF ASHER: BEARING PLATE•A36 HDG A E F436 HDG MORE THAN 10% OF ALL HOLDOWNS PER EACH 2. MIN. ANCHOR EDGE DISTANCE = 1-3/4' UNIT ARE MIS -INSTALLED. MIN. CLEARANCE TO P.T. TENDON = 1-3/4" 3. MIN. f'(c) OF EXISTING CONC. = 2,500 psi 4. SPECIAL INSPECTION IS REQ'D. PER ESR REPORT AND CBC 2019 SECTION 1704 & 1705. 5. THE CONTROLLING VALUE FOR HD/EPDXY/PLATE CAPACITY IS SHOWN WITH BOLD NUMBERS. 6. EPDXY MUST BE UNDISTURBED FOR 48 HRS. AFTER INSTALLATION. CONTACT ENGINEER WHEN AT TIME OF CONSTRUCTION THE TEMPERATURE IS NOT BETWEEN 45' F & 110' F. 7. FOOTING BEYOND AND SLAB REINFORCEMENT NOT SHOWN FOR CLARITY. 3 RETROFIT FOR MISSED HOLDOWN (UNDER -PIN) #F02o(CBC19): 12/2019 TENDON WITH PLASTIC SHEATHING DAMAGED PLASTIC SHEATHING 3" AREA 3" 1 _________ __ _: :- r -�:::':::::::::::':::::::: ::::: '' :: :::....:..:::::::..::. -- � +�++YrmrwiwMwr�rrww�wrnw •................__ .= 3" NEIW SPIRAL WRAPPED 3" TUBING TAPE PLASTIC SHEATHING PREVENTS CONCRETE FROM BONDING TO TENDON SO IT CAN BE TENSIONED AFTER CONCRETE PLACEMENT. PLASTIC SHEATHING ALSO CONTAINS P-T (POST -TENSION) COATING (GREASE) AND SERVES AS A BARRIER AGAINST CORROSION. ENCAPSULATED SYSTEM STANDARD SYSTEM TENDONS MUST BE COMPLETELY A MAXIMUM OF 1 INCH OF EXPOSED WATERTIGHT FROM END -ANCHOR TO TENDON IS ALLOWED BEHIND THE END -ANCHOR. NO TENDON IS TO STRESSING -END ANCHORS AND A BE EXPOSED AND ALL RIPS, TEARS, MAXIMUM OF 12 INCHES IS ALLOWED AND GAPS IN TENDON SHEATHING ARE AT FIXED -END ANCHORS. IN ADDITION TO BE REPAIRED USING ONE OF THE RIPS AND TEARS 1 INCH OR LESS IN METHODS DESCRIBED BELOW. LENGTH MAY BE LEFT UN -REPAIRED. HOWEVER, ALL GAPS IN SHEATHING SHOULD BE REPAIRED AS DESCRIBED BELOW. RIPS AND TEARS IN SHEATHING GREATER THAN 1 INCH IN LENGTH SHOULD BE REPAIRED ACCORDING TO METHOD #1 OR #2 (DESCRIBED BELOW) IN ORDER TO PROTECT TENDON AND PREVENT EXCESS FRICTION DURING STRESSING. GAPS (TOTAL DISCONTINUITIES) IN SHEATHING SHOULD BE REPAIRED USING ONLY METHOD #1 (DESCRIBED BELOW). ACCEPTABLE MATERIAL TESTS RUN BY PTI HAVE SHOWN THAT VARIOUS MATERIALS, INCLUDING PVC PIPE WRAP TAPE, WATERPROOF DUCT TAPE, AND OTHER PVC AND POLYETHYLENE TAPES, MEET THESE REQUIREMENTS AND PERFORM AS REQUIRED. THE TESTING REVEALED THAT MOST IMPORTANT FACTOR IN PERFORMANCE OF ANY REPAIR IS THAT THE APPLICATION OF THE TAPE IS SMOOTH AND THAT SEAMS, JOINTS, AND TAPE WRINKLES ARE KEPT TO A MINIMUM. TESTING SHOWED THAT TAPES WIDER THAN 3 INCHES WERE VERY DIFFICULT TO PROPERLY APPLY WITHOUT WRINKLES AND STILL MAINTAIN THE WATERTIGHT SEAL THAT IS REQUIRED. REPAIR METHOD #1 1. RESTORE TENDON P-T COATING (GREASE) IN DAMAGED AREA IF NEEDED. 2. PLACE A SECTION OF SPLIT TUBING OR A PIECE OF ORIGINAL TENDON SHEATHING OVER DAMAGED AREA. IT SHOULD OVERLAP APPROXIMATELY 3 INCHES PAST EACH END OF THE ORIGINAL TENDON'S SHEATHING. 3. SPIRALLY WRAP THE ENTIRE LENGTH OF THE REPAIR AREA WITH TAPE AND EXTEND THE TAPE PAST THE END OF THE REPAIR SECTION BY 3 INCHES IN BOTH DIRECTIONS. REPAIR METHOD #2 1. RESTORE TENDON P-T COATING (GREASE) IN DAMAGED AREA IF NEEDED. 2. TAPING CAN BE USED IN PLACE OF REPAIR METHOD #1 TO REPAIR SMALL RIPS AND TEARS IN SHEATHING WHERE NO SIGNIFICANT PORTION OF THE ORIGINAL SHEATHING IS MISSING. SPIRALLY WRAP A MINIMUM OF TWO LAYERS OF REPAIR TAPE EXTENDING A MINIMUM OF 3 INCHES PAST THE DAMAGED AREA IN BOTH DIRECTION. EXCERPTED FROM PTI SLAB -ON -GRADE COMMITTEE OCTOBER 2003, ISSUE No. 4, FREQUENTLY ASKED QUESTIONS 1 TENDON FIX FOR TORN PLASTIC SHEATHING /MSO44: 01/2020 SHEAR WALL CONDITION NOTE: "TITEN HD" NOT ALLOWED AT SHEAR WALLS. 5/8" DIAMETER A307 ALL -THREAD ROD W / SIMPSON "SEE-XP" EPDXY - TIE ADHESIVE. (ESR-2508). SPFCIAI INSPECTION REQUIRED. 1-3/4 . •4 y� d i.r • , y ti 1-3/4 I . /--4I MIN. 7>, tl i .� - q 7 91 -f 1 I I I I MIN. 6" 1 I�INTERIOR � fl I CONDITION _J SLAB COND. CURB COND, MUD -SILL ANCHOR BOLT RETROFIT SCHEDULE1'2'3'4'5'e'7'8'9 SHEAR -WALL TYPE MIN. 6" WIDE CURB CONDITION MIN. 8" WIDE CURB & SLAB COND. NON -SHEAR ONE -FOR -ONE ONE -FOR -ONE P6 TWO -FOR -ONE TWO -FOR -ONE P4 TWO -FOR -ONE ONE -FOR -ONE P3 TWO -FOR -ONE ONE -FOR -ONE P2 TWO -FOR -ONE ONE -FOR -ONE P2a TWO -FOR -ONE ONE -FOR -ONE PP3 CONTACT ENGINEER CONTACT ENGINEER PP2 CONTACT ENGINEER CONTACT ENGINEER NON -SHEAR MIN. MIN. CONDITION 1-3/4" 1-3/4" 4d NOTE: "TITEN HD" ONLY1 ! L. ALLOWED AT NON -SHEAR . �Y: `. '+ • • ' . * MIN. 41/" JA.-- ••• CONDITIONS. - :.•4. .. �� / I ,' �,: ..0 5 8" DIAMETERS / y.. .A a rt .0 i . �� "TITEN HD" HIGH STRENGTH v • ' '• ia: • .4 1 I 1 ' '• •: • CONC. SCREW ANCHORS BY SIMPSON (ESR ( ) •• '• .,�;. '� .•' •,. I .� j.•* a ' ' MIN. 6" ..• �• .... , a . ,INTERIOR I SPECIAL INSPECTION REQUIRED. ., ' •, :•'.' • ` 1 CONDITION PROVIDE ONE NEW ANCHOR FOR •'" " '' '' ' ONE MISSED ANCHOR (1:1). SLAB COND, CURB COND, NOTES: 1. GENERAL DESIGN ASSUMPTIONS: * MIN. f(c) OF CONC. = 2500 psi. * MIN. 12"x12" FOOTING *MONO -POUR * CRACKED CONCRETE CONDITION * MIN. 6" WIDE CURB/STEM * SDC "D" or 'E' 2. MIN. ANCHOR EDGE DISTANCE = 1-3/4" MIN. ANCHOR END DISTANCE = 7' MIN. CLEARANCE TO P.T. TENDON = 1-3/4' 3. 5/8" DIA. "ALL -THREAD" AND/OR "TITEN HD" MUST BE USED TO REPLACE MISSED 1/2" OR 5/8" DIA. MUD -SILL ANCHOR BOLTS. 1/2" "ALL -THREAD" AND 1/2" "TITEN HD" ARE NOT ALLOWED. 4. SPECIAL INSPECTION IS REQ'D. PER ESR REPORT AND CBC 2019 SECTION 1704 & 1705. 5. RETROFITS ARE ONLY TO BE USED FOR SILL PLATE SPLICES AND MISSED SHEAR WALL ANCHOR BOLTS. RETROFITS ARE NOT TO BE USED TO REPLACE ANCHOR BOLTS AS PRESCRIBED PER CBC SEC. 2308.3.1. 6. "EPDXIED" ANCHORS MUST BE UNDISTURBED FOR 48 HRS. AFTER INSTALLATION. CONTACT ENGINEER WHEN AT TIME OF CONSTRUCTION THE TEMPERATURE IS NOT BETWEEN 45' F & 110' F. 7. RETROFITS TO COMPLY WITH DETAIL 3/SN4 -"FASTENER AND CONNECTORS IN CONTACT WITH PRESERVATIVE -TREATED AND FIRE -RETARDANT -TREATED WOOD". 8. DETAIL APPLIES TO "P6" THRU "P2a" TYPE SHEAR WALLS ONLY. CONTACT ENGINEER FOR DOUBLE -SIDED CONDITION (i.e., "PP3" OR "PP2" TYPE SHEAR WALLS). 9. TWO -FOR -ONE INDICATES TWO NEW ANCHORS FOR ONE MISSED ANCHOR (2:1). 2 RETROFIT FOR MISSED MUD -SILL ANCHOR BOLT #F028M (CBC19): 12/2019 PLACING & INSTALLATION OF TENDONS 1. PROVIDE UNBONDED POST -TENSIONING TENDONS OF GRADE 270 LOW RELAXATION TYPE SEVEN WIRE STRANDS, COMPLYING WITH ASTM A416 SHALL BE CLEAN AND FREE FROM CORROSION. TENDONS SHALL ALSO CONFORM WITH THE FOLLOWING: A. 1/2" DIAMETER STRAND AREA, A(ps). ................. 0.153 sq. in. B. STRAND ULTIMATE STRESS F u ....................... 270 ksi C. JACKING STRESS TO OVERCOME FRICTION LOSSES (MAXIMUM), 0.8OxF(pu). ......................... 216 ksi D. ANCHORING STRESS, 0.7OxF(pu). ........................ 189 ksi E. TENDON MODULUS OF ELASTICITY (ASSUMED) ... 28,500 ksi 2. IDENTIFY STRANDS WITH APPROPRIATE TAGS AND SUBMIT MILL CERTIFICATES FOR EACH REEL, HEAT OR LOT NUMBER. 3. PROVIDE POST -TENSIONING ANCHORS WEDGES COUPLERS AND MISCELLANEOUS HARDWARE BY A MANUFACTURER POSSESSING A CURRENT ICC-ESR EVALUATION REPORT. SUBMIT REPORT TO OPTION ONE CONSULTING ENGINEERS PRIOR TO FABRICATION. PLACE COUPLERS AT LOCATIONS ACCEPTABLE TO STRUCTURAL ENGINEER AND APPROVED BY GOVERNING CODE AUTHORITY. 4. ENCASE UNBONDED STRANDS IN SLIPPAGE SHEATHING CONSISTING OF DURABLE, WATERPROOF POLYETHYLENE PLASTIC TUBING CAPABLE OF PREVENTING PENETRATION OF CEMENT PASTE AND CONTAINING ARUST -INHIBITING GREASE COATING. TEARS IN SHEATHING MUST BE REPAIRED OR RESTORED PER DETAIL "1/PTN" UNLESS SPECIAL CORROSION PROTECTION IS NECESSARY. 5. DOUBLE ENDED TENDONS ARE INSTALLED WITH A MINIMUM 16" TAIL AT EACH END. BOTH ENDS MUST BE TENSIONED. 6. INSTALL TENDONS PER LAYOUT PLAN. TENDONS SHALL BE SUPPORTED AND LOOSELY TIED AT EVERY INTERSECTION WITH AN APPROVED BLOCK OR CHAIR. SECURE TENDONS TO ENSURE CORRECT LOCATION DURING AND AFTER CONCRETE PLACEMENT (SECURE AT 4'-O" MAXIMUM). TENDON SUPPORT CHAIRS ARE PROVIDED OF SUFFICIENT QUANTITY TO PROPERLY SUPPORT POST -TENSIONING TENDONS. CHAIRS SHALL NOT BE USED TO SUPPORT REINFORCING STEEL AND/OR CONDUIT, ETC. SPACING MAY DEVIATE ±10% AS NECESSARY TO AVOID PLUMBING STACKS, HARDWARE, ETC. DRAPE TENDONS AT A 1:6 RATIO. 7. AT JACKING STRESSING ENDS PROVIDE 1" HOLE IN EDGE FORM SECURELY AND PERPENDICULAR TO THE EDGE FORM. NAIL ANCHOR WITH PLASTIC POCKET FORMER TO INSIDE OF FORM FOR EACH TENDON PER DETAILS AND DRAWINGS. (USE RING SHANK NAILS.) GREASE TIP OF THE POCKET FORMERS AND FIT POCKET FORMERS INTO ANCHORAGES. DIMENSIONS SHOWN ON THE TENDON LAYOUT PLANS. REJECT ANY POCKET FORMER THAT WILL ALLOW PASTE TO ENTER THE ANCHORAGE CAVITY. NOTCHED OR SPLIT BULK HEADS SHALL BE USED AT INTERMEDIATE STRESSING LOCATIONS IN ORDER TO FACILITATE TENDON INSTALLATION. 8. MARK LOCATION OF INDIVIDUAL STRESSING ANCHORAGE ON THE EDGE FORM, SPACING THEM ACCORDING WITH THE ANCHORAGE END DETAILS SHOWN ON THESE DRAWINGS. IF CONFLICT OCCURS AND ANCHORAGE CASTINGS CAN NOT BE PLACED AS SHOWN ON DRAWINGS, CONSULT THE ENGINEER OF RECORD. 9. LAYOUT CENTER OF EACH TENDON ON THE EDGE FORM ACCORDING WITH THE SPACING DIMENSIONS SHOWN ON THE TENDON LAYOUT PLANS. UNROLL TENDONS IN THEIR PROPER LOCATIONS, BEGINNING FROM THE FIXED END (IF APPLICABLE) AND UNCOILING THEM TOWARDS THE STRESSING END. "ADDED" TENDON FIXED ENDS SHOULD BE LOCATED AS SHOWN ON THESE DRAWINGS. 10. REMOVE SHEATHING FROM THE STRESSING END TO ENABLE THE STRAND TO BE PLACED THROUGH ANCHORAGE. THE SHEATHING SHOULD BE FLUSHED TO THE ANCHORAGE. JUST ENOUGH SHEATHING SHOULD BE REMOVED SO THAT NOT MORE THAN 1" OF BARE STRAND EXISTS BEHIND THE ANCHORAGE CASTING. NOTE THAT ALL SHEATHING MUST BE REMOVED FROM THE WEDGE AREA OF THE ANCHORAGE AT INTERMEDIATE STRESSING LOCATIONS. 11. PLACE THE STRAND THROUGH THE ANCHORAGE ASSEMBLY. ALLOW A MINIMUM 12" TO 15" TAILS PAST THE EDGE OF FORM FOR STRESSING. WHEN TENDONS ARE TO BE STRESSED FROM BOTH ENDS, PROVIDE A 12" MIN. TAIL TO ENSURE ENOUGH LENGTH IS AVAILABLE AT THE OPPOSITE END FOR STRESSING. DO NOT EXCEED 16" PAST THE EDGE FORM. 12. THERE SHOULD NOT BE ANY BARE STRAND EXPOSED AT THE STRESSING END. THIS COULD RESULT IN ELONGATION PROBLEMS DURING STRESSING.) TO PREVENT BARE STRAND FROM BEING EXPOSED PLACE DUCT TAPE OR SPLIT PLASTIC PROTECTION SLEEVE OVER STRAND AND BUTT TIGHTLY AGAINST ANCHORAGE CASTING. 13. WHEN TENDONS ARE SWEPT AROUND OPENINGS OR OBSTRUCTIONS, THE HORIZONTAL DEVIATION SHALL START AT LEAST 2'-O" BEYOND EDGE OF THE OPENINGS. REFER TO DRAWINGS FOR OPENING REINFORCING AND OTHER CONDITIONS. 14. VERTICAL DEVIATIONS IN TENDON LOCATION SHOULD BE KEPT TO f1/4" IN CONCRETE WITH DIMENSIONS UP TO 8", t3/8" IN CONCRETE WITH DIMENSIONS BETWEEN 8" TO 24" AND f1/2" IN CONCRETE WITH DIMENSIONS OVER 24". AVOID EXCESSIVE WOBBLE (UNINTENDED CURVATURE) IN TENDONS. 15. FIXED -END AND STRESSING -END (LIVE -END) ANCHORAGE LOCATIONS MAY BE REVERSED WHEN JOB SITE CONDITIONS WARRANT. 16. PLACE ALL MILD STEEL REINFORCING AS INDICATED ON THE DRAWINGS AND GENERAL NOTES. TENDONS TAKE PRECEDENCE OVER THE MILD STEEL AND CONDUIT WHERE INTERFERENCE WITH POST -TENSIONING OCCURS. NOTIFY OPTION ONE CONSULTING ENGINEERS WITH ALL INTERFERENCE LOCATIONS AND/OR CONDITIONS. 17. VERIFY LOCATION OF HOLDOWNS AND ANCHOR BOLTS WITH ROUGH FRAMING TO ASSURE PROPER AND ACCURATE INSTALLATION. 18. TENDONS EXCEEDING 100 FEET IN LENGTH REQUIRE DOUBLE -PULL TWO-WAY STRESSING TO Q ( ) OBTAIN TOTAL SPECIFIED TENDON ELONGATION. 19. TENDONS SHALL BE STRESSED TO A MAXIMUM JACKING FORCE 0.8OxF u xA s TO OVERCOME THE FRICTION LOSSES AS SOON AS CONCRETE HAS ATTAINED A MINIMUM COMPRESSIVE STRENGTH OF 75% OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH (MIN. 2000 psi). 20. EARLY STRESSING OF TENDONS WHEN REQUIRED SHALL CONSIST OF INITIALLY STRESSING SUCH DESIGNATED TENDONS TO A FORCE OF 8000 LBS. AT t2 DAYS AFTER CONCRETE PLACEMENT AND FOLLOW UP WITH FINAL STRESSING PER NOTE ABOVE. DOUBLE ENDED TENDONS ARE TO BE STRESSED AT EACH END PER NOTES ABOVE. CONSTRUCTION & MAINTENANCE PROCEDURES NOTES POST -TENSION FOUNDATIONS SHALL BE IN CONFORMANCE TO "CONSTRUCTION AND MAINTENANCE PROCEDURES MANUAL FOR POST -TENSIONED SLABS -ON -GROUND", 3rd EDITION. REFER TO THE TABLE OF CONTENTS LISTED BELOW. 1.0 INTRODUCnON 9.0 1.1) PURPOSE 9.1) PREPARATION 1.2) FABRICATION OF TENDONS 9.2) MEASUREMENTS 1.3) RESPONSIBILITIES 9.3) RECORDING 1.4) DEFINITIONS 10.0 TENDON FINISHING 2.0 DOCUMENT CONTROL 2.1) GENERAL 10.1 GENERAL 10.2� SPECIFIC REQUIREMENTS 2.2) INSTALLATION DRAWINGS 10.3) CUTTING OF TENDON TAILS 2.3) SHIPPING LISTS 10.4) GROUTING OF POCKET FORMER RECESSES 2.4) MATERIAL CERTIFICATIONS 2.5) JACK CALIBRATIONS 11.0 JOB SITE TROUBLESHOOTING 2.6) STRESSING RECORDS 11.1) PREVENTING THE MOST FREQUENT PROBLEMS 11.2) STRAND SLIPPAGE OR JACK "HUNG -UP" DEW. ACCEFTMM 11.3) HONEYCOMB IN CONCRETE 3.0 HANDLING AND STORAGE 3.1) DELIVERY AND ACCEPTANCE 11.4) BLOWOUTS 11.5) TENDON RUPTURE 3.2) HANDLING AND STORAGE 11.6) TENDONS TOO SHORT TO BE STRESSED 4.0 BUILDING PAD PREPARATION (USING NORMAL STRESSING PROCEDURES) 4.1) SITE PREPARATION 11.7) SPLICING TENDONS 4.2) FORMING 11.8) CRACKED WEDGES 4.3) VAPOR BARRIER (VAPOR RETARDER) 11.9) "LIFT-OFF" PROCEDURES 4.4) LEVELING BASE 11.10) TROUBLESHOOTING MONOSTRAND EQUIPMENT 5.0 INSTALLATION 12.0 PROPERTY OWNER - (POST -CONSTRUCTION SffE 5.1) GENERAL CONSIDERATIONS FOR OUNDATION PERFORMANCE) 5.2) GENERAL INSTALLATION PROCEDURES 13.0 LANDSCAPING 5.3) FIELD INSTALLATION OF FIXED -ENDS 5.4 SPECIFIC INSTALLATION PROCEDURES 5.5) INSTALLATION OF CONVENTIONAL REINFORCING 5.6) SPECIAL INSTALLATION PROCEDURES FOR COMMRERTIAL AND INDUSTRIAL ONE-WAY SLABS 5.7) TENDON PLACING TOLERANCES 5.8) COVER REQUIREMENTS 5.9) INSPECTION PRIOR TO PLACING CONCRETE 6.0 ENCAPSULATED SYSTEM 7.0 CONCRETE 7.1) MATERIALS 7.2) PLACEMENT 7.3) FINISHING 8.0 TENDON STRESSING 8.1) GENERAL 8.2) PREPARATION FOR STRESSING 8.3) STRESSING THE TENDONS 8.4) CAUSES OF IMPROPER ELONGATION 8.5) PROBLEMS THAT CAN OCCUR DURING STRESSING 8.6) SAFETY CONSIDERATIONS 8.7) DON'TS OF STRESSING 8.8) INSPECTION BEFORE, DURING AND AFTER STRESSING TENDONS POST -TENSIONING & TENDON STRESSING 1. STRESSING OPERATIONS MUST BE PERFORMED ONLY BY PERSONS EXPERIENCED AND QUALIFIED IN POST -TENSION OPERATIONS. IN THE INTEREST OF SAFETY DO NOT STAND BEHIND OR OVER THE RAM AND TENDON ENDS DURING STRESSING OPERATIONS. 2. DEAD ENDED TENDONS ARE TO BE STRESSED AT ONE END. DOUBLE -ENDED TENDONS SHALL BE STRESSED AT EACH END. AN AREA OF 36" BEHIND EACH TENDON TAIL SHALL BE SUFFICIENTLY CLEAR TO ALLOW THE STRESSING RAM TO FULLY EXTEND AND REMAIN AXIALLY ALIGNED TO THE ANCHOR WITHOUT INTERFERENCE. 3. STRESSING SHALL NOT COMMENCE UNTIL THE CONCRETE TEST CYLINDERS, CURED UNDER JOB SITE CONDITIONS, HAVE BEEN TESTED AND HAVE ATTAINED A COMPRESSION BREAKING STRENGTH OF 75% OF SPECIFIED CONCRETE COMPRESSIVE STRENGTH (MIN. 2000 psi). 4. CONNECT THE HYDRAULIC PUMP TO A 110V AC, 60 HZ, 25 AMP POWER SOURCE. EXTENSION CORDS SHOULD BE 3 WIRE, 12 GA. WITH A MAXIMUM LENGTH OF POWER CORD OF 100 FEET. FURTHER DISTANCE WILL DAMAGE THE PUMP AND CAUSE ERRATIC ELONGATION RESULTS. 5. CHECK STRESSING JACK PRIOR TO USE. FOLLOW ANY INSTRUCTIONS PROVIDED BY PUMP MANUFACTURER. ENSURE JACK GRIPPERS ARE CLEAN. SPRAY WITH A GRAPHITE LUBRICANT ON THE SLIDING SURFACE ONLY. 6. BULKHEAD OR SLAB EDGE FORMS SHOULD BE REMOVED AS SOON AS POSSIBLE TO ALLOW EASIER REMOVAL OF THE PLASTIC POCKET FORMER AND CLEANING OF THE ANCHOR CAVITY WHILE CONCRETE IS STILL GREEN. REMOVE PLASTIC POCKET FORMER AND SAVE FOR FUTURE POURS. 7. INSPECT FOR A CLEAN ANCHORAGE CAVITY. REMOVE ANY GROUT OR PASTE BEFORE TENSIONING. 8. INSERT THE WEDGE PAIR SIDE BY SIDE INTO THE STRESSING END ANCHORAGE. WEDGE HALVES SHOULD BE SPACED EQUALLY AND INSERTED EVENLY INTO THE ANCHORAGE CAVITY. 9. REVIEW THE JACK CALIBRATION CHART TO DETERMINE REQUIRED JACKING PRESSURE. 10. INSPECTION PERSONNEL SHOULD BE ON SITE. MEASURING OF ELONGATIONS SHOULD PROCEED CONCURRENTLY WITH STRESSING. 11. IMPROPER CARE AND USE OF STRESSING EQUIPMENT MAY RESULT IN PROPERTY DAMAGE AND/OR PERSONAL INJURY. ONLY TRAINED QUALIFIED PERSONNEL SHOULD BE ALLOWED IN / THE IMMEDIATE VICINITY OF EQUIPMENT DURING USE. PERSONNEL DOING THE STRESSING AND INSPECTORS SHOULD REMAIN CLEAR OF THE TENDON BEING STRESSED AT ALL TIMES. NEVER PERMIT ANYONE TO STAND IN THE IMMEDIATE VICINITY OF THE JACK OR BETWEEN THE JACK AND THE PUMP WHILE STRESSING. 12. CLEAN AND WIPE OFF EXCESS GREASE FROM THE STRAND. USING A TEMPLATE, CAREFULLY MARK THE STRAND WITH SPRAY PAINT OR OTHER PERMANENT MARKING SYSTEM. IF TENDONS ARE DOUBLE END STRESSED, MARK BOTH ENDS PRIOR TO STRESSING. SIMULTANEOUS STRESSING OF BOTH ENDS IS NOT REQUIRED. 13. CHECK THAT THE SEATING PLUNGER IS FULLY RETRACTED. POSITION STRESSING JACK ON STRAND ENSURING THAT THE NOSEPIECE IS CONCENTRICALLY SEATED ON THE ANCHORAGE. ENGAGE JACK GRIPPERS EVENLY ONTO THE STRAND. UNEVENLY PLACED JACK GRIPPERS MAY CAUSE STRAND FAILURE AND/OR STRESSING JACK DAMAGE. 14. STRESS TO REQUIRED PRESSURE PER THE APPROVED CALIBRATION CHART. SEAT THE WEDGES AND RETRACT THE STRESSING JACK. REMOVE STRESSING JACK FROM STRAND. MEASURE AND RECORD ELONGATIONS TO THE NEAREST 1/ 8". 15. IF COMPUTED ELONGATION IS LARGER THAN THE STROKE OF THE JACK ADDITIONAL PULLS WILL BE REQUIRED. CARE SHOULD BE TAKEN NOT TO BOTTOM OUT THE JACK ON THE FIRST PULL. WHEN USING AN 8" STROKE JACK TRY TO LEAVE APPROXIMATELY 6" ELONGATION FOR THE FINAL PULL. 16. ON DOUBLE END STRESSING, RECORD EACH END ELONGATION AND ADD EACH END TOGETHER TO OBTAIN THE TOTAL ELONGATION. A RECORD OF THE GAUGE PRESSURE USED AND THE ELONGATION ACHIEVED MUST BE RECORDED FOR EACH TENDON. 17. DURING ELONGATION RECORDING PROCEDURE, USE A DEVICE TO ESTABLISH A CONSTANT REFERENCE DIMENSION FROM THE FACE OF THE CONCRETE. MARK WITH A QUICK DRY SPRAY PAINT (DO NOT USE LUMBER CRAYON) TO ESTABLISH A REFERENCE POINT FOR ELONGATION MEASUREMENTS. DO NOT OVER -SPRAY OR ACCURATE MARKING WILL NOT BE ACHIEVED. STRESS EACH TENDON USING PROPER STRESSING PROCEDURE. AFTER REMOVING THE JACK FROM THE STRAND TAIL PLACE THE DATUM MARKING DEVICE AGAINST THE CONCRETE SURFACE MEASURE THE DISTANCE FROM THE MARKING DEVICE TO THE REFERENCE MARK TO THE NEAREST 1 8" AND RECORD ON THE STRESSING RECORD FORMS PROVIDED BY THE INSTALLER. / 18. UPON THE COMPLETION OF STRESSING EACH TENDON, THE ADJACENT CONCRETE SHALL BE MARKED BY THE OPERATOR TO INDICATE THAT IT HAS BEEN TENSIONED. TAILS MAY NOT BE REMOVED UNTIL THE TENSIONING HAS BEEN VERIFIED. 19. SUBMIT RECORDED ELONGATIONS, PRESSURES AND COMPUTED PERCENT DEVIATIONS TO THE CONTRACTOR OR DESIGNATED INSPECTOR FOR APPROVAL AND REVIEW. 20. AFTER THE INSPECTOR'S APPROVAL HAS BEEN OBTAINED, STRESSING TAILS MAY BE CUT OFF. CAUTION SHOULD BE USED TO ENSURE THAT THE TORCH FLAME DOES NOT TOUCH THE WEDGES. STRAND SHOULD BE CUT OFF 3/4" MINIMUM FROM THE ANCHORAGE AND PROVIDE 1" COVER TO THE SLAB EDGE. FILL ANCHORAGE POCKETS SOLID WITH GROUT (MAX. W/C = 0.45). 21.AFTER STRESSING TAILS HAVE BEEN CUT OFF, THE EXPOSED PORTION OF THE ANCHORAGE SHALL BE COATED WITH A RUST PREVENTATIVE MATERIAL (I.E., RUSTOLEUM PRIMER). THE COVER TO THE END OF THE CUT TENDON CAN BE LESS THAN 1" PROVIDED A PROTECTIVE CAP OVER THE EXPOSED PORTION OF THE TENDON IS USED SUCH THAT 1" OF GROUT COVERAGE IS ACHIEVED BETWEEN THE EDGE OF THE CONCRETE AND THE FAR END OF THE CAP. STRESSING POCKETS ( ) CAVITIES JACKING SHALL THEN BE FILLED FLUSH USING A NON -SHRINK NON- METALLIC GROUT. THE GROUT MIXTURE SHALL NOT CONTAIN CHLORIDES, SULPHITES, NITRATES OR ANY OTHER CORROSION CAUSING SUBSTANCES. (GROUT MAY BE PROPORTIONED 1:3, ONE PART PORTLAND CEMENT TO THREE PARTS SAND.) DAMP GROUT FOR WORKABILITY. SMOOTH TROWEL GROUT FLUSH WITH EXTERIOR OF CONCRETE. 22. THE STRESSING POCKETS AT INTERMEDIATE STRESSING LOCATIONS SHALL BE FILLED WITH GROUT (MAX. W/C = 0.45). 23. THE POST -TENSIONING SYSTEM SHALL MEET THE REQUIREMENTS OF THE "SPECIFICATION FOR UNBONDED SINGLE STRAND TENDONS", PTI, LATEST EDITION AND BE FABRICATED BY A COMPANY CURRENTLY CERTIFIED BY PTI IN THE 'PLANTS PRODUCING UNBONDED SINGLE STRAND TENDONS' CERTIFICATION PROGRAM AND SHALL MAINTAIN THE CERTIFICATION FOR THE DURATION OF THE PROJECT. THE ANCHORAGE SYSTEM SHALL BE ICBO OR ICC APPROVED. 24. AN AGGRESSIVE ENVIRONMENT IS AN ENVIRONMENT IN WHICH STRUCTURES ARE EXPOSED TO DIRECT OR INDIRECT APPLICATIONS OF DEICING CHEMICALS, SEAWATER, BRACKISH WATER OR SPRAY FROM THESE WATER SOURCES AND SALT -LADEN AIR AS OCCURS IN THE VICINITY OF SEACOASTS. AGGRESSIVE ENVIRONMENTS ALSO INCLUDE STRUCTURES WHERE STRESSING POCKETS ARE WETTED OR ARE DIRECTLY IN CONTACT WITH SOILS. ENCAPSULATION REQUIRED. SPECIAL INSPECTION 1. CONTINUOUS SPECIAL INSPECTION OF CONCRETE PLACEMENT AND TENDON STRESSING IS REQUIRED. INSPECTIONS SHALL BE CARRIED OUT BY AN INDEPENDENT INSPECTION AGENCY OR A REPRESENTATIVE OF THE FOUNDATION ENGINEER. THE INSPECTIONS SHALL CONSIST OF THREE SEPARATE INSPECTIONS OF THE FOUNDATION CONSTRUCTION: A. PRIOR TO CONCRETE PLACEMENT TO CHECK: a). BEAM SIZE AND SPACING b). SLAB THICKNESS c). TENDON SIZE SPACING NUMBER AND PROFILE IF ANY) d). REBAR SIZE, GRADE, NUMBER OF BARS AND SPACING e). ADEQUATE MEANS OF POSITIONING REINFORCEMENT AND SECURING IT DURING CONCRETE PLACEMENT f). ADEQUATE COVER OVER REINFORCEMENT INCLUDING ANCHORAGES OF POST -TENSIONING SYSTEM g). SMOOTH TRANSITION OF TENDONS AROUND OPENINGS AND THROUGH TRANSITIONS BETWEEN PORTIONS OF THE SLAB AT DIFFERENT ELEVATIONS. ADEQUATE COVERAGE AROUND ALL REINFORCEMENT MUST BE MAINTAINED. B. DURING CONCRETE PLACEMENT: a). THE PROPER MIX IS SUPPLIED AND THAT EXCESS WATER IS NOT ADDED AT THE SITE b). THE REINFORCEMENT IS NOT DISPLACED c). PROPER CONSOLIDATION PROCEDURES ARE FOLLOWED C. DURING TENDON STRESSING: a). STRESSING EQUIPMENT HAS PROPER CALIBRATION RECORDS b). ALL TENDONS ARE PROPERLY STRESSED AND ELONGATIONS RECORDED c). INSPECT REPAIRS (IF ANY) 2. SPECIAL INSPECTION MUST BE PROVIDED FOR THE INSTALLATION AND STRESSING OF THE TENDONS, IN ACCORDANCE WITH SECTION 1705.3 OF THE CBC. THE SPECIAL INSPECTOR'S DUTIES INCLUDE VERIFICATION OF CONCRETE COMPRESSIVE STRENGTH AT THE TIME THE TENDONS ARE STRESSED; CHECKING COMPLIANCE WITH THE DESIGN ENGINEER'S REQUIREMENTS, INCLUDING PRESTRESSING INSTRUCTIONS; AND CHECKING ELONGATION AND JACKING FORCE PARAMETERS, AND THE SEQUENCE OF TENDON STRESSING, AS WELL AS END AND EDGE DISTANCE AND TENDON SPACING DIMENSIONS. PRECAUTIONS 1. REMOVE ANY OBSTRUCTIONS THAT PREVENT THE POCKET FORMERS FROM SEATING PROPERLY AGAINST THE FORM WORK. 2. REBAR INTERFERENCE MUST NOT PREVENT ANCHORAGES FROM BEING NAILED SQUARELY TO THE FORM WORK. IN NO CASE SHALL THE ANCHORAGE C.G.S. ( CENTER OF GRAVITY OF PRESTRESSING FORCE) BE ADJUSTED VERTICALLY UPWARD OR DOWNWARD UNLESS SO AUTHORIZED BY THE ENGINEER OF RECORD. HORIZONTAL ANCHORAGE DEVIATIONS SHALL BE ACCEPTABLE PROVIDED ADEQUATE CONCRETE COVER IS MAINTAINED AND THE ENGINEER IS NOTIFIED OF THE CHANGE. 3. TENDONS SHALL IN ALL CASES BE PLACED PERPENDICULAR TO THE ANCHORAGES. FAILURE TO DO SO MAY RESULT IN LOW ELONGATIONS, BROKEN STRAND WIRES, TENDON FAILURE OR IMPROPER WEDGE SEATING. 4. ANCHORAGES SHALL NOT BE STRESSED IF ANY GROUT REMAINS IN THE ANCHORAGE CAVITY. GROUT IN THE WEDGE ZONE OF THE ANCHORAGE MAY PREVENT PROPER SEATING OR CREATE SUDDEN TENDON FAILURE. 5. REMOVE ANY OBSTRUCTIONS ON THE PATH OF THE STRESSING RAM PRIOR TO STRESSING. 6. SPECIAL SAFETY PRECAUTIONS SHALL BE MAINTAINED DURING USE OF THE STRESSING EQUIPMENT. STAND TO THE SIDE OF EQUIPMENT. ENSURE THAT ALL PERSONNEL DO NOT STAND ABOVE, IN FRONT OF OR BEHIND THE STRESSING RAM. THE RAM AND PUMP SHALL BE SECURELY TIED OFF PRIOR TO STRESSING. 7. INSERTS FOR SUSPENDED ELECTRICAL, MECHANICAL AND ARCHITECTURAL WORK SHALL BE CAST -IN -PLACE. POWER DRIVEN FASTENERS SHALL NOT BE ALLOWED UNLESS SPECIAL PRECAUTIONS ARE TAKEN TO ENSURE THAT TENDONS WILL NOT BE DAMAGED. 8. CARE SHALL BE EXERCISED TO ENSURE WELDING SPARKS AND STRAY ELECTRICAL CURRENTS DO NOT COME INTO CONTACT WITH THE TENDONS OR ANCHORAGES, NOR SHOULD TORCH FLAMES COME INTO CONTACT WITH THE WEDGES. 9. REFER TO THE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR EXACT LOCATIONS OF EDGE FORMS, OPENINGS AND ANY SPECIAL CONDITIONS. 10. THE PUMP AND JACK SHOULD BE TETHERED TO A SOLID OBJECT WHEN WORKING AT AN ELEVATED LEVEL. 11. IF THE CONCRETE IS VISIBLY HONEYCOMBED OR CRACKED, DO NOT STRESS UNTIL IT HAS BEEN PROPERLY REPAIRED AND INSPECTED. TENDON FABRICATION & CONSTRUCTION 1. TENDON CUTTING LIST SHALL BE ISSUED BY THE INSTALLER, U.N.O. 2. TENDONS SHALL BE FABRICATED WITH SUFFICIENT LENGTH BEYOND THE EDGE FORM TO ALLOW FOR STRESSING. A 12" TO 15" STRESSING TAIL IS REQUIRED AT EACH STRESSING LOCATION. 3. TO FACILITATE IDENTIFICATION TENDONS ARE MARKED WITH DIFFERENT COLOR COMBINATIONS AS SHOWN ON THE INSTALLER'S SHOP DRAWINGS FOR TENDON LAYOUT PLAN. IN ADDITION, TENDONS WILL ALSO BE BUNDLED AND TAGGED ACCORDING WITH THE CONCRETE POUR AND/OR BUILDING. 4. COVER REQUIREMENTS: PLACING TOLERANCE: BEAMS: TOP............ 2" BEAMS: 1" VERTICAL OR HORIZONTAL BOTTOM...... 3" SIDES......... 2" SLABS: 1/2" FOR SLABS 4-5" THICK SLABS: TOP............ 1" ±10% FOR SLABS > 5" BOTTOM...... 1-1/2" (MAXIMUM 1") MATERIAL & EQUIPMENT DELIVERY, HANDLING AND STORAGE 1. TENDONS SHALL BE FABRICATED AND DELIVERED IN FULL TRUCK LOAD QUANTITIES. ANY DEVIATIONS AND/OR DISCREPANCIES FROM THESE PROCEDURES SHALL BE BROUGHT TO ATTENTION OF THE ENGINEER OF RECORD IN WRITING. 2. THE FABRICATION CUTTING LIST SHALL ACCOMPANY EVERY SHIPMENT OF POST -TENSIONING MATERIAL. THE SHOP ORDER INDICATES TENDON QUANTITIES, TENDON LENGTHS, TOTAL NUMBER OF FIXED STRESSING END AND INTERMEDIATE STRESSING ANCHORAGES WEDGES AND POCKET FORMERS. THE INSTALLER SHALL BE RESPONSIBLE FOR INSPECTING THE DELIVERED MATERIAL AND IMMEDIATELY NOTIFYING THE SUPPLIER OF ANY DISCREPANCIES IN TENDON QUANTITIES, LENGTHS, ETC. 3. UPON DELIVERY, IT IS THE RESPONSIBILITY OF THE INSTALLER TO PROTECT AND OVERSEE THAT THE MATERIALS AND EQUIPMENT MAINTAIN THEIR INTEGRITY. 4. INSTALLER SHALL PROPERLY UNLOAD AND STORE TENDONS UPON ARRIVAL. ONLY NYLON SLINGS SHALL BE USED TO UNLOAD MATERIALS IN ORDER TO PREVENT DAMAGE TO THE PLASTIC SHEATHING. NYLON STRAPS SHOULD NEVER BE CHOKED IN THE HANDLING OF POST - TENSIONING COILS. ALWAYS CRADLE COILS IN THE STRAPS BY PASSING STRAPS THROUGH THE CENTER OF COIL. HOOK EACH EYE OF THE STRAP(S) INTO THE HOISTING EQUIPMENT. NEVER USE CHAINS OR HOOKS TO UNLOAD TENDONS AS SEVERE DAMAGE MAY RESULT. 5. THE TENDONS, ANCHORAGES, ACCESSORIES AND TENDON SUPPORT CHAIRS SHOULD BE STORED IN AN AREA WHERE IT WILL BE DRY AND SAFE FROM DAMAGE. THESE ITEMS SHOULD ONLY BE USED IN THEIR INTENDED POURS. IN THE EVENT PARTS INTENDED FOR ONE POUR ARE EXCHANGED INTO ANOTHER POUR, THE INSTALLER IS RESPONSIBLE FOR NOTING THE TRANSACTION FOR TRACEABILITY PURPOSES. 6. UPON RECEIPT OF EQUIPMENT, CARE SHOULD BE TAKEN TO ENSURE THAT THE JACK AND GAUGE ARE NEVER SEPARATED. EACH JACK AND GAUGE ARE CALIBRATED AS A UNIT. CHECK IMMEDIATELY FOR CALIBRATION RECORDS. LOOK ON THE GAUGE AND THE JACK FOR A NUMBER CORRESPONDING TO THAT ON THE CALIBRATION RECORDS. JACKS ARE CALIBRATED BEFORE THEY ARE SHIPPED TO THE JOB. CALIBRATION SHOULD BE DONE AT LEAST EVERY SIX MONTHS OR PRIOR TO COMMENCING ANY NEW JOB. IN THE EVENT THERE IS ANY DISCREPANCY, INCLUDING AGE OF CALIBRATION CHART, A NEW CALIBRATION SHOULD TAKE PLACE. 7. STORE STRESSING EQUIPMENT IN A CLEAN DRY PLACE AND ALLOW ACCESS TO THE EQUIPMENT ONLY TO TRAINED, QUALIFIED PERSONNEL. STRUCTURAL ENGINEER SHALL NOT BE HELD RESPONSIBLE FOR THE MIS -USE AND/OR ABUSE OF STRESSING EQUIPMENT SUPPLIED. FOLLOW THE "STRESSING EQUIPMENT OPERATIONS AND PROCEDURES MANUAL" WHICH EXPLAINS THE RULES AND INSTRUCTIONS REGARDING THE CARE, USE AND MAINTENANCE OF STRESSING EQUIPMENT. CONCRETE PLACEMENT 1. CONCRETE IS TO BE PLACED AT THE STRENGTH AND SLUMP AS SPECIFIED IN THE DESIGN NOTES AND IN ONE CONTINUOUS OPERATION (MONOLITHICALLY) UNLESS OTHERWISE NOTED. CORROSIVE ADDITIVES SUCH AS CALCIUM CHLORIDE OR OTHER MATERIALS CONTAINING CHLORIDE SHALL NOT BE USED IN POST -TENSIONED CONCRETE OR DRYPACK FOR POCKETS. 2. IT IS THE RESPONSIBILITY OF THE CONCRETE CONTRACTOR TO EXERCISE GREAT CARE SO AS NOT TO DISTURB LOCATIONS OF THE TENDONS AND REBARS DURING CONCRETE PLACEMENT. IF TENDONS MOVE OUT OF THEIR DESIGNATED POSITIONS, THEY SHALL BE ADJUSTED TO THEIR CORRECT POSITION BEFORE PROCEEDING WITH PLACING OPERATIONS. 3. CONCRETE SHALL BE UNIFORMLY CONSOLIDATED ESPECIALLY AROUND POST -TENSION ANCHORAGES TO ELIMINATE VOIDS AND HONEY -COMBING. PROPER VIBRATION OF CONCRETE IN THE VICINITY OF THE ANCHORAGE IS REQUIRED. CARE SHALL BE EXERCISED NOT TO OVER OR UNDER VIBRATE CONCRETE AT THE ANCHORAGE ZONE. MECHANICAL VIBRATORS SHALL NOT CONTACT THE TENDONS OR ANCHORS. 4. POST -TENSIONED CONCRETE SHALL BE CURED BY BEING KEPT MOIST FOR 7 DAYS BY COVERING, FOGGING OR WITH HUNTS COMPOUND OR EQUAL. 5. IF CONCRETE SHRINKAGE IS EVIDENT AFTER INITIAL SET AND PARTIAL TENSIONING IS INDICATED, PROVIDE AN INITIAL FORCE TO THE AFFECTED TENDONS OF 6000 LBS. PER TENDON AT 1 TO 3 DAYS. 6. WHEN FORMED OR METAL KEYED JOINTS ARE SPECIFIED, PLACE CONCRETE FROM JOINT TO END, THEN FROM OPPOSITE END TO JOINT. BE SURE TO KEEP ALL COLD -JOINT TRENCHES AND CONCRETE FREE OF DIRT AND DEBRIS. PROVIDE WATERPROOFING AT EXTERIOR BEAMS OF ALL COLD -JOINTS. 7. CARE SHALL BE EXERCISED WHEN SPREADING CONCRETE NOT TO DISPLACE TENDONS. CONCRETE SHALL BE RELEASED BELOW AN ELEVATION WHICH WILL NOT DISPLACE TENDONS. ANY PUMP PIPELINE MUST BE SUPPORTED ABOVE TENDONS, NOT RESTING ON THEM. DO NOT LAY VIBRATORS ON TENDONS. TECHNICAL NOTES DEFORMED MILL REINFORCING GRADE 40 3 AND SMALLER) STEEL SHALL CONFORM TO ASTM A-615 GRADE 60 4 AND LARGER) STRANDS SHALL CONFORM TO ASTM A-416 (LOW RELAXATION STRAND) DIAMETER OF 7-WIRE STRAND 1/2" FPU (ULTIMATE STRESS) 270 ksi CROSS -SECTIONAL STRAND AREA 0.153 sq.in. Fpu Aps (ULTIMATE STRENGTH) 41,300 lbs. ES (steel) ±28,500,000 psi MAXIMUM JACKING FORCE (O.8OxFp�Aps ) TO OVERCOME FRICTION LOSS 33,000 lbs. MAXIMUM ANCHOR FORCE (0.70xFp"Aps ) 28,900 lbs. EFFECTIVE FORCE (0.65xP,Aps ) 26,800 lbs. UNIT ELONGATION PER FOOT 0.081 (MEASURED ELONGATION SHALL BE WITHIN t7% OF THE CALCULATED ELONGATION. CONTACT (P x A lbs.) (12 in/ft) OPTION ONE FOR DISCREPANCIES GREATER THAN (AREA) x (E) 7%.) SPECIFIC NOTES 1. THIS IS TO CERTIFY THAT THE FOUNDATIONS DEPICTED HEREIN HAVE BEEN DESIGNED IN ACCORDANCE WITH RECOGNIZED ENGINEERING PRACTICE FOR SOIL CONDITION AS CLASSIFIED BY: EARTH SYSTEMS 79 811 COUNTRY CLUB DRIVE SUITE B BERMUDA DUNES, CA 92203 Ph: 760-345-1588 NOTE: GEOTECHNICAL ENGINEER SHALL VERIFY THESE DESIGN PARAMETERS WHICH WERE OBTAINED FROM SOILS REPORT OF RECORD PRIOR TO CONSTRUCTION. EXPANSION INDEX DIFFERENTIAL SWELL ALLOWABLE SOIL BEARING CAPACITY MAX. DIFF. SETTLEMENT (IF APPLICABLE) CENTER VERY LOW Em N/A 7N/A 1,500 psf 2" IN 40'/Ym N A N/A Em N/A N/A N/A N/A Ym N/A N/A PRIOR TO OBTAINING A BUILDING PERMIT, THESE POST -TENSION FOUNDATION PLANS SHALL BE REVIEWED BY THE PROJECT ARCHITECT AND GEOTECHNICAL ENGINEER AS TO CONFORMING TO THE INTENT OF THEIR DESIGN AND/OR RECOMMENDATIONS. 2. THICKEN SLAB AS REQUIRED FOR PROPER CONCRETE COVERAGE AT ANCHOR BOLTS AS REQUIRED PER I.B.C./C.B.C., WHERE THEY OCCUR. 3. IN AN EXPANSIVE SOIL CONDITION, STOOPS, PORCHES OR OTHER ATTACHMENTS SHALL BE CAST INDEPENDENT OF THE POST -TENSIONING SLAB, U.N.O. 4. FOR POSITIVE DRAINAGE, ALL SURFACE WATER MUST DRAIN AWAY FROM SLAB DURING AND AFTER CONTRUCTION. NO PONDING SHALL BE ALLOWED NEXT TO FOUNDATION. 5. THE SOIL UNDER PERIMETER BEAMS AND SLAB SHALL BE NEAR OPTIMUM MOISTURE CONTENT OR PRESATURATED PER THE SOILS REPORT RECOMMENDATIONS (REFER TO NOTE #1 OF THIS SHEET, SECTION "SPECIAL NOTES PER GEOTECHNICAL ENGINEER"), WHICH EVER IS MORE RESTRICTIVE, PRIOR TO CONCRETE PLACEMENT AND SHALL BE VERIFIED BY THE SOILS ENGINEER IN WRITING. 6. THE CONTRACTOR SHALL DAMPEN THE SAND OVER THE MEMBRANE JUST PRIOR TO THE CONCRETE PLACEMENT TO ENSURE UNIFORM CONCRETE CURING. 7. POST -TENSION SHOP DRAWINGS ARE ONLY FOR STRAND PLACEMENT AND STRESSING DETAILS AND ARE TO BE READ IN CONJUNCTION WITH THE ARCHITECTURAL AND STRUCTURAL DRAWINGS OF RECORD. 8. FOUNDATION DIMENSIONS ARE EXTRACTED FROM ARCHITECTURAL DRAWINGS. OPTION ONE CONSULTING ENGINEERS DOES NOT ASSUME ANY LIABILITY WITH RESPECT TO THESE DIMENSIONS. CONTRACTOR SHALL VERIFY ALL FOUNDATION DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS AND WITH FIELD CONDITIONS. CONTRACTOR SHALL VERIFY THE LOCATION AND SIZES OF ALL ANCHOR BOLTS, HOLDOWNS, EMBEDDED STRAPS AND FRAMING MATERIALS. CONTRACTOR SHALL VERIFY CONFIGURATION AND LOCATION OF ALL ARCHITECTURAL FEATURES SUCH AS BUT NOT LIMITED TO, DIMENSIONS, DEPRESSIONS, OFFSETS, BRICK LEDGES, BLOCK -OUTS, SLOPES, SHELVES, PATIOS, PORCHES AND STOOPS. 9. COORDINATE ALL DETAILS WITH ALL TRADES PRIOR TO STARTING CONSTRUCTION. 10. OBTAIN APPROVAL OF MINIMUM FOUNDATION DIMENSIONS FROM GEOTECHNICAL ENGINEER PRIOR TO CONSTRUCTION. 11. AN UNDERLAYMENT OR SLIP SURFACE SHALL BE APPLIED ON THE POST -TENSIONED SLAB ON AREAS WHERE HARD SURFACE FLOORING MATERIALS ARE TO BE USED. 12. THE ENGINEERS STAMP PLACED ON THESE DRAWINGS IS FOR THE DESIGN OF THE POST - TENSIONING FOUNDATION SYSTEM ONLY. SEE ARCHITECTS DRAWINGS FOR THE COMPLETE DESIGN. GENERAL 1. DO NOT SCALE DRAWINGS. SILL ANCHORAGE PER STRUCTURAL PLANS. SINCE THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL AND/OR STRUCTURAL PLANS THE CONTRACTOR SHALL VERIFY PLAN DIMENSIONS AND THE LOCATION OF ANCHOR BOLTS, HOEDOWNS, POST -BASES AND OTHER SLAB INSERTS WITH THOSE PLANS PRIOR TO COMMENCING WORK. WHERE CONFLICT EXISTS, THE ARCHITECTURAL PLANS TAKE PRECEDENCE. 2. BUILDING SITE SHALL BE PREPARED PER THE SOILS REPORT AND APPLICABLE ORDINANCES WITH ALL TRENCHES TO BE BACK FILLED AND COMPACTED WITH IMPORTED OR NATIVE SOIL. FINISH GRADING WILL BE SUCH AS TO PROVIDE IMMEDIATE POSITIVE DRAINAGE OF SURFACE WATER FROM THE BUILDING SITE AS WELL AS AWAY FROM THE BUILDING SLAB. NO PONDING OF WATER IS ALLOWED ON THE BUILDING SITE. 3. THICKEN SLAB AND DEEPEN FOOTINGS AS REQUIRED FOR MINIMUM CONCRETE COVERAGE AT ALL ANCHOR BOLTS. HOLDOWN STRAPS AND BOLT EMBEDMENTS, REINFORCING BARS AS PER THE LATEST CALIFORNIA BUILDING CODE (CBC). REFER TO HARDWARE MANUFACTURER INSTALLATION SPECIFICATIONS AND/OR DESIGN ENGINEER AND ALL APPLICABLE LOCAL CODES AND ADDITIONAL INSTALLATION REQUIREMENTS AND SPECIFICATIONS. 4. INSTALL ALL HOLDOWNS PER CURRENT SIMPSON STRONG -TIE CONNECTOR CATALOG REQUIREMENTS AND STRUCTURAL ENGINEER'S DETAILS AND SPECIFICATIONS. WHEN REBAR IS REQUIRED FOR HOLDOWN INSTALLATION, IT SHALL BE PLACED BY THE CONTRACTOR RESPONSIBLE FOR INSTALLING THE HARDWARE. 5. ALL HDs, HTTs, AND STHDs ARE TO BE INSTALLED ACCORDING TO SIMPSON STRONG -TIE CONNECTORS SPECIFICATIONS AND REQUIREMENTS OF THE LATEST ICC REPORT AND SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 6. UNLESS OTHERWISE NOTED ON PLAN, STOOPS, PORCHES OR OTHER ATTACHMENTS SHALL BE CAST INDEPENDENT OF THE POST -TENSIONED SLAB FOUNDATIONS. 7. WHEN MORE THAN ONE DESIGN CATEGORY IS SPECIFIED, CONTRACTOR SHALL VERIFY EACH SPECIFIC LOT CONFIGURATION WITH THE DEVELOPER PRIOR TO COMMENCING ANY WORK. 8. THESE DRAWINGS CONTAIN PROPRIETARY INFORMATION RESTRICTED SOLELY FOR USE ON THIS PROJECT. THESE DRAWINGS MAY NOT BE REPRODUCED IN WHOLE, OR IN PART, FOR ANY OTHER USE WITHOUT THE EXPRESSED WRITTEN PERMISSION OF OPTION ONE CONSULTING ENGINEERS. THESE DRAWINGS ARE VALID ONLY IF TENDON MATERIAL ARE SUPPLIED BY A CERTIFIED SHOP. 9. A PERMANENTLY EMBEDDED STAMP SHALL BE PLACED IN A CONSPICUOUSLY EXPOSED AREA (PREFERABLE AT GARAGE SLAB NEARBY THE DOOR JAMBS) OF THE FOUNDATION AND BE IN PLAIN SIGHT DEPICTING THAT THE SAID FOUNDATION IS A POST -TENSIONED FOUNDATION AND SAW CUTTING, DRILLING, CORING AND/OR ANY TYPE OF PENETRATION AND MODIFICATION OF THE FOUNDATION AND/OR SLAB IS NOT PERMITTED UNLESS A WRITTEN CONSENT IS PROVIDED BY OPTION ONE CONSULTING ENGINEERS. CONCRETE SUBCONTRACTOR MUST PROVIDE A STAMP STATING THE FOLLOWING: POSY-VENS110H SLAB DO ACT (EMT OR OOG°�[� 10. TREES OR OTHER VEGETATION TALLER THAN 6' OR OF THE TYPE THAT REQUIRES EXCESSIVE AMOUNTS OF WATER SHOULD NOT BE PLANTED WITHIN 15' OF THE FOUNDATION OR PER GEOTECHNICAL REPORT, WHICHEVER IS MORE CONSERVATIVE. 11. EXCAVATIONS FOR SWIMMING POOLS SHALL NOT BE PLACED CLOSER THAN 10' TO THE FOUNDATION AND LANDSCAPING SHOULD BE PLANNED SUCH THAT ADEQUATE MOISTURE CAN REACH AND BE DRAINED FROM AROUND THE FOUNDATION. 12. IT IS IMPORTANT TO UNDERSTAND THAT THE PERFORMANCE OF THE SLAB IS LINKED DIRECTLY TO THE CONSISTENCY OF THE MOISTURE CONTENT IN THE SOIL AND THAT PROPER POSITIVE DRAINAGE SHOULD BE MAINTAINED DURING AND AFTER CONSTRUCTION. 13. CONCRETE PORCH SHALL BE SLOPED MINIMUM 1/4" PER FOOT, U.N.O., AWAY FROM THE BUILDING. 14. CONSULTING SOILS/GEOTECHNICAL ENGINEER SHALL REVIEW AND APPROVE THE POST -TENSION FOUNDATION PLANS AND DETAILS. 15. CONSULT WITH A CORROSION ENGINEER FOR POTENTIALLY CORROSIVE SOILS CONDITIONS. ENCAPSULATED POST -TENSION SYSTEM MAY BE REQUIRED. ENGINEER OF RECORD (EOR) SHOULD REVIEW MITIGATING MEASURES PROPOSED BY THE CORROSION ENGINEER PRIOR TO COMMENCING ANY WORK. 15. CONTROL JOINTS ARE RECOMMENDED AT SLABS. REFER TO DETAIL 6/PT2. REV. DEC 2019_PTN_mat_thin_CBC2019 F­1 M rI� w F111110 C z a a H u �;) a F111110 a a w z w ;1� 4 �m L s__M w " w N 0 c ON aukA ia w w -o 0 x Rn E3 011,4h10F z"w C;� ' .,6 W O W z��R • 00-4 w ^I � FWDIt � '�a� �v 11 11 Tncz O zx Oap" .:::=: PA U kn n !V ATTEST TO STRUCTURAL r)NII QROF ESS rI P Mc Q �,,, h � yZA ��'N C 4 zM * Exp. - 0 k sl•9l C 1 V 11�P EO- Cp, \ DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N 1IIIIIIII1 N O CIS 04 • a 4 1-111 �y fly 00 000 00 04 1.4 t- 04 [* ,on..w,� N z� Z>TEO 4 '4U wv a 0 04 W " Mm* �e .. X O O A N w P4 "' 4 ![64 0 4 IE r ICI O O :04 2 �;) �; 94 (-4 T 'n W V ' n � Tl PQ v1 N *404 0 4 go= '11e14 4ICI O A v go U,4w ii P4 C 0 > W w u 00 [1---4� I� w kn rl M O IA Z V I I C I� Q IIIIIIIIIIII 1 ao - Q I o a z OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ORTO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D,, WIND SPEED 110 mph WIND EXPOSURE "C" SHEET PTN T cm N 10 0 ILL O co Q H W co II-_ w 2 III-_ w Q a W C z 0 J :) CAD FILE: 220030 PTN EXTENDED PROJECTION STANDARD CONDITION #4 "L" SHAPED DOWELS AT 24" O.C. RETURNED INTO MID -DEPTH OF SLAB AS INDICATED. fir- EDGE OF 12' BUILDING EDGE OF li BEYOND POP -OUT MIN. �.� --�_- --- _--_ " - 1II r- -�� i . 11 \ -r�/ ,ip.? I ...'�.:ir.\ EDGE OF <. o• • � �5•y:.;,�1�-` -FOOTING 1" i : I, ::..:.+' BEYOND ., j ` ,... 1 H3 D 24" TO 48" (MAX. FF FURRING / POP -OUT REFER TO STANDARD COND. FOR ALL INFORMATION NOT SHOWN. PAD GRADE BEARING MIN. EDGE OF BEARING EDGE OF WALL 3/4" POP -OUT WALL POP -OUT DROP 1 ,I - _ I' II III �'-� III �-� 1 N &4 :"':1v G •'•:; "� `;r :: ' r : , •.�' ".07%,`.; I � . � EDGE OF ...�,; .. l ti , � '' ':' '-- r FOOTING ,�'. ':y'• � ;' • '7� • « ri % $ . v `.; • ;`' I- BEYOND B 6" TO 24" B 6" (MAX.) (MAX.) T__ EXTEND FTC. &SLAB TO EDGE OF EXTERIOR FURRING ------ T (POP -OUT) WALL PER CONDITION NOTES: 1. SLOPE GRADE (1 VERT.: 6 HORIZ.) REFER TO DETAIL 2 TO DRAPE TENDONS, WHERE REQ'D. FOR INFORMATION PT1 NOT SHOWN 7 EXTERIOR P.T. GRADE BM. AT POP -OUT PROJECTION ALL -THREAD ROD 9 ADD #4 BAR AT TOP STANDARD CONDITION INTERIOR P.T. GRADE (ALT. P.T. TENDON, IF BEAM CONDITION INDICATED ON LAYOUT). CURB BEYOND 3/4" DEPRESSION AT DOOR E DRAPE DISTANCE "L" (SEE CHART) � "X" "L" 0 TO 3" 0 TO 18" 4" TO 6" 24" TO 36" 7" TO 9" 42" TO 54" 10" TO 12" 60" TO 72" r• NOTE: "L" = 6(X) s:�r �.v, , :.�I STEP REFER TO CONC. DRIVEWAY. SEE SOILS _ _ _ +_ }_•L' HEIGHT T ARCH. FOR ,. _ _� REPORT AND ARCH. PLANS ;;;,':;4 ,••:r: •� ' J "X" DIMENSION L_ 11 - _ PAD GRADE +: -I jr ' i..; _ ' GARAGE PAD . -� �• :a. F ' " -��. iJ 0 �, ------------ - -- �� F �' I, .� 2 .,...._._ GAR PAD \ / Tf '" 7� -_ _ - j�:: '.•• START __ ;I; N COMPACTED FILL ,• ;.5!-- TENDON H AS REQUIRED PER � y. ,•� , -• .. TRANSITION C �� -- INT. Ei3n � G SOILS REPORT r • .: • I - - _ REFER TO DETAIL � n r' �• --- • J_, FOR INFORMATION 2 `V q S�QpE : 3" NOT SHOWN PT1 /�Fq ti,__-__-,_ _..--_�-_11 F IF REQ'D. PER g ��`'= B F IF REQ'D. PER SOILS REPORT SOILS REPORT A E A SLAB ONLY COND. SEE ABOVE FOR ALL INFO. NOT SHOWN OPTIONAL �2 ��_ - ..:�• HOLD -BACK SLAB COND. TRENCH STEP REFER TO STANDARD CONDITION FOR '� :f �� r � r � -•-j,' �•' �• ' - E ALL INFORMATION NOT SHOWN ) r• '. ;+',rti REFER TO DETAIL 'Y,�;_7. •`:' �` :': +.'' HOLD -BACK GARAGE SLAB. �---- --� 3 I r , FOR INFORMATION _ I ' EXTEND DRIVEWAY TO INSIDE FORM BOARD i NOT SHOWN PT1 , f+. FACE OF GARAGE CURB I I �.. BEYOND. (3/4" f DEPRESSION) SEE PLAN) -- �� _ _ 1 _ WHERE FINAL GRADING RESULTS IN STEP 1______________________ + GREATER THAN 12", CONTACT ENGINEER FOR I r--� • » II I I 4 STEPPED SLAB MAX. 12" I I I I i nl I #PT003: 01/2020 REVISED P.T. LAYOUT PRIOR TO TRENCHING. I FORM BOARD I . •1: I l:`._` _ r I ,I _ i_ i_ AL J STANDARD CONDITION I %I GARAGE PAD - �I „-,,,,,, ,I,,,I'll �;- --T'- --� ADD #4 BAR AT TOP B WIDEN FTG. 11 ALIGN W/EDGE OF GARAGE FTG. " T RAISED STEM/CURB 11 NOTE: HATCHED AREA INDICATES WIDEN 3 II FTG. TO BE ALIGNED WITH STEM -WALL E MAX. III SEE STANDARD CONDITION " I . FORM 8 "MIN. FOR ALL INFORMATION NOT SHOWN BEYOND. WIDEN FTG. SHALL EXTEND 12 cj II BOARD 12 MAX. MIN. 48 PAST DOOR JAMBS U.N.O. 1_,I, _- 1j ., ��_� - �JI,...<::::::�.PAD GRAD S GAR. r VERTICAL: ADD PAD C .._ ..._ Y2 :i � _Y LY3'Z �k �. 1 \ r #4 "L" BARS / ` 1 H� I �" °'+�' AT 16" 0 C STUD WALL STUD WALL MIN. 2X P.T.D.F. SILL MIN. 2X P.T.D.F. SILL SEE V' PLATE WITH ANCHOR PLATE WITH ICC-ESR PLAN BOLTS AT MAX. APPROVED SHOT PINS 1 72" O.C., U.N.O. WITH CADMIUM WASHERS, I (DIAMETER TO MATCH 32" O.C. MAXIMUM, 6" I 'SHEAR ELEMENT FROM CORNERS AND E.N.I SCHEDULE"). SPLICES, U.N.O. i " I t SHEAR WALL ;fr-::.:•;•: •'v. ;.•'#• BEARING ONLY � 3 _ y---: % ::i III, ICONDITION \,; ;'•'� w• � ,�•.:,:' � CONDITION :._ !1 -''' ALT. WHERE BUILDING ' f��' OFFICIAL REQUIRES BEARING WALL SILL TO ADD #4 BAR AT BE BOLTED TO FNDT. TOP AT SHEAR WALL LOCATION (ALT. P.T. TENDON, IF INDICATED ON LAYOUT). _Tn!L'. / �'�`• .tom• •'�- , //�•. • 41 Y. ,.� y ::�. :? �� �y COMPACTED FILL .4..'% - .4v. •.. _ ':!``' AS REQUIRED PER I. 4.':.t . ..I L' ti'' SOILS REPORT .• r INCREASED DEPTH, WIDTH AND/OR BARS MAY BE REQUIRED - AT HOLDOWNS - SEE DETAIL"8/PT1" MIN. 5-1/2'.' �_� ,� » .: X» �'-+ + UP TO 12n ~'• •�`�•r "' NO ADDED BARS .r.'.."' "X" 12" TO 30" • f ' M 4- ; , NOTE: CONTACT ENGINEER VERTICAL: ADD "L" , +a. � WHEN DISTANCE #4 BARS AT 16 O.C. X. 4" _ �.�` ' { . "X" EXCEEDS 30". HORIZONTAL: ; 4; ; ADD #4 BAR(S) ;r';4 ..••• .• :0-4%, AT 16" O.C. '�' •' •'' _' *' r WHEN MOUNTING GARAGE DOOR TRACK ;-` -'`'ti HARDWARE WALL FURRING MAY BE � HORIZONTAL: I NECESSARY TO CONCEAL CONC. CURB. C i "-•� --; ADD #4 BAR(S) i _ _ _ _ ts AT 16" O.C. �� DO NOT CHIP (BREAK) CONC. CURB. -• -_- 1_- 12" TO I MIN. 2X P.T.D.F. SILL PLATE m • • I'll. 3 ♦ '' !' t.• -' .. . 2» r Q 2» e. .ate 4 ••. : ^. 00 GARAGE cfl Z - • • '. • 4w. GRADE' w � . • • GRADE' •. (o Z - CURB i . BEAM- p BEAM L - PLAN (8" CURB) PLAN (6" CURB) 6 EXTERIOR P.T. GRADE BEAM AT DRIVEW #PT005. 01/2020 STHD STRAP 2'8'9'11 EXTERIOR CONDITION INTERIOR CONDITION ALIGN CENTER OF A.B. WITH CENTER OF WALL (MIN. 1-3/4") AND CENTER OF7 CONCRETE PAD �� STHD PER PLAN. APPLY 0/SHEATHING (WHERE OCCURS) I SEE HOEDOWN = MAX. ALLOWABLE MANUF. SPECS. I- I ��_ �, F.F. „ F.F. FOR REQUIRED '. Ln z '.�...• SPALL = 1 a:.� Kin BOLT STANDOFF ;,_ I �!! � :' '; ':�'• •• I o • .. a ? o 0 c� .• d e U) V) GRADE OR FIN. SURFACE I -GRADE GRADE OR FIN. SURFACE �... '1 O �.'•;• .a•.• .� •, •.•1.� .: `,. '!'•.• I ____ t/ O 'mot FT'G. BARS - -{ r .. ` o A' : �,. - •• I. P.'-.:A I TOTAL (1)-#4 BAR - PER CHART : .. L=28 PAST EACH �,�� a:� ;::I- 0.1+a• I SIDE OF STRAP i`" I. I� ANCHOR BOL? �..:: :1. ,•, 3>, f ."y ~ �1) �:: 1: :I:`'..' - „ - :.. de_ . 4 3/4 to 5 1 /4 / , ASSEMBLY + ` , --- :.a'' -� _-_-_�__��s:�. __-____:____:_-� � • 4. I : - _ - ..'.=. . �� PER FIGURE .... ..!: °'' _ ---- E -- BELOW �.: Q Q. �. 1 ;:.:1:' < ' SQUARE PAD 1 1 .1 -- �'--- - -- --�- --r :Iu (SIZE PER CHART BELOW) I I --_ I--- L EQ.•�Cc. . EQ. - I I __,� GAR. SLAB SQUARE PAD I I ID I I I Ii\ L" •.. ' 1 (SIZE PER CHART BELOW) I 1 J z 11 ' •" I ' J-:. ALT. EXTERIOR ALT. INTERIOR ALTERNATE �' __ i a ,. � CURB CONDITION I I 1 �I CURB CONDITION CURB CONDITION � 1 '; REFER TO EXT. COND. FOR l , REFER TO INT. COND. FOR REFER TO STANDARD COND.'*• 0 ALL INFO. NOT SHOWN �1 - - _ ` - -1 - ALL INFO. NOT SHOWN FOR ALL INFO. NOT SHOWN - i - - - - J - 27 SIMPSON sa ALL -THREAD ROD ANCHOR BOLT " ASTM F1554 GR. 36, F-36 ksi, F, 58 ksi 6 FOOTING BARS HOEDOWN TYPE ROD DIAMETER 13 PLATE WASHER F436 ROD 10 BEDMENT de SQUARE PAD SIZE ALT SIMPSON PRE -ASSEMBLED BOLT 3,a MIN. #4 BARS BAR LENGTH PAST EA. SIDE OF ROD/BOLT HDU2 5/8" 1.5"x1.5"x1/4" 7" 19" PAB5 (1)-T&B 2-O" HTT4 5/8" 1.5"x1.5"x1/4" 7" 191, PAB5 (1)-T&B 2'-O" HTT5 5/8" 1.5"x1.5"x1/4" 7" 191, PAB5 (1)-T&B 2'-O" HDU5 5/8" 1.5"x1.5"x1/4" 7" 19" PAB5 (1)-T&B 2'-O" HDU8 7/8" 2.25"x2.25"x3/8" 11" 31" PAB7 (1)-T&B S-0" HDQ8 7/8" 2.25"x2.25"x3/8" 11" 31" PA67 (1)-T&B S-0" HDU11 1" 2.5"x2.5"x3/8" 13" 36" PA68 (2)-T&B 3'-0" HDU14 1" 2.5'x2.5"x3/8" 13" 36" PAB8 (2)-T&B 3'-O" HD19 14 1-1/4" 3.0"x3.0"x1/2" 16" 48" PAB10 (2)-T&B 4'-0" <11 30" MAX. W/ICC-ESR APPROVED IF REQ'D. PER F B i SHOT PINS WITH CADMIUM SOILS REPORT _-I '4 , WASHERS, 32" O.C. MAXIMUM, q11,611 ' 6" FROM CORNERS AND ~�r �A SPLICES U.N.O. I 1._, I , I NOTE: I 4 CURBOE CONTACT ENGINEER , "'' REFER TO DETAIL 2 WHEN DISTANCE ;••-� FOR INFORMATION EXCEEDS 30" NOT SHOWN PT1 _. AY 5 EXTERIOR P.T. GRADE BEAM WITH STEM WALL 3 #PT004 01/2020 ALT. SSTB/SB AT SLAB ALT. SSTB/SB AT CURB/STEM I ALIGN CENTER OF ALIGN CENTER OF BOLT WITH CENTER OF BOLT WITH CENTER OF WALL (MIN. 1-3/4") I WALL (MIN. 1-3/4") SSTB OR SB I I I SSTB OR SB TT . PER CHART I SEE MANUF. SPECS. I PER CHART I SEE MANUF. SPECS. INTERIOR COND. I FOR REQUIRED BOLT I t. FOR REQUIRED BOLT STANDOFF i1. STANDOFF L X '- - FA '+�- :�" •.. •x ..: X i MIN. 6" WIDE CURB �1 1'1 ...•gin •' - ..• 'II W/(1)-#4 �'I7 y. •I AR. SLAB I' I•, -�� i? I GRADE - \ .A4 ` • 4 1 I :"' GRADE _ i�' ++ 2„ �e �I \ I: .11 e .� II � _4:',' ,'�. -BARS PER CHART in l i l ; i - . •It-r` . l ; � ; it BARS PER CHART �' \ ' �. i � I': r - ,� :. . �,. I I 3 CLR. ..j'_ 3 CLR. 0: ; - �`. a y DEEPEN & WIDEN i -Zj DEEPEN & WIDEN 1 1/2" 12 MIN. 11 1. FTG. MAY BE REQ D. 1 1/2 12 MIN.11 FIG. MAY BE REQ'D. I FOR A DISTANCE OF I FOR A DISTANCE OF 1 to :� 1.5Le PAST EACH I 1.5Le PAST EACH -= SIDE OF BOLT. I - � SIDE OF BOLT. [ . ...,.1 1- ^.. I•.1 k: ;:: t:' x:, x E. I x .YI ILO :: �: ' :;1 �1 1 ,4 . I, I" 1' �', PLAN MID -WALL - 1.4 j.' '. �A. PLAN (MID -WALL) ,. SLAB NOT SHOWN I +:: SLAB NOT SHOWN ,.-' I:', I FOR CLARITY (TYP.) .. e. I.' I FOR CLARITY (TYP.) I I. li '.I• I �'.�; 1;...." x I :. , . j .1 I..'. ' 'f' :� F a:. 12" MIN. BOLT SSTB24 Le 20-5/8" SSTB28 24-7/8" SB5/8"x24" 18" SB7/8"x24" 18" SB1"x3O" 24" I. x . 'j:'.1 � �.:: I.: 1-I I :: ..' . a-' r- .� a:.'-" ` a`.. - 12" MIN. BOLT Le SSTB24 20-5/8" SSTB28 24-7/8" SB5/8"x24" 18" S67/8"x24" 18" 11 SB1 %30" 24" -,� �`'..7 r.& -.� -`:�t PLAN (CORNER) 1 I PLAN (CORNER) �: I: r: �.-.T�_.-� �'' '1 • ..}.. I X ,.Aa - I' I:'' Lc� + ' ..' ' ' -a,�.. I'. I1 '�,.. ... .. .. .. .4. . 1 BOLTS SHALL BE TIED IN PLACE PRIOR TO FOUNDATION POUR U.N.O. z - ; �' ♦.• A. 27 SIMPSON sa11 ALTERNATE SIMPSON MANUFACTURED BOLTS HOEDOWN TYPE SLAB CONDff10N CURB/STEM CONDffION MIN. #44 BARS BAR LENGTH PAST EA. SIDE OF BOLT SSTB 15 SB SSTB 15 SB HDU2 SSTB24 SB5/8"x24" SSTB24 SB5/8"x24" (1)-T&B 2'-8" HTT4 SSTB24 SB5/8"x24" NOT ALLOWED SB5/8"x24" (1)-T&B 2'-8" HTT5 SSTB24 SB5/8"x24" NOT ALLOWED S65/8"x24" (1)-T&B 2'-8" HDU5 SSTB24 S65/8"x24" NOT ALLOWED S65/8"x24" (1)-T&B 2'-8" HDU8 SSTB28 S67/8"x24" SSTB28 SB7/8"x24" (1)-T&B S-6" HDQ8 SSTB28 SB7/8"x24" NOT ALLOWED NOT ALLOWED (1)-T&B 3'-6" HDU11 NOT ALLOWED S61 "x30" NOT ALLOWED S61 "x30" (2)-T&B 4'-0" HDU14 NOT ALLOWED S61"x30" NOT ALLOWED SB1"x3O" (2)-T&B 5'-O" HD19 14 NOT ALLOWED NOT ALLOWED NOT ALLOWED NOT ALLOWED N/A N/A I- - - - - - - � 2). COMPLY WITH THE MANUF. MOST CURRENT LITERATURE, SPECIFICATIONS, AND ICC-ESR/LARR REPORTS. r - - - - - - ANCHOR BOLT r ') �D l POST ENSIONCACABL�EE �NTEDAS9,REQUIRED I 3). MAED Y NOT NOT BEDER TTIS HOLDOWN REBAR (EXCEPTION: STHD STRAP) I I I ASSEMBLY 1 4). EXISTING FOOTING REBAR(S) MAY BE COUNTED AS REQUIRED HOLDOWN REBAR(S). I MANUF. I I ANCHOR ROD I 5). BOLTS IN CONTACT WITH PRESSURE -TREATED OR FIRE -RETARDANT -TREATED MUDSILLS MUST BE IN I BOLTS I I F1554, Gr. 36 1 CONFORMANCE WITH DETAIL 3/SN4 . ALTERNATE: OVER -BORE MUDSILL 1/2" FOR 1/4" CLEARANCE TO BOLT. I I 6). ) CONCRETE COMPRESSIVE STRENGTH MUST NOT BE LESS THAN 2,500 psi. A307� Gr. A i 7) MAY TO MORE MANCHOREIS OO SHALLB E RAISED SED D0FF 0 F SIILD-SILL L AT LEAST 3- FORDATE EVERYN1/4CTHATHOR HOLDOWNHOLDOWNS FFSET FROMNMO MODEL'S I I CENTERLINE (MAX. 18"). BOLT SLOPE SHALL BE NO GREATER THAN 1:12 (5%). REFER TO MANUF. SPECS. HEX NUT 1 8). LOADS ARE BASED ON: DOUG-FIR (DF), CRACKED CONCRETE, SDC D & E, 6" CURB, I I I A563 1 12- (BELOW GRADE) X 13%- (WIDE) MONOLRHK: (1-POUR) FTG. I I I 1 9). FOR ALL INFORMATION NOT SHOWN, REFER TO DETAIL 2/FD1 OR 2/Fri . I I 1 PLATE WASHER 1110). 4( ) d, IS MEASURED OINSPECTION WASHER TOP OF E R MANUF. SPECIFICATIONS. I I F436 PERIODIC SPECIAL EQUIRED PER PRODUCT RESEARCH I 1 HEX NUT 12). CALCULATED TOTAL BAR LENGTH IS THE RESPONSIBILITY OF THE CONTRACTOR WHO MUST TAKE INTO I o 1 ( A563 ) CONSIDERATION ALL ASPECTS OF THE PLANS AND HIS CONSTRUCTION TECHNIQUES. ( a M ) 13). LARGER DIMENSION AND/OR THICKNESS WASHERS MAY BE USED BASED UPON COST OR AVAILABILITY. � - - - - - - MULTIPLE WASHERS MAY BE USED TO ACCOMPLISH TOTAL REQUIRED THICKNESS. � - - - - - - 1 , . I _ _-1.5XL, I 4> MIN. :: 4" MIN 16" MIN. I I CORN I 1 I PERSPECTI\ 14). STANDARD CUT WASHER IS REQUIRED UNDER ANCHOR NUT AND BETWEEN BOLT NUTS AND WOOD. 15). INSTALL "SSTBL" WHERE LONGER THREAD LENGTH IS REQUIRED; I.E. 3X MUDSILL, ETC. 8 CAST-IN-PLACE12FOUNDATION HOLDOWNS (THIN -SLAB CONDITION) - MONOLITHIC (1-POUR) ONLY SIMPSON PRODUCT TYPE PRODUCT RESEARCH REPORT ICC-ES REPORT LARR REPORT IAPMO REPORT STHD10 ESR-2920 N/A N/A STHD14 ESR-2920 N/A N/A PAB N/A N/A N/A HTT N/A RR-25818 ER- 130 HDU ESR-2330 RR-25720 N/A HDQ ESR-2330 RR-25720 N/A HD N/A RR-25828 ER- 143 SSTB & SB ESR-2611 RR-25827 N/A MID -WALL STEP-DOWN END ..0014CORNER ,,J�__-- -';, 11 $ .. PERSPECTIVE I'. � I ' il -7 `s.� T ) I� �, I / Y a__....�. _ _ _<.-_. CURB CONDITION - NON-STRUCTURAL WALL TO SLAB SEE ABOVE FOR ALL INFORMATION NOT SHOWN �I_f _L_ - _ .- ^., ,.......:......,:.,.:.:" :.:.,, :,.. • . ,....,., :::...., , ...:........:... ` ' ' -" ' -` T REFER TO DETAIL FOR INFORMATION 2 NOT SHOWN PT1 INTERIOR P.T. GRADE BEAM #PT002: 01/2020 1 Corner Non -Corner Corner Installation Installation Installation (install with arrow (bolt may be (install with arrow on top of the bolt installed @ 45' to on top of the bolt oriented as shown) 135° as shown) oriented as shown) 450 1350/900/450 1350 ° Anchor bolt (typ.) ° �16 0 �I j t ° O 0 0 0 0 0 Outer edge of concrete (typ.) PLAN VIEW OF "SSTB" PLACEMENT IN CONCRETE Corner Non -Corner Corner Installation Installation Installation (install with arrow (bolt may be (install with arrow on top of the bolt installed @ 45' to on top of the bolt oriented as shown) 135' as shown) oriented as shown) 450 1350/900/450 1350 tl Anchor bolt (typ.) ° ° L/24 , �� 5 � 00 00 - LM-. Outer edge of concrete (typ.) PLAN VIEW OF "SB" PLACEMENT IN CONCRETE FOUNDATION REQUIREMENTS 1. CONCRETE TO COMPLY WITH ACI 318-14, TABLE 19.3.2.1 FOR EXPOSURE CATEGORIES AND CLASSES. REFER TO DETAIL 6/SN4 FOR ADDITIONAL INFORMATION. THE FOLLOWING ARE THE REQUIRED CATEGORIES AND CLASSES, AS PROVIDED BY THE SOILS REPORT: - EXPOSURE CATEGORY F freeze/thaw) .................. TO" EXPOSURE CATEGORY S soluble sulfate) ................. "SO" REFER TO SOILS REPORT EXPOSURE CATEGORY W in contact w/water) ........ "WO" EXPOSURE CATEGORY C corrosion) .......................... "CO" REFER TO SOILS REPORT 2. WHERE ACI 318-14, TABLE 19.3.2.1 INDICATES "N/A" FOR MAX. WATER CEMENT RATIO, THE CONCRETE SHALL BE IN COMPLIANCE WITH ATSM C94, SECTION 5.2. 3. CONCRETE FOR SLABS -ON -GRADE MUST MEET THE "CALIFORNIA GUIDELINES FOR RESIDENTIAL CONSTRUCTION" (SB800). 4. MAX. DIFFERENTIAL SETTLEMENT MUST NOT EXCEED ....................................... 2" IN 40' 5. N/A 6. PROVIDE CHAIRS OR CONCRETE BLOCKS UNDER REBARS AND POST TENSION CABLES FOR PROPER POSITIONING. 7. VAPOR RETARDER SHALL MEET ASTM E 1745-11, CLASS A REQUIREMENTS FOR WATER PERMEANCE, TENSILE STRENGTH, AND PUNCTURE RESISTANCE TO REDUCE SLAB MOISTURE TRANSMISSION (WHERE REQUIRED BY SOILS REPORT). 8. LAP VAPOR RETARDER ADEQUATELY TO PROVIDE A CONTINUOUS MEMBRANE UNDER ENTIRE SLAB. MEMBRANE MUST BE TERMINATED AT INSIDE EDGE OF PERIMETER FOOTINGS. 9. ANCHOR BOLTS, HOLDOWNS, WASHER PLATES, CONNECTORS AND FASTENERS TO LUMBER SHALL BE IN CONFORMANCE WITH DETAIL 3/SN4. 10. CONTROL JOINTS ARE RECOMMENDED AT SLABS. REFER TO DETAIL 6/PT2 CA TEGORY / SOLS (�) MIN 12" © MIN 1011 (�) MIN 12" PER SOILS REPORT PAGE 12 OD MIN 6" OFULL 4-1/2" CONCRETE POST -TENSIONED SLAB WITH 1/2" DIAMETER TENDONS (TENDON LAYOUT PER PLAN.) 1" TO 2" SAND (TO AID CURING) OVER 10 MIL. VAPOR RETARDER OF OVER 1" TO 2" SAND (TO PREVENT PUNCTURES) OVER PAD GRADE PREPARED PER SOILS REPORT (SEE NOTES #7 AND #8 ABOVE). EXTERIOR P.T. (1)-#4 BAR AT TOP AND BOTTOM. BAR(S) TO BE (�) GRADE BEAM:- REPLACED WITH TENDONS, IF INDICATED ON LAYOUT. - INTERIOR P.T. 1 - 4 BAR AT BOTTOM. BAR TO BE REPLACED GRADE BEAM: WITHENDON, IF INDICATED ON LAYOUT. (H MIN 26" OI MIN. 6" SLAB AND FOOTINGS ARE TO BE POURED MONOLITHICALLY (1-POUR) ONLY, TYP. 1 1 FOUNDATION SCHEDULE (P.T. THIN -RIBBED) /PT000: 01/2020 6" MIN. 2X P.T.D.F. SILL TYP. TENDON ANCHOR PLATE WITH ANCHOR BOLTS (GROMMETS AT AT MAX. 72" O.C., U.N.O. STRESSING END ONLY). (DIAMETER TO MATCH "SHEAR ELEMENT SCHEDULE"). BACK-UP BAR (SEE BELOW) o zo CONTACT ENGINEER WHEN DISTANCE TYP. 1 /2" O E \ o P.T. TENDONI I \ EXCEEDS 12 . 1 " CLR. \ ' I II z Q _ _ � 1 1 2 CLR. I FORM �'a1. =;.;=-1i,_: I 11 BOARD N �'J ''II PAD GRADE �' •k•':: Y-� %:.�.. L. COMPACTED FILL '...f� •t.,L,�" C AS REQUIRED PER '� �`�"`'' ` G - SOILS REPORT " i 3 A ��B ------®®®®®---®® A -- - - -- BACK -UP BAR NOTE: BACK-UP BARS MAY BE OMITTED WHERE NOT REQUIRED BY THE CURRENT ICC-ESR EVALUATION REPORT OF THE SPECIFIC MANUFACTURER PLAN #4 "U" SHAPED HAIRPIN BACKUP BAR CENTERED CABLE AT EACH ANCHOR AT A MAX. DISTANCE OF 1 " ON CABLE SIDE OF ANCHOR PLATE. ONE CONTINUOUS #4 OR LARGER BAR MAY _____ _ --- _ _� BE USED IN -LIEU OF HAIRPIN. -" "-"-"-"-"-"-1-"-"-" ANCHOR FORM r-.::i _-_, BOARD _; r • �� • •� O O I J NOTES: 1. POST -TENSION ANCHORING SYSTEM SHALL HAVE APPROVED ICC-ESR EVALUATION REPORT. (FOR EXAMPLE: SURE -LOCK ICC-ESR-2381). 2. ENCAPSULATED TENDON SYSTEM IS REQUIRED WHERE AN AGGRESSIVE ENVIRONMENT CONDITION EXISTS. REFER TO SHEET "PTN" FOR MORE INFORMATION. 3. SPECIAL INSPECTION REQUIREMENTS MUST BE PROVIDED PER MANUF- SPECIFICATIONS AND ICC-ESR REPORT. 4. POST -TENSION SLABS AND FOUNDATIONS SHALL BE MONOLITHICALLY POURED. (COLD JOINT BETWEEN SLAB AND FOOTINGS IS NOT PERMITTED.) mm 5. TIE TENDONS AT INTERSECTIONS ON PLASTIC CHAIR OR CONCRETE BLOCK U.N.O. M 2 E°XTERIOR P.T. GRADE BEAM PT1-IBC-THIN M rI� a a w z w ;1� 4 s--4111111110 W " W N 0 C O, aUkA -a W w -o 0 x 441 E3 011,4h10F zUw C; a, .-6 W = ,6 O W z��R • 00-4rn,h FW� � � aaW4 IT `. 11 �oz z7x 0 04 U � t- " ATTEST TO STRUCTURAL nNll PI QROfESSl If c. ��'N zM C 4 Ezp. - 0 * 11 E OF' CAL�E10 DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL e4 e4 O CIS 04 la 4 -I 00 �j = co kn 00 *4 � WA l__ ,on 04 N ..W.•. -Ne� 4 > = M 4 IEIIIIII0 W 04 U .., w �'o N P4 Q � C f� !U 0* � Ir I�-I O N T W n PQ >00 e4 *4 1.01 � 4 aA ��`� O 1-1 v Ln U a •• w li W C O .41�,i x U W a E4 W kn T en WWWA rA Z EJ I I ' O O A I I r a o N I A - I °z a OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES 1T3 COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET PT1 N N 10 O 0 U. O co Q t- W co H w 2 I- W Q a W IO Z 0 J :) CAD FILE: 220030 PT1 1 /2" 0 P.T. TENDON 6 PER PLAN (MIN. #4 BAR IF NO TENDON INDICATED ON E LAYOUT). -1 NOTE: WATERPROOFING PER ARCH. DWGS. AND SOIL REPORT RECOMMENDATIONS. EXTEND VAPOR RETARDER TO BOTTOM OF LOWER SLAB FOOTING 2 .720 FOR 7 & LARGER IN CONC. 3.480 FOR MASONRY WHEN ADJACENT BARS ARE SPACED GREATER THAN 3". 4). 620 FOR MASONRY WHEN ADJACENT BARS ARE SPACED 3" OR LESS. TABLE NOTES: 5). MIN. 24" 0 = DIAMETER OF BAR. R = MIN. RADIUS OF BEND. MEASURE ON INSIDE OF BAR. (1)- #3 1-SHAPED" TOP -BAR, 2" BELOW TOP OF SLAB ALL FLOORS: 1 8" MAX. WIDTH ONNRNERS PLANS�P. U.N.O.IDEWALKS/DRIVEWAYS: (MIN. 12" LAP BELOW OPT. �� -,w =� . _3 CLR. 1 /2" MAX. WIDTH ,p z CONSTRUCTION JOINT.) _ o T -SLAB v 9a ° CONCRETE SLAB F • --" - ` �) o z�- i 12:1 MIN. TRANSITION a.: PAD GRADE I I CURVE AT ALL CORNERS THICKNESS ; , , ..: ,.-...� + _ �: �; ,�� :.+�y :►" TYP., U.N.O. ON PLANS COMPACTED FILL) 1� N REFER TO `" I. +. v - - - ADD 4 z ARCH. FOR ►•y'''• AS REQUIRED PER j ��- Q E'd�••, jf.,, TENDON RUNS SOILS REPORT HORIZ. BAR = DIMENSION E , s,,,,; STRAIGHT BETWEEN SAW -CUT JOINT CONSTRUCTION ADD #4 11 POINTS JOINT (OPTIONAL) „�_ HORIZ. BAR 3 CLR. , ,�*•`• �� 6" 8"-18" 6" TENDON T/4: (3/4" MIN. - 1-1 /2" MAX.) 3/16" MAX. WIDTH O __ ?,. __ WHEN STEP „ ) : • TENDON TYP. "DRAPE" #4 "Z" DOWELS EXCEEDS 24 II ••:`:' AT 18" O.C. E f' ' SEE DWG. BELOW L- I 3' CONCRETE SLAB ( ) 12:1 MIN. 12:1 MIN. T = SLAB ° 18»- j�Ss�r---- (MIN.) (MIN.) THICKNESS a : '< a. :4 A 3" CLR. GAR. _PAD ' TRANSITION TRANSITION a a -�-41 .••.::. ;,- PLAN VIEW IIr �(O] 1 AT ANCHOF: ,rsr ;.�, "Oft • SLAB CORNER NOTES: .--.- . , 9�/;:;';L,.�,1.�; ^:r IF REQ'D. PER j #3 X24" DIAGONAL +.:.-•..'' t F SOILS REPORT OPENING FOR ARS AT EACH 1. SAW -CUT JOINT TO BE FILLED WITH FIELD -MOLDED ELASTOMERIC SEALANT OR FILLER. EXTERIOR CORNER 2 FROM 2. CUTTING MUST BE DONE AS SOON AS CONCRETE HAS HARDENED. CONCRETE IS DEFINED G EXTERIOR H M.E.P., ETC. TOP OF SLAB AS HARD WHEN BLADE DOES NOT DISLODGE AGGREGATES AND WHEN EDGES OF CUTS DO __..,_•.-,..,E-,,__ REFER TO DETAIL 2 REFER TO DETAIL 2 PLAN VIEW NOT RAVEL. FOR INFORMATION FOR INFORMATION OPENING (BLOCK -OUT) AT SLAB 3. MAX. DISTANCE BETWEEN JOINTS = 24 TO 36 TIMES THE SLAB THICKNESS (MAX. 20 FT. A NOT SHOWN PT1 NOT SHOWN PT1 SMALLER OPENINGS REQUIRE NO ADDED BARS EACH DIRECTION FOR 10" OR THICKER SLABS, U.N.O.) WHERE FINAL GRADING RESULTS IN STEP 13 SDTEP2PED SLAB (MAX. 3011) REVISED THANDETAI30", CONTACT TO ACT ENGIINEER FOR g G. TYPICAL P.T. CORNERS AND SLAB OPENINGS 6 TYPICAL CONTROL/CONTRACTION JOINTS L ADDITIONAL L SPLICE L NARROW CURB REBARS REFER TO WIDE CURB CONDITON FOR _ — �— 1.—, ALL INFORMATION NOT SHOWN ' 2X4 BOARD (TO BE STRIPPED FOR u K t GARAGE DOOR HARDWARE) E E TYPICAL �E T - ------ --- -- I L I — FOOTING - REBARS DOUBLE LAYER BEND ALTERNATING BARS AS SHOWN SINGLE LAYER 1).©= 36 X BAR DIAMETER (MIN. 24" OVERLAP). 2 . MIN. CONC. COVER AT REINFORCING = 2" (U.N.O.). 3 . REFER TO DETAIL 11/FD2 OR 11/PT2 FOR TYP. REBAR HOOKS, BENDS, & SPLICES. 4 . ADDITIONAL STEEL NOT REQUIRED WHEN FOOTING REBAR IS CONTINUOUS. 10 TYP. FOOTING STEEL REINFORCEMENT SPLICE #F106(2019): 12/2019 MIN. FINISHED BEND RADIUS O— 1 . 600 FOR 6 & SMALLER IN CONC. R BAR SIZE 30 #3, #4, #5 30 #6, #7, #8 40 #9, #10, #11 24" MIN. 6" MIN. 12" MAX. HAND -TOOLED JOINT T/4: (3/4" MIN. — 1-1/2" MAX.)—.) ABU COLUMN BASE CONDITION REFER TO CB / PB CONDITION FOR ALL INFORMATION NOT SHOWN E ABU COLUMN BASE PER PLAN 0 6-1/2" SQ. (MIN.) CONCRETE PEDESTAL AND PAD TO BE • r. '� ONE POUR. USE (1)-#3 "U" BAR AT PEDESTAL TO illl;l FOOTING WITH #3 LOOP IIJ II ___ TIES AT MAX. 8" O.C. ;rli ALT.: (2)-#3 "L" SHAPED BARS WITH MIN. 8" RETURNS INTO FT'G.)* `""""" E ''�` II II i j _ II �I •+ ull a'.- s �... MIN. ;��4 ''': u - ,� .' +: TOP VIEW ___- *6-1 /2 * ------- .__________�_. MIN. ����,,r.,.�.,a.,a.,.�.,.� ill CB / PB COLUMN BASE CONDITION 1 /2" FIBERBOARD EXPANSION JOINT MIN. 1/2" CONC. MATERIAL SIDE COVER, TYP. E `'•�• •`� :.'Y `'::` t ' �: SEE r• ELEVATION MIN. 3" CONC. COLUMN BASE PER PLAN SIDE COVER, TYP. (i.e., CBSQ, CBQ, CB, -- _ LCB, PB OR PBS) MIN. 1 " of TOW OOD I 12" SQ. (MIN.) CONCRETE PEDESTAL AND PAD TO BE 0 I _ 2" „ 24 MAX. ONE POUR. USE (2)-#3 �1 - 8 MIN. "U" BARS AT PEDESTAL TO�� v_ �- FOOTING WITH #3 LOOP 2", TYP. II GRADE TIES TIES AT MAX. 8" O.C. ALT.: (4)-#3 "L" SHAPED II II " 1 PLAN BARS WITH MIN. 8" 6' MIN. RETURNS INTO FT'G.�---*�- . — — — — — — — — — — — — — — — — WIDE CURB = II �3" IE II �• . 3" DEPTH _�==='L==E PER _____ _u.., 42 ; T PLAN GARAGE CONCRETE STEM WALL (SEE PLAN) i - --3'li - -- 12' Af "+•-a •• 2X4 BOARD (TO BE STRIPPED FOR MIN. GARAGE DOOR HARDWARE) .• �' .c = ;J - TOP VIEW ELEVATION _ - REFER TO FOUNDATION ----------- I i ��12»PLAN FOR PAD SIZE I I II •r :.° ° AND REINFORCEMENT 1" (MIN.) r`' .' I MIN. 1>, (MIN.) ) I ' NOTES: l ----- I i � � 1. SLOPE SLAB 1/4" PER FOOT (MIN.) FOR POSITIVE DRAINAGE, U.N.O. ALL `---- PLAN 2. INSTALL HARDWARE PER MANUFACTURER SPECIFICATIONS. 3. COINCIDE CENTERS OF POST, PAD, AND HARDWARE U.N.O. MIN. 2X P.T.D.F. SILL (SEE PLAN ) 4. USE ONLY ONE TYPE OF BARS EITHER "U" OR "L" SHAPES (NOT COMBINED). 7 SDToEM/2D,BLOCK-OUT AT DOOR HARDWARE 4 ISOLATED POST FOOTING F029(2019)—conv: 12/2019 GRADE BEAM WITH STEM WALL ALTERNATE (1) A.B. PER SILL CONDITION MIN. 6" CURB REFER TO STANDARD CONDITION FOR WHERE HEIGHT FROM GRADE EXCEEDS 10": MIN. 2X P.T.D.F. SILL W/ ALL INFORMATION NOT SHOWN SEE ARCH. DWGS. 1)- #4 HORIZ. EQEQ1), ADD #4 VERTICAL BARS AT 16" O.C. �1)-ANCHOR BOLT PER SILL . . 2 ) # DIAMETER TO MATCH "SHEAR (. ADD 4 INTERMEDIATE HORIZONTAL BARS BAR AT STEM (VERTICAL SPACING BETWEEN HORIZONTAL ELEMENT SCHEDULE"). BARS SHALL NOT EXCEED 14") WRAP CS16 AROUND SLAB 2" COLUMN W/8d NAILS ;�.''' II 24" MAX. AT EVERY OTHER NAIL # ' • 8" MIN. HOLE. STRAP BREAK ^ U O ; �I TO OCCUR AT CENTER L _GRADE NOTE: LAP HORIZ. BARS MIN. I I o M, OF COLUMN 5`. - INTERMEDIATE - o°II r �,��,��,�� 24 INTO ADJACENT CONCRETE ��_� w R=20#4 HORIZ. BAR li 6" MIN. SLAB AND/OR FOOTING, U.N.O. 11.. •.;II • •`�I�; WHERE OCCURS II ; (DEEPEN SLAB TO RECEIVE II II II GRADE BEAM IF REQUIRED) ,�*�� ,I it '�..•y 10 < 11 b E r II II E 4�.: - co 4 MIN. TOP VIEW r--- - _ iELEVATION yA&i• E GRADE GRADE BEAM WITHOUT — — _ _ _ _ _ — — _ _ _ _ _ 6" MIN. STEM WALL NOTE: ALL REINFORCEMENT 0 STANDARD (2) A.B. PER SILL CONDITION ' 90P BE SHALL BE BENT COLD, U.N.O. 18d° HOOK {• • •?*,; 2X STUDS AT 16" O.C. #4 HORIZ. •:'s'- ' • '� '; 12" MIN. 2X P.T.D.F. SILL W/ BB1-1 AR AT TOP-- 2)-ANCHOR BOLT PER SILL ��° =' " 11 #FT(Y9PICIAL REBAR HOOKS, BENDS & SPLICES AND BOTTOM 1- -- - 3;-j� y ,� DIAMETER TO MATCH SHEAR MIN. 1„ BOTTOM OF ADJACENT FTG., U.N.O. ELEMENT SCHEDULE"). TO WOOD (EXCEPTION: MAT -SLAB) X-SECTION FOOTING REBARS ELEVATION 12 CONCRETE PEDESTAL AND SLAB ! I 2" (PER PLAN) S PAD TO BE ONE POUR. H 1-- 24" MAX. LAB .: ,•.#• USE (2)-#3 U BARS k.-__�-_______ I, I� II : •'II'. ',I- 8" MIN. :,t . ;, , ?. :' •y„► .• : ,fl� '�; AT PEDESTAL TO FOOTING I ;•;I •► •ti •'� 7♦ . ` `► :R'. ;'•• 1/ �i i• ti staa �` '�'f{' srJae ,� E WITH #3 LOOP TIES AT 2» �� -U TYP. _ 4; �°11 _GRADE__ ._ %-4 e�. '� �° MAX. 8 0 C. •_ ---,v ,— _ —• —• _iy•t ► • • •r '' ,►_i �, •►, r.•.L. '• •;►'t• '� ► ' •; �► r�� -#3 SH�A--=-- - ISOMETRIC VIEW ISOMETRIC VIEW ALT.. (4) PED #ii < ,==� r �IIII •c :�I!I� i= -� - 6" MIN. W BARS WITH MIN. 8GRADE BM. W STEM RADE B.W 0 STEMRETURNS INTO FT'G. >, " -� r 6" 1" (MIN.): (MIN.) V) iJ 6 MAX. SLOPE M ' �, 2 LLI � '••ti 1 ; � I i � �.` •�.. i 12" I- .#4 HORIZ. ; II'E +; •,.� -18 cnz O LAP SPLICE NPN D OFFSET STIRRUP OR TIE HOOKS BAR AT AND BOTTOM 3" " BOTTOM OF GRADE BEAM SHALL MATCH U) z N "-- -- -- -- z, _� - BOTTOM OF ADJACENT FTG., U.N.O. w (EXCEPTION: MAT -SLAB) Of = X N z W 60 OR " �12" t GRADE BEAM TO EXISTING CONCRETE _\ II II � III .*••'• :11;.'•�:z t30"MIN. -3„ - - - /EDGE OFEXISTINGSLAB /i I. r_ Q ADD (2)-#4 X 36" HORIZ. BARS AT 42" TOP AND (2)-#4 BARS AT BOTTOM W/#3 HOOKED TIES AT 8" O.C. (U.N.O.) (CENTER BARS AT PIPE PENETRATION.) DEEPEN FOOTINGS 6" AT USE 48" (MIN.) LONG BARS AT CORNER PIPE PENETRATION THROUGH CONDITION WITH MIN. 24" RETURNS AT FOOTING EACH SIDE NOTES: 1. OUTSIDE DIA. OF PIPE SLEEVE = OUTSIDE DIA. OF CONDUIT + 2" (USE STD. WEIGHT PIPES, U.N.O.) EXTEND PIPE SLEEVE MIN. 6" PAST EDGE OF FTG. (U.N.O.) SLOPE PIPE WITH t2% GRADE FOR POSITIVE (GRAVITY) FLOW. SLEEVE MAY BE CONTINUOUS UNDER SLAB (HARD-SCAPE) FOR EASE OF MAINTENANCE. 2. PIPE MUST BE AT LEAST 6" FROM ANY TENDONS AND/OR CABLES WHERE POST -TENSION SLABS OCCUR. 3. NO PIPE TO PASS THROUGH A PAD FOOTING SUPPORTING A POINT (CONCENTRATED) LOAD. 4. PRIOR TO TRENCHING CONTRACTOR SHALL VERIFY PIPE LOCATIONS WITH OTHER SUBCONTRACTORS AND ARCHITECT FOR ANY INTERFERENCE. 12 PIPE �on�S/LIEEVE AT UNDER SLAB CONDUIT 1 I •, �ij II i 3" I I ' 'i ' ': '.e . I I 3» 01 01 DEPTH tr==--T- I PER t �u 7fu 4 • PLAN 11 r+ 01 �� MAT -SLAB COND. ELEVATION PLAN VIEW (MAT SLAB) _ REFER TO FOUNDATION / ROUGHEN EXISTING CONCRETE (MIN. 1/4"). I PLAN FOR PAD SIZE _______ CLEAN SURFACE OF DEBRIS. USE BONDING �`T - AND REINFORCEMENT -------- ------ — --- --- » », AGENT AT CONTACT SURFACES. BACK -FILL 6" 24" SOLID W/SIMPSON "SET-XP" EPDXY -TIE ��L� 4 U BARS WITH E 3 HAIRPINS AT 8" O.C. ADHESIVE. (ICC #ESR-2508) INSTALL PER MANUF. SPECIFICATIONS.Ci HORIZ. BARS - SEE ABOVE ! _' I L SHAPE NOTES: NOTES: 1. PROVIDE SPECIAL INSPECTION PER IBC/CBC SECTION 1704. 1. SLOPE SLAB 1/4" PER FOOT (MIN.) FOR POSITIVE DRAINAGE, U.N.O. 2. VERIFY MIN. CLEARANCE TO TENDONS AGAINST POST -TENSION DRAWINGS WHERE OCCURS 2 USE ONLY ONE TYPE OF BARS EITHER "U" OR "L" SHAPES (NOT COMBINED). ( )• 3. SEE ARCHITECTURAL FOR FINISH MATERIAL. 8 CONVENTIONAL GRADE (TIE) BEAM 5 IS(OLaATED COLUMN FOOTING 4" MIN. THICK CONCRETE PORCH/SECONDARY SLAB W/ #3 BARS AT 18" O.C. EACH WAY AT SLAB MID -DEPTH. SLOPE ;:.. ARCH. ' _'';,':•� •ti • PER ARCH. 10 r....Y ' :: J N r :� •, 12" 8" (U.N.0.) #3 X 24" BARS AT THICKENED SLAB EDGE MAX. 24 O.C. W/(1)—#4 BAR AT TOP (DOWELS SHALL ONLY BE AND BOTTOM, U.N.O. PROVIDED ON ONE SIDE ON PLANS OF SECONDARY SLAB TO TO P.T. SLAB.) 1 2 3 PORCH SLAB TO HOUSE #PT007: 01/2020 REFER TO DETAIL 2 FOR INFORMATION PT1 NOT SHOWN SLAB -EDGE CONDITION CURB CONDITION SIMILAR _COINCIDE CENTERS OF POST/WALL AND PAD FOOTING POST/STUD WALL PER PLAN PER PLAN 8" MIN. IF =x 12" MAX. I PAD GRADE. 14. COMPACTED FILL B I 6" MIN AS REQUIRED PER SOILS REPORTv` LINE OF FOOTING " P. PER BEYOND----------- PLAN REFER TO FOUNDATION PLAN FOR PAD SIZE AND REINFORCEMENT INTERIOR CONDITION REFER TO SLAB -EDGE CONDITION FOR ALL INFORMATION NOT SHOWN COINCIDE CENTERS OF POST/WALL AND PAD FOOTING olo E+U •' `... + '• % PAD GRADE ' LINE OF FOOTING :: � '••�:.• .' �' � I TYP' PER PLAN BEYOND (WHEREOCCU2=�__'•� r I t 3" REFER TO FOUNDATION PLAN FOR PAD SIZE AND REINFORCEMENT TYPICAL PAD FOOTING IF018(2019)—conv: 12/2019 PT2-IBC-THIN rI� n-a �o N �O N �a 0 E3 ►,y F z"w o .6 � W A O W z�� • •�&� ^I &; � � I% r `. �0Z z�a N ATTEST TO STRUCTURAL QROfESSji P Mc C44 z� N C 4 i Exp. - 0 k sl9l CIV 0- If OF CAL�E� DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N VIIIIIIIII CIS U •' la 00 a El a N O M IZ w 04 U O .., 04 .. �I N N W VJ1 w N W C � ,i � x w a O M O Z I O � A y I a N A I OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BEASSIGNED A THIRD PARTY WITHOUT FIRST NING THE WRITTEN PERMISSION AND CONSENT OBTAINING OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET PT2 T N N O 0 LL O Q t- W O H w H Q a W C z _o J m CAD FILE: 220030PT2 TEMPORARILY COILED GREATER THAN 4'-6" GREATER THAN 4'-6" SPRAY PAINT MARK AT END OF MARKING DEVICE TO GET JACK NOSE PIECE PLASTIC FIXED -END SHEATHING UP TENDON A CLEAR REFERENCE POINT. ANCHOR I NOTE: STRAND IF TENDONS HAVE AN INTERMEDIATE STRESSING LOCATION, THEY MAY BE UNROLLED JUST BEYOND - St THIS LOCATION AS SHOWN IN THIS FIGURE. THE - -- - REST OF TENDON CAN REMAIN COILED AND PROTECTED UNTIL THE NEXT POUR IS READY FOR Qo REFERENCE MARKING DEVICE --- -- - PLACING. INTERMEDIATE POCKET FORMER Q = / SEE NOTE POCKET WEDGES FORMER co-- -----� %— -•-�-� FIXED -END ANCHOR INTERMEDIATE w J :. ,�� ----- T_� - - - - f- - SLOTTED PLATE (OR STRESSING END) ANCHOR ' _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - + � I .,."�- ( NOTE: - - - - - - - - I '-;;;' •.'•''• ' ` / STRIP PLASTIC SHEATHING BACK 4 ":•`' I �}��• } ENOUGH SUCH THAT JACK GRIPS ---- - PLAN VIEW SLAB TENDONS ® CHAIR s ,•�?a�'iy�':.}.�`�` STEEL STRAND, NOT SHEATHING. ' NOTE: 16" FIRST, STRIP JUST ENOUGH SHEATHING, USUALLY 10", FROM END OF PLASTIC SHEATHING REMOVED STRESSING -END NOTE: STRAND TO PROVIDE SUFFICIENT LENGTH FOR JACK GRIPPERS TO BE I WOOD FORM APPROX. 10" FOR STRESSING ANCHOR TENDONS SHOULD BE SUPPORTED AT THE MID -DEPTH OF THE SLAB U.N.O. NOTE: FULLY ENGAGED BEHIND THE ANCHORAGE, WITH JACK OPEN APPROXIMATELY THIS IS ACCOMPLISHED BY USING PLASTIC CHAIRS SPECIFICALLY DESIGNED USING A MARKING DEVICE SUCH AS 2X4 LUMBER, TO ESTABLISH A 1". PLACE ANCHOR OVER THE TENDON, INSERT WEDGES AND SECURE FOR SLAB -ON -GROUND APPLICATIONS OR OTHER APPROVED METHODS. CONSTANT REFERENCE DIMENSION FROM FACE OF THE CONCRETE MARK THEM WITH A SEATING TOOL. APPROXIMATELY 3/4" OF TENDON TAIL POUR ONE POUR TWO THE CHAIRS ARE PLACED AT EACH TENDON INTERSECTION AND HALF -WAY WITH A QUICK DRY SPRAY PAINT OR OTHER SUITABLE MATERIAL (DO SHOULD EXTEND PAST THE WEDGES PER THE ABOVE FIGURE. BETWEEN INTERSECTIONS IN CASE WHERE THE TENDON SPACING EXCEEDS NOT USE LUMBER CRAYON) A REFERENCE POINT FOR ELONGATION NEXT, PLACE A STEEL PLATE ON BEARING SIDE OF POST -TENSIONING 4 FT. 6 IN. AS SHOWN IN ABOVE FIGURE. MEASUREMENTS. DO NOT OVER SPRAY; OTHERWISE ACCURATE MARKING ANCHOR. PLATE SHOULD BE SLOTTED SO THAT IT CAN BE REMOVED WILL NOT BE ACHIEVED. AFTER ANCHOR IS SEATED INTO POSITION. - 11 INTERMEDIATE STRESSING- END 8 SLAB TENDONS SUPPORT LAYOUT 4 ELONGATION MEASUREMENT INITIAL MARKING 1 FIXED- END ANCHOR (FIELD INSTALLATION) #PT056: 01/2020 #PT051: 01/2020 #PT048: 01/2020 #PT046: 01/2020 CROSS SECTION - TRANSVERSE (2)—#4 BARS X 4'-0" AT BEEAM INTERSECTION 79 f6" 1. e SLAB STRAND TYP. REFERENCE MARKING DEVICE SIDE -BY -SIDE ° °. SIDE-BY-SIDEANCHORS •' ' :,�• : ANCHORS eA SUPPORT CHAIRS ® CHAIR SCALE y f BM.+'ANCHORS .a!•.GRADE TO BE ••+• PLACED AS SHOWN •'•' ----------------------- -' -- ----� =`'BAR -------- • - ' - - - — •� : ,•''• CAN BE EXTENDED "';' MAX SLAB STRAND SLAB STRAND 3-1/2" TO _ �=. i f""'•err I ;�?:�: jl TO SUPPORT SLAB DRAPED STRAND �. n.'s: TENDONS ANCHORS, TYP. L -------------- ------- PAINT '• �...`••'I. s !", r ­417. 1------ •, MARK � �' -,' ',i •' �.. :v, - •., ® r 3» CLR. ''� #3 BARS AT 54" O.C. (*) ° s.:,„ y IL•,=, . •� r•'••'.. ♦'+ ''II �. PLAN VIEW SLAB TENDONS SPECIAL NOTE: .,•,,. 2-1 /2 �° :♦ ; • . j.• I I I �' TYP.:A' • •♦ • A • ' 'll: of ' , 41 ' ELONGATION (*): #3 REBAR, IF ACCEPTABLE, OR OTHER METHOD OF POSITIONING TENDONS IN BEAMS, MAXIMUM SPACING 54" O.C. BAR CAN BE •� • : : I I 3 ' • f : •.. ti. ".4 ~ • • f EXTENDED TO SUPPORT SLAB TENDONS AS SHOWN ABOVE. �• •'1 I '' I I " +' :,� .:.: .• • DRAPED STRAND ' ••� '''.:: •• I I I �• + "+,♦ f', • •r • (IF REQ'D.) -�� NOTE: .:'I • .r'rs Z w +•• '� •••. '•� NOTE: AFTER REMOVING JACK FROM TENDON TAIL, PLACE MARKING DEVICE ;,�•: '. : �': •• > •"•� :; ;' ' I I o ', �,r�r '' +: AT INTERIOR BEAM INTERSECTIONS, SLAB TENDONS THAT ARE DIRECTLY AGAINST THE CONCRETE SURFACE, MEASURE DISTANCE FROM THE NOTE: • f ." ; •,: • y: _ '�' " POSITIONED OVER BOTH BEAMS CAN BE SUPPORTED BY REINFORCING MARKING DEVICE TO THE REFERENCE MARK TO THE NEAREST 1 /8 SLAB TENDONS THAT ARE DIRECTLY POSITIONED OVER A GRADE BEAM ANY ;� '.• 1 r I f • •' •''•+ ,��• I I •+' I • ' t ' BARS, USUALLY #4 X 48 , THAT CROSS THE BEAM INTERSECTION AT RECORD THIS VALUE ON STRESSING RECORD FORM UNDER COLUMN DIRECTLY BE TIED TO TENDONS RUNNING IN THE OPPOSITE DIRECTION OR .' w a:: .; '•'!' y :r" °•' •' DIAGONALS OR OTHER METHOD OF SUPPORT TO AVOID EXCESSIVE VERTICAL "MEASURED ELONGATION". THIS MEASURED ELONGATION SHOULD COMPARE THEY MAY BE SUPPORTED BY S-HOOKS OR MILD REINFORCEMENT. DEFLECTION OF THE TENDONS. THESE REBARS ARE SUPPORTED WITH WITH THE CALCULATED ELONGATION WITHIN A PERCENTAGE AS INDICATED WHERE TENDONS CROSS PERPENDICULAR BEAMS, CHAIRS SHOULD BE PLACED CHAIRS PLACED ON THE SUB -GRADE AS SHOWN ABOVE. ON "PTN" SHEET. WITHIN 6" OF EACH SIDE OF THE BEAM AS SHOWN ABOVE. #3 AT 54" O.C. (*) BEAM STRAND TO MAINTAIN DRAPE _ TRANSVERSE SECTION END SECTION INTERIOR SECTION 9 TENDON SUPPORT @ BEAMS INTERSECTION 5 MEASURING TENDON ELONGATION 2 SLAB TENDONS CROSSING BEAM SECTION (*) _ #3 REBAR, PLASTIC STAKE OR OTHER ACCEPTABLE METHOD OF POSITIONING TENDONS IN BEAMS (RIBS), MAX. SPACING 54" O.C. BAR CAN BE EXTENDED TO SUPPORT SLAB TENDONS (AS SHOWN). #PT052: 01/2020 #Pr049. 01/2020 #PT047: 01/2020 NOTES: SAW CUT ANCHOR INSTALLATION SHEATHING CUT BACK BEHIND 1. GROUT COVER TO TENDON TAIL MAY 1 ANCHOR (CARE SHOULD BE TAKEN BE 1/8" PROVIDED THAT TENDON STRESSING -END STRESSING -END STRESSING -END REFER TO FOUNDATION DRAWINGS 6'-O" f CROSS SECTION - LONGITUDINAL TO ENSURE SHEATHING DOES NOT -_ PROTRUDE INTO THE ANCHOR ) TAIL IS COVERED WITH A PROTECTION _ -:• :, - - STRESSING -END CAP THAT WILL RESULT IN A MIN. 1" N Lj 4 r• ANCHOR ANCHOR ANCHOR ANCHOR --- DISTANCE FROM ANCHOR TO LOW -POINT OF TENDON DRAPE - _ _ ti COVER FROM FACE OF CONCRETE TO z >o �. • 1 END OF EXPOSED STRAND AND �, `.ry PLASTIC '� WOOD WOOD WOOD __________________ - - - - - - - - - - - - - - - - WOOD FORM PROVIDED THAT CONTRACTOR CAN SHEATHING ENSURE INTEGRITY OF GROUT. 1/8" FORM FORM FORM I • /�---------------- 2. FILL ANCHORAGE POCKETS SOLID I � - WITH GROUT FREE OF CHLORIDE WITH MAX. W/C = 0.45. �• •. • .r STRAND BEAM STRAND BEAM DEPTH H WATERTIGHT y:.�. f•� CAP WEDGES POCKET POCKET POCKET z EQ. EQ. I 1" MAX.%'• • �: :� * = FORMER FORMER FORMER W > 3»MIN. CORRECT INCORRECT INCORRECT ---------------------------------- oC-) I COVER I 1-3 4" MIN. TYPI AL 1-1/2" MIN. FIXED -END (DEAD-END) NOTES: _ STRESSING —END 1. MIN. GROUT COVER TO TENDON TAIL ft� N ANCHOR FROM FINISHED CONCRETE EDGE 4" 3/4" MIN. I BEAM WIDTH 3 BAR AT � PROFILE OF BEAM �� BEAM EXCAVATION � � � 1 PLASTIC SHALL BE APPROXIMATELY 1'. z o WOOD FORM TO 12" 54 O.C. (*) TENDON WHERE SUPPORT STAKES AT 54" O.C. A REQUIRED. (MAX. FOR 1/2"0 STRAND TO NOTE: 2. FILL ANCHORAGE POCKETS SOLID j-I' SHEATHING WITH GROUT FREE OF CHLORIDE -- WITH MAX. W/C = 0.45. 1" � 1 EXPOSED STRAND4. PLASTIC MIN. SHEATHING MAINTAIN DRAPE.) REMOVE SHEATHING FROM END OF THE STRAND AT STRESSING ANCHOR TO ENABLE THE STRAND TO BE PLACED THROUGH THE ANCHOR AND - TOTAL DRAPE OF TENDON TO BE �:'.; POCKET FORMER ASSEMBLY. IT IS RECOMMENDED THAT A MAXIMUM 1" STRAND ACHIEVED WITHIN A HORIZONTAL DISTANCE FROM THE ANCHORAGE OF BARE STRAND BE EXPOSED BEHIND THE ANCHOR AS SHOWN ABOVE.'rti' , •% BURN OFF STRAND 1 /2" '' ••''+ • -,' STRAND REFER TO DETAIL FOR INFORMATION 2 NOT TO EXCEED TWO TIMES TENDON INSTALLATION AT STRESSING -END �� • ... f •� WEDGES FROM FACE OF ANCHOR _ +'+; : ;� , •••%'• BACK-UP BAR NOT SHOWN PT1 THE BEAM DEPTH. FLAME CUT 20d NAIL FIXED -END ANCHOR WHERE OCCURS MIN. WEDGES - 12 DRAPED BEAM TENDONS AT STRESSING -END OR FIXED -END ANCHORS POCKET 6 TENDON FINISHING STRESSING -END (LIVE END) FORMER 16" (12" MIN.) P1" MAX. 16 12 MIN. REUSABLE PLASTIC 2" 12" SLAB EDGE POCKET FORMER CUT PLASTIC HERE 1 5 8" / SEE NOTE 1 5/8» 3" WOOD /_ 11 PLASTIC FORM STRAND SHEATHING - - -� ! - - - - -- / ! ,,%,/, /,�/' O,'/10, I ���� ,1� I / ' 12"x12" i / '•'/'/'a BLOCKOUT N ` i I! /, BOX i / II '•!,//'��/',4 r, /,, / / . / / /i r Z - BACK-UP BAR . /i 45°/i/� '� �===== ' I ,�,'/'///�/�/��` L WHERE OCCURS LIVE ANCHOR #3x24» I- _f /1�ii�� WOOD -END NOTES: THIN (RIBBED) SLAB: DIAGONAL BAR AT UN -SLEEVED 113 MIN. FORM 1. TENDT ANCHORING SYSTEM SHALL BE MANUFACTURED BY PRECISION SURE- 3° CENTER BAR AT 3" 2" FEACHTCORNERSLA�B _ LOCK R PER ICC ESR-2381, AND LARR RR-24938 OR APPROVED EQUAL. SIDE O EACH SIDE OF PIPE. MIN. PLACE BAR AT MID -DEPTH OF SLAB. 2 0 MIN. :_ o= 90° GROMMET SPLIT -GROMMET 45° GROMMET 2. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH SECTION SLAB PENETRATION IN HATCHED AREAmAT MUST BE PROTECTED CENTER (1)- 5X3O" BAR 3" FROM OP AND Ld THIN RIBBED SLAB: ' �a CENTER #4 BAR AT z� EACH SIDE OF BLOCKOUT. �`" SECTION 1704 & 1705 OF CBC IS REQUIRED. SPECIAL INSPECTOR'S DUTIES INCLUDE CONCRETE MIX VERIFICATION, POST -TENSION STEEL AND ANCHORAGE GRADE AND CONDITION VERIFICATION, BY SCHEDULE 40 3" FROM BOTTOM PLACE BAR AT 2 1/4" 1 1/2" POST -TENSION STEEL PLACEMENT, SUPPORT AND CLEARANCE OBSERVATION, STEEL PIPE SLEEVE. TENDON PER PLAN. OF SLAB AT EACH SWEEP TENDON IF--ISIDE MID -DEPTH OF SLAB. z oz MAT (UTF� SLAB: 12" 12" BEAM EXCAVATION ANCHORAGE AND SPLICE LOCATION, SIZE AND PLACEMENT OBSERVATION, OF PIPE. REQ'D. TO AVOID 00 ( ) z� C3NTROtv11T0#5 BAR EXTEND BAR NOTE: PREPARATION OF TEST SAMPLES, CONCRETE STRENGTH BEFORE POST -TENSIONING PIPE. w� M T PP AND GREASING OF GROMMET NIPPLE WHICH VERIFICATION, CALIBRATION OF STRESSING RAM VERIFICATION, POST -TENSIONING BEYOND BLOCKOUT 7 �� 3" FROM BOTTOM EACH SIDE TYP. N NOTE: COMES IN CONTACT WITH THE WEDGE o STEEL TENSIONING OBSERVATION, AND POST -TENSIONING TECHNIQUES VERIFICATION. TENDON PER PLAN. w OF SLAB AT EACH w SIDE OF BLOCKOUT. Nz IF MORE STRAND IS VISIBLE, INSUFFICIENT ELONGATION AND OTHER OPENING IS HIGHLY RECOMMENDED. 3. WHERE RECOMMENDED BY ANCHORING MANUFACTURER AND/OR TENDON INSTALLER: SWEEP TENDON IF PLAN VIEW REQ'D. TO AVOID DETAIL APPLIES FOR PIPE. EITHER END OF TENDON PROBLEMS CAN OCCUR DURING STRESSING. A SPLIT PLASTIC TUBE, A PROTECTION SLEEVE, TAPE OR A PIECE OF SHEATHING THAT WAS REMOVED FROM THE STRESSING TAIL CAN BE USED TO COVER ANY A 0 A MINIMUM REINFORCEMENT OF TWO N0. 4 BARS, ASTM A615, GRADE 40 OR GREATER, ARE PLACED HORIZONTALLY IN THE CONCRETE AT A MAXIMUM DISTANCE OF 1 " ON THE CABLE SIDE OF THE BEARING PLATE. ONE BAR SHALL EXPOSED STRAND AS SHOWN ABOVE. BE PLACED ABOVE AND ONE BELOW THE CABLE. (HAIRPIN MAY BE USED TO REPLACE TOP AND BOTTOM BARS REQUIREMENT.) 18„ (RETURNS) SLEEVE STEEL PIPE AT UN -SLEEVED PIPE WITH BAR AT SWEEP TENDON TO AVOID COMPLETED STRESSING -END INSTALLATION o SLAB PENETRATION NEAR ANCHOR SLAB PENETRATION NEAR ANCHOR SLAB PENETRATION NEAR ANCHOR 4 HAIRPIN \ - 13 PIPE AND PLUMBING BLOCKOUT PENETRATIONS NEAR TENDON 10 TENDON INSTALLATION AT STRESSING -END 7 MONOSTRAND ANCHOR 3 TYPICAL DEAD (FIX) AND STRESSING ENDS #Pf050A 01/2020 PT053. 01/2020 #Pf055: 01/2020 PT043. 01/2020 PT3-IBC-THIN rI� L fts �o N �O N �a �•r F E3ON kh z"w o .6 � W A O W Z • •0-4 ^I � FW� �cz O z�x 0 N ATTEST TO STRUCTURAL QROF ESS I McC44 �. z� N C 4 Ezp. - 0 k sl9l Clv i\- E OF- CAQ DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N VIIIIIIIIII CIS U a tn a N Z M IZ W a U O .., W n n •• �I N N W VJ1 W N Why o � � a 0 M O � z� V o' � A ' y a N ' d A I OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET PT3 T O N 0 0 LL O Q H W 0) H w H Q IL W C z 0 J m CAD FILE: 220030 PT3 ALTERNATE #1: 2 ALTERNATE #2: 2 TIGHT TO PLATE(S) CONDITION BLOCKING ON EDGE FLAT BLOCKING _-_- CORNER SINGLE OR DOUBLE ADJOINING A In u u u u II a n u l l I I I I I I I I I I TOP PLATES WITH u u u u u u n u__=MAX. 32" l I I I I ".O.C. I I I I I I I I I I I I ••r r l i ---- (PROGRESSIVE) ! (.- . ' TO HDR. PLACED 1' MPS' qX s, TIGHT TO PLATE(S) 2X4 BLK'G. WITH i°� ,_ 4 • { •� ' 48" MAX. \ \ / (2 ADJOINING END TRUSS MULTI -POINT BEARING ' INTERIOR BEARING TRUSS PER MANUF. 1 �, SHEAR I OMIT SHEAR MATERIAL ABOVE �1 / REQ'D. WALL (SEE PLAN) SPECS. (SEE PLAN) 30" X-SECTION - --A- I,�_J_.-- HDR. WHERE HDR. IS TIGHT -- -- - 1. TO PLATES (NO TOP CRIPPLES) ®® EXTERIOR WALL - SEE _ PLAN FOR DETAILING, TYP. I POCKET BEAM DBL C.J. AT OPENING TYP. o o - o o ADJOINING CONDITION MIN. 2X4 STRONG -BACK AT MAX. 48" O.C. (ATTIC ACCESS CONDITION I]�il (2)-2X KING -STUD AT PLAN A2-CAR GAR. DOOR HDR. WITH (2)-16d END NAILS TO ADJACENT TRUSS-- �T-- - -s� (1)-2X KING -STUD AT Ii------- 7------------ 1- �- T- 1-CAR GAR. DOOR HDR. I ale_ �` ,• I .' � � 2X PRESSURE BLK'G. W 3 -16d 1/2"f SHEAR MATERIAL -I --------- ----- NOTES: i'r ,• •: ` FACE -NAILING TO TOP PLATES TYP. ; IM- DRAWINGSAX. 32" _____-• --------------- P1� -- --- - �; ; �._, Ij• ___< ABOVE HDR. (MATCH i , 1. REFER TO TRUSS CALCULATIONS AND " ;'�r �I ADJACENT PANEL (OR BEAM) AND (2)-16d TOE- , -_-_- 1311 �' FOR EXACT LOCATION OF i rCONT. �`,- 4 �. 1 ��._.r CONT. L-4 0 MIN. TYP. NAILING AT EACH END TO TRUSS ,n r:=-� 'r • y= - B.C. i ` B.C. _ ,, OVER SPAN SHEATHING (i.e. TRUSSES 1 HDR. �. �� ,�• ,� ,: i HDR. I I I -' SPACED MORE THAN 24" O.C.) 1- TOP PLATES (OR BEAM) 1 2X4 C.J. BEWTEEN ADJACENT TRUSSES WITH 2. ROOF SHT'G. LADDER BLK'G. MAY BE t / ST6224 AT EACH POST (2)-16d TOE -NAILING TO STRONG -BACKS OMITTED IF 32/16 PANEL INDEX SHT'G. CS16 X 36" OVER SHEAR MATERIAL IS USED. w 1 / MIN. 2X STUD WALL AT 16" O.C. \ 2X BLK'G 3. MAY BE ALSO USED WHERE OVER SPANNED OVER SHEAR 1 / • CEILING HEAD -OUT - SEE PLAN FOR DECREASED SPACING W 3 -16d TRUSS BAYS OCCUR (i.e. TRUSSES SHIFTED MIN. 4X /() TO ACCOMMODATE M.E.P., ETC.) W/SHEARTE N. RIMMER OR ANY ADDITIONAL REQUIREMENTS. °� °� 13 TRUSS TO INTERMEDIATE BEARING WALL 9 LADDER FRAMING AT OVER -SPAN SHEATHING'S CORNER CONDITION #S690B(2013): 12/2014 #se91(2019): 12/2019 SHEAR MATERIAL ---=_`__�' =z``- TOP PLATE(S) 2X LEDGER (OR BLK'G. SEE H3 AT 48" O.C. SLOT- SHEAR INSIDE SHEAR INSIDE: ALT. ABOVE HDR. (MATCH - WITH ADJACENT PANEL) , 16d AT 6" O.C. ) PLAN CUT SHEAR MATERIAL ° WHERE OCCURS.) ALT. 4X POST W/„ E.N. (ALT. H2.5A) E.N. (MIN. 2 ROOF SHT'G. -�ti'L�- DEEPER THAN 1 2X BLK'G. INTERSECTING 1 2X SOLE PLATE LS50 OR I i WALL) 1 (PER CONDITION) LS90 PER STUB TRUSSES OR TRUSS 1 FLOOR SHT'G. WHERE CHART JACKS (MANUF. TO HOLD I OCCURS ` i°�E.N. BACK BOTTOM CHORD _ _ 9L_I�__ 1-1/2" FOR 2X LEDGER). f� 4X POST El SEE IT IS ACCCEPTABLE TO EA I I W/E.N. AND PLAN E.N. -------- SEE ELIMINATE LEDGER AND I -- �; I HOEDOWN USE HANGER PER CHART I iI I PER PLAN PLAN AT BEAM OR RIM ONLY. I I 2X BLK'G. I 1 W/E'N' I 1 4X POST W/ (*) NO. OF1 LS50 NO. OF LS90 1 (2) (1) 2 (3) (2) 3 (5) (3) 4 (6) (4) 5 (8) (5) 6 (9) (6) 7 (10) (7) 8 (12) (8) E.N. (MIN. 2" NOTE: _ I I BEAM I I - ti��- DEEPER THAN 1). WHEN APPLI CONT. 2X LEDGER 1 I PER PLAN i I i INTERSECTING MAX. 1/2" PER CHART BELOW I -i i WALL SHT'G., USE -----E-N----1 1�----l_�� ifs I ) (MIN.) COMM TRUSS SPAN (L) HANGER LEDGER LEDGER TO RIM/BM. (STAGG.) LEDGER TO WALL (PER STUD) L =< 8 ft. LUS24 2X4(*) 16d AT 4" O.C. (3)-16d 8 ft. <L=< 14 ft. LUS26 2X4 16d AT 3" O.C. (2) SDS 1/4" X 3" 14 ft. <L=< 20 ft. MUS26 2X6 SIDS 1/4" X 3" AT 4" O.C. (3) SIDS 1/4" X 3" 20 ft. <L=< 45 ft. HUS26 NOT ALLOWED L > 45 ft. SEE PLAN FOOTNOTE: (*) USE 2X BLK'G. AT ALTERNATING TRUSS BAYS W/(6)-16d TO BEAM OR RIM. PROVIDE (3)-16d END -NAILS PER EACH TRUSS JACK TO BLK'G. 14 TRUSS AT LOW- ROOF TO WALL AND/OR BM. IN -LINE CONDITION ' DBL TOP PLATES OR PLAN A BEAM BELOW ® ®' BEAMS OR JOISTS PER PLAN (STRAP MAY BE ST6224(*) PLACED ON SIDE, EXCEPT (ALT. 2-CS16 X 24) AT I -JOIST CONDITION)' ADJACENT CONDITION' I DBL TOP PLATES OR PLAN VIE�N BEAM BELOW ADJACENT BEAMS OR JOISTS PER PLAN ST6224(*) (NOT ALLOWED AT (ALT. 2-CS16 X 24") I -JOIST CONDITION)' OFFSET CONDITION 3 DBL TOP PLATES OR BEAM BELOW (FLUSH PLAN VIE1N BEAM SIMILAR) VARIES OFFSET BEAMS OR (O" TO 10") JOISTS PER PLAN' �.� r MIN. 4X SCAB, L=30"(*) ST6224(*) ALIGNED WITH DRAG STRUT (ALT. 2-CS16 X 24) (BM. E (4)DLTP4(*)OR TAT SCABEYB TO OFFSET BM./JST. IN-LINE/FLUSH COND.3 FLUSH BEAM WITH PLAN VI�N HNGRS. PER PLAN' ® ®' BEAMS OR JOISTS PER PLAN ST6224(*) (ALT. 2-CS16 X 24") (*) 2E (SIMPSON) OFFSET CONDITION SCAB LENGTH NO. OF LTP4 1 ST6236 42" (6) 2 MST48 54" (8) 3 CS16 X 30" 24" (3) NOTES: 1 . PROVIDE FLOOR EDGE NAILING ALONG ENTIRE LENGTH OF DRAG MEMBERS. 2: CENTER STRAP AT WALL WHERE JOISTS ARE CONNECTING TOGETHER. 3). VERIFY EXISTING CONDITION AND PICK THE APPROPRIATE DETAIL. 4). IF STRAP IS INSTALLED OVER MIN. 23/32" THICK FLOOR SHT'G., IT IS ALLOWABLE TO "DAP" OR "ROUTER" 1/8" OF SHT'G. TO FLUSH OUT STRAP. 5). USE FASTENERS (NAILS) PER MANUF. SPECS. 15 I BEAM AND/OR JOIST DRAG TIES #S031(2019): 12/2019 ALT. 4X POST L=4'-0" MIN. �. '•,�' ___-- , 1�-: _-/ NOTE (PORTAL FRAME): W E.N. / - ==_-- - - Is � - � •1 CONT. HEADER IS USED TO REDUCE THE EFFECTIVE H/W ASPECT RATIO" 2 (SEE PLAN) OF SHEAR PANEL. d ILLJ LS50 OR I �" - t. >� LS90 PER l��- CONT. HDR. PER PLAN CHART LijSHEAR ST6224 OVER Y ,' MATERIAL 1 I MIN. 4X FULL HEIGHT E.N. 0 0 1 POST W/E.N. AND 4X POST O SEE 1 (2)-LTP4 TO HDR. W/E.N. AND PLAN _ = PLYWD. E.N. AT HOEDOWN SEEP EE _ = 2" O.C. STAGGERED - SHEAR MATERIAL PER PLAN PLAN i� ao (1/2" FROM TOP PER PLAN Q Q AND BOTTOM HDR.) 1 4X POST / 1 W/E.N. LS50 OR -�- SEE PLAN ED OVER LS90 PER " I ( ) THICK I I 8d x 2° CHART I I ON NAILS. E.N. E.N.4 I NO CLIPS REQ'D. II O E.N. 4X POST E.N. W/E.N. AND SEE HOLDOWN SEE PLAN PER PLAN PLAN SEE N SEE PLAN PLAN �/� SHEAR OUTSIDE SHEAR OUTSIDE: ALT. 10 COMMON HOLDOWN AT ADJACENT WALLS H3 AT 48" O.C. I STUD WALL (ALT. H2.5A) ROOF SHT'G. 2X BLK'G. OPPOSITE SIDE SHEAR RAFTER, LEDGER OR TRUSS TOP CHORD W/16d AT 6" O.C. TO BLK'G. SEE PLAN (WHERE OCCURS) H3 AT 48" O.C. (SLOT - CUT SHEAR MATERIAL APPLY SHEAR PANEL E.N. TO LEDGER AS SHOWN WHERE OCCURS.) 1 (ALT. H2.5A) I' � �� rl IE.N. I I F -'� � ROOF SHT'G. IE.N. I SAME SIDE SHE I 3-16dPER EACH STUD RAFTER, LEDGER OR TRUSS _ L____� AL _ L____ TOP CHORD W/16d AT I 6" O.C. TO BLK'G. SEE PLAN (WHERE OCCURS) 11 RADFTER/LEDGER/TRUSS ADJACENT TO WALL 19); 12/2019 SIMPSON CS-16 2X FAT. STUDS 2X FLAT BLK'G. W/PLYWOOD W/8d NAILS PER PLAN OR STUCCO OR OTHER SHEAR MATERIAL EDGE NAILING PER CONDITION. FILL EVERY FILL EVERY OTHER NAIL HOLE NAIL HOLE TOP PLATES, RIM/BM. PER OR E.N. PER CONDITION CONDITION 16" f (MIN. 2-BAYS (32"f) (* INSTALL STRAP PER THE FOLLOWING CONDITIONS: 1. DBL. TOP PLATES (APPLY TO UPPER PLATE), OR 2. BEAM/RIM (APPLY AT ANY LOCATION), OR 3. DBL. WINDOW SILL (APPLY TO LOWER SILL) (*) AT WALL BLK'G. 1 3-BAYS (48"f) 2 4-BAYS (64"f) 3 5-BAYS (80"f) 12 STRAP AT LOW- PLATE TO FULL HT. WALL #S038: 08/2013 `� Co / }-- - MIN. 2X STUDS AT MAX. -co II r- II MIN. 4X TRIMMER 1 16" O.C. (U.N.O.) W/SHEAR E.N. 1� / MIN. 2X P.T.D.F. SILL PLT. CD W/A.B. & WASHER PER PLAN o / °o oITt 1 / 12 � PLAN IEW :� ., HOLDOWNS PER PLAN FIN. CURB E.N. - CONC. CURB PER PLAN FL MIN. V-101/" AT 7' HIGH DOOR MIN. 2'-2" AT 8' HIGH DOOR 6 GSARAGE SHEAR PANEL (PORTAL) (2019): 12/2019 EQUAL EQUAL FLUSH BEAM TOP OR JOIST PLATES PER PLAN DROP BEAM PER PLAN ST6224(*) (ALT. 2-CS16*X 24") TRIMMER OR POST PER PLAN, TYP. (*) 2 (SIMPSON) OFFSET CONDITION 2X NAILER LENGTH NO. OF NAILS 1 ST6236 36" (13) 2 MST48 48" (18) 3 MST60 60" (23) 4 CS16 X 30" 36" (13) RAISED BEAM PER PLAN OFFSET a CROSS -SECTIONS DROP FLUSH RAISED STRAP TYR NOTES: 1). STRAP MAY BE INSTALLED AT SIDE OF TOP » PLATES AND BEAM. MIN. 2X NAILER, L=24 (*) 2 - USE FASTENERS (NAILS) PER MANUF. SPECS. W/(2)-ROWS 16d AT 4 O.C. 3�. OFFSET CONDITION NOT ALLOWED AT I -JOISTS. (STAGG.), MIN. (9)* NAILS, TYP. 7 DROP/FLUSH BEAM DRAG TIE 19 EQUAL EQUAL TOP PLATES PARAPET WALL TO BE INTEGRATED INTO THE ROOF TRUSS DESIGN PER MANUFACTURER 2X HORIZ. BLK'G. W/16d AT 4" O.C. SIMP. CS16 AT 24" O.C. ALTERNATE W/TRUSS PANEL BLOCKING TOP PLATES-� E. N .1 I SEE 1 PLAN I GABLE END TRUSS TO EXTERIOR WALL' COMMON TRUSS ' FLAT OUTLOOKS: 2X4 AT 24 O.C. (OR 2X6 AT 32 O.C.) TRUSS W/NAILS TO TAKE BACK TO 2nd TRUSS PLATES PER DETAIL 18" MAX. ROOF SHEATHING 2/SN4, ITEM #19 PREFAB BLK'G. PANEL BY TRUSS E.N. MANUF. TO BE DESIGNED FOR ROOF SHEATHING MIN. 180 plf LATERAL LOAD (2)-16d AT EACH WHEN ROOF TRUSS END OF LOOKOUT EXHIBITS A NET UPLIFT ROOF SHT'G. REACTION PER MANUF. TRUSS MANUF. TO ACCOUNT DESIGN CALCULATIONS, �' E.N. FOR NOTCHED TOP CHORD (ALT. LOCATION) PROVIDE UPLIFT ANCHOR N. TRUSS MANUF. TO DESIGN AT 48"ROC (*0) PER CHART #2 BELOW II E.N. --_ GABLE END TRUSS TO RESIST, _ 2x BLOCKING W/ SHEAR LOAD INDICATED ON I �� r A35 AT 48" O.C.(*) � PLANS (MIN. 1500 lb) I E.N. i ;' /I 1 �`�� (1/4"f GAP ALLOWED) I - TRUSS PANEL BLK'G. '-I- �� LTP4/A35 MAY BE USE LS50 WHERE SEE LTP4 AT 48" O.C. * 1 \ �' E.N. I OMITTED WHERE SHEAR " PER TRUSS () I � 1/4 < GAP < 1 DI E.N. _I ,MATERIAL IS LAPPED f3 PLAN MANUFACTURER TOP PLATES (OR BEAM) 1 �` I OVER BOTTOM CHORD. 2X BLK'G. W SEE _ PROVIDE 16d TOENAILED / PLAN ALT. 1 AT 8" O.C. FOR NON- 16d AT 4" O.C. SHEAR SEGMENTS, U.N.O. 16d AT 4" O.C. GABLE END TRUSS AT NON -SHEAR 'POP -OUT' WALL' TOP PLATES - E.N. ' 1 � STUD WALL - CONT. 2x BLK'G. W/-- 16d AT 8" O.C.(*) TO TRUSS MANUF. TO DESIGN TOP PLATES. (BLK'G. -- , GABLE END TRUSS TO RESIST MUST OVERLAP WALL SHEAR LOAD INDICATED ON AT LEAST 1-3/4") �,� ; ALT• 1 ALTERNATE W/0 TRUSS PANEL BLOCKING PLANS (MIN. 1500 Ib) -- -- \, 2x BLOCKING W/A35 16d AT 8" O.C.(*) AT I 9LI-1 TO VERTICAL BLOCK. TRUSS TO BLOCKING I '� E.N. I ; (1/4"f GAP ALLOWED) E.N. I I I USE LS50 WHERE -� -- - WHEN BLK'G. OVERLAPS 1 /4" < GAP < 1 " TOP PLATES "INTERIOR" SHEAR WALL WALL LESS THAN 1-3/4" SI PARAPET WALL TO I SEE �I USE A35 AT 48" O.C.) _ PI BE INTEGRATED I ROOF SHT'G. "POP -OUT" NON -SHEAR WALL PLAN 1 (ALT. LS50) INTO THE ROOF 1 �' E. �� TRUSS DESIGN PER 2x MANUFACTURER I E.N.--------- ' I A35 E.N. SHEAR TRUSS PARALLEL TO INTERIOR WALL' I (� 2X HORIZ. BLK'G. I i PER W/16d AT 4" O.C. I DE I I TRUSS MANUF. TO DESIGN 2X BLK'G. W/ NAILING AR TRUSS TO RESIST 16d AT 8" O.C.(*) / SHEAR LOAD INDICATED ON E.N. FROM TRUSS B.C. AND , �7 r I (M PLANS (MIN. 1500 lb ) �_ _ �_1 TO TOP PLATES. i i i - i'J I Al NOTE: OFFSET TRUSS (BLK'G. MUST OVERLAP '� EAC 16d AT 4" O.C. ALT_ 1 FROM WALL TO ALLOW WALL AT LEAST 1-3 4 SIMP. CS16 / ) I AT 24" O.C. FOR UNIFORM DEFLECTION ------------------ --J'�-_� E.N. 2X HORIZ. BLK'G. -90- ALT, 2 A, W/16d AT 4 O.C. WHEN BLK'G. PLATES (ALT. LTP4) E.N. o TOP PLATES - OVERLAPS WALL �, A35 AT 48" O.C.(*) LESS THAN 1-3/4" I I (1 /4" f GAP ALLOWED) I C\ USE A35 AT 48 ALT. 2 USE LS50 WHERE ®®®®__________ SEEN , O.C.(*) (ALT. LS50) PLAN o STUD WALL 1/4" < GAP < 1". I E.N. ; _rIL I (NAIL AFTER ROOF 1 ' CANTILEVER TRUSS' IS LOADED) I PROVIDE DOUBLE - - 2X TOP PLATES , AT SHEAR WALL / ALT. 3 SEE I LOCATIONS) I I 2x BLOCKING W/ 4 PERP. TRUSSES TO WALL WITH PARAPET / , u T. ALT 1 ---- I TOP PLATES (OR BEAM) H1 AT 48" 0.1 HEEL/STUB TRUSS] PLATED STUD WALL (W/PARAPET) TOP PLATES PLYWOOD ROOF SHT'G. REFER TO DETAIL 14/SD2 PARAPET WALL W/ FOR ALTERNATE BRACING ILO 2X6 STUDS AT 16" TRUSS PANEL BLOCKING TRUSS PANEL BLK'G. AT 48" O.C. W/ROOF E.N. --�-� -�-� E.N._ ., SIMP. H2.5A AT 48" �2X HORIZ. BLK'G. W (2)-10d AT=............J I 16d AT 4" O.C. TOP & BOTT. ::::: �\ TRUSS MANUF. TO TRUSS PER- MANUF. DESIGN TRUSS TO �� �'�\ RESIST SHEAR LOAD INDICATED ON PLAN (MIN. 2500 Ibs ). SIMP. H6 AT 48" O.C. 2X BLK'G. W/16d AT 4" O.C. ' 1 PLAN iI ; A35 AT 48" 0 / E.N. '� (ALT. LTP4) 11 ; LTP4 AT 48" O.C.(*) I L1 1 2X BLK'G. W/E.N. AND IN -LIEU OF TRUSS _ I� TRUSS W/NAIL ' 16d AT 8" O.C.(*) BOTT. CHORD NAILS PLATES PER D ' (NAIL AFTER ROOF 2/SN4, ITEM ALT. 4 IS LOADED) 2X BLOCKING ______- 16d TOENAILS IN. - � - - - O.C. AT 8" O.C. O.C. / S =SIMP. MSTA18 AT 32 O.C. E.N. AT ADJ. TRUSS BLK'G. STUD WALL W/ DBL. & WALL TOP PLATE 1 2X TOP PLATES BALLOON FRAMED STUD WALL (PARAPET) TOP PLATES 1 -------- ----------------- :®....._..®: PLYWOOD ROOF SHT'G. 1 . . . . . . . . . . . . . . . . . . . . . . . . . . MIN. (8)-16d AT _ REFER TO DETAIL 14/SD2PARAPET WALL W/ MIN. FOR ALTERNATE BRACING ILO I 2X6 STUDS AT 16" O.C. EACH STUD T0� ST6224(*) -- TRUSS PANEL BLOCKING I BEAM. PROVIDE (ALT. 2-CS16x24") SIMP. H2.5A AT 48" O.C. PLYWOOD SHIM STRAP MAY BE INSTALLED TRUSS PANEL BLK'G. AT 48" O.C. _�_ WHERE REQ'D. TO ABOVE TOP PLATES W ROOF E.N. W/ROOF BLK'G. W/16D AT MATCH BEAM AND FLUSH/RAISED BEAM L - - E.N. -� -� - - - - - �' I AT 4" O.C. WITH STRAP AT PLATES POST WIDTHS POST OR MULTI- TT - - rt T r - _1 - STUD PER PLAN (2)-10d AT -� E.N. FULL HT. STUD TOP & BOTT. I TRUSS MANUF. TO AT EA. SIDE W/ (2)-LTP4 AT EACH 16d AT 12" O.C. I DESIGN TRUSS TO (STAGGERED) BLK G. TO PLATES TRUSS PER I RESIST SHEAR LOAD DROP BEAM WITH STRAP AT PLATES MANUF. I INDICATED ON PLANS 1 (MIN. 2500 Ibs ). SIMP. H2.5A AT 48" O.C. STRAP' STRAP ' AT BELOW PLATES PLATES 1 ST6236 MST48 2 MST48 MST60 3 MST60 MST72 _ I I 2X BL'G. AT NON -SHEAR 0 0 0 0 0 0 0 0 -- 2x BLK'G. SHALL -- -r'--- I E.N. BE WIDE ENOUGH MST48(*) 4X BLK'G. AT SHEAR 1 TO FACILITATE W/16D AT 2"O.C. I< SEE PLAN, INSTALL INSTALLATION OF STAGGERED AT TRUSS B.C. 1 �I TO WALL TOP PLATES STRAP. FLUSH/RAISED BEAM 1 WITH STRAP BELOW PLATES PREFAB BLK'G. PANEL BY TRUSS BALLOON FRAMED WALL NOTES: MANUF. TO BE DESIGNED FOR I TO TOP OF PARAPET 1). USE FASTENERS (NAILS) PER MANUF. SPECS. MIN. 180 pIf LATERAL LOAD 8 PLATE TIE AT DROP/FLUSH/RAISED BEAM 5 PARALLEL TRUSSES TO WALL #S022(2019): 12/2019 (*) 4,5,7 A35, LTP4 OR LS50 SPACING 16d NAIL SPACING 1 32" O.C. 6" O.C. 2 24" O.C. 4" O.C. 3 16" O.C. 3" O.C. 4 12" O.C. 2" O.C. NOTES: 1 . ONLY ONE CONDITION REQUIRED PER WALL. CONTRACTOR TO VERIFY AND PICK THE APPROPRIATE CONDITION. 2 . REFER TO DETAIL 2/SN2 FOR DIAGONAL WIND BRACING AT EXTERIOR WALLS. 3. REFER TO DETAIL 6/SN2 FOR ARCHITECTURAL OUTLOOKER CONNECTION. 4. INSTALL A35 FRAMING ANCHORS WITH 8d (0.131"0)X1-1/2" LONG NAILS DIRECTLY TO ROUGH FRAMING. A35 MUST NOT BE APPLIED OVER PLYWOOD SHEATHING PER MANUF. SPECS. 5 . WHEN LTP4 IS APPLIED OVER MAX. 1/2" THICK SHT'G., USE 8d X 2" (MIN.) COMMON NAILS. 6 . SHEAR MATERIAL MAY BE APPLIED ONTO EITHER SIDE OF STUD WALL. 7. VALUES BASED UPON DF/SP TRUSS CHORD SPECIES. TYP. A35/ LS50 INSTALL TYP. LTP4 INSTALL 2 I SHEAR AT TRUSS TO PARALLEL WALL #So12(2019): 12/2019 SIMPSON H2.5 AT 48" O.C. ROOF SHT'G. NON -SHEAR "I BEARING/SHEA OCKING 3 W/NAILS TO S PER DETAIL 4, ITEM #19 _OCKING W/ \T 8" O.C.(*) ROOF TRUSS ITS A NET UPLIFT -ION PER MANUF. N CALCULATIONS, DE UPLIFT ANCHOR HART #2 BELOW WEDGE PER TRUSS MANUF. AT CANT. TRUSS CONDITION WHEN ROOF TRUSS EXHIBITS A NET UPLIFT REACTION PER MANUF. DESIGN CALCULATIONS, PROVIDE UPLIFT ANCHOR PER CHART #2 BELOW SHEAR ANCHORS 7 (*) A35, LTP4 OR 5 16d H1 2 CAPACITY OF LS50 SPACING SPACING SPACING PANEL BLK'G. a 1 24" O.C. 6" O.C. 24" O.C. 270 plf x v 2 PROVIDE ONE A35, LTP4 OR LS50 PER EACH 350 plf BLK'G. IN ADDITION TO ONE H1 PER EACH TRUSS UPLIFT ANCHORS cm MAX. UPLIFT (lb) REQUIRED ANCHOR 1-PLY TRUSS 2-PLY TRUSS 160 NONE NONE a 640 H1 H2.5A = U 725 H2.5A H2.5A 940 H8 H8 OR H2.5A 1200 H10A (2)-H2.5A 1290 CALL ENGINEER (2)-H2.5A HIGHER CALL ENGINEER ' PER PLAN E'N' NOTES: O ONLY ONE CONDITION REQUIRED PER WALL. CONTRACTOR TO VERIFY AND PICK THE APPROPRIATE CONDITION. - -� 2 . PROVIDE H2.5A WHERE TRUSS IS NEXT TO WALL OR WHERE HI CANNOT BE INSTALLED. 3 . PROVIDE 2x BLOCKING LAID FLAT UNDER SHEATHING WHERE EAVE VENTS OCCUR. 4 . MAX. (4)-2" DIA. VENTILATION HOLES, AS SHOWN BELOW WITH 5.25" f END DISTANCE, AT MIDDLE DEPTH OF EAVE i BLOCKING ARE ACCEPTABLE. 2X BLK'G. 5). WHEN LTP4 IS APPLIED OVER MAX. 1/2" THICK SHT'G., USE 8d x 2" (MIN.) COMMON NAILS. W 16d AT I I � � 6). REFER TO DETAIL 10/SN2 FOR ARCHITECTURAL ENHANCED TAIL CONNECTION. / 7. VALUES BASED UPON DF/SP TRUSS CHORD SPECIES. SEE VENTILATION 3,4 IF E.N. PENETRATES THROUGH PLAN ° HOLES HOLES (SHINER) PROVIDE ADDT'L. e °j° NAIL PER 1-FOR-1 BASIS O °jem °ais °s° STUD WALL CONT. 2X LEDGER ° °° ° °°{� s °°� °°° a a a q PER CHART BELOW --_ I TYP. LTP4 INSTALL TRUSS SPAN (L) LEDGER CONNECTION AT BEAM LEDGER CONNECTION AT WALL HANGER LEDGER L < 8'-0" 16d AT 4" O.C. STAGGERED (4)-16d PER STUD LUS24(*) 2X4 8' < L < 20' SDS1/4"X3-1/2" AT 6" O.C. (3)-SDS1/4"X3-1/2" PER STUD LUS26 2X6 20' < L �< 30' SDS1/4"X3-1/2" AT 4" O.C. (4)-SDS1/4"X3-1/2" PER STUD MUS26 2X8 TYP. H1 INSTALL 1. TYP. H2.5A INSTALL 1� �" •j TYP. A35/ LS50 INSTALL : ��.- FOOTNOTE: (*) USE 2X BLK'G. AT ALTERNATING TRUSS BAYS W/(6)-16d TO G.T. PROVIDE (3)-16d END -NAILS PER EACH TRUSS JACK TO BLK'G. 3 PERP. TRUSSES AT INTERIOR STEPPED CEILING 1 SHEAR/UPLIFT AT EAVE #S011(201 s): 08/2020 SD1_CBC2019 �o N �O N �a 0 E3 �•r F z"w o .6 ' W � A O W z�� • •�&� ^I FWD � � 0cz z�a O� U� N ATTEST TO STRUCTURAL n^II QROfESS�� z� N C 4 Ezp. sl9l cIV 1\ , EOFr%t_ DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N TEIIII 0 CIS U 04 � V x 00 i Ia� a N ' � > IZ Z W O M W ^ n �I N !r I�-I O N W VJ1 W N Z ~ O oAv W o > � x � a O kin M O 0 Z V O y a WF � N d A I a zz OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THESE VENT OF UNAUTHORIZED REUSE OF THESE PLANS Y A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. I" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SD1 CAD FILE: 22003O SDI 2-PLY GIRDER TRUSS TO RESIST I SHEAR LOAD I I ON PLANS (MIN. 1500 LBS.) I I II I MIN. 2X6 I I I 1). SHEAR MATERIAL MAY BE INSTALLED ON OPPOSITE SIDE OF STUD WALL. STUD WALL I 21� (MIN.) 2. ONE MAX. 24" SQ. OPENING IN ROOF SHT'G. UNDER CALIF. (OVERSTACK) PER PLAN ( BEARING FRAMING MAY BE PROVIDED FOR ATTIC ACCESS AND VENTILATION. ALL EDGES OF OPENING SHALL BE BLOCKED AND EDGE NAILED. TRUSS COMPANY SHALL DESIGN TRUSSES TO ACCOMMODATE SUCH OPENING BAY W/O ANY OBSTRUCTIONS. 19 TRUSS CONNECTION AT SHEAR WALL TIE #S535A(2013) 07/2016 TOP PLATES I i H3 AT 48" O.C. ROOF SHT'G. (ALT.: H2.5) E.N. ICII '•'W TRUSS MANUF. TO DESIGN - TRUSS TO RESIST LOAD LOAD INDICATED ON PLANS (MIN. 2500 Ibs ). HEADER PER E.N.T I STUD WALL I SEE P6 PLAN I HEADER PER PLAN I E.0 / BRACING NOT SHOWN FOR CLARITY. REFER TO DETAIL FOR SC BRACE REQUIREMENTS 16d AT 4" O.C. A35 AT 24" O.C. (ALT.: LTP4 AT EXTERIOR FACE) E.N. SHT'G. E.N. CONTINUOUS FLUSH BEAM E.N. II SIMP. LTP4 AT 24" O.C. SEE PLAN FULL HT. I SEE PLAN> 2X STUD WALL I SEE PLAN E.N. E.N. SHT'G. 13 I BALLOON FRAME (FULL HEIGHT) WALL #S016: 10/2007 12" 6'-0" MAX. 12" MAX. MAX. ELEVATION SOLID 12" DEEP BLOCKING TO MATCH WIDTH OF STUD WALL. USE (2)-A34 AT EACH END OF BLK'G. TO ABUTTING STUDS - AND/OR POST [(2)-TOP & (2)-BOTTOM, (4)-TOTAL]. MIN. DBL-STUDS OR 4X POST AT EACH END OF BLK'G. W/A34 AT TOP AND BOTTOM PLATES, U.N.O. (TYP.) EQ. EQ. TYP EQ, 4" SQ. X 7/8" THK. STEEL PLATE i W/(4)-3/8' DIA. X 4 LAG SCREWS. I FLASHING AND WATERPROOFING PER EQ. ARCHITECTURAL PLANS. ' 2-1�2" WIDE X 1/4" THK. STEEL PLATE WITH 1 2 DIA. GAL. MACHINE BOLT AT GAL. TURNBUCKLE. USE 1 /2" DIA. GAL. CLEVISE ROD END. O 14 1 /2" DIA. X-SECTION GAL. RODS 1 STUCCO OVER BLDG. PAPER 3/16" ti it 1 /2" X 1-1/2" BAR STOCK TS2X2 AT - -EXTERIOR BOUNDARIES, TYP. AS SHOWN 1-3/4" X 1-3/4" X 1 /8" STEEL ANGLE W/3/8" DIA. X 4 LAG SCREWS AT 16" O.C.. FLASHING AND WATERPROOFING PER ARCHITECTURAL PLANS. MAX. 24" WIDE GENERAL NOTES: 1. ALL STEEL SHALL BE A36, HOT -DIP GALVANIZED, TYP. 2. ALL WELDS TO BE 1/4" FILLET WELD U.N.O. 3. THIS DETAIL IS ONLYA CONCEPTUAL DWG. TO SHOW TYPICAL ATTACHMENTS. REFER TO ARCH. PLANS FOR EXACT CONFIGURATION AND TYPE. 4. PRE -DRILL HOLES AND FILL SOLID W/ SEALANT PRIOR TO ATTACHMENT. 15 SUSPENDED OVERHEAD STEEL AWNING #Sl06lA(R): 06/2012 FLUSH BEAM TOP PL BUILD UP TOP PLATES FOR PARAPET W/16D AT 8"O.C. 09OF SHT'G. 2X RAFT. W/HUS HANGERS W/�2)-16cl(Z) 5US 14x 3-1/2" PER BLOCK /o ............ . ...... ... ..: 2X4 FLAT BLK'G. TOP PLATES T-UFIELD- OR BE BUILT TRUSS BLOCKS' W/(2)-LTP4 MIN. 48" 12'-0"± (N.T.S.) (* (*) STRAP LENGTH N4 1 4'-0" 1). ALTERNATE TRUSS BLOCKING PANEL: MANUFACTURED TRUSS BLK'G. MAY BE USED IN -LIEU OF "P4" FIELD -BUILT TRUSS BLK'G. 2 6'-0" MANUF. TRUSS BLK'G. PANELS ARE TO BE DESIGNED FOR LATERAL LOAD OF 430 plf. ALTERNATE SOILD BLOCKING: 3 8'-0" SOLID 2X BLK'G. OR 1-1/4" LSL BLK'G. ARE ACCEPTABLE ALTERNATES. 2).USE FASTENERS PER MANUF. SPECS. 4 10'-0" 2 CS16 DRAG TIE: WALL TO ROOF (OVER SHT'G.) #S279D(2010): 11/2010 O PREFAB BLOCKING PANEL BY TRUSS MANUF. TO BE DESIGNED FOR MIN. 180 plf LATERAL (SHEAR) LOAD OR O BLOCKING PANEL BY FRAMER WITH MIN. PLYWOOD SHT'G. TYPE �V P4 OR 3O 2X D.F. OR 1-1/4" LSL BLK'G. PLYWOOD ROOF SHT'G. PER PLAN E.N. TOP CHORD I SIMPSON CS-16 W/8d NAILS - BOTT. CHORD INSTALLED AT CANT. TRUSS PER / I OPP SIDE OF 2X6 FLAT HARDY FRAME MANUF. W/ STEPPED I I TRUSS BLOCK PER PLAN BOTT. CHORD I 15"± N.T.S. 8'-6"± N.T.S. LTP4 (OR A35) AT EA. BLK'G. FILL EVERY FILL EVERY OTHER 2X F.HT. STUDS, NAIL HOLE NAIL HOLE PER PLAN BOTT. CHORD I -- ---� 2X OR 1-1/4" LSL RIM WT/B CHORID AND AT I 6 CS-16 DRAG TIE AT TRUSS TO STUD WALL 2X BLK'G. „w/ 16d / (1)-A35 PER TRUSS #SO38H(R): 10/2011 AT MAX. 6 O.C. 2X SOFFIT FRAMING AT FILL EVERY FILL EVERY OTHER RAISED (POCKET) BEAM / �� MAX. 16" O.C. (WHERE NAIL HOLE NAIL HOLE PER PLAN OCCURS). ALT.: TRUSS / �` STEPPED BOTT. CHORD MIN. 16" 12'-0"± N.T.S. /- E. N. E.N. SHT'G. I E.N. W/16d AT 4" O.C. I'.... 2X FRIEZE BLK'G. W/ _-_ _- I J E.N.I I ... _ _ SIMP. A35 AT 24" O.C. -� - E.N. _--_-_-_-_-_-_ -- (1/4"± GAP ALLOWED) /��-�\----/�- I I I I II P4 E.N. USE SIMP. LS50 WHERE / `� Ia PLAN I 1 ROOF SHT'G., I ::�:: """"""""' PLYWOOD ROOF SHT'G. 1 /4" < GAP < 1 ".--J i i / E.N. / .. ��i I I E.N.I E.N. SLOPE 1 4 I' �•: TRUSS PANEL BLK'G. OR i I I PER FT. MIN. I:'::':: E.N. SOLID BLK'G. W 1 - '� -F- - ---- --- I I /() 2X HORIZ. BLK'G. I FOR DRAINAGE I:::':. 2X SHAPED BLK'G. LTP4 PER BLK'G. TO BM. -------- I I W/(1)-LTP4 PER (SHEAR CAPACITY=270 plf) ( 2X STUD WALL W/ I P4 E_N. E.N.I .:: EACH BLK'G 2X4 FLAT FIELD- CS16 2 I / DBL. 2X TOP PLTS. I 2X BLK'G. W/16d�� AT 4" O.C. 1 ONT. 4X RIM PER PLAN BOTTOM FLUSH BEAM PER PLAN BALLOON FRAME WALL TO TOP OF PARAPET H2.5 48" O.C. (ALT.: H3) ROOF SHT'G. N.� _ I_I TRUSS > I_I E.N.I 16d AT 4" O.C. i 16d AT 4" O.C. SEE 6X6 BLOCKING PLAN I/' 18 TRUSISES AT BALLOON FRAMED WALL REFER TO DETAIL 2/SD1 FOR ROOF SHEATHING ALL INFORMATION NOT SHOWN E.N. I 1p CONT. ROOF SHT'G. TRUSS MANUF. TO DESIGN - UNDER CALIFORNIA GABLE END TRUSS TO RESIST (OVERSTACK) FRAMING 2 SHEAR LOAD INDICATED ON _ PLANS (MIN. 1500 Ib) (� 2X BLK'G. E.N. 16d AT 8" O.C.(*) UF. TO STUB LTP4 AT 48" O.C.(*) i E N i1�1 MAN2" 0 ALLOW TRUSS OR PLACEMENT OF GABLE TOP PLATES (OR BEAM) I 2" (MIN.) I END TRUSS SEE' BEARING PLI N I LTA ERNATE \1--------� --------� 2X HORIZ BLK'G. W/16d AT 4" O.C. SE P1 OAI I nnnl FRAME WALL OF PARAPET 1T'G. 2X RAFT. W/(3)-16d/BLK. AT PERP. CONDITION LK'G. AT 16" O.C. :RP CONDITION )OF E.N. AFT. W/ HUS HNGRS.. = DGER/RFTR. & W/(2)16d AT HORZ. BLOCKS &. (2) SIDS 1 /4"X 3-1/2" PER STUD 17 1 PARALLEL/PERP RAFTERS W/PARAPET TOP PLAT 2X HORIZ. BLK'G. W/16d AT 4" O.C. ROOF SHT'G. E.N _______ TRUSS MANUF. TO DESIGN GABLE END TRUSS TO RESIST SHEAR LOAD INDICATED ON PLANS (MIN. 1500 lb) I_I (*) LTP4 SPACING 16d NAIL SPACING 1 32" O.C. 6" O.C. 2 24" O.C. 4" O.C. 3 16" O.C. 3" O.C. 4 tl2" O.C. 2" O.C. EXTERIOR CHIMNEY INTERIOR CHIMNEY SIMPSON CS-16 SIMP. MSTA36 OR CS16X36" W/8d NAILS SIMP. CS16 OVER ROOF E•N. II E.N• AT EACH CORNER. (4-TOTAL). SHT'G.rL W/ 8d NAILS U.N.O. RAKE CONDITION I MIN. 2X4 I I WRAP AROUND RAFTER/TRUSS E. I STUDS I AND BLK'G. AT 16" O.C. I I ALIGN RAFTER/TRUSS - I• I OVER ROOF I P6 UNDER PARALLEL I SHT'G. I FIREPLACE WALLS. I I FILL EVERY LOCATE 2X BLK'G. AT I I I E.N. / MIN. 2X4 SCAB, L=2'± NAIL HOLE EDGES OF FIREPLACE I j I PAST EACH SIDE OF STACK FOR TWO TRUSS I ENTIRE AROUND I I FIREPLACE WALL W/16d BAYS U.N.O. I STACK P6 AT 6" O.C. SEE NOTE #2. E.N. I E.N. E.N. I I I j ROUND I -- E•N i ENTIRE STAC[>61 I TUDS ATI I / I / MIN. I „H„ SIMP. CS16 AT CEILING /� _ 2X4 FULL HT. S W/ 8d NAILS U.N.O. I/ i % EA. CORNER (4-TOTAL). SEE NOTE #1 BELOW. I E.N. TOP PLATES AND/OR TRUSS TOP I 2X BLK'G. UNDER EXTEND STUDS THRU- I " 2'-0"± MIN. CHORD (OR RAFT. PER COND.). PERPENDICULAR CALIF. FRAMING (VALLEY WALLS, TYP. FILL) TO BLDG. TRUSS. 2X BRACING W/ (3)-16d AT EACH I I ,- STUD TYP. PROVIDE 3/8 PLYWOOD I STRAP AT BASE OF STACK E.N. CAP AT PLATE LINE I G I 2X BLK'G. ALT. FULL HT. STUDS AT STACK AT FIREPLAC FIREPLACE STUDS TO RUN FULL "H/2" TYP ( \ HEIGHT FROM FOUNDATION (ONE I NOTES: MIN STACK STORY) OR FULL HEIGHT FROM I 1. USE 2X6 STUDS A H>=8'. 2nd FLOOR LEVEL (TWO STORY) I 2. SCAB MUST BE SAME MAX. SPACING 16" O.C. I SIZE AS TRUSS T.C. 4-16d AT = - I T/B CHORDS TRUSS SHEAR MATERIAL 2X F.HT. STUDS ABOVE BLK'G. PER PLAN PER PLAN (MIN. TYPE "P6") (*) AT WALL BLK'G. 1 3-BAYS (48"±) 2 4-BAYS (64"±) 3 5-BAYS E.N. FILL EVERY OTHER NAIL HOLE 2-BAYS 32"± 4X BLK'G. W/PLYWOOD OR STUCCO OR OTHER SHEAR MATERIAL EDGE NAILING PER CONDITION. ---------------------------------- I ---------------------------------- 4 TIE AT OFFSET PLATE HEIGHTS I EDGE CHIMNEY EAVE CONDITION I SIMP. MSTA36 OR CS16X36" E.N. I AT EACH CORNER. (4-TOTAL). TOP PLATES SHAPED 2X PRESSURE BLK'G. W / I E.N. E.N. WRAP AROUND RAFTER/TRUSS E.N. i(1)-SIMP. A35 PER EACH BLK'G. I MIN. 2X4 I I i AND BLOCKING AS NEEDED. PBERANTEGRATED PET WALL STUDS ATE TO LOCATE TRUSS AT EDGES OF I 16" 0 C I ALIGN RAFTER/TRUSS UNDER INTO THE ROOF TRUSS W/ROOF E.N. ENTIRE LENGTH. MULTI- P Y E.N. TRUSS MANUF. TO DESIGN TRUSS EN CROSS-SECTION T �� TO RESIST SHEAR LOAD INDICATED ON PLANS (MIN. 1500 lb) MULTI -PLY TRUSS TOP PLATES (OR BEAM) (NO NAILER) I I - - - - - - - - - - Lu TALIGNING E.N. ST6224(*) CROSSL SECTION �ITI- I (ALT. 2-CS16 X 24") L-I SINGLE -PLY EQUAL EQUAL TRUSS 2X NAILER, L=24"() W/ 16d AT 4" O.C.--a �2)-ROWS STAGG.), MIN. (9)* NAILS E.N OFFSET . CROSS-SECTION i SINGLE OR MULTI -PLY STRAP LTIP4 MAX. 2X12 FLAT NAILER L=30"(*) W/(4)-LTP4(*) TO TRUSS 1 ALIGNED/OFFSET TRUSS TO WALL REFER TO DETAIL FOR INFORMATION SHOWN SD1 FILL EVERY OTHER FILL EVERY OTHER NAIL HOLE NAIL HOLE SHT'G. E.N. CS16 2 (*� STRAP (S ALIGNING (SINGLE -PLY) OFFSET (ALL CASES) 2X NAILER LENGTH N0. OF NAILS FLAT NAILER LENGTH N0. OF LTP4 1 ST6236 36" (13) 42" (6) 2 MST48 48" (18) 54" (8) 3 MST60 60" (23) 66" (10) 4 CS16 X 30" NOT APPLICABLE 1 24" 1 (3) E.N. I TRUSS DESIGN PER FIREPLACE STACK. USE 2X (FLAT) I OVER ROOF PARALLEL FIREPLACE WALLS. MANUFACTURER >11 ROOF SHTG.,SLOPE 1 4SCAB, L=4'-0", W/16d AT 4 O.C. I SHT'G. I / - - PER FT. MIN. -- f ------ •i AT OFFSET CONDITIONS I I P6 i 2X HORIZ. BLK'G. FOR DRAINAGE W/16d AT 4 O.C. I / SIMP. CS16 AT CEILING I „H» I i / \ W/ 8d NAILS U.N.O. I AROUND I I E.N. I E.N. L 3 IV�I - ---------- I ENTIRE P6 _�----------- STACK MIN. 2X4 SCAB, L=24"± I TOP PLATES AND/OR DROP I - ROOF SHT'G., PAST EACH SIDE OF I ------------------------------- BEAM PER CONDITION U.N.O. I SLOPE 1/4 FIREPLACE WALL W/16d PER FT. MIN. I 2X BRACING W/ (3)-16d AT EACH I ` �� AT 6" O.C. SEE NOTE #2. FOR DRAINAGE I STUD TYP. PROVIDE 3/8 PLYWOOD I E.N. I CAP AT PLATE LINE I E.N. EN. - FIREPLACE STUDS TO RUN FULL I --- HEIGHT FROM FOUNDATION (ONE I E.N. TRUSS PER MANUF. STORY) OR FULL HEIGHT FROM I 2X BLK'G. AT STRAP BACKING SPECS. SEE PLAN 2nd FLOOR LEVEL (TWO STORY). I SIMP. MSTA36 ( ) --- MAX. SPACING = 16" O.C. I OR CS16X36" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I AT CORNER W/ 2X BLK'G. W/(3)-16d AT EACH SIDE TO ADJOINING STUDS. •••••••••••••••• E.N. 8d NAILS. PLACE BLOCKING TIGHT TO TOP PLATES AS SHOWN. (BLK'G. I 2X HORIZ. BLK'G. NOTES: I I MUST BE DEEP ENOUGH TO RECEIVE STRAP.) CONT. 2X RIM I W/16d AT 4" O.C. 1. NAILING PATTERN FOR CS16 FILL EVERY OTHER I TO TOP WA3) 16d PER TRUSS STRAP MUST BE AS DEPICTED. NAIL HOLE U.N.O. I PLATES NOTES: SEE PLAN I 1. USE 2X6 STUDS IF "H" IS GREATER THAN 8'. SEE STUD WALL 2. USE 2X4 FULL HT. STUDS W/ MAX. UN -BRACED STUD HT. OF 10' U.N.O. 2. SCAB MUST BE SAME SIZE AS TRUSS TOP -CHORD U.N.O. PLAN USE 2X6 FULL HT. STUDS W/ MAX. UN -BRACED STUD HT. OF 18' U.N.O. HARDWARE MUST BE FULLY NAILED (FILL ALL HOLES). 8 FIREPLACE STACK TO ROOF (EXTERIOR, INTERIOR AND EDGE CONDITIONS) 5 CANT. TRUSSES AT WALL WITH PARAPET 2X6 AT 24" O.C. PARAPET WALL TOP PLATES 2X HORIZ. BLK'G. SIMP. "H2.5" W/16d AT 4" O.C. AT 48" O.C. ROOF SHT'G. CRICKET PER ROOF PLANS N. 16d AT 4" O.C. E.N. - TRUSS MANUF. TO DESIGN TRUSS TO RESIST SHEAR LOAD INDICATED ON PLANS. 2X SHAPED BLK'G. (MIN 1500 LB) (ALT. TRUSS _ PANEL BLOCKING) IA LAP & SPIKE TRUSS W/STUD W/4-16D I 16d AT 4" O.C. I 16d AT 4" O.C. I I 2X6 BLOCK W/(6) 16D SEE PLAN I I I 1� Tl OFFSET IN LINE MAX. 3" #S1264J1A 06/2011 4X BLK'G. W/PLYWOOD OR OSB SIMPSON COLUMN CAP EDGE NAILING PER CONDITION. "CCO" AT CONT. COND. "CCCO" AT CROSSING COND. USE "P3" SHEAR MINIMUM "CCTO" AT TEE-COND. - - -- - - ---- ---- 1/2" THICK CAP PLATE TRUSS MANUF. TO DESIGN I_I . TRUSS TO RESIST SHEAR ` LOAD INDICATED ON PLANS (MIN. 1500 lb) STEEL TUBE PER PLAN NOTES: 1. ALL WELDS ARE 1/4" FILLET WELD, ALL AROUND, U.N.O. 2. ALL STEEL TO CONFORM TO ASTM A36 (U.N.O.) 3. SEE ARCH. PLANS FOR DIM. 11 PERP. & PARALLEL TRUSS AT WALL 9 TCANTILEVER STEEL COLUMN (TS) REFER TO DETAIL E.N. FOR INFORMATION 4 TOP PLATES sHowN SD1 ALTERNATE FRAMING COND. I ALT. 2 PARAPET WALL TO I REFER TO BASIC COND. BE INTEGRATED I FOR INFO. NOT SHOWN INTO THE ROOF TRUSS DESIGN PER I ROOF SHT'G., MANUFACTURER p4 SLOPE 1/4" 2X HORIZ. BLK'G. I •' PER FT. MIN. ALT. # 1 FOR DRAINAGE BOTTOM FLUSH TOP PLATES �- -- I OR BEAM BLK G. AT BUILT FOR RAISED BM. SLOPING SEGMENT TRUSS AITERIJATE I LTP4 AT 24" O.C. (WHERE OCCURS) BLOCKS' I I HIGH -HEEL TRUSSES PER PTO TOP PLATES MANUF. SPECS. WITH FULL " WHERE OCCURS) (*) LENRGTPH 2X STUD WALL W/�j E.N. I BEARING WEDGE OVER BEAM ( E� O. S" I I POCKET. USE SIMP. "LUTYPE NOTES: DBL. 2X TOP PLTS.--1�_i HOCK EACH TRUSS BEAM I I 1). ALTERNATE TRUSS BLOCKING PANEL: 1 4 -0' SEE WHERE TRUSS IS NOT DESIGNED I I MANUFACTURED TRUSS BLK'G. MAY BE USED IN -LIEU OF "P4" FIELD -BUILT TRUSS BLK'G. 2 6'-0„ NOS: ALTERNATE PLAN MANUF. TRUSS BLK'G. PANELS ARE TO BE DESIGNED FOR LATERAL LOAD OF 270 plf. TO BE SUPPORTED BY HEEL LEG I I STUD WALL WHERE 1. SHEAR MATERIAL MAY BE INSTALLED 3. SIMPSON A35 MAY BE INSTALLED IN LIEU (LEG) ALTERNATE SOLID BLOCKING: (WHERE OCCURS) SOLID 2X BLK'G. OR 1-1/4" LSL BLK'G. ARE ACCEPTABLE ALTERNATES. 3 8'-O" OPPOSITE SIDE OF CONDITION SHOWN. OF SIMPSON LTP4 (AT INSIDE FACE). -LSL 2).USE FASTENERS PER MANUF. SPECS. 4 1O'-O" 2• WHEN LTP4 IS APPLIED OVER MAX. 1/2" 4. TRUSS WEB CONFIGURATION NOT SHOWN 3).ADD MINIMUM 16" FOR TOTAL STRAP LENGTH. THICK SHT'G., USE 8d X 2" COMMONS. PLANS AND SPECS REFER TO TRUSS MANUF. 20 PARAPET WALL OVER ROOF SHEATHING 16 PERP. RAFTERS AT FL. BM. W/PARAPET 12 ROOF EXTENSION AT WALL WITH PARAPET 10 HIGH -HEEL TRUSS TO FLUSH BEAM 7 CS16 DRAG TIE: WALL TO ROOF 3 SHEAR TRANSFER AT CANT. ROOF TRUSS #S1264J(R): 04/2011 51264J16: 06 2011 5279 2010: 11 2010 SD2_CBC2019 �o N �O N -a 0 E3 �•r F z"w o .6 � W A O W Z�� ^I FWD � �oz O z�x 0 04 Ulin tn t- !V ATTEST TO STRUCTURAL nNII ` QROfESS�� McC�4 �. z� N C 4 r Ezp. sl9l civ it �,`e• E OF- CAL�E� DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N VIIIIIIIII CIS U laGo 00 V x 00 a i a N og W � IZ W O M �I N OA � � f i•{ N 00 TI) PQ VW N F-I ~ o U a go W W � � � a O kn M O rA Z V I o' � A ' y ' ao N A I OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SD2 CAD FILE: 220030 SD2 COMMON TRUSS TO G.T. CONNECTION 2 TRUSS MANUF. TO ROOF SHT'G. DESIGN GIRDER TRUSS TO RESIST CONT. 2X VALLEY PAD SHEAR LOAD W/(2)-16d AT EACH INDICATED ON PLANS TRUSS (MIN. 1500 lb) E.N. E.N. _ CONTINUE ROOF SHT'G. UNDER CALIFORNIA (OVERSTACK) FRAMING. 2X BLK'G. W/ E.N. NA SHT'G' FOR OPENINGX. SHT'G.AND 16d AT 6" O.C. AND VENTING. BLOCK TO GIRDER TRUSS E.N. AND E.N. ALL EDGES DEPTH OF BOTTOM TRUSS W/HANGER CHORD TO MATCH PER PLAN HANGER DEPTH WALL STUB TRUSSES AT GIRDER TRUSS — PLAN VIEW 3-1/2" AT 2X4 WALL 5-1/2" AT 2X6 WALL FT17 STUBBED-TF STUB/HEEL TRUSS TO G.T. CONNECTION SEE ABOVE FOR INFORMATION NOT SHOWN ALT. 2 ------------- I I I I � E.N. 2X BLK'G. W/E.N. -------- -------- ----- -- - E.N. 2X BLK'G. W/E.N. E. I P14 AND 16d AT E. 6" O.C. TO B.C. SEE NOTE #1 BELOW _E.N. NOTE: SHEAR MAY BE If E.N. I ALT, 1 I P4 APPLIED TO OPPOSITE ------ �------\�I SIDE OF BLK'G. j I I xx ` ------". STUB/HEEL TRUSS W/ ` _______ _____mot Z `�,\ HANGER PER PLAN 2X BLK'G. W/ '� E.N. & 16d AT `> P'_ TRUSS MANUF. TO �`� 6" O.C. DESIGN G.T. W/2X LET —IN LEDGER. PROVIDE 16d AT ------- 6" O.C. AT 2X BLK'G. BLK'G. TO LET —IN P4 FIELD —BUILT "P4" LEDGER. (LET —IN TRUSS BLK'G. CANNOT BE FIELD MAY BE REPLACED ``---- �� INSTALLED)W/2X SOLID BLK'G.II k I J NOTES: ALT. 3 ALT. 4 1). ALTERNATE TRUSS BLOCKING PANEL: MANUFACTURED TRUSS BLK'G. MAY BE USED IN —LIEU OF "P4" FIELD —BUILT TRUSS BLK'G. MANUF. TRUSS BLK'G. PANELS ARE TO BE DESIGNED FOR LATERAL LOAD OF 270 plf. 2). ATTACH GIRDER TRUSS PLIES PER MANUF. SPECIFICATIONS. 7 I TRUSS TO GIRDER TRUSS 4S067(2019): 12/2019 TOP CHORD CANT. TRUSS PER MANUF. W/ STEPPED BOTT. CHORD BOTT. CHORD BEAN PER PLAN 14" FURRING FOR COLUMN CAP CS16 AT 24" O.C. FILL ALL NAIL HOLES (INSTALL CS AT EACH 4X12 BEAM) E.N. E.N. I P4 I I E.N. E.N. I I I I i I P4 I I I I �14 E.N. E.N. JE.N. 2" EQ. EQ. 3" REFER TO DETAIL FOR INFORMATION SHOWN SD1 —HUCQ412—SDS (USE 4-1/2" LONG SIDS SCREWS AT HANGER) ROOF SHT'G. ROOF RAFTER PER PLAN 14" 2X LEDGER W/(3) 1 /4" X4-1 /2" SDS WOOD SCREWS AT 12„ O.C. TRUSS P PLAN, TYPI PLYWOOD/OSB ROOF SHT'G. 2X6 BLK'G. AT 24" O.C. WITH -16d AT EACH END 4 I TRUSS TO NOW BEARING PARTITION #SN-003(R): 08/2010 C AI SEE NOTE #1 NOTE: SHEAR MAY APPLIED TO OPP( SIDE OF BLK'G. 2X BLOCKING W/ A35 AT 48" O.C.( (ALT. LS50) TOP PLAT (OR BEAN STUD WAI — — — TRUSS MANUF. TO DESIGN TRUSS TO RESIST SHEAR LOAD INDICATED ON PLANS (MIN. 1500 Ib) (1)—PLY G.T. WITH (4)-16d NAILS PER STUD A35 OR LS50 16d NAIL (*) SPACING SPACING 1 24" O.C. 4" O.C. 2 12" O.C. 2" O.C. NOTES: 1). ALTERNATE TRUSS BLOCKING PANEL: MANUFACTURED TRUSS BLK'G. MAY BE USED IN —LIEU OF "P4" FIELD —BUILT Ta?9S BLK'G. MANUF. TRUSS BLK'G. PANELS ARE TO BE DESIGNED FOR LATERAL LOAD OF plf. 2 . SHEAR MATERIAL MAY BE INSTALLED ON OPPOSITE SIDE OF STUD WALL. 3. ONE MAX. 24" SQ. OPENING IN ROOF SHT'G. UNDER CALIF. (OVERSTACK) FRAMING MAY BE PROVIDED FOR ATTIC ACCESS AND VENTILATION. ALL EDGES OF OPENING SHALL BE BLOCKED AND EDGE NAILED. TRUSS COMPANY SHALL DESIGN TRUSSES TO ACCOMMODATE SUCH OPENING BAY W/O ANY OBSTRUCTIONS. 5 I TRUSS TO WALL CONNECTION #SO48(R): 10/2010 2X HORIZ. BLK'G. W/16d AT 4" O.C. ROOF SHT'G. TRUSS MANUF. TO DESIGN GABLE END TRUSS TO RESIST SHEAR LOAD INDICATED ON PLANS (MIN. 1500 lb) 16d AT 4" O.C. BALLOON FRAME WALL TO TOP OF PARAPET H2.5 48" O.C. (ALT.: H3) ROOF SHT'G. TRUSS �16d AT 4" O.C. 6X6 BLOCKING PARAPET WALL AT ROOF SHEATHING #S1264J(R): 04/2011 PROVIDE E.N. E.N. AT BLOCK , NOTE: REFER TO PLANS 2X4 BLK'G. W/(3)-16d FOR TRUSS SHEAR REQUIREMENTS. NAILS AT EACH END TO TRUSS TOP CHORDS. MIN. 45. I_ r nILS W/(4)-16dSNAT 4 A 0 E ACH O.C. END. 20 FLATS AT 4'-0" O.C. MMIN. 2 BAYS) WITH —16d NAILS TO EACH TRUSS BOTTOM CHORD. REFER TO DETAIL 5/SD1 FOR WALL CONDITION BALLOON FRAMED OR PLATED AT CEILING AND ALSO FOR BLOCKING AND H2.5A INSTALLATION REQUIREMENTS PROVIDE E.N. E.N. AT BLOCK V'�A 2X4 BLK'G. W/(3)-16d NAILS AT EACH END TO TRUSS TOP CHORDS. I 2X4 BRACES AT 4'-0" O.C. W/(4)-16d NAILS AT EACH END. 20 FLATS AT 4'-0" O.C. MIN. 2 BAYS) WITH 2)-16d NAILS TO EACH TRUSS BOTTOM CHORD. 1 ALT. BRACING AT PARALLEL TRUSS TO WALL #SN_002: 08/2010 PLAN VIEW FULL HEIGHT POST PER PLAN 4" X 4" X 1 /2" TS W/(4)-5/8" DIA. A307 MACHINE BOLTS (SQUARE WASHER AT OUTSIDE FACE) 2 I TUBE STEEL POST AT LSL POST #SXXXA 01/2013 SECTION STRAP LENGTH TO MATCH SHEAR WALL LENGTH WINDOW SILL AS INDICATED ON FRAMING PLANS ADD 2X I APPLY STRAP(S)-� _ BLOCK(S) 2X 4 OVER SHT'G. � _ FOR SILL(S) (S)S) TOP PLATES .__—___-___�����-----_ ---- APPLY STRAP(S)4 _ 7 OVER SHT'G. SHT G.� / 2f HEADER s ��—�----� --�� ,�— �:lf� ---,� �r-- � PER PLAN PER PLA� —' — -- -- I — I— /— ' r r...��. — ��-, :--r -�� A HEADER B WINDOW SILL I �I SHEAR MATERIAL ---- PER PLAN `� / CS16 — APPLY STRAP(S)--2� —(--ADD 2X 4 \\ /I SEE CHART OVER SHT'G. = BLOCK(S) \ X\ / 1 i \ IC) B (C1 STRAP AT 2 (*) HDR. AND SILL 1 (1)—CS16 2 (2)—CS16 SHT'G.� PER PLAN (-,_)BLOCKING \ SEE FRAMING PLANS FOR / �� ,� / `�,' I ANCHOR BOLTS OR S.P.N. TO CONTINUE UNDER OPENING. 2. FILL ALL NAIL HOLES AT CS16 STRAP(S) W/8d NAILS. 1 HOLDOWNS (IF REQ'D.) / \ / \ 3). HEADER SHALL BE FRAMED TIGHT TO TOP PLATES WHERE INDICATED ON FRAMING PLANS. i1 / ` \ i ` PROVIDE CRIPPLES UNDER HEADER TO ROUGH FRAME OPENING ACCORDING TO ARCH. DWGS. 4). 4X BLK'G. MAY BE USED IN —LIEU OF 2-2X BLK'G OR SILLS AT (2)—CS16 CONDITIONS. MUDSILL OR �r SOLE PLATE --—---- ---- --—----- ----- -----� 8 I SHE/AR TRANSFER AT CANT. ROOF TRUSS 13 I SHEAR WALL WITH OPENING (FORCE- TRANSFER) SD3-CBC2019 7-a �o N �O N �a 0 E3 �•r F z"w o .6 � W A O W �� zwh ^I FWD � �cz O zEx Oap" W U � N ATTEST TO STRUCTURAL QROF ESS i MCC4,4 ck - z� N C 4 Ezp. - 0 k sl9l C I V 11`P E OF CALVE_ DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N VIIIIIIIII CIS U rA 1­4 V x a i a N z > w O M n U O .., W .. �I N P4 P4 04 � Ir I�-I O N W VJ1 w N go 9) U a W W o � � � x w a M O � z� V 0 � A y a N A I OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANY FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 0221-2504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET SD3 T 0 N 10 O 0 U. 0 Q H W H w H Q a W 0 z 0 J m CAD FILE: 220030 SD3 :3q 0 z BACK TO BACK REINFORCED ANCHORAGE (BB -RA) REINFORCED ANCHORAGE (RA) UNREINFORCED ANCHORAGE (UA) ° �'TABLE NOTES =IV Q=' 1. DESIGNS ARE TO RESIST LOADING PER ACI 310-14, SECTION w o 1 2,3 4 5 6 9 7 1 2,3 4 5 6 9 7 Panel 1 2,3 4 5 6 w Dia RodIShear17.2.3.4.3. `� � � a a1 a1 a2 Height e Cal &Ca2 n in Grade in in in in Ties in in Grade in in in in Ties in Grade in in Ties 2. STD INDICATES ANCHORS COMPLYING WITH ASTM F1554 GRADE • • # 3 (min) # 3 (min) 36 WITH A HARDY FRAME BOLT BRACE (HFXBB) INSTALLED WITH a a s 9 1-1/8-STD-BB-RA STD 15 8 - # 4 @ HFX-9x 9 1-1/8-STD-RA STD 8 - # 4 @ HFX-9x 79.5" - 8' DOUBLE NUTS ON THE EMBED END. 3-3/4" OC 3-3/4" OC 1-1 /8-STD-13-19 STD 13 19 19-3/4 19-3/4 3. HS INDICATES ANCHORS COMPLYING WITH ASTM A193 GRADE B7 z x 1-1/8-STD-BB-RA STD 1-1/8-STD-RA STD a 2 13 - # 4 # 3 (min) HFX-12x 12 9 - # 4 HFX-12x 78" -10' WITH A 1/2"X3"X3"(MIN) HFPW PLATE WASHER INSTALLED WITH M 1-1/8-HS-BB-RA HS @ 4 OC 1-1/8-HS-RA HS 1-1/8-HS-20-30 HS 20 30 1 - # 3 DOUBLE NUTS ON THE EMBED END (HFXBB NOT REQUIRED). N 1-1/8-STD-BB-RA STD 1-1/8-STD-RA STD # 3 (min) 1-1/8-STD-14-20 STD 14 20 4. LE = LENGTH OF EMBEDMENT FROM THE TOP OF FOOTING OR 5 14-#4 HFX-15x 15 HFX-15x, 18x 78 - 13 1-1/8-HS-BB-RA HS 1-1/8-HS-RA Hs @ 4" OC GRADE BEAM TO THE TOP OF THE HFXBB BOLT BRACE (TOP OF ATTEST TO STRUCTURAL 1-1/8 11 1-1/8 15 11 10 - # 4 1-1/8 THE EMBEDDED HFPW PLATE WASHER @ HS ANCHORS) QROfESSlO 8 1-1/8-STD-BB-RA STD 23 15 - # 4 HFX-18x 18 1-1/8-STD-RA STD HFX-15x, 18x 14'- 20' 1-1/8-HS-20-30 HS 20 30 5. CA1 =DISTANCE FROM HD CENTERLINE TO THE END OF THE �����'• ��cc�qti 1-1/8-HS-BB-RA HS # 4 (min) 1-1/8-HS-RA HS Balloon FOOTING OR GRADE BEAM. 'DN C a Z 20-5/8 4" OC 20-5/8 * * I 1 1-1/8-STD-BB-RA STD - @ HFX-21x 21 1-1/8-STD-RA STD 11 -#4 HFX-21x, 24x 78" - 13' 1-1/8-STD-14-20 STD 14 20 6. CA2 = DISTANCE FROM HD CENTERLINE TO BOTH THE FRONT sExp. - 0 \P 1-1/8-HS-BB-RA HS 16 # 4 1-1/8-HS-RA HS 1-1/8-HS-23-34 23 34 AND THE BACK FACE OF THE FOOTING OR GRADE BEAM. qrF �'v'` o� OF CA%-\E # 4 (min) 7. SHEAR TIES ARE GRADE 60 MIN REBAR AND REQUIRED FOR 1-1/8-STD-BB-RA STD 1-1/8-STD-RA STD 4" OC HFX-21 x, 24x 2 - # 3 (MIN) � _ 4 18 - # 4 HFX-24x 24 12 - # 4 @ Balloon 14 - 20 1-1/8-HS-20-30 HS 20 30 NEAR EDGE DISTANCE CONDITIONS PER ACI-318-14, F C = 27500 DIGITAL SIGNATURE ACCEPTABLE 1-1/8-HS-BB-RA HS 1-1/8-HS-RA HS PSI. CURBS AND STEM WALLS MUST BE 6 INCH (MIN) WIDTH FOR FOR BLDG. DEPT. SUBMITTAL BACK TO BACK REINFORCED ANCHORAGE NOMENCLATURE REINFORCED ANCHORAGE NOMENCLATURE UNREINFORCED ANCHORAGE NOMENCLATURE UA AND RA, 12 INCH (MIN) WIDTH FOR BB -RA. 1-1/8 - STD - BB - RA 1-1/8 - STD - RA 1-1/8 - STD - 14 - 20 8. FOR UA APPLICATIONS, ADDITIONAL TIES MAY BE REQUIRED AT ,REINFORCED ANCHORAGE � � END &EDGE DISTANCE (Ca1 &Ca2) STEM WALLS. SHEAR TIES ARE NOT REQUIRED FOR BACK TO BACK INSTALLATION REINFORCED ANCHORAGE EMBEDMENT DEPTH (le) ROD GRADE ROD GRADE ROD GRADE INSTALLATION AWAY FROM EDGE (SEE DETAIL 1A), INSTALLATION ;T04 ROD DIAMETER ROD DIAMETER ROD DIAMETER ON WOOD FRAMING, OR FOR IRC BRACED WALL PANEL APPLICATIONS. N N Ca2 T__ Ca2 C � 9. STIRRUPS ARE GRADE 60 (MIN) REBAR. SEE TABLE FOR SIZE AND A 26" Min 4" 22" Min a2 • SPACING. SEE "STIRRUP LAYOUT" DIAGRAMS AND "KEY" FOR �j v Ca2 Ca2 Ca2 LAYOUT PATTERNS. 10. CONCRETE EDGE DISTANCES MUST COMPLY WITH ACI 318-141 a ,� Cal Min. 2'-6'� CalL Min. 2'-6'� ,�C 1 C 1�` SECTION 17.7.1 L•� x a a a a � aaN 1350 BEND 2 %2" (Min) Over -Lap 1350 BEND ^o Vo o 0 0 2/ (Min) Over -Lap 2/ (Min) Over -Lap O © O z d Z W M 7%4" 7%4" aU RADIUS: RADIUS: RADIUS: w + " #3=3� "Min - o le 1 _ 14„ O 16 # 3 = 1 %2" Min 0 0 --- # 3 = 1 %2" Min 0 1 # 4 = 4 /4 Mln 1" # 4 = 2" Min - # 4 = 2" Min 0 0 O w RADIUS RADIUS W LENGTH - EDGE VIEW N 0 0 o o LENGTH _ 2-3/4" FOR 13" Min4 LENGTH ,� 9" Min4 (1A/HFX1) PANEL ON 'IRA" SPA 15" Max 2EQ 3EQ (1A/HFX1) 11" Max SHEAR TIES NOT REQUIRED WHEN TOP OF CONCRETE CONCRETE O� M..� a > o (2AIHFX1) A g SPA g A A g SPA g A KEY SPAQ SPAQ KEY i..1 Q A v A B B A A B B A A g B A End Distance Edge Distance A = 2-1/2 O.C. A = 3 0. C. Model Length > > Model Width ® • 0 • B = 1-1/4 ea B = 1-1/2 ea 1 11 HFX-9x 7-1 /2" 2-3/8" 2-3/8" HFX-9x 9" 5-1/2" > W C Side of HD Side of HD 1-3/4" �"� O > x H FX-9x HFX-12x HFX-15x HFX-9x HFX-12x HFX-15x HFX-12x 10-1/2" 6-1/4 3-1/2 HFX-12x 12" 8-1 /2" a A B SPQ B A A B SPQ B A A B SPQ B A A g 3 EQ B A A B 4 EQ B A HFX-15x 12" 7-3/8" 4-1/4 HFX-15x 15" 9-3/4" SPA SPA A B A A B A z HFX-18x 15" 8-3/8" 5" HFX-18x 18" 2-5/8" 12-3/4" 0 ® ® ® ® ® 4 1 J� H FX-21 x 18" 9-3/8" 5-1/2 H FX-21 x 21 " 15-3/4Fi " a HFX-18x H FX-21 x H FX-24x HFX-18x H FX-21 x H FX-24x H FX-24x 21 " 10-3/8" 6" H FX-24x 24" 18-3/4" M BB -RA SHEAR TIES & STIRRUPS 3 RA SHEAR TIES & STIRRUPS UA SHEAR TIES 1 A HFX ANCHOR CENTERLINES A 4if A. #4 (Min) Longitudinal Rebar A. #4 (Min) Longitudinal Rebar A. Shear Ties per UA Table [••� Top and Bottom by FOR Top and Bottom by FOR B. 10" Max or per Plans B. le - 3" B. 12" Min A C. le per Table C. le per Table C. 15" Min D. Ca2 per Table IMPORTANT! D. le + 7" D. 22" Min E. ±1" from Top of Concrete E. CL = 10" Min, 12" Max E. CL = 6" Min, 8" Max B to CL of Shear Tie 1. ANCHORAGE IS DESIGNED FOR TENSION AND 0 _ F. 2'-2" (Min) _ F. 1'-10" (Min) _ F. 1" CL @ Upper Two Ties EMI III III_ - A G. ±1" From Top of Concrete—III_II IIII- A G. ±1" From Top of Concrete—III:II I��_ _ G. Shear Ties per RA Table SHEAR TRANSFER ONLY, FOUNDATION DESIGN 1 to CL of Shear Tie I — =i to CL of Shear Tie I — - =i when Top of Concrete is PER EOR. c 4 1 III H. 1" CL @ Upper Two Ties III o - H. 1" CL @ Upper Two Ties IIII II;bb >_ 8" above Top of Slab A III 11: B C p I. Shear Ties per Table -11 I' B C p _ I. Shear Ties per Table =11 C I' = H. 12" Min y J. 2'-6" (Min) UNO by FOR �II I. "-11 ���� J. 2'-6" Min UNO by FOR �II I. III_II III I. Cal per Table 2. REINFORCEMENT SHOWN IS THE MINIMUM a II III-1�1 K. Stirrups per Table ! II III=III- K. Stirrups per Table ! =iCD .II o 0 I1= =1 -II II- I -II II- -1 II 11: L. Cal per Table �� �� �II 0 II� L. Cal per Table ii i, rill lI; REQUIREMENT AND IS NOT INTENDED TO A 111— — —;I- Iill 11_ -II"'_ ,•zill.tIll-II- II1 I - — -- — REPLACE REINFORCEMENT DESIGNED BY THE W E Ill 11 °z a F III IIz o �II II- o D D _I , EOR. IIII o 0 111 — F =1 —I -I� I EXPRESSLY RESERVES TISGCOMMON LAW — — 1 1 i— , • .—i i RMPRODMCED, CHA NGED, OR COPIED AREAN 11- I I 1 I I -11 1 _ — — — -1 I l I I 11 COPY IGHT AND OTHER PROPERTY RIGHTS IN CURB (12" MIN WIDTH) ' "' " =1 1 CURB (6" MIN) WIDTH I I- " I " CURB (6" MIN) WIDTH = _ THESE PLANS. THESE PLANS ARE NOT TO i o 0 11- i 3. FOR RA AND BB -RA INSTALLATIONS THE FOR DR AN ER A SO VSSIER, O THEY _ TO BE ASSIGNED TO A THIRD PARTY WITHOUT FIRST 1 I I 1 I I 11, OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE HFXBB BOLT BRACE MAY B E PLACED O N TOP PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL EXTERIOR SLAB EXTERIOR SLAB ! i 1= _ _ = I I! G EXTERIOR SLAB ! i 1= _ _ — _ _ _ ; I! HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. E OF THE STIRRUPS WITH DOUBLE -NUTS ENGINEER INTERIOR SLAB INTERIOR SLAB INTERIOR SLAB T.M./V.C. I I INSTALLED AT EMBED END OF STANDARD PRINCIPAL G.A.M. G G - GRADE ANCHOR RODS . (NOTE : %2" x 3" x 3" MIN. BLDG. DEPT. SUB. DATE I�' HFPW PLATE WASHERS ARE REQUIRED TO BE o3/05/2021 -1�1-1ii-Ii1 A-1�1-1ii-Ii1 A03/05/2021-1�1-1ii-iil-1i1=I-1,1-1ii-ii1-1i1=I DOUBLE -NUTTED AT EMBED END OF HIGH OPTION ONE JOB NO. .III .III .III .III 02212504 =I =I =__ - ___ , 1111 1 11I STRENGTH ANCHOR RODS .) ARCHITECT'S JOB NO. FITNPVG 220030 r „z _F[T JT II „IT.. II II 1 II c D C B �I ; ;; ;; „ ;; ;; ;; ;; ;; II " II " II II II D C B �I III " 111 „ „ C Il II - CODE CM II - I II II I II II II II 1 4. HIGH STRENGTH ALL THREAD RODS PROVIDED TRACT 119 ; LGT N 10 -I II I II „ II �� II II -I II II II -I -I CT O. o O. o II II II ;, ;; II II II II 11 I BY HARDY FRAMES ARE STAMPED ON BOTH �� �� �� �� �� �� II 11 �� �� �� �� ��TRACT NO.: 34243 0) IF I I- I I 11- ENDS. TOTAL LOTS: 40 =1 _ =I _ -1 _ I -I _ I H F U. L I —11 —111 I 1-I --1-I --_1-I --_O III- III - III -III -III -III -III -III -I 11-111= I I I� �-� �-III-III-III-III-� � �-� � �-� � � III -III -III -III -III -III -III -III -I 11-111= I I I� �-I �I -III III-III-III-� � � � � �-� � � I �-� � i i-III-III-III-III-� � �-� � �-� � � B 7 Q L CURB @ OUTSIDE CORNER CONTINUOUS FOOTING CURB @ OUTSIDE CORNER CONTINUOUS FOOTING STEM WALL @ OUTSIDE CORNER CURB @ OUTSIDE CORNER DESIGN CRITERIA „ ~ W SEISMIC DESIGN CAT. „ D BB -RA SECTIONS & ELEVATIONS 3B RA SECTIONS & ELEVATIONS 2B UA SECTIONS & ELEVATIONS 1 B IMPORTANT NOTES B WIND SPEED 110 mph W ; WIND EXPOSURE "C" SHEET ~ Q HFX1 W0 0 Panel Rod BB -RA Panel Rod RA Rod UA Z 0 J m CAD FILE: 220030 HFX1 SECTION A 1. CAVITY ORIENTED FOI 2. NUTS AND WASHERS 1 3. NOMINAL 8 INCH FRAM 4. A 2x FILLER WITH 1/4" WS SCREWS IS PERMI 5. FIELD INSTALLED WO( BACK TO BACK INSTALLATION 01 1. WOOD FILLER WITH USP MP4F CONNECTORS BOTH SIDES, QUANTITY BY BUILDING DESIGN PROFESSIONAL. 2. 1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED THROUGH PRE -PUNCHED HOLES IN PANEL EDGES REQUIRED WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE TO BRACE OUT -OF -PLANE HINGE OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. 4. PRE -DRILL 3/16" DIA. HOLES, EVENLY SPACED IN FACE OF PANEL NO LESS THAN 2-1/4" OC AND INSTALL 1/4" DIA. WOOD SCREWS INTO 2x (MIN.) WOOD "LEDGER" IN PANEL CAVITY. 5. CONNECTOR AND ATTACHMENT BY BUILDING DESIGN PROFESSIONAL. FILLER GREATER THAN 1-1/2 IN. (6) 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS INSTALLED AT THE PANEL EDGES WHEN INSTALLING A FILLER GREATER THAN 1-1/2" ABOVE OR WHEN SPECIFIED BY DESIGN PROFESSIONAL. RAISED FLOOR HEAD -OUT OH ALLOWABLE VALUES ON 2x PLATE ARE LESS THAN INSTALLATION ON CONCRETE 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND TREATED PLATE. 2. NUTS AND WASHERS PER TABLE NOTE 1. INSTALLATION ON 2x PLATE 1. STEEL BEAM PER PLANS 2. ALL THREAD RODS THRU-BOLTED TO STEEL BEAM BY BUILDING DESIGN PROFESSIONAL. 3. NUTS AND WASHERS PER TABLE NOTE 1. 4. HARDY FRAME" STACKING WASHERS (HFSW(REQUIRED TO BE WELDED INSIDE TOP CHANNEL OF LOWER PANEL. 5. HARDY FRAME°"STK" PANEL WITH STACKING WASHERS WELDED INSIDE THE TOP CHANNEL BY MANUFACTURER. NOTE: ATTACHMENTS TO ADJACENT TRIMMERS MAY BE MADE AT PREPUNCHED SCREW HOLES OF WITH SELF TAPPING SCREWS (#12 AT EDGES, #10 AT FACE). ('A SECTION B HFX PANELS 78 IN. THROUGH NOMINAL 13 FEET Net Hold Down Top Screw Qty Model Height Depth Diameter' Screw Qty2 Available at Number (in) (in) (in) (ea) Edges(ea) 3 HFX-12715,18,21 & 24x78 78 9" Width = 5 H FX-9x79.5 79-1 /2 3-1/2 1-1/8 12" Width = 6 15" Width = 8 4 HFX-12515,18721 & 24x8 92-1 /4 H FX-9x8 93-3/4 HFX-12,15,18721 & 24x9 104-1 /4 18" Width = 10 HFX-12715,18,21 & 24x10 116-1 /4 5 HFX-15518521 & 24x11 128-1/4 21" Width = 12 H FX-15,18,21 & 24x12 140-1 /4 24 Width = 14 ""'""'- 6 HFX-15,18,21 &24x13 H FX-15,18,21 & 24x13 152-1/4 152-1 /4 SECTION A I BALLOON PANELS 14 FEET THROUGH 20 F o 1. TRIMMERS PROVIDE FULL BEARING FOR HEADER ABOVE, DESIGN AND CONNECTIONS BY BUILDING DESIGN PROFESSIONAL. 2. 6x HEADER. 3. WOOD MEMBERS FOR BACKING MAY BE INSERTED VERTICALLY OR HORIZONTALLY IN THE PANEL CAVITY AS NEEDED. 4. WOOD MEMBER FLUSH TO FACE OF WALL FOR BACKING AS NEEDED. STEEL BEAM ABOVE THRU-BOLT (2) 6x HEADER ABOVE -SECTIONS NOTE: TO PREVENT DRILLING ADDITIONAL HOLES ORIENT THE PANEL CAVITY TOWARD THE FIXTURE BEING INSTALLED. 5a 5b 1. 1/4" x 3" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 2. 1/4" x 4-1/2" (MINIMUM) WS SCREWS, QUANTITY PER TABLES 3. 2x WOOD FILLER. TOP PLATE CONNECTIONS 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. INSTALLATION ON CONCRETE ALLOWABLE VALUES ON N&W ARE LESS THAN INSTALLATION ON CONCRETE 1. PLUS OR MINUS 1-1/2" GAP TO BE FILLED WITH 5,000 PSI NON -SHRINK GROUT (MINIMUM). 2. NUT AND WASHER GRADES PER TABLE NOTE 1. 0 (:7t (11. INSTALLATION ON NUTS & WASHERS (f# EET Net Hold Dow Top Screw Qty Model Height Depth Diameter' Screw Qty Available a3 Number (in) (in) (in) (ea) Edges (ea) HFX-151181121 & 24x14 164-1 /4 15" Width = 8 HFX-15,18,21 & 24x15 176-1 /4 18" Width = 10 6 HFX-15,18,21 & 24x16 188-1 /4 HFX-15,18,21 & 24x17 200-1/4 3-1/2 1-1/8 21" Width = 12 24" Width = 14 7 HFX-155185121 & 24x18 212-1/4 H FX-15,18, 21 & 24x 19 224-1 /4 8 HFX-15,18,21 & 24x20 236-1 /4 OI, L L L L 11 4" 4" 1. (A) PRE -WELDED STRAPS ARE PROVIDED ON 78" AND 79-1/2" PANEL HEIGHTS. THEY ARE AVAILABLE FOR OTHER HEIGHTS UPON REQUEST. (B) FIELD INSTALLED STRAPS WITH SELF TAPPING SCREWS ARE PERMITTED. THE DESIGN AND CONNECTION IS BY THE DESIGN PROFESSIONAL. 2. A 2x WOOD FILLER WITH 1/4"x4-1/2" (MIN.) WS SCREWS IS PERMITTED. 3. WHEN CRIPPLE STUDS OCCUR, SHEAR TRANSFER DESIGN TO BE PER THE BUILDING DESIGN PROFESSIONAL. 4. A 1" DIA. HOLE MAY BE ADDED IN THE PANEL FACE WHEN IT IS LOCATED IN THE UPPER HALF OF THE PANEL HEIGHT AND IS 4" MINIMUM FROM ANY EDGE. FOR PANELS MORE THAN 12" WIDE, ADDITIONAL HOLES MUST BE OFFSET 1" MINIMUM FROM THE 3" DIA. PREPUNCHED HOLE. FOR HOLES LARGER THAN 1" DIAMETER OR TO ADD MORE THAN ONE HOLE CONTACT MITEK HARDY FRAME TECHNICAL SUPPORT AT (800) 754-3030. TOP CONNECTION TO HEADER (:4 19-W&I OPTIONAL INSTALLATION WITH HARDY FRAME BASE EXTENSION (HFBX) FOR ADJACENT FRAMING 1. 15# FELT OR EQUIVALENT MOISTURE BARRIER RECOMMENDED BETWEEN PANEL BASE AND CONCRETE. 2. NUTS AND WASHERS PER TABLE NOTE 1. 3. ADJACENT FRAMING OPTIONAL U.N.O. BY BUILDING DESIGN PROFESSIONAL. INSTALLATION ON CURB 2. K HOLD DOWN ANCHOR BOLTS CONNECT TO THE PANEL BASE WITH HARDENED ROUND WASHERS BELOW GRADE 8 NUTS. ALTERNATE WASHERS ARE (2 EA) ROUND -FLAT OR (2 EA) SAE WASHERS ON EACH BOLT. ALTERNATE NUTS ARE 2H HEAVY HEX. 1/4" DIAMETER MITEK°PRO SERIESTM WS SCREWS. LENGTH IS 3" (MINIMUM) WHEN ATTACHED DIRECTLY TO THE COLLECTOR AND 4-1/2" (MINIMUM) WHEN INSTALLING A 2x FILLER ABOVE THE PANEL. ADJACENT FRAMING WITH 1/4" DIAMETER SCREWS IS REQUIRED AT THE PANEL EDGES WHEN INSTALLING A FILLER ABOVE THE TOP CHANNEL THAT IS GREATER THAN 1-1/2" OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL. WA INSTALLATION INSTRUCTIONS 1. WHEN INSTALLING ON CONCRETE CONNECT WITH (1 EA) HARDENED ROUND WASHER BELOW (1 EA) GRADE 8 NUT, SECURE WITH A DEEP SOCKET (RECOMMENDED) UNTIL SNUG TIGHT. ALTERNATE WASHERS AND NUTS ARE PROVIDED IN TABLE NOTE 1. 2. INSTALLATION ON CONCRETE PROVIDES THE HIGHEST ALLOWABLE VALUES. CONFIRM WITH THE DESIGN PROFESSIONAL BEFORE INSTALLING ON OTHER SUPPORTING SURFACES'. 3. USE 1/4"X4-1/2" MITEK PRO SERIES WS SCREWS AT TOP CONNECTIONS WITH A 2x FILLER. IF THE TOP OF PANEL IS IN DIRECT CONTACT WITH THE COLLECTOR ABOVE (TOP PLATES, HEADER, BEAM, ETC.) USE1/4 x 3" (MINIMUM) 4. FOR INSTALLATIONS WITH A FILLER GREATER THAN 1-1/2" ABOVE, OR WHEN SPECIFIED BY THE DESIGN PROFESSIONAL, ADJACENT KING POSTS TO BRACE THE OUT -OF -PLANE HINGE CAN BE CONNECTED WITH 1/4" DIA. SCREWS THROUGH PRE -PUNCHED HOLES AT THE PANEL EDGES. (:Bo) ° ° ° ° ° 0 ° ° ° ° ° 0 O ° ° ° ° ° ° ° ° ° 0 9" PANEL 12" PANEL 151, PANEL O ° ° ° ° C. ° ° ° 0 0 ° ° ° ° ° ° ° ° ° ° ° ° ° 0 O ° ° ° ° ° ° ° ° ° ° ° ° ° O 18" PANEL 21" PANEL 24" PANEL PANCAKE FIXTURE AS NEEDED pamw: #12 SELF -TAPPING SCRI AT EDGE OF PANEL. (BUGLE HEAD WITH SELF DRILLING WING TIP SHOD H*==> E10 SELF -TAPPING SCREWS kT FACE OF PANEL. HEX HEAD WITH SELF )RILLING TIP SHOWN) k10 SELF -TAPPING SCREWS kT FACE OF PANEL. BUGLE HEAD WITH SELF )RILLING TIP SHOWN) �s �m W on BUGLE HEAD WAFER HEAD FLAT TRUSS MODIFIED TRUSS HEX HEAD SELF DRILLING TIP SELF DRILLING WING TIP NOTES: A. SURFACE FINISHES, CONNECTORS AND FIXTURES ARE ATTACHED TO THE PANEL FACE WITH # 10 SELF -TAPPING SCREWS SPACED NO LESS THAN 2-1/4" OC. B. ATTACHMENTS TO THE PANEL EDGES ARE MADE WITH # 12 SELF -TAPPING SCREWS. C. STRUCTURAL CONNECTIONS ARE TO BE DESIGNED BY THE DESIGN PROFESSIONAL. D. STRUCTURAL HARDWARE USED TO TRANSFER LOADS SHOULD NOT EXCEED 12 GAUGE. (:tD 7-a -, �o N �O N CPS in �a 0 Rn E3 �•r F z�w wa � W z • •0 A It FWD or; � �cz 0 z�x o�a U� N ATTEST TO STRUCTURAL QROf ESS 1p,�, (M P M C C4 q 4") ti N C 4 * Exp. - 0 s'yr cry i\� F OF CAO" DIGITAL SIGNATURE ACCEPTABLE FOR BLDG. DEPT. SUBMITTAL N IIIIIIIIIII CIS U a •dkn kn a a N z Z > o M W ,a 0-4 o N wad n� W W N o O > � x w a W kn M 0 � z� V ' o y a ' N a a zz OPTION ONE CONSULTING ENGINEERS, EXPRESSLY RESERVES ITS COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS IN THESE PLANS, THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED, OR COPIED IN ANV FORM OR MANNER WHATSOEVER, NOR ARE THEY TO BE ORTO A THIRD PARTY WITHOUT FIRST OBTAINING THE WRITTEN PERMISSION AND CONSENT OF OPTION ONE CONSULTING ENGINEERS, INC. IN THE EVENT OF UNAUTHORIZED REUSE OF THESE PLANS BY A THIRD PARTY, THE THIRD PARTY SHALL HOLD OPTION ONE CONSULTING ENGINEERS, HARMLESS. ENGINEER T.M./V.C. PRINCIPAL G.A.M. BLDG. DEPT. SUB. DATE 03/05/2021 PLOT DATE 03/05/2021 OPTION ONE JOB NO. 02212504 ARCHITECT'S JOB NO. PVG 220030 CODE 2019 CBC TRACT NO. / LOT NO. TRACT NO.: 34243 TOTAL LOTS: 40 DESIGN CRITERIA SEISMIC DESIGN CAT. "D" WIND SPEED 110 mph WIND EXPOSURE "C" SHEET HFX2 T 0 N 0 0 0 LL O 0 a W z LU Q IL W C 0 Z 0 J 5 In CAD FILE: 220030 HFX2