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AR (0005-072) + SFD (09165)53325 Avenida Madero 0005-072 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 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 #1 4 +' "Signature of Owner cr`-7” 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). (,y 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 agreefthat if I should become subject to the workers' compensation ;prgvisionss of Section 3700 of the Labor Code, I shall forthwith comply with 1t'hosse rovisions. f, Date: III F -v ! -µ Applicant - f / f i i .. ,,;? ,,,Warning: Failure to secure Workers" Compensation coverage isn'lawfu 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 propgrty-for inspection p ,,poses. Si nature (r)wn6r1A-riPntA f a Date 1 a'+ A BUILDING PERMIT PERMIT t/ DATE i } VALUATION I LOT TRACT 17 3 2 0 JOB SITE l APN ADDRESS : J 4 Anpk 1 1 9A l0 'til. ' C? 774 )3a• 13 OWNER CONTRACTOR / DESIGNER / ENGINEER a EPICAY0 frm ovJ 53^3255 AV120DAM MP.0 ,T A QuINTsk CA 922,33 USE OF PERMIT 319 SQ. FT. ilODM .Fs(92.Ai`IOV ASPERA?PROV FD F'7..ctt,23S or,4LY AMMON 3910 3F 1'IA14 CHROX Wr+: 101-000-439-318 3122.03 t OX'S CR6.3s '.ION .tTZE 101 -OW -1111.18-000 $199.00 MECHANICAL FIFE 5101.000-421-000 $19.111 rLE,C.'d'PiCAL FRZ *1 f. { 'RfzAiL9luiq`illt R31 1 Y Oa.o +J e^11,(110 $1,73 Okt fs ii% f 3 . 101-000.423-000 i WF.1'. -M A%. COMM W'ft0N1 ' AND A" i"TIVOK $360.83 LESS PRE -PAD M-8 $0.00 r P T. AL MUM YUKES DIT QVV Mom Nov 17 2000 a IT"Y LA • } Ue ij i RECEIPT DATE i L `3 BY %' ' i.. . DATE FINALED - l7 -o z/ INSPECTOR INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings I Ducts Slab Grade 71, ( Return Air Steel Combustion Air Roof Deck%% 00 5Z Exhaust Fans 0. K. to Wrap l/2l F.A.U. Framing 3 Z L S7 Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall = Int: Lath j . 1. Final ((! POOLS -SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond .. Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test r 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 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 Utility Notice (Perm) .. y . • . • • . . I . V – — Bin 14t ,. fr _ _ - ,-,c,, City of La .Quints . : K . Building ex,Safeiy Division . P.O. Box 1.504 - . Permit # .: - - t - '• , 78=495 Calle Tampico I ' . . La Quinta. CA'92253 . .I , ., 6(35- - • Bull din Permit Application and Tracking,S eet," -_.. . Project Address: Ej -- 325 U , /, Owner's Name: CA. G ,J-< CPC/i . P. Number: . Address: -A 53 -3ZS , LI Legal Description:' J. City.ST. Zip: 2 44 ,F2 Z - . • F . Contractor. / Telephone: 9j X573 9aav 11 : Address:JN / .n • Project Description: ,31f ,5F - 6 6 17 ©Jv I 110 , Cin -.ST. Zip, .. - . ' 5 t ` , . .., ,,..: , r Telephone: .. `1* X.: *...,.;:-..:: ..'+..'.+.'...,..,:..'++..'..+:i - + -- `.:.,.-... ..... - ... :._ . . ._ . Y State Lic. _: .3 105. City Lic. # - ' . -a.- -- Arch.. Engr.. Desismer: ,7- t t,t] "' . Q1iQl 31 SF Address: :, &> .86 n /o g t C` sC, .L Ciq. ST. Zip I"D. -C / • 9 22 5 • * 35'.&D ' w, l5taT S • Telephone: y C P Z 1 obstruction T e: - Occu an : • . 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V Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE , 3: I ' Date 6/5/00 APN # 774'033-013 No. 20522 Jurisdiction La Quinta Owner NameJessica & Carlos Mercado permit # 0005-072 No. 53-325 Street Avenida Madero Log # city La Quinta" zip 92253 Study Area Tract # Lot # Square Footage 319 Type of Development Residential Addition. No. of Units 1 Comments k 319 sq. ft. addition to the home. - • At the present time, the Desert Sands Unitied 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: ` Residential Additiolri.,500 Sq Feet or Less EXEMPT' ' This certifies that school facility fees imposed pursuant to Government Code 53080, in the amount of ' 0.00 X 319 or $ "0.00 the property listed above.and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued o,, , Fees Paid By N/A Marvin Mixon" Telephone #310-373-9000 Name on the check",, _" r " By Dr. Doris Wilson - - Superintendent - <; Fee collected /exempted by Mary Ann L. Borja Exemptr $0.00'i L ., u'_• - Check No. N/A Signature c NOTICE: Pursuant of Assembly Bill 3081 (CHAP 9, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees orother payment identified above 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 Distric(s) or to another public entity authorized to collect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant . ' Copy - Applicant/Receipt Copy- Accounting A Roof Rafter[ 94 UBC (91 NDS) j Ver. V4000004 By: Building Inspector, City of La Quinta on: 10-31-2000 Proiect: - Location: Summary: 1.50 IN x 11.25 IN x 17.5 FT (Actual 18.958 FT),(a_) 16.00,0.C. / #2 - DOUGLAS FIR -LARCH- Dry.Use Section Adequate By: 122.8% Controlling Factor: Section Modulus Deflections: Dead Load: DLD= 0.13 IN Live Load: LLD= 0.19 IN = L/1226 Total Load: TLD= 0.3.1 IN = U731 Rafter End Loads and Reactions: LOADS: RXNS: 'Upper Live Load: 129 PLF 172 LB Upper Dead Load: 88 PLF 117 LB Upper Total Load: 217 PLF 289 LB Lower Live Load: 129 PLF 172 LB Lower Dead Load: 88 PLF 117 LB Lower Total Load: 217 PLF 289 LB Upper Equiv. Tributary. Width: UTWeq= 9.479 FT Lower Equiv. Tributary Width: LTWeq= 9:479 FT Rafter Data: - Interior Span: L= 17.5 FT Cantilever Span: CS1= 0.0' FT Live Load Deflect. Criteria L/ 240 Total Load Deflect. Criteria: L/ 180 Rafter Spacing: SPC= 16.00 IN O.C. Rafter Loads: Roof Live Load: LL= 16 PSF Roof Dead Load. DL= 10 PSF Rafter Pitch: RP= 5.00- :12 Rafter Unbraced Length: Lu= 0.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Spans And Loads: Interior Span: Ladi= 19.0 FT ' Cantilever Span: CS1adi= 0.0 FT Rafter Live Load: wL= 18 PLF Roof Loaded Area: RLA= 25 SF Roof Live Load Method: 1 Rafter. Dead Load: wD= 12 PLF Rafter Total Load: WT= 30. PLF Properties For: #2- DOUGLAS FIR -LARCH Bendinq Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc_perp= 625 PSI Adjusted Properties Fb' (Tension): Fb'= 1157 PSI Adjustment Factors: Cd=1.15 Cf=1.00 Cr=1.15 ' Fv': Fv'= 109 PSI Adiustment Factors: Cd=1.15 Design Requirements: Maximum Moment(Interior Span): Mcent= 1370 "` FT -LB At Location(From Upper Support):: X= 9.479 FT Moment At Cantilever: Mcant= . 0 FT -LB Maximum Shear:. Vmax= 289 LB Shear At Peak: Vpeak= 289 LB Required Cantilever Depth: D(cant)= 0.00 IN Comparisons With Required Sections: Section Modulus: Sreq= 14.3 IN3 S= ' 31.6 IN3 Area: Areq= 4.0 IN2 ' A= 16.8 IN2 Moment of Inertia: ireq= 43.9 IN4 1= 177.9 IN4 t _..,..___-__.. ,_ ..-._...,-......... _. .. ..- _ y._......_, ... r..._.-...._r...... _____._ ..._._ ___ . r...r .... ... -_. ..- .« ------------- BOB HOFFMAN , Structural Engineer" . cL. o 1 c - i c /I•Pc r -c ado ?' - ice- cz- ej 5 e—I /23C Z- 2- 7) 7 C/v 7 cz s x _ z f x _ Zj FESS/o4, `F rn W No. 45 Sia Alfaro Drive, Rancho Mirage 92270-4758 Tel / Fag (760) 568-2967 ( Note the change) robert-hofFinan@webTV. t + CT OF CpL F a ~ BOB HOFFMAN , Structural Engineer 2,7/ 00, `"sa - ,, c✓ / 3, 7'— / .. / , _ , `fes R Sig Alfaro Drive, Rancho Mirage 92270-4758 Tel,/ Fag (760) 568-2967 ( Note the change) robert-Koffman@web Nk y NO N ky Clr •. br r' ,r n i QU(kr i W r - P.O.' BOX 1504 VQQ ' • Building 78-105 CALLE ESTADO . Address 53-325' • dero LA QUINTA, CALIFORNIA 92253 y Owner • • r, _ .r - «. ... . - . t" i Charles -R. Reede BUILDING: TYPE CONST. OCC: GRP. - Mailing : :, .a. - , -r • Address ' . - fl. BOX aB 6 r .,' A.P. Number ;774 -033 -01A -1 - 774- 033-01A-1 City City Zip Tel'' Cat. City 92235 353-6192 Legal Description Contractor r Project Description SPD f3 §t13.Ic Address • - , City Zip Tel: , State Lic. s City &.Classif. 467173 Lic. # Sq. Ft. No Na Dw. Size ..1545 Stones. 1 Units ' 1 Arch., Engr:; • _ . •. Designer - New ❑ Add•❑ Alter. ❑ Repair ❑ Demolition.❑ - Address Tel. st Permit oe n6t' - .t3C1.11C rG block €aa%. .s City *° Zip State or TM01 Lic: # r' _. f 'LICENSED CONTRACTOR'S DECLARATION ' I hereby affirm that.l•am licensed under provisions of Chapter 9 (commencing with Section 7000) Dlvisi oNthe +, •. of 3 Business ndrProfessi s Code, and my license is in full force and ... effec ._i"x y} i w•4s sy SIsP SIGNATURE s - T % DATE •"' OWNER -BUILDER DECLARATION hereby affirm that lam exempt from the Contractor's License Law for the following 7031.5,Business Code: Any Estimated Valuation u 67 039 I reason: (Seca and Professions city or county, which requires a permit , to construct, alter, -improve, demolish, or repair any structure, prior to its issuance also 'applicant + - .• A r T - .,..requlres the for,such permit to file a signed statement that.he is licensed pursuant to - • . PERMIT. AMOUNTar c'Irthe_'provislons o/ the Contractor's License Law, Chapter 9 • (commencing with Section 7000) of }:Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis • foP the alleged exemption. yAny violation of Section 7031.5 by 'any applicant for a permit • -Plan Chk. D@p. t ,Y 1._ ,subjects the applicant do' a civil penalty of not more than five hundred dollars J$500J. /• Plan Chk. Bal..- - ti, , ' ❑ 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 COt1St: r '' ;+ ' ` `l is Code: ,r The. Contractor's License Law does not apply to an owner o/ property who ' builds or'improves',thereon and.Who does such work himself or through his own employees, that Intended Mech.'• - - : ::. A A- .. provided such'improvements are not or offered for sale. If, however, the building or improvement is 'sold within one year of completion, the owner -builder will have the burden _ -Electrical - - • - - or proving that he did not build or improve for the purpose or sale:). _ Q, ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- Plumbing struct , the project.•. (Sec. 7044, • Business and Professions Code: The Contractor's License Law -' ,•.,: does not apply to an owner o/ property whobuilds or improves thereon, and who contracts 'for S.M.I. •. '" "'• ,• .. - t ' - such projects with a contractor(s) licensed pursuant to the Contractor's License Law.J • ❑ I am exempt under Sec.- B. & P.C. for this reason Grading v r ; ' Driveway Enc. ^ Date owner Infrastructure WORKERS' COMPENSATION DECLARATION. , I hereby affirm that I have a certificate of consent to self -insure, or a certificate of o Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) .. •• • = ,; _ ..Policy No. =Company - _ O Copy is filed with the city. ,❑ Certified copy is hereby furnished. TOTAL . AA CERTIFICATE OF EXEMPTION FROM. REMARKS x WORKERS' COMPENSATION INSURANCE ' (This section need not be completed it the permit is /or one' A' 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. ti , , # epp , ;; `{ .; i `Yi B1i 1'FkrF !• 1. -4. Date_owner Owner - -1 • NOTICE - TO APPLICANT: I/, after. making this. Certificate 'of Exemption. you should become ZONE: BY: -1 subject to the Workers' Compensation provisions o/ the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. _ Minimum Setback Distances: - " Front Setback from Center Line ` Rear Setback from Rear Prop. Line ' CONSTRUCTION LENDING AGENCY Side Street Setback from Centel Line' I 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.) - ,, _ _ , Side Setback from Property Line Lender's Name _ Lender's Address FINAL DATE' INSPECTOR 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. Icertify that I have read this application and state that the above. information is correct. Issued by: Date Permit I agree to comply with all city and county ordinances and state laws relating•to building construction, and hereby authorize representatives -of this city to enter the -above-. mentioned property for Inspection purposes. Validated by: Signature of applicant Date ,• Mailing Address Validation: - City, State, Zip V .'-i!: `a` -'3v ; T f g.,y. + ;.i.. , , r. ♦ ai+' `•''.n 7tr FJ. '~' ;i•.f -.iir`r_ i. ,3' .. s •s J,. j-. - _y Er.i: r:h; r" ; , . ,.% .E ..7sy. + _ ,..ati : a,. .. -. .i •,.. _ .1+ .z• n .s.r,Y-3 .. :+,- -✓-.. '. t:.•3.0..ia tea, •' .Ta ,,,9t'.,,, t•=4f CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES IST FL. SQ. FT. ® $ 2ND FL. SQ. FT. POR. SQ. FT. ® GAR. SQ, FT, ® CAR P. SQ. FT. WALL SQ. FT. ® SQ FT ® ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. POWER OUTLET YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WAiER PIPING NOTE: Not to be used as property tax valuation STORAGE TANK FLOOR DRAIN MECHANICAL FEES rdpo'FORMS SEWE ROUGH WIRING WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER HEATING (FINAL) GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SQ. FT. ® c BATH TUB ..Q( g /l SQ. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SQ. FT. RESID ® 11/. c SEWAGE DISPOSAL SO.FT.GAR ® 3Kc HOUSE SEWER FIRE ZONE ROOFING GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR T7 . 7) SETBACK3 /�J` `� GROUN I GI'VW UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE / /l Al ROUGH P UMB. BONDING 0c 00 HEATING (ROUGH) STORAGE TANK rdpo'FORMS SEWE ROUGH WIRING DUCT WORK ROCK STORAGE FOUND. REINF. 311,1191- x2— GAS (ROUGH) / :3-9/ METER LOOP Y/ vv HEATING (FINAL) OTHER APPJEOUIP. REINF. STEEL GAS (FINAL) TEMP. POLE 2 A/ GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM / FINAL INSP. �9 VVV FINAL INSP. $ GRADING cu. yd. plus x$ _$ LUMBER GR. FRAMING7 / ROOFINGIVI, ..Q( g /l 9 �2. w•—/ REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATION/SOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL Building Address,5-2-3. -S . •pROwN PRINTING. INDIO 1900 7/90 203832 -CJ ' 4 P.O. Box 1504 APPLICATION ONLY 78-105 CALLE ESTADO LA QUINTA, CALIFORNIA 92253 Mailing / Address/ Cit Zip Tel. 0 Contractor BUILDING: TYPE CONST.—OCC. GRP. A.P. Number J�-70�l9f Legal Description Project Description City Zip State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under, rovisio f Chapter 9 (commencing with Section 7000) of Division 3 of Busin an r fesslo Code, and my license is in full force a effect. q /�Q SIGNATURE -�� / % Jif.✓ / �'��!�l / 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 ctty or county which requires a permit to construct, atter, 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 0/ the Business and Professions. Code• or that. he is exempt therefrom, and the basis for the alleged 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). d 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 Jntended or offered for sale. ff, however, the building or improvement 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.) O I, 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 contractor(s) licensed pursuant to the Contractor's License Law.) O 1 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. 4 Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE ! (This section need not be completed it 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: 11, after 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 I 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 if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. 1 agree to comply with all city and county ordinances and 'state laws relating to building construction, and hereby authorize representatives -of this city to enter the above• mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Sq. Ft. h No. 'No. Dw. Size /� Stories Units New X Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. , Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. rastructur . TOTAL REMARKS ZONE: City A / / Zip Tel.. p State Lic. & Classif. '.— j City Lic. # Arch., Engr., Designer Address Tel. . City Zip State Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under, rovisio f Chapter 9 (commencing with Section 7000) of Division 3 of Busin an r fesslo Code, and my license is in full force a effect. q /�Q SIGNATURE -�� / % Jif.✓ / �'��!�l / 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 ctty or county which requires a permit to construct, atter, 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 0/ the Business and Professions. Code• or that. he is exempt therefrom, and the basis for the alleged 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). d 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 Jntended or offered for sale. ff, however, the building or improvement 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.) O I, 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 contractor(s) licensed pursuant to the Contractor's License Law.) O 1 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. 4 Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE ! (This section need not be completed it 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: 11, after 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 I 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 if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. 1 agree to comply with all city and county ordinances and 'state laws relating to building construction, and hereby authorize representatives -of this city to enter the above• mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Sq. Ft. h No. 'No. Dw. Size /� Stories Units New X Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. , Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. rastructur . TOTAL 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 . I INSPECTOR Issued by: Date Permit: Validated by: ' Validation: DESERT SANDS UNIFIED SCHOOL DISTRICT 82-879 Highway 111 NOTICE: Indio, CA 92201 Document Cannot Be Duplicated (619) 347-8631 Date 1/28/91 1 Type of Permit I La Quinta No. 110392 Permit # Owner Name Charles R. Reeder Log # No. 53-325 street Madero city La Quinti zip 92253 Study Area 111 APN # 1774-033-014-1 Tract # Lot # Square Footage 11545 Type of Development I Single Family Residence No. of units Comments 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 1.58 X 11.545 or$ 2,441.10 have been paid to D.&U.S.D. for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Chas R. Reeder Construction Telephone 363-7830 Name owthe check By Richard M. Beck Director, Facilities Planning & Development 7' `" IS" Fee collected /exempted by Shelley D. Bennett Payno.ent Received W Signature xt;3, rj{Check No. 560 Collector: Attach a copy of County or City plan check application form aDistrict cop3%' Embossed Original- Building Dept./Applicarit Copy - Applicant/Receipt Copy rAcc&Ze;6 .t OFFICE OF AGRICULTURAL COMMISSIONER AND ,; WEIGHTS & •MEASURES 1! !`' CALVIN C. KAMINSKAS JAMES O. WALLACE 4080 LEMON STREET, ROOM 19 Asslifonf Comrnlsslorm Aprlcullurol Commissioner RIVERSIDE, CALIFORNIA 92501 CLEMENT BENVENISIE Director of Weights & Measures* (714)787.2561 Sealer 49613 Highway 86, Suite B12 Coachella,.Ca. 92236 (619)-342-8291 DATE k a- \-I - 90 CASE NO. LS k a k-790 DEVELOPER'S NAME: G9/?/i �I LP S�� O✓� ADDRESS: /�O �' oX 4/� TELEPI-LONE : LOf Dear Developer: After reviewing your landscaping plans, all.plant material listed is not in violation of quarantine laws governing the Coachella Valley. If substitutions do occur and they differ. -from plant material listed, this office must be notified imnediately. Thank you for protecting and preserving the Coachella Valley's pest -free environment. Agricultural CoT>missioner's Office cc: Indio and Riverside Office • is i r - ^� x. '• RECORDING REQUESTED BY. v+4ALAST T111 -LE W; AND WHEN RECORDED MAIL TO F_ Name Charles R. Reeder P.O. Box 55479 Str ieess Riverside, California 92517 Adr City & State L f Name Street Address City & State L MAIL TAX STATEMENTS TO Same as above CAT. NO. NNO0582 TO 1923 CA (2-83) J r 0 W � Q 89 IL 9 © Q Yr/W/�� SPACE ABOVE THIS LINE FOR RECORDER'S USE ---�- Individual' Grant Deed THIS FORM FURNISHED BY TICOR TITLE INSURERS The undersigned grantor(s) declare(s): J Z Documentary transfer tax is $ 15.40 a a (XX ) computed on full value of property conveyed, or ( ) computed on full value less value of liens and encumbrances remaining at time of sale. ( ) Unincorporated area: (XX ) City of La Quinta , and FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Willard Frank Talbott and Thelma Mae Talbott, husband and wife hereby GRANT(S) to Charles R. Reeder, a single man the following described real property in the La Quin to County of Riverside_ , State of California: Lot 6 of Block 181 Santa Carmelita at Vale La Quinta, Unit Not 18, -as per map recorded in Book 19 Pages 30 and 31 of Maps, in the office of the County Recorder of said Riverside County. The •Grantors herein hereby reserve all oil, mineral and water rights to the within described property, without right of surface entry. 0 Dated: November 18, 1988 STATE OF CALIFORNIA W111ard Frank Talbott COUNTY OF ACOS ANGE�e s SS. Thelma Mae Talbott On �I EC6 ne�,� yL� /9gg before His- . - is Attorney-in-fact me, the undersigned, a Notary Public in and for said State, personally appeared Thelma Mae Talbott (� Thelma Mae Talbott personally known to me or proved to me on the basis of sat- isfactory evidence to be the person —whose name /S subscribed to the within instrument and acknowledged that 4#6. executed the same. WITNESS my hand and official seal. C' i J Sig na[u1/ ORNIA Cc.rim. Expire; lune 6, 1939 '9 G2 fgz&� F 1 (This area for official notarial seal) Title Order No. Escrow or Loan No. MAIL TAX STATEMENTS AS DIRECTED ABOVE y ...� rn o W. Z. 0 as 0 �w Lo _y� POEM BRACING WOOD TRUSSES: .0 TRUSS PLATE INSTITUTE, INC., 1976 INTRODUCTION In recognition of the 'inherent, safety of a properly braced ra system, the apparent lack of knowledge of how, when, and where install adequate bracing; and in the interest of public safety, the Tru Plate Institute, Inc., in consultation with its Component Manufacture Council membership, has undertaken the preparation of these recon mendations. Substantial concentrated study and deliberative review by the T Technical Advisory Commit tee'(comprising a membership of the chi structural engineers of member plate manufacturing companies, repr sentatives -of the academic community, and independent consulti engineers) have been devoted to this effort. Consultation with the T Component Manufacturers Council has resulted in brinsing practi field handling and erection problems into a sharper focus. Inclusion the tentative recommendations for on-site handling and erecti procedures is one direct result of the consultations. It is planned study further and enlarge upon these tentative recommendations. While the recommendations for bracing contained herein a technically sound, itis not intended that they be considered the on method for bracing a roof system. Neither should these recommend tions be interpreted as superior to or a standard that would necessari be preferred in lieu of an architect's or engineer's design for bracing f a particular roof system. These recommendations for bracing wood trusses originate from t collective experience of leading technical personnel in the wood tr industry, but must, due to the nature of responsibilities involved, presented only as a guide for the use of a qualified building design builder, or erection contractor. Thus, the Truss Plate Institute express disclaims any responsibility for damages arising from the use, appli tion, or reliance on the recommendations and information contain herein by building designers or by erection contractors. Cont u, lateral F,gurc I(d) bracinga reque d (part of truss design 1. COMMENTARY AND RECOMMENDATIONS ¢ * The assumes: However carefully wood trusses are designed and fabricated, all this I T is at stake in the final erection and bracing of a roof or floor system. It is at this critical stage of construction that many of the really significant design assumptions are either fulfilled or ignored. If ignored, 2. T the consequences may result in a collapse of the structure, which at best is a substantial loss of time and materials, and which at worst could result in a loss of life. 3. of The Truss Plate Institute "Design Specifications for Light Metal to Plate Connected Wood Trusses" are recommended for the design of 4. T ss - individual wood trusses as structural components only. rs . • Lateral bracing, as may be required by design to reduce buckling ;5, length of individual truss members, is a part of the wood truss design and is the only bracing that ,`will be specified on the truss design PI drawings. Lateral bracing is to be supplied in the size specified and 6. S of installed at the location specified on the truss design drawings by the e- builder or erection contractor. The building designer or inspector must I ng ascertain that the specified lateral bracing is properly installed and that PI this bracing is sufficiently anchored or restrained by diagonal bracing to cal prevent its movement. t of on - Special design requirements, such as wind bracing, portal bracing, t to seismic bracing, diaphragms, shear walls, or other load transfer elements B. T and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, re and method of conoectiam for diagonal bracing as headed to resist /y these forces. Diagonal or cross bracing is recommended in the plane The a- formed by the top chords, in the plane formed by the bottom chords to the ly and perpendicular to the truss web members, as needed for the overall assumed or stability of the entire structure. Truss bracing and connection details should be shown on the building designer's framing plan as part of the STAGE design drawings. Bracing materials are not usually furnished as part of member he the wood truss package, and should be provided by the builder or required uss erection contractor. how thi be lateral er, The builder or erection contractor is responsible for proper wood together ly truss handling and for proper temporary bracing. He must assure that ca. the wood trusses are not structurally damaged during erection and that I A ed they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be 2. D limited to, the building designer's framing plan. It is recommended that 3. O erection bracing be applied as each truss is placed in position. 2 Figures lobo and 1(0 D.agonal bracing Figure 1(a) - Bearing fon cusses Figure) (b)' - It is recommended that 'diagonal'bracing .(minimum 2 -inch thick nominal lumber) be installed at approkimately a 45 degree angle to the lateral brace. Diagonal bracin"g should be attached to the opposite side ' of the same member requiring lateral braci.rig. This bracing may be continuous or intermittent at the building designer's option; however, itis recommended that intermittent spacing not exceed 20 feet,,or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of ,..top chord continuous lateral bracing. Otherwise, the top chord of the - first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to - anywind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out, thus allowing a total collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking, and/or sheathing can be installed. Temporary bracing should be not less than 2x4,dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8 -feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre -assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate to the one -at -a -time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1.. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral buckling before they are braced or sheathed. It is 7 Figure 1(d) ,y budding solid end R lateral -by pre,enpng I. ateral br—N. web ,f Sheah,nq r Oo epres eb lo ng •• v tical Continuous lateral brace O.agonal brace nailed to op—te tide of web prevents lateral moven ent and:hould be repeated at approximately 20 lest intervals. STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the 'building securely. All other trusses are tied to the first truss, thus the 5 recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses. If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member, Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually Figure 1(c) 1 I \ \ compress.on webs: I1 laelo•e a:td _!.ter - buckl,ng. , - f Continuous lateral brac.ng – - II II I mo�nta�m spacing, but I� I I cem,its lateral buckling / I of all web members at I / the same time. ' - Bearing fon cusses Figure) (b)' - It is recommended that 'diagonal'bracing .(minimum 2 -inch thick nominal lumber) be installed at approkimately a 45 degree angle to the lateral brace. Diagonal bracin"g should be attached to the opposite side ' of the same member requiring lateral braci.rig. This bracing may be continuous or intermittent at the building designer's option; however, itis recommended that intermittent spacing not exceed 20 feet,,or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of ,..top chord continuous lateral bracing. Otherwise, the top chord of the - first truss can bend sideways and allow the trusses to shift. This shift, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to - anywind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the building to brace the first truss. These scabs can break off or pull out, thus allowing a total collapse. As trusses are set in place, the builder or erection contractor must apply sufficient temporary bracing to hold the trusses plumb, in alignment and in a safe condition until the permanent bracing, decking, and/or sheathing can be installed. Temporary bracing should be not less than 2x4,dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8 -feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre -assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate to the one -at -a -time method. Exact spacing between trusses should be maintained as bracing is installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of "adjusting spacing" can cause trusses to topple if a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: 1.. Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chord. Truss top chords are susceptible to lateral buckling before they are braced or sheathed. It is 7 Figure 1(d) ,y budding solid end R lateral -by pre,enpng I. ateral br—N. web ,f Sheah,nq r Oo epres eb lo ng •• v tical Continuous lateral brace O.agonal brace nailed to op—te tide of web prevents lateral moven ent and:hould be repeated at approximately 20 lest intervals. STAGE TWO: During Truss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick-up points, where required, is necessary to prevent damage during handling; tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the 'building securely. All other trusses are tied to the first truss, thus the 5 recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be increased to 12 feet to 14 feet. Diagonals, located between the lateral bracing and set at approximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals. Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses. If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane of the top chord for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b). 2. Web Member, Plane. It is also necessary to install temporary bracing in the plane of the web members. This bracing is usually 8 design of wood trusses in accordance with TPI design criteria russ members are initially straight, uniform in cross section, and uniform in design properties. russes are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. Truss members are pinned at joints for determination of axial fortes only. here is continuity of chord members at joints for determina- tion of moment stresses. Compression members are laterally restrained at specific loca- tions or intervals. uperimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated oads,are applied at a point. n addition to the lateral bracing specified by the truss designer, he building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in he position assumed for it in design. he building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure theory of bracing is to apply sufficient support at right angles plane of the truss to hold every truss member in the position for it in design. This theory must be applied at three stages. ONE: During Building Design and Truss Design individual truss s are checked for buckling, and lateral bracing is specified as for each truss member. The building designer must specify s lateral bracing is to be anchored or restrained to prevent movement should all truss members, so braced, tend to buckle as shown in Figure 1(b). This may be accomplished by: nchorage to solid end walls (Figure 1(c)). iagonal bracing in the plane of web members (Figure 1(d)). ther means as determined by the building designer. 3 NOTE: Locate ground braces for till, vua, . directly in line will, all noun of top chord continuop, lateral bracing ;op temporary or permanent). Z I-- — Figure 2(a) i [�j 'v Ground Wxe�-�^"_ bifrre vex,ionofadditional . bonne \\L betOfl MKIi0001 WditiOMl ni,s. for rrussu V¢rtkel � Ground slakes // .- t' End di agorols to ground sukK Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. 6 Figure 3(b) installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continu- ously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal biacing. Rows of 2x6 strong -backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length' is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 PAP 8 design of wood trusses in accordance with TPI design criteria russ members are initially straight, uniform in cross section, and uniform in design properties. russes are plane structural components, installed vertically, braced to prevent lateral movement, and parallel to each other at the design spacing. Truss members are pinned at joints for determination of axial fortes only. here is continuity of chord members at joints for determina- tion of moment stresses. Compression members are laterally restrained at specific loca- tions or intervals. uperimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated oads,are applied at a point. n addition to the lateral bracing specified by the truss designer, he building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in he position assumed for it in design. he building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the entire structure theory of bracing is to apply sufficient support at right angles plane of the truss to hold every truss member in the position for it in design. This theory must be applied at three stages. ONE: During Building Design and Truss Design individual truss s are checked for buckling, and lateral bracing is specified as for each truss member. The building designer must specify s lateral bracing is to be anchored or restrained to prevent movement should all truss members, so braced, tend to buckle as shown in Figure 1(b). This may be accomplished by: nchorage to solid end walls (Figure 1(c)). iagonal bracing in the plane of web members (Figure 1(d)). ther means as determined by the building designer. 3 NOTE: Locate ground braces for till, vua, . directly in line will, all noun of top chord continuop, lateral bracing ;op temporary or permanent). Z I-- — Figure 2(a) i [�j 'v Ground Wxe�-�^"_ bifrre vex,ionofadditional . bonne \\L betOfl MKIi0001 WditiOMl ni,s. for rrussu V¢rtkel � Ground slakes // .- t' End di agorols to ground sukK Figure 2(b) bracing system depends to a great extent on how well the first truss is braced. One satisfactory method is for the first truss top chord to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 or it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. 6 Figure 3(b) installed at the same locations specified on the architectural plan for permanent bracing, and may become part of the permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. If none is specified, it is recommended that it be placed at no greater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continu- ously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feet, or twice the horizontal run of the diagonal biacing. Rows of 2x6 strong -backs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4(b) illustrates the lateral movement that may occur if lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on the bottom chord, temporary bracing is recommended in the plane of the bottom chord. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length' is recommended full length of the building, nailed to the top of the bottom chord. Diagonal bracing 9 ' ,+ •.. a " +.mow �� > Calif o rnia Lumber Inspection Servi.ce P. 0. Bot 9473 P.O. Boz-6989 FountAin Valley, Callfornia 95150 Sin Josey Glitornla 95150 '714) 962-9994 1408) 241-2960 Mai 2,1990 �• , • .. ` .. To whom g r*oonoem;. - r Please note that the too0wring company is a subscriber to California Lumber tnspedon , .. . Ser he for the purpose of inspa&q lMk.ptefabrip�ed trusses. t South California Components P. ®. lox- F HESPWA,California 92345 Our IC80 approval number isAA- If you have any questions please contact us ' Resp.ecft . � -CAL. COMMNE.0NTS 5. CERTIFIED Alva F. Lyfto C.L.I.S., Su ervisor C�INSPECTION,p ICBO AAw51 - 3 IN STRICT ACCORDANE .. WITH UBC 25-1T PRIFABRICATED'' ICBO Evaluation Service, Inc. "i Aaultsidi.trycorhor,ihonoflhe 1nternatlonal.Conference of Building Officials rr EVALUATION REPORT Report No. 4211 .,»,,.„.•�.. Kn��,...,� .......w. April, l9V0 Fling Category: FASTENERS—Steel Gusset Plates (066) COMPUTRUS TRESS PLATES COMPUTRUS, INC. 1307-B WEST SIXTH STREET, SUITE 114 CORONA, CALIFORNIA 91720 I. Subject: Computrus Truss Plates. It. Description: A. General: The Computras Truss Plates are punched from Nos. 18 and 20 gauge galvanized sheet steel meeting mechanical requirements established in U. B.C. Standard No. 27-1 for A 446Grade A or higher steel. The plates have 9.4 teeth per square inch of plate. each approximately t/► inch in length and approximatt:ly.106 inch in width. The teeth are punched in pain. with each pair spaced b4 inch on center along the width of the plate, and .85 inch on center alone the length. Alternating rows of teeth are staggered. 10 inch from adjacent rows. The "CN" series plates are identical to the "C" series. except that every third row of .teeth is omitted. Plates are available in increments of 4: inch in width. up to 12 inches. and .85 inch in length. as required by the design. The plates are applied to truss members in pairs on each face of each joint with a power press constructed in accordance with the man ufwasir is specifications. S. 1989 Supplement to the U.B.C.: This report b unaffected by the Supplement. C. Idendficadlon: The Compuvus series C plate is embossed with the letter "C" for the No. 20 gauge plate and -CIS" forthe No. 18 gauge plate. The Na 20 gauge CN series is identified by the letters "CN" embossed on the plate. and "CN l a" for ftN06 18 gauge putt. III. Evidence Subadtted: Descriptive literam m &%ils, calculations and load tests are submitted in compliance with U.B.C. Standard No. 25.17. Findings Iv Findings: That the Computrus Tina Mes described In IIIb report comply with the 1988 Uniform Building Code, subject to the following conditions: 1. The connectors are Installed as set forth in this report. 2. Allows* loads art as set forth In Table Pio. 1. 3. The allowable loads may be increased for duration of load in accordance witb Section 2504 (c) 4. d. Connectors are installed In pairs on opposite faces of the mern- ben connected and are not Installed at locations where knots occur . S. Application of truss plates to wood members with a moisture content exceeding 19 percent requires that only 80 percent of the bad values in Table No. l be used. Plans.submitted:to the build. Ing official for approval must' Indicate a maximum moisture content for the wood at the time of plate installation. 6. Stresses at the net section of steel plates are not in excess of the values permited In Chapter 27of the code. Thrmaximum tensile bad Is determined by multiplying the efficiency ratio times the gross arta of the plate times the steel design stress. 7. Where one -hear nre-reds the construction is required, see Evaluatbn Regi" Nos.13S2 and 1632. S. The allowable bad values act recommended only when plans, truss designs and calculations ate submitted and accepted by the bnlldbgottldsth2 l as compliance withtJulJform Build- I1ntg Cade Sind spedfiing that fabrlcadon Inspection will be pro- vlded to accordance with seedont 2510 (f) of the code. f. � des�aedhtaaottdaooaarltlt.eecopttsed This repM Is subject to re- swittbatlao in twoorears. TABLE NO. F ALLOMBLE U)AD IN POUNDS PER SQUARE INCH OF PLATE CONTACT AREA Evaluation reports of 1CHO Evaluation Service. Inc., are issued solely to provide information to Class . -I members of ICBG, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics orany other attributes notspecificaUv addressed nor as on endorsement or recommendation for use of tke tubjeet report. This report is based upon independent tests orothertecknical data submitted by the applicant. The ICBU Evaluation service. /ne., technical staff has reviewed the test results and/or other data, but don not possess test facilities to meAe an independent verification. There is no warranty by ICno Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is nut limited to, mtrrhantability. I rage I or r LUMBERS ins - EFMIENCY RATIO SPRUCE—PINE--FIR Kne -NR EOYTNERN YELLOW Pon DOUGLAS FIRWtCN IN PERCENT 01 1", n or t oed.+ai Obeetloa of Load yah tont tion of Load 100 olroetioe of Lova wah Olnvttt" of Load with TYPE OF RegeN to ew LtapA et u►. Peru Repea to taw LMgN W ttw PtsEs RMpep to cute bstqu eteN P41e RMpeet rA IIIc Ldaptll of the P4a Respect h ttw L.nyln et the Plats 04045- 4rtow 7to43- 4e'to9tr Irte4s- 4rtoea- vto4r 41-10to' r aur PLATE C 165 146 163 146 204 161 241 161 59 42 CN 110 97 110 97 176 107 136 107 74 42 Evaluation reports of 1CHO Evaluation Service. Inc., are issued solely to provide information to Class . -I members of ICBG, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics orany other attributes notspecificaUv addressed nor as on endorsement or recommendation for use of tke tubjeet report. This report is based upon independent tests orothertecknical data submitted by the applicant. The ICBU Evaluation service. /ne., technical staff has reviewed the test results and/or other data, but don not possess test facilities to meAe an independent verification. There is no warranty by ICno Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is nut limited to, mtrrhantability. I rage I or r �Y HON -SEARING PARTITION pLItpENDICULAR TO TRUSSES TRUSS BOTTOM CHORD - • N=a TRUSS CLIP �O OEM 1-01 6d AIL OR ♦.� �� EOUAL. SMOI.iL� Qi....CH A- mmmmm� A IJJ SLOCK-ATTACH WITH 2. NAILS AT EACH tNO I -lis TRUSS wrrolt" i SECTION S -B 0 TRUSSES. SPACED AS REQUIRED SPACER SLOCR O NAIL TRUSS TO BLOCKI NAIL SPACER LOCK TO.TRUSS' SET NEXT 1 AI4 114+i BACK NAIL AFTER' TRUSS AND USSE ARE ERECTED TOE NAIL PLATE ! SECTION C -C tKTERIOR MAL �� 5. �pY�� No. 29017 q�R�e ExP..3/31/91 .4-L c ENO, 0• 0k `� e \.. lix I . ' CompuTrus Inc. - 1111 IM !11 1 1114, of 11 1 IIV1 IflliIIJIi:.� 1 I Ilf 1 Ifl 1. �..1 . •il JU T 11 01--!)11;N 1;111 11 If l ll: 1 120'• 1 Y •- 1 ��e St_iJl t f • ,. MOMI N 1: DEFLEuj ION: 111J11 $!! 11 1 1 11'. F NO 1 .. 1.. �. :C•f� NN• �� •- ---._ 000_0_ _ �.� � --------------- DEF �• �------�----,•_,•�%- - 24•E•l SECTION PROPERTIES:. = 'c^X4=3� pE•�, IN..3 Note: Deflection is I smited to 0. H. /240 . 2X4=5. 353 IN^4 ,X6 7. 63 IN -3 .. unless OL 'l .5LL, then it is - __----. �X6=20. 737 IN^4 limited to O.H./180. --------------------------•--• --•----------------------------»------- PITCH ( 4 PITCH. )w 4 LIVE LOAD (PSF) >e,e) 20 _ DEAD LOAD(PSF).:) 20 20' 16 16 16_ TOTAL LOAD(PSF):a) ® 13 26 7 14 lg 28 -40 :2E GRADE 23 .30 35 E F&R MAXIMUM OVERHANGS X4 SS OF - . 1.6 .240.0 3• g« , " .. X4 # 2 6F 1.8 2USG . 3• g« 3• 2" 3t 0". 41 On 3+ 411 3• `« 1.7 1650 .71 . �. 4 O 31 4" 31 2.. X4 03 OF. i.5 1200 3t 6« 3• O" 39 1pM 31110 3• .3" 3, 1" 11 1.5 2 10 • « 3 1 • u X4 STUDDF 1.5 925 3� 2p 29100, 2• 8" 31 6" 31 1 " 291000 STDDF 1.5 5 '' ,� ' " X4 2 10 + " 2 8 39 6« -. « 2110" X4 SS HF. 1.5 1906 3• 6« 3, 5" . 21 3« 3• c)" 2• g 5« U 2 10 • « Mi HF 1, 1600 3/ « , a 3 9 3• 1" 3• .0« I X4 *2 NF 1. 4 1350 ..• 6« 3 0 c' .101. 31 9» 31 .100 3. O 0. ;4 CONHF 1.2 975 3• 5" 2• ip" 2• 9« 31* 8" 39 0" 2. 10.. X4 K3 HF 1.2 - 3 3. 2• 9" 2' ..7" 39 6» 20 3 0« 29 9" `4 STUDHF 725 `+10« 2, 6" 2•.4" 3. 2" 1.2 .725 2.10« , " 2• 9" 2. 6« "4 STDHF 1.2 550 7• " 2 6 2•. y« 3• 2" 2• g" 2• 6" 6 2' 2" • " 29 go I 1 20 5w 29 6. SS OF 1. 8 6 M1 OF 2050 5010. s• 0" • « 1.8 1750 5.10" . .. 4 9 6' 3" 5' :" 5• 0" 6 Oi3 OF -6 02 OFi. 7 145 1 5• g" 4, 10" 4• 9» 6i 3" 59 2" 59 0" 1.5 8" 6 59 1" 4. 1G" 1 o STUDDF 8SU q• 10" 49 4" ' 49 1 « 1 1. 5 850 4.10" • 5' 4" 4• 8" 40 4.0 5 SS HF 1.5 1650 59 6" 4, 4" 4• 1" J• 4" 4' Be 4• 4" I M1 HF 1.5 1400 .Z• 6" 4• 8" 4• 1s« . 5.11" 49,11" 4• e" } 02 HF 1.4 1150 59 5" q, 8" 4• 5" 5.11 " 40110 4, 8" 1 ie3 'HF 1. 2 675 • « 4 7 49 4" • « 5 9 q• g« 4• 7.. STUDHF !. 2 675 4. 4„ 3.10" 30 7" - • " 4 3110« 30. 7" 4• 9» 4' 2" 3.109. ��.►� 1�� • 9 49 2., 391006 � or[ ,wry I ry NO fob PoolKOr% N $COt1A EY"Otto" ...w` _ • ` •�. T w V V do ia�i07J fd� ; ,��, to - • - 1/r:c/E s dodvoinl1s :3s w E TQqe 'fir slrvsao •axo0I.Ln ?s j , is ` Cr v, /i • •!/t/! s \c:1 � / onaf ■ano •D'� ! tY "two V! MilA ��'�► �„ Oat? 310V Oa )�,� � / M3Y1tY 'NO-OOr Mt •� ~own am ■ay inO.t�ci 07pw� ■OJ sno4na �r,f :3.snC�■4210c71no. *O 7f IS tM�n ap •' tw fr 1I A MD14434 j111 mad t _ • f Srrn s17iN7� s sis n Os/I Slav!) doJ O,Ij It0f1 t' sws •xYM •!t i'�•f'f.} 7iwt1 Its - wtlni�n°tla s vis • •• t1QAit ►xt. . irat0�tt !•test-� ttl p9t Ntt/l NIvi2Y= •y 7tlsitvk 11 YO 'a'O.0-.l1 tY.a3vue t•Z c1. Cull • � 1�31:II�rllr ' ILV"311v / tltl-MIN 70rII0 OMYONYts �'t - Iovtla onss i a79vo MAMINtM •• 11177711 Nf .!•.! tl70NA:� •• fONa altr7 J s • tl0 ,,.�• j,• �Y r VOR GABLE ENDS OVER 6'-B• IN HEIGHT °• MINIMUM GABLE STUD GRADE - 2x1 CONSTRUCTION GRADE HEM -FIR { am sm 4 C -2.5x6.1 r� �.Li L Ora -.. • Ai•r� II II 2'-O• 2x1 OUTLDOKER o ..�. r•1• ii II }1110°" C-Ix2.6 T"Ical II 11 rIL 0.0" II II • �� 1•0"� • •1" O to H u V 2x1 elucea. BRACED..•� 15 60-0• MAXIMtm - '^ 2xi STUD''•• tyre// � b R• p G 1j n s 11 0. 290 P. 3/31/ i c-2.sx1.s .. AIc- SACKIN l6d MAILS L -2.5x6.3 �„-`P wf2e.�� 21•o.e. !O PLATELiNL. ; SHEATHING TO 2x1 BLOCK WITH 7-16d NAILS GABLE END EACH END. 8d NAIL AT CABLE STU ' 1000, f 6•o.c. 1-16d 16d at :6•0.c FILEP40.: GABLE END 2-16d DATE 6/1/19I 2X1 BLOCK 16d lid NAIL AT"6-o.c. 2x1 BRACE WITH 1-16d NAILS WITH 2-16d at QEF 25-13.IDES BY SC NOTCHED PER TOE NAIL 26- OUTLOOKER SPACING 2-16d EACH END., o.c. SEO STANDARD •2-16d 13 n Tirus ' ILYyRa anr,.w r . PEAK B !I (2x6) C -5X5 -I to 36'-8" (2x6) 'C -4x4.3 to 30'-0" 5.0" 4.0". 2.0" 2.0" (2x4) C-Sx5.1 to 341 (2x4) C -4x4.3 to 30'-0" 5.0" 4.0" 2.0" 2.0- 12 S ALTERNATE SPLICE (T2) (2x6) C -4x4.3 to 36'-8" ' (2x4) C -2.5x4.3 to 34'-011 . SPLICE (2x6) C -5x5.1 to 36# -Bl - (2x4) 6' -8"(2x4) C -4x4.3 to 341 NO SPLICE C -1.5x2.6 to 36' -81- C -1x2.6 to 30'-0" LOAD UUIIATION INCREASE + 1.25 SPACED 24- OC LOADING LL • DL ON TOP C11011D + 30 pSF OL ON BOTTOM CHORD - 10 PSF It TOTAL LOAD - 40 PSF • •5 PSF REDUCTION TAKEN ON " BOTTOM CHORO. AXIAL STRESS ONLY. REACTION . 1283 MAXIMUM TRUSS MEMBER FORCES. T1 - -2436 81 - 2249 M1 - -560 T2 -2096 82 - 1475. N2 - 727 FESE 1.5" G 1.5" 1 1 0. 29017 r -ta Exp, 3/31/91 £ftiGk, - Q� CALIF�R a EOUAL PANELS TOP C110RD 3 EOUA General NOlef, 1ni6 •��,.rni.r,.. i,. "•rlr•U 1 UI'ugn lU Supprrrl q,aJs .l3 Snuwn Ae lalerat lOtcCreYStrr,g Ck slrrh a4 w I..a."itmern ry apermanent bracing to P, deLgned m 010 -tell by ,:hers 2 IIe S,Orr assun us the Im1 aryl holl0,1 churOs 10 De talor8ar DrKed al • 0' o e and a1 12 , 0 o e Ie•Spec ..Cry 3 For recommended Drac,ngde:a't,see'8racmg Wood T,:•Saas,BW1 I,;_ F by the Truss Plate Institute 1x3 continuous lateral w S. Impar Drr c0 bracing where shown shown . • �� or Wlera: bracing recommended where 6. Inslalla,On Of IIUSs is the respon&b,,ty 01 the respeCU.e contractor meld F Design assumes trusses are to be used o a non•torroyve enactor• meand ere lot •'Ory condition- of use a. Design assumes lull Dearing alae supports shown Shim or necessary, wwedged 9. Design assumes adeeuate drainage is Provided 10. Plates shall be located on Doth lace, of pups aro center lines cncide with joint center line, PlacedPlaced W t11eil 11. dDigits indicate size of plate in inches, . 12. For be sic design values of the Compupps pole, Iteere d pp preliX 13. The Compute SOtirldica Nei Section ion Plate is indicated 0 the designator 1181 indicales ISO. material is usedYAp Pletu "CN' me otMrs are 20 ga. Oe Panel Splice Note; Off panel point splices are totaled at I/5 the panel length •/. 6' at either end of the panel uldicalea PANELS BOTTOM CHORD ' �fi4 or DOUC. FIR A• Z46 C- to 361 -8 -- C -2 -5x4.3 6' -8"C -2.5x4.3 to 28' -6 - CENTERLINE SPLICE ALTERNAT- TE SPLICE (82) NO SPLIC- S C -3x6.0 to 36'-B-.. C -2.5x4.3 to 36'-8" C -2.5x4.3 to 36' -8 - SPLICE C -5x5.1 to 36'-8- x4 NQ7-FIR C -3x6.0 to 36'-8" C -2.5x6.0 to 35'-4" C -2.5x4.3 to 23'-I" SPAN TO 36'-8" • ,```yN laar��r ' ''smrr 1. . it C"Nu an . s1 IL acmrlo e), soe'"' A 110 SYMMETRICAL ABOUT CENTERLINE r - : • ; a~ia FILE NO.: •�aueJa TRU43 - 36 - 5 40e CfIORD FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GITADE AND SPECIE INDICATED DATE: 6/1/84 Xie E 2400 F 2250F 2100 F 1950 F 1800 F 1650 F 1450 F SS OF q 1 OF q2 DF ' SS HF q 1 HF REF.: 25-1 DES. BY: SC TOP CHORD 2x4 34'-0" 33'-4" 36'-B,r 33'-0" 32'-3" 31'-8" 36'-8" 361-8" SED.: • STAITpARO BOTTOM CHORD x4 31'-0" 29'-8"' • 33'-0" 3P-0"361-8" 34'-5" 321-1" 31'-0" 31'-01, WEB MEMBERS - 2 x Q STANDARD OR STUD GRADE HEM - FIR, 2 x 3 n2 IiEAA -FIR OR AS NOTED ON DESIGN 36 _811 34'-11" 36'-8" 34' -lin 7" Ei� :LATERAL BRACING REQUIREMENTS ipuThj4..Inc(W3) + 1 Required on Spans Over 40'-8":M !'+r!ewxx�a•.rlifro�a. soxw!4 xranxxrr°"� . �' .. �: ;i PEAR B H (2x6) C -5x7.7 to 48'-8" 5.0" 3.0" (2x6) C -5x6.0 to 42'-0" 5.0" 2.0" (2x6) C -4x6.0 to 36'-8" 4.0" 2.0" (2x4) C -4x6.0 to 48'-8" 4.0" 3.0" (2x4) C -4x4.3 to 36'-8" 4.0" 1.5" mm1 NO SPLICE C-2.50.7 to 48'-8" SPLICE C -5x7.7 to 48'-8" SYMMETRICAL ABOUT CENTERLIIVE FILE No.: TRU64 - 48 - 5- 404 DATE' 4/1/84 REF.' 25-1 DES. BY: SC, SEO..' STANDARD LOAD DURATION INCREASE 1.25 SPACED'2a" O.C. LOADING LL • DL ON IOP CHORD • 30 PSF r DL ON BOTTOM CHORD- 10 PSF• TOTAL LOAD - 40 PSF• •5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY. REACTION r. 1703 General Notes. ur,a•ss otn•,se nuivu -- I Des,gn t0 support loans as shown All lateral force• rrs�sr ng e�emMlS S"C" :1s tompolarY 3" permanent orac.rg to De Jes,g-ea a:'c Provider! Dy OIhe S 2 Des-grnassunles metopana bottom chords to De ialerahy ofacea at 0' o c. and at 12 - 0'0 C respeclrvely 3 For recommenaeatuaangaetails.see Bracmgw000Trusses.8wT 76" by the Truss Plate institute +.1x3 continuous iatnai web bracing where shown 5. Impact trroging Or lateral tracing recommenced where shown - -, SPLICE .• D MAXIMUM TRUSS MEMBER FORCES 6. installation of truss is the responsibility of the respective contactor (2x6) C -5.5x7.7 TI to 48'-8" 1.5" T2 -3602 El 3325 - WI - 569 7. Design assumes trusses are to be used m anon-corroS," enwrap. mem and are for "dry condition' of use. �• 6 EOUAL PANELS TOP CHORD (2x6) C -5-5x7 -3177 B2 - 2607 to 42'-0" 1.5" T3 - -2166 W2 " 591 ? EOUAL PANELS BOTTOM CHORD 6. Design assumes tun bearing at all supports shown. Shim or wedge a necessary. (2:4) C-5:6.0 to 48'-8" 1.5" C -3x7:7 W3 " - 810 W4 - -1193 48'-8" 9. Design assumes adequate drainage is provided. C -2.5x7.7 .(2x4) C -5x5.1 to 36'-8" 1.5" DC b' 2x4 -2.5x6.0 to. 10. Plates Shan be located on both laces of truss and placed so thew yl• . or 2x6 (2x4) 'C -4x4.3 to 30'-0" 1.5" C -3x9.4 center lines coincide with joint center tines, 11. Digits indicate sae of plate in inches. 48--8-- NO SPLICE • SPLICE 44' -9 - D 12. For basic design values d dr the Computrus Plate. ireated by the pfix e "C". see I.C.B.O. R.R. 4211 C -2.5x4.3 to 481-8" (2x6) C -5.5x7.7 to 48'-B" 1.5- 13. The Comptnrus Net Section Plate is indicated by the prefix " CN". oro designator 08) indicates 18 ga. material m All (2x6) C -5x6.0 to 42'-0" 1.5" used. others are 20 ga.(2x4) ALTERNATE SPLICE (T2) C -5x6.0 to 48'-8" 1.5" Off Panel Splice Nota: (2x6) C -4x6.0 to 48'-8" (2x4) C -5x5.1 to 36'-8" 1.5" Off panel point splices are located at 175 the (2x6) C -4x4.3 to 36'-8" (2x4) C -4x4.3 to 30'-0" 1.5" Panel length !• 6- at either end of the panel indicated., (2x4) C -2.5x6.0 to 48'-8" NO SPLICE (2x4) C -2.5x4.3 to 36'-8" C -1.5x2 6 to 48' 8" C -1x2.6 to 36'-8" T? �• 6 EOUAL PANELS TOP CHORD Di ? EOUAL PANELS BOTTOM CHORD C -3x7:7 to 48'-8" �` TT C -2.5x7.7 to 42'-2" DC b' 2x4 -2.5x6.0 to. 35'-10r'. yl• . or 2x6 HEN -FIR C -3x9.4 to 48--8-- C-30.7 to 44' -9 - ALTERNATE SPLICE(82) tin, SPLICE • 'N 0�t 15 y fFy . C -2.5x7.7 to 37'-3" it `dK Tfr;4 C -3x6.0 to 48'-8" C-2.50.3 to 481' C -2.5x6.0 to 36'-8" r. SPLICE. Q� �P � SPAN TO 48'-8" 77 C -5x6.0 to 1- �t« 63 `1 t i� 0. 29017UAi i Exp- 3/31/91' = �; CHORD FOR THE SPANS NOTED BEL O B I4 BE OF THE MINIMUM GRADE AND SPECIE INDICATED 02.4: E 2400 F 2250 F 2100.F 1950F 1800 F 1650 F 1450 F SS DF q 1 DF q2 DF SS HF #1 HF TOP CHORD 48'-8" 48'-8" 48•-4"- 47'-4" 46'-4" 44'-4 48'-8" 47'-11" 43'-7" 45'-9" 43'-0" ITTOM CHORD 2x4 48'-8" 1 46'-1'. 40'-8" 481_8" WEB MEMBERS - 2 x 4 STANDARD OR STUD GRADE HEM - FIR. 2 z 3 a2 HEM - FIR OR AS NOTED O1N DESIGN 4'-61, CGMPLi r. LATERAL BRACING REQUIREMENTS: (112) + I Lateral Brice Required for Stubs to Span/3. 12 4 to 6 (C -5x5.1) C -5x5. LOAD DURATION INCREASE 1.25 SPACED 2i'• 0 C. LOADING LL - OL ON TOP CHORD • 30 PSF DL ON BOTTOM CHORD • 10 PSF- TOTAL LOAD • 40 PSF• *5 PSF REDUCTION TAKEN ON BOTTOM CHORD. AXIAL STRESS ONLY, General Notes. Uo"C" I" as Sn(— All tC, sum" I al.0 Ell tivr olne:s Design assumes 1,,,e!Ce and 00110-CnoZS 11 be:aieraiN . 0 0 C and at 12 .0 0 C resoecTiver. pacec at 3 3 For recommenaeo0iac.9cemrs. see B,ac,nglifociale.sses Berel - 76' by the Truss Plate institute 4. lx3 continuous lateral wets bracing where shown - 5- Impact bridging 0, lateral placing recOmMienoed where shown . .. 6. Installation Ot trust; is the responsr0mty Of the respective 7. Design contractor assumes trusses are 10 be urea a h0n-concrsne Intent and ate Tor **&Y conedilion-of use. envvor, 8. Designassumes l necessary- Urt treating at 811 Suttonshown, Sh— 9. Design assumes or wedge 1111000uSte drainage Is provided. 10. Plates Shall be located on both faces Of truss and P41cred Center Mae Coincide with joint center, One, 11. Dios so thea. indicate site of plate in inchill 12. For basic design vatues of the CompWu, Pleat. jh,,C,ed C-. 300 I.C.B.O. R.R. 4211 I, m bye psi I I The Computrus Net Section Mate i3indicated bitie"efi.-Cler Per designator . tmet, (Ia)incbcatesleg.Lmaterial istr 'ad AS 01herts are 20 9& C -1.5x2.6 4 xlrx>,- + . / / Y'- t , . V (C -4x11.9 (No Spl)] (C-5zll.9 (spl)) SYMMETRICAL A804JT CENTERLINE FILE NO.: ST64 48 40111, DATE: 6/1/84 REF.: 25-1 DES. BY: sc SEO.- - STANDARD lo. 29017 % cat=, 'A' Exp. 3/31/91 Z -OK cm 2 f - IENG [C-1-Sx.2.61. C-SX5 .1 !i" 0 C 10'i c STUB FROM SPAN/4-8" to SPAN/3-8" sadua STUB FROM SPAN/3-8" to SPAN/2-10"' PLATES IN tiR SPAN were, ft I= • FOR THE S NOTED BELOW, L CHORD PANS UMBER SHALL BE OF THE MINIMUM GRADE AND' SPECIE INDICATED SIZE 2400 F: 2250 F 0 FMSS DF I I VOU 1- 1 1800 F 1 1650 F 1 1450 F #1 DF 1 #2 SS HF #1 HF ;TOP;CHORD FOR LUMBER AND.TRUSS DETAILS 0 NOT SHOWN SEE: TRU64 — 48 4 40* 6/1/84 25-1 ) )TTOM; CH; 0 TRU64 — 48 5 40* 6/1/84 25-1 5 1 TTOM CHORD] fTRU64 — 48 6 40* 6/1/84 !25-1 WEB MEMBERS 2 X 4 STANDARD OR STUD GRADE HEM FIR, 2.x 3 #2 HEM - FIR OR AS NOTED ON DESIGN LUMBER SPECIFICATIONS T46S5 SPAN 39'- 6.00' ' LOAD DURATION ineFtEASE . 1.25 TPI SINGLE MEMBER FORCES MOH SIZE SP70P GRADE IffNBER(S> SPACED' 24.9" O.C. T 1• -6122 8 1- 5772 N I. =*6B TDP C220OF: d T 2- '-5787 B 2r 4692 W 2- 912 2x 4 MSR 2100E 2" LOAOINO T 3•' -4486 8 3- 4006 W } -�17 A2x 4 E1 3- 7 LL 'e OL ON''-TOP UWRO 30'.0 PSF T 4' 3434 B 4- 2516 M 4- . 504 BOTTOM CHORDS . OL ON BOTTOM LWRD - 10.o PSF* .+ T 5- -3343 B 5- ,2729 W 5. -610 2x 4 . OF i1 1= b. TOTAL LOAD T 5: -2352 B S. 2725 'W 6- 2353 MESS: 40.0 P$Far T 7- -2956 W 7- 1144 2x 4 MF STAID 1- % 7-10 *5 PSF REDUCTIOIJ TAKEN ON . BOTTOM CHORD. AXIAL•-STRESS ONLY. N 8. -1064 * 2x t � STUD 6 .. • � N .9' . -62.4 . WID- 67 r ' LEFT 1383 RIGHT- 1362 • BEARING AREA REDUIRED•(SO. IN) JOINT 1 2.21 OF / 3.41 HF JOINT• 8 .,2.21 OF / - 3.41 HF • i9-as-oc '19-09-oo .. OQ�0, flF ESS/� _qC-46 y�� rLS C. Kllr/y��yc N W 5.00p 2.5x4.3 3• - . 783 - � C-5x6 ISI C-2:5x4.3 -12 X5.00 �` -16-70 C-2.5x4.31KIS sl CIVIL- �Q 75' C-5x6(S) CAL�4q�� IN.5x2.6 5.5x11.9 a C-2.5x4.3•IN-3) 1.75'fS) C-2.5xd.3 o C-2:5x4.3 C-5x9:4 (Sp- --�-� o C-5x}4.5®2.50!e. �� Q (4) C-1.5x2.6+ C-4xf1.9f 0. 5 C-3x7.7 o A4 'J' 0 17-00-00 C-5x6is) &Z, CO 1 22-06-00 No. 29017 .. ' 19-l0-f2 6-02-14• 13-04-10 Exp. 3/31/91 . 39=06-00 .. Scale: .3/35d S. sr� . r.0`c JOB NAMES 5. C . C .I - JOB #620� .. � p p (� Wi11N11000p � �r GiSL`�v`. FILE NO.: TMSC=39-5/2.5-4011 E 1..qe■e■ut4ei.meNoogimaw.nntnQsMron.cen.eualenelinu.w.tW . d�gQpe9r.dNe�iatPenveenated 2 Buisdar and erscalon aontmeor should Ifs tevtsad W a8 o■r1ErN 2. Dee n SbVndg (^e: p aroo 1n otrords }� Ee telWaly braced of ;;'.p" . GATE: 11/f5/90 Ver 4.3' Motes and Womings below conaullotton con nNNloos. 9q c. t2 a' o.o reepechvey >f. lxi aemproriroe wee b1■clnQ anuet ea insts*ed wnen sewn +. Z IQQng df laserat brgc} r cMrinended vdlere shown :' ♦, a. An labeef taros ■eetellntl elements Wall on lampoeeryand S ,++�� 6F 11%,rus Sna r 1•� g speclne contra r. psmunoM esPcnsdlt of 11te re PfF.: 23-1 DES. SY: 'AB 6MC1172, must M dastpned and provldW0y 4001ilm r of compW& est8 t a es Uussgy spa ep be uvea In a non•oatrdslva a rcm-,ent. structure. compArue aauenq na res p(�rat gflnd 8to is --d a radon' of use - tt. Nolorrdstroutdsaa Iodloa panallftlry off such, tracing, B. UeslqI aeyumes nii hearing m atl sl,pporie ahn+vrl. Seim or wedge i1 CDi11PU1i.iJ5 `�C. pW rgoomponaMuMlleMerenbrscllgMd eapeeery. 1' SEO.: lastarine era complete• endal no *ms eheul0 any lade gloater ntsn 7• n'�S ecsg�uate dr in els potilded. ' _ 205403 eeetQr lwaoe eppltsd lasts oomponaiN. 8: FWpdB sha091p�8ted an bolh laces of ulw. and 0808d so theirceMerw+w►�CfYnw.(wwEww.00Nwnnl+rnNs •. • d.'COerrpUlnra4■■noeamr0lel■rindBaeunesnereemlloslbslly(ar4b 1lroescompidew4lgq"1Vn�Icenter ,Ines. fabrication. Mndlln MI 9. pact Ind' B Die oe taatg m iripnes, - ^ �' pmaM and Inslslrmlon of components., iQ 7 CesiC y Ia. Fr the.Ganpulrt s Plate. IndCapatl by Me wale 1. TMedaalQnbrumphedwpJeHloth ellmlrt�elknaenhussdaelQnaoel Q seg aa z c".."NE R 4 t,tr. roAhtrylAe?ruu Plate tnetituMln"BraCl Wood l/usses. aWT•1a", 1t the Cam 4tnn Et Ec^m plate is lrx,9c;[ej G/111e prelix "CN" lfle a copy of which voui be rumithw or Oompubus upon royueal. da. gra'Cr (t� incicatee 18 ga malarial 5 used. All others are 26 ga. PLAN cu s.ToM CNl1Cit t2�C�� 1�- . 11 Il CAST o:� LAaiWAt ,c�.. 119 PLAN cu s.ToM CNl1Cit t2�C�� 1�- . 11 Il CAST o:� LAaiWAt ,c�.. Figure 4(a) inga Added d.agonal U9 in the Plane of the web membert, . pr even ttla t era, movement, Space: 121eetto 16 feet on center -I, build.ng to, ooft: Space: 8 feeton center across b -ding for floors. Trusses (tvp.ealI ' ContlnuOV{Idterel bating mn spacing. bi, tPerm its w_®_ MR Diagonals form braced bay at app--ately 20 feet mterrals:. we., al both ends. Continuous lateral bracing fpac¢d 8 feet to 10 feet located at is, near a panel W-. l _So,— chord of v Itvp;call - :mowi — All top chordl can buckte together if there .s no diagonal bacmg, Ridge tine _ K F Roof rmtdin I typical) /I f f 1 1 f f / I 1 1 f f f f f( f f f f f ( Top chords can buckle= despite frequent purlins! - lrigure6(a) �� Figure 9u Perman_ ant bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position should be placed on the trusses in any one area; they should be spread assumed for it :in design.. In addition permanent bracing must be Figure 4(b) out evenly over a large area so as to avoid overloading tiny one truss. All designed to "resist lateral forces imposed -on -the completed building by mechanical equipment should be located only on the trusses specifically wind or seismic forces. - between laterals placed at approximately 45 degrees is recommended designed to support it. It should not be dropped or even set temporarily - - - for stability of the bottom chord. Diagonal bracing in the plane of the in any other area unless the trusses are adequately shored. All floor Permanent bracing may be subdivided into three logical .comPet- ��`• bo ttom chord is generally not required throughout the length of the trusses should be adequately shored if pallets of masonry materials are nents: - building, but it is recommended that it be located at least at each end to be stored temporarily`until the next higher walls are finished. of the building. In most cases, temporary bracing in the plane of the 1. Top Chord Plane. This bracing is designed to resist lateral bottom chord is installed at the locations specified on the architectural STAGE THREE: Permanent Bracing is designed and specified by the movement of the top chord. If plywood floor or roof sheathing is plan for permanent bracing, and is, therefore, left in place as permanent architect or engineer for the structural safety of the building. It is the properly applied with staggered joints and adequate nailing, a continu- bracing. Figure 5 illustrates bracing in the plane of the bottom chord. responsibility of the. building designer to indicate size, location, and ous diaphragm action is developed and additional bracing in the plane is attachments for all permanent bracing as required by design analysis. In generally not required. Full bundles of plywood should not be placed on trusses. This general, it is desirable to design and locate all bracing se that it may _ - ocnstruction load should be limited to 8 sheets of plywood on any pair work together with other structural parts of the building (such as shear Some metal roofing materials may be depended upon to act asa�J - of trusses and should be located adjacent to the supports. No excess walls, portal frames, bearing walls, columns, beams, etc.) to achieve diaphragm when properly, lapped and nailed. Selection and use of - these concentration of any construction materials (such as gravel or shingles) total structural integrity., materials is at the discretion of the building designer. 10 d 12 Diagonals lo,m&aced bay. Repeat at both at 20 feet - rte: length of a web member As described earlier in ,the discussion -of - • - __' - e ends and app--ately building design and truss design (STAGE ONE), diagonal bracing -or end '- anchorage is essential to stabilize the lateral bracing, Diagonalbacing Diagonal bracing in the plane of the web members-is'also -used to - -- - "-- - - -- no is side of top chord equal loading to adjacent trusses and to spread lateral distribute un� " •• prwems lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing movemem of too in the plane of -the webs is a. matter of judgment to, be made by the ` " building designer, and will depend upon the truss span; truss configura- •- - _ tion, type of building, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing in the plane of the APPENDIX 11 if 11 11 1 Ridge line top chord. For floor trusses the cross bracing should be approximately If 11 8 feet on centers. Lateral 2x6 strong -backs may also be used for some It is intended that this appendix contain only _tentative,recom- - floor systems. _ - mendations that may be used as a guide for on-site handling -and IZA 11 11 _ = -^ - erection until a more complete statement can be prepared. There may - - - Figure 1 and Figure'41 illustrate bracing in the plane of the webs. be some instances in which additional precautions will be necesser " _, Y•. Top chole Uypicall O 3. Bottom Chord Plane. .This bracing is required to maintain the UNLOADING. If possible, trusses shall be unloaded on relatively —.truss—design spacingand to provide lateral support to the bottom chord smooth ground. They shall not be unloaded on rough terrain that •••. ----.__.�= -•---"�- '- would cause undue lateral strain that might result in distortion of truss reslst buckling'forces•in. I --event_of-reversal ofstress•due:t_o..-wind - 9 '• - - uplift or unequal roof or floor loadings. -� .1.._. _ —lornts. _Dumping=of=trusses�isan acceptable ,practice provided thatahe •- - • -- - - -y,_ - trusses are. not damaged;or-.ezcessrvely-stressed-in�the'a`ct=of - For multiple bearing trusses or cantilever conditions, portions of The -builder shalI':provide-. protection from damage that may be - __ the bottom chord become compression members and should be braced laterally to resist buckling in the same -manner as the top chord of caused by on-site construction activity. Figure 6(b) simple span trusses. STORAGE. Care shall be taken so as not to allow excessive bending of - If urlins are used, spaced not to exceed the bucklin length of the p p g g Bracing in the plane of the bottom chord is also designed to transfer trusses or to allow tipping or toppling while the trusses are banded or top chord, and adequately attached the top chord, rectopom- lateral forces due to wind or seismic loads into side walls, shear walls or when the banding is removed. ie e f mended that diagonal bracing be applied to the underside of the top other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended If trusses fabricated with fire retardant treated wood must be stored chord to prevent lateral shifting of the purlins. that one complete bay of diagonal bracing be installed at each end of prior P or to erection, they should be stored in a vertical position to prevent Figure 6(a) illustrates the necessity for applying diagonal bracing in any building, and additional such bays be located at specified intervals water containing chemicals leached from the wood from standing on the plane of the top chord despite the use of closely spaced purlins. not to exceed 20 feet. Figure 5 illustrates the use of bracing in the the plates. A further precaution may be taken by providing a cover for plane of the bottom chord. the trusses that will prevent moisture from coming in direct contact It is recommended that this diagonal bracing, as shown in Figure �_ with the trusses and which can be ventilated to prevent condensation. 6(b), be installed on both sides of the ridge line in all end bays. If the These recommendations for bracing wood trusses have been derived building exceeds 60 feet in length, this bracing should be repeated at from the collective experience of leading technical personnel in the ERECTING TRUSSES. The truss erector or builder shall take the intervals no greater than 20 feet. wood truss industry but must, due to the nature of responsibilities necessary precautions to insure that handling and erection procedures' involved, be presented only as a guide for the use of a qualified building do not reduce the load -carrying capacity of the truss. 2. Web Member Plane. The purpose of this bracing is to hold the designer, builder, or erection contractor. trusses in a vertical position and to maintain the design spacing. In - _ - Trusses shall be installed plumb, at specified spacing and in -plane addition, this lateral bracing may be required to shorten the buckling _ (i.e., trusses will be properly aligned). - - - 13 14Jit f 15 ` To Figure Al 11) Topline A suggested procedure for lifting trusses is illustrated in Figure A01 if the truss span does not exceed 30 feet. 16 Spreader bar Tagline Figure Al2) \\A V V V� V V_ I / . APoro ately of t,,s leltillt —►1,� y - Tagline �1 �— AporoaimemlY 2f3 10 3/4 01 itbo Iength.�.I �Approai 1 to 2l3 ,us, l of truss length For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2)• It should be noted that the lines from the ends of the spreader bar "toe-in:'If these lines should "toe -out," they will tend to cause buckling of the truss. 17 Taplin ti +� Figure A131�^ For lifting trusses with spans in excess of 60 feet, it is recom• mended that astrong-back be use at illustrated in Figure A131, The strong -back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong -backs should be at or above the mid -height of the truss so as to prevent overturning. The strong -back can be of any material with sufficient strength to safely carry the weight of the truss and sufficient rigidity to adequately resist bending of the truss. ' 18