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001358 (SFD) 54895 Avenida Alvarado III II IIID III IIIII IIII PERMIT APPLICATION 28 — City of La Ouinta --' • . IE Department of Building and Safety 1r This permit becomes void if work not commenced within 180 days from date of issuance: OR, if,work has beens spended or abandoned fora period of 180 days. CERTIFICATE OF EXEMPTION FROM.WORKERS' COMPENSATION INSURANCE:.This section need not be completed it • LICENSED CONTRACTORS DECLARATION: I hereby affirm'that I am licensed under provisions of. Chapter 9 the permit is for one hundred ($100) o. less. I certify that in the_performance of,the work for which this permit is • (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license'is in full force issued, I shall not employ any person in any manner so as to become subject tothe Workers' Compensation Laws of and effect. California. License Class LIc. Number Date Contractor t - OWNER-BUILDERDECLARATION I hereby affirm that I amexempt from she 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.w ith section 7000) of Division 3 of 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.): Date Applicant. NOTICE TO APPLICANT: If, 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. DIVISION OF INDUSTRIAL SAFETY PERMIT CERTIFICATION: ❑ 1 hereby certify that no excavation five (5) or more feet in depth into which a piprson is required to descend, will be made in connection with Work authorized by this permit, and that no building structure, scaffolding, falsework, or demolition or dismantling thereof, will be more than thirty -,six (36) feet high. (Chap 3.2. Grp 2. Art 2, Sec 341, Title 8, C.A.C.) t O I. as owner of the property, or my employees with wages as their sole compensatlon,,wlll do the work, and the O As owner-builder,'I will not employ anyone to do work which would require'a permit from the Division of structure is not intended or, offered.for sale (Sec. 7044, Business and Professions Code: The Contractor's License. - Industrial Safety; as noted above, unless such person has a permit to do such work from that division. Law does not apply to an owner of property who builds, or improves thereon, and who does such work himsell or z: -. through his own employees, provided that such improvements are not intended or offered.for sale. If, however, the O Division of Industrial Safety Permit No. building orimprovemntissold within one Year ofcompletion.the owner -builder will have the burden of proving that,.. Date Applicant he. did not build or improve for the purpose.ol sale.). CONSTRUCTION LENDING AGENCY: I hereby affirm that there is a construction lending agency for the performance ❑ I, as owner of the property, am exculsively contracting with.licensed contractors to construct the project (Sec: of the work for which this permit is issued. (Sec. 3097, Civ. C.). 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property.who Lender's Name builds or. improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the - ..Contractor's License Law.). Lender's Address ❑ 1 am exempt. under Sec. B. 8 P.C. (Attached,Certificate)... I certify that I have read this application and,state that the above information is correct. I agree to comply with all Date Owner city and county ordinances and state laws relating to building construction, and hereby authorize representatives ADDRESS abwe of this county to enter upon the above mentioned property for inspection purposes. WORKERS' COMPENSATION DECLARATION: I hereby affirm that I have a certificate of consent to self -insure, or a (250.00) DEPOSIT PD certificate of Workers' Compensation Insurance , or a certified copy thereof (Sec. 3800. Lab. C.). Policy No. Company O Certified copy is hereby furnished. O. Certified copy is filed with the City Building Inspection Department or City Department. Date • Applicant APPLICANT NAME (L; F. MI) DeF^ry. Design tN,. mloj. ien LKVCivj..aar.++ + ADDRESS P.O. Baas 1420 CITY/COMMUNITY/STATE/ZIP La Quint a, CA '92253 JOB SITE ADDRESSISPACE -54-8 . 9SAVehida, AlviiL 4 CITY/COMMUNITY/STATE/ZIP 1a_ Q j jai. Ln,a,'f C , '92253 ' LTWN . B 1 /4 PAG 292 R20 0 C - •. RNG SE S TRACT LOT. Elect. Fee 68.10 MOD SB ' TRACT NAME OWNER NAME (L. F. MI) applicant c,. nt CONTRACTOR -FIRM NAME applicant ADDRESS abwe CITY/COMMUNITY/STATE/ZIP , above PHONE • (250.00) DEPOSIT PD LICNC • 1,050.79 ARC/ENG FIRM NAME . ADDRESS CITY/COMMUNITY/STATE/ZIP PHONE • LICNC • , USE OF PERMIT Single family itoe11im- BL ZON FSB SSB SSB :RSB OFC. ' ZONE ORD • LOT SZ END SIDE' Signature of Applicant or Agent Date CERTIFICATE OF COMPLIANCE AND AUTHORIZATION OF ENTRY: I certify I have read this application and state that the information given is correct. I agree to comply with all state laws -and county ordinances relating to buidling ' construction,I nd.authorize a'repre ntative of the City of La Ouinta Department of Building and Safety to enter upon,the operty for which I h e applied for tpermlt or the purpose of making inspections. Signature f Applicant o Agent Date Print Applicant/Agent Name APPLJPRMT 9-A26-85 S.F.D. Peanit to c onstn=t 1440 sq. ft. of horse with 200 sq. ft., of parch and 440 sq. ft. of garage as per approved Plans. Mech. Fee 30.00 Plan Check Fee 303.40 (bast. Flee' 361.00 Elect. Fee 68.10 SMI Fee 5.29 Plumbing Fee 83.00 Prop. Devel. 450.00 1,300.79 (250.00) DEPOSIT PD 1,050.79 TFEE 1,300.79 A 0 8 9 6 BLDG. DEPT. 1 I. VALUATION 75,524.00 "`6 '41 NO. OPERATION DATE INSPECTOR 'NO. OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS 1 Set Back 33 Ventilation System 2 Ftgs.& Frms 34 Plenums•&.Ducts 2A Slab Grade 35 Furnace Compart. 3 Steel 36 Inlets & Outlets . 4 Grout Blocks 37 Combustion Air 5 Bond Beams 38 Compressor 6 Roof Deck 39` Appl. Clearance 7 Framing %d 40 Fire Damper 8 Vents 41 Smoke Detection Device 9 Garage Fire Wall 42 Commercial Hood 10 Fireplace P. L. ❑ 43 Final 10A fireplace T.O. ❑ NON ADDITIONAL INFORMATION ®P SEWAGE SYSTEM SIZE &•LOCATION 11 Exterior Lath /� 7 , 12 Internal .Lath 12A Drywall 13 Finish Grade INSULATION Thick Value 7A Walls (Batts). 12B Ceiling (Batts) 12C Ceiling (Blown) 14 Final PLUMBING. APPROVALS 15 Ground Plumb 16 Water Piping 17 Rough Plumb 18 Vents 19 Sewage Disposal ao 20 Sewer 21 Water Heater 22 Water Softener 23 Water Service 24 Gas Test 25 Final Tank Pit L. Line ELECTRIC APPROVALS REAR OF PROPERTY LINE .P/L. P/L STREET NAME 26 Power Pole 27 Conduit 28 Service Entrance 29 Wiring 29A Grounding Wire 29B Bonding 30 Fixtures 31 Service 32 Final ��flEp IE 00 Desert Sands Unihed School District y BERMUDA DUNES r RANCHO MIRAGE 82-879 HIGHWAY 111 O INDIO, CALIFORNIA 92201-5678 • (619) 347.8631 r INDIAN WELLS ti PALM DESERT % LA OUINTA "gyp INDIO 1� May 2, 1985. City of La Quinta Department of Community -Development 78-105 Calle Estado La Qui"nta, CA 92253 Re: 54895 Avenida Alvarado Gentlemen: The, developer of the above referenced lot has mitigated its impacts on our overcrowded schools by payment of the amount of $628 per unit to be applied to the cost of district educational fac tli:ties made necessary by such.new development: Sincerely, John 400ks Assistant Supe.ri ntende.nt Business Services JDB/crm V,. I IIIIIII VIII III VIII IIII 23 IE COUNTY OF RIVERSIDE, DEPARTMENT OF HEALTH ' PERMIT APPLICATION FOR A SUBSURFACE DISPOSAL.SYSTEM Applicant: Submit this form with three copies of a scaled plot plan drawn to county specifications required on the attached check list. A non refundable filing fee of $15 is required when the application is submitted. Check must be made payable to County of Riverside. NameMaili g Address ©D. Q City State Zip Code Phone V'Property LU Address 'City or Community 'Legal Description of Property (Lot, Parcel Map, Tract) 1S 'Assessors Parcel No. Water Serving Property From Lot size -0 Signature of Applicant Date 'The above information must be verified from Building Application Staff Use — Do Not Write Below This Line Initial Date WQCB Clearance required Yes ❑ No © " { -A Soils feasibility report required Yes ElNo c Detailed boring report required Yes ❑ No Q i Detailed contour plot required Yes ❑ No E l Comments: m Z 2 Soils or boring report by Date H U Approved by A % ; /a Date mSoils Map Page Soil Type Tract File No. G `Oth r ' r Number of Bedrooms Septic Tank Size (gallons) Rate Required Type of System -- , Ji Addition Replacement El 13 Leach line sq. ft. of bottom area trench '' Leach bed (sq. ft. of bottom area bed) Seepage Pit DiameterNumber of Pits J Seepage Pit Depth B.I. r( / Total Depth of Pit . ,Ug' 6' 0 / V : v .." I , / L Location of System Additional Requirements t ;_ l"<1 0 A permit is approved/denied forthe design of a subsurface disposal system as indicated on the accompanied plot plan Z using the r'equire`ments set forth in Section B above. A building permit is necessary for the installation of the above H 2 designed system. LU N Signature of Health Official Date Receipt No. District: Riverside ❑ Indio 13-1-1 Hemet ❑ DISTRIBUTION: WHITE - Office File YELLOW - Applicant DOH SAN 122 (Rev 10/84) Issued By Date PINK - Building Dept. GOLDENROD - Pending File 78-105 CALLE ESTADO - February 14, 1985 Mr. Clint Dougherty Desert Design Development P. O. Box 1420 La Quinta, CA 92253 1 -7-741_ Z—oZa 1 0 40 -� -4s' QUA& LA QUINTA, CALIFORNIA 92253 (619) 564-2246 RE: PIAT PLAN NO. 85-116, A Request to Construct a Single -Family Dwelling on the West Side of Avenida Alvarado, 200' North of Calle Tecate Dear Mr. Dougherty: This letter is to report approval of your application to build a single- family house at the locaticn.described above. This approval is subject to the conditions listed on the attached sheet. Now that you have Planning Cbm ission approval for construction of your single-family home, the next step is to submit plans to the Building Department for plan checking. An instruction sheet is attached explaining the requirements that must be completed prior to acceptance of the plans for consideration of approval. Please contact the Ccmm-mity Development Department, Building Division, if you'have any further questions regarding fees, etc. very truly yours, COMMUNITY DEVELiOPM NT DEPAWMENT Sandra L. Bonner Principal Planner Encls: 1. Conditions. 2. Instructions for Submitting Plans for Plan Check cc: C nuru lity Development Department, Building Division James Laier Trust MAILING ADDRESS - P.O. BOX 1504 - LA QUINTA, CALIFORNIA 92253 IIIIIIIIVIIIIIIVIIIIIII 24 , IE 78-105 CALLE ESTADO - February 14, 1985 Mr. Clint Dougherty Desert Design Development P. O. Box 1420 La Quinta, CA 92253 1 -7-741_ Z—oZa 1 0 40 -� -4s' QUA& LA QUINTA, CALIFORNIA 92253 (619) 564-2246 RE: PIAT PLAN NO. 85-116, A Request to Construct a Single -Family Dwelling on the West Side of Avenida Alvarado, 200' North of Calle Tecate Dear Mr. Dougherty: This letter is to report approval of your application to build a single- family house at the locaticn.described above. This approval is subject to the conditions listed on the attached sheet. Now that you have Planning Cbm ission approval for construction of your single-family home, the next step is to submit plans to the Building Department for plan checking. An instruction sheet is attached explaining the requirements that must be completed prior to acceptance of the plans for consideration of approval. Please contact the Ccmm-mity Development Department, Building Division, if you'have any further questions regarding fees, etc. very truly yours, COMMUNITY DEVELiOPM NT DEPAWMENT Sandra L. Bonner Principal Planner Encls: 1. Conditions. 2. Instructions for Submitting Plans for Plan Check cc: C nuru lity Development Department, Building Division James Laier Trust MAILING ADDRESS - P.O. BOX 1504 - LA QUINTA, CALIFORNIA 92253 ti -z THIS APPRM%L IS SMEM TO 7M FMJJOWIMG CONDITIMS: 1. Zhe development of the site shall be in oanfaenance with the Exhibits A, B and C Contained in the file for Plot Plan Ab. 85-116 , unless otherwise arwxUd by the following conditions. 2. 7he approved plot plan shall be used within two years of the approval date; otherwise, it dal om I beoe roll and void and of no effect whatsoever. By $%M* is meant the beginning of substantial oo wUwt f ron, not including grading, oantermQlated by this approval which is begun with the two-year period and is thereafter diligently pursued to oammpletfon. 3. mater and sewage disposal facilities shall be installed in acomardanoe with the requirm3mme its of the Riverside County Health Department. 4. Fire parotection shall be provided in a000rdanoe with the standards of the thiiform Fire Oode as adopted by the City of La Quinta. S. Prior to the issuanoe of a building permit, the developer shall submit and have approved, a detailed landscape plan for the front yard showing the species, size, location and spacing of all planting materials, including a mi n mzmm of two (2) , 15 -gallon, street trees. The plan shall indicate the irrigation system and the location of the required three (3) outdoor water spigots. Prior to the issuance of a Certificate of Oocupancy, the Applicant shall install landscaping in accordance with the approved landscape plan. All trees and plants shall be maintained in viable condition for the life of the approved use. 6. The heating and cooling mechanical equipment shall be ground mounted, or screened entirely by the roof structure. 7. iiefuse containers arra bottled gas containers shall be concealed by fencing or landscaping. 8.. The driveway shall be surfaced with concrete and -have asphaltic concrete conneating pavement (a 2" x 4" header) to the existing street pavement. 9. The Applicant shall obtain clearances arra/or permits fran the following agencies prior to submitting these plans to the Building Department for plan check: ° Riverside County Health Department o City Fire Marshal ° Oam vdty Development Department, Planning Division ° Desert Sands Unified School District 10. r1he Applicant shall pay a school development fee as detenained by the Desert Sands Unified School District in accordance with the school mitigation agree- ment as approved by the City Council and in effect at the time of issuance of a building permit. A letter from Desert Sands Unified School District stating that these fees have been paid shall be presented to the Community Development Department, Building Division, prior to issuance of a building permit. 1731-A WALTER STREET • May 17, 1985 DECEIVE® MAY 1I�`85) CITY OF LA QUINTA COMMUNITY DEVELOPMENT DEPT VENTURA, CALIFORNIA 93003 PHONE (805) 642-6727 Job No. B -15120-P1 85-5-205 Desert Design P.O. Box 1420 La Quinta, CA 92253 Project: 54-395 Eisenhower & 54-895 Ave. Alverado La Quinta,. Ca Subject: House Pads Report of Field Densities On April 29, 1985 and May 2, 1985 a representative of our firm per- formed density tests on the fill'°placed in the building areas on the above referenced project. Tests were"per,formed at random lo- cations in accordance with ASTM D 2922-81 and ASTM D 3017-78 Nuclear Density Test Procedure. Tests performed as per authorization of -Desert Design. The estimated locations of the tests are presented on the attached plan with their -results being summarized on the attached test re- port sheet. A total of four (4) density tests were performed. Test results indicate a minimum"of"ninety percent (90%)of relative compaction has been obtained within the areas tested. The maximum density -optimum moisture was -determined in the laboratory in ac- cordance with ASTM D 1557-78, Method A, five (5) layer curve. C1'ass if itat ion Tan silty fine to coarse sand THOUSAND OAKS (805) 495.8484 VENTURA (805) 642.6727 BAKERSFIELD (805) 327-5150 Maximum Density -Optimum Moisture 120:3 pcf 10.6%. SANTA BARBARA (805) 966.9912 - LANCASTER (805) 948.7538 PALM SPRINGS (714) 328.9131 SAN LUIS OBISPO (805) 5446187 May 17, 1985 LIMITATIONS Job No. B -15120-P1 85-5-205 The compaction operations were completed at the time our personnel were called to the site. The test.results summarized in this report present the moisture and density only at the locations and.depth tested on the specified date. The summarized field and laboratory tests were performed in accordance with engineering principles generally accepted at.this time and location. No opinion is expressed as to the uniformity.of the material, compaction nor adequacy of the material to perform. -its intended function. No guarantee or warranty of the contractor's work is made or implied. Respectfully submitted, BUENA ENGINE,.I tornmaUnt'Ga4" . Jack on, Jr. NGJ/REB/kls Copies: 4- Deseret Design 2- City of La Quinta 1- P.S, file 1- Vta. file Reviewed and approved Raym nd E. Brannen C.E. 28966 BUENA ENGINEERS INC ' �- fox �,8 ',C 4 �� _ i'� �I,a E i ; •''S. LSF r �� ." � i� REPORT OF •TIVE COMPACTIO Job No. B -15120-P1 CONTRACTOR: DATE ay 17, 1985 Report No. M Eisehower & Ave. Alvorado ADDRESS: JOB.& VOCATION: La Quinta, CA TEST NO. DATE DESCRIPTION % MOISTURE DRY DENSITY RELATIVE MAXIMUM TESTED IN PLACE IN PLACE COMPACTION DENSITY EISENHOWER 54-395 1 4-29-85 0.5 from grade Per Plan 8.5, 108.0 90 120.3 2 4-29-85 Finish Grade 8.8 1-10.0 91 120.3 Ave. ALVORADO 54-895. 3 5-02-85 1.0 from grade. " 9.8. 109.0 90 120.3 4. 5-021-85 Finish Grade " 8.0 108.3 90 120.3 WE CERTIFY THAT THESE TESTS WERE PERFORMED IN CONFORMANCE WITH COPIES BUENA ENGINEERS, INC. &jj�,AA4^-- ' � •?' ".• ; A - , 1, I A. Oct., : ' i } : s c/-59�—<i. v� L �1�aa✓e i t r II 4 i .., i i;t`. � 1 t..� j � I! i i. P l 1 . �' ! •, _ ' SE41ot ! BUENA ENGINEERS, INC. 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C :�A�\_Cowc' iw 1w COW_ eeITTIOM. 40, -POO L FTr4r EXPAWStOW J01WTS *J C&LOTEX i0FL erTH&;: LoweiruoiwxL �L M0115TURP- MARRJER FZF--&D IN C&C-K AT MAT04LIA.1- M.--ca!0 &7, R� WAX. 4&4 -Ll RA45CO PLANT -CR F-XFANS!\/E S01L_ 0�1_Y - ------- ...... F)( PA► 5 1 Ve -Jo I Q T ------- 1L i_ r1C 0 t t4 AL �j IIIIIIIIIIIIIIIIIIIIIIIII 27 IE i i LATE: ..J 2 PROJECT: OR ❑ APPROVAL ❑ REVIEW & COMMENT. ❑ USE ❑ RECORD ❑ CHECKING ❑ INFORMATION ❑ DISTRIBUTION TO PARTIES K1 MTR USS • CORPORATION 5851 South Arcturus, Oxnard, CA 93033 (805) 488-0873 SCALE. K I MTR U S S DATE: L�u I rI ROOF MA • REVISED: PLAN �- CORPORATION • DRA Y: - • ELEY: 1 g01 � i` I � ` t = - T/C (B3-0 Use No 2 DFL 2X41 K-1.5*60*(6.58)2r 3885"` 2155T +: 3895 .386+.611--.887 850* 5.25*1.25 1450* 3.06*115*1.25 BIC (F -H2) Use No 2 DFL 2X41 M-1.5*20*(6.58)2W 1288"f LUMBER SPECIFICATIONS • GRADE d SPECIES TOP WEB BOT. 182471298 + -.327+.293-.62 850* 5.25*1.25 1450* 3.06 i B -Bi 129TI B1 -B2 129TI B2-B3,1015CI B3 -C 2155TI C -C1 2155TI C1-C2 1015CI C2-C3 129TI C3 -D 12STI Fl --F 8TI F -H2 1824TI H2 -H1 18247; H1 -H 1015TI H -G2 10157; G2-131 1624TI GI -G 1824T; G -E- 8T; B -R 28T; B -F 150C;- B1 -F 25SCI B2 -F 1888CI B2 -H2 132T;'B2-H1 824CI B3 -H1 298TI B3 --H 3236C; C -H 439C; C1 -H 323SCI C1 -G2 298T; C2 -G2 824CI C2 -G1 13271 C2 -G 1989CI C3 -G 256CI D -G 150C; D -E 20T 22-8 81 -12 —1 12 . 125 --125— 2x3 srz 4x R ce 3X4 1X3 I>, 1 4X8 3X9 r->= I y: 5X7 3X9 D a z 4X81 pm F- I X34 1X3%DSI 3X3 6X10bfQ 3X3D= I''/i 1X3 0-0 2-1 ¢roSfZ D=3 4xCvsm 20'-8 20'-0 .. DESIGN LOADS: SLOPE: LL =;7o PSF FLAT: LL= 591256. Bites 394 394 B2' B3l 384 C\• 394 394 NC1 NC2 25819 . y�'D TOTAL. It "rl/ RSL 20 FT H2 132 132 ' H G2GI 132 132 IWO 714 1740 714 19.73' L 19.73' L. BIC (F -H2) Use No 2 DFL 2X41 M-1.5*20*(6.58)2W 1288"f LUMBER SPECIFICATIONS • GRADE d SPECIES TOP WEB BOT. 182471298 + -.327+.293-.62 850* 5.25*1.25 1450* 3.06 i B -Bi 129TI B1 -B2 129TI B2-B3,1015CI B3 -C 2155TI C -C1 2155TI C1-C2 1015CI C2-C3 129TI C3 -D 12STI Fl --F 8TI F -H2 1824TI H2 -H1 18247; H1 -H 1015TI H -G2 10157; G2-131 1624TI GI -G 1824T; G -E- 8T; B -R 28T; B -F 150C;- B1 -F 25SCI B2 -F 1888CI B2 -H2 132T;'B2-H1 824CI B3 -H1 298TI B3 --H 3236C; C -H 439C; C1 -H 323SCI C1 -G2 298T; C2 -G2 824CI C2 -G1 13271 C2 -G 1989CI C3 -G 256CI D -G 150C; D -E 20T 22-8 81 -12 —1 12 . 125 --125— 2x3 srz 4x R ce 3X4 1X3 I>, 1 4X8 3X9 r->= I y: 5X7 3X9 D a z 4X81 pm F- I X34 1X3%DSI 3X3 6X10bfQ 3X3D= I''/i 1X3 0-0 2-1 ¢roSfZ D=3 4xCvsm 20'-8 20'-0 .. DESIGN LOADS: SLOPE: LL =;7o PSF FLAT: LL= SLOPE: DL= f (� FLAT: DL= CLNG: TOTAL. It "rl/ CAMBER TRUSS 1/4•' @ CENTER LINES UNLESS NOTED OTHERWISE. SPACE TRUSSES APPROX. 24•• O.C. CONNECTOR PLATES TO BE "CLARY ST. 820!" SHEAR: ICBG 158 psi; FHA 210 psi; LA CITY 198 psi. DESIGN PER TPI -68 FHA -G4541. IA; ICBO CENTER PLATES OVER JOINTS & APPLY EA. SIDE UNLESS NOTED OTHERWISE. ALL PANEL POINTS EQUAL DIVISION, UNLESS DIMENSIONED I 44-0 1X3 � DLA' 44-0 DRAWN BY: I KIMTRUSS SCALE: _ SLOPE: Yvs : i 1 DATE:lt_A a -u4. CORPORATION CODE: . ,. DRAWING NO. OFFICES IN: ORANGE, CA LATHROP, CA OXNARD. CA . LAS VEGAS, NEV T/C CB2-C) Use No 2 DFL, 2X41 M-1.3*60*t4.88)2jw 2142'f 2807C + 2142 1000* 3.23*1.25 1450* 3-.06*1.15*1.25 `'428+.336.764 59 205 B'IB I :. 292' B2 292 C41. 292 20559 . 20 G� ' F3 F2 F'l -41 E � 868 88 98 88 TF 20 19'S1' 869 0-0 12 3X3 1X3 0-0 21-C?�2 DESIGN LOADS':-' SLOPE: "LL=/;�OPSF FLAT: LL= SLOPE: DL= ( O FLAT: DL= CLNG: DL= TOTAL t 4X8 BSC (G --F3) Use No 2 DFL.2X41 M-1.5*20*(4.88)2r- 714"; LUMBER SPECIFICATIONS 2160T 714 GRADE d SPECIES TOP WEB B( 850* 5.25*1.25 +.1450* 3.08 `•387+.161.548 H -H1 129TI H1 -B2 128TI $2-C 2887CI C -C1 28870 C1-C2 129T1 C2 -D 128TIA-G OT G-F3 2160T1' F3 -F2 2160TI.F2-Fl '1158T; F1, -F 2168T1 F -E STI B -R 20T1 B -G 1580 B1 -G 20501 H2 -G 236201 B2 -F3 88TI H2-F2.668TI.0-F2 234C1 C1 -F2 668T1 C1 -F1 88TI Cl -F 2362C1 C2 -F 20501 D -F 150CI D -E 20T 1X3 1 �d V? �S ¢ Fc- X1..5" 28'=e •' CAMBER TRUSS 114" @ CENTER LINES UNLESS NOTED OTHERWISE. SPACE TRUSSES APPROX. 24" O.C. CONNECTOR PLATES TO BE "CLARY ST. 820." SHEAR: ICBG 158 psi; FHA 210 psi; LA CITY 198 psi. DESIGN PER TPI -68 FHA -G4541. IA; ICBO CENTER PLATES OVER JOINTS 8 APPLY EA. SIDE UNLESS NOTED OTHERWISE. ALL PANEL POINTS EQUAL DIVISION, UNLESS DIMENSIONED 12 DRAWN SCALE: k=SLOPE:DATE:_ CODE: DRAWING NO. 4X9' Im 1X3 KIMTRUSS CORPORATION OFFIC�S IN: ORANGE, CA LATHROP, CA -- 24- 7 3X3 24- T/C (B1 -C) Use No 2 DFL, 2X41 M-1.5*60*(3.61)2r- 1174"* 1197 + . 1174 850* 5.25*1.25 1450* 3.0s*1.151IT:-Z5 -•821+.184-.205 54 62 108 B �811� C y R �L T33 18 . ET LL - DL=l 270 72: 3 3X3 B/C CE -D) Use No 2 DFL 2X41 M-1.501120*0.61)2ir 381"• LUMBER SPECIFICATIONS ac GRADE & SPECIES TOP WEB BOT. 381 O �- p �� _ 1. M8* 5.25*1.25 +- B -B1 1197; B1 -C 118T1 R -E 0T; E -D OTI B -R 18T1.B-E 13SCCI B1 -E 162C1 C -E 124C1 C -D 72C • 6--e 3X3 CAMBER TRUSS 1/4" @ CENTER LINES UNLESS NOTED OTHERWISE. SPACE TRUSSES APPROX. 24" O.C. CONNECTOR PLATES TO BE "CLARY ST. 820." SHEAR: ICBO 158 psi; FHA 210 psi; LA CITY 198 psi. DESIGN PER TPI -68 FHA -G4541. IA; ICBO CENTER PLATES OVER JOINTS & APPLY EA. SIDE UNLESS NOTED OTHERWISE ALL PANEL POINTS EQUAL DIVISION tINI ;:cc MRA* 1 icinnicn SCALE: SLOPE DATE:Z CODE. DRAWIN N KIMTRUSS CORPORATION OFFICES'IN: ORANGE, CA LATHROP, CA DESIGN LOADS: SLOPE. LL2�PSF FLAT SLOPE LL - DL=l FLAT. DL=1� iCLNG DL= TOTAL CAMBER TRUSS 1/4" @ CENTER LINES UNLESS NOTED OTHERWISE. SPACE TRUSSES APPROX. 24" O.C. CONNECTOR PLATES TO BE "CLARY ST. 820." SHEAR: ICBO 158 psi; FHA 210 psi; LA CITY 198 psi. DESIGN PER TPI -68 FHA -G4541. IA; ICBO CENTER PLATES OVER JOINTS & APPLY EA. SIDE UNLESS NOTED OTHERWISE ALL PANEL POINTS EQUAL DIVISION tINI ;:cc MRA* 1 icinnicn SCALE: SLOPE DATE:Z CODE. DRAWIN N KIMTRUSS CORPORATION OFFICES'IN: ORANGE, CA LATHROP, CA KIMTRUSS CORPORATION. 585.1 South Arcturus, Oxnard, CA 93033 (805) 488-0873 GENERAL NOTES 1.. Trusses and connectors shall ' be 'fabricated and' installed ' in the ' shop of a licensed*'fabricator approved by the Department. 2. The clear span of trusses shall not .exceed 50 feet. For spans between 372 and 50 feet, connector values shall be reduced " one—third. 3. The total gross area 'of .the connector plates in contact with a member in a connection shall be used for calculations of allowable load: e.g., for a tension connection between two Douglas Fir members using a pair of 3" x'221-11 plates, the allowable load is '3 x 22 x 198 = 1486 "lbs. 4. Plates shall be installed on each side of all joints and shall not be installed at location where knots occur in the wood members: 5.' All joints to be tight fitting. 16 gauge metal filler plates to be used where full bearing does not exist. 6. Lumber shall not be split by plates. If lumber is be replaced. split, it shall " 7: Where hip end setback is approximately 8 feet, provide rafter ties mid—set back to serve as rafter ties across building. LIST OF STANDARD ABBREVIATIONS BC bottom chord OH overhang BKG backing RFTR rafter BI•; beam SB set back B 0 by others SC scissor BRG bearing SPEC special CLG ceiling SOFF soffitt CONV conventional ST stub FAU forced air unit STB stub FW. fire wall TR truss ` GE, gable cnc ;truss VT vent I4TS not to scale J COMMENTARY AND .RECOMMENDATIONS 0TRUSS PLATE INSTITUTE, INC., 1976 ' IICZ*- However carefully wood trusses we designed and fabricated, all this isat 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, INTRODUCTION ted consequencis may result in a collapse of the structure, which at burst is a substantial los of time and material, and which at worst could result in a bra of life. In recognition of the inherent safety of a properly braced roof system, the apparent lack of krowkdge of how, whim, and where to install adequate bracing, and in the interest of public safety, the Truss Plate Inuitu[ecnsultation with its Component , In, in cot Manufacturers Council mernbvship, has undertaken the (reparation of these recom- Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies. repro- senae ed tivof tacademie commuhiry, and independent consulting engineers) haw been devoted to this effort Consultation with the TPI Component Manufacturers Council hes resulted in bringing practical field handling and erection problems into a sharper lows. Inclusion of the tentative recommendations for on-site handling and erection procedures is one direct result of the co nsulut'oru It is planned to study further and enlarge upon theses tentative reowrvnendations. While Itsem romendasions for bracing oontairvd herein are technically sound. it is not intended that they be considered the only method for bracing a roof system. Neither should these recommends - tions be interpreted as superior to w a standard that would necessarily be preferred in lieu of an architect's w engineer's design for bracing for a particular roof system. These recommendations for bracing wood susses originate from the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only, as a guide for the use of a qualified building designer, builder, w erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages arising from the use, applica- tion, w mfiance on the recommendations and information contained herein by building designers or by erection contractors. The Truss Plate hstitute "Design Specifications for Light Metal Plate Convected Wood Trusses' we reeormrcnded for the design of individual wood troves as structural coniponetb only. Lateral bracing, as may be required by design to reduce buckling length of individual truss members, is a pan of the wood truss design and is, the only bracing that will be specified on the errs design drawing. lateral bracing a to be supplied in the we specified and installed at the location specified on the truss design drawing by the builder w vection contractor. The building designer or inspector rust ascertain that the specified Lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. Special design requiwernent; such a, wind bracing, portal bracing, seismic bracing. diaphragms. shear walls, or Other bad transfer elements and their connections to the wood trusses must be considered separately by the building designer. He shall determine size, location, and method or corvneesiom for -:agonal bracing - --dad to res:rs these form Diagonal or cross bracing is recommended in the plane formed by the top chords, in the plane formed by the bottom chords and perpendicular to the truss web members, n needed for the overall stability of the write structure. Trus bracing and connection details should be shown on the building designer's framing plan as pan of the design drawings. Bracing materals we not usually furnished as part of the wood truss package. and should be provided by the builder or erection contractor. The builder w erection contractor is responsible for paper wood vis handling and for proper temporary bracing. He must assure that the wood trusses we not svu nilly damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as each vis is placed in position. 2 Figure 1(a) Figure 1(c) ca.om. mb• Int. xd Lane b,ekl�q. rr1 �- mnnunuou�Cntl b.nry ) I I perm I..ImJ b,cu••y 1 II nrum�� vim .l / r e..r;,y no- erns+ Figure I(d) Figure 1(b) It isrecom mended that diagonal bracing (minimum 2 -inch thick nominal lumber) be installed at approximately a 45 degree angle to the lateral brace. Diagonal bracing should be attached to the opposite side of the same member requiring lateral bracing. This bracing may be continuous or intermittent at the building designer's option; however, it is 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 op 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 any wind force w 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 mosses should tend to buckle w 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 ruses 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. Preasembly of groups of mosses, on the ground, into structurally braced units which are then lifted into place as assemblies is an,. acceptable alternate to the one -ata -time method. Exact spacing between trusses should be maintained n 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 $MUb,g Gn•wm Conuruo-•, art The design of woad «uses in accordance with TPI design criteria assumes: 1. True menhbiers are initially straight, uniform In cross section, and uniform in design properties Z Trusses we plane structural component; installed vertically, braced to prevent larval movement, and parallel to each other at the design spacing. 3. Trus mmnbes we pi u at pinta for determination of exist forces only. 4. Thee is continuity of cord members at joints for daterm'iew tion of moment streaet. & Compression members an laterally restrained at specific bca- tions or intervals. 6. Superimposed dead or file bads act wnioily, wind loads are applied normal to the pare of the top chord, aro concentrated bads n applied at a point. 7. In addition to the lateral bracing specified by the tress desigw, the building designer will specify wff;cimt bracing at fight[ argles to the plane of We vis to hold awry trust mennber in the potion assumed for it in design. & The buildup designer (not the truss designer) win specify sufficient bracing and connections to withstand Lateral loading of the entire stnrcnxe. The theory of bracing is to apply sufficient support at right angles to the plane of the true to hold every era member in the position assumed for it in design. This theory must be applied at three stages STAGE ONE: During Building Design and Trus Design individual truss members are checked for buckfiuy and Lateral bracing is specified as required for each truss member. The building designer must specify how this lateral bracing is to be anchored or restrained to prevent Lateral movement should all tcera members, so beatxd, tend to buckle together as shown in Figure 1(b). This may be accomplished by: 1. Anchorage to olid end walls (Figure 1(d). 2. Diagonal bracing in the plane of web members (Figure 1(d)) 3. Other means as determined by the budding designer. n� +e•r r Oma nhmtl Jn w.wnhu•a Uvtl b.nq ...b t Figure 2(a) o+.a - baw n.a.d hp . vd. or mvJ mkmnmmh .m mold e..mr+rad .h rwrp..nndr 201wh mumu. 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 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 w tenter 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 atapproximately 45 degree angles, form the triangles required for stability in the plane of the top chord. NOTE: Long spans w 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 op chord fur 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 rill 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 treusses 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 3(a) rare: va•na bow nes ren ww d:,cdw n Iw min r .wn.a rnV tl•Ob cMurya,h urvJ b.<••e Iwdr rmporvr>p.rn.m.ml. Fw••a bac. Finn — ho W wJh b.c.d �`�.r.ctvm of .dddionrl dppnaIT. //n di_- m vwna rens.. Figure 2(b) bracing system depends to a great extent an 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. z -sed ao•en. 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 tress 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 bracing. Rows of 2x6 strongbacks 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 • L\1 1'wl.yal5 � 1\"t. Ll ll l �".,n L�" \ Y1111 2 -too sms , l ����•a1.i��'r� r • A - `TRUSS CONNECTION D EITF•RIOK WALL -. No. 9621 !` r CM1 K B LOCSPACER BOTTOM CO RD ...� TOP CORD 1 «� "�`"^•�_ w C-• 2X4 STUDS 0 16• D.C. - SPACER BLOCK S60VEHCE ' _ t2Pical -. EXTERIOR VA LL A. . HAIL SPACER BLOCK TO TRUSS:, r _ w•��. -4: +*1:,. �;= .c''•� } �" - B. 'SET 11EI! ?RUBS AGAINST BLOCK AND TOE -NAIL 20 PLATEk. - �.•� ,' _ ' C. 'DRIVE NAILS THROUGH TRUSS INTO BLOCK.,' •4 a .. D. BACK RAIL TRUSSES TO PLATE AFTER ALL TRUSSES ARE ERECTED,'` BOTTCM CORD Of TRUSS ;SECTIOV 2-2 2 • lu1 .Ir ►S 2 ,TOP PLATE. f . 1-16D NAIL:, I 1 �a11s _. Sl'/P, 0 4c_O, O.C. INTER.ION PARTITION PERPENDICULAR U,TRVSS BOTTOM CIIORD OF TRUSS - Iu BLOCK Wr2-16D PLATE NAILS.4 EACH END - AL SG I�>N��L1=_�P•ILI1�6� '- � .. 1-16DNAIL • - INTERIOR PARTITION PARALLEL IQ TRUSS ~' SECTION Alf. b• ALLOWABLE UNIT tTRESSES POiLTWSSED RAFFTERS"1• %!;�' T 1� a-{ , LUMBER SPECIFICATIONS r %VESTERI' VOODi"T$ ",/L541/; T i'. i•.t:•'� , r!: r PRODUCTS'- AS90CaL ::,•"•1^=<• _�,l'I" =}� • �2 `. 1 •• WEST COAST -LUMBER c�uxa"c TOP I wig I °A1;ES ry,STRESSE$ '�� i�•'•�cjn'~ti 'j ?i1.�ii►''�'_�1l {^�•:Ni INSPECTION BUREAU 16°(• "' •-1: >>.•f%r! rr..fTe �e:i•: GRADES b STRESSES NO.1Of °l, CONST off. - No'SPECKS GRADE Pb +IS% Pt PD P PO1 'B SPECIES GRADE pb +15% Pt Pc "•OUGLAS SELECT c1 PIR• STRUCTURAL 2100 2800 1200 160 ¢ DOUGLAS DENSE SEL. 9 385 1,8:10 c • FIR STRUCTURAL 2450 2800 1800 1850 95 455 1.9x10+6 LARCH NO.ILAPP. 1750 2050 1050 125 9 385 1,8x10 " a SELECT 10.2 14$0 1650 850 1000 9S 38S 1.7x10 ,°,y STRUCTURAL 2100 2 NO DOUG SELECT 800 2 I 600 8 1, x10 +c DENSE NO.1 2050 400 2400 1200 1200 1600 14$0 95 95 455 455 1.8:10+6 1,9x10+6 PIR STRUCTURAL 2000 2300 1150 1400 90 335 1.4x10 'c'' NO.1 1750 2050 1050 1250 9S 455 1.8:10+,6 OUTH NO.ILAPP. 1700 19$0 975 11$0 90 335 1,4z10 -4 t DEDSE N0.2 1700 19$0 1000 1150 95 4SS 1.7210+6 NO.2 1400 1600 825 900 90 335 u NO.2 1450 1650 850 1000 9S 45S 1.7x10r6 Noll0 8 0 0 LU 1'1x10 4 c - N0, to 800 2 4 600 q 1. x10+6 HEM -F R SELECT TGT -PIR SELECT .r.+ ' STRUCTURAL 1650 1900 9751300 75 245 1.$:10 Y u West- coast STRUCTURAL N0,1 16$0 1900 975 1300 75 245 1.$x10+6 ! NO,I4APP. 1100 1600 825 1000 75 245 1-$x10 o 1400 1600 825 1000 75 245 l.SzlO+6 HO.2 1150 1300 675 800 75 245 1.4x10 c P1 o1+,rlTite Fir N0,2 1150 1300 675 800 75 245 1.4x10+6 DOUGLAS NO, SELECT 62 2 00 2 1.2:10 ' DOUG US N0. DENSE SEL. 62 2 00 2 1.•x10+-6 PIR L1RLli STRUCTURALFIR 1800 2050 1200 1400 9$ j85 1,8:10 o STRUCTURAL SELECT 2100 2400 1400 0 1650 95 455 � 90+6 NO.ILAPP. 1500 1750 1000. 1250 95 385 1,8:10 " NO.2 1250 14$0 825 1050 9S 385 1,7x10 • s STRUCTURAL 1800 2050 1200 1400 95 385 1.8:10+6 N0, 2 8 0 V H c o DENSE NO.1 NO.1 1800 1500 2050 1750 1200 1000 1450 12 0 5 9S 95 4SS 385 1.9x10+6 1.8:10+6 Douc sel.scr FIR STRUCTURAL 1700 1950 1150 12$0 90 335 1,4x10 DENSE x0.2 1Q $0 1700 950 1250 9S 4SS 1.7x10+6 SOUTH. N0.1trAPP. 1450 1650 q7S 1150 90 335 1.4x10. c NO.2 1250 1450 82S 1050 9S 38S 1.7x10+6 C NO.2 1200 1 0 7705 950 90 33S 1.3x10 725 850 475 675 95 385 1,5x10+6 ' No 00 805 go jig 1-1.o _ �c., HEM-FIR-9nNo•- West- STRUCTURAL 1400 1650 950 1150 75 215 1.5;10+6 4E11 -FIR SELECT _6_Q0 STRUCTURAL 1400 1650 9SO 1150 S 75 215 1.5x10 ° ° L coapt N0.1 1200 1400 800 1000 75 245 1.5:10+6 NO. I&APP. 1200 1400 800 1000 7$ 24S 1.$x10 ✓'� hemlock N0.2 1000 1150 6 0 S 8 0 S 75 24S 1:4x10+6 NO.2 1000 1150 650 8$0 7$ 245 1.4x10 c a or White N0.3 S75 67S 37S 5SO 75 24S 1.2x10+6 ' N0.3 S75 675 375 550 75 245 1.2:10 a o 10 fir 1 0 weste w od du t r _s ogrades • pr c: b -.-- : ' t 1.0" 1.0• y No. %2I ' LENGTH 2', „• ■ . IN REHEATS OF 1.0 'roc u1 SIDE full s a .t. _L .1400 'c « - r - C> C=> <'] -=Z) d �] > C> C> C= :. <==3 C3 cJ c:7 `o C7 o [> C=- C=> C=> •+ ? CJ q GI <=:] i g q q q s C==> a q b b b sw .s• standard Plate •det�.i�i;��;Spec'•s . 'T�DT I••• -nn-.. . �' TOP VIEW KIMTRUSS CORPORATION .11L mi w! I END full • ale CURT "ST 820^ • STANDARD PLATE SIZES 113 213 313 414 SIS 6.16 717 818 114 211 3X4 41S S16 617 713 bt9 115 2XS 3XS 416 517 619 719 2X6 316 417 5X8 619 7110 •.1 311 418 SX9 6110 7111 3111 3X8 4X9 SI10 6X11 7112 8L1j 3X9 4110 5111 6112 7113 8114 3110 4X11 SI12 6X13 7X14 8115 3111 4X12 $X13 6x14 7115 8116 3112 4113. SX14 6X1S 7X16 4X14 5X1S 6X16 5116 SHEAR rALUEt b 8 TEETH PER SQ, - I P.M.A. /20.01-21OPSI Ca • SPACING TYPICAL I,C.B4O. 12342-1$BPsx -3 L.A. CITY C rr23996-198PSI MLIt•1 SPECIFICATIONS METAL SIU LL BE OF PRIME COxM1KCIAL QUALITY OR EQUIVALt GALVANIZED SIIEET STEEL THAT MEETS THE REQUIREMENTS AS ESTABLISHED IN ASTM A-446-67 ?OR GRADE A OR HICNtR Glu. STEEL, PLATES TO BE 20 CA... ••w • - _ . . ... -+.. 'Figure 4(a) nsly �ro bKoadi h. l ro tin rho Dlw 01 rM,+m menMrr, yawns lnnY Sao: 12 f., ro Is nM on ttntn i rwlx SDca: B leer on once boD W Miro Figure 4(b) T_ Irypoll Can;_Yrw,n .. b. m:nova Peine- bh gamic Iw�tlYDnWw between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least At each end of the building. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefore, left in place as permanent bracing. Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This mnstrunion load should be limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any construction materials (such as gravel or shingles) 10 DuporW r lym b.cad bY. Mpar n porn who .b n.pp•D.'+rurtlY ]O tan mraNa. Digow b.cirp n.a.d ro crop.. Jda OI coptMrd y.wnn I'tentl Ywrd. car I toD Top i—I Irypiull Figure 6(b) If purlins are used, spaced not to exceed the buckling length of the top chord. and adequately attached to the top chord, it is moom. mended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins Figure 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. If the building exceeds 60 feet in length, this bracing should be repeated at intervals no greater than 20 feet 2. Web Member Plane. The purpose of this bracing is to hold the trusses in a vertical position and w maintain the design spacing. In addition, this lateral bracing may be required to shorten the buckling 13 Figure 5 should be placed on the trusses in any one area; they should be spread out evenly over a large area so as to avoid overloading any one truss. All mechanical equipment should be located only On the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor Trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished. STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location, and attachments for all permanent bracing as required by design analysis. In general, itis desirable to.design and locate all bracing w That it may work together with other structural parts of the building (such as shear walls,portal frames, bearing walls, columns, beams, etc.) to achieve Iota) structural integrity. Li length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE), diagonal bracing or end anchorage is essential to stabilize the lateral bracing. Diagonal bracing in the plane of the web members is also used to distribute unequal loading to adjacent trusses and to spread lateral forces to diaphragms or shear walls. Spacing of rows of diagonal bracing 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 configure - 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 top chord. For floor trusses the cross bracing should be approximately 8 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral support to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced Laterally to resist buckling in the same manner as the top chord of - simple span trusses Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, shear wells or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize the bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each end of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood truss industry but must, due to the nature of responsibilities involved, be presented only as aguide for the use of a qualified building designer, builder, or erection contractor. la Figure 6(a) d.I . Permanent bracing must provide sufficient support at right angles to the plane of the truss to hold every truss member in the position assumedfor it in design. In.addition, permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces. Permanent bracing may be subdivided into tfvee logical compo- nents: 1. Top Chord Plane. This bracing is designed to resist lateral movement of the top chord. If plywood floor or roof sheathing is properly applied with staggered joints and adequate nailing, a continu- ous diaphragm action is developed and additional bracing in the plane is generally not required. Some metal roofing materials may be depended upon to net as a diaphragm when properly lapped and nailed. Selection and use of Nae materials is at the discretion of the building designer. 12 APPENDIX . It is intended that this appendix contain only tentative recom. mendations that may be used as a guide for onsite handling and erection until amore complete statement can be prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If possible, trusses shall be unloaded on relatively smooth ground. They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distortion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed jn the act of dumping. -The builder, shall provide protection from damage that may be caused by on-site construction activity. STORAGE. Care shall be taken so as not to allow excessive bending of trusses or to allow tipping or toppling while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the plates A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES. The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load -carrying capacity of the truss Trusses shall be installed plumb, at specified spacing and in -plane (i.e., trusses will be properly aligned). is 'iprre A(1) TW_ A suggested procedure for lifting "wan Is illustrated in Figure Af 1) the tom span does not exceed 30 feet. to For lifting trusses with spam in excess of 60 feet. it is recom- mended that a stron¢Wtk be used as illustrated in Figure A(3). The Figure Aft) strong -back should be attached to the top chord and web members at intervals of approximately 10 feet. Further, the strong-bocks should be For truss spans between 30 feet and 60 feet a suggested titling at or above the mid -height of the true so as to prevent ovenurning. The P ocvdure is shown in Figure Al2). It should be noted that the lines wrong -back an be of any material with sufficient strength to safely from the ends of the spreader Ear "toe -in.' It those lines should carry the weight of the truss and sufficient rigidity to adequately resist "toe -out" they will tad to uw buckling of the trues banding of ted truss. I -