Loading...
0306-058 (AR)H N U) W Em M r-p� W o Z coo 0- H� J W W fl- I- a U) Z co u) (NI ON _U °) vD- Z `.o 1-- O X LU <L m J Q O UU a rnH ,�t Z obZ r- C) Q J LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 818349 B WCV 03131/2( Date Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( )• I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section , B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier STATt� COM.P>a?a SATi Policy No. 1744262-03 (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner -so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: Applicant Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent) Date BUILDING PERMIT PERMIT#0306-OSS DATE VALUATION LOT TRACT 111040' M $32,951.70 34 223 3II 2 JOB SITE APN ADDRESS 81_195 i r0'j T-,' VIEW 1R.1UVE IOWNER ROY T.HMOTJLT ' 11.1.95 GOLF VXV DR1V'b LA Q1:UINTtA USE OF PERMIT ItEMY-3`S111,L A11D1TfON CONTRACTOR/DESIGNER/ENGINEER :pit CON171ii3C'11J?� T 8355 CPIM'V]HW 11MAICL CA 92253 LAQ1IRTA CA 92253 0160)777-1933 CBIA DI;,"rACHF'.D CASITA (423 S.F:) 2001 CHC; CUSTOM CON2TWOCTION 423.60 Sr =VA ED COST OF C0NMW(_n70N CONSTRUCTION FRE 101-000-418,,000 $304,00 PLAN CHECK FEE 101 -i)00. -'d39-335 $.346.31 MECHANICAL FEE 101.000-421-000 $39,90 ELECTRICAL FEE '101 00.0-420-00.0 �2g.Ai PLUMBIi•NO FEE i 0l -000.419.01 D0 itS.s STRONG M07101q F'ER - RIs.4I17 101-000-24.1-000 $3.30 GR.A,17Pc O FER 101.000-423.000 $iS.OV 8t71'3.1'CTAL CONMUC LION .AIM PLAN C__.X:`?C LESS .PPX.IPAU) RMUS :3?2X1.70 $684.42 $0,00 '1DTALVXRX1TYF.V8 DUE NOW S684A2 RECEIPT DATE BY DAT FI LED INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Fors & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Compressor Insulation 3ZA16 Y Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior lath /B c Drywall - Int. Lath p Final Final BLOCKWAL PPROVALS POOLS - SPAS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines - Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Seeger Connection Encapsulation Gas Piping ` Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rwo Wiring Low Vottage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Utilfty Notice (Perm) COMMENTS: - Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 Project Name: Owner's Name: Roi Thiboult This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVEL ONE AMOUNT: LEVEL TWO AMOUNT: MITIGATION AMOUNT: COMM/IND. AMOUNT: DATE: RECEIPT: CHECK #: INITIALS: CERTIFICATE OF COMPLIANCE (California Education Code 17620) Date: 10/31/03 Phone No. %– Project Address: 81-195 Golf View Drive, La Quinta, CA 92253 Project Description: Addition to Existing House APN: 762 390 023 ct #: Lot #'s: Type of Development • Residential XXI Commercial Industrial are Feff of Building Area: 423 Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. J �1 Dated: ✓ / a..� Signature:— . , SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) b, Education Code Gov. Code 17620 65995 Number of Sq.Ft. 423 Amount per Sq.Ft. $0.00 Amount Collected $0.00 Project Agreement Existing Not Subject to Fee Approval Prior to 1/1/87 Requirement Note: Pursuant to AB -181 any Room Additions or enclosures of 500 square_feet or less, are exempt from developer_fees' Building Permit Application Completed: Yes/No By: Carey M. Carlson, Asst. Supt., Business Services Certificate issued by: Marcela Valdez, Facilities Clerk Signature: NOTICE OF 90 DAY PERIOD FOR PROTEST OF FEES AND $TATEMENT OF FEES __J Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. At such time as this Certificate expires, if a building permit has not been issued for the project that is the subject of this Certificate; the owner will be reimbursed all fees that were paid to obtain this Certificate of Compliance. 1V:c:'m}docsidevlcecJcertiiicate ufcompliance 110mi tables'FO USE.doe 1/16/03 T 1 i 1 i i PT. T,. FAIRWAYS ASSOCIATION May 12, 2003 Mr. & Mrs. Roi Thibault 1170 Bryant Road Long Beach CA 90815 RE: 81-195 Golf View Drive . Casita Dear Mr. & Mrs. Thibault: A site review was done by the committee on the placement of your casita. The installation of your casita was approved with the following conditions: • Window accents/treatments must match the existing structure • Stucco treatment and color must match the existing structure • Roof tiles must match the existing roof If you have any questions please contact me. a accio, CMCA Association Manager DM/ncp Post Office Box 1658 ^ La Quinta, California 92253 • Phone (760) 564-3858 • Fax (760) 564-2329 1 I Pr 1 a r � 1 :. /_� .SSM' FAIRWAYS ASSOCIATION April 25, 2003 Mr. & Mrs. Roi Thibault 1170 Bryant Road Long Beach CA 90815 RE: 81-195 Golf View Drive Casita/Landscaping Dear Mr. & Mrs. Thibault: At the April 21, 2003, Architectural/Landscape committee meeting the plans that you submitted were approved with the following conditions: • A Myers lemon tree should be planted a minimum of 5 feet from the wall • You will be responsible for the area between the casita and the house This approval is pending until a site review is done by the committee. If you have any questions please give me a call. 0 X n-4 - . - CMCA - Association DM/ncp �M ,-r:rf._=c:: • ern CTiL 2: � �^ �t •+ � .i. .. c i.' �'i�-.i,� .. •. .,.. - ar.iay«:,,... 'r-•'�3b'a(s\i, Post Office Box 1658 La Quinta, California 92253 • Phone (760) 564-3858 • Fax (760) 564-2329 BORM STRUCTURAL ENGINEERS PROJECT: Structural Engineering for the Addition of Casita Project U File: 5301 Date: 05/21/03 Rev: 08-18-03 /QROFESS �kQ�O��GE RICyg9o��2 LEI .3 96 m d p.6 0/04 \`rte IVIS ��' TFOF CA\2W to be built in the City of La Quinta, CA. SUBJECT: Project Calculations. CLIENT: Roi Thibault 81-195 Golf View Drive La Quinta, CA 92253 (562) 498-7505 Mr. Roi Thibault ARCHITECT: South Coast Architects 13 Corporate Plaza Newport Beach, CA 92660 (949) 720-7022 Mr. Richard Hiroshima SOILS: Sladden Engineering 6782 Stanton Avenue, Suite E Buena Park, CA 90621 (714)523-0952. Date: 9/11/98 No.: 554-8095 Bearing value: 1300 psf CODE: 2001 California Building Code ENGINEER: George Richards, P.E. Borm Structural Engineers 555 Anton Blvd., Suite 805 Costa Mesa, CA 92626 (714) 513.7500 Notice: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warrantee is expressed or implied. These documents are the property of Borm Associates, Inc. U File: 5301 Date: 05/21/03 Rev: 08-18-03 /QROFESS �kQ�O��GE RICyg9o��2 LEI .3 96 m d p.6 0/04 \`rte IVIS ��' TFOF CA\2W Addi.tion.of Casita (File No: 5301) Justification of Values Sladden Engineering 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562) 864-4121 (714) 523-0952 Fax (714) 523-1369 39-725 Garand Ln., Suite G, Palm Desert, CA 92211 (760) 772-3893 Fax (760) 772-3895 June 7, 1999 Rielly Homes 81-120 Legends Way La Quinta, California 92253 Attention: Mr. Keith Rielly Project No. 544-8095-967 `- Project: The Legends - Tract 28838 PGA West Development La Quinta, California Subject: 1997 Uniform Building Code Seismic Design Criteria Ref: Geotechnical Update report prepared by Sladden Engineering dated September 11, 1998; Project No. 522-8095 Soil. Engineering Report prepared by Buena Engineers, Inc- dated April 17, 1986; Job No. B714413 -P3, Report No. 86-04209 As requested, this memo was prepared to provide 1997 Uniform Building Code seismic design criteria. The recently adopted 1997 Uniform Building Code'contains substantial revisions and additions to the earthquake engineering section summarized in Chapter 16. New concepts included within the 1997 UBC that will be .relevent to the design and construction of the proposed residential structures are summarized below. - The project site is located within Seismic Zone 4 as. indicated on Figure 16-2, the corresponding Seismic Zone Factor is 0.40 in accordance with Table 16-1. The closest and most prominent fault to the project site is the San Andreas fault that is located approximately 12 kilometers northeast of the project site. The San Andreas fault is designated as Seismic Source Type A in accordance with Table 16-U. Based upon the soils conditions observed during our field exploration performed in conjunction with the production of the above referenced Preliminary Soils Investigation report, it is our opinion that Soil Profile Type SE (which is described as Soft Soil Profile within Table 16-J) is the most appropriate soil profile type for this project. The remaining seismic design criteria can be determined utilizing the information summarized above and the applicable tables within the 1997 UBC. The various seismic design factors are summarized on the following page: I 9 y June 7, 1999 (2) Project No. 522-8095-967 Near -Source Acceleration Factor - Na = 1.0 (Table 16-S) Near -Source Velocity Factor - Nv = 1.1 (Table 16=T) Seismic Coefficient Ca = 0.36Na (Table 16-Q) Seismic Coefficient -. Cy = 0.96Nv (Table 16-R) We appreciate the opportunity to provide continued services on this project. If you have any questions regarding this memo or the referenced report, please contacr. the undersigned. Respectfully submi tted, SLADDEN INEERING Brett L. Anderson QQOFESSI Principal Engineer g`y°,� �• ANOF No. C 45389 Exp. MD -2002 Copies: 2- Rielly Homes 2- Borm & Associates 3-3 BUILDING AND SAFETY CITY OF LOS ANGELES COMMISSIONERS DEPARTMENT OF BUILDING AND SAFETY BILL EHRLICH CALIFORNIA 201 NORTH UER A STREET PRESIDENT _ LOS ANGELES, CA 90012 JOHN SCHAFER— VICE-PRESIDENT i ANDREW A. ADELMAN, P.E. MABEL CHANG GENERAL MANAGER JOYCE L. FOSTER WILLIAM J. ROUSE��n�,)i'� TOM WHELAN EXECUTIVE OFFICER JAMES K. HAHN MAYOR Simpson Strong -Tie Company, Inc. 4120 Dublin Blvd., Suite 400 Dublin, CA 94568 Attn: Carl Kuo (925) 560-9127 RESEARCH REPORT: RR 25427 (CSI 06050) BASED UPON ICBOES EVALUATION REPORT NO. PFC-5485 REEVALUATION DUE DATE: December 1, 2003 GENERAL APPROVAL - Reevaluation/Clerical Modification - Strong -Wall Shear Panels for Lateral Resisting System. DETAILS The above assemblies and/or products are approved when in compliance with the description, use, identification and findings of Report No. PFC-5485, dated February 1, 1999, of the I.C.B.O. Evaluation Service, Incorporated. The report, in its entirety, is attached and made part of this general approval. The parts of Report No. PFC-5485 marked by the asterisks are the parts modified by the Los Angeles Building Department from this approval. The approval is subject to the following conditions: 1. The selection of the allowable loads shall be determined by calculations prepared by. an engineer or architect licensed in the state of California and approved by the structural plan check. 2. Continuous inspection by Deputy Inspectors shall be provided during installations of Strong -Wall Shear Panels holdown anchor bolts. 3. Fabrication of Strong -Wall Shear Panels shall be in a shop of a fabricator licensed by the City of Los Angeles Building Department, in accordance with the Manufacturing Standards submitted to the Department. RR 25427 Page 1 of 2 LAUBS G-5 (Rev. 5/01) AN EQUAL EMPLOYMENT OPPORTUNITY - AFFIRMATIVE ACTION EMPLOYER ,_Iq MFORM - ICBO Evaluation Service, Inc. �v � m suwix m ° ME -5360 WORKMAN MILL ROAD WHITTIER, CALIFORNIA 90601-2299 u .o -1885. A subsidiary corporation of the International Conference of Building Officials n EVALUATION REPORT PFC-5485 Copyright © 1999 ICBO Evaluation Service, Inc. Issued February 1, 1999 Filing Category: DESIGN -Wood (038) STRONG -WALL SHEAR PANELS SIMPSON STRONG -TIE COMPANY, INC. 4637 CHABOT DRIVE, SUITE 200 PLEASANTON, CALIFORNIA 94588 GANG -NAIL TRUSS COMPANY 1111 MILLER PARK VISALIA, CALIFORNIA 93291 1.0 SUBJECT Strong -Wall Shear Panels. 2.0 DESCRIPTION 2.1 General: The Strong -Wall is a wood shear panel designed and constructed to support vertical gravity loads and resist in - plane and out -of -plane lateral loads resulting from wind or earthquake. The sizes are as shown in Table 1. The perimeter walls are a net 31/2 inches (89 mm) wide, to fit within the con- fines of a standard wall. The garage portals are a net 4 inches (102 mm) or 6 inches (152 mm) wide, to fit the bearing needed for the garage header. ' The Strong -Wall panels described in this report are per- mitted to have vertical diaphragm dimension ratios greater than those specified in Table 23-11-G of the code, since the al- lowable shear loads recognized in this evaluation report are based on cyclic -load tests in accordance with the ICBO ES Acceptance Criteria for Prefabricated Wood Shear Panels (AC130), dated June 1997. 2.2 Materials: 2.2.1 Wood: The perimeter members are 27/8 inches (73 mm) wide and 3 inches (76 mm) deep. The perimeter studs are E -rated, southern pine, glued -laminated timber 240OFb-2.OE, combination symbol 57. The plates are E -rated, southern pine, glued -laminated timber 240OFb-1.7E, combination symbol 56. The sill plate material is preservative - treated by pressure process in accordance with AWPA stand- ards. The interior studs are 11/2 -inch -by -3 -inch (38 mm by 76 mm) visually graded Douglas fir -larch, No. 2 or better. The diaphragm is made from 15/32 -inch -thick (11.9 mm) Structural 1 oriented strand board (OSB) or plywood, comply- ing with UBC Standard 23-3. The framing nails are 0.148 inch (3.8 mm) in diameter by 5 inches (127 mm) long, and the dia- phragm nails are 0.148 inch (3.8 mm) in diameter by 21/4 inch- es (57 mm) long. *LARR25281 2.2.2 Steel: The holddown is No. 7 gage [0.1793 inch (4.6 mm)] steel complying with ASTM A 653 SQ, Grade 33. The 2 -inch -by -2 -inch (51 mm by 51 mm) square bearing plate is No. 3 gage [0.2391 inch (6.1 mm)] steel complying with ASTM A 570, Grade 33, and features holes for screws and bolts. The shear nailing strip and the end post shoe are both No. 20 gage [0.0359 inch (0.91 mm)] galvanized steel complying with ASTM A 653 LFQ, with a minimum field strength of 28 ksi (193 MPa). LARR258 2.2.3 Bolts and Rods: The 1/8 -inch (22 mm) Simpson SSTB holddown anchor bolts f16139 E6 RR 4996) and 5/8 -inch . (15.9 mm) mudsill anchor bolts, with STD washer and either nut or head at embedded end, comply with ASTM A 307 Grade A. The threaded rods comply with ASTM A 36. 2.2.4 Concrete: Normal -weight concrete must have a mini- mum 2,500 psi (17.2 MPa) compressive strength at 28 days. The concrete material must comply with Section 1903 of the code. 2.3 Design: Allowable design loads and strength design loads are de- scribed in Table 1. For earthquake loads, R values shall be as follows: 5.5 for bearing wall systems, 6.5 for building frame systems. In addition, 00 is 2.8 for both bearing wall and build- ing frame systems. Axial compression loads and out -of -plane loads on panels shall be analyzed for compliance with Chapter23 of the code. Interior stud design moments for out -of -plane loading and al- lowable wind speeds are described in Table 2. Maximum axial compression and tension loads in Strong -Wall panel mem- bers are described in Table 3. The values in Tables 2 and 3 may be used to establish compliance with Equations 3.9-1, 3.9-2 and 3.9-3 of the ANSI/NFoPA NDS Revised 1991 Edi- tion, National Design Specification for Wood Construction of the American Forest and Paper Association. The anchor bolt and holddown bolt schedule in Table 1 was determined in accordance with Section 1923.2 of the code without special inspection. Where Strong -Wall shear panels are placed in a wall and combined with other shear -resisting systems, applied loads shall be proportioned based on relative stiffness. Combina- tion with other shear -resisting systems for which the stiffness is unknown is prohibited. 2.4 Installation: The Strong -Wall shear panel is located within a wall between the concrete foundation and the double top plate. The walls are connected to the foundation with 5/8 -inch -diameter (15.9 mm) mudsill anchors installed with the No. 3 gage [0.2391 inch (6.1 mm)] bearing plate and four Simpson SDS 1/4 -inch - diameter -by -21/2 -inch -long (6.4 mm by 63.5 mm) screws fW689 E8 ER 6268). The r/8 -inch -diameter (22 mm) hold- down bolts have a coupler nut and 7/8 -inch -diameter (22 mm) all -thread rod to attach the holddown to the concrete. The 7/8 -inch -diameter (22 mm) holddown bolts require mini- mum 13/4 -inch (44.5 mm) cover and shall be embedded 24 inches (610 mm). The screws require minimum 3/4 -inch (19.1 mm) edge distance. The Simpson SSTB anchor bolts are installed in accordance with f086 £5 E5• The top of the Evaluation reports of ICBG Evaluation Service, Inc., are issued solely to provide information to Class A nuenubers of ICBG, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recomnuen- dation for use of the subject report This report is bused upon independent tests or other technical data submitted by the applicant. The 1CB0 Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but (toes not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding "or other nmtter in the report or as to any product covered by the report This disclaimer includes, but is not limited to, merchantability: Page 1 of 6 * modified by City of Los Angeles Page 2 of 6 Strong -Wall shear panel is secured to the double top plate with Simpson SDS /4 -inch -diameter -by -6 -inch -long (6.4 mm by 152 mm) wood screws spaced 4 inches (102 mm), with a minimum 3/4 -inch (19.1 mm) edge distance. No attachment to vertical members is necessary. Dimensions, fastener, and anchor requirements are de- scribed in Table 1. Figure 1 shows the shear panels and their connections. No special inspection of anchor bolt and hold- down bolt installation is required, since stress increases in Section 1923.2 of the code were not used. On the garage portal, the header must bear on top of two 16- or 22 -inch -wide (406 or 559 mm) Strong -Wall shear pan- els. The walls are connected to the foundation with the 5/8 -inch -diameter (15.9 mm) mudsill anchors installed with the No. 3 gage bearing plate and four Simpson SDS 1/4 -inch - J—S PFC-5485 below the top plate, next to an interior stud, or centered in the wall, if there is no interior stud. 2.5 Special Inspection: The embedded anchor bolts and holddown bolts may require special inspection, depending on which load -factor multiplier in Section 1923.2 of the code is stipulated by the design engi- neer. The inspector is responsible for verifying proper device size and placement with respect to embedment, spacing and edge distance. 2.6 Identification: The Strong -Wall shear panels are identified with a label bear- ing the manufacturer's name (Simpson Strong -Tie Company, Inc.), the fabricator's name and address, installation instruc- tions, the evaluation report number (ICBO ES PFC-5485), diameter -by -21/2 -inch -long (6.4 mm by 63.5 mm) screws and the name of the quality control agency (Twining Laborato- E,aq I=s E8'68)' * LARR 25281 ries). The 7/ -inch-diameter (22 mm) anchor bolts have a coupler 3.0 EVIDENCE SUBMITTED nut ands/8-inch-diameter (22 mm) all -thread rod to attach Data in accordance with the ICBO ES Acceptance Criteria for the holddown to the concrete. - Prefabricated Wood Shear Panels (AC130). Fe the l9olddeve -ratteefwmemt- The top of the Strong -Wall is se- 4.0 FINDINGS cured to the garage headerwith Simpson SDS 1/4-inch-diam- eterThat the Simpson Strong -Wall shear panels described in with two inch -long STI 6 s by 152 mm) wood screws an RR25119this report comply with the 1997 Uniform Building with two Simpson MSTI 26 straps E?�ER-4433 having ten 10� [0.148 inch (3.8 mm) diameter by21/4 inch (57 mm) long] nails Code"', subject to the following conditions: at each end. The OSB diaphragm is nailed to the header with 4.1 The panel sizes are as set forth in this report. 10d [0.148 inch (3.8 mm) diameter by 21/4 inch (57 mm) long] 4.2 Allowable loads and drifts comply with this report. nails. Figure 2 describes the garage portals and their connec- tions. 4.3• Calculations justifying that the applied loads and resultin drifts corn I with this re ort are sub - Field cutting other than that detailed as follows is not per- mitted. A 1 -inch -diameter (25 mm) hole may be drilled in the center of the wood at the following locations: • In the vertical members, a minimum of 12 inches (305 mm) above the top of the holddown. • In the center of the horizontal blocking. • Within 3 inches (76 mm) of the center of the top plates. One hole in the OSB or plywood [up to 7/8 inch (22 mm) in diameter for the Strong -Wall portals and 4 inches (102 mm) square for all other models] may be located between 14 inch- es (356 mm) above the bottom plate and 14 inches (356 mm) V py p mitted to the building official for approval. 4.4 The panels are installed in accordance with this re- port, the manufacturer's instructions, and the building plans approved by the building official. 4.5 Special inspection is provided in accordance with Section 2.5 of this report. 4.6 The Strong -Walls are fabricated by Gang -Nail Truss Company in Visalia, California, with inspec- tions by Twining Laboratories (ICBG ES AA -522). This report is subject to re-examination in one year. TABLE 1 - SIMPSON STRONGWALL DESCRIPTION, INSTALLATION AND ALLOWABLE LOADS' For Sl: t inch = 25A mm, 1 lb. = 4.45 N,1 pit =14.6 N/m. 1. Plywood shear panels are designated as SW24X8.4P. For allowable loads, the tabulated loads are multiplied by 0.88. 2. A portal system consists of 2 return walls with a header spanning over the tap and connected as shown. * modified by City of Los Angeles NUMBER HOLDOWN NUMBER OF OF % REACTION HOLDOWN MODEL L H FASTENERS -INCH- AT REACTION AT HOLDDOWN ALLOWABLE DRIFT AT ALLOWABLE SETUP (in) (in) IN TOP OF DIAMETER STRENGTH ALLOWABLE ANCHOR SHEAR V ALLOWABLE SHEAR V WALL MUDSILL LIMIT STATE SHEAR LOAD (Ib) SHEAR V (in) LOAD (lb/tt) ANCHORS (lbs.) (lbs.) SW24x8.4 24 931/4 12-SDSI/4 x 6 2 16470 3070 SSTB28 1610 0.389 804 SW32x8-4 32 931/4 16-SDSI/a x 6 2 20670 7100 SSTB28 2875 0.545 1078 SW46x8-4 48 931/4 24-SDSI/a x6 3 19920 5900 SSTB28 4545 0.380 1136 SW32x9.4 32 1051/4 16-SDSI/4 x 6 2 21510 4960 SSTB28 2600 0.427 97 SW32x10.4 32 117/ 16-SDSI/4 x 6 2 19530 4670 SSTB28 2460 0.453 923 SW48x10-4 48 1171/e 1 24 -SDS' x 6 3 21270 6680 SSTB28 4095 0.435 1 1024 SW16x7-4 16 78 8-SDSI/4 x 6 2 13590 1780 N4&*4Ew.. 99292 0.348 4498• SW22x7-4 22 78 12-SDS/4 x 6 2 16350 3200 SSTB28 48202 0.369 1315 SW22x7-6 22 78 12-SDSI/4 x 6 2 16350 3200 SSTB28 48202 1 0.369 1315 For Sl: t inch = 25A mm, 1 lb. = 4.45 N,1 pit =14.6 N/m. 1. Plywood shear panels are designated as SW24X8.4P. For allowable loads, the tabulated loads are multiplied by 0.88. 2. A portal system consists of 2 return walls with a header spanning over the tap and connected as shown. * modified by City of Los Angeles