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SFD (0008-385)53325 Avenida Martinez 0008-385 LICENSED CONTRACTOR DECLARATION 1 -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,,add my License is in full force and effect. License # Lic. Class Exp. Date D" Signature of Contractor 1 6 k ;!N . 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 ( ) I am exempt under Section 4 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 Policy No. (This section need not be completed if the permit valuation is for $100.00 or less). ( )" l 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 shajl.4orthwith comply with those provisio S. Applicant—A f. Fi" ., 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 I . 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 q construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. i 1 Signature (Owner/Agent) 4 Date I BUILDING PERMIT PERMIT# DATE VALUATION LOT ,;f. ' TRACT JOB SITE APN ADDRESS OWNER CONTRACTOR/DESIGNER/EN (NEER ./Q:1 P10 V--6`2 0 GATOM19' )ROAD 67.670 GARRIMINO COAD (:A"rEWDRAi. CITY CA 92234 V.ATFIEVRAL C`T"rY CA .02234 MIX USE OF PERMIT .Sal''D.-M?'RMIT DORS NOT rMC'LY3DE 2i.0(.K.. WA.1,10PCtDU'ti.i/. OR DRIVl+WA'y .APPROACH, TRACT t aNISl"RU CTION $1311,00 SP kfORCi-arfPATIO 161 60 SF 0ARAWCA.R.t` d7Ia' T (916) 511'T. WOOD 3411. G2I LF ly.)NYfiRUCTION 1BL 101.0.00-41$3*000 MIA FLAtfi.19 t.+.rt'iECK FEZ 101 -OW -439-318 V-11A. : yetr'f& DEPOSIT 101-000.439.318 SZ U. 11 VhStI~;CNAKIC AL, FEE 1,01-000-421-000 $331 50 9 IM, C T R1C AIA i+'R 101-000-420-000 109.65 PfI.D.Id SINC1 1w, 1401-OOON-419-000 aos.7s U Rt NG. MOVOM PLO, - 1 SH) 101 -000 -241 -WO eWO sl&55 CRADINUFF2 101 4211.00 M WP1.R IMPACT FEZ SOMA Pei,IMol"SE I IAy3 101400.441-345 +I.GD.St1T fa13- °i►`)' I:.fv'.0 i.ITC' EC)2 . 3F Zed d iII $:3,355.37 JAN 2 3 2001 RECEIPT DATE BY DATE FINALED INSPECTOR g INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Forms & Footings Underground Ducts Duds Slab Grade 2' Return Air Steel Combustion Air Roof Deck 3_-0/ 57 Exhaust Fans O.K. to Wrap Framing _ dt' S� F.A.U. Compressor Insulation .���_��j-7 Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final Final POOLS - SPAS BLOCKWALL APPROVALS steel Set Backs 5 7 Electric Bond Footings -rW -!f y7 -a?. D / 5 7 Main Drain Bond Beam Z56, Approval to Cover Equipment Location Underground Electric _ Underground Plbg. Test Final $�P/per �j Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines cy ✓f Heater Final Water Piping p ( Plumbing Final Plumbing Top Out ((( Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection Encapsulation Gas Piping Gas Test _ Appliances Final COMMENTS: Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G. F.I. Smoke Detectors Temp. Use of Power Final y Utility Notice (Perm) zdr ,7 dy/ yK e ; 4T P.O. BOX 1504 Building 1 78-495 CALLE TAMPICO Address M G I/, 71`/N Q ( QUINTA, CALIFORNIA 92253 Owner VG V an J Mailing Address 6 7 G 0 City +- 114.: , Tel. 1' 0 Ccs ,-XJ- Vt.t /12ce,teff- A -8)4c 3LbC S` c FF APPLICATION ONLY BUILDING: TYPE'CONST.J_OCC. GRP. A.P. Number 7q a Legal Description Project Description 7 16 ,_71' '1 d.. r_r i v s v -7crc W_ —1 t ►L c 3 r, 1.1 1::!L c --AN /- /If /C r Irve C__ CityZipQ ,r 2 Tel. ^ 7 - CSC .fes State Lic. f City & Classif. _ p lJ' l s Lic. ff Sq. Ft. i No. No. Dw. Size / Stories Units Arch., Engr.A Designer }} -^;- f i Q /-T .n[ (,. C' l t New Add ❑ Alter ❑ Repair ❑ Demolition ❑ City ^ /W Ziiipp State l .r, 7' v "1 _ .> ' Lic. fl L. 1'7 LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031-5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or thathe is exempt therefrom, and the basis for thealleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). 11 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, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building orimprovement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) I 11, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractors) licensed pursuant to the Contractor's License Law.) I I I am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company l7 Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation 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. Date Owner NOTICE TO APPLICANT., If, alter making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 1 hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration it work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives got this city to enter the above- mentioned property for inspection purposes. Signature of applicant —Date— Mailing ateMailing Address City, State, Zip u ear'Jt tJ t ► kTTArcN,_M 10 PERMIT J _AMOUNT Plan Chk. Dep. f Plan Chk. Bal. (` L Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure qt 3 TOTAL J REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Notice: Document Cannot Be Duplicated Date 1/23/01 No. 21545 Owner NameVargas Desert Sands Unified School District 47-950 Dune Palms Road La Quinta, CA 92253 760-771-8515 CERTIFICATE OF COMPLIANCE No, 53-325 Street Avenida Martinez City La Quinta Tract # Lot # Type of Development Single Family Residence Comments APN # 774-091-016 Jurisdiction La Quinta Permit # 0008-385 Log # zip 92253 Study Area Square Footage 1331 No. of Units 1 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: . EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 2.05 X 1,331 or $ 2,728.55 the property listed above and that buildirig permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued v Fees Paid By CC - Guaranty Federal Bank - Al Pio Telephone 760-327-0623 Name on the check + By Dr. Doris Wilson s; , Superintendent - -, Fee collected /exempted by Annette Barlow Payment Received $2,728.55 / h Check No. 1717759 Signature OTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified Bove will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to Alect them on the Distdct('s)(s') behalf, whichever is earlier. °=GMlector: Attach a copy of county or city plan check application form to district copy for all waivers. :Embossed Original-,Buildir gy t./Applicant Copy - Applicant/Receipt Copy - Accounting yam' lot Record419 CKICAGO TiTU: C0MPkN- 96COR0.11C EY Amc, who, fitecvmoco tm,,. -,-, Juan Vztg;.s COMA Palomir*& 43-.136 Ng'tr Nrr 5t74.- Ind,c, CA 9220,' Ab-SM`,.VS PARCEL KO.. ?7A•C914,14f FoS7-XY GRANT UEED _,a Doc r2 1 WINIM 46:13M V44!16,00 PtDo t of 10.:a 1 7.. P&M lim. Gary L. 0 -to C.L.Mity Clmrid O Ra._bjdcrr 3..... '..! . .: .11.. , ....,-• i t +ryl sae . iau ! wa tY . L.:-t!Rt41qn4fJ GrprII4:.1(v) M.T111. i7laa the Dc"CQW.4"I 'I clumy s city on Ind iltll cf tlj..s jr.f4f$8j Qt ri7p,411V or zomputed or, ffic NJ[ vzjllj,less t.110 vh5tje L,,, IMM5 (31' at (ITC ci`,5ale —.-O!k trar6er is EXE"Mr-T item ta; fo?ris , Mbf a of Vihfzi , !is. I , T c -knitivii ered, Wrig, AS. UDIVArfloo iWomall lo.Juiri Va;g,-,s gv:j Carmen 7aum!Poo, hus:aLi,.dj e d wife o xia jaif.: crqn-r. all t:,,at ruai ;topprty Qi jifjc.-u I- cq •-,X Us 01.1 -Ata CcLulty a! R;qer;!dr, tta:c 91 CoMmuc, desv;i-cd as Lot 4 It' F Ii3=A Z11 01 Cat-Ma4ta af'Vaic La Cluln1j. Uni, NQi2D. UN !,hL--YvTI by -Mer, rn iliaIn Roz;k 1U, PaGt 38 C.,'curW. -Aiorri-1 (APN 474,091-015) DDIcl A, -*9 2,, -ISS✓ STA -e. CF CAVW,1fjq!4 cov?.-.-Y or vj- ,,ne1. - - ON tj 1. Mai 4'rho-ze" caoaed ilrx, anl ("I ty w0'dN*- I.). , :A; o-tiv u; --,r othil' *I - o I've eoccieq.61 MAIL T -AA S -A7 --VENP To Juan vilrja4z ahov....- —.z-.---,— - Lo -t OCCrig S 68-3 Dag S C.--ipior, . z .9 D (;1, 0 Ct -,, .4 e. u C 091Z -98-N06 .011 xvj 301AN-7-S ,DWUSAO 110 6E:60 3Ai 00-H-AVW RC DISTRICT - PLANNING REVIEW FORM This form is to be used by CDD staff for review of single family dwellings in the RC (Cove Residential) District, in order to determine the applicability of compatibility issues or need to require the filing of Master Design Guidelines by the applicant. It shall be transmitted to the Building and Safety Department as your correction list. Please attach additional explanations as necessary. APPLICANT AL PIO CONSTRUCTION SITE ADDRESS 53-325. Avenida Martinez APN 774 - 091 - 016 BIN NO.: 2R_ CASENO.: 2000-296 LEGAL: LOT 4 BLOCK 2 j ( UNIT 20 S.C.@V.L.Q. CHECKED BY: Leslie Mouriquand,.: DATE: Inform the assigned Building plan checker upon your assignment to this case. The CDD Executive Secretary maintains a log book to track applications and assign case numbers. REQUIRED ITEM Y N COMMENT/CORRECTION Compatibility Review Case logged and number assigned Verify legal and APN information Consistent with MDG on file (as.applicable MDG filing required (5 filings since 9/3/98) Consistency with street/surrounding area: Colors Materials Architecture iG A v lanni b: o L. 20 Reso Commission Other Requirements: O Initials Cass Exh D With ity C Council om -444= No bit Conditions „ _;;,,ap YOUNG ENGINEERING SER VICES • Eiwineerilw •Archileclure•Surveyhnq- 13e1ildin,g d: Safely Services Letter of Transmittal To: '. -% o Gar QV//C Date: Project: Tel No.: Traci No.: t// 7 let X53 3a•,5 P I Z i IYe rue forwardillq: Bp Alesseuae1' 13y Mail Your Pickup No. of Copies Comments: This Material Seat for: Phone # e- 4,0.Dr6VIp Ve_. 4r" i Vl I C Your files 1'cr Your Request Your Review Approval Checking At the request of*. Other 47-159 Poungs Lane • Indio. Cil 92201 • (760) 312-921 / -Brouz )iu1n , • R Certificate of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: SFD Occupancy Group: R 3 Owner of Building: VARGAS 53-325 AVENIDA MARTINEZ Bldg. Permit No.: 0008-385 Type of Construction: VN . Land Use Zone: RC Building Official Address: 67-670 GARBINO ROAD City: CATHEDRAL CITY, .CA 92234 By: STEVE TRAXEL Date: 08-09-01 POST IN A CONSPICUOUS PLACE I q c Memo To: Daniel Crawford From: Greg Butler CC: Date: 10/13/00 Re: 53-325? Avenida Martinez Acceptance of Pad and Floor Elevation After reviewing the existing conditions, Tom and I agree that Grading Plan for this house, signed by John Hacker on 8/10/00, is acceptable as is with respect to pad height (102.7), finished floor elevation (103.2), and drainage slopes (0.53% or greater). Other issues with the site plan may exist and you should feel free to plan check as you normally would. 0 Page 1 R.T. WHARTON & ASSOCIATES, INC. 601 S. MILLIKEN AVE. UNIT H ONTARIO, CA. 91761 Telephone 909-605-6865 Fax 909-605-6870 January 10, 2001 -.160 TO: AL PIO @ FAX W9-327-0623, (4 ) PAGES RE: VARGAS RESIDENCE, LA QUINTA HERE IS REVISED PAGE OF CALCS DESIGNING FOR (1) SIMPSON STRONGWALL. NOTE THAT 4x12 DOOR HEADER IS. TO BE TIED TO THE STRONGWALL WITH A MSTI48. SINCERELY, 110 ROFESS/0Nq` R&q, F ALD T. TON 2c RON WHARTON, P.E. IRES 12.31 `rte CIVIL. 9 lF OF C Al IAC FIND HOLDOWN FORCE @ 13'- 6" WALL Mo := VWALL• 8 - ft. 13.5•ft Mo = 37627.67ft- lb (13.5 ft)2 Mr := 2 (80•plf) Mr = 7290 ft. lb RESISTING FROM DEAD LOAD WALL & ROOF Mo —.85 -Mr ' Hd := Hd = 2328.23 Ib HOLDOWN REQUIRED 13.5. ft USE SIMPSON PAHD42 HOLDOWNS W/ (16) 16d , HALL := 2945. lb ALLOWABLE PER SIMPSON TABLES Hd = 0.79 OK < 1.0 HALL ' USE A35 CLIPS @ 12" O/C TO CONN. GABLE TRUSS TO TOPTRACK REARWALLGAR UNIF := 21 -ft UNIF = 298.63 plf ROOF DIAPHRAGM SHEAR UNIF• 1 -ft = 0.66 OK < 1.0 450• Ib A.,LATERAL LOAD AT FRONT OF GARAGE (WINGWALLS): Frwt2 FRONTWALLGAR := FRONTWALLGAR = 2026.11 lb 2 USE 1) SHEARWALL, 2'- 8" LENGTH FIND LOAD TO WALL FRONT W ALLGAR VWALL 1 VWALL = 2026.11 Ib USE SIMPSON STRONG -WALL TYPE SW32x8-4 SHEARWALL PER THE ATTACHED TABLE ALLOWABLE = 2865 LB USE SIMPSON SSTB28 HOLDOWNS TIE 4x12 HEADER,TO STRONGWALL W/ MSTI48 (48) 10d NAILS, ALLOWABLE = 2850 LBS LATERAL LOAD AT SIDE WALLS OF GARAGE: Vr2 SIDEWALLGAR := 2 SIDEWALLGAR = 1270.71 Ib USE SHEARWALLS, 21'- 0" LENGTH SIDEWALLGAR FIND LOAD TO WALLS VWALL :=21•ft VWALL = 60.51 plf USE TYPE 8 STUCCO SHEARWALLS PER THE ATTACHED TABLE ALLOWABLE = 180 PLF SIMPSON 'Strong Tie 4'ONNECIO°9' -T 'Check our website www.strongtie.com for structural details. l Thickness r, ikt Number of ,e_. fasten to verious header materials. Standard model walls can be installed °r. n, Holdown Reaction and door openings, on arae win walls, interior applications or an a{qund wjgay. garage 9 PP y other locations (in.) increased lateral resistance is required. ' k Model N/ (in) Continuous Top Plate Achieves higher drag strut capacity. Fasteners in 3 1/2 Inches Thick No diaphragm sticking out of the plane of th'e at Strength wall; no furring out adjacent walls—saves on installation costs. (n Pre -Attached Holdowns Assures high quality control, saves installation,time:;: Slotted Holes for Field adjustability results in fewer problems', I1.4 o .. Standard Strong -Wall Shearwall US Patent 5,706,626 STRONG-WALLT'" SHEAR _- _ Al The Strong -Wall Shearwall has ICBO Code No. PFC-5485', c^,__ Standard model walls are used for slab -on -grade applications, or for Thickness installations r wall will bear directly on concrete. The top of the wall attaches to double 11 ,li,,- t ile P plates Number of ,e_. fasten to verious header materials. Standard model walls can be installed °r. n, Holdown Reaction and door openings, on arae win walls, interior applications or an a{qund wjgay. garage 9 PP y other locations (in.) increased lateral resistance is required. ' k Model FEATURE BENEFIT (in) Continuous Top Plate Achieves higher drag strut capacity. Fasteners in 3 1/2 Inches Thick No diaphragm sticking out of the plane of th'e at Strength wall; no furring out adjacent walls—saves on installation costs. (n Pre -Attached Holdowns Assures high quality control, saves installation,time:;: Slotted Holes for Field adjustability results in fewer problems', Top of Wall Perpendicular Adjustments associated with misplaced anchor bolts.- olts:Factory Limit States FactoryBuilt , Fingerprinted, Consistent quality and performance. _ High Quality Materials Allows for Greater Than Can use less expensive wood wall, steel -type 2 -to -1 Aspect Ratio is labor-intensive. Template available for Anchor bolts less likely to be off layout. # Placement of Anchor Bolts Saves time for concrete and framing contractor Design Load Values Derived Higher degree of confidence in building (Ibs) from Cyclic Testing of performance for owner, engineer and Complete Wall System insurance company. Higher loads than conventional Requires 30-70% less lineal footage than conventional! field built shearwalls shearwall. Eliminating excess shear panels can reduce water entrapment problems associated with some . ; # stucco installation methods. 16470 Naming Scheme: SW24x8-4 Strong -Wall J T T `Nominal Wall Hold STANDARD STRONG -WALL SHEARWALL Allowable Width Thickness Number of Nomtiei of Holdown Reaction (in-) Nominal (in.) Model (in) (in) Height Fasteners in Mudsill at Strength Allo (n ) Top of Wall Anchors Limit States Shear - 5 (Ibs) 24 93y, 3y 12-SDSy,x6 2-y 16470 30 on at Hold Allowable Drift Drift at Allowable 93y, 3y 16-SOSy,x6 2-% Anchor Shear V Allowable Shear V Load Wall Wei gfit r@ T S ear Bolts Load (Ib) ShearV 24-SDSy,x6 3-% 19920 59 s) . ... (in) (]b/ft) SW24x9-4 24 105y, 70 2-SSTB28 1610 .389 804 91-. sa,: 00 2-SSTB28 2665 .377 1074 116 00 2-SSTB28 4545 .380 1136 149_, .° '0 60 . 2 -SS -171328 1585 .396 793 10;1 48 105y 60 2-SSTB28 2600 .427 975 1.28', 4370 .439 1093 165.;, SW32x10-4 1. For plywood shear panel, add "P" to model name (e.g. SW24x8-4P), and multiply the table loads by 0.88. 2. For two -pour applications, use the SSTB34. 3.Recommended minimum 5/8" x 12" mudsill anchor. The building designer shall verify that these details are consistent with the complete load path requirements of the structure. 14 sin W H Number of Nomtiei of Holdown Reaction Hold777 React Model (in) (in) 'n lin) Fasteners in Mudsill at Strength Allo Top of Wall Anchors Limit States Shear (lbs)' (Ibs) 24 93y, 3y 12-SDSy,x6 2-y 16470 30 SW32x8-4 32 93y, 3y 16-SOSy,x6 2-% 20670 71 SW48x8-4 48 93y, 3y 24-SDSy,x6 3-% 19920 59 SW24x9-4 24 105y, 3y. 12-SDSyx6 2- . 21540 35 SW32x9-4 32 105y, 3y ,16-SDSyx6 2-% 21510 4.9 SW48x974 48 105y 3y• 24-SDSy,x6. 3w% 20520 6190 [2-SSTB28 4370 .439 1093 165.;, SW32x10-4 32 117y, 3y 16-SDSy,x6 2 -ye 19530 4670 2-SSTB28 2460 .453 923 134 SW48x10-4 46 117y, 3y 24-SDSy,x6 3 21270 6680 2-SSTB28 4095 .435 1024 171 1. For plywood shear panel, add "P" to model name (e.g. SW24x8-4P), and multiply the table loads by 0.88. 2. For two -pour applications, use the SSTB34. 3.Recommended minimum 5/8" x 12" mudsill anchor. The building designer shall verify that these details are consistent with the complete load path requirements of the structure. 14 sin IE Model ulmenslons Fasteners (To Ga No. W , Nails. PS18 1 18 s 12-16d PS22 16 1 22ss _ 16-10d PS28 1 28 a 12-16d iTA9 1 9; 8-10d ;TA12 1 12 10-10d TA15 .1 15 12-10d TA18 1 18 14-10d TA21 20 1 ° 21 •i6 -10d TA24 14 24• 18-lOd 292 2 9 12-16d 2122 2 ' 10 16-16d 2115 <4740 16 10-16cl '215 -A30 2 16 20-16d 5855 1 30 22-10d A36 1 36 26-10d 149 3 4 49 32-10dxly, 173 -A9 334 73 48-10dx1 Al2 18 1 9 z 8-10d 3430 4 12 10-10d A15 1 15 12-10d A18 1 18 14-10d A21 1 4 21 16-10d 424 1 24 18-10d 430 1 4 30 22-10d -. 436 1 36 26=10d 15 2 165x 20-16'd' Allowable Loads RPS/ST/FHA/P$/HST Floor (133) ' (160) (,00) LSTA/LSTI/MST/MSTA 810 1080 1295 MSTANI/MSTC/MSTI 905 1205 1445 STRAP T/ES 2%' END DISTANCE 2%' END DISTANCE BEAM and 6i STRAP Typical LSTA Installation (hanger not shown) BEAM and STRAP Typical LSTA Installation (hanger not shown) SIMPSON Strong -Tie, Typical MSTAM36 Installation Floor -to -Floor Clear Span Table Model 6112 16 1 4 11vo 10=16d " 665 065 885 .: uou 18 12-16d sinker ST18 sr22. 1 4 17 4 14-16d ' . ' soo i 20 1065" i2oo MSTC40 . 18 MSTC28 1 < 3 21 18-16d ;1025 :1370 '1370. 2945 3 MSTC40 3 28 36-16d sinkers 2070" 2760' 3310: 3680 4415 MSTC52 18 40 4 "52-i 6d sinkers 90 "3985 4740 45i 34-16d sinker MSTC66 3 .52 62-16d sink ers' ` 3555 "''4740 <4740 5855 MSTC78 3 14 65 4 76-16d sinkers 4390 5855 5855 ST6236 3 2 77 76-16d sinkers 4390 5855 5855 ` FHA6 1, 33+ 40-16d 2575 3430 3430 FHA9 1, 6 9 8-16d 550 :735 885 FHAl2 1 11 8-16d 550 -•735 .' '•.885 FHA18 1, 11 8-16d 550 .735. 885 FHA 1, 2/4 8-16d 550 "'735 885 FHA30 12 h 30 8-16d 8-16d 550 . '735 =;885'' BEAM and 6i STRAP Typical LSTA Installation (hanger not shown) BEAM and STRAP Typical LSTA Installation (hanger not shown) SIMPSON Strong -Tie, Typical MSTAM36 Installation Floor -to -Floor Clear Span Table Model Clear Fasteners Allowable Load No. Span (Total) (133) (160) MSTC28 18 12-16d sinker 920 1105 No 16 16-16d sinker 1225 1470 MSTC40 . 18 28-16d sinker 2145 . 2575 (1 0) 16 36-16d sinker 2455 2945 MSTC52 18 44-16d sinker 3375 4050 16 48-16d sinker 3680 4415 MSTC66 18 32-16d sinker 5035 5855 2990 16 34-16d sinker •5350 5855 4STC78 18 40-16d sinker 5855 5855 16 40-16d sinker 5855 5855 MST126 2 550 735 - 885 1V1J13r 26 26=10dxl 1.130 ';1510'" '1810 :'.Model Dimensions Bolts. 0.MSTI36 MST48 MSTI48 2 36 36-10dx1 ":1565 2090 .2505. No: Ga 2 48 48-.10dx1 2135 2850..3420 PS218fi W L UtY ',Dia` MSTI60 2 18 4 MST60 of MSTI72 2 72 60-.1 Odxl 2760: 3680 , '4415• PS4188 7 4 e s 72-10.dx1 z . ,3310. 4415 ;4725 16 4 PS720s63; 20 8 z MST72 Masonry Application D 0 to •i6-10dx1•! 930 .1.11 Model Plate Notch MSTI48 18 26-10dx1 1545 18; No. Width 16 28-10dxl 1660 195 RPS18 2x4 s 5y" [via TIOU. 18 38-10d1il 2330 28C RP522 2x6 55y'' 1.6 40-10dxl 2455 ' 294 RPS28 2x4 <MSTI72 18 50-10dxl 3065 368 12 16 52-10dx1 3190 --- 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Floor loads may not be (160) increased for other load durations. 2.10dx1+/z' nails may be substituted where 16d sinkers are specified 2070 at 0.80 of the table loads. 2920 3.104 commons may be substituted where 16d sinkers are specified 3560 at 100% of table loads. 4.16d sinkers (9 gauge x 31/4) or 10d commons may be substituted 4275 where 16d commons are specified at 0.84 of the table loads. 1275 5.Allowable bolt loads are based on parallel -to -grain loading and these 5005 minimum member thicknesses: MST -21/2'; HST2 and HST5-4'; 0210 HST3 and HST6-4+/z'. '435 6. PS strap design loads must be determined for each installation. 4955 Bolts are installed both perpendicular and parallel -to -grain. 101 f , 1 Model Ga Dimensions FastenersTotal .. ( ) Allowable Loads,'. No YY L Nails Tile Floor = a o v MSTAM24 18 1 24 Screws (1 0) '(133) .(160) t 3 a "" MSTAM36 16 1 3B 9-10d 5- ,x2 ° 1025 1370 1545 c MSTCM40 16 4 13 10d 3 40 8- °x2 ° Y4 27-16d sinkers 14-y4x2y4 1435 191$ 1915 • g: 2990 3985 4395 D 0 to •i6-10dx1•! 930 .1.11 Model Plate Notch MSTI48 18 26-10dx1 1545 18; No. Width 16 28-10dxl 1660 195 RPS18 2x4 s 5y" [via TIOU. 18 38-10d1il 2330 28C RP522 2x6 55y'' 1.6 40-10dxl 2455 ' 294 RPS28 2x4 <MSTI72 18 50-10dxl 3065 368 12 16 52-10dx1 3190 --- 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Floor loads may not be (160) increased for other load durations. 2.10dx1+/z' nails may be substituted where 16d sinkers are specified 2070 at 0.80 of the table loads. 2920 3.104 commons may be substituted where 16d sinkers are specified 3560 at 100% of table loads. 4.16d sinkers (9 gauge x 31/4) or 10d commons may be substituted 4275 where 16d commons are specified at 0.84 of the table loads. 1275 5.Allowable bolt loads are based on parallel -to -grain loading and these 5005 minimum member thicknesses: MST -21/2'; HST2 and HST5-4'; 0210 HST3 and HST6-4+/z'. '435 6. PS strap design loads must be determined for each installation. 4955 Bolts are installed both perpendicular and parallel -to -grain. 101 R.T. WHARTON AND ASSOCIATES, INC. CONSULTING ENGINEERS 601 S. MILLIKEN AVE. UNIT H ONTARIO, CA. 91761 909-605-6865 AL PIO CONSTRUCTION VARGAS RESIDENCE LA QUINTA, CA. 1 STORY 1778 SQ. FOOT PLAN STRUCTURAL DESIGN DESIGN LOADS PER 1997 UBC: ROOF LIVE LOAD............ LL := 16 psf (REDUCED FOR 4: l) SLOPE) ROOF DEAD LOAD......... DL := 17•psf (sheathing, framing & the roof & gyp. bd. ceiling) ,DEC, 0120M WIND LOADS @ 80 MPH q,:= 16.4•psf PRESSURE Ce := 1.06 EXPOSURE C AT < 15 FT HORIZONTAL P,:= q,. Ce. 1.3 P", = 22.6 psf UPLIFT (ENCLOSED) P.P := qs-Ce.0.7 P„ P = 12.17 psf SEISMIC LOADS ZONE 4 Z:=.40 (FACTORS PER 97 UBC MAP Q-34 < 1 Okm "A" FAULT) TABLE 16-T TABLE 16-S TABLE 16-Q TABLE 16-K TABLE 16-R TABLE 16-N Nv := 1.2 Na := 1.2 Ca := .44•Na 1:= 1.0 Cv := .96•Nv R:= 5.5 BEARING WALL W/ PLY. SHEARWALLS FIND BASE SHEAR FACTOR Ct := .02 hn := 8 FT T:= Ct•(hn) 75 T = 0.1 Cv• I 2.5• Ca•I V 1 :_ — V 1 = 2.2'. BUT NEED NOT EXCEED V2.= V2 = 0.24 R•T R BUT NOT LESS THAN V3 := .11•Ca•I V3_= 0.06 OR V4:= .8•Z•Nv•I V4 = 0.07 THEREFORE USE V:= V2 V = 0.24 R T := 0.5 REDUNDANCY FACTOR (TOTAL SHEAR/2 BRACED ELEMENTS) 20 p := 2 – p = 1.05 _ < 1.5 THEREFORE USE 1.05 z - 1778 ES := 1.05 • V ES = 0.25 EARTHQUAKE LOAD FACTOR BASIC LATERAL LOAD COMBINATION = D + (W or E/1.4) MATERIAL SPECIFICATIONS WOOD RAFTERS, STUDS, BEAMS ...... D.F. LARCH #2, Fb = 875 psi, Fv = 95 psi, E = 1,600 ksi CONCRETE.......... fc := 2500 -psi REINFORCING..... fy := 40000 -psi SOIL .................. 1000 PSF ALLOWABLE BEARING IN LIEU OF REPORT. •ti ROOF FRAMING: WOOD TRUSSES BY LICENSED MANUFACTURER SUBMIT PLANS TO WHARTON & ASSOCIATES FOR REVIEW & CITY APPROVAL PRIOR TO FABRICATION ROOF SHEATHING: USE 7/16" O.S.B. W/ 8d's (a 6" EDGE/12" INTERIOR WALL FRAMING: 2x4 WOOD STUDS (a 24" O/C. r Dead, 30 -ft + 2•ft •(DL) Dead, = 289 plf (2 30 -ft Live, :_ 2 J +2 ft1•(LL) Live, = 272 plf W, := (Dead, + Live,) W, = 561 plf UNIFORM LOAD TO WALL WI -2 -ft= 11221b STUD AXIAL LOAD AT 24" O/C SPACING USE 2x4 BOTTOM TRACK W/ 5/8" x 7" EMBED ANCHOR BOLTS (a7 6'-0" O/C T CHECK AXIAL STRESS FOR 2x4 STUDS W1 -2 -ft fa := fa = 213.71 psi 1.5 -in -3.5 -in 1:= 96 -in' MAX. UNBRACED LENGTH OF POST Eb:= 1700000 -psi Fa := 3 Eb Fa = 677.9 psi fa = 0.32 OK < 1.0 1 2 Fa 3.5• in SHEAR := P,--8-ft -6-ft SHEAR = 542.38 lb OK < 13755 LBS PER UBC TAB. 19-E 2 (REDUCED IN HALF FOR MIN. EDGE DISTANCE) DESIGN 4'-0" HEADER: L:= 4 -ft USE DF#2 4x6 BEAM width b := 3.5- in hb := 5.5- in Cp:= 1.0, Eb 1.6•106•psi Fb.b := 875•psi•Cp Fv.b 95 -psi widthb• hb3 • lb := 12 Ib = 48.53 in 4 Ab := widthb•hb Ab = 19.25 int CHECK STRESSES IN BEAM: W, := (Dead, + Live,) W, = 561 plf W, L2 Mb:= 8 Mb= 1122ft•lb Mb-h fb.b 2 -lb fb.b = 763.01 psi < Fb.b = 875 psi OK 2 CHECK DEFLECTIONS: Wg := (Live, + Deady) 5 WIL4 L OK Sb := Sb = 0.04 in < — = 0.2 in 384•Eb•Ib 240 CHECK SHEAR IN WOOD: Wl'(L — 2-hb) Vb := 2 Vb = 864.88 Ib Vb v fv.b := A • 1.5 fv.b = 67.39 psi < Fv.b = 95 psi OK b DESIGN 5'-0" HEADER: L:= 5 -ft USE DF#2 4x8 BEAM widthb := 3.5. in hb := 8.5 -in CF := 1.0 Eb := 1.6• 106.psi Fb.b := 875 -psi -CF Fv.b :='95'psi widthb• hb3 Ib := 12 Ib = 179.12 in 4 Ab := widthb. h Ab =29.75 in CHECK STRESSES IN BEAM: W, := (Dead, + Live, W, = 561 plf WI -L2 Mb := 8 Mb = 1753.13 ft -lb Mb hb OK fb.b := 2 I fb.b = 499.16 psi < Fb.b = 875 psi b CHECK DEFLECTIONS: Wg := (Live, + Deady) SWiL4 L OK Sb:= Sb=0.03 in — =0.25 in 384•Eb•Ib < 240 CHECK SHEAR IN WOOD: Wl.(L — 2'hb) Vb Vb := 2 Vb = 1005.13 Ib fv.b := Ab -1.5 fv.b = 50.68 psi < Fv.b = 95 psi OK , Ab DESIGN 6'-0" HEADER: L:= 6 -ft USE DF#2 4x10 BEAM widthb := 3.5:in hb := 9.5 -in CF := 1.0 Eb := 1.6.106•psi Fb.b := 875•psi•CF Fv.b := 95 -psi 3 widthb hb lb = 12 Ib = 250.07 in4 Ab := widthb•hb Ab = 33.25 inZ CHECK STRESSES IN BEAM: W, :_ Dead, + Live,) W, = 561 plf W ILZ Mb := Mb = 2524.5 ft - lb 8 bhb fb.b := fb.b = 575.43 psi < Fb.b = 875 psi OK 2 l b CHECK DEFLECTIONS: WS := Live, + Dead,) 5•Wi•L4 Sb : L Sb = 0.04 in < = 0.3 in OK 384 Eb Ib 240 CHECK SHEAR IN WOOD: W1. L-2 hb Vb. 2 V fv.b := b • 1.5 fv.b = 55.89 psi < . Fv.b = 95 psi A b DESIGN 9'-0" BAY WINDOW DROP BEAM widthb := 3.5. in hb := 9.5. in CF:= 1.0 Fb.b := 875 -PS' -CF Fv.b := 95 -psi widthb• hb3 4 Vb = 1238.87 Ib OK L:= 9 -ft USE DF#2 4x10 BEAM Eb := 1.6.106• psi lb := Ib = 250.07 in Ab := widthb•hb 12 CHECK STRESSES IN BEAM: Wi := 5•ft•20•psf W i L2 Mb:= 8 Mb= 1012.5ft•lb fb.b := bhb fb.b = 230.79 psi < Fb.b = 875 psi 2 l b CHECK DEFLECTIONS: WS := (Live, + Dead,) SWIL4 L OK 5b:= Sb = 0.04 in < — = 0.45 in 384•Eb• Ib 240 CHECK SHEAR IN WOOD: W,'(L — 2•hb) Vb Vb := 2 Vb = 370.83 Ib fv.b Ab 1.5 fv.b = 16.73 psi < Fv.b = 95 psi OK b DESIGN 16'-0" GARAGE DOOR HEADER: widthb := 3.5 -in hb := 11.5 -in CF := 1.0 Fb.b := 875•psi•CF Fv.b := 95. psi widthb• hb3 4 Ab = 33.25 int W1 = 100 plf STUCCO WALL DEAD LOAD OK L:= 16•ft USE DF#2 4x12 BEAM Eb := 1.6.106•psi lb :=12 Ib = 443.59 in Ab := widthb•hb CHECK STRESSES IN BEAM: W, := 5•ft•20•psf W L2 Mb := 8 Mb = 3200ft•lb Mb•hb fb.b = 497.76 psi < Fb.b = 875 psi fb.b := 2 I Ab = 40.25 int W1 = 100 plf STUCCO WALL DEAD LOAD M 'b CHECK DEFLECTIONS: Ws := Live, + Dead,) 5 -WI -L4 L 8b:= 384•Eb•Ib Sb = 0.21 in < = 0.8 in OK 240 CHECK SHEAR IN WOOD: W1. (L — 2•11b) Vb Vb = 2 Vb = 704.17 lb fv.b := Abb • 1.5 fv.b = 26.24psi < Fv.b = 95 psi OK 19, FOUNDATION AND SLAB USE 3-1/2" SLAB W/ 6x6 -10x10 WWM USE 12" WIDE x 12" DEEP PERIMETER FOOTINGS W/ #4 TOP & BOTTOM LOAD := 561 •plf + (8-ft•20-psf) + 150-plf TRUSS HOLDOWN USE SIMPSON A35F AT 24" O/C FORCE (P"p 30-ft•2•ft WIND = up — 2 E FORCESEIS (Dead,)•2•ft• s 1.4 LATERAL DESIGN LOAD = 871 plf OK < 1000 PSF FORCEWIND = —144.941b OK NEGATIVE FORCESEIS = 104.041b OK ALLOWABLE= 265 LBS SEISMIC LOADS Ar := 2144-sf (AREA OF ROOF INCLUDING OVERHANGS) Wr := 25-psf (DEAD LOAD ROOF + TRIB. WALLS/SF ROOF) Ar• Wr• V Vr := Vr = 9188.57 lb SEISMIC SHEAR Hr := 8 -ft eave height 1.4 WIND LOADS PH, = 22.6 psf (HORIZONTAL WIND FORCE 70 MPH EXP. C) ARI := 555-sf (AREA OF LARGEST ROOF/WALL TRIBUTARY TO ROOF) AR2 := 256-sf (AREA OF SMALLEST ROOF/WALL TRIBUTARY TO ROOF) Frwt := ARI •P", Frwt = 12542.56 lb (WIND TO ROOF SIDE TO SIDE) Frwl := AR2•PN, Frwl = 5785.4 Ib (WIND TO ROOF FRONT TO REAR) THEREFORE: SEISMIC GOVERNS LONG & WIND SHORT DIRECTIONS DESIGN FOR SHEARWALLS SEISMIC LOAD DIVIDED INTO (1) FOR MAIN HOUSE AREA AND (2) FOR GARAGE AREA AREAGARAGE := 593•ft2 AREAHOUSE Ar — AREAGARAGE AREAHousE = 1551 ft AREAIiouSE Vri := Vr Ar Vri = 6647.14 lb MAIN HOUSE SEISMIC LOAD AREAGARAGE := •Vr Vr2 = 2541.43 Ib GARAGE SEISMIC LOAD Ar Frwti := Frwt• 44 Frwti = 8490.35 Ib MAIN HOUSE WIND LOAD 65 Frwt2 := Frwt• 21 Frwt2 = 4052.21 lb GARAGE WIND LOAD 65 LATERAL LOAD AT REAR WALL OF HOUSE: ' Frwtl REARWALL := REARWALL = 4245.17 Ib , 2 USE (1) SHEARWALL, 30'-0" LENGTH FIND LOAD TO WALL REARWALL VWALL 30 -ft VWALL = 141.51 plf .USE TYPE 8 STUCCO SHEARWALL PER THE ATTACHED TABLE ALLOWABLE = 180 PLF FIND HOLDOWN FORCE Mo := VWALL-8-ft-30-ft Mo = 33961.38 ft- lb 2 Mr := (3 2ft)•(160•plf) Mr = 72000 ft. Ib RESISTING FROM DEAD LOAD WALL Hd := Mo —.85 -Mr Hd = —907.95 Ib NEGATIVE, NO HOLDOWN REQUIRED 30 -ft LATERAL LOAD AT REAR OF GARAGE WALL:. Frwtj Frwt2 REARWALL6AR := 2 + 2 REARWALLGAR = 6271.28 lb USE (2) SHEARWALLS, ONE 4'-6" LENGTH & ONE 13'-6" LENGTH FIND LOAD TO WALLS REARWALLGAR VWALL 18 ft VWALL = 348.4plf USE TYPE 7 GYP. BD. SHEARWALLS BOTH SIDES PER THE ATTACHED TABLE ALLOWABLE = 175 x 2 = 350 PLF FIND HOLDOWN FORCE @ 4'- 6" WALL Mo := VWALL-8-ft-4.5-ft Mo = 12542.56ft- lb Mr := (4.5•ft)Z 2 (80•plf) Mr = 810 ft•lb RESISTING FROM DEAD LOAD WALL & ROOF ' Mo —.85 -Mr Hd := Hd = 2634.23 Ib HOLDOWN REQUIRED 4.5 -ft USE SIMPSON PAHD42 HOLDOWNS W/ (16) 16d.. HALL := 2945. lb ALLOWABLE PER SIMPSON TABLES Ha = 0.89 OK < 1.0 HALL P, A) FIND HOLDOWN FORCE @ 13'- 6" WALL Mo := VWAL L•8•ft• 13.5 -ft Mo = 37627.67ft- lb Mr:= (13.5•ft)2 2 •(80•plf) Mr = 7290ft. lb RESISTING FROM DEAD LOAD WALL & ROOF Mo —.85 -Mr Hd := Hd = 2328.23 Ib HOLDOWN REQUIRED 13.5•ft USE SIMPSON PAHD42 HOLDOWNS W/ (16) 16d HALL := 2945•Ib ALLOWABLE PER SIMPSON TABLES Hd = 0.79 OK < 1.0 HALL USE A35 CLIPS 6 12" O/C TO CONN GABLE TRUSS TO TOPTRACK REARWALLGAR UNIF :=21•ft UNIF = 298.63 plf ROOF DIAPHRAGM SHEAR UNIF• 1 ft = 0.66 OK < 1.0 450• Ib LATERAL LOAD AT FRONT OF GARAGE (WINGWALLS): Frwt2 • FRONTWALLGAR := 2 FRONTWALLGAR = 2026.11 Ib USE (2) SHEARWALLS, BOTH 2'- 8" LENGTH FIND LOAD TO WALLS FRONTW ALLGAR VWAL 2 VWALL = 1013.05 lb USE SIMPSON STRONG -WALL TYPE SW32x8-4 SHEARWALLS PER THE ATTACHED TABLE ALLOWABLE = 2865 LB USE SIMPSON SSTB28 HOLDOWNS LATERAL LOAD AT SIDE WALLS OF GARAGE: V r2 SIDEWALLGAR := 2 SIDEWALLGAR = 1270.71 lb USE SHEARWALLS, 21'- 0" LENGTH FIND LOAD TO WALLS SIDEWALLGAR VWALL •- VWALL = 60.51 plf ci•u USE TYPE 8 STUCCO SHEARWALLS PER THE ATTACHED TABLE ALLOWABLE = 180 PLF FIND HOLDOWN FORCE Mo := VWALL-8-ft-21 -ft Mo = 10165.71 ft -lb Mr := (21 ft)z •(120•plf + DL -10.5 -ft) 2 Mr = 65819.25 ft -lb RESISTING FROM DEAD LOAD WALL & ROOF Hd := Mo —.85 -Mr Hd = —2707.3.1 Ib NO HOLDOWN REQUIRED 16.91 • ft LATERAL LOAD AT RIGHT SIDE WALL OF MAIN HOUSE: Vrl SIDEWALLR := 2 SIDEWALLR = 3323.57 lb USE (2) SHEARWALLS, ONE 5'-'6" LENGTH & ONE 8'-0" LENGTH FIND LOAD TO WALLS SIDEWALLR VWALL 13.5•ft VWALL = 246.19pIf USE TYPE 11 PLYWOOD SHEARWALLS PER THE ATTACHED TABLE ALLOWABLE = 320 PLF FIND HOLDOWN FORCE Mo := VWALL-8-ft-5.5-ft Mo = 10832.38ft. lb Mr := (5.5. ft)2 •(160•plf + DL -15 -ft) Mr = 6276.87 ft• Ib RESISTING FROM DEAD LOAD WALL Hd := Mo —.85 -Mr Hd = 999.46 lb USE PAHD42 HOLDOWNS 5.5. ft LATERAL LOAD AT LEFT SIDE WALL OF MAIN HOUSE: Vrl SIDEWALLL := 2 SIDEWALLL = 3323.57 Ib USE (4) SHEARWALLS, TWO 8'- 0" LENGTH& ONE 6'-0" & 7'- 0" LENGTH FIND LOAD TO WALLS SIDEWALLL VWALL 29 ft VWALL = l 14.61 plf USE TYPE 8 STUCCO SHEARWALLS PER THE ATTACHED TABLE ALLOWABLE = 180 PLF FIND HOLDOWN FORCE Mo := VWALL-8-ft-6-ft Mo = 5501.08 ft -lb Mr := (6 ft)z •(160•plf + DL•15•ft) Mr = 7470ft•lb RESISTING FROM DEAD LOAD WALL 2 Hd Mo —.85 -Mr Hd = —141.41b NO HOLDOWN REQUIRED 6 -ft SHEARWALL ANCHOR BOLT SPACING THE ALLOWABLE SHEAR FOR 5/8" DIA. A.B. IS LIMITED BY HOLDING POWER OF BOLT PARALLEL TO GRAIN. PER UBC TABLE IS = 590 LB x 1.33 = 780 LBS. TYPICAL SPACING IS 6 FEET ON CENTER, THEREFORE SHEARWALLS WITH A LOAD PER FOOT LESS THAN 780/6 = 130 PLF DO NOT REQUIRE SPECIAL SPACING. SPACING FOR SHEARWALLS THAT EXCEED THIS VALUE IS CALCULATED BELOW. SPACING := 780.16 SPACING = 5.51 ft AT REAR WALL HOUSE REARWALL 30• ft SPACING := iau•to SPACING = 2.24 ft AT REAR WALL GARAGE SHEARWALLS RE-ARWALLGAR 18 -ft SPACING := 780 lb SPACING = 3.17 ft AT RIGHT SIDEWALL OF HOUSE SHEARWALLS SIDEWALL R 13.5 -ft ROOF DIAPHRAGM (UNBLOCKED CASE 1 PER UBC TABLE) USE 7/16" PLYWOOD/O.S.B. WITH 8d AT 6" O/C EDGES/12" O/C INTERIOR THE ALLOWABLE SHEAR VALUE IS 240 PLF. FROM REVIEW OF LATERAL WORST CASE IS AT REARWALL = 141.51 plf OK < 240 PLF 30 -ft a U HEARWALL SCHEDULE (PER 1997 UBC TABLES 25-I & 23 -II -I-1) 1. 1 X 6 LET IN BRACING. ..........................NONE 2. 1/2" GYPSUM WALLBOARD UNBLOCKED WITH 5d WALLBOARD NAILS AT 7" O.C. EDGES AND FIELD ..... 100 PLF 3A. 5/8" GYPSUM WALLBOARD UNBLOCKED WITH 6d NOTES FOR ABOVE GYPSUM WALLBOARD SHEARWALLS. a. ASSUMES DF -LARCH NO. 2 STUDS AT 24" O.C. b. REDUCE VALUES BY 50% FOR SEISMIC LOADS ZONES 3 & 4. Q3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 6" O.C. EDGES AND FIELD ........................220 PLF * 3/8" C -D, C -C PLYWOOD BLOCKED'WITH 8d NAILS AT 4" O.C. EDGES AND 6" O.C. FIELD................320 PLF 12.* 3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 3" O.C. EDGES AND 6" O.C. FIELD................410 PLF 14. 3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 2" O.C. EDGES AND 6" O.C. FIELD................530 PLF 3/8" STRUC. I PLYWOOD BLOCKED WITH 8d NAILS AT 2" O.C. EDGES AND 6" O.C. FIELD................610 PLF 15/32" STRUC. I PLYWOOD BLOCKED WITH 10d NAILS AT 2" O.C. EDGES AND 12" O.C. FIELD...............870 PLF NOTES FOR ABOVE PLYWOOD SHEARWALLS. a. ASSUMES DF -LARCH NO. 2 STUDS AT 24" O.C. b. 3/8" PLYWOOD PANELS HORIZONTAL OR VERTICAL. C. IN SEISMIC ZONES'3 &4 WHERE SHEAR VALUES EXCEED 350 PLF, SILL PLATE AND STUD FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 -INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. d.. * INDICATES 2x SILL AND STUDS MAY BE USED PROVIDED THE ALLOWABLE ANCHOR BOLT CAPACITY IS USED AND ANCHORS /0 WALLBOARD NAILS AT 7" O.C. EDGES AND FIELD ..... 115 PLF A1/2" GYPSUM WALLBOARD UNBLOCKED WITH 5d WALLBOARD NAILS AT 4" O.C. EDGES AND FIELD ..... 125 PLF A5/8" GYPSUM WALLBOARD UNBLOCKED WITH 6d WALLBOARD NAILS AT 4" O.C. EDGES AND FIELD ..... 145 PLF A. 1/2" GYPSUM WALLBOARD BLOCKED WITH 5d WALLBOARD NAILS AT 4" O.C. EDGES AND FIELD ..... 150 PLF A5/8" GYPSUM WALLBOARD BLOCKED WITH 6d WALLBOARD NAILS AT 4" O.C. EDGES AND FIELD ..... 175 PLF A7/8" PORTLAND CEMENT PLASTER (STUCCO) UNBLOCKED OVER PAPER BACKED LATH W/ 16 GA. STAPLES AT 6" O.C. EDGES AND FIELD ...........................180 PLF NOTES FOR ABOVE GYPSUM WALLBOARD SHEARWALLS. a. ASSUMES DF -LARCH NO. 2 STUDS AT 24" O.C. b. REDUCE VALUES BY 50% FOR SEISMIC LOADS ZONES 3 & 4. Q3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 6" O.C. EDGES AND FIELD ........................220 PLF * 3/8" C -D, C -C PLYWOOD BLOCKED'WITH 8d NAILS AT 4" O.C. EDGES AND 6" O.C. FIELD................320 PLF 12.* 3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 3" O.C. EDGES AND 6" O.C. FIELD................410 PLF 14. 3/8" C -D, C -C PLYWOOD BLOCKED WITH 8d NAILS AT 2" O.C. EDGES AND 6" O.C. FIELD................530 PLF 3/8" STRUC. I PLYWOOD BLOCKED WITH 8d NAILS AT 2" O.C. EDGES AND 6" O.C. FIELD................610 PLF 15/32" STRUC. I PLYWOOD BLOCKED WITH 10d NAILS AT 2" O.C. EDGES AND 12" O.C. FIELD...............870 PLF NOTES FOR ABOVE PLYWOOD SHEARWALLS. a. ASSUMES DF -LARCH NO. 2 STUDS AT 24" O.C. b. 3/8" PLYWOOD PANELS HORIZONTAL OR VERTICAL. C. IN SEISMIC ZONES'3 &4 WHERE SHEAR VALUES EXCEED 350 PLF, SILL PLATE AND STUD FRAMING AT ADJOINING PANEL EDGES SHALL BE 3 -INCH NOMINAL OR WIDER AND NAILS SHALL BE STAGGERED. d.. * INDICATES 2x SILL AND STUDS MAY BE USED PROVIDED THE ALLOWABLE ANCHOR BOLT CAPACITY IS USED AND ANCHORS /0 e u Check our website www.strongtie.com for structural details. T Standard Strong -Wall Shearwall 0». t STRONG -WALL TM SHEARWALL I The Strong -Wall Shearwall has ICBO Code No. PFC-5485. Standard model walls are used for slab -on -grade applications, or for installations where the ! t wall will bear directly on concrete. The top of the wall attaches to double top plates or can fasten to verious header materials. Standard model walls can be installed around window and door openings, on garage wing walls, interior applications or any other locations where increased lateral resistance is required. I FEATURE BENEFIT , Continuous Top Plate Achieves higher drag strut capacity. 3 1/2 Inches Thick No diaphragm sticking out of the plane of the wall; no furring out adjacent walls—saves on installation costs. Pre -Attached Holdowns Assures high quality control, saves installation time. Slotted Holes for Field adjustability results in fewer problems Perpendicular Adjustments associated with misplaced anchor bolts. Factory Built , Fingerprinted, Consistent quality and performance. i High Duality Materials Allows for Greater Than Can use less expensive wood wall, steel -type 2 -to -1 Aspect Ratio is labor-intensive. Template available for Anchor bolts less likely to be off layout. Placement of Anchor Bolts Saves time for concrete and framing contractor. Design Load Values Derived Higher degree of confidence in building from Cyclic Testing of performance for owner, engineer and Complete Wall System insurance company. Higher loads than conventional Requires 30-70% less lineal footage than conventional field built shearwalls shearwall. Eliminating excess shear panels can reduce Number of water entrapment problems associated with some Reaction at stucco installation methods. Naming Scheme: SW24x8-4 Strong -Wall T! T t Nominal Wall Width I Thickness (in.) Nominal (in.) Holdown Height t US Patent a,7o6,626 i Z I ? STANDARD. STRONG -WALL SHEARWALL' Q I o u) NZz ' Z 0 0 a a N I ! z L Q, c I '- a n! n U U N I N I U I o U i U I 1. For plywood shear panel, add "P" to model name (e.g. SW24x8-4P), and multiply the table loads by 0.88. ! 2. For two -pour applications, use the SST834. 3.Recommended minimum 5/8" x 12" mudsill anchor. iii t i The building designer shall verify that these details are consistent with the complete load path requirements of the structure. 14 Holdown Holdown W H T Number of Number of Reaction Reaction at Holdown' Drift at Allowable Max. Model (in) (in) (in) Fasteners in Mudsil! at Strength Allowable Anchor Eftear Allowable ShearV Wall Top of Wall Anchors Limit States Shear Bolts Shear V Load Weight (Ibs) (Ibs) (in) (lb/ft) (lbs) SW24x8-4 24 93y, 3y 12-SDSyx6 - 2-% 16470 3070 2-SSTB28 1610 .389 804 91 SW32x8-4 32 93y, 3y 1 16-SDSyx6 2-% 20670 7100 2-SSTB28 2865 .377 1074 116 SW48x8-4 48 .93y, 3y 24-SDSyx6 3-% 19920 5900 2-SSTB28 4545 .380 1136 149 SW249-4 24 105y, 3y 12-SDSyx6 2-% 21540 3560 2-SSTB28 1585 .396 793 101 SW32x9-4 32 105y 3y 16-SDSyx6 2-% 21510 4960 2-SSTB28 2600 .427 975 128 SW48x9-4 48 105y, 3y 24-SDSyx6 3-y8 20520 6190 2-SSTB28 1 4370, .439 1093 165 SW32x10-4,. 32 117y, 3y 16-SDSyx6 2-ya 19530 4670 2-SST628 2460 .453 923 134 SW48x10-4 48 117y4 3y 24-SDSyx6 '3-y, 21270 6680 2-SSTB28 4095 .435 1024 171 Q I o u) NZz ' Z 0 0 a a N I ! z L Q, c I '- a n! n U U N I N I U I o U i U I 1. For plywood shear panel, add "P" to model name (e.g. SW24x8-4P), and multiply the table loads by 0.88. ! 2. For two -pour applications, use the SST834. 3.Recommended minimum 5/8" x 12" mudsill anchor. iii t i The building designer shall verify that these details are consistent with the complete load path requirements of the structure. 14 i1MPSON, Ay -6 ^UJICIC 243/a' I 10' 141, ° HPAHD22 HPAHD22-2P BEND ADDITIONAL STRAP OVER TOP OR CUT OFFDOUBLE jffi 2x10 _ RIM JOIST Typical PAHD42 before Concrete Pour (HPAHD22-2P and HPAHD similar) Typical PA51 Installation (PA68 similar) PA51 -* (PA68 similar) PA/PARD/HPAHD HOLDOWNS Wood -to -concrete connectors that satisfy engineering and code requirements. MATERIAL: HPA-10 gauge x 21/16"; all others -12 gauge x 21/,6" FINISH: Galvanized. Selected products available in Z -MAX coating; see page 6. INSTALLATION: • Use all specified fasteners. See General Notes. • See StrapMate, page 23, for attachment to form board. • Bending the strap 900 to aid wall placement may cause spalling behind the strap. If the spall is 1' or less, measured from the embedment line to the bottom of the spall, full loads apply. For spalls between 1' and 4" (see illustration), the allowable load is 0.90 of the table loads. • Where fewer fasteners are used in the structural wood member, reduce loads according to the code. A wood splitting problem may occur when holdowns are nailed to lumber less than 31/2" wide. To lessen splitting of 3x's or double 2x's, either fill every nail hole with 10dx11/2" nails or fill every other nail hole with 16d commons. Reduce the allowable load based on the size and quantity of fasteners used. • Unless otherwise noted, do NOT install where: (a) a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath, unless provisions are made to transfer the load, or the slab is designed to resist the load imposed by the anchor; or (b) slabs are poured over concrete block foundation walls. • To get the full table load, the minimum center -to -center spacing is twice the embedment depth when resisting tension loads at the same time. • There is an increase in the amount of deflection if the strap is installed on the outside of the shear panel versus under the shear panel directly to the framing. Ask for Form T -PLYWOOD for complete details. FOUNDATION CORNERS: Nail and bolt quantities have been reduced when the load is limited by tested concrete pullout strength (fill holes from bottom up); additional nail holes need not be filled. Nail and bolt quantities may be reduced further for less than 8' corner distance design loads—use code allowable loads for fasteners used in shear. TWO -POUR SYSTEMS: When a cold joint exists between slab and foundation, the holdown will be lower on the stud wall since the embedded portion of the holdown must be in the foundation (see table footnote 1 for exception). Fewer fasteners are used, reducing allowable Ioads.Loads are calculated using a 4' slab over 6" and 8' foundation walls. PAHD42, HPAHD22, HPAH022-2P HOLDOWNS: Designed to be installed at the edge I of concrete. Tests determined the pullout strength with one horizontal #4 rebar in the shear cone. Rebar should be a min. length of 2x embedment depth + 12' (except corner f installations, page 25). Install before pouring concrete by nailing to form. Installation holes allow nailing to the form, resulting in 1' deeper embedment; see illustration. OPTIONS: See also HDA Holdowns, LTT, MTT, HTT Tension Ties. CODES: BOCA, ICBO, SBCCI NER-393 and NER-469. 1. HPAHD22 may be embedded 4- into the slab and 6' into the 8- stemwall beneath for a maximum load of 2810 lbs, at 8- minimum from the closest corner, and 1200 lbs. at 1/2* from the closest corner (like installation 4). 2. EDGE INSTALLATION: The minimum concrete compression strength is 2500 psi. For 2000 psi, calculate loads at 0.89 of the table allowable loads. 3. Allowable loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed; reduce for other load durations according to the code. 4.16d sinkers (9 ga x 31/.) or 10d commons may be substituted for specified 16d commons at 0.84 of table loads. 5. Minimum nail end distance to prevent splitting is I Ox the nail diameter, or 1%' for 16d nails. 6. Calculate loads using straight line interpola- tion for corner distances between 1/t' and 8- 7. Minimum lumber thickness for bolt allowable loads is 211h' for proper embedment of bolt into the wood member; reduce allowable load according to the code for lesser lumber thicknesses. 8. Optional fastener holes are provided on selected products. Because the product is limited by the concrete foundation, you may not need to install optional fasteners. 9. Strap may be bent one full cycle. Model """ Allowable Uplift Loads Sidor a '. Model L Min Emhed. Allowahle UpIiN Loads No. Nails • Depth (133) (160) PA51 51 4 9-16d 1690 2030 ° '' —5"—► PA68 70 4 9-16d 1690 2030 MINIMUM SIDE COVER 1. Loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. Tical PA connecting 2.16d sinkers (9 ga x 31/<) or 10d commons may be substituted for tud to Foundation the specified 16d commons at 0.85 of the table loads. 3. Optional fastener holes provided. Calculate (use PAHD42 or loads according to the code to a maximum of 3685 lbs. Minimum HPAHD22 for embedment is 4'; 5' to the nearest edge. dge applications) z - 1. HPAHD22 may be embedded 4- into the slab and 6' into the 8- stemwall beneath for a maximum load of 2810 lbs, at 8- minimum from the closest corner, and 1200 lbs. at 1/2* from the closest corner (like installation 4). 2. EDGE INSTALLATION: The minimum concrete compression strength is 2500 psi. For 2000 psi, calculate loads at 0.89 of the table allowable loads. 3. Allowable loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed; reduce for other load durations according to the code. 4.16d sinkers (9 ga x 31/.) or 10d commons may be substituted for specified 16d commons at 0.84 of table loads. 5. Minimum nail end distance to prevent splitting is I Ox the nail diameter, or 1%' for 16d nails. 6. Calculate loads using straight line interpola- tion for corner distances between 1/t' and 8- 7. Minimum lumber thickness for bolt allowable loads is 211h' for proper embedment of bolt into the wood member; reduce allowable load according to the code for lesser lumber thicknesses. 8. Optional fastener holes are provided on selected products. Because the product is limited by the concrete foundation, you may not need to install optional fasteners. 9. Strap may be bent one full cycle. Model """ Allowable Uplift Loads Sidor No. Uli 133 (160) Nailsp0tyta I Nails I Bolts Nails Bolts EDGE INSTALLATION -2500 PSI CONCRETE I SINGLE POUR (see installation 1) 8" min from corner z I ti PAHD42 6 12-16d6 12 3d 3' 6620 2205 1855 2205 2205 0 z - 8 16-16d 3 y 9613 2945 1855 2945 2225 w d W HPAHD22 6 16-16d 4 Y 10667 3330 3245 3335 3335 i 8 23-1fid 4 y 16203 4570 3245 5160 3895 DOUBLE POUR (see installation 4) 8" min from ~ cn PAHD42 6 12-16 1 2 —--_ _ _— 6620 2205 1755 2205 2105 E a z a 8 12-16d 2 9613 2255 1755 2705 2105 .2 HPAHD22 6 16.16d 3 10667 3330 2445 3335 2935 N 8 19-16d 3 y 16203 3775 2445 4530 HPAHD22-2 6 16-16d — — 10667 3180 — 3335 — m L 8 23-16d— — 16203 4570 — 5160 c i _ _ --- _— CORNER INSTALLATION -2000 PSI CONCRETE p j SINGLE POUR (see installation 2 & 3 y"min from corner o a I g PAH042 6 7.16d 2 3763 920 920 920 920 m ' 8 8-16d 2 4345 1050 1050 1050 1050 A 6 7-16de — — 5610 1315 — 1315 — HPAHD22 9-16d 3 5610 1315 1315 1315 1315 8 10-16d' — — 7452 2030 — 2030 — _ 11_16d 3 7452 20_30 2_030 203_0 2030 DOUBLE POUR (see installation 5) from corner PAHD42 ,"min 6 7-16d 2 3763 920 920 920 920 8 8-16d c ; 2 4345 1050 1050 1050 1050 HPAHD22 6 9-16d 3 5610 1315 1315 1315 1315 _ 8 _ 11-16d 3 _y 7452 2030 2030_ 2030 HPAHD22-2 _2030 - 6 12-16d — —_ 7452 2030 2030 — _ 8 12-16d — — 7452 2030 — 2030 — a e o m; 0 A34 A35 O A35 Installed over 1" foamboard' See note 5: Beam to Posts A and B Legs Outside 0 Ceiling Joists to Beam Joists to Beams . i LTP4/A34/A3 5 aIM Ho s, 17 Doug -Fir -Larch/ wPine Allowable Loads Floor Roof (100) (125) . s A34 m F1 345 365 295 ° • 2-4 The LTP4 Lateral Tie Plate transfers shear forces for top • • Qt A1, E - 260 320 plate -to -rim joist or blocking connections. Nail holes are spaced, 275 •� o • 145 A35 to prevent wood splitting for single'and double top plate applications. May be installed over plywood sheathing. A2260 • 225 275 The A35 anchor's exclusive bending slot allows instant, 270 D 150 150 ' 130 accurate field bends for all two -,and three-way ties. Balanced, A35F completely reversible design permits the A35 to, secure a great 450 450 385 variety of connections. F2 515 645 445 r�3' A35F MATERIAL: LTP4-20 gauge; all others -18 gauge P G m.. FINISH: Galvanized. Some products available in stainless steel" J 265230 m t1ro:.: , or Z -MAX; see Corrosion -Resistance, page`6. LTP4 INSTALLATION: • Use all specified fasteners. See General Notes. 515555 CD m 4y' - A34—Use 8-8dx11/2' nails. H 515555 7 S I,INE�"� ,� �-- PUT • A35 and 435F—Use 12 8dx1 Yz° nails. - m =w • A35—Use 9-8dx1 1/2' nails for connection types At, E, C1. �`' ?>m;i • LTP4—Use 12-8dx11h" nails. CODES: BOCA, ICBG, SBCCI NER-413"and NER-432; Dade Co. " m 'FL 97-0107.05; City of L.A. RR 25119, RR 25293. LTP4 Lu AJO tA2 02 �� Model No. Type of Connection Direction of Load Doug -Fir -Larch/ wPine Allowable Loads Floor Roof (100) (125) . S race Pine Fir Allowable Loads Floor Roof (100) (125) A34 '111 F1 345 365 295 315 F2 280 280 240 240 2 A1, E - 260 320 225 275 C1 170 170 145 145 A35 3❑ A2260 320 225 275 C2 260 315 225 270 D 150 150 ' 130 130 F1_ 450 450 385 385 F2 515 645 445 555 A35F �5 G 500U26230 430 J 265230 H 440380 LTP4 G 515555 J 515555 H 515555 1.Allowable loads are for one anchor. When anchors are installed on each side of the joist, the minimum joist thickness is 3'. 2. Roof loads are 125% of floor loads unless limited by other criteria. Floor loads may be adjusted for other load durations according to the code, provided they do not exceed those in the roof column. 3. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 4. G direction only: A35F and LTP4 can be installed over 3/s' plywood, with 8dxl Yz' nails and achieve .72 of the listed load, or over 1/2, and achieve .64 of the listed load. 8d commons will achieve 100% load. 5.A35 installed over 1" foamboard has a load of 170 lbs (100) and 215 lbs (125) in an F1 direction of load. - 3] A35 U Chimney Framing 104 Studs to Plate with B Leg Outside a ®. LTP4 Installed over Plywood Sheathing Typical A35F Installation 0 0 U O U O7 Joists to i Plate with A Leg Inside I 1� ,.................................... FP,OM : WHAPTON Z ASSOCIATES PHONE N0. : 9096056870 Jan. 10 2001 10:56RM P1 R.T. WHARTON & ASSOCIATES, INC. 601 S. MILLIKEN AVE. UNIT ff ONTARIO, CA. 91761 Telcphone 909-605-6865 Fax 909-605-6870 January 10, 2001 TO: AL PIO @. FAX 94M, -327-0623, (4 ) PAGES RE; VARGAS RESIDENCE, LA QUINTA HERE IS REVISED PAGE OF CALCS DESIGNING FOR (1) SIMPSON STRONGWALL. NOTE THAT 4x12 DOOR HEADER IS TO BE TIED TO THE STR.ONGWALL WITH A MSTI48. SINCERELY, oQqa Essioy r y R AiD T, rpN RON WHARTON, P.E. ` iR S f ES 12.31- `r qj. C1V 1 Q" `" FROM,,,.:,WHARTON & ASSOCIATES r -Model No, PHONE NO. : 9096056870 Jan. 10 2001 10:58AM P4 RPS/ST/FHA/PSIHST L, STA/LSTI/MST/META MSTAM/MS'a'C/MSTi STRAP Tres Typical LSTA Installation (hanger not shown) TYPIOal MSTAM36 Installation Floor-to-ploor Clear Span Table lea 550. ;. 135`:. 885 i FHA9 1' 9 8 16tl TYpICaI LSTA Installation FHAl2 1> 11. 550. :•755;:'. •,88& (hanger not shown) FNA18 1r 1 t3 16tl • S5ti:. <,:735 . :''.885': t 1 _ 8;16a 550 73,5. :885 i 2 a -16d. 550 12 17 30 `L8 -16d 2 550.26 26-10dx1y 1130; ;1:5To...Dim9rysions BOItB 2 36 36-t.0dx1 G,1'565'' °2'090•:` `25.05•. . ,• NO. .248-1Odx1 WL Gty Dia 2135.X,.82 18 4 2 7 6060 60 10dx1 27'7;4 18 4_ 2' 72 72.10dxf} 3310, 4415 ,:4725, PS720` Masonry Application 1 20 e Model Dimensions Fasleners (Tot Allowagle loads . No. Ga — Model W L Nails Then Floor i Plate Notch •• hr 1STAMZ4 t8 1 ! 24 Screws 1OD)' •'(193)•;,(180) Ne. Width Ir — _ 5 x2y 1025 1370 1546 APS18 2X4 x 5X MSTAM36 16 fit. 36 13.10d 8-A A 1435 1915 1815 RP522 2X6 5 5j " g STC .40 i6 3 40y 27-16a sinkers 14-yx2y 2880 39Q5 a395 RPS28 2x4 S 12" I r— oimensionsl FAsiQna.o,r. n 1"—'----•••—• .___ No. a W L polls Nails _ Bolles t • loads have been Increased 33% and 60% for earthquake or wird Nails 102dinp with no further Increase allowed. Floor loads may not be Qty DI a Floor, 138 'Flooi increased for other load durations. i (180} 100 (1931 rljf3o} 2 27 ! 30-16d 4 } . --. 2.10dxl W nails may ba substituted where 16d sinkers ars specified MST37 12 2 1 37 42 16d g 2070 2760 2790 1285 1725 1 2070 at 0,80 of the table loatls. •• } ?860 3815 3815 1825 2435 2920 3.1 Otl commons may be substituted where 18d elnkors are specified MS148 2k 48 46-16d 8 „JS 3345 4460 14441N 2225 2970 3560, at 100% of table loads. MST72 1U 2k 80 58-16d 10 4360 '6600 5800 2670 4.164 sinkers (9 pause x U41 or 10d commons may be substltuted M3T 2 2X ' '72 56-16d 10 3565 4275 _ where ted commons are specified at 0.64 of the tablo loads. HST2 2 21 4350 5800 5800' • 2610' • $565 • 4275 5.AllowaDle bolt Toads aro based on parallel -to -grain loading and theso IiST5 7 =.,.. 6 5 21 12' ' 3130 4175 5005 H ir' um ntomber• thicknesses: MST -2'h"; HST2 and HSI', -4`: i HST3 3 3 25y 6 _ 6385 „ 8510 7 0210. S and HST6-4 A' HST6 4645, ' 6.195 7439 6. PS strap design loads must be determined for each Installatlon. 8 25 - 2 ay—, _ - 9350 12459 1495 Softs are inst8110d both perpendicular and Parallel•to-nraln. t-KurtWHHPI-ON 8, ASSOCIATES Check our website w.stranati .cont for structural details. Standard Strong -Wall Shearwall US MOM 5,706:626 PHONE No. : 9096056870 Jan. 10 2001 10:57AN P3 STRONG -WALL TM S H F. The Strong -Wall Shearwall has ICRO Code No. prC.54 Standard model walls are used for stall -on -grade applications, or for ii str wall will bear directly on cuiloreto.. The top of the wall attaches to do6bie l fasten to various header materials. Standard model walls Can he initail' (f, .and door openings, on garage wing walls, interior applications or any:dth, increased lateral resistance is requited, FEATURE BENEFIT Continuous Top Plate Acnievos higher drag strut capacity, 31/2 Inches Thick"'No diaphragm sticking Out of the pla Holdown' wall; 110 furring out adjacent 1pmlls D.H.ft iv filllkablil! on Installation costs. Pro-AVached Holdowns Assures high quality control, saves Instaillutl6'i Slotted Holes for Perpendicular Adjustments Field adlustability results In fewer probl ' M associated with misplaced anchor bolti7,ir,'A Factory Built , Fingerprinted, High Quality Materials Consistent quality and performance, Allows for Greater Than 2 -to -1 Aspeot Ratio Can use less expensive wood wall. steel,.* is labor-intensive. TOMP12te available for Placement of An* Anchor Bolts Anchor baits less likely to be off layout. `4 t. Saves time for concrete and framing co Design Load V81,UeS Derived frOol Cyallo Testing of niracic Higher degree of confidence In building Complete Wall System performance for owner, engineer and insurance company, Higher loads than conventional field built shearwalls Requires 30.70% less lineal footage than cqrlll- .389 shearwall. Eliminating excess shear panels cat $W48XB.4 48 93 3 water entrapment problems associated with it 20-070 Stucco Installation methods, STANDARD STRONG -WALL SHEARWALL Nam: Ing Scheme: -Sw2oxe.4— TT TlNominal Wall Width Thickness 0n-) NamIn,I (In,) HeI* ht " 081 uptuer 4 af.., Model W``:Fasteners, - F.astenersin-,- N.UnIkeraf Mudil!),. .,Ab Ion. it." act Ae6blIoP -it Holdown' Allowabill, D.H.ft iv filllkablil! Alidiih 666j,: I' VtW 'A" nenors LIMil States .1near' Arichor Baits sheai'v Load (115' Vn). : SVV24x8.24 93y, 11 3,Y, 112-SDSyx6 SW32x8.4 32 1 9 3,v4 I 3y 1 6 - 6 MIii, 2.,3 1 3070 2.SSTB28 Islo .389 804 $W48XB.4 48 93 3 :72-Ty4_1 20-070 7100 2,86TS28 I 2e65 L,317 1074 `24-SDS)I.x6 !'SW24 A .24 .10 6 Y., ly", :,J -sbsyks4 3 -ye 1 1,9920 11640- $900 2-$STB281 4645 ---------- 1 J 1136 132: • :1,05, V ::;. . , 1 3660 , 1505. 396 7931 S -4,510 8x9 .2 -20520 960 S26 M6 .427 SVV32x10-4 32 117 3Y -SDSY 4 1 16 X6 2-ya 1*9530 619o_. 2•SST828 4370 .438 1093 - SW48x10.4 48 117 4 $Y1 24-81)SY SL 3-, _ 467 2 STS28 1 2460 .453 923 I !L 1 -For plywood shear panel, add "IP" to model _8880 2•$$1826 409$ .438 1024 name (e.g. 2. For INVO-DOur aPplications, use the SST834. SW24X8-4P)Jnd multiply the table loads by 0.8a. 3.Aecarnmentled minimum s/a,, 112" Mudsill anchor. The blilldinn 134.: 171 --y LnUT nese details are consistent'With the OOOIetG load pAthroemimMentSoftheSt M. a FROM WVARTON & ASSOCIATES PHONE NO. 909605687© Jan. 10 2001 10:56RM P2 FIND 110[_DO\\ C4 FORCE. (fit: l3'• 6" NVALL PIq :_ •,vALL B'ft'13.5•tt Mo = -37627.6?ft•lb Mr - (13.5 ftj` (90,plf) Svir = 7290R•lb RESISTING FROM DEAD LOAD WALL & IzQQF 2 ,to - .s5•ivt • Hd := Hd = 2128.23 lb 11OLDOWN REQUIRED 13.5 -ft USE SIMPSON PAHD42 HOLDOWNS Wl (16) 16d HALL 2945 -lb ALLOWABLE PER SIMPSON TABLES l:.ld = 0.79 OK < 1.0 HALL USE A35 CLIPS g, 12" O/C TO CONN. GABLE TRUSS TO TOPTRACK REARWALLcAR UNItF := UNi IF = 298.63 plf ROOF DIAPHRAGM SHEAR 21-f{ uNi.F• 1 ft = 0.66 O% < 1.0 450 -lb A, .LATERAL. LOAD AT FRONT OF GARAGE (WINGWALLS): Fnvt2 FRONTu'nLLC;,ri ,FRONTMIALLt, ' 2026.11 Ib USE (1) SHEARWALL, 21L 8" LENGTH FIND LOAD TO WALL FRQNTWALLCAR 'WALL := 1 VWALL = 2026.11 lb USE SIMPSON STRONG -WALL TYPE SW32x8-4 SHEARWALL PER THE ATTACHED TABLE ALLOWASLE = 2863 LB USE SIMPSON SSTD28 HOLDOWNS TIE 4xl 2 HEADER TO STRONGWALL W/ 1NIST148 (48) 10d MAIDS, ALLOWABLE =2850 LBS ' LATERAL LOAD AT SIDE WALLS OF GARAGE: Vr, SIDENVA.LLOAg := 2` SIDEWALLGAR - 1270.71 lb USE SHEARWALLS, 21'- 0" LENGTH SIDEWAi LOAR FIND LOAD TO NVALLS V ALL VWALL = 60.51 plf 21 -ft USE TYPE 8 STUCCO SHEARNA ALLS PER THE ATTACHED TABLE ALLOWABLE =180 PLP R