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05-1467 (RPL)
O U ��. BUILDENG & SAFETY DEPARTMENT 9w O. Box 1504 (760)_777-7012 78- 95 CALLE TAMPICO FAX (760) 777-7011 L QUINTA, CALIFORNIA 92253 INSPECTION -1EQUESTS (760) 777-7153 BUILDING PERMIT • ication Number . . . ,05_-_0.0001467— Date 4/18/05 roperty Address . . 58617 QUARRY RANCH RD APN: 766-060-999-8 -30651 - Application description POOL - RESIDENTIAL Property Zoning . . . . . LOW DENSITY RESIDENTIAL Application valuation 35000 d Owner Contractor ----------------------------- -.---.----.- ---------- ----------- QUARRY RANCH - C & G CONSTRUCTIDN COMPANY 41865 BOARDWALK NO 214 WCC: STATE FJND PALM DESERT, CA 92211 WC: 1799267 10/01/05 CSLB: 692234 07/31/06 CCC: B N BOX 1504 • '����/ VOICE (760) 777-7012 7$-495 CALLS CALIFORNIAO FAX (760) 777-7011 P.O.P. QBox 1 LIFOR922534 INSPECTIONS (760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: OY ` ;7 1 Date' 4-ZJ'- Applicant' Applicant's Mailing Address: l t—,( nrcae Glc Architect or Engineer: Architect or Engineer's Address: Lic. No.: BUILDING PERMIT DECLARATIONS A& t- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commenci g with Section 7000) of Division 3 of the Business and Professionals ode, and my License i ull force and effect. QQ License Class st License o. ! �2 pate H Contractw_ OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors' State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant fora permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).): U 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 and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). U I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Bysiness and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). L) I am exempt under Sec. . BA P.C. for this reason WORKERS' 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 iVcarer ce, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is sued. My workers' compensation insurance and D py rem,alarrieriF—�y.e p Policy Numpl -I (O _ I certify that, in the performance of the work for which this permit is issued. I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I shoul beco subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall rthwith comply with those provisions. ate 1i 0 S Applict WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name Lender's Address APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this 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 application, the owner, and the applicant, each agrees to, and shall, defend, indemnify and hold harmless the City of La Ouinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 cancellati n. I certify that I have read this application and state that the above inform n correct. I aV ply with I city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to ent u n the a ropert or inspection purposes. Dat JU105 Signature (Applicant or Agent): �// ---------------------------------------------------------------------------- Application Number . . . . . 05-00001467 Permit . . . BLDG POOL PERMIT Q Additional desc Permit Fee . . . . 317.00 Plan Check Fee 206.05 Issue Date . . . Valuation 35000 Expiration Date 10/15/05 Qty Unit Charge Per Extension BASE FEE 252.00 10.00 6.5000 THOU BLDG 25,001-50,000 65.00 Permit . . . MECH POOL Additional desc Permit Fee 24::00 Plan Check Fee 6.00 Issue Date . . . . Valuation 0 Expiration Date 10/15/.05 Qty Unit Charge Per Extension BASE FEE 15.00 1.00' 9.0000 ------------------------------------------.------- EA MECH FURNACE <=100K --------------------------- 9.00 i Permit . . . . ELEC POOL PERMIT -RES Additional desc Permit Fee 45.00 Plan Check gee 11.25 Issue Date Valuation, 0 Expiration Date 10/15/05 Qty Unit Charge Per Extension BASE FEE 15.00 .1.00 '.3.0.0000 EA ELEC PRIVATE SWIMMING POOL 30.00 Permit . . PLUMBING Additional desc Permit Fee 33.00 Issue Date . . Expiration Date_. . 10/15/05 Plan Check Fee.. 8.25 Valuation 0 Qty Unit Charge Per Extension BASE.FEE 15.00 2.00 6.0000 EA PLB FIXTURE 12.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 3.0000 EA PLB GAS PIPE 1-4 OUTLETS 3.00 Special Notes and Comments POOL & SPA.. BBQ ANSI Z21-58-1995. ALARMS/BARRIERS SHALL BE IN PLACE PRIOR TO PRE -PLASTER INSPECTION. EQUIPMENT ENCLOSURE NOT INCLUDED IN PERMIT. Fee summary Charged Paid Credited Due Permit Fee Total 419.00 .00 .00 419.00 Plan Check Total 231.55 .00 .00 231.55 Grand Total 650.55 .00 .00 650.55 Job A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II.7473 BEFORE USE Design valid for use only with MT ek connectors. This design i s based only upon parameters shown, and is for an individual building component to be l� Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsib(Ility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conbracing,l, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 ' Handling Installing and Bracing Recommendation available fro i Truss ype Qty Ply 0 0 ' FROOFTTRUSSuss .. II o 2. ic6 0 2x6 II 2.5x6 I I 810976981 VILLAS 81 -FIRE 1 1 - - - - - Job Reference (optional) 10 9 8 4x9 _ 6 4x9 = 5x8 = 4-5-13 11-2-12 17-11-11 22-5-8 4-5-13 6-8-15 6-8-15 4-5-13 Plate Offsets (X,Y): (7:0-3-8,0-2-0] [8:0-4-0,0-3-01 f9:0-3-8,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud ' Foxworth Galbraith, La Quinta, Ca TCLL 20.0 Plates Increase 1.25 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec '2918:21:34 2003 Pagel Vert(LL) -0.08 7-8 >999 240 x11120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.55 4-5-13 I 11-2-12 I 17-11-11 I 22-5-8 BCLL 0.0 4-5-13 6.8-15 Horz(TL) 0.03 6 n/a n/a 6-8-15 4-5-13 BCDL 10.0 Code UBC97/ANSI95 Scale c 1:38.3 -Neight:114lb 4x4 = TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-5-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-3-0 3 Job A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II.7473 BEFORE USE Design valid for use only with MT ek connectors. This design i s based only upon parameters shown, and is for an individual building component to be l� Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsib(Ility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality conbracing,l, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 ' Handling Installing and Bracing Recommendation available fro i Truss ype Qty Ply 0 0 ' FROOFTTRUSSuss .. II o 2. ic6 0 2x6 II 2.5x6 I I 810976981 VILLAS 81 -FIRE 1 1 - - - - - Job Reference (optional) m 4.00 12 3x4 s 2 3x6 % 1 c 3x4 2 4 o 3x6 5 .' 2.Sx II o 2. ic6 0 2x6 II 2.5x6 I I - - - - - 10 9 8 4x9 _ 6 4x9 = 5x8 = 4-5-13 11-2-12 17-11-11 22-5-8 4-5-13 6-8-15 6-8-15 4-5-13 Plate Offsets (X,Y): (7:0-3-8,0-2-0] [8:0-4-0,0-3-01 f9:0-3-8,0-2-0] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud DILATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.08 7-8 >999 240 x11120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.55 Vet(TL) -0.19 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Simplified) -Neight:114lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-5-13 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-3-0 oc bracing. WEBS 2 X 4 WW Stud 'Except* 2-8 2 X 4 SPF 1650F 1.5E, 4-8 2 X 4 SPF 1650E 1.5E OTHERS 2 X 4 WW Stud REACTIONS (Ib/size) 10=1197/0-3-8,6=119710-5-8 Max Horz 10=66(load case 5) Max Uplift10=-198(load case 3), 6=-198(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1484/242, 2-3=-1341/242,3-4=-1341/242, 4-5=-1484/242, 1-10=-1154/220, 5-6=-1154/220 BOT CHORD 9-10=-50/83,8-9=-222/1408,7-8=-225/1408,6-7=-13/17 WEBS 2-9=-382/130, 2-8=-229/121, 3-8=0/367, 4-8=-229/121, 4-7=-382/130, 1-9=-225/1492,5-7=-225/1492 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98;_90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek"Standard Gable End Detail" ' 4) All plates are 1.5x4 MII20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. QR�F E$$/�N LOAD CASE(S) Standard C AND Q(� n C 17180 - a ' * EXP. 06/30/05 ST clvll- December 30,2003 m Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply 0 0 CSI DEFL in (loc) Vdefl Ud ELATES GRIP TCLL 20.0 R10976982 VILLA3 82 ROOF TRUSS 5 1 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.14 6-7 >999 180 BCLL 0.0 Job Reference (optional) roxvvo o ValWaIM, Ld %AUlnla, �a 4-5.13 6-8-15 5.200 s Dec 2 2003 Mi -Tek IndustCes, Inc. Mon Dec 29 18:21:35 2003 Pitge 1 r 1 13.9-8 2-6-12 4x4 = - Scale = 1:34.0 3 1.5x4 11 3x4 = 5x8 = '..5x4 11 4-5-13 11-2-12 13-9-8 4-5-13 6-8-15 2-6-12 N 4 Plate Offsets (X Yj_[6:0-4-0,0-3-01 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud ELATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.06 6-7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.39 Vert(TL) -0.14 6-7 >999 180 BCLL 0.0 Rep Stress Incr _ YES WB 0.47 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Simplified) Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-G-0 oc bracing. WEBS 2 X 4 WW Stud Except 2-0 2 X 4 SPF 1650E 1.5E, 4-6 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 8=729/0-3-8,5=729/0-3-8 Max Horz8=180(load case 4) Max Uplift8=-130(load case 3), 5=-130(load case 3) FORCES (ib) - Maximum Compression/Maximum Tension TOP CHORD 1 -2=-763/145,2-3=-292175,3-4=-292/112,1-8=-686/152,4-5=-705/142 BOT CHORD 7-8=-163/26,6-7=-164/724,5-6=-37/48 WEBS 2-7=-143/95, 2-0=-494/161, 3-6=-218/90, 4-6=-97/577,1-7=-120/767 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard A QRpFESS/p 9 C17180 5 `r W EXP. glFOF CA,'i-W December 30,2003 A Warning - VerKy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE - �INIIII Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be o Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss �� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector: Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance mum I regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 7MiTek , Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply 0 0 TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.04 6-7 >999 240 810976983 VILLA3 B2 -DRAG ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 5 n/a n/a Job Reference (optional VXwUrU1 bamraltn, La uumta, ua b.zuu 5 Dec Z zuw MI I eK Industnes, Inc. Mon Dec 2918:21:36 2003 Page 1 1 4-5-13 1 11-2-12 1 13-9-8 i 4.5-13 6-8-15 2-6-12 4x5 = Scale = 1:34.0 3 1.5x4 II 3x4 = 5x8 =. -.5x4 II 4-5-13 11-2-12 13-9-8 4-5-13 6-8-15 2-6.12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.04 6-7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.28 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Qeight:64lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2 X 4 SPF 1650F 1.5E 'Except - 2 -7 2 X 4 WW Stud, 3-6 2 X 4 WW Stud REACTIONS (Ib/size) 8=729/Mechanical, 5=729/0-3-8 Max Horz8=180(load case 4) Max Uplift8=-130(load case 3), 5=-130(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD , 1-2=-924/174, 2-3=-456/102, 3-4=-356/120, 1-8=-689/143, 4-5=-733/142 BOT CHORD 7-8=-166/65,6-7=-176/834,5-6=-39/52 WEBS 2-7=-157/111, 2-6=-544/174, 3-6=-300/124, 4-6=-136/726, 1-7=-135/815 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and. right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard - 9?,pFESS/pAl C. AA y17 -CT" .5 sp CI 11- December 30,2003 A Waming - VerKy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE j Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be� �Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of buildingdesigner - not truss. Y designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the�responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the. building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spec cation. and HIB -91 �Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 9H Job Truss Truss Type ally Ply 00 ' Plates Increase 1.25 TC 0.52 Vert(LL) -0.09 9 >999 240 R10976984 VILLA3 B3 ROOF TRUSS 2 1 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 7 n/a n/a Job Reference (optional) VA—Ur ioararmuy Lc �uuna, a 5.zuu s Liec z ZUU3 Mi Tax Industres, Inc. Mon Dec 29 18:21:37 2003 Page 1 4-5-13 11-2-12 17-11-10 26.5.8 4-5-13 6-8-15 6-8-14 8.5-14 Scale = 1:45.1 4 O F19 3 " " lu 9 8 3x7 = 2x4 11 4x4 = 5x8 = 3x4 = 1.5:-0 11 4-5-13 11-2-12 17-11-10 26-543 4-5.13 6$15 6-8-14 B-5-14 1d LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.09 9 >999 240 M1120 169/123 ' TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.26 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed or 4-0-4 oc purlins, exce pt end verticals. BOT CHORD 2 X 4 SPF 210OF 1.8E 'Except* BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing. 10-12 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 WW Stud 'Except* 3-10 2 X 4 SPF 1650F 1.5E, 1-112 X 4 SPF 165OF 1.5E 2-10 2 X 4 SPF 1650F 1.5E, 4-10 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 12=1409/Mechanical, 7=1409/0-5-8 Max Horz 12=-96(load case 6) Max Upliftl2=-221(load case 3), 7=-244(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1951/305, 2-3=-1998/353,3-4=-1997/339, 4-5=-2858/518,5-0=-2945/508, 6-7=-3368/569, 1-12=-1359/234 BOT CHORD 11-12=-60/101, 10-11=-270/1803, 9-10=-393/2760, 8-9=-485/3080, 7-8=-485/3080 WEBS 2-11=-504/154, 3-10=-30/631,4-9=0/344, 1-11=-272/1813,6-8=0/153, 6-9=-365/105, 2-10=-146/164,4-10=-1073/279 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=S.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ;.end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. LOADCASE(S) Standard oQRQFESS16AI _.AlV��, C 17180 z ,>t EXP. 06/30/05 * , Q�� 1 December 30,2003 Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss iesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ,esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ,egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �� g (141. candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Job Truss Truss Type Qty Ply 0 0 1 >999 t 7-9-13 I 14-6-12 7-9-13 R10976985� VILLA3 84-GRDR ROOF TRUSS 1 � TCLL 20.0 Plates Increase 1.25 TC 0.22 - Lumber Increase 1.25 BC 0.74 Job Reference optional) Rep Stress Incr NO WB 0.36 ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' Foxworth Galbraith, La Quinla, Ca ' 1-102X10OFSS 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:38 2003 Page 1 WEBS 2 X 4 SPF 1650F 1.5E 'Except' 7-9-13 14-6-12 21-3-10 29-9.8 ' 7-9-13 6$15 6$14 B-5-14 ' Scale = 1:50.1 Job Truss Truss Type Qty Ply 0 0 1 >999 t 7-9-13 I 14-6-12 7-9-13 R10976985� VILLA3 84-GRDR ROOF TRUSS 1 � TCLL 20.0 Plates Increase 1.25 TC 0.22 - Lumber Increase 1.25 BC 0.74 Job Reference optional) 4x4 = 4 3x4 2 in (loc) i 1 � Y Ud 5x8 = 12 11 10 Vert(LL) 3x10 II 10x10 = >999 t 7-9-13 I 14-6-12 7-9-13 6-8-15 Plate Offsets (X Y): [1:0 4-0 0-2-10]L[9:0 4-0,0 4-81 [10:0-5-0,0-4-81 LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.22 TCDL . 24.0 Lumber Increase 1.25 BC 0.74 BCLL 0.0 Rep Stress Incr NO WB 0.36 ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E 'Except' ' 1-102X10OFSS WEBS 2 X 4 SPF 1650F 1.5E 'Except' W 3-10 2 X 4 W Stud, 4-9 2 X 4 WW Stud, 5-8 2 X 4 WW Stud REACTIONS (Ib/size) 1=7147/0-5-8.7=1982/0-5-8 Max Horz1=-96(load case 6) Max Upliftl =-1 755(load case 3), 7=-373(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10286/2405,2-3=-6742/1443, 3-4=-3795/750, 4-5=-3800/746, 5-6=-4754/919, 6-7=-4916/904 BOT CHORD 1-12=-2269/9547, 11-12=-2269/9547, 10-11=-2268/9541, 9-10=-1329/6291, 8-9=-792/4526, 7-8=-792/4526 WEBS 3-10=-352/1630, 3-9=-3057/813, 4-9=-295/1727, 5-9=-1143/299, 5-8=0/326, 2-11=-698/2614, 2-10=-3473/998 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 4 rows at 0-4-0 oc, 2 X 6.- 3 rows at 0-4-0 oc. ' Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and ' right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 1B 6-, UBC -97. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5961.Olb down and 1600.71b up at 2-2-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 9 8 3x5 = 7x8 = 2x4 II 6-8-14 za-s-a B-5-14 DEFL in (loc) I/defl Ud PLATES Vert(LL) 0.08 9-10 >999 240 M120 Vert(TL) -0.20 9-10 >999 180 Horz(TL) 0.05 7 n/a n/a Wight 402 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-J oc bracing GRIP 169/123 Q�pFESSlp IV c C. ANn _ e C 17180 z Son �* EXP. 06/30/05 December 30,2003 A warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Illlld rl Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, DSB-89 Bracing Specration, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Ia '. Foxworth Galbraith, La Quinta, Ca LOAD CASE(S) Standard ' Uniform Loads (plf) Vert: 1-4=-88, 4-7=-88, 1-7=-20 'Concentrated Loads (Ib) Vert: 12=-5961(F) r 1 1 Job TrussTypeOryPly0 0R10976985 TBI-GIDR VILLAS ROOF TRUSS 1 q J Job Reference (optional) 5.2UU s Dec 2 "2UU3 MI I ek Industnes, Inc. Mon Dec 29 18:21:38 2003 Page 2 9 A Warning - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Mr16� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Lou Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer- not tress 1� � designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance re garding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 k Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 t Job Truss Truss Type Qty Ply LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d R10976986 FJobReference VILLA3 B5 ROOF TRUSS 6 1 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.20 9-10 >795 180 optional t•oxwortn uamralln, La uulnta, ca 5.200 s Dec 2 2003 MiTek Industres, Inc. Mon Dec 29 18:21:39 2003 Page 1 4-7-0 9.4-15 16-1-14 1 18-2-14 1 23-10-11 1 314-10 4-7-0 4-9.15 6-8-15 2-1-0 5.7-13 7-575 Scale = 1:55.2 7 15-2-12 = , 4.00 12 5x � i —I ' 5 1.5x4 11 17 16 15 14 13 12 1.5x4 II 2.5x4 11 3x6 = 3x4 = 3x4 = 3x8 = 1.5x4 11 - 4-7-0 9-0-15 16-1-14 18-5-10 23-10.11 31-0-10 4-7-0 " 4-9-15 B-8-15 2-3-12 55-1 7-t15 date URsetS (A,T): Iy:u-Z�,V-1-CIit1l:U-Z-1Z V -Z-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) 0.07 9-10 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.20 9-10 >795 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 126 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-C-0 oc bracing, Except: WEBS 2 X 4 WW Stud 'Except' 6-0-0 oc bracing: 12-13,11-12. 4-13 2 X 4 SPF 1650F 1.5E, 5-11 2 X 4 SPF 1650F 1.5E 7-11 2 X 4 SPF 1650F 1.5E, 1-17 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 17=796/0-3-8, 11=2086/0-5-8, 9=467/0-5-8 Max Horz 17=118(load case 5) Max Upliftl7=-160(load case 3), 11=-285(load case 3), 9=-114(load case 6) Max Gravl7=827(load case 7), 11=2086(load case 1), 9=506(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1275/254, 2-3=-953/210, 3-4=-833/218, 4-5=-48/224, 5-6=-231743, 6-7=-43/741, 7-8=-454/170, 8-9=-646/155, 1-17=-763/178 BOT CHORD 16-17=-166/286, 15-16=-302/1147, 14-15=-207/852,13-14=-207/852,12-13=-141/0, 11-12=-46/0, 6-11=-273/117, 10-11=-92/513, 9-10=-92/513 WEBS 2-16=-112/78,2-15=-344/105, 4-15=0/377,4-13=-1049/266,5-13=-102/678, 11-13=-100/180, 5-11=-1509/281, " 7-11=-1150/284,7-10=0/310.1-16=-150/877 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard QROFESSlO q C17180 t EXP.06l30/05 tri civil �P gTFOF December 30,2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE IIIIKI� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss_ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the 1��s responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 YtlfF Job Truss Truss Type Qty Ply 00 TC 0.97 TCDL 24.0 Lumber Increase 1.25 BC 0.84 BCLL 0.0 R10976987 VILLA3 B6 ROOF TRUSS 7 1 TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' 0.14 6-7 2 X 4 SPF 210OF 1.8E n/a BOT CHORD 2 X 4 SPF 165OF 1.5E Job Reference (optional) oxworth Galbraith, La Uulnta, Ua 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 2918:21:40 2003 Page 1 7-9-13 14-&12 1 21-3-10 29-9-8P_ 7-9-13 6-8-15 6$14 8-5-14 Scale = 1:50.5 a 5x7 = - 10 1.5x4 II 7-9-13 14$12 21-3-10 29-9-8 7-9-13, 6-8-15 6-8-14 R.5.1a 4x4 = 4 9 8 3x8 = 5x8 = 1.5x4 It Plate Offsets (X,Y): (1:0-0-15 0-2-4) (7:0-0-3,0-0-),(9:0-4-0,0-3-01 LOADING(psf) SPACING 2-" CSI TCLL 20.0' Plates Increase 1.25 TC 0.97 TCDL 24.0 Lumber Increase 1.25 BC 0.84 BCLL 0.0 Rep Stress Incr YES WB 0.66 BCDL _ 10.0 Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' 0.14 6-7 2 X 4 SPF 210OF 1.8E n/a BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 WW Stud 'Except* 3-9 2 X 4 SPF 165OF 1.5E, 5-9 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 WW Stud 4-0-12 Weight: 100 lb DEFL in (loc) I/deft Ud PLATES Vert(LL) -0.15 7-8 >999 240 M1120 Vert(TL) -0.41 8-9 >869 180 Horz(TL) 0.14 7 n/a n/a , Weight: 100 lb BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing REACTIONS (Ib/size) 1=1596/Mechanical, 7=1596/0-5-8 Max Horz 1 =94(load case 5) Max Uplift1=-264(load case 3), 7=-267(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3319/510,2-3=-3319/510, 34=-2384/397, 4-5=-2384/393,5-6=-3408/526, 6-7=-3408/526 BOT CHORD 1-10=-479/3093, 9-10=-479/3093, 8-9=-431/3202, 7-8=431/3202 WEBS 3-10=0/291, 3-9=-935/246,4-9=-77/914, 5-9=-1042/264, 5-8=0/300 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard GRIP . 169/123 qR, FESS! . C. ANA �. C17180 ya EXP. 06/30/05 s> c)v(\ �P �TFOF CAUk��� December 30,2003 ]o A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE I�tr1 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss• designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 c�gm Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofd o Drive, Madison, WI 53719 - I 8 e . 1 Job Truss Truss Type city Ply 0 0 TCDL 24.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES R10976988 VILLA3 B6 -DRAG ROOF TRUSS 1 2 Job Reference o tional o.zuu s Uec 2 Zuu3 MI I ex Inoust les, Inc. Mon Dec 29 18:21:41 2003 Page 1 7-9-13 1 14-&12 21-3-10 29-9-8 7-9-13 6$15 -6.8-14 - 8-5-14 Sole = 1:50.7 4x4 = 4 4x6 It 10 9 8 3x5 = 1.5x4 II 5x8 = 1.5x4 11 7-9.13 1 14-6-12 21-3.10 29-9-8 7-9-13 6-8.15 6-8-14 8-5.14 LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.35 TCDL 24.0 Lumber Increase 1.25 BC 0.43 BCLL 0.0 Rep Stress Incr YES WB 0.29 BCDL 10.0 Cade UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 3-9 2 X 4 SPF 165OF 1.5E, 5-9 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 WW Stud 4-0-12 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.08 7-8 >999 240 1'71120 169/123 Vert(TL) -0.24 7-8 >999 180 Horz(TL) 0.07 7 n/a n/a Weight: 200 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-C-0 oc bracing. REACTIONS (Ib/size) 1=1596/Mechanical, 7=1596/0-5-8 Max Horz 1 =94(load case 5) Max Upliftl=-264(load case 3), 7=-267(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3510/544, 2-3=-3317/560, 3-4=-2554/418, 4-5=-2560/416, 5-0=-3482/593, 6-7=-3700/577 BOT CHORD 1-10=-516/3196, 9-10=-516/3196, 8-9=-482/3372, 7-8=-482/3372 WEBS 3-10=0/292,3-9=-996/277, 4-9=-93/953, 5-9=-1174/311, 5-8=0/339 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QRpFESSlp cC.ANn_� r- �` C 17180 -Z) T EXP. 06/30/05 * / December 30,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE 1111111 tillll Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the .�� responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing specification, and HIB -91 + . Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719 tFt I Job Truss Truss Type Qty Ply 00 TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.17 '3-4 >530 240 R1097698 VILLAS B7 ROOF TRUSS 5 1 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 2 n/a n/a Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industies, Inc. Mon Dec 29 18:21:42 2003 Page 1 3 3x4 = Scale: 1/2"=1' LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud FLATES GRIP . TCLL 20.0 Plates Increase 1.25 TC 0.98 Vert(LL) -0.17 '3-4 >530 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.33 3-1 >265 180 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 28Ito LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10{.-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E -Except" 1-4 2 X 4 WW Stud REACTIONS (Ib/size) 2=323/Mechanical, 4=397/Mechanical, 3=74/Mechanical Max Horz4=139(load case 5) Max Uplift2=-133(load case 3), 4=-42(load case 3) Max Grav2=323(load case 1), 4=397(load case 1), 3=148(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-82/82,1-4=-323179 BOT CHORD 3-4=-120/0 WEBS 1-3=-0/123 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Q4tpFESSlO C17180 �a EXP. 06/30/05 c ivil- OF O December 30,2003 A Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE _ �� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be r Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 E$ Job Truss Truss Type CSI Ply 0 0 PLATES GRIP TCLL 20.0 ]Qty, 1.25 TC 0.59 810976990 VILLA3 88 ROOF TRUSS 1 1 BC 0.27 Vert(TL) -0.12 3-4 >559 180 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and BCLL 0.0 Rep Stress Incr Job Reference (optional) WB 0.06 Horz(TL) -0.00 .2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 0 OFESS/pN Weight: 21 lb LUMBER ' Foxworth Galbraith, La Quinta, Ca C 17180 BRACING 5.200 s Dec 2 2003 MiTek Indus -Ties, Inc. Mon Dec 29 18:21:42 2003 Page 1 Job Truss Truss Type CSI Ply 0 0 PLATES GRIP TCLL 20.0 ]Qty, 1.25 TC 0.59 810976990 VILLA3 88 ROOF TRUSS 1 1 BC 0.27 Vert(TL) -0.12 3-4 >559 180 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and BCLL 0.0 Rep Stress Incr Job Reference (optional) 5-11-11 ♦ 511-11 2 4.00 12 - 3x4 1 - 3 1.5x4 II 3x4 = '511-11 511-11 ' LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL) -0.06 3-4 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >559 180 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 .2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) 0 OFESS/pN Weight: 21 lb LUMBER C 17180 BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD • Sheathed or 5-11-11 oc purlins, except end verticals. . BOT CHORD 2 X 4 SPF 1650F 1.5E December 30,2003 BOT CHORD Rigid ceiling directly applied Or 10 -CI -0 oc bracing. Scale = 1:20.8 WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 2=250/Mechanical, 4=308/0-3-8, 3=58/Mechanical Max Horz4=112(load case 5) Max Uplift2=-103(load case 3), 4=-31 (load case 3) ' Max Grav2=250(load case 1), 4=308(load case 1), 3=115(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-63/63,1-4=-250159 BOT CHORD 3-4=-96/0 ' WEBS 1-3=-0/99 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 0 OFESS/pN �c<4- C 17180 EXP. 06/30/05 lSp C)V(L �TFOFCAOF December 30,2003 A Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE 1 111111 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ��� 0Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ' regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 o�a� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 Q6Qg ' Job I fuss truss type Uty Ply (loc) I/deft Ltd 4-5 >999 240 4-5 >999 180 3 n/a n/a VILLA3 IBBA ROOF TRUSS TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD 1 BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 1U-0 or 10-0-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 3=165/Mechanical, 4=77/Mechanical, 5=374/0-3-8 ' Max Horz 5=112(load case 5) Job Reference ' Foxworth Galbraith, La Quinta, Ca Max Grav 3=165(load case 1), 4=108(load case 2), 5=374(load case 1) 5.200 s Dec 2 2003 MiTek If FORCES (lb) - Maximum Compression/Maximum Tension 5-11-11 '4.00 5-11-11 1z 3 WEBS 2-4=-105/116,2-5=-412/138,1-5=-33/179 3z4 5 3x4 52 1 NOTES 8 2x4 II and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4 - 3x4 = UBC -97. 3x4 3) Refer to girder(s) for truss to truss connections. 5-11-11. LOAD CASE(S) Standard 1 4-11-11 ESS/0,j oQ�0 ANF Inc. I ue uec ju uts:sb:1 u R10976991 Scale = 1:19.0 LOADING (psf) TCLL 20.0 TCDL 24.0 BOLL 0.0 BCDL 10.0' SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.32 BC 0.16 WB 0.11 (Matrix) DEFL in Vert(LL) -0.02 Vert(TL) -0.03 Horz(TL) -0.00 (loc) I/deft Ltd 4-5 >999 240 4-5 >999 180 3 n/a n/a PLATES GRIP IM1120 169/123 Weight: 231b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 3=165/Mechanical, 4=77/Mechanical, 5=374/0-3-8 ' Max Horz 5=112(load case 5) Max Uplift 3=-68(load case 5), 4=-24(load case 5), 5=-63(load case 3) Max Grav 3=165(load case 1), 4=108(load case 2), 5=374(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-59/15,2-3=-78/39.1-6=-71/0 ' BOT CHORD 5-6=-13/17, 4-5=-108/98 WEBS 2-4=-105/116,2-5=-412/138,1-5=-33/179 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ESS/0,j oQ�0 ANF C 17180 z a EXP. 06/30/05 tSp�T C)V11- ' FOFCAUF December 30,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE _ k]' Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specifi cation, and HIB -91 Fi ,�, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 f Job Truss Truss Type Qty Ply 00 3LATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.50 R10976992 VILLAS 888 ROOF TRUSS 2 1 BC 0.23 Vert(TL) -0.09 3-4 >717 180 BCLL 0.0 Rep Stress Incr Job Reference ( ptional roxvvur Oaloralal, La VUIOIa, l d 5.200 s Dec 2 2003 MiTek Indus ries, Inc. Mon Dec 29 18:21:44 2003 Page 1 5-6-3 3 3x4 = Scale = 1:20.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/clef! L/d 3LATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.04 3-4 >999 240 411120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.09 3-4 >717 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) "Veight:20lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 2=230/Mechanical, 4=283/Mechanical, 3=53/Mechanical Max Horz4=109(load case 5) ' Max Uplift2=-95(load case 3), 4=-26(load case 3), 3=-2(load case 5) Max Grav2=230(load case 1), 4=283(load case 1), 3=106(IDad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-58/58,1-4=-230/52 BOT CHORD 3-4=-91/0 WEBS 1-3=-0/95 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QRpFESSjo- JV _ c�C AiV — a�C17180 zm * EXP. 06/30/05 cf'J9r CIVIL ��P FDS CAL1F0� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP -7473 BEFORE USE - 1111�tB111 Design valid for use only with MiTek connectors. This design is based any upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance - mum - regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ DST -88 Duality Standard, DSB-89 Bracing Specification, and HIB -91 +r 11 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i� Job ss Truss Type Qty Ply 00 'T 3-11-11 LOADING (psf) 810976993 VILL.A3 B9 ROOF TRUSS 3 1 PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.25 Job Reference optional 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:45 2003 Page 1 3.11-11 Scale = 1:16.4 REACTIONS (Ib/size) 2=162/Mechanical, 4=200/0-5-8, 3=38/Mechanical Max Horz4=85(load case 5) Max Uplift2=-07(load case 3), 4=-16(load case 3), 3=-9(load case 5) Max Grav2=162(load case 1), 4=200(load case 1), 3=75(16ad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/41,1-4=-162/34 BOT CHORD 3-4=-68/0 WEBS 1-3=-0/73 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QFtOFESS1p q ANn_ �C17180 zIrT * EXP. 06K 105. s� C)VI� OFCA December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE - I�IBIIII Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the - �I� � responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ka regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719'A 11.5x4 II 3-11-11 3x4 = - 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L /d PLATES GRIP TCLL . 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 3-4 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Neight:14lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-3-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 2=162/Mechanical, 4=200/0-5-8, 3=38/Mechanical Max Horz4=85(load case 5) Max Uplift2=-07(load case 3), 4=-16(load case 3), 3=-9(load case 5) Max Grav2=162(load case 1), 4=200(load case 1), 3=75(16ad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/41,1-4=-162/34 BOT CHORD 3-4=-68/0 WEBS 1-3=-0/73 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard QFtOFESS1p q ANn_ �C17180 zIrT * EXP. 06K 105. s� C)VI� OFCA December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE - I�IBIIII Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the - �I� � responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance ka regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719'A Job Truss Truss Type City Ply 00 4 1.5x4 11 R10976994 VILLA3 89A ROOF TRUSS 1 1 344 = � 3-11-11 3x4 — i 1-0-0 Job Reference (optional) b.zuu s Uec 2 Zuu3 MI I ek Indus:nes, Inc. Mon Dec 2918:21:45 2003 Page 1 Scale = 1:16.4 REACTIONS (Ib/size) 3=97/Mechanical, 4=29/Mechanical, 5=274/0-5-8 Max Horz5=85(load case 5) Max Uplift3=-40(load case 5), 4=-29(load case 5), 5=-49(load case 3) Max Grav3=97(load case 1), 4=51 (load case 2), 5=274(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-17/2l,2-3=-44/23,1-6=-14/0 BOT CHORD 5-6=-13/17,4-5=-60/10 WEBS 2-4=-12172,2-5=-230/62,1-5=0/19 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �QapFESS/p 9 CE! "C17180 �� �L EXP. 06/30/05 cS X C)Vi1. gT�OF CAOi December 30,2003 A Warning -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE IIIIW� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss �d designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard,. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 T1r f•M e ¢tel I 4 1.5x4 11 V \I 1-0-0 344 = � 3-11-11 3x4 — i 1-0-0 2-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4-5 >999 240 !41120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.05 Vert(TL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight:17lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, a:cept end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-4-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 3=97/Mechanical, 4=29/Mechanical, 5=274/0-5-8 Max Horz5=85(load case 5) Max Uplift3=-40(load case 5), 4=-29(load case 5), 5=-49(load case 3) Max Grav3=97(load case 1), 4=51 (load case 2), 5=274(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-17/2l,2-3=-44/23,1-6=-14/0 BOT CHORD 5-6=-13/17,4-5=-60/10 WEBS 2-4=-12172,2-5=-230/62,1-5=0/19 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard �QapFESS/p 9 CE! "C17180 �� �L EXP. 06/30/05 cS X C)Vi1. gT�OF CAOi December 30,2003 A Warning -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE IIIIW� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss �d designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard,. DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 T1r f•M Job Truss Truss Type pty Ply 0 0 TCLL 20.0 Plates Increase . 1.25 TC 0.68 Vert(LL) 0.10 12 >999 240 810976995 VILLA3 B-GRDR ROOF TRUSS 1 1 BCLL 0.0 Rep Stressincr NO WB 0.90 Horz(TL) 0.05 9 n/a n/a Job Reference (optional) ruawurur .murmur,'. wuu—''. 5.200 s Dec 2 2003 MiTek Indus'ries, Inc. Mon Dec 29 18:21:46 2003 Page 1 4-1-12 8-0-0 11-2.12 14-5-8 18-3-12 22-5-8 4-1-12 3-10A 3-2-12 3-2-12 3-10-4 4-1-12 Scale = 1:38.5 4x8 = 1.5x4 11 4x8 = 4.00 12 4 5 6 2x4 11 3x6 = 3x9 = 7x8 = 7x8 =. 6x6 = 48 = 2x4 11 1.0.0 4-1-12 8-0-0 11-2-12 14-5.8 18.3-12 22-5-8 1-0-0 3-1-12 3.10-4 3-2-12 3-2-12 3-10-0 4-1-12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud rLATES GRIP TCLL 20.0 Plates Increase . 1.25 TC 0.68 Vert(LL) 0.10 12 >999 240 041120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.22 12 . >999 180 BCLL 0.0 Rep Stressincr NO WB 0.90 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Simplified) Weight: 113 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-9-14 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: WEBS 2 X 4 WW Stud 'Except' 6-0-0 oc bracing: 14-15 2-14 2 X 4 SPF 165OF 1.5E, 8-10 2 X 4 SPF 1650F 1.5E 9-9-6 oc bracing: 11-12. REACTIONS (Ib/size) 9=2489/0-5-8,15=273610-5-8 Max Horz 15=47(load case 5) Max Uplift9=-529(load case 4), 15=-602(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/32, 2-3=-2794/607, 3-4=-4035/907, 4-5=-4258/989, 5-0=-4258/989, 6-7=-4231/956, 7-8=-3460/748, 1-16=-6/20, 8-9=-2449/549 BOT CHORD 15-16=-12/16,1.4-15=-31/68,13-i4=-544/2651, 12-13=-779/3835,11-12=-850/4032, 10-11=-706/3282,9-10=-12/16 WEBS 3-14=-1512/368, 3-13=-317/1461,4-13=0/330,4-12=-2001734, 5-12=-668/299, 6-12=-136/437, 6-11=-48/581, 7-11=-213/966 ,7-10=-1099/289,2-14=-656/3113, 8-10=-738/3487, 2-15=-2652/594,1-15=-53/29 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Girder carries hip end with 8-M end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 936.0Ib down and 177.21b up at 14-5-8, and 936.01b down and 177.21b up at 8-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-88, 4-6=-210(F=-122), 6-8=-88, 13-16=-20, 11-13=-48(F=-28), 9-11=-20 Continued on page 2 Q �OFESS/p C17180 ya EXP. 06/30/05 Sp�T C10 - OF A0 IVILOFCA0I 0 December 30,2003 JL Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE eIIIIW i� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 i e k! 1 - Foxworth Galbraith, La Quinta, Ca LOAD CASE(S) Standard ' Concentrated Loads (lb) Vert: 13= -936(F)11= -936(F) Job Truss Truss Type Qty Ply 0 0 R10976995 FJob VILLA3 B-GRDR ROOF TRUSS 1 1 Reference (optional) 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:46 2003 Page 2 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE /1111110 ilr Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss rrir. designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the - -� responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Duality Standard, OSB -89 Bracing Specircation, and HIB•91 — �� y Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ' Foxworth Galbraith, La Quinta, Ca 310.3 1 ' 3-10.3 ' m 1 1 2x4 11 I 3-10.3 { 3-10.3 LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.38 TCDL 24.0 Lumber Increase 1.25 BC 0.22 BCLL 0.0 Rep Stress Incr NO WB 0.64 ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E ' WEBS 2 X 4 WW Stud 'Except. 1-9 2 X 4 SPF 165OF 1.5E, 4-6 2 X 4 SPF 1650F 1.5E Job Truss Truss Type city Ply 00 Vert(LL) 0.02 7-8 >999 240 810976996 VILLA3 B -HIP ROOF TRUSS 2 1 Horz(TL) -0.01 6 n/a n/a Job Reference (optional) 5.200 s Dec 2 2003 MiTek Indust -les, Inc. Mon Dec 29 18:21:47 2003 Page 1 3-6-11 3-10-3 3x5 =Scale = 1:26.4 4 5 3x4 = 3x8 = 3x4 II DEFL in (loc) I/deft L/d SLATES GRIP Vert(LL) 0.02 7-8 >999 240 x11120 169/123 Vert(TL) -0.04 7-8 >999 180 Horz(TL) -0.01 6 n/a n/a 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 `Neight: 49 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 9-T-12 oc bracing. REACTIONS (Ib/size) 9m543/0-7-12,6=1138/Mechanical Max Horz9=600(load case 4) ' Max Uplift9=-2(load case 3), 6=-383(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-524/9, 1-2=-806/20, 2-3=-800/0, 3-4=-845/59, 4-5=-12/0, 4-6=-1029/394 BOT CHORD 8-9=-559/50, 7-8=-463/774, 6-7=-233/58 ' WEBS 1-8=-24/782, 2-8=-238/28, 2-7=-37/97, 3-7=-628/312, 4-7=-334/1030 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Trapezoidal Loads (plf) Vert: 1=0(F=44, B=44) -to -4=-243(F=-77, B=-77), 4=-243(F=-77, B= -77) -to -5=-246(F=-80, B=-80), 9=0(F=10,. B=10) -to -6=-56(F=-18, B=-18) �oQ�OFESSlO���l Cr C 17180 z a ' * EXP. 06/30/05 ts''x C►V11- ' ' 16OF CALIF December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE - 11111118 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be No Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructlon is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrirztion, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Y a@u � � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Af A! ' Foxworth Galbraith, La Ouinta, Ca 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:48 2003 Page 1 1 5-0.15 I 7-5-8 I 9.10.1 1 -4-11-0 5-0.15 2.4-9 2-0-9 (' 5-0.15 Scale = 1:24.8 Job Truss Truss Type Qty Ply 00 R10976997 VILLA3 C ROOF TRUSS 2 1 � Job Reference (optional) 1 i 7-5-8 I 14-11-0 75.8 7-5-8 Plate Offsets (X Y): [1:0-3-8,Edge) LOADING(psil) SPACING 2-M CSI DEFL in (loc) I/deft L/d 'LATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) . -0.05 7-8 >999 240 A1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.12 7-8 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) ''Veight:49lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-3-0 oc bracing. WEBS 2 X 4 WW Stud ' REACTIONS (Ib/size) 1=806/0-5-8,7=806/0-5-8 Max Horz 1 =-53(load case 6) Max Upliftl=-133(load case 3),-7=-133(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1432/233,2-3=-13211244,3-4=-11571183, 4-5=-1157/183,5-6=-1321/245, 6-7=-1431/234 BOT CHORD 1-8=-203/1253,7-8=-16511254 WEBS 3-8=-280/143, 4-8=-58/475, 5-8=-280/143 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a'10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard 4x4 4 R(OFESS/O q . C. ANn C17180 EXP. 06/30/05 cS1) CIV1\. �P gTFOF CALF December 30,2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE �t♦Ib Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss � designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the - _M" responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS9-89 Bracing Specification, and HIB -91 MiTek' � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D 68 'Onofrio Drive, Madison, WI 53719 ' Foxworth Galbraith, La Ouinta, Ca 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:48 2003 Page 1 1 5-0.15 I 7-5-8 I 9.10.1 1 -4-11-0 5-0.15 2.4-9 2-0-9 (' 5-0.15 Scale = 1:24.8 Job Truss Truss Type Qty Ply 00 R10976997 VILLA3 C ROOF TRUSS 2 1 � Job Reference (optional) 1 i 7-5-8 I 14-11-0 75.8 7-5-8 Plate Offsets (X Y): [1:0-3-8,Edge) LOADING(psil) SPACING 2-M CSI DEFL in (loc) I/deft L/d 'LATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) . -0.05 7-8 >999 240 A1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.12 7-8 >999 180 ' BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) ''Veight:49lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-3-0 oc bracing. WEBS 2 X 4 WW Stud ' REACTIONS (Ib/size) 1=806/0-5-8,7=806/0-5-8 Max Horz 1 =-53(load case 6) Max Upliftl=-133(load case 3),-7=-133(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1432/233,2-3=-13211244,3-4=-11571183, 4-5=-1157/183,5-6=-1321/245, 6-7=-1431/234 BOT CHORD 1-8=-203/1253,7-8=-16511254 WEBS 3-8=-280/143, 4-8=-58/475, 5-8=-280/143 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a'10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard 4x4 4 R(OFESS/O q . C. ANn C17180 EXP. 06/30/05 cS1) CIV1\. �P gTFOF CALF December 30,2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE �t♦Ib Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss � designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the - _M" responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DS9-89 Bracing Specification, and HIB -91 MiTek' � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D 68 'Onofrio Drive, Madison, WI 53719 Job Truss Truss Type qty Ply 0 0 ' RLATES GRIP M_ 1120 169/123 ' BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code UBC97/ANSI95 WB 0.25 (Matrix) 810976998 VILLA3 C1 ROOF TRUSS Job Reference o tional Foxworth Galbraith, La.Quinta, Ca 5.200 s Dec 2 2003 MiTek Industr,-ys, Inc. Mon Dec 2918:21:49 2003 Page 1 4-7-7 7-0-0 9-4-9 1-5-8' 4-7-7 2-0-9 2-4-9 5-}15 Sole: 1/2'=1' w 4x4 = - - .. 4 Job Truss Truss Type qty Ply 0 0 ' RLATES GRIP M_ 1120 169/123 ' BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code UBC97/ANSI95 WB 0.25 (Matrix) 810976998 VILLA3 C1 ROOF TRUSS Job Reference o tional 1 ' 3x10 II 3x8 = t - 7-0-0 } 14-5A 74)-0 7-5-8 a PI t Off t (XY 1038E 3x9 11 ' e se s I.: LOADING (psf) TCLL 20.0 TCDL 24.0 . - dgel SPACING 2-M Plates Increase 1.25 Lumber Increase 1.25 CSI TC 0.28 SC 0.38 DEFL in (loc) I/defl Ud Vert(LL) -0.05 7-8 >999 240 Vert(TL) -0.13 7-8 >999 180 RLATES GRIP M_ 1120 169/123 ' BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code UBC97/ANSI95 WB 0.25 (Matrix) Horz(TL) 0.03 7 n/a We Weight: 50 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc.purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 WW Stud SLIDER Left 2 X 6 SPF 165OF 1.5E 2-6-10 REACTIONS (Ib/size) 1=781/0-3-8,7=781/'0-5-8 Max Horz 1 =-53(load case 6) Max Upliftl=-127(load case 3), 7=-130(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-1309/212,2-3=-1223/222,3-4=-1076/176, 4-5=-1089/174,5-6=-1260/238.6-7--1367/227 BOT CHORD 1-8=-179/1119.7-8=-159/1195 WEBS 3-8=-196/123,4-8=-50/411, 5-8=-285/143 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category ll; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard oQ�pF ESS/p�J9 G•A � C 17180 z ' t EXP. 06/30/05 1ST CIV[ �P 9TFOF CA�.1F ' December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss^ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 - MiTek' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719 Job Truss Truss Type Qty Ply 0 TCDL 24.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr NO R10976999 Job VILLA3 C1-GRDR ROOF TRUSS 1 2 Reference (optional) Galbraith, La Witte, Ga 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:50 2003 Page 1 4-0-12 7.0.0 9.114 14-5-8 4-0-12 2-114 2-114 4-6-4 Scale = 1:23.4 5x5 = 3 4.0-12 3x10 II 8x10 = 3x6 11 5x8 = 2-11-4 LOADING(psf) SPACING 2-" CSI TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 24.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.03 5 TOP CHORD 2 X 6 SPF. 1650F 1.5E n/a BOT CHORD 2 X 10 DF SS WEBS 2 X 4 WW Stud 'Except' 2-8 2 X 4 SPF 1650F 1.5E, 3-7 2 X 4 SPF 2100F 1.8E 9-11.4 2-114 14-� 4-64 DEFL in (Ioc) I/deft L/d P' -RTES Vert(LL) 0.05 7 >999 240 0.120 Vert(TL) -0.12 6-7 >999 180 Horz(TL) 0.03 5 n/a n/a V1.eight: 179 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS (Ib/size) 1=5961/Mechanical, 5=4724/0-5-8 Max Horz1=47(load case 5) Max Upliftl=-1521(load case 3), 5=-1192(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-885512222,2-3=-7311/1849,3-4=-7313/1847,4-5=-8397/2099 BOT CHORD 1-9=-2039/8101, 8-9=-2039/8101, 7-8=-2039/8101, 6-7=-1915/7772, 5-6=-1915/7772 WEBS 2-8=414/1669, 2-7=-1376/397, 3-7=-1025/4060, 4-7=-991/290, 4-0=-245/1055 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 2 rows at 0.4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) i Vert: 1-3=-88, 3-5=-88, 1-9=-1035(F=-1015), 5-9=-555(F=-535) e GRIP 169/123 QgpFESS/p C 17JO EXP. 0c) �TFOF CALtik'3 December 30,2003 A Waming -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111.7473 BEFORE USE �lllldll Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss .�....., r.. designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ll�� responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 a�m� Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofio Drive, Madison, WI 53719 89ii 16 Job Truss Truss Type city Ply 0 0 ' TCLL 20.0 Plates Increase 1.25 TC 0.19 810977000 VILLAS C -DRAG ROOF TRUSS 1 1 Vert(TL) n/a n/a 999 $CLL 0.0 Rep Stress Incr YES Job Reference optiohal 521JIJ s Dec 2 2003 MiTek Industri as, Inc. Mon Dec 2918:21:51 2003 Page 1 5-0-15 7-5-8 9.10-1 14.11-0 5.0.15 24-9 24-9 5-5-15 Scale = 1:25.1 3x4 = 1.5x4 11 1,5x4 11 4 s 1.5x4 II 5x12 = 1.5x4 It 7-5-8 4-11-0 7-5-8 1t LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud P-ATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 M120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 $CLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 10-M oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E 'Except' 10-13 2 X 8 SPF 1950F 1.5E, 3-10 2 X 4 WW Stud, 1-12 2 X 4 WW Stud 7-8 2 X 4 WW Stud OTHERS 2 X 4 WW Stud REACTIONS (Ib/size) 12=137/14-11-0, 8=137/14-11-0, 10=523/14-11-0, 11=391/14-11-0, 9=391/14-11-0 Max Horz 12=-44(load case 6) Max Upliftl2=-34(load case 3), 8=-34(load case 4), 10=-92(load case 4), 11=-61(load case 3), 9=-60(load case 4) Max Grav 1 2=1 37(load case 1), 8=137(load case 1), 10=523(load case 1), 11=409(load case 7), 9=407(load case 8) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-26/57, 2-3=-22/101, 3-4=0/164, 4-5=-11/187, 5-6=-20/100, 6-7=-26/57 BOT CHORD 11-12=-44/44,10-11=-44/44,9-10=0/0,8-9=0/0 WEBS 10-13=-404/95, 5-13=-216/68, 3-13=-273/97, 2-11=-328/102, 6-9=-326/101, 1-12=-112/46, 7-8=-112/46, 2-10=-56/64, 6-10=-55/65 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and ' right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. Q�jQF ESS/�� ' S) Gable studs spaced at 1 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonwncurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE (S) Standard �I C 17180 G a �• EXP. 06/30/05 rS) CIV(�P 9TFOFCAI ' December 30,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE r/11111� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ramenters and proper incorporation of component is responsibility of building designer - not truss Installed and loaded vertically. Applicability of design pa designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conswction is theI,!,'1� responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 + # �;, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719 !iTe- iffiL. Job Truss Truss Type Qty Ply 00 Plates Increase 1,25 TC 0.26 TCDL 24.0 R10977001 VILLAS D COMMON 2 1 YES WB 0.28 BCDL 10.0 Code UBC97/ANS195 (Simplified) Job Reference(optional roxwonn laawrann, La Uulnla, l;a 5.200 s Dec 2 2003 MTek Industn=_s, Inc. Mon Dec 29 18:21:52 2003 Page 1 4-11-15 7-4-12 9-9-9 1.4-9-8 4-11-15 2413 2-4-13 4-11-15 Scale = 1:24.8 4x4 = 4 sxo II 3x8 = 3x6 11 7412 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1,25 TC 0.26 TCDL 24.0 Lumber Increase 1.25 BC 0.55 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 10.0 Code UBC97/ANS195 (Simplified) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-7-3, Right 2 X 4 WW Stud 2-7-3 i4 -t -a 7-4-12 DEFL in (loc) I/deft Ud SLATES GRIP Vert(LL) -0.07 1-8 >999 240 M1120 169/123 Vert(TL) -0.16 1-8 >999 180 Horz(TL) 0.03 7 n/a n/a Weight: 48 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing REACTIONS (Ib/size) 1=799/0-3-8,7=799/0-3-8 . Max Horz 1 =53(load case 5) Max Upliftl=-132(load case 3), 7=-132(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1304/239, 2-3=-1304/239, 3-4=-1060/189,4-5=-1060/189, 5-6=-1304/239,6-7=-1304/239 BOT CHORD 1-8=-209/1187,7-8=-170/1187 WEBS 3-8=-254/133,4-8=-54/448, 5-8=-254/133 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard Q�pFESS/p 9 ANO�� �'%CT".5 ST CIV( �P gTFO:FCA1.IFp�� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE iRlllrl� Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �� �, Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Hi Job Truss Truss Type Qty Ply TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 R10977002 Fi-bo VILLA3 D -DRAG COMMON 1 1_ Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Reference (optional) I-oxwortn winrann, La uulnta, ca 5.200 s Dec 2 2003 MiTek Industres, Inc. Mon Dec 29 18:21:53 2003 Page 1 4-11-15 74-12 9-9.9 14-9-8 • 4-11-15 2-4-13 24-13 4-11-15 Scale = 1:24.9 3x4 = 1.5x4 11 1,5x4 11 4 5 1 cs 3x5 II 1.5x4 11 5x12 = 1.5x4 II 3x5 II 74-12 74-12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) n/a n/a 999 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.09 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES. WB 0.08 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 10-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E 'Except' 10-13 2 X 8 SPF 1950F 1.5E, 1-12 2 X 4 WW Stud, 7-8 2 X 4 WW Stud OTHERS 2 X 4 WW Stud REACTIONS (Ib/size) 12=134/14-9-8, 8=134/14-9-8, 10=527/14-9-8, 11=385/14.9-8, 9=385/14-9-8 Max Horz 12=43(load case 5) Max Upliftl2=-33(load case 3), 8=-33(load case 4), 10=-92(load case 3), 11 60(load case 3), 9=-00(load case 4) Max Gravl2=134(load case 1), 8=134(load case 1), 10=527(load case 1), 11=403(load case 7), 9=403(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-26/56, 2-3=-21/101, 3-4=-14/197, 4-5=-2/170,5-6=-21/102,6-7=-26/56 BOT CHORD 11-12=-43/43, 10-11=-43/43, 9-10=0/0, 8-9=0/0 WEBS 10-13=407196,3-13=-220/71, 5-13=-283/100, 2-11=-3221100,6-9=-323/100,1-12=-1 10/45, 7-8=-110/45, 2-10=-56/64, 6-10=-57/64 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. e4n�.� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97.CLOAD CASES).Standard /, C 17180 ;0>} EXP. 06/30/05 S'p CIVIC �P �TF�� CAi.IFo�� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE �Illlllll Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building, component to be Installed and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 _i k Job Truss Truss Type Qty Ply 0 0 DEFL in (loc) I/deft L/d 'LATES > GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 R10977003 VILLA3 D-GRDR COMMON 1 Vert(TL) -0.20 9-10 >870 180 Job Reference (optional) roxwor[n taalDratm, La uum[a, t a 5.200 s Dec 2 2003 MiTek Industies, Inc. Mon Dec 29 18:21:54 2003 Page 1 4-6-9 74-12 1D-2-15 14-9-8 4-6-9 2-10-3 2-10-3 4-6-9 Scale: 10=1'. 4x4 = 4 2x4 II 3x8 = 2x4 II 4x8 = 4-6-9 7-412 10.2-15 14.9-8 4-6-9 2-10-3 2-1n rla[e 1JI15e[s IR,TJ: I I:U-1-ll LOADING(psf) u-1-1 [lil7:u-1-ll U-1-131 SPACING 2-M Max Horz 1 =-51 (load case 6) Max Upliftl=-122(load case 5), 7=-122(load case 6) CSI DEFL in (loc) I/deft L/d 'LATES > GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.09 9-10 >999 240 1A1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.59 Vert(TL) -0.20 9-10 >870 180 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.04 7 n/a n/a Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. BCDL 10.0 Code UBC97/ANS195 (Simplified) connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. "Veight:121lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-10-1 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E v BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing. WEBS 2 X 4 WW Stud SLIDER, Left 2 X 4 WW Stud 2-3-14, Right 2 X 4 WW Stud 2-3-14 ' REACTIONS (Ib/size) 1=3757/0-3-8,7=3757/0-3-8 Max Horz 1 =-51 (load case 6) Max Upliftl=-122(load case 5), 7=-122(load case 6) FORCES (lb) - Maximum Compressiori/Maximum Tension TOP CHORD 1-2=-6733/194, 2-3=-6733/194, 3-4=-5133/165, 4-5=-5133/165, 5-0=-6733/194, 6-7=-6733/194 ' BOT CHORD 1-10=-185/6216,9-10=-185/6216,8-9=-134/6216,7-8=-134/6216 - WEBS 3-10-0/1553, 3-9=-1 619/102, 4-9=-37/2996, 5 9- 1619/102, 5-8=0/1553 NOTES 2 -ply truss to be connected together with 0.131"x3" Nails as follows: '111) Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ' 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 5) This truss has been designed for a 10.0 bottom chord live load live OF ES$/ On�9� psf nonconcurrent with any other loads per Table No. 16-B, UBC -97. LOAD ) �OQR �� � C ANO�'p 1) Regular: Lumberinc ease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-88, 4-7=-88,1-7=-420(F=-400) C 17180 ti s C EXP. 06/30/05 ST C►V 11- �rFOF CAOF December 30,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE e1Wtr )esign valid for use only with Welt connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss fesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the esponsibillity of the erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Spec cation, and HIB -91 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 ek Job Truss 'Truss Type Ply 0 0 - CSI DEFL in (loc) Vdefl Ud PLATES GRIP ` FORCES (lb) - Maximum Compression/Maximum Tension R10977004 VILLA3 E COMMON �Qty 1 1 BC 0.60 Vert(TL) -0.23 6-7 >778 180 1) Unbalanced roof live loads have been considered for this design. BCLL 0.0 Rep Stress Incr YES WB 0.30 Job Reference (optional) right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. BCDL 10.0 Code UBC97/ANSI95 (Simplified) LOAD CASE(S) Standard Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-7-15 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -Ci -0 oc bracing. ��PRoFESgS10Nq C NpF� Fac ��� Foxworth Galbraith, La Quint a, Ca 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:55 2003 Page 1 " 1 4-9-4 I 7-2-10 I 9-8-0 I 15:-12 4-9-4 2-56 2-56 S -T-12 December 30,2003 Scale = 1:25.6 -' 4x4 = , 4 Job Truss 'Truss Type Ply 0 0 - CSI DEFL in (loc) Vdefl Ud PLATES GRIP ` FORCES (lb) - Maximum Compression/Maximum Tension R10977004 VILLA3 E COMMON �Qty 1 1 BC 0.60 Vert(TL) -0.23 6-7 >778 180 1) Unbalanced roof live loads have been considered for this design. BCLL 0.0 Rep Stress Incr YES WB 0.30 Job Reference (optional) 1 ' axe 11 3x8 = I 7-2-10 1 153-12 7-2-10 B-1-2 3x4 = WEBS 2X4WWStud . Plate Offsets JA,Y). (1.0-2-4 0-0-3) SLIDER Left 2 X 4 WW Stud 2-5-12 ' REACTIONS "(Ib/size) 1=819/0-3-8,6=819/0-3-8 LOADING(psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GRIP ` FORCES (lb) - Maximum Compression/Maximum Tension TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.11 6-7 >999 240 K11120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.60 Vert(TL) -0.23 6-7 >778 180 1) Unbalanced roof live loads have been considered for this design. BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.03 6 n/a n/a right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. BCDL 10.0 Code UBC97/ANSI95 (Simplified) LOAD CASE(S) Standard Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-7-15 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -Ci -0 oc bracing. 3x4 = WEBS 2X4WWStud . SLIDER Left 2 X 4 WW Stud 2-5-12 ' REACTIONS "(Ib/size) 1=819/0-3-8,6=819/0-3-8 Max Horz 1 =52(load case 5) Max Upliftl=-133(load case 3), 6=-138(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1372/247, 2-3=-1372/247, 3-4=-1135/201, 4-5=-1135/195, 5.6=-1431/264 ' BOT CHORD 1-7=-216/1248,6-7=-205/1340 WEBS 3-7=-239/130, 4-7=-61/490, 5-7=-342/155 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard ��PRoFESgS10Nq C NpF� Fac ��� C 17180 z tr EXP. 06/30/05 cS'T CIVIL �P ' �TFOF CAL` December 30,2003 l� Truss Truss Type Ory Ply 0 0 Max Upliftl=-54(load case 3), 4=-73(load case 3) LOADING(psf) SPACING 2-" CSI 810977005 VILLA3 E1 COMMON 6 1 TC 0.58 ' 1-4 >999 240 M1120 169/123 24.0 Lumber Increase Job Reference optional BC 0.26 Vert(TL) -0.10 1-0 >705 180 ESS1p,��1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a 'TCDL BCDL 10.0 Code UBC97/ANSI95 (Simplified) cf'J CIVIL �P Foxworth Galbraith, La Quinta, Ca LUMBER 5.200 s Dec 2 2003 MTek Indust.ies; Inc. Mon Dec 2918:21:55 2003 Page 1 BRACING I 4-9-4 TOP CHORD 2 X 4 SPF 165OF 1.5E I 6-0-0 � 4-9-0 Sheathed or 6-0-0 oc purlins, except end verticals. 1-3-0 .. ' BOT CHORD 1.5x4 II .. Scale = 1:17.8 3 Job Truss Truss Type Ory Ply 0 0 Max Upliftl=-54(load case 3), 4=-73(load case 3) LOADING(psf) SPACING 2-" CSI 810977005 VILLA3 E1 COMMON 6 1 TC 0.58 ' 1-4 >999 240 M1120 169/123 24.0 Lumber Increase Job Reference optional 4.00 12 ' 2 1 3x4 3x4 / 4 2.5x6 II 1.5x4 II 6-0-0 6-0-0 'PI t Off a e sets (X Y). (1.0-2-0,0-0-151 '' REACTIONS (Ib/size) 1=317/0-3-8, 4=317/Mechanical Max Horz1=110(load case 4) Max Upliftl=-54(load case 3), 4=-73(load case 3) LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.58 Vert(LL) -0.05 1-4 >999 240 M1120 169/123 24.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.10 1-0 >705 180 ESS1p,��1 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a 'TCDL BCDL 10.0 Code UBC97/ANSI95 (Simplified) cf'J CIVIL �P Weight: 19 lb LUMBER December 30,2003 BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing. —4— Stud SLIDER Left 2 X 4 WW Stud 3-2-12 REACTIONS (Ib/size) 1=317/0-3-8, 4=317/Mechanical Max Horz1=110(load case 4) Max Upliftl=-54(load case 3), 4=-73(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-55/1, 2-3=-55/1, 3-4=-259/103 BOT CHORD 1-4=-21/27 i NOTES Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. '1) 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ESS1p,��1 �oQ�pF C 17180 ' * EXP. 06/30/05 cf'J CIVIL �P '�TFpFCAI.�F December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE rtl�r Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719Mi regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSBA9 Bracing Specification, and HIB -91 aoffin� y - i9EiF i�di Job Truss Truss Type Qty Ply '0 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 R10977006 VILLA3 E2 COMMON 4 1 BC 0.53 Vert(TL) -0.15 1-8 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) r—unn uaiuraiur, La Qumra, C.a b.ZUU s uec Z ZUU3 MI I ek Industries, Inc. Mon Dec 2918:21:56 2003 Page 1 4-9-4 7-2-10 9-8-0 14-5-4 4-94 - 2-5-6 2-5.6 4-94 Scale: 1/2._7, 4x4 = 4 3x6 11 3x8 = 3x6 II 7-2-10 7-2-10 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.24 Vert(LL) -0.07 1-8 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.15 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 7 n/a We BCDL 10.0 Code UBC97/ANS195 (Simplified) 'Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-5-12, Right 2 X 4 WW Stud 2-2-8 REACTIONS (Ib/size) 1=780/0-3-8,7=780/0-3-8 Max Horz1=-52(load case 6) Max Upliftl=-129(load case 3), 7=-129(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1274/236,2-3=-1274/236, 3-4=-1031/184, 4-5=-1031/184, 5-6=-1275/236, 6-7=-1275/236 BOT CHORD 1-8=-206/1158, 7.8=-168/1158 WEBS 3-8=-247/131, 4-8=-50/424, 5-8=-247/131 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard •�Q?,pFESg/ C. AA/ C1'1' rn EXP. 06/30/05 � * ST CIV11- �Q 9TF0FCA,Uk December 30,2003 A Warning -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss C ..� designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the structure'"� responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ QST -88 Quality Standard, DSS -89 Bracing Specification, and HIB -91 � Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 i H a :fir o Job Truss Truss Type City Ply 00 ,1 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 810977007 VILLA3 E2 -DRAG COMMON 1 1 BC 0.38 Vert(TL) -0.11 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Job Reference(optional con ualoralm, La uumia, ca 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:21:57 2003 Page 1 4-9-4 7-2-10 9-8-0 - 14-5 4-9-4 25.6 25-6 4-9-4 Scale: 1l2°=1' 4x4 = 4 4x7 11 3x8 = 4x7 II 7-2-10 14-5-0 7-2-10 l6 SLIDER Left 2 X 4 WW Stud 2-5-12, Right 2 X 4 WW Stud 2-2-8 REACTIONS (Ib/size) 1=780/0-3-8.7=780/0-3-8 Max Horz 1 =-52(load case 6) Max Upliftl=-129(load case 3), 7=-129(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1378/228, 2-3=-1269/238, 3-4=-1115/176, 4-5=-1114/176, 5-6=-1310/238, 6-7=-1384/224 BOT CHORD 1-8=-198/1204,7-8=-161/1203 WEBS 3-8=-259/136, 4-8=-46/423, 5-8=-259/137 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard QRpF I x C17180 z EXP. 06/30/05 1S'j CIV1\- �Q F CALtiF December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 BEFORE USE -� Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 e Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ' $7®Lr LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.04 1-8 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.11 1-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 7 We n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 47 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 1C-0-0 oc bracing. WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-5-12, Right 2 X 4 WW Stud 2-2-8 REACTIONS (Ib/size) 1=780/0-3-8.7=780/0-3-8 Max Horz 1 =-52(load case 6) Max Upliftl=-129(load case 3), 7=-129(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1378/228, 2-3=-1269/238, 3-4=-1115/176, 4-5=-1114/176, 5-6=-1310/238, 6-7=-1384/224 BOT CHORD 1-8=-198/1204,7-8=-161/1203 WEBS 3-8=-259/136, 4-8=-46/423, 5-8=-259/137 NOTES' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard QRpF I x C17180 z EXP. 06/30/05 1S'j CIV1\- �Q F CALtiF December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 BEFORE USE -� Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 e Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 ' $7®Lr Job Truss Truss Type Qty Ply' 00 CSI DEFL in (loc) I/deft Ud DILATES GRIP TCLL 20.0 Plates Increase 1.25 R10977008 VILLA3 F SLOPING FLAT 5 1 - BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 5 n/a n/a Job Reference (optional) ' Foxworth Galbraith, La Quinta, Ca 2-10-1 . z-10-1 ' l g1 5-1-3 3x4 = 0.25 12 y.2uu s uec z Zuu3 MI I ek Indus mes, Inc. Mon Dec 2918:21:58 2003 Page 1 5-1-3 3x4 = 3 2-10-1 Scale = 1:27.1 4x5 = 4 1.5x4 II 3x10 = 3x4 = 4xi = 1.5x4 11 - 5.4-11 10-5-13 15-10-8 15-11-8 5411 5-1-3 5-x-11 0-1-0 ' LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud DILATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) . 0.07 7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.18 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Simplified) Neight:55lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-2-11 oc purlins, ex:ept end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-)-0 oc bracing. WEBS 2X4 WW Stud REACTIONS (Ib/size) 9=846/0-3-8, 5=846/0-3-8 Max Horz9=62(load case 4) Max Uplifl9=-171(load case 3), 5=-168(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-819/184, 1-2=-1251/208, 2-3=-2205/413, 3-4=-1096/199, 4-5=-818/182 BOT CHORD 8-9=-49/31.7-8=-448/2186,6-7=-420/2039,5-6=-13117 ' WEBS 1-8=-237/1372, 2-8=-1053/296, 2-7=0/146, 3-7=0/280, 3-6=-1081/290, 4-0=-211/1253 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard RpFESS/p c�'C'AN�<< C 17180E. 06/30/05 1s� c)v(� grF�F CAL�F��� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE MIWI IBIIB ' Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be� Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the II� responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 + rgan Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 8L s@i@ Job Truss Truss Type city Ply 54-11 5-1-3 5-1-11 0.1-0 LOADING(psf) R10977009 VILLA3 F1 SLOPING FLAT 4 1Job TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.06 7 >999 240 Reference (optional), roxwonn t aiuralm, ca uumia, La 5.200 s Dec 2 2003 MiTek Indu :tries, Inc. Mon Dec 29 18:21:59 2003 Page 1 2-10-1 5-1-3 5-1-3 2-7-1 Scale = 1:26.7 ft 0.25 Fi2 3x4 = ' 3x4 = x. I.R = 0 3 4 1.5x4 It 3x9 = 3x4 = 44 = 1.5x4 II 5.4-11 10-5-13 15-7.8 15$-8 54-11 5-1-3 5-1-11 0.1-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) 0.06 7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.16 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code UBC971ANS195 (Simplified) Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-3-13 oc purlins, except end verticals. - BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 16-0-0 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 9=833/0-3-8.5=833/0-3-8 Max Horz9=62(load case 4) Max Uplift9=-1168(load case 3), 5=-166(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-806/182, 1-2=-1223/202, 2-3=-2128/398, 3-4=-998/182, 4-5=-807/178 BOT CHORD 8-9=-49/31,7-8=-437/2132,6-7=-401/1941,5-6=-13/17 WEBS 1-8=-230/1340, 2-8=-1025/290, 2-7=-5/125, 3-7=0/300, 3-0=-1082/286, 4-0=-196/1166 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard QRpF ESS/ pn9 C. ANDS r r C17180 tirl * EXP. 06/30/05 rs� C10. gTFOF C Al tiF December 30,2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE rllrrl ll� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss nildesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, 0SB-89 Bracing specification, and HIB -91 p , Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTeAi��. Job Truss Truss Type Qty Ply 0 0 ' TCLL 20.0 Plates Increase 1.25 TC 0.87 R10977010 VILLAS F1 -DRAG SLOPING FLAT 1 1 BC 0.44 Vert(TL) -0.18 7-8 >999 180 BCLL 0.0 Rep Stress Incr Job Reference(optional¢ 1-oxworin Ial0ralm, La uumla, t a b.2uu s Dec 2 ZUU3 MI I ek Industnes, Inc. Mon Dec 29 18:22:00 2003 Page 1 I 2-10.1 I 7-114 { 13-0.7 I 15-7-8 2-10.1 5-1-3 5.1-3 2-7-1 Scale = 1:26.5 3x4 = ear --r 0.25 12 3x4 = 3 4 2.5x4" 11 3x8 = 3x4 = 3x5 = 2x4 11 LOADING (psf) SPACING 2-M CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.87 Vert(LL) -0.07 7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.18 7-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-6-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 9-0-13 oc bracing. WEBS 2 X 4 WW Stud REACTIONS (Ib/size) 9=833/0-3-8,5=833/0-3-8 Max Horz9=65(load case 13) Max Uplift9=-194(load case 11), 5=-186(load case 12) Max Grav9=858(load case 8), 5=853(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-799/190, 1-2=-1408/285, 2-3=-2327/480, 3-4=-1161/256, 4-5=-802/183 BOT CHORD 8-9=-80/213, 8-10=-570/2365,7-10=-523/2365, 6-7=-555/2195, 5-6=-124/197 WEBS 1-8=-249/1308, 2-8=-1080/342, 2-7=45/190, 3-7=-11/363,3-6=-1145/332, 4-6=-213/1170 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed for a total drag load of 260 Ib. Connect truss to resist drag loads along bottom chord from 5-7-8 to 15-7-8 for 26.0 plf. LOAD CASE(S) Standard QRpFHs/p 9 C17 1 '0 17180 z * EXP. 06/30/05 CIO- gTFOF CALIF�F� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE �IIIRir Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 ` Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Y TSA k0 Job Truss Truss Type Ory. Ply0 0 5-0-11 4.1-0 LOADING(psf) SPACING 2-0-0 CSI R10977011 VILLA3 � FE SLOPING FLAT 3 1 Vert(LL) -0.14 11 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.65 Job Reference (optional' I-oxworin Ual0raltn, La uumta, t:a 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 29 18:22:01 2003 Page 1 2-10-1 7-114 13.0-7 15-10.8 19-11-8 2-10.1 5-1-3 5-1-3 2-10-1 4-1-0 Scale = 1:34.0 0.25 F12 3x6 = 3x4 = 3x5 = 3x4 = a 4 3x4 = 5 3x7 = 6 1.5x4 II 4x6 = 3x4 = 3x4 = 3x4 = 3x7 = 1.5x4 II 5-0-11 10-5-13 15.10$ 19-11-8 5-4-11 5.1-3 5-0-11 4.1-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.61 Vert(LL) -0.14 11 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.37 10-11 >638 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Simplified) Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-2-15 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. WEBS 2 X 4 WW Stud `Except' 1-12 2 X 4 SPF 1650F 1.5E, 6-8 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 13=1062/0-3-8,7=1062/0-3-8 Max Horz 13=42(load case 5) Max Upliftl3=-212(load case 3), 7=-214(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-1035/226, 1-2=-1711/300, 2-3=-3430/648, 34=-3430/648, 4-5=-2978/560, 5-6=-2201/441, 5-8=-824/213 BOT CHORD 12=13=-29/0, 11-12=-650/3043, 10-11=-758/3604, 9-10=443/2201, 8-9=-443/2201, 7-8=-0/O WEBS 1-12=-333/1875, 2-12=-1501/382, 2-11=-10/483,4-11=-201/114, 4-10=-719/235, 5-10=-156/888, 6-7=-1022/234 6-8=-478/2375 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1..33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-131, UBC -97. 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 9,?,pFESS/0 C.ANn.� C1 80 * EXP. 06/30/05 ' tSN C)V(l �P �TFOF CAk-* December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IUII.7473 BEFORE USE .111�IRIb Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be � Q Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss ^ designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the OW responsibillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DS"9 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTeK Job • Truss Truss Type1 Ory Ply 00 TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.03 � R10977012 VILLA3 F-GRDR ROOF TRUSS 1 2 Job Reference (optional) oxwonn odrordrur, Ld umntd, �d - b.zuu s uec z YUU3 Ml I ek Industries, Inc. Mon Dec 29 18:22:02 2003 Page 1 3-10-12 3.10.12 1.5x4 11 3x9 = Scale = 1:14.0 1 3x9 = 2 3 2x4 II 2x4 11 3-10-12 7-9-8 3.10.12 3-10-12 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.03 4-5 >999 240 MI 20 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.06 4-5 >999 180 M06 109/70 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) WEight:67lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2 X4 WW Stud 'Except' 1-6 2 X 4 SPF 1650F 1.5E, 34 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 6=2312/0-3-8,4=1790/0-5-8 Max Horz6=-56(load case 3) Max Uplift6=-630(load case 3), 4=481 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-1179/331, 1-2=-2651/709, 2-3=-2651/709, 3-4=-1179/331 BOT CHORD 6-7=-41/44,5-7=-41/44,5-8=-12/16,8-9=-12/16,4-9=-12/16 WEBS 1-5=-773/2842, 2-5=-348/131, 3-5=-773/2842 NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. . 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category Il; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 4) Provide adequate drainage to prevent water ponding. 5) All plates are M1120 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 823.01b down and 234.41b up at 0-1-12, 823.01b down and 234.41b up at 244, and 823.01b down and 234.41b up at 4-4-4, and 823.0Ib down and 234.41b up at 64-4 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 Q�pF ESS/O-' AND, -C17180 0�a kX'�E P. 06/30/05CIV11-FCAL1F�4� December 30,2003 A Warning - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE tilllll� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be o Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, OSB -89 Bracing Specifi responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance cation, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W 153719 - - Te Job Truss Truss Type Q Foxworth Galbraith, La Quinta, Ca - LOAD CASE(S) Standard F-GRDR Uniform Loads (plf) 1 Vert: 1-3=-88, 4-6=-20 Concentrated Loads (lb) Vert: 6= -823(B)7= -823(8)8=-823(B)9=-823(8) 1 Job Truss Truss Type Q VILLA3 F-GRDR ROOF TRUSS 1 ry Pry 00 , R10977012 2 Job Reference optional 5.200 s Dec 2 2003 MTek Industries, Inc. Mon Dec 29 18:22:02 2003 Page 2 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE � Design valid for use onlywith Mnrek connectors. This design is based only upon parameters shown, and is for an individual building component to be '�'� Installed and loaded vertically. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- nal truss a"a� OD designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance reg- arding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 # Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719 NC Job Truss Truss Type Qty Ply 00 TCDL 24.0 •• BC 0.35 BCLL 0.0 _ 810977013' VILLAS G ROOF TRUSS 4 1 TOP CHORD 2 X 4 SPF 1650F 1.5E Hort(TL) BOT CHORD 2 X 4 SPF 1650F 1.5E 4 WEBS 2 X4 WW Stud 'Except' n/a Job Referenceoptional 5.200 s Dec 2 2003 MiTek Indus -ries, Inc. Mon Dec 29 18:22:03 2003 Page 1 5-0-8 2-041 2-0-0 5-0-8 40 = 2 3x4 II - 3x9 = - 3x4 II 5-0-8 7-0-8 9-041 14-1-0 5-0-8 2-0-0 2-0-0 5-M LOADING(psf) SPACING 2-M CSI TCLL 20.0 Plates Increase 1.25 TC 0.68 TCDL 24.0 Lumber Increase 1.25 BC 0.35 BCLL 0.0 Rep Stress Incr NO WB 0.40 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 180. TOP CHORD 2 X 4 SPF 1650F 1.5E Hort(TL) BOT CHORD 2 X 4 SPF 1650F 1.5E 4 WEBS 2 X4 WW Stud 'Except' n/a 1-6 2 X 4 SPF 1650F 1.5E, 34 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 M1120 169/123 Vert(TL) -0.09 5-6 >999 180. Hort(TL) 0.01 4 n/a n/a Weight: 53 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 1C -M oc bracing. REACTIONS (Ib/size) 6=845/0-5-8, 4=844/Mechanical Max Horz6=41(load case 5) Max Uplift6=-143(load case 3), 4=-142(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-1082/171, 2-7=-894/181, 2-8=-893/180, 3-8=-1082/171, 1-6=-757/170,3-4=-756/170 BOT CHORD 6-9=-1021317,5-9=-102/317,5-10=-89/315,4-10=-89/315 WEBS 2-5=-81/110,'1-5=-103/652, 3-5=-104/653 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50.01b down and 9.31b up at 5-0-0, and 50.0lb down and 9.31b up at 9-0-0 on top chord, and 50.Olb down and 9.3lb up at 5-M, and 50.01b down and 9.31b up at 9-0-0 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-88, 2-3=-88, 4-6=-20 Concentrated Loads (lb) Vert: 7=-50(F) 8=-50(F) 9=-50(F) 10=-50(F) Scale = 1:27.0 Q�pFESS/p q .cC•ANn C 17180 ti a * EXP. 06/30/05 C10 - F CALW"'- December 30, 2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MiTek mnnectors. This design is based only upon parameters shown, and is for an individual building component to be E) Installed and loaded verticalty. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss_ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 *mew q Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 IRt C8 8Ad1. Job Truss Truss Type Qty ply 00 _ Plates Increase 1.25 TC 0.70 Vert(LL) -0.09 5-7 >999 240 810977014 VILLA3 G1 ROOF TRUSS 3 1 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 4 n/a n/a Job Reference (optional) oxworin uaioralm, La uumta, ua b.Zuu s Dec Z ZOOJ MI I ek In0us"as, Inc. Mon Dec 29 18:22:04 2003 Page 1 i 1 5-0-8 2.0-0 2-0-0 5.0-8 Scale = 1:29.2 4x7 = 4.00 F12 2 3x4 11 4x9 = - 3x5 = 3x4 I. 5x7 = 5-0-8 7-0.8 9-0-8 14-1-0 17-7-0 5-0-8 2.0.0 2-0-0 5-0-8 3.60 l� 0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.09 5-7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.21 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Weight: 67 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-0-12 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 4-9'15 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E -Except- 2-7 2 X 4 WW Stud, 3-4 2 X 4 WW Stud REACTIONS (Ib/size) 4=1020/Mechanical, 8=1063/0-5-8 Max Horz8=-62(load case 6) Max Uplift4=-950(load case 14), 8=-930(load case 11) Max Grav4=1805(load case 7), 8=1848(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-2995/1693, 2-9=-1699/627, 2-10=-1907/802, 3-10=-3796/2483, 3-4=4211/2324, 1-8=-1758/953, 3-5=0/189 BOT CHORD 8-11=-186/1232, 7-11=-1800/2033, 7-12=-580/2444, 6-12=-1201/3164, 5-6=-2194/4058, 4-5=-2110/3850 WEBS 2-7=-194/510,1-7=-1535/2472:3-7=-1213/583 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-1-0 for 260.0 plf. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50.01b down and 9.31b up at 5-M, and 50.01b down and 9.31b up at 9-0-0 on top chord, and 50.0Ib down and 9.31b up at 5-", and 50.01b down and 9.31b up at 9-M on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-88, 2-3=-88, 3-4=-88, 4-8=-20 Continued on page 2 Q�pFESS/p C171" * EXP. 06/30/05 s� c)v(�- �P gTFOF CALI���� December 30,2003 Warning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USEr Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be '..nstalled and loaded vertically. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss _ iesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the vsponsibiility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance 'egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 candling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 y # ! e l Job Truss Truss Type Qty PI � VILLA3 G1 ROOF TRUSS 3 ' Foxworth Galbraith, La Quinta, Ca LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-50(F) 10=-50(F) 11=-50(F) 12=-50(F) t r 1 1 y o0 810977014 1 Job Reference optional 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 2918:22:04 2003 Page 2 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE 1111IIr Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss �IFiT ■ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 l Job Truss Truss Type Qty Ply 00 TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.09 5-7 >999 240 R10977015 VILLA3' G -DRAG ROOF TRUSS 1 1 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 4 n/a n/a Job Referenceoptional Foxworth Galbraith, La Qulnta, Ga 5.200 s Dec 2 2003 MiTek Industries, Inc. Mon Dec 2918:22:05 2003 Page 1 1 5-041 1 7-0-8 - 1 9-0-8 1 14.1-0 5-0-8 _ 2-0-0 2-0-0 5-0-8 Scale = 1:29.2 4x7 = A nnr—iq 2 3x4 11 4x9 = 3x5 = 3x4 11 5x7 = 5-0-8 - 7-0-8 9-041 14-1-0 17-7-0 5-041 2-0-0 2-0-0 5-0-8 3-0-0 LOADING(psf) SPACING 2-M CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.70 Vert(LL) -0.09 5-7 >999 240 M1120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.68 Vert(TL) 0.21 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.07 4 n/a n/a BCDL 10.0 Code UBC97/ANSl95 (Matrix) Weight: 67 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-0-12 oc purlins, e:_cept end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E 'Except' 2-7 2 X 4 WW Stud, 3-4 2 X 4 WW Stud REACTIONS (Ib/size) 4=1020/Mechanical, 8=1063/0-5-8 Max Horz8=-02(load case 6) - Max Uplift4=-950(load case 14), 8=-930(load case 11) Max Grav4=1805(load case 7), 8=1848(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-2995/1693, 2-9=-1699/627, 2-10=-1907/802, 3-10=-3796/2483, 3-4=-4211/2324, 1-8=-1758/953, 3-5=0/189 BOT CHORD 8-11=-186/1232, 7-11=-1800/2033, 7-12=-580/2444, 6-12=-1201/3164, 5-6=-2194/4058, 4-5=-2110/3850 WEBS 2-7=-194/510,1-7=-1535/2472,3-7=-1213/583 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) This truss has been designed for a total drag load of 260 plf. Connect truss to resist drag loads along bottom chord from 0-M to 14-1-0 for 260.0 plf. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Old nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50.01b down and 9.31b up at 5-0-0, and 50.01b down and 9.31b up at 9-0-0 on top chord, and 50.01b down and 9.31b up at 5-0-0, and 50.01b down and 9.31b up at 9-M on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, PlateJncrease=1.25 Uniform Loads (plf) Vert: 1-2=-88, 2-3=-88, 3-4=-88, 4-8=-20 Continued on page 2 QFtpFHsi 9 cz� C. ANDS C17180 `)5; EXP. 06/30/05 gTF�F CALiF��� December 30,2003 t Warning -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIR -7473 BEFORE USE �IIII1111� )esign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building componentto be nstalled and loaded vertically. Applicability of design pammenters and proper incorporation of component is responsibility of building designer - not truss lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the ^ esponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 a alp. ;�" landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 M!Tek' X'3 yam' Job Truss Truss Type Qty Ply 0 0 C• 810977015 VILLA3 G -DRAG ROOF TRUSS 1 1 Job Reference optional Foxworth Galbraith, La Quints, Ca LOAD CASE(S) Standard 1 Concentrated Loads (lb) (F) Vert: 9=-50(F) 10=-50(F) 11=-50(F) 12=-50 - • o a.Zuu s Dec 2 2003 MiTek Industres, Inc. Mon Dec 29.18:22:05 2003 Page 2 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE �jnIIB Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability, of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 K"J! "` I cuss I russ I ype Uty cry u u NILLA3 GG -DRAG ROOF TRUSS I1 I 1 R10977016, Job Reference (optional Foxworth Galbraith, La Quinta, Ca 5.200 s Dec 2 2003 MiTek Industres, Inc. Tue Dec 30 08:36:12 2003 Page 1 1-" 1-7-4 4-" 7-0-8 10-1-0 12-5-12 13-1-0 14-1-0 1-" 0-7-4 24-12 3-0-8 3-0-8 24-12 0-74 1-0-0. - Scale = 1:28.5 3x4 = • 2x4 11 2x4 11 ' I 1-0-0 ; - 5 s _ 2x4 II 402 = 5x12 = 412 = 2z-, II 1-0-0 1-74 4-M 7-M 10-1-0 12-5-12 13-1-0 14-1-0 1-U 0-74 24-12 3-0-8 3-0-8 24-12 0-74 1-M 3x4 = li LOADING (psf) ' TCLL - 20.0 TCDL 24.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANS195 CSI TC 0.30 BC 0.18 WB 0.39 (Matrix) DEFL in (loo) I/defl Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 10 n/a n/a PLATES GRIP M1120 1691123 M1116 109/70 Weight: 76 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, e.:cept end verticals. ' BOT CHORD 2 X 4 SPF1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 WW Stud 'Except 10-0-0 oc bracing: 12-13. 13-16 2 X 8 SPF 195OF 1.5E, 14-17 2 X 8 SPF 1950F 1.5E OTHERS 2 X 8 SPF 1950F 1.5E REACTIONS (Ib/size) 10=164/17-7-0, 15=-56/17-7-0, 13=726/17-7-0, 11=258/17-7-0, 14=436/17-7-0, 12=355/17-7-0 Max Horz 15=-70(load case 6) Max Uplift 10=-51(load case 14), 15=-113(load case 9), 13=-114(load case 11), 11=-100(load case 14), 14=-105(load case ' 11), 12=-71 (load case 14) Max Grav 10=189(load case 7), 15=25(load case 12), 13=728(load case 8), 11=266(load case 7), 14=474(load case 8), 12=393(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-34/43, 2-3=-59/155, 3-4=-119/114, 4-5=-33/282, 5-6=-31/222, 6-7=-149/141, 7-8=-61/179, 8-9=-00/103, 9-10=-143/108, 1-15=-34/43, 9-11=-221/95 BOT CHORD 14-15=-27/81, 13-14=-103/161, 12-13=-45/115, 11-12=-1071116, 10-11=-40/97 WEBS 13-16=-544/143, 4-16=-299/101, 6-16=-428/161, 14-17=-368/168, 2-17=-41/60, 3-17=-486/233, 12-18=-299/123, 8-18=-55/115,7-18=-470/202,3-13=-192/i47,7-13=-159/141 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right left exposed ; end vertical and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Truss designed for �OQ¢QFESS/ON9� wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard C• ANp� F� ' Gable End Detail" �Q- �� C 4) All plates are M1120 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. Z Cmr1 Y C 17180 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent th any other live loads per Table No. 16-B, w ' UBC -97. * EXP. 06/30/05 8) This truss has been designed for a total drag load of 260 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-1-0 for 18.5 plf. 9) Design assumes 4x2 (flat ofientation) puffins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. sJ CIV 11- �Q LOAD CASE(S) 9TFaFCAt ' Standard December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE - IIIrr Design valid for use only with MiTek connectors. This design is based only -upon parameters shown, and is for an individual building component to be � Q Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer - not trussand designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the �11 � responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance rk regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing Specification, and HIB -91 - , Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 - ' Job Truss Truss Type Qty Ply 00 ' TCLL 20.0 Plates Increase 1.25 TC 0.21 R10977017 VILLA3 H COMMON � 2 1 BC 0.17 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) I 1-8-11 I 3-11-8 141-11 2-2-13 4x4 = 3 A nnFiT a.zuu s uec z zuuo Mt I eK Inaustnes, Irtc. Mon uec Z9 18:22:07 2003 Page 1 2-2-13 1-8-11 2.54 II 2.5x6 II 3.11-8 3-11-8 Scale.= 1:15.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.01 1-6 >999 240 MI120 169/123 TCDL 24.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.10 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Simplified) W=ight:24lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-0-12, Right 2 X 4 WW Stud 2-0-12 REACTIONS (Ib/size) 1=428/G-3-8,5=428/0-3-8 Max Horz 1 =32(load case 5) Max Upliftl=-70(load case 3), 5=-70(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-532/83,2-3=-532/83,3-4=-532183,4-5=-532/83 BOT CHORD 1-6=-46/472, 5-6=-46/472 WEBS 3-6=0/158 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard Q�pFESS/0 9 —C17180 ti * EXP. 06/30/05 s� c)v(\� gTFOFCAI Vi (3 December 30,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE 01IIII:� )esign valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss•+++.. lesigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the asponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 landling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 - i'Te lke Job Truss Truss TypeQty CSI Ply 00 Plates Increase 1.25 TC 0.21 TCDL 24.0 R10977018 VILLAS H -DRAG COMMON 1 1 YES WB 0.10 BCDL 10.0 Code UBC97/ANSI95 (Simplified) Job Reference o tionai) Foxworth Galbraith, La Qulnta, Ga 1-10-0 R.T.7ec7 2-1-8 44 = 3 5.200 s Dec 2 2003 MiTek Ind;,istries, Inc. Mon Dec 29 18:22:08 2003 Page 1 2-1-8 1-10-0 2.5x6 II 2.5x6 II 3.11.8 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.21 TCDL 24.0 Lumber Increase 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 10.0 Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-0-8, Right 2 X 4 WW Stud 2-0-8 REACTIONS (Ib/size) 1=428/0-3-8,5=428/0-3-8 Max Horz 1 =31 (load case 5) Max Upliftl=-70(load case 3), 5=-70(load case 4) FORCES (lb).- Maximum Compression/Maximum Tension TOP CHORD 1-2=-549/85,2-3=-549/85,3-4=-549185,4-5=-549/85 BOT CHORD 1-6=-50/493,5-6=-50/493 WEBS 3-6=0/158 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.01 1-6 199 240 M1120 169/123 Vert(TL) -0.01 1-6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 24 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1C -M oc bracing NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=S.Opsf; BCDL=S.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard Scale = 1:15.3 Q RpFESS/0YV — c C. ANn— C17180 �a EXP.O6/30/05 rf') CIVIL �TFOFCAUF December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE 1II1141fW1b Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be ED Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss -� t_ designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the L responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 �� , Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 - ri Job Truss Truss Type Qty Ply 0 0 ,r ' VILLA3 H-GRDR COMMON � : 1 1 R10977019 Job Reference (optional. Foxworth Galbraith, La Quinta, Ca 5.200 s Dec 2 2003 MiTek Indcstries, Inc. Mon Dec 29 18:22:09 2003 Page 1 2-2-5 l 3-11-8 l • 5-8-11 l 7-11-0 2-2-5 1-9-3 1.9.3 '-.-2-5 4x4 = Scale = 1:15.6 2 ` 4.00 12 1 'l a 1 3 9 43x8 II - V \I II/u\II 45 = 4x5 = " 3-11-8 7-11-0 " 3-11-8 3-11-8 Plate Offsets (X,Y): [4:0-0-8,0-1-81 LOADING(psf) SPACING 2-" CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.03 4 >999 240 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.07 4 >999 . 180 BCLL 0.0 Rep Stress Incr NO WB 0:32 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Simplified) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-9-12 oc purlins. BOT CHORD 2 X 8 SPF 1950F 1.5E BOT CHORD Rigid ceiling directly applied or 1 ]-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1=2454/0-5-8,3=2454/0-5-8 ' Max Horz1=-29(load case 6) Max Upliftl=-01(load case 5), 3=-61 (load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3056/67, 2-3=-3056/67 BOT CHORD 1-4=-42/2799, 3-4=-42/2799 WEBS 2-1=0/2126 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=S.Opsf; BCDL=S.Opsf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical leftand right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-570(F=-550), 1-2=-88, 2-3=-88 �Sl I'-- C 1718A Z ; * EXP. 06/30105 �TFOFCAt`i � December 30,2003 A Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10111-7473BEFORE USE Design valid for use only with Mi rek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss r. designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the Ih� responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, OSB -89 Bracing specification, and HIB Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply 0 0 /k r -0.01 1-6 >999 240 R10977020 VILLA3 R COMMON 3 1 ' Foxworth Galbraith, La Quinta,, Ca Horz(TL) 4-0-0 .5 4-0-0 n/a 4.00 F12 2 1 1 3x4 ' 2.5x6 II 4-0-0 4-0-0 Plate Offsets (X,Y): [1:0)[5:0-4-1,0-0-151 -2-0 0-0-15 ' LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.22 TCDL 24.0 Lumber Increase -1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.10 ' BCDL 10.0 Code UBC97/ANSI95 (Simplified) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E ' WEBS 2 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-1-0, Right 2 X 4 WW Stud 2-1-0 Job Truss Truss Type Qty Ply 0 0 /k r -0.01 1-6 >999 240 R10977020 VILLA3 R COMMON 3 1 Horz(TL) 0.01 .5 n/a ' n/a Job Reference (optional) 5.200 s Dec 2 2003 MiTek Industnes, Inc. Mon Dec 29 18:22:10 2003 Page 1 4.0-0 4x4 = 3 Scale = 1:15.7 2.54 11 . . 4.0.0 DEFL in (loc) I/deft L/d ?LATES GRIP Vert(LL) -0.01 1-6 >999 240 FA1120 169/123 Vert(TL) -0.01 6 >999 180 Horz(TL) 0.01 .5 n/a ' n/a 'Veight: 25 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing ' REACTIONS (Ib/size) 1=432/0-3-8.5=432/0-3-8 Max Horz1=32(load case 5) Max Upliftl =-71 (load case 3), 5=-71 (load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-539/84, 2-3=-539/84, 3-4=-539/84, 4-5=-539/84 BOT CHORD 1-6=-07/479, 5-6=-47/479 WEBS 3-6=0/160 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=5.Opsf; BCDL=5.Opsf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard QRpFES81 9 c C. ANn_ C 17180 EXP. 06/30/05 ST CIVIL �P 9TFOF CALti� December 30,2003 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE�� Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss _ designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the - ARMSresponsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specifirall and HIB -91 _ � 6C �m Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 Symbols PLATE LOCATION AND ORIENTATION 'Center plate on joint unless . dimensions indicate otherwise. Dimensions are in inches. Apply plates to both sides of truss and securely seat. • For 4 x 2 orientation, locate Numbering System J2 J3 J4 TOP CHORDS NcJ3. u ,Oat U U IL U 0 CL General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 2. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Avoid knots and wane joint locations. 4. Unless otherwise noted, locate chord splices at 1A panel length (± 6' from adjacent joint.) - 5. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. ~1 CB C7 C6 10 BOTTOM CHORDS plates 1/8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 'This symbol indicates the required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE 7. Camber is a non-structural consideration and connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT is the responsibility of truss fabricator. General FARTHEST TO THE LEFT.. practice is to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements. The first dimension is the width 4 9. Lumber shall be of the species and size, and X perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96-31, 96-67 10. Top chords must be sheathed or purlins ICBO 3907, 4922 provided at spacing shown on design. LATERAL BRACING SBCCI 9667,9432A 11. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, Indicates location of required WISC/DILHR 960022-W, 970036-N unless otherwise noted. continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with BEARING stacks of construction materials. 14. Do not cut or alter truss member or plate Indicates location of joints at which bearings (supports) occur.`I d*1 W81 3 without prior approval of a professional engineer. Woke Imo® 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MII-7473 © 1993 MiTek® Holdings, Inc. TITLE 24, JANUARY 2001 ENERGY EFFICIENCY STANDARDS FOR LOW RISE RESIDENTIAL BUILDINGS QUARRY MAZILO 40087'90. FT. 12/6/03 Energy Budgets for this building were determined using the CALRES VERSION 1.4 certified by the California Energy Commission. The Calres analysis attached was conducted using tables from the Residential Manual for Compliance With the Energy Efficiency Standards (for Low Rise Residential . Buildings) JUNE 2001, certified by the California Energy Commission. *** HOUSE COMPLIES *** ***REFERENCE C -21R PAGE 1*** I hereby certify that the California Energy Commission Conservation Division regulations establishing Energy Efficiency Standards for Residential Buildings, Title -24, Part 6, have been reviewed and the design submitted substantially complies with, these regulations. Joseph M. Nolan Vol" Electrical Engineer ATTACHMENTS: #1 -.C-2R #2 - CF -1 R #3 - MF -1 RMandatory Measures Checklist: Residential #4 - CF -6R Installation Certificate #5 - FHA FORM J Heating and Cooling Calculations M #6- Calculation Worksheet /MMA* j P CITY OF LA QUINTA BUILDING &SAFETY DEPT. APPROVED FOR CONSTRU TION . 2-9p91 C&b e -S. , DATE -![? f . BY K:ImsofficelWINWORDITITLE 24-COVERSITITLE 24.docTITLE 24 - RESIDENTIAL PAGE -1 b Engineering Incorporated 1981 20th Anniversary 2001 Consulting Electrical Engineers 19031 Highway 18 Ste -200 72330 C.'arwon l.anc Apple Valley, CA 92307 Pahn Desert, CA 92260 Phone: (760) 2423369 Phone: (760) 7734178 Fac: (760)242-1092 Fax: (7611) 242-1092 drearWoe@,)charter.net dreamjoe@aoLcom TITLE 24, JANUARY 2001 ENERGY EFFICIENCY STANDARDS FOR LOW RISE RESIDENTIAL BUILDINGS QUARRY MAZILO 40087'90. FT. 12/6/03 Energy Budgets for this building were determined using the CALRES VERSION 1.4 certified by the California Energy Commission. The Calres analysis attached was conducted using tables from the Residential Manual for Compliance With the Energy Efficiency Standards (for Low Rise Residential . Buildings) JUNE 2001, certified by the California Energy Commission. *** HOUSE COMPLIES *** ***REFERENCE C -21R PAGE 1*** I hereby certify that the California Energy Commission Conservation Division regulations establishing Energy Efficiency Standards for Residential Buildings, Title -24, Part 6, have been reviewed and the design submitted substantially complies with, these regulations. Joseph M. Nolan Vol" Electrical Engineer ATTACHMENTS: #1 -.C-2R #2 - CF -1 R #3 - MF -1 RMandatory Measures Checklist: Residential #4 - CF -6R Installation Certificate #5 - FHA FORM J Heating and Cooling Calculations M #6- Calculation Worksheet /MMA* j P CITY OF LA QUINTA BUILDING &SAFETY DEPT. APPROVED FOR CONSTRU TION . 2-9p91 C&b e -S. , DATE -![? f . BY K:ImsofficelWINWORDITITLE 24-COVERSITITLE 24.docTITLE 24 - RESIDENTIAL PAGE -1 J ' ;COMPUTER METHOD SUMMARY Page 1 C -2R ---------------------------------------------------------------------------------- Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153 06 -Dec -03 Project Address: QUARRY VILLA LACOB 4087 LA QUINTA, CA 92253 Building Title:, .QUARRY VILLA LACOB 4087 SQ. FT Building Permit # Document Author: DREAM ENGINEERING INC, (760)773-4478 Telephone: Plan Check / Date Compliance Method:, CALRES2 1.4.02 Field Check / Date Climate Zone: 15 ENERGY USE SUMMARY (kBtu/ft2-yr) Energy Use Standard Design Proposed Design Space Heating 5.23 3.77 Space Cooling 41.20 42.06 Water Heating 6.97 7.38 ------ ------ Complies Total 53.40 53.20 Yes GENERAL INFORMATION Conditioned Floor Area: 4087 ft2 Average Ceiling Height: 12'0" ft -in Building Type: SFD Single Family Detached Building Front Orientation: 30 deg (North) Glazing Area, % of Floor Area: 18.3% ,Average Fenestration U -Value: 0.34 Average Fenestration SHGC: 0.34 Number of Dwelling Units: 1.00 Number of Stories: 1 Floor_Construction Type: Slab on grade Number of Conditioned Zones: 1 Total Conditioned Volume: 49044 ft3 BUILDING ZONE INFORMATION Floor Zone Area Volume Name (ft2) (ft3) Type ------------ --•----- -------- ------------- HOUSE 4.687 49044 Conditioned OPAQUE SURFACES Vent Thermostat Height Type ( ft) CEC Standard 210" Surface Area U- Insl Total Tru Slr Construction Type (ft2) factor Rval Rval Azm Tlt Gns Type Location/Comments Zone = HOUSE ---- ------------------- Door 24.0 0.330 0 3 30 90 No'DOOR Unconditioned Wall 735.0 0.065 19 15 30 90 No W19.2x6.16 Unconditioned Wall 901.2 0.065 19 15 120 90 No W19.2x6.16 Unconditioned Wall 403.9 0.065 19 15 210 90 No W19.2x6.16 Unconditioned Wall 867.2 0.065 19 15 300 90 No W19.2x6.16 Unconditioned Ceiling 4081.0 0.024 38 42 -- 0 Yes R38.2x4.24 Attic Floor 4087.0 -- 0 -- -- 180 No S1ab140C Grade COMPUTER METHOD SUMMARY Page 2 C -2R Project Title: QUARRY VILLA . 4087 SQ. FT. Run: 153 06 -Dec -03 PERIMETER LOSSES Insul Perimeter Length F2 Insul Depth Type (ft) Factor R-val (in) Location/Comments Zone = HOUSE Exposed 49510" 0.507 -- -- Unconditioned Exposed 17810" 0.756 0 16 Outside FENESTRATION SURFACES Fenestration Exterior Shade Over Fenestration Area --------=----=- Tru ----------=------ hang Name Type (ft2) U -factor SHGC Azm Tilt Type S--iGC /Fins Zone = HOUSE FRONT _GLAZ Window 106.0 0.34 0.33 30 90 BugScrn 0.76 None RIGHT _GLAZ Window 156.2 0.35 0.35 120 90 BugScrn 0.76 None BACK _GLAZ Window 304.1 0.34 0.34 210 90 BugScrn 0.76 None LEFT_GLAZ Window 182.0 0.34 0.34 300 90 BugScrn 0.76 None OVERHANGS Fenestration -------------------------- Length Height Left Right Name Width Height 'H' 'V' Extension Extension ------------ ------ ------ --------------- ----- --- --------- None FINS Left Fin Right Fin Fenestration Dist Dist -------------------------- Fin Fin Ht from Fin Fin Ht from Name ------------ Height Width Depth Height 'V' ------ fenes Depth Heigh-_ 'V' fenes None ------ ------ ------ ----- ------ ------ ------ ----- ------ THERMAL MASS Vol Cond- Area Thck Heat duct- Construction Insd Mass Name (ft2) (in) Cap ivity Type Rval Location/Coaunents None SOLAR GAIN DISTRIBUTION Fenestration Winter Summer Targetted Name Fraction Fraction Thermal Mass Comments ` ----------------------------------------- -------------------------------- • None J COMPUTER METHOD SUMMARY, Page 3 C -2R, Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153 ------------------ 06 -Dec -03 HVAC SYSTEMS Refrigerant, Minimum Charge and Equipment Duct Location System'Name System Type Airflow TXV Efficiency and R -value ------------- Zone = HOUSE GasFurn.80 Furnace N/A 0.80 AFUE Attic R-4.2 AC UNITS Air cond. - central split No 12.00 SEER Attic. R-4.2 HVAC DISTRIBUTION EFFICIENCY DETAILS Duct Leakage Supply Target Duct Surface ACOA Manual D (leakage cfm/ System Name Area Design ------------- % of fan cfm) Fan CFM -------- ------------- CEC 100%R4.2 -------------- 1103 No -------------- n/a 2861 WATER HEATING SYSTEMS Distrib Water Water. # of Energy Vblume System Name Type Heater Name Heater Type Htrs Factor ------ (gal) StandardGas Standard StandardGas Storage gas 1 0.62 65 Standard Gas Standard StandardGas Storage gas 1 0.62 65 SPECIAL WATER HEATING SYSTEM CREDITS Solar savings Wood stove Wood stove System Name fraction boiler? boiler pump? ------------- StandardGas -- No No Standard Gas • -- No No SPECIAL WATER HEATER/BOILER DETAILS Rated Pilot Water Recovery Input Standby Tank Light Heater Name Efficiency AFUE (kBtuh) Loss .R -value (Btuh) StandardGas 78% -- 108.00 -- -- -- HYDRONIC DISTRIBUTION AND TERMINALS Pipe ' Pipe .Insul Insul System/Name Type Number run (ft) diam (in) thck lin) R -value -----=-------- ------------- ------ -------- --------- --------- ------- None 1 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153. 06 -Dec -03 ------------------- SPECIAL FEATURES, REMARKS, AND NOTES 1. Heating duct register location: Ceiling. , 2. Cooling duct register location: Ceiling. -------------------------------------------------------------------------------- J 3 'i CERTIFICATE OF COMPLIANCE: Residential Page 1 CF -1R Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153 06 -Dec -03 Project Address: Average Ceiling Height: QUARRY VILLA LACOB 4087 LA QUINTA, CA 92253 Building Type:- SFD Building Title: QUARRY VILLA LACOB 4087 SQ. FT Building Permit # Document Author: DREAM ENGINEERING INC, (760)773-4478 0.34 ------------ 0.34 Telephone: None Plan Check / Date Compliance Method:" CALRES2 1.4.02 Field Check / Date Climate Zone: 15 South 304.1 GENERAL INFORMATION Conditioned Floor Area: 4087 ft2 Fenestration Fenestration Average Ceiling Height: 12'0".ft-in Type/Orientation ----------------- (ft2) ----- Building Type:- SFD Single Family Detached and•Fins -------- Building Front Orientation: 30 deg (North) 0.34 ------------ 0.34 Glazing Area, % of Floor Area: 18.3% None Window East Average Fenestration U-Value:0.34 0.35 0.36 BugScrn Average Fenestration SHGC: 0.34 South 304.1 0.34 Number of Stories: 1 None Window West Number of Dwelling Units: 1.00 0.35 BugScrn None Floor Construction Type: ' Slab on grade BUILDING SHELL INSULATION Cavity Sheathing Component Insul Insul Total Assembly Type R -value R -value R -value U -value Location/Comments Door 0 -- "3.03 0.330 Unconditioned Wall 19 0 15.38 0.065 Unconditioned Wall 19 0 15.38 0.065 Unconditioned Wall 19 q 15.38 0.065 Unconditioned Wall- 19 0 15.38 0.065 Unconditioned Ceiling 38 0 41.67 0:024 Attic Floor 0 0 3.38 0.295 Grade Slab Perimeter r 0 0 0 0.507 Unconditioned Slab Perimeter 0 0 0 0.756 Outside FLOOR TYPES AND AREAS Construction Type .Area (ft2) Conditioned? Exterior Conditions/Descripti Slab 4087 -------- ------------------------- Yes Grade FENESTRATION Area Fenestration Fenestration Exterior Overhang Type/Orientation ----------------- (ft2) ----- .U -factor ------------ SHGC Shading and•Fins -------- Window North 106.0 0.34 ------------ 0.34 ---------- BugScrn None Window East 156.2 0.35 0.36 BugScrn None Window South 304.1 0.34 0.35 BugScrn None Window West 182.0 0.34 0.35 BugScrn None ui �. CERTIFICATE OF COMPLIANCE: Residential Page 2 CF -1R Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153 06 -Dec -03 THERMAL MASS Area Thick Type Cover (ft2) (in). Location/Comments None HVAC SYSTEMS Refrigerant ,Distribution System Charge and Location Type Efficiency Airflow TXV and R -value -------------------------- ---------- ----------- ------------ ------- Furnace 0.80 AFUE N/A Attic R-4.2 Air cond. - central split 12.00 SEER No Attic R-4.2 f HVAC DISTRIBUTION EFFICIENCY DETAILS Duct Leakage Supply, Target Duct Surface RCCA Manual D (leakage cfm/ System Name Area Design % of fan cfm) Fan CFM CEC 100%R4.2 1103 No n/a 2861 WATER HEATING SYSTEMS Distrib Water Water # of Energy Volume System•Name Type Heater Name Heater Type Htrs.Factor (gal) ------------ -------- ------------ ----------------- ---- ------ ------ Standard Gas -----StandardGas Standard StandardGas Storage gas 1 0.62 65 Standard—Gas Standard StandardGas Storage gas 1 0.62 65 SPECIAL WATER HEATING SYSTEM CREDITS Solar savings Wood stove Wood stove System Name fraction boiler? boiler pump? ------------=----------------------------------- Standard—Gas- -- No No Standard Gas -- No No SPECIAL WATER HEATER/BOILER DETAILS Rated Pilot Water Recovery Input Standby Tank Light He.ater Name Efficiency AFUE (kBtuh) Loss R -value (Btuh) ---------------------- ------------------------- ------ StandardGas 785 -- 108.00 -- -- -- J 0 CERTIFICATE OF COMPLIANCE:*Residential Page 3 CF -1R Project Title: QUARRY VILLA 4087 SQ. FT. Run: 153 06 -Dec -03 HYDRONIC DISTRIBUTION AND TERMINALS Pipe Pipe Insul Insul System/Name Type Number run (ft) diam (in) thck Jin) R -value ---- --------- None SPECIAL FEATURES, REMARKS, AND NOTES 1. Heating duct register location: Ceiling. 2. Cooling duct register location: Ceiling. COMPLIANCE STATEMENT .This certificate of compliance lists.the building features and performance specifications needed to comply with the Energy Standards in Title 24, Parts 1 and 6, of the California Code of Regulations, and the Administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features, Remarks, and Notes section.... DESIGNER OR OWNER DOCUMENTATION AUTHOR MARSH & ASSOCIATES DREAM ENGINEERING INC, (760)773-4478 MARSH & ASSOCIATES 720.266 2 .8-2 ; Cert' icat'on `Z z � Si ed Date ENFORCEMENT AGENCY Name: Title: Agency: Telephone: Signed Date MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page.1 of i) W -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the complia_ace approach used Items marked with an asterisk (') may be superseded by more stringent compliance. requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsew:iere in the documents. or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures: § 150(a): Minimum R-19 ceiling insulation. X ' § 150(b): Louse fill insulation manufacturer's labeled R -Value. " § 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -Factor in metal Sarno walls �/ does nota 1 to exterior mass walls). X • §150(d): Minimum R-13 raised floor insulation in Samed floors. 1[ §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission tate no eater than 2.0 inch. §l18: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors, and Infiltration/Ex-filtration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field -fabricated) have label with certified U -Factor, certified Solar Heat `� Gain Coefficient (SHGC), and infiltration certification. /x` 3. Exterior doors and windows weathcrstrippcd; all joints and penetrations caulked and sealed. §150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(t): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. x § 150(e): installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -buil[ fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Plumbing System Measures: § 110-§ 113: HVAC equipment, water heaters, showenccads and faucets certified by the Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, S1v1ACNA or ACCA. §130(i): Setback thermostat on all applicable heating and/or cooling systems: § 1506) Pipe and tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tarok, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, untired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/extenal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot wale• systems. " 5. Cooling system piping below 55" F insulated. 6. Piping insulated between heating sow -cc and indirect hot water tank. Compliance Forms August 2001 A-5 MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 2 of 2) MF -1R Note: Lowrise residential buildings subject to the Suindards must contain these treasures regardless of the compliance approach used. Items [narked with an asterisk (') may be superseded by more stringent compliance requirements listed on he Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be cor-sidered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) ° §150(m): Ducts and Fans L All ducts and plenums installed, sealed and insulated to meet tate requirement of the 1998 CMC Sections 601, 603, 604, and Standard 6-3; ducts insulated to a minimum installed level of R4? or enclosed entirely to conditioned space. Openings shall be sealed with drastic, tape, aerosol sealant, or other duct -closure system that meets the applicable rcquircments of UL 181, UL 181A, or UL 181B. If ruastic of tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and scams of duct systems and their components shall not be scaled with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities Lind support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and dmwbands. 4. Exhaust fan systems have back draft or automatic datupers. 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. § 114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no " electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. 'A\ § 115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no - continuously burning pilot light. (Exception: Non -electrical cooking applituices with pilot < 150 Btu/hr) §118(1): Cool Roof material meet specified criteria Lighting Measures: § 150(k) I.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily �[ accessible lighting control panel at an entrance to the kitchen. ' \ § 150(k)2.: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in § 150(k)2.; and incandescent recessed ceiling fixtures are IC (insulation cover) approved. Compliance Forms August 2001 A-6 INSTALLATION CERTIFICATE (Page 1 of 13) CF -6R Site Address Permit Number An installation certificate is required to be posted at the building site or made available for all appropriate inspections. (The information provided on this form is required; however, use of this form to provide the information is optional.) After completion of final inspection, a copy must be provided to the building department (upon request) and the building owner at occupancy, per Section 10-103(b). HVAC SYSTEMS: Heating Equipment Equip. # of Efficiency Duct Duct or Fleabag Heating Type (pkg. - CEC Certified Mfr Name Identical (AFUE, etc.)' Location Piping Lour- Capacity heat nurnn) and Model Numbu' Systems hCf- IR valuel (attic. etc.) R -value (Btu/}i) (Btu/hr) Cooling Equipment Equip. CEC Certified Compressor- # of Efficiency Duct COOL-% Cooling Type (pkg. Unit Mfr Name mid Identical (SEER, etc.)' Location Duct Loaf - Capacity heat ounw) Model Number SyStC1136 2CF-IR valucl (attic. etc.) R -value (Btu/hr) (Btu/hr) 1. > reads greater than or equal to. I, the undersigned, verify that equipment listed above is: 1) is the actual equipment installed, 2) eglivalent to or more efficient than that specified in the certificate of compliance (Form CF -1R) submitted for compliance with the Energy Efficiency Standardv for residential buildings, and 3) equipment that meets or exceeds the appropriate requirements for manufactured devices (from the Appliance Efficiency Regulations or Part 6), where applicable. Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR. Owner WATER HEATING SYSTEMS: Distribution , If Recti•- # of Rated' Tank Effi- External Heater CEC Certified M& Type (Std, culation, Identical Input (kW Volume ciencX Standby' Insulation Type Name & Model Number Point -of -Use) Control Type Systems or Btu/hr) (gallons) (EF, RE) Loss (%) R -valuer 2 For small gas storage (rated input of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, fist Energy Factor. For large gas storage water heaters (rated input of greater than .75,000 Bttdhr), list Recovery Efficiency, Standby Loss and Luted Input. For instantaneous gas water heaters, fist Recovery Efficiency and Rated Input. 3. R-12 external insulation is mandatory for storage water heaters with an energy factor of less than 0.58. Faucets & Shower Heads: All faucets and showerheads installed are certified to the Commission, pursuant to Title 24, Part 6, Section 111. I, the undersigned, verify that equipment listed above my signature is: 1) the actual equipment installed; 2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -1R) submitted for compliance with the Energy Efficiency Standards for residential buildings; and 3) equipment that meets or exce.ds the appropriate requirements for manufactured devices (from the Appliance Ejficiency Regulations or Part 6), where ztplicable. Signature, Date COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Installing Subcontractor (Co. Name) CR General Contractor (Co. Name) OR Owner Compliance Forms . August 2001 A-23 INSTALLATION CERTIFICATE (Page 2 of 13) CF -6R Site Address Permit Number FENESTRATION/GLAZING: Totul ` Quantity ' Product Product of Like Exterior Shading U-Faciur' (s SHGC' (5 # of Product Square Device or Cor uuents/Locadon/ Manufacturer/BtvndName CF-IRvalue)'- CF-1Rvalue)' Panes (Optional) Feet Overhane Special Features (GROUP LIKE PRODUCTS) 2.L 3. -- — — 4 — — — -- — — 5. -- 6 — — — — 6. --- — .10.-- — — 11.- 12. — — — 13. — — — -- 13. _— — — 4. 15. — — — Manufactured fenestration products use the values from the product label. Field fabricated fenestration products use the default values from Section 116 of the Energy Efficiency Standards. ' Installed U -Factor must be less than or equal to values from CF -1R. Installed SHGC must be less thar_ or equal to values from CF -1R, or a shading device (exterior or overhang) is installed as specified on the CF -1R. Altern3tively, installed weighted average U -Factors for the total fenestration area are less than or equal to values from CF -1R I, the undersigned, verify that the fenestration/glazing listed above my signature: 1) is the actual fenestration product installed; 2) is equivalent to or has a lower U -Factor and lower SHGC than that specified in the certifkate of compliance (Form CF -1R) submitted for compliance with the Energy Efficiency Standards for residential bui dings-, and 3) the product meets or exceeds the appropriate requirements for manufactured devices (from Part 6), where applicable. Item #s Signature, Date Installing Subcontractor (Co. Mame) OR (if applicable) General Contractor (Co. Nama OR Owner OR Window Distributor rtcut rtb (if applicable) Item #s (if applicable) Signature, Date Signature, Date COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Compliance Forms Installing Subcontractor (Co. Mame) OR General Contractor (Co. Namep OR Owner OR Window Distributor Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner OR Window Distributor , August 2001 A-24 1 INSTALLATION CERTIFICATE (Page 3 of 13) CF -6R Site Address Permit Number DUCT LEAKAGE AND DESIGN DIAGNOSTICS ❑ DUCT LEAKAGE REDUCTION Pressurization Test Results (CFM @ 25 PA) Test Leakage (CFM) Fan Flow If Fan Flow is Calculated as 400 cf n/ton x number of tons, or as 21.7 x Heating Capacity in Thousands of Btu/hr, enter calculated value here If fan flow is measured, enter measured value here Leakage Fraction = Test Leakage/(Measured or Calculated Fan Flow) _ Pass if leakage fraction:5 0.06 ❑ ❑ Pass Fail ❑ For AEROSOL TYPE SEALANTS ONLY - The following diagnostic testing was completed Duct Fan Pressurization at rough-iri measured leakage (CFM) CHECK AFTER FINISHING WALL: ❑ -Yes ❑ No ❑ Pressure pan test or House pressurization test ❑ Yes ❑ No ❑ Visual Inspection of Duct Connections ❑ ❑ Pass Fail ❑ THERMOSTATIC EXPANSION VALVE ❑ Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ ❑ Yes is a pass Pass Fail ❑ DUCT DESIGN 1. ❑ Yes ❑ No ACCA Manual D Design calculations have been completed, Duct Design is on the plans and duct installation [Hatches plans. 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1R. Measured Fan Flow = Yes for both 1 and 2 is a Pass Pass Fail ❑ I, the undersigned, verify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for compliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.] Tests Signature, Date Performed COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Installing Subcontractor (Co. =dame) OR General Contractor (Co. Name) Compliance Forms August 2001 A-25 INSTALLATION CERTIFICATE (Page 4 of 13) CF -6R Site Address Permit Number REFRIGERANT CHARGE AND AIRFLOW MEASUREMENT. Verification for Required Refrigerant Charge and Adequate Airflow for Split System Space Cooling Systems without Thermostatic Expansion Valves Outdoor Unit Serial # Outdoor Unit Make _ Outdoor Unit Model Cooling Capacity ^ _ Btu/hr Date of Verification Date of Refrigerant Gauge Calibration (must be checked monthly) Date of Thermocouple Calibration (must be checked monthly) Standard Charge and Airflow Measurement (outdoor air dry-bulb 55 OF and above) Note: The system should be installed and charged in accordance with the manufacturer's specifications before starting this procedure. Measured Temperatures Supply (evaporator leaving) air dry-bulb temperature (Tsupply, db) OF Return (evaporator entering) air dry-bulb temperature (Tretum, db) OF ' Return (evaporator entering) air wet -bulb temperature (Treturn, wb) OF Evaporator saturation temperature (Tevaporator, sat) OF Suction line temperature (Tsuction, db) OF Condenser (entering) air dry-bulb temperature (Tcondenser, db) °F Superheat Charge Method Calculations for Refrigerant Charge Actual Superheat = Tsuction, db — Tevaporator, sat OF Target Superheat (from Table 1) OF Actual Superheat—Target Superheat OF (System.passes if between -5 and +5°F) Temperature Split Method Calculations for Adequate Airflow Actual Temperature Split = T return, db - Tsupply, db OF :Target Temperature Split (from Table 2) OF Actual Temperature Split - Target Temperature Split OF (System passes if between -3°F and +3°F or, upon remeasurement, if between +3°F and -25°F) Standard Charge and Airflow Measurement Summary: System shall pass both refrigerant charge and adequate airflow calculation criteria from the same measurements. If corrective actions were taken, both criteria must be remeasured and recalculated System Passes yes or no Compliance Forms August 2001 A-26 N INSTALLATION CERTIFICATE (Page 5 of 13) CF -6R Site Address Permit Number Alternate Charge and Airflow Measurement (outdoor air dry-bulb below 55 °F): Weigh -In Charging Method for Refrigerant Charge Actual liquid line length: ft. Manufacturers Standard liquid line length: ft. Difference (Actual — Standard): g Manufacturers correction (ounces per foot) x difference in length = ounces (+ = add) (- = remove) Measured Airflow Method for Adequate Airflow Airflow criterion: Cooling Capacity X 0.032 = CFM Measured Airflow is CFM and passes since it is greater than the criterion. Alternate Charge and Airflow Measurement Summary: System charge shall be corrected and it shall also pass measured adequate airflow criterion. System Passes yes or no Compliance Forms INSTALLATION CERTIFICATE (Page 6 of 13) CF -6R Site Address Permit Number Table K-1: Target Superheat (Suction Line Temperature - Evaporator Saturation Temperature) Compliance Forms August 2001 A-28 Return Air Wet -Bulb Temperature (°F) T-�.o 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 1 66 1 67 68 69 70 71 1 72 73 74 75 1 76 55 8.8 10.1 11.5 12.8 14.2 15.6 17.1 18.5 20.0 21.5 23.1 24.6 26.2 27.8 29.4 31.0 32.4 33.8 35.1 36.4 37.7 39.0 40.2 4i.5 42.7 43.9 45.0 56 8.6 8.3 7.9 7.5 7.0 9.9 9.6 9.3 8.9 8.4 11.212.6 11.0 10.6 10.2 9.8 12.3 12.0 11.6 11.2 14.0 13.7 13.4 13.0 12.6 15.4 15.1 14.8 14.4 14.0 16.8 16.5 16.2 15.8 15.4 18.2 17.9 17.6 17.2 16.8 19.7 19.4 19.0 18.6 18.2 21.2 20.8 20.4 20.0 19.6 22.7 22.3 21.9 21.4 21.0 24.2 23.8 23.3 22.9 22.4 25.7 25.3 24.8 24.3 23.8 27.3 26.8 26.3 25.7 1 25.2 28.9 28.3 27.8 27.2 26.6 30.5 29.9 29.3 28.7 1 28.1 31.8 31.3 30.7 30.1 29.6 33.2 32.6 32.1 31.5 31.0 34.6 34.0 33.5 32.9 32.4 35.9 35.3 34.8 34.3 1 33.7 37.2 36.7 36.1 35.6 35.1 38.5 38.0 37.5 36.9 36.4 39.7 39.2 38.7 38.3 37.8 41.0 40.5 40.0 39.5 39.1 42.2 41.7 41.3 40.8 40.4 43.4 43.0 42.5 42.1 1 41.6 44.6 44.2 43.7 43.3 42.9 57 58 59 60 61 6.5 6.0 5.3 7.9 7.4 6.8 6.1 5.4 9.3 8.8 8.3 7.6 7.0 10.7 10.2 9.7 9.1 8.5 12.1 11.7 11.1 10.6 10.0 13.5 13.1 12.6 12.0 11.5 14.9 14.5 14.0 13.5 12.9 16.3 15.9 15.4 14.9 14.3 17.7 17.3 16.8 16.3 15.8 19.1 18.7 18.2 17.7 17.1 20.5 20.1 19.6 19.0 18.5 21.9 21.4 20.9 20.4 19.9 23.3 22.8 22.3 21.7 21.2 1 24.7 24.2 23.6 23.1 22.5 26.1 25.5 25.0 24.4 23.8 27.5 27.0 26.4 25.8 25.2 29.0 28.4 27.8 27.3 26.7 30.4 29.9 29.3 28.7 28.2 31.8 31.3 30.7 30.2 29.7 33.2 32.7 32.2 31.6 31.1 34.6 34.1 33.6 33.0 32.5 35.9 35.4 34.9 34.4 33.9 37.3 36.8 36.3 35.8 35.3 38.6 38.1 37.7 37.2 36.7 39.9 39.4 39.0 38.5 38.1 41.2 40.7 40.3 39.9 39.4 42.4 42.0 41.6 41.2 40.8 62 63 64 65 G L d E 66 6.3 5.5 - 7.8 7.1 6.3 5.5 - 9.3 8.7 8.0 7.2 6.4 10.8 102 19.5 8.8 8.1 12.3 11.7 11.1 10.4 9.7 13.8 13.2 12.6 11.9 11.2 15.2 14.6 14.0 13.4 12.7 16.6 16.0 ] 5.5 14.8 14.2 18.0 17.4 16.8 16.3 15.7 19.3 18.8 18.2 17.6 17.0 20.7 20.1 19.5 19.0 18.4 22.0 21.4 20.8 20.3 19.7 23.2 22.7 22.1 21.5 20.9 24.6 24.1 23.5 22.9 22.3 26.1 25.6 25.0 24.4 23.9 27.6 27.1 26.5 26.0 25.4 29.1 28.6 28.0 27.5 27.0 30.6 30.1 29.5 29.0 28.5 32.0 31.5 31.0 30.5 30.0 33.4 33.0 32.5 32.0 1 31.5 34.9 34.4 33.9 33.4 33.0 36.3 35.8 35.3 34.9 34.4 37.6 37.2 36.8 36.3 35.9 39.0 38.6 38.1 37.7 37.3 40.4 39.9 39.5 39.1 38.7 67 68 69 70 F a e x 71 5.6 i 7.3 6.4 5.6 - 8.9 8.1 7.3 6.5 5.6 10.5 9.8 9.0 8.2 7.4 12.1 11.4 10.7 9.9 92 13.6 12.9 12.2 11.5 10.8 15.0 14.4 13.7 13.1 12.4 16.4 15.8 15.2 14.5 13.9 17.8 17.2 16.6 15.9 15.3 19.1 18.5 17.9 17.3 16.7 20.3 19.7 19.2 18.6 18.0 21.7 21.2 20.6 20.0 19.4 23.3 22.8 22.2 21.6 21.1 24.9 24.3 23.8 23.2 22.7 26.4 25.9 25.4 24.8 24.3 28.0 27.4 26.9 26.4 25.9 29.5 29.0 28.5 28.0 27.5 31.0 30.5 30.0 29.5 29.1 32.5 32.0 31.5 31.1 30.6 34.0 33.5 33.1 32.6 32.2 35.4 35.0 34.6 34.1 33.7 36.9 36.5 36.0 35.6 35.2 38.3 37.9 37.5 37.1 36.7 72 73 74 75 t d z c U 76 - 6.6 5.7 8.4 7.5 6.7 5.9 - 10.1 9.3 8.5 7.7 6.9 11.7 11.0 10.2 9.5 8.7 13.2 12.5 11.8 11.1 l0.4 14.7 14.0 13.4 12.7 12.0 16.1 15.4 14.8 14.2 13.5 17.4 16.8 16.2 15.6 15.0 18.9 18.3 17.7 17.1 16.6 20.5 20.0 19.4 18.8 183 22.1 21.6 21.1 20.5 20.0 23.8 232 22.7 22.2 21.7 25.4 24.9 24.4 23.8 23.3 27.0 26.5 26.0 25.5 25.0 28.6 28.1 27.6 27.1 26.7 30.1 29.7 29.2 28.8 28.3 31.7 31.3 30.8 30.4 29.9 33.3 32.8 32.4 32.0 31.6 34.8 34.4 34.0 33.6 33.2 36.3 36.0 35.6 35.2 34.8 77 78 79 80 g 1 6.0 5.2 - 7.9 7.1 6.3 5.5 9.7 8.9 8.2 7.4 6.6 11.3 10.6 9.9 9.2 8.5 12.9 12.2 11.6 10.9 10.3 14.3 13.7 13.1 12.5 1 11.9 16.0 ] 5.4 14.9 14.3 13.7 17.7 17.2 16.6 16.1 15.5 19.4 18.9 18.4 17.8 17.3 1 21.1 20.6 20.1 19.6 19.0 22.8 22.3 21.8 21.3 20.8 24.5 24.0 23.5 23.0 22.6 26.2 25.7 25.2 24.8 24.3 27.9 27.4 26.9 26.5 26.0 29.5 29.1 28.6 28.2 27.8 31.2 30.7 30.3 29.9 29.5 32.8 32.4 32.0 31.6 31.2 34.4 34.0 33.7 33.3 32.9 82 83 84 85 86 1 5.8 5.0 - 7.8 7.0 0.3 5.5 9.6 8.9 8.2 7.5 6.8 11.3 10.6 10.0 9.4 8.8 13.2 12.6 12.0 11.5 1 10.9 15.0 14.4 17.9 13.3 12.8 16.7 16.2 15.7 15.1 14.6 18.5 18.0 19.5 17.0 16.5 20.3 19.8 17.3 18.8 18.3 22.1 21.6 21.1 20.6 20.1 1 23.8 23.4 22.9 22.4 22.0 25.6 25.1 24.9 24.3 23.8 27.3 26.9 26.5 26.1 25.6 29.1 28.7 28.3 27.9 27.5 30.8 30.4 30.1 29.7 29.3 32.6 32.2 31.:8 31.5 31.1 87 89 90 Compliance Forms August 2001 A-28 e INSTALLATION CERTIFICATE (;Page 7 of 13) CF -6R Site Address Permit Number Table K-1: Target Superheat (Suction Line Temperature - Evaporator Saturation Temperature) (continued) ' Compliance Forms August 2001 A-23 Return Air Wet -Bulb Temperature ff) T return. wn 50 1 51 52 53 54 55 56 1 57 58 59 1 60 6J 62 1 63 64 65 66 67 68 69 70 1 71 72 73 74 1 75 76 91 - - - 6.1 8.1 10.3 12.2 14.1 15.9 17.8 19.7 21.5 23.4 25.2 27.1 28.9 30.8 5.4 7.5 9.8 11.7 13.5 15.4 17.3 19.2 21.! 22.9 24.8 26.7 28.5 30.4 92 - 6.8 9.2 11.1 13.0 14.9 16.8 18.7 20.6 22.5 24.4 26.3 28.2 30.1 93 6.2 8.7 10.6 12.5 14.4 16.3 18.2 20.2 22.1 24.0 25.9 27.8 29.7 94 5.6 8.1 10.0 12.0 13.9 15.8 17.8 19.7 21.6 23.6 25.5 2?.4 29.4 95 96 - - 7.5 7.0 9.5 8.9 11.4 10.9 13.4 12.9 15.3 14.9 17.3 16.8 19.2 18.8 21.2 20.8 23.2 22.7 25.1 24.7 27.1 26.7 29.0 28.7 97 `o _ _ _ _ _ _ _ _ _ _ _ _ _ - 6.4 8.4 10.4 12.4 14.4 16.4 18.3 20.3 22.3 24.3 26.3 28.3 '98 5.8 7.9 9.9 11.9 13.9 15.9 17.9 19.9 21.9 24.0 26.0 28.0 99 5.3 7.3 9.3 11.4 13.4 15.4 17.5 19.5 21.5 23.6 25.6 27.7 100 (✓ s t A t 101 102 103 104 -1 -05 I - 6.8 6.2 5.7 5.2 8.8 8.3 7.8 7.2 6.7 10.9 10.4 9.9 9.3 8.8 12.9 12.4 11.9 11.5 1 11.0 15.0 14.5 14.0 13.6 13.1 17.0 16.6 16.1 15.7 15.2 19.1 18.6 18.2 17.8 17.4 21.1 20.7 20.3 19.9 19.5 23.2 22.8 22.4 22.1 21.7 25.3 24.9 24.5 24.2 23.8 1,26.0 27.3 27.0 26.7 26.3 106 6.2 5.7 8.3 7.9 10.5 10.0 12.6 12.2 14.8 14.4. 17.0 16.6 19.1 18.7 21.3 21.0 23.5 23.2 25.7 25.4 107 i c 5.2 - 7.4 6.9 9.5 9.1 11.7 11.3 13.9 13.5 16.1 15.7 18.4 18.0 20.6 20.2 22.8 22.5 25.1 24.7 108 109 U 6.4 8.6 10.8 13.1 15.3 17.6 19.9 22.1 24.4 ] 10 11J 5.9 8.1 10.4 12.6 14.9 17.2 19.5 21.8 24.1 I 5.4 7.6 9.9 12.2 14.5 16.8 19.1 21.5 23.8 112 - 7.2 9.5 11.8 14.1 16.4 18.8 21.1 23.5 113 6.7 9.0 11.4 13.7 16.1 18.4 20.8 23.2 114 6.2 8.6 1U.9 ]3.3 15.7 I8.1 20.5 22.9 115 Compliance Forms August 2001 A-23 INSTALLATION CERTIFICATE (Page 8 of 13) CF -6R Site Address Permit Number + Table K-2: Target Temperature Split (Return Dry -Bulb - Supply Dry -Bulb) Return Air Wet -Bulb (°F) (T return, wb) 50 1 51 1 52 53 54 55 56 57 58 59 60 1 61 62 63 1 64 65 66 1 67 68 69 1 70 71 72 73 74 75 1 76 70 20.9 20.7 20.6 20.4 20.1 19.9 19.5 19.1 18.7 18.2 17.7 17.2 16.5 15.9 15.2 14.4 13.7 12.8 11.9 11.0 10.0 9.0 7.9 6.8 5.7 4.5 3.2 L H 71 21.4 21.9 22.5 23.0 23.6 21.3 21.8 22.4 22.9 23.5 21.1 21.7 22.2 22.8 23.3 20.9 21.5 22.0 22.6 23.1 20.7 21.2 21.8 22.3 22.9122.6 20.4 20.9 21.5 22.0 20.1 20.6 21.2 21.7 22.2 19.7 20.2 20.8 21.3 21.9 19.3 19.8 20.3 20.9 21.4 18.8 19.3 19.9 20.4 21-.0 18.3 18.8 19.4 19.9. 20.4 17.7 18.2 18.8 19.3 19.91 17.1 17.6 18.2 118.7 19.3 16.4 17.0 17.5 18.1 18.6 15.7 16.3 16.8 17.4 17.9 15.0 15.5 16.1 16.6 17.2 14.2 14.713.9 15.3 15.8 16.4 13.4 _14.4 15.0 15.5 12.5 13.0 13.6 14.1 14.7 11.510.6 12.1 12.6 13.2 13.7 11.1 11.7 12.2 12.7 9.5 10.1 10.6 11.2 11.7 8.5 9.0 9.6 10.1 10.7 7.4 7.9 8.5 9.0 9.5 6.2 6.8 7.3 7.8 8.4 5.0 5.6 6.1 6.6 7.2 3.8 4.3 4.8 5.4 5.9 72 73 74 75 z A d 76 24.1 - 24.0 24.6 23.9 24.4 23.7 24.2 24.7 - 23.4 24.0123.7 24.5 - 124.8 , 23.1 i 24.2 - 22.8 23.3 23.9 24.4 25.0 22.4 22.9 23.5 2.4.0 24.6 22.0 22.5 23.1 23.6 24.2 21.5 22.0 22.6 23.1 23.7 21.0 21.5 22.1 22.6 23.2 20.4 21.0 21.5 22.1 22.6122.0 19.8 20.4 120.9 121.4 19.2 19.7 20.2 20.8 21.3 18.5 19.0 19.5 20.1 20.6 17.7 18.3' 18.8 19.3 19.9 16.9 17.5 18.0 15.5 19.1 16.1 16.6 17.2 17.7 18.3 15.2 15.7 16.3 16.8 17.4 14.3 14.8 15.4 15.9 16.4 13.3 13.8 14.4 14.9 15.5 12.3 12.8 13.4 13.9 14.4 11.2 11.7 12.3 12.8 13.4 10.1 10.6 11.2 17.7 12.3 8.9 9.5 10.0 10.6 11.1 7.7 8.3 8.8 9.4 9.9 6.5 7.0 7.6 8.) 8.7 77 78 79 80 a 0.' 81 - 25.1 24.7 25.2 - - 24.2 24.8 25.3 25.9 23.7 24.2 24.8 25.3 23.1 23.7 24.2 24.8 22.5 23.1 23.6 24.2 21.9 22.4 23.0 23.5 21.2 21.7 22.3 22.8 122.1 20.4 21.0 21.5 19.6 20.2 20.7 21.3 18.8 19.3 19.9 20.4 17.9 18.5 19.0 19.5 17.0 17.5 18.1 18.6 16.0 16.6 17.1 17.6 15.0 15.5 '16.1 16.6 13.9 14.5 15.0 15.6 12.8 13.4 13.9 14.4 11.7 12.2 12.7 13.3 10.4 11.0 11.5 12.1 9.2 9.7 10.3 10.8 82 83 84 Compliance Forms August 2001 A-30 INSTALLATION CERTIFICATE (Page 9 of 13) CF -6R .Site Address Permit Number DUCT LOCATION AND AREA REDUCTION DIAGNOSTICS ❑ DUCT IN CONDITIONED SPACE ❑ Yes ❑ No Duct in conditioned space criteria matches CF -1 R ❑ ❑ Yes is a Pass Pass Fail ❑ REDUCED DUCT SURFACE AREA Measured duct exterior surface area in the following unconditioned duct locations (square feat): Attics Crawlspaces Basements ` Other (e.g., garages, etc.) ❑ Yes ❑ No Duct surface area matches CF -1 R? ❑ ❑ Yes is a Pass Pass Fail ❑ I, the undersigned, verify that the duct surface area and duct locations claimed for duct surface area reductions and duct location improvements beyond those covered by default assumptions match those on the plans. [The budder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying tLat diagnostic testing and installation meet the requirements for compliance credit.] Tests Signature, Date Installing Subcontractor (Co. Name) OR Performed General Contractor (Co. Name) COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Compliance Forms August 2001. A-31 11 _k;, " INSTALLATION CERTIFICATE (Page 10 of 13) . CF -6R -Site Address Permit Number. BUILDING ENVELOPE LEAKAGE DIAGNOSTICS LJ ENVELOPE SEALING INFILTRATION REDUCTION Diagnostic Testing Results 111, the undersigned, verify that the building envelope leakage meets the requirements claimed for builcing leakage reduction below default assumptions as used for compliance on the CF -1R. This is to certify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for •-ompliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or s .Ab -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.) Test Performed Signature Date COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Testing Subcontractor (Co. Nanw) OR General Contractor (Co. Name) Compliance Forms August 2001 A-32 Building Envelope Leakage (CFM @ 50 Pa) as measured by Rater 1 ❑ ❑ Is measured envelope leakage less than or equal to the required level from Yes No CF -1R? 2. ❑ ❑ Is Mechanical Ventilation shown as required on the CF -1R? Yes No 2a. ❑ ❑ If Mechanical Ventilation is required on the CF -1R (Yes in line 2), has it Yes No been installed? 2b. ❑ ❑ Check this box yes if mechanical ventilation is required (Yes in line 2) Yes No and ventilation tan watts are no greater than shown on CF -1R. Measured Watts = 3. ❑ ❑ Check this box yes if measured building infiltration (CFM @ 50 Pa) is Yes No greater than the CFM @ 50 values shown for an SLA of 1.5 on CF -1R (If this box is checked no, mechanical ventilation is required.) 4. ❑ ❑ Check this box yes if measured building infiltration (CFM @ 50 Pa) is less Yes No than the CFM @ 50 values shown for an SLA of 1.5 on CF -1R, mechanical ventilation is installed and house pressure is greater than minus 5 Pascal with all exhaust tans operating. Pass if: Pass Fail d. Yes in line 1 and line 3, or e. Yes in line 1 and hne2, 2a, and 2b, or f Yes in line 1 and Yes in line 4. Otherwise fail. 111, the undersigned, verify that the building envelope leakage meets the requirements claimed for builcing leakage reduction below default assumptions as used for compliance on the CF -1R. This is to certify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for •-ompliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or s .Ab -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.) Test Performed Signature Date COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Testing Subcontractor (Co. Nanw) OR General Contractor (Co. Name) Compliance Forms August 2001 A-32 INSTALLATION CERTIFICATE (Page 11 of 13) CF -6R Site Address Permit Number The following is an explanation of many of the input values required on this form' HVAC SYSTEMS ReatinQ Eauinment Tune mwzt he rine of the fA11A%.iin Furnace: Gas (including Liquefied Petroleum Gases) or oil -fired central furnace & space heater ' Boiler: Gas or oil -fired boiler PckgHeatPump: Packaged central heat pump SplitHeatPump: Split central heat pump RooniHeatPump: Room heat pump LgPkgHeatPump: Large packaged heat pump (>_ 65,000 Btu/hr output) Electric: Electric resistance heating (fixed HSPF = 3.413); radiant electric resistance (fixed HSPF = 3.55) CombinedHydro: I Reference water heater under water heating systems below CEC Certified Manufacturer Name & Model Number from applicable Commission approved appliance directory. # of Identical Systems is for those systems with the same efficiency, duct location, duct R -value and capacity. Efficiency from applicable Commission certified appliance directory. Duct (or Piping) Location is attic, crawl space, CVC crawl space, conditioned space, unconditioned :.pace or none. Duct (or Piping) R -Value from Directory of Certified Insulation Materials and/or manufacturer's data Heating/Cooling Load refer to Commission approved load calculation procedure. Heating/Cooting Capacity from the applicable Commission certified appliance directory. Note: location elevations over 2,000 ft above sea level require a derating of output capacity (refer to manufacturer's literature). . Camino Enuinment Tvne mnct he rine of rhe fnllnwino- SplitAirCond: Split system air conditioner PckgAirCond: Packaged air conditioner Split Heat Pump: Split system heat pump PckgHeatPump: Packaged heat pump RoomHeatPump: Rooth heat pump LgPkgHeatPump: Large packaged heat pump (>_ 65,000 Btu/hr output). Substitute EER for SEER when SEER is not available RoomAirCond: Room air conditioner. Minimum SEER varies* LgPkgAirCond: Large packaged air conditioner (>_ 65,000 Btu/hr output). Substit.-ite EER for SEER when SEER is not available EvapDirect-. Direct evaporative cooling system. For compliance calculation p i poses, Mixed values: SEER = 11.0; duct location = attic; duct insulation R-valiae = 4:2 EvapIndirect: Indirect evaporative cooling system. For compliance calculation purposes, fixed values: SEER = 13.0; duct location = attic; duct insulation R-valse = 4.2 *Refer to Energy Commission publication Appliance Efficiency Regulations, P400-92-029 Compliance Forms, August 2001 A-33 {INSTALLATION CERTIFICATE (Page 12 of 13) CF-6R Site Address Permit Number 'The following is an explanation of many of the input values required on this form: WATER HEATING SYSTEMS Distribution Svstems Refer to Residential Afimual fnr mnre rlrTailc- Standard: Standard -- Supply pressure based system, no pumps Pipe Insulation: Pipe Insulation on all 3/4 -inch pipes POU/H WR: Point of Use/Hot Water Recovery System Recirc/NoControl: Recirculation loop with no controls Recirc/Timer: Recirculation loop with a timer Recirc/Temp: Recirculation loop with temperature control Recirc/Time+Temp: Recirculation loop with a timer and temperature control Recirc/Demand: Recirculation loop with demand control Water Heater Tvne Information Needed Energy Factor Storage Gas, Oil or Electric Yes Heat Pump Yes Instantaneous Gas No. Instantaneous Electric Yes Large Storage Gas No Indirect Gas (Boiler) No FENESTRATION /GLAZING No Information Needed Windows, sliding glass doors, French doors, skylights, garden windows, and Recovery Efficiency Standby Loss Rated Input No No No No No No Yes No No No No No Yes • Yes Yes Yes (AFUE) No Yes Fenestration: Windows, sliding glass doors, French doors, skylights, garden windows, and any door with more than one square foot of glass Operator Type: Slider, hinged, fixed U -Factor: Installed U -Factor must be less than or equal to value from CF -1R OR Installed weighted average U -Factor for the total fenestration area is less than orequal to value from CF -1R SHGC: Installed SHGC must be less than or equal to value from CF -1R OR Installed weighted SHGC for the total fenestration area is less than or equal to value from CF -1R OR An interior shading device, overhang, or exterior shading device is installed consistent with the CF -1R Shading Device: Include when the building complied using an exterior shading device: woven sunscreen, louvered sunscreen, low sun angle sunscreen, roll -down awning, roll -down blinds or slats (do not list bug screen), or an overhang (include depth in feet). Compliance Forms ki August 2001 A-34 INSTALLATION CERTIFICATE (Page 13 of 13) CF -6R Site Address Permit Number The following is an explanation of many of the input values required on the Diagnostic portion of this form (page 3 of 6): TYPE OF CREDIT Refer to Residential Umual Chapters 4 and 5 for more details: Reduced Duct Surface Area: Calculated as the outside area of the duct. Areas must be measured ind verified by a HERS rater. Improved Duct Location: Supply duct located in other than attic, as verified by location of registers (does not require HERS rater verification). Catastrophic Leakage: Pressure pan test readings must be less than 1.5 Pascal at a house pressure of 35 Pascal. TXV: Access cover required to facilitate verification. Infiltration Reduction: Infiltration is measured without mechanical ventilation operating. Mechanical ventilation is required for very tight house construction when credits for infiltration reduction using diagnostic testing are being used for achieving compliance. These very tight houses are defined as those:`with SLA of less than 1.5. The compliance documentation (CF -IR) will contain the measured CFM target value fiom a blower door test at 50 Pascal pressure difference that represents this SLA of 1.5. Mechanical ventilation is also required if the builder chooses to design the building to use mechanical ventilation and claims a credit for infiltration below an SLA of 3.0. The compliance documentation (CF -1R) will contain the measured CFM target value that represents this 3.0 SLA. If the builder claims credit in a design for infiltration reduction that is at an SLA of 3.0 or higher, and the actual measured SLA is 1.5 or greater, then mechanical ventilation is not required. If the SLA in this case were below 1.5, then mitigation (such as mechanical ventilation) would be required.. Compliance Forms August 2001 A-35 Engineering Incorporated 1981 20th Anniversary 2001 Consulting Electrical Engineers • - - 19031 MChwuy 1t# 6te. 200 72330 C awmi Lute Apple. Vu11cy, CA 92307 Palm Desert, CA 92260 _ Phone: (760) 242-3369 Phone: (760) 7734478 - ' Fax: (760)242-1092 Fax: (760)242-1092 " drentt)nctb�cltarter.net droandoc(&_aoLeom - FORM J EQUIPMENT LOADS PROJECT: 25 BTU/SQ FT DREAM ENGINEERING INC. 19031 HIGHWAY 18 - SUITE 200 - LACOB VILLA 4087 SQ FT APPLE VALLEY, CALIFORNIA (760)242-3369/F1092 LA QUINTA CA HTM HTM AREA/ BTU BTU NUMBER OF FLOORS 1 CLG HTG LENGTI CLG HTG -EXPOSED WALL (SQ FT) 4280 GROSS EXPOSED WALLS FOOTPRINT - PERIMETER (FT) 357 FIXED WINDOWS 38 314 0 11838 BUILDING DIMENSIONS (SQ FT) 4087 SLIDING WINDOWS 39 261 0 10124 CEILING HEIGHT (FT) 12.0 ' WINDOWS & NORTH 25 122 3054 DIRECTION FACING NORTH (30 DEGREES) GLASS DOORS: EAST 86 79' 6795.72 LOCATION LA QUINTA SOUTH 45 113 5104.8 SUMMER DESIGN OUTDOOR - 78 113 WEST 86 . 260 22387.52 - WINTER DESIGN OUTDOOR - 68 26 SKY LIGHTS 0 48 0 0 0 UBC 50% OCCUPANCY N/A OPAQUE DOORS 38 25 120 4560 3000 DISCLAIMER: NET EXPOSED WALL R19 1.9 2.0 4280 8133 8561 1.THE BUILDING HEAT LOSS & RESULTING MAXIMUM HEATING AVE CEILINGS R38 1.49 0.8 4087 6106 3433 EQUIPMENT OUTPUT CALCULATIONS IN THIS REPORT MEET THE CEILINGS (R#2) 0 0 CRITERIA OF TITLE 24. THIS MAXIMUM MAY BE EXCEEDED FLOOR (SLAB - PERIMETER) 0 28.3 357 0 10095 WHEN THE FURNACE IN THE SELECTED PRODUCT LINE MUST BE FLOOR (RAISED FLOOR) 0 0 0 0 LARGER TO MEET COOLING LOAD AIR FLOW REQUIREMENTS. SUBTOTAL BTUH LOSS 47051 2.THE BUILDING SENSIBLE HEAT GAIN CALCULATED IN THIS DUCT BTUH LOSS (15%) 7058 REPORT MEETS THE CRITERIA OF TITLE 24 AND MAY BE ' HEATING: TOTAL BUTH LOSS 54108 USED BY THE MECHANICAL CONTRACTOR IN EQUIPMENT PEOPLE & APPLIANCES 1200 SELECTION AND SYSTEM DESIGN. THE ARI STANDARD 210 SENSIBLE BTU GAIN 57341 RATED CAPACITY OF THE EQUIPMENT SELECTED MAY NEED DUCT BTU GAIN (15%) 8601 TO BE HIGHER THAN THAT STATED IN THE CALCULATIONS SUM OF SENSIBLE AND DUCT GAINS 65942 BECAUSE THE DE$IQN CONDITIONS FOR THE 10(-ATION ARF t COOLING' I U I AL b I UH VAIN (1 U'I'AL X 1.3) 81768 DIFFERENT FROM THE TEST CONDITIONS USED IN THE RATINGS. HTG UNIT SIZING = BTUH LOSS X 1.3 + 10 X AREA = 100701 BTU HEATING OUTPUT, MINIMUM REQUIRED CLG UNIT SIZING = BTUH GAIN X 1.15 = 104174 BTU COOLING SENSIBLE, MINIMUM REQUIRED MAHSH IL) I AL FRONT HEIGHT 12.0 Calculation Work Sheet - LACOB VILLA WALL AREA , House Perimeter 356.70 ORIENTATION - NORTH (30 DEGREES) _ •L .� /moi Garage Perimeter - Engineering Incorporated Slab 4,087.0 1981 20th Anniversary 2001 Area 4,087.0 Consulting Electrical Engineers glazing 746.91 0.38 ave. ceiling.height 12.0 19031 HlghwcLy 18 lite 200 72330 CH`pun Lane - 11.00 Apple valley, CA 92307 Palm Demi, CA 92260 0.34 0.38 Phone: (760) 212$369 Phone: (7611) 7734478 4.00 0.33 0.34 Fax: (760) 242-1092 Fax: (760) 242-1092 4.00 0.33 deeamloe!il hwrtee,set dreantloet@)nol.com MAHSH IL) I AL FRONT HEIGHT 12.0 W IHIAREA WALL AREA , AREA RIGHT FRONT 80.75 969.0 C2 GLAZING 1,171.2 0.34 GLAZING 969.0 CODE AREA u sc 0.38 CODE AREA u sc A 11.00 0.33 0.34 0.38 B 4.00 0.33 0.34 B 4.00 0.33 0.34 0.33 C2 16.50 0.38 0.39 B 4.00 0.33 0.34 0.33 C2 16.50 0.38 0.39 C 16.50 0.34 0.35 '0.33 C 16.50 0.34 0.35 C 16.50 0.34 0.35 0.33 C' 16.50 0.34 0.35 C1 16.50 0.34 0.35 0.33 C 16.50 0.34 0.35 D 22.00 0.34 0.35 0.33 D1 22.00 0.38 0.39 H 1.77 0.33 0.34 0.33 D1 22.00 0.38 0.39 0.33 0.34 0298 13.50 0.33 E 12.00 0.33 0.34 029A 6.75 0.33 0.34 0.33 E 12.00 0.33 0.34 029A 6.75 1 0.33 0.34 DREAM 105.77 0.33 0.34 154.50 0.35 0.36 MAHSH IL) I AL 146.91 HEIGHT 12.0 W IHIAREA WALL AREA , AREA u FRONT 80.75 969.0 C2 RIGHT 97.60 1,171.2 0.34 BACK 80.75 969.0 0.33 LEFT 97.60 1,171.2 22.00 0.38 4,280.4 BACK CODE GLAZING W IHIAREA AREA AREA u sc CODE C2 12.75 0.33 0.34 C2 12.75 0.33 0.34 D1 22.00 0.38 0.39 D1 22.00 0.38 0.39 D1 22.00 0.38 0.39 D1 22.00 0.38 0.39 E 12.00 0.33 0.34 E 12.00 0.33 0.34 E 12.00 0.33 0.34 F 9.00 0.33 0.34 F 9.00 '0.33 0.34 H 1.77 0.33 0.34 008 6.75 0.33 0.34 008 6.75 0.33 0.34 0108 13.50 0.33 0.34 01013 13.50 0.33 0.34 0108 13.50 0.33 0.34 OtOB 13.50 0.33 0.34 0298 13.50 0.33 0.34 029B 13.50 0.33 0.34 0298 13.50 0.33 0.34 029B 13.50 0.33 0.34 030 6.75 0.33 0.34 030 1 6.75 1 0.33 0.34 LEFT CODE -GLAZING W IHIAREA AREA AREA u sc CODE A 11.00 0.33 0.34 A 11.00 0.33 0.34 Al 11.00 0.33 0.34 Al 11.00 0.33 0.34 B 4.00 0.33 0.34 B 4.00 0.33 0.34 B 4.00 0.33 0.34 B 4.00 0.33 0.34 C1 16.50 0.38 0.39 G 17.00 0.33 0.34 H 1.77 0.33 0.34 K 87.10 0.34 0.34 1 304.1/ I U.341U.M II U.341U.30 I' I IoL.J/ I U.Jv I U.s9 1 SKYLIGHTS CODE CODE W IHIAREA AREA u sc 13.5 0108 TOTAL 016A - UNCOND UUUKS CODE W H AREA 008 13.5 0108 54.0 016A - UNCOND (15.6) 016B - UNCOND (5.3) 029A 13.5 029B 54.0 030 13.5 IUTAL111 f. Db I WEI PEI STRUCTURAL ENGINEERS, INC. ' Structural/Seismic/Forensic 931 W. Holt Blvd.-, Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (9)9) 937-0120 ' June 5 2003 WPSE Job #: 3.050M Structural Calculations for ' The Proposed Mozilo Villa for the.Quarry 'Ranch Project (S.F.R.)" at The Quarry of La Quinta, La Quinta, CA. • For Marsh & Associates, Inc. The Sheridan Plaza, 383 Inverness Drive South, Suite 190 ' Englewood, Colorado 80112 WEI PEI STRUCTURAL ENGINEERS, INC.go4y oFEssioN CITY OF LA QUINTA 00NG F'F�Gi BUILDING &SAFETY DEPT. APPROVED LU No. S 004032 FOR CONSTRUC1ION ei P ', P.E., S.E. ' Exp. 9.30.04 President S Qy \Q DATE Z = D�- BY �� e LoeT RAFTER/JOIST CAPACITIES (D.F. 112) CBC -2001 fr=:1... 1.5 b (") d (") Fb (psi) Fv (psi) l Ocsi) M_ r(1)-' ) yr �j(� EI (10 6) O(-INA2 133s (1250) (1.1.5%) (1000) (.-L (1.250) (1150) (1000) .2X4 1.5 3.5 1313 95 1600 513 482 443 385_ 509 478 382 8.6 2X6 1.5 5.5 1138 95 1600 1097 1031 94B _ 825 799 _ .751_ _440 _691 911 601 33.1 .2X8 1.5 7.25 1050 95 1600 1759 1653 1521 1322 1053 990 792 76.2 -1 --2-6= -74T8 227 _T -9T 141 1263 1011 158.3 2X11. T-. 1 00 X529 33161 3051. 2653 1.635 1536 _1162 141.3_ 1229 284.8 2X14 1.5 13.25 788 95 1600 1-16-0-0 4408 4143 3812. 3314 1925 1809 1665 1448 465.2 2X16 1.5 15.25 788 95 5839 5488 5049 4391 _ 221.6 2083 191.6 1666 709. BEAM CAPACITIES (D. F. 112 for 4x and D.P. j(1. fol.- 6X and £3X) (,13C - Zoo 1 SIZE b d (") (") Fb (psi) F (psi) 1✓ (Icsi) M_ r(11-' ) vr. (11) EI (W6) (((-INA2) D-13 T 11.150) (1.OWool j 1.330 (1.25$ T (1.150) (1000) 2-2x6 3 5.5 ,2-2x8 7. 5 !2-2x1 3 9.25 .;--2�-2x12 3 11.25 1138 1050 963 875 95 95 95 95 1.600 1600 1600 1600 1908 3_058 4566 6137 1793 2875 4291. 5768 1650 2645 3948 5106 1434 2300 3433 461. 1390 1832 2337 -23 3348 1306_ -172-2-1584 21.97 _2672 31.47 1202 2021 2458 1045 1378 66.6 152.4 1758 1 316.6 -2x1 3 13.25 789 95 1600 7676 721.5 6637 5772 2895 2510 930.5 4X6 3.5 5.5 -4X8 3,5 7.25 •4X10 3.5 9.25 4X12 3.5 11,. 25 1138 1138 1050 963 95 95 95 95 1600 1600 1600 1600 2226 3867 5808 7880 2092 3635 5459 7406 11.924 3344 5022 68.1.3 1673 2908 4367 5925 .162 21.37 2727 X1.7 3- 6 4496 -15 1524_ 2009 2563 31.17_ 3671 4226 1402 1848 2358 -2-8-9-18- 1219 1607 2050 2- 954664.5 77.6 177.8 369.3 4X14 3.5 13.25 875 95 1600 9932 9334 8588 7468 3378 2937 1085.6 :.4X16 3.5 15.25 875 95 1.600 1.3156 12365 1.1376 9892 3887 3380 1655.1 6X6, 5.5 5.51200 85 1600 3688 3466 3189 2773 2280 1971 _1_714_ 2338 2961 3584 4?.OA 122.0 �-. 8 5.5 7.5 ez:6X10 5.5 9.5 :6X12 5.5 11.5 6X14 5.5 13.5 r:1:31:2, 5 85 85 85 1600 1,600 1600 1600 6858 12378 18139 2966 6445 11634 17048 2�.QQ 5930 10703 15684 2x,326 5156 9307 1.3638 1(3544 3109 3938 4767 5596 _2143 2922 3701' 4480 5259-_ 2688 3405 4122 4A39 309.4 628.7 1115.3 7804.3 :,9:6X16 5.5 15.5 85 1600 32024 30098 27690 24078 6425 6039 681.8 5555 6272 4831 2730.8 6XIB 5.5 17.5 1295 85 1600 40293 37869 34840 30295 7254 5454 3930.2 i8X8 7.5 7.5 1200 85 1600 9352 8789 8086 7031 4239 -'5370 65d0 7631 8761. 9892 3984 5047 3666 4643 5621 3188 _403fi� 4888 421.9 -8X10 7.5 9.5 1200 85 1600 15004 14102' 12973_ 1.12£31 1859_8 25287 _ 857 .4 }8X12 7,5 11.5 1350 85 1600 24735 23247 21387 29�fi0 6109 1520.9 8X14 17.5 1 13.5 1332 85 1.600 33632 31609 7 17 2 6598 5738 2460.4 =. 8X16 7 . 5 15 . 5 1312 85 1.600 43669 1.043 R-ITT 37759_ 32834 f3234 6588 3723.9 8X18 7.5 17.5 1295 85 1600 54945 0 47509 fl1.31.2 --9 9297_ _7570 8553 7438 5359.4 i ml (PSR CBC -4M CHECKED Fb, fv AND I)EFL. �o OF I,/24U OF ii 03 r EAM o _W4 M M 7 8� r Mill �o v y b 360 15m 119 s -ti (1251, C(1=1.25)C) l.F) 22 23 24 25 :t 2; 2x6:•`. 738 574 398 293 224 177 143 111 86 67 54 44 36 30 25 22 t2= 2xV..;:.1014 783 638 469 359 284 230 190 160 136 117 100 83 69 58 18 16 14 12 11 9 [2-2x10°1361 1039 840 701 536 •424 A43 284 238 203 175 153 134 119 106 q9 42 37 32 28 25 22 2=2X12.1745 1315 1056 881 721 570 '461 381 320 273 235 205 1.80 160 95 86 76 66 58 51 45 �2-2x14 2173 1616 1286 1067 902 713 577 477 401 342 294 25.1 225 200 142 128 115 105 95 87 80 74 4X6"::,S61 669 465 342 261 207 167 1.30 100 19 63 51 42 3 1.78 160 144 131 119 109 100 92S ' 4X8s;.•:,;. 1183 914 745 593 454 359 291 240 202 172 144 117 96 80 30 68 25 22 19 16 14 12 11 %1X10:=; 1587 1212 980 823 682 539 437 361 303 258 223 194 171 151 135 58 120 49 43 37 32 29 25 ;4X12 " 2036 1535 1231 1028 883 731 592 490 411 351 302 263 231 205 103 164 103 89 77 67 59 53 •s 4X14'.'. >' 2536 1865 1500 1245 1065 922 747 617 519 442 381 332 292 258 230 148 134 122 112 103 95 4X16:; 3097 2266 1787 1475 1256 1093 968 818 687 585 505 440 386 342 305 20.1 187 169 154 141 130 119 274 247 224 204 187 172 158 646 ': 1210 944 770 566 433 342 271 204 157 123 99 80 66 55 46 6X8: 1731 1336 1087 917 792 637 516 426 358 305 251 204 1.611 140 118 40 34 29 25 22 20 17 n6X10 2307 1759 1421 1192 1027 902 804 725 646 551 4'15 414 341 284 240 100 204. 86 74 65 57 50 44 :67(12 2996 2217 1777 1483 1272 1114 991 892 812 744 687 606 533 472 421 175 151 131 115 101 89 3659 2715 2158 1790 1530 1336 1185 1065 967 886 817 7511 70'1 642 572 361 310 268 233 204 179 159 ;,,~6X14 6X16 4459 3257 2565 2116 1800 1567 1387 1244 1128 1031 950 881 821 769 51.4 464 420 377 330 290 257 <f:6X18 5365 3850 3002 2461. 2084 1808 1596 1429 1293 11.81 1087 1007 938 8.77 723 824 667 602 546 497 455 418 385 `t} 777 735 687 626 573 526 485 BXB 2361 1821 1483 1250 1081868 703 581 488 416 342 2'111 229 191 161 137 '�BX10 3146 2399 1938 1626 1400 1230 1096 932 783 668 5.76 50:1 441 388 32.7 117 101 88 77. 68 60 BX12 4017 3023 2424 2022 1735 1519 1351 1217 1107 1015 937 827 726 644 278 238 206 179 157 138 122 8X14 4989 3702 2942 2441 2086 1821 1616 1453 1319 1208 111.4 1.034 964 8.15 574 780 493 422 365 317 278 244 216 5BX16 6081 4441 3498.2885 2455 2136-1891 1696 1538 1107 1.296 1201 11201040 986 700 9.1.0 632 573 513 449 396 350 `:8X18 73165250 4094 3355 2842 2465 2177 1949 1764 1611. 1483 1373 12.19 (196 1.:124 1060 821 745 670 621 570 525 L(ft) -> 4 1003 937 854 781 717 G(ol .sIzs 5 6 7 8 9 10 11 12 13 (100%, Cd=1.00)CpLr-) 1.4 1.5 16 17 18 19 20 21 ' 22 23 24 25 2-2x6 590 459 319 234 179 142 115 95 80 67 54 44 36 30 25 2-2x8 81 1 627 511 375 287-227 184 1.52 128 109 94 82 12 22 18 16 14 12 11 9 2-2x10 1089 831 672 561 429 339 275 227 1.91 1.63 140 1.22 64 5/, 49 '16 42 37 32 28 25 22 2-2x12 1396 1052' 844 705 577 456 369. 305 256 218 1.07 95 85 69 62 57 52 48 44 2-2x14 1739 1292 1028 854 721 570 462 382 321 188 1.64 144 128 1.14 102 92 84 76 •30 64 59 1X6 688 535 372 273 209 165 134 273 236 205 1.80 160 1.43 128 115 105 95 87 80 74 4X8 947 731 596 475 363 287 233 111 192 93 162 79 63 51 42 35 30 25 22 19 16 14 12 11 9X10 1270 970 784 658 546 431 349 289 243 138 11.9 1.03 91 80 68 58 49 43 37 32 29 25 4X12 1629 1228 985 823 706 585 474 392 207 178 155 1.36 121 108 97 87 79 72 66 59 53 4X14 2028 1508 1200 996 852 738 597 329 280 242 211 185 1.64 146 131 118 107 98 90 82 76 4X16 2477 1813 1430 1180 1005 875 775 494 654 415 353 305 266 23.3 207 184 165 149 135 123 113 104 96 550 468 404 352 309 274 244 219 198 179 164 150 137 127 6X6, 6Y8 968 1386 755 1069 616 870 453 733 347 274 222 183 154 123 99 80 66 55 46 40 34 29 25 22 20 17 6X10 1846 1407 1137 954 G34 822 509 413 341 28b 244 2.1() 183 16.1 140 118 100 86 74 65 57 50 44 :6X12 2357 1774 1422 1186 1018 721 891 643 793 580 714 517 441 380 331. 291 258 230 204 175 151 131 115 101 89 "6X14 2927 2172 1726 1432 1224 1069 948 852 649 774 595 550 485 426 378 337 302 273 247 225 204 179 159 ':"6X16 3567 2605 2052 1693 1440 1253 1109 995 902 709 654 '760 606 566 513 458 411 371 336 307 280 258 237 6X18 4292 3080 2402 1968 1668 1446 1277 1143 825 705 657 615 578 534 482 937 398 364 334 308 1035 945 870 806 750 702 659 622 588 550 501 458 421 388 ;;8X8: t�BX10':. 1889 2517 1457 1186 1000 864 694 563 465 391 333 287 250 220 191 161 137 117 101 88 77 68 60 3214 1919 2419 1550 1939 1301 1618 1120 1388 984 877 746 627 534 460 401 353 312 279 250 226 205 179 157 138 122 8X14 3991 2961 2354 1953 1669 1216 1457 1081 1293 973 885 812 750 66:1 581 515 459 412 372 337 307 278 244 216 .jBX16,' 4865 3553 2798 2308 1964 1709 1513 1162 1357 1055 966 891 827 771 700 624 560 506 459 418 382 351 324 '8X18 5852 4200 3275 2684 2274 1972 1741. 1230 1125 1037 961 896 789 728 657 596 543 497 456 420 1559 1.411. 1289 1111(, 1 nn(I n. -in nn) -)nn rn-i rnr r-„ r,A ml Li �r �o N ii 03 r EAM o Z �o v y b ._ O N s -ti �r .T � EAM �o o� Ai_ L.ow) n1 -F 1 00I)S, FOfZ T I H D F R C01..UMITF, ( 1,,1f'c�) C13G -200/ 1.1_rl(3 1 ()F f.:ULUMN (1/\=I,. Fi:LT =' COL 4 5 6_ 7 _a 9 J. 0 1 1 12 --- - - 14 16 --- ---- 1 - 26 22 2 26 26 3U 32 2X4 2.3 1.5 1 .1 °i k �-SCI � J Ll I''1 �� p t= . 2X6 3,6 2.4 1.7 2X8 4 .7 3.1 2 .2 -5.9,3.9 2.8 VL ISIOf'� Lur'( 42 3.4 ?X12 2 4.B S_,[�E K: PrL � n.; 2X14 8,4 5.6 '4 2.5 1.9 1.5 1.3 O ST �%IGL_I T:�--�; 3X3 6 4.4 3.3 ' !J 3X.4 8.4 6.2 4 .6 3.5 r, �} 2.7 4 2.2 3 1.8 �� r,l C W w G �� �� ; L. # I 3X6 12 9 7 1 .9 .6 . . .2 .4 2 .8 ;g .1 ':r\ 3X8 16.7 12 , 5 9 .4 7 . 1 5 .6 4 .5 3 .6 9.1 7.1 5.7 4.6 3X10 20,8 15.6. 11.8 3X12 25.3 19.2 14'.4 11 8.6 6.9 5.7 i� -ln 8.7 7 5.7 4. 7 3.9 3. 3 2.5 4 X 4 -15.4 13.2 10.6 ':Z� 4X6 21.3 20.2 16.7 13.5 10.9 0.9 7.3 6.1 5 .2 3.9 4X8 29.6 25.9 21.6 17.5 14.2 11..6 9.6 0.1 6.9 5 4X10 36,4 32.1 271 22.1 16 14.7 12.2 10.3 8.7 6.5 .A 4X1.2 4X14 44.2 47.8 39.1 32 .9 2h .9 21 .9 17.9 14.9 12.5 10.6 7.9 $'}•' 43 36.9 30.7 25.2 20.6 17.3 14.6 12.4 9.3 016 55 49.5 42 .5 35 .3 29 23.9 19 .9 1§.8 14.3 10.7 ` I =�-- 6X6 29.2 26.5 27.6 26.4 24.8 23 21 18.9 16.9 13.4 10.7 6.7 7.2 6X8 6X10 39.8 46.8 39.9 45,8 37.6 44.5 36 42.7 33.9 40.5 31.4 37.6 26.6 25.8 23 10.3 14.6 11.9 9.0 0,2 f 6X12 56.6 55.4 53.6 51.7 49 45.6 34.0 42.1 31.6 36.3 20.4 34.4 22.0 27.6 18,3 22.2 14.9 18.1 12.3 14.`)12.6 10 .3 .� 6X14- 66,5 65.1 63.2 E•0.7 57.5 53.7 !19.4 44.9 40.4 32.4 26.1 21 .2 17.5 14.7 '.Q. 4' di :•-;, ,t�•. X16 76.3 74 .7 72.5 1 69 , 7 6-6.1 61.7 56. 8 51-6 46.4 37.2 29.9 24.4 20.1 16. 6 �. ' 8X8 8X10 55.2 70 54 ,6 6'� 53.8 52.8 51.6 . . 50 48:2 46 43.5 36 32A 27.4 23.1 19.7 16.9 14.6 12-.7 11.2 .�.' -�- r� M1� 8X12 78.5 .2 77.7 68'.2 76.6 66 .9 75.3 65.3 73.7 63.3 71.7 61 69.4 50.2 66.6 55:1 63.4 481 56 41 40.3 34.7 41.1 29.3 35 24.9 21.4 8 18.5 16.1 9 14.1 1 .� 8X14. 92.1 91.2 90 88.4 06.5 84.2 81.4 70.1 74.4 65.0 56.7 46.3 41.1 35 30.1 26.1 22.8 20 " 8X16 106 105 103 lU1 99 97 93 90 05 76 E•5 55 47.1 3 h 9 9 26.1 2:3 .k 1 OX1.0 89 99 00 f3 7 06; c 0, QJ (11 79 74 67 60 51.') .2 46.1 40.5 35.o 3J 27.7 !4:'7s 10X12 108 107 ].06 10�, 104 102 100 90 96 09 O1 73 64 1 9 3 .3 37.9 33.5 29:9: 1..1.5 11.3 112 11U lUf3 lU5 99 9.1 82 7:3 6.,4.4 !�C,.6 49.0 44 39 34:Q 10X14 117 117. 116 '� 10X16 135 134 133 131 130 120 126 124 121 1.13 104 94 113.9 74 65 57.2 50.5 44.8 39r9i i =. :�.. 10X]8 12X12 152 131 151 150 1.49 147 145 142 140 136 128 11.8 106 94.7 113.5 73.4 64.6 57.1 50.6 45'slg 131 130 129 1.28 127 125 12.4 122 117 Ill 104 95.7 07 78.4 70.3 62.9 56.4 12X14 154 153 153 152 150 149 .147 145 143 130 122 112 102 92 83 74 6612X16 164 185 163 184 162 183 161 1.01 160 181 159 157 155 153 _137 1401 141 133 12:3 11:3 103 93 83 7512X18 A.--., 179 177 175 173 167 159 150 139 126 116 104 94 85 12X20 206 205 204 2U:a 201 200 190 19'. 192 1 n 177 16 5.,1 124 5 6, 7 �l ') Ill I I I ? 1 11 I I• 1 n 1r� SHEAR WALL SCHEDULE (2001 CBC, SEIS. ZONE 3 & 4) A3/8" APA RATED PLYWD/OSB WITH 8D NAILS 6" 0/C. AT EDGES AND 12" O.C. FIELD (TABLE 23—II—I— i CBC) t A/ 3 8" APA RATED PLYl/ WD OSB WITH 8D NA.ILS AT 4" O.C. AT EDGES AND 12" O.C. FIELD (TABLE 23—T-1-1-1 CBC) AT3 " APA O C. RAT EDGES12 NDND SC'WO C. IBC NAILS 490, / 32 "O/C 3" 0/C FIELD (TABLE . 23—L-1-1 CSC) 1 x/32" STRUCTURAL I FLYWD/OSB WITH', 10d- 66/' 24"0/C 2"0/C 8707 12" O.C. FIELD (TABLE 23—II—I-1 CSC) /' 16" 0/C 1 1 /2" 0/C STAG' D NOTES ' .1. WHERE PLYWOOD/OSB IS APPLIED ON BOTH FACES OF WALL AND NAIL SPACING IS LESS THAN 6" O.C., PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3X OR WIDER AND NAILS STAGGERED ON ' EACH SIDE. NAILS AT 3" O -C. A EDGE11 7 S AND 12" O.C. FIELD (TABLE 23—II—I-1 CBC) A, 16/32" 5/8"0 A.B. 16d SINKER SPAC'G @ SOLE PL. SPAC'G 260T/' 48" 0/C 6" 0/C 380-1/' 40"O/C 4"G/C 2. FOR SHEAR WALLS 1 1 , 12, 13, AND 14 PROVIDE A MIN. OF A SINIGLE 3X MEMBER AT FOUNDATION SILL PLATES & ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS SHALL BE STAGGERED. PROVIDE 2X MEMBERS OTHERWISE. NO 3X SOLE PLATE IS NEEDED AT 2ND FLOOR OR ABV., U.N.O. 3. 2"x2"x3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT. (CBC SECT. 1806.6.1) ' 4. DISTANCE FROM FIRST ANCHOR BOLT TO SHEAR PANEL END OR SILL PLATE END SHALL':, BE - NO MORE .THAN 12" NOR LESS THAN t' ) i• � I" 'Z -.r)'}•'p .; j::.'[••r::::zy 1 „gib^`i'5: n>S'. u..<• `��:'.. .�i�.r. 4'. Y"..ni'1•.`Ji'`:•: MS STRUCTURAL I PLYWD/OSB WIT.. i Oc NAILS AT 2" O.C. AT EDGES AND ' 2. FOR SHEAR WALLS 1 1 , 12, 13, AND 14 PROVIDE A MIN. OF A SINIGLE 3X MEMBER AT FOUNDATION SILL PLATES & ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS. NAILS SHALL BE STAGGERED. PROVIDE 2X MEMBERS OTHERWISE. NO 3X SOLE PLATE IS NEEDED AT 2ND FLOOR OR ABV., U.N.O. 3. 2"x2"x3/16" STEEL PLATE WASHERS ARE REQUIRED ON EACH ANCHOR BOLT. (CBC SECT. 1806.6.1) ' 4. DISTANCE FROM FIRST ANCHOR BOLT TO SHEAR PANEL END OR SILL PLATE END SHALL':, BE - NO MORE .THAN 12" NOR LESS THAN t' ) i• � I" 'Z -.r)'}•'p .; j::.'[••r::::zy 1 „gib^`i'5: n>S'. u..<• `��:'.. .�i�.r. 4'. Y"..ni'1•.`Ji'`:•: MS WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 ' WIND: 70MPH, EXP."C" P=17.4 PSF P=18.5 PSF P=19.5 PSF DL=-')S-PSF LL=16 PSF TL=44 PSF 3.0 PSF ; 1.8 PSF 2.5 PSF 2.2 PSF 2.5 PSF 0.5 PSF 0.5 PSF DL=13 PSF LL=20 PSF TL=33 PSF Sheet: /Za 'S J.N.:3050 K . ByA.5 Date: 06/2003 4.r IMP DESIGN LOADS: i PLYN S; oprP PO4 DL= TILE(W/Iv1UD SET) 18.0 PSF i4` .�. .. •�. .... PLYWD 1.8 PSF IIvSL.' FRAM'G 2.5 PSF r CEIL'G 2.2 PSF BEAMS&GIRDERS 2.5 PSF INSL. 0.5 PSF 1 misc. 0.5 PSF ' WIND: 70MPH, EXP."C" P=17.4 PSF P=18.5 PSF P=19.5 PSF DL=-')S-PSF LL=16 PSF TL=44 PSF 3.0 PSF ; 1.8 PSF 2.5 PSF 2.2 PSF 2.5 PSF 0.5 PSF 0.5 PSF DL=13 PSF LL=20 PSF TL=33 PSF Sheet: /Za 'S J.N.:3050 K . ByA.5 Date: 06/2003 4.r IMP FLAT ROOF DL= BUIL. UP ROOF PLYN ` •r.. .... FRAINF G i4` .�. .. •�. .... CEIL' G BEAMS&GIRDERS' IIvSL.' misc. ' WIND: 70MPH, EXP."C" P=17.4 PSF P=18.5 PSF P=19.5 PSF DL=-')S-PSF LL=16 PSF TL=44 PSF 3.0 PSF ; 1.8 PSF 2.5 PSF 2.2 PSF 2.5 PSF 0.5 PSF 0.5 PSF DL=13 PSF LL=20 PSF TL=33 PSF Sheet: /Za 'S J.N.:3050 K . ByA.5 Date: 06/2003 4.r IMP �If,..( ` •r.. .... .. �'�.. v.. �a� r73 i4` .�. .. •�. .... WEI PEI STRUCTURAL ENGINEERS, INC. Structuml/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 {Loo -rLIZ � 2 0 'Z /� @ :5 Sheet: WPSE J.N.:' 3050 By: L2, S Date: o 6/0 3 jy- UR W 1 g VPNPB Cz WEfPE1 STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic 93 1 1 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet: WPSE J.N.: 3050 By: S. 5. Date: o b /0 ',7 0 7Z r -gz -4)( T -X I PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : U31 W. HOLT BLVD., SUITE D-4 Number ARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** ----------------- ------------------------------------------------ MULTI -SPAN TIMBER BEAM DESIGN & ANALYSIS_ Page - >> 3050L 'DESCRIPTION -- BM -2 -------------------------I---Soan I--I--Scan 2--I--Span 3--I--Scan 4 --!--Scar. 5--I--Span 6--I--Span.7--I--Span 3-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH ftI 17.5 =;ID..FIXT-T'_---- Lef_.j 1 1 1 I 1 _ 1 1 . Fix/Pin/Free - 2/1/0 RtI13E.AM :WIDTH inj .5.25 BEAM DEPTH in 13.00 CALCULATEDVAL'U'ES ---- I -`-------------------------------------------------- ---- ----- - ---- --- ---- - b.- Mcd__ied .allow. psij -o - actual- psi! 3,4'07 1,447 F v - Modified A' --'-ow. psi! 362.50 fv (actual) - 1.5 psi! 37.00 . Mcment Left _n-.<; Right _n -:<j 0.0 'Aax. Mcm. �D Mid-Soan _n -k! 4?.. 24?.-'- X -Dist =tj X-Dist ars: Lett 3.40 4:-:0 Richt. :< -2.33 Reactions: Left: Dead .<! ' Live k! 4.:5 Total kl 4.36 . Richc:Dead ''k 2.53 Live ::<I ' Total <j - 2.53 :Aax. Defl. 4 Mid Span inj -0.444 ist ftI ' DESIGNDATA-------I------------ 3.40 ----------I------- --I----------L---------'I- --------I-----.----I----- --I Le Unsupported Length Ftl 17.5 Tb - BASIC ALLOW. psij 2,900 BASIC ALLOW. psi! 290.00 35:00 35.00 35.00 35.00 85.00 35 00 35.00 ksij 2,000 1,800 1,300 1,300 1,300 1,300 1,300 1,300 LOAD DURATION -FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1,25 1.25 '----- APPLIED LOADS ------- I----------- USE LL idIS SPAN? Y/vI I----------- 1 I---------- 1 I---------- I----------- 1 1 i ----------I----- ---i - ---- I ! 1 I 1 UNIFORM...... DL p1fl LL plfl PARTIAL...... DL plfl 594 LL plfj X -Left f -I X-Righc ftl 9.50 TRAP.... DL 9 Left X/ftj DL Q Right $/ftl. LL T Left #/ftj LL 8 ,Right #/ftj X -Left ftl X-Righc ftI POINT........ OL �I 1848 LL #I X -Dist. ftl 9.50 WEI PEI -STRUCTURAL ENGINEERS, INC.: Structural/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Pax: (909) 937-0120 0 AT LI v1 NCT F -PA . (4 4 ii a� S, + z) = �4.1 �2 Sheet: '5 ,,�1 WPSE J.N.: 3o6o �- 1 By: N. S Date: o 6 /D 3 ALJ = 1 1 , 0, -770 1 1 , 0, SEI PEI STRUCTURAL ENGINEERS, INC. Title : --STRUCTURAL/SEISMIC/FORENSIC Scope : �31 W. HOLT BLVD., SUITE D-4 Number: NTARIO, CA 91762 Misc TEL.: (909) 937-0122 FAX: 937-0120 Dsngr : Date:********** MULTI -SPAN TIMBER BEAM DESIGN & ANALYSIS Page ------------------------------------------------------------------------- DESCRIPTION » 3050L SM -3 ------>> _________ I ---Span 1--I--Scan 2--I--Scan 3--I--Span 4--I--Span 5-7I--Soan 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n LENGTH ftI 12.5 'SPAN END FIXITY.... Leftl 1 1 1 1 1 1 1 1 Fix/Pin/Free = 2/1/0 Rtj • 1 BEAM WIDTH inI BEAM DEPTH inI 5.25 _1.38 ---- CALCULATED VALUES ----I--------------------------------------------------------------------------------------- F'b - Modified Allow. asil 3,543 _b - actual osil 1,066 P'v - Modified allow. psi; 362.50 fv (actual) * 1.5 psil 70.36 Moment Left in-kI Richt it-k� Max. Mcm. �D Mid -Scan in X -Dist a I ' Shears: Left 6.25 Right kI -3.51 Reactions: Left: Dead kl 3.D-- .51Live LivekI Total k 3.31 ' Righc:Dead kI 3.51 Live kI ' Total kI 3.51 _ Max. Defl. G Mid Span in[ -0.210 X -Dist ft I 6.25 . '-- DESIGN DATA-------I-----------I----------I----------I----------I----------I--------`--I----------I---------I Le Unsupported Length ftl 12.5 Fb - BASIC ALLOW. psil 2,900 Fv - BASIC ALLOW. psil 290.00 35.00 85.00 35.00 35.00 85.00 85.00 85.00 . ksil 1 2,000 1,300 1,300 1,300 1,300 1,300 11800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS-------I-----------I----------I----------I----------I--- '.USE LL THIS SPAN? Y/NI 1 1 -------I----------I----------I---------I UNIFORM...... DL plfl 561 . LL plfl PARTIAL...... DL PlfI LL plfl X -Left ftl 'X -Right ftl TRAP.... DL (al Left #/ftI DL © Right #/ftl LL 0 Left #/fti LL © Right #/ftI X -Left ftl X=Right ftl POINT......... DL #1 ' LL #I ' X -Dist. ftl ti'P'E'I'STRUCTURAL ENGINEERS, INC. Title % --STRUCTURAL/SEISMIC/FORENSIC Scope : W. HOLT BLVD., SUITE-D-4 Number: O31 NTARIO, CA 91762 TEL.: (909) 937-0122 FAX: 937-0120 Misc Dsngr Date:********** MULTI-SPAN TIMBER BEAM DESIGN & ANALYSIS Page DESCRIPTION » 3050L >> BM-5 ----------- -------------1---Scan 1--I-7Span 2--I--Scan 3--I--Scan 4--I--Span 5--l--Scan 6--I--Span 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n LENGTH ftl 18 'SPAN END FIXITY.... Left) Fix/Pin/Free = 2/1/0 Rtl 1 1 1 1 1 1 1 1 BEAM WIDTH inI 3.5 BEAM DEPTH inl 11.25 ---- CALCULATED VALUES---- I------------------------------------------------------------------ - ----------------- F'b - Modified allow. psil 1,174 `b Actual psil 797 F v - Modified allow. osil 1i3.15 fv (actual) . 1.5 psi) ,20.74 Moment '.D Left in-kI ' R`ght in-kI Max. Mom. �D Mid-Scan in-kl 56.3 X-Dist ftI 9.00 ' Shears: Left :cl 0.54 R'ght kI -6.54 Reactions: Left: Dead kl 0.54 Live kI Total kl 0.54 Right:Dead KI 0.54 Live k Total ki 0.54 Max. Deft. a Mia Scan. inl -0.344 X-Disc ftl. 9.00 DESIGNDATA-------I--•---------I----------1- - 1_Le__:_U_n_supported ------!----------I--------- I- --I--------I---------I Length -tl 19 Fb - BASIC ALLOW. psil 963 BASIC ALLOW. psil 95.00 85.00 85.00 35.00 35.00 35.00 85.00 85.00 ksil 1,600 1,800 1,800 1,300 1,300 1,360 1,.800 1,800 LOAD DURATION FACTOR l 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS-------I-----------I----------I----------i----------I----------I----------I-----I--- USE LL THIS SPAN? Y/Nl 1 ----------- UNIFORM...... OL p1fl LL plfl ' PARTIAL...... OL plfl LL- Plf l X-Left ftI X-Right ftl ' TRAP.... DL .W Left #/ftI DL Q Right #/ftI LL Q Left #/ftI LL O Right #/ftI X-Left ftl X-Right ftl POINT........ DL #1 1089 ' LL #1 j X-hist. ftl 9.00 WEI PEI STRUCTURAL ENGINEERS, INC. Strucmml/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 pv�E P70 pr MASTz-Upktl Sheet: WPSEJ.N.: 3050t.1 By: Date: I SEI PEI STRUCTURAL ENGINEERS, INC. --STRUCTURAL/SEISMIC/FORENSIC I31 W. HOLT BLVD., SUITE D-4 NTARIO, CA 91762 TEL.: (909) 937-0122 FAX: 937-0120 Title : Scope : Number: Misc Dsngr -----Date_********** --------------------------------- MULTI -SPAN TIMBER ---------- ------------------ BEAM -DESIGN -�&-ANALYSIS----__-- Page -- -- ----------------------- DESCRIPTION » 3050L » BM -7 ' __________________ I---Soan,1--I--Span 2--I--Span 3--I--Scan 4--I--Span 5--I--Span 6--I--Spar 7--I--Span 8-I ALL SPANS SIMPLE SUPPORT ? N y/n SPAN LENGTH `-tI 16 END FIXITY.... Left l 1 i Fix/Pin/Free = 2/1/0 RtI 1 1 1• 1 1 1 1 1 1 1 1 BEAM WIDTH inI 5.25 BEAM DEPTH in 14.00 CALCULATED VALUES -- ------ --------------- - - -- -- ------------ - ------ -- F•b - Modified Allcw. psil 3,430 fb actual" PS -41 1,575 F'v - Modified Allow. psil 362.50 fv (actual) - 1.5 csil 104.21 . Mcment 3 Left =n SI Rjaht n-:cl Max. Mcm. Mid -Scan in -:<I 297.2 X -Disc ftI 9:00 Shears: Left 5.98 :Richt :< 5.98 Reactions: Left: Dead k 5.98 Live :< I ' Total kj 5:98 Right: Dead kI 5.98 Live :c- ' Total i<j 5.98 — Max. Def.l. Q Mid Scan inI -0.459 X -Dist ftl 9.00 DESIGNDATA --.----- I-----------I----------I---------- I----------I----------I----------I ---------I-------- I Le: Unsupported Length ftI 16 Fb - BASIC ALLOW. psil 2,900 :. - BASIC ALLOW. psil 290.00 85.00 35.00 35.00 95.00 35.00 3E.00 - 85.00 _ 'Fv ksil 2,000 1,900 1,300 1,300, 1,300 1,300 1,800 1,800 LOAD DURATION FACTOR I 1.25 1.25 1.25 1.25 1.25 1.25 1.25 1.25 ----- APPLIED LOADS-------I-----------I----------I----------I----------I------- 'USE LL THIS SPAN? Y/ NJ 1 --I ---------I----------I-------- l UNIFORM...... DL plfl 748 LL plfl. PARTIAL...... DL pi LL plfl X -Left _tI X -Right fti TRAP.... DL ,3 Left Y/ftI . DL © Right X/ftI LL a Left 4/ftI ' LL Q Right $/ftI X -Left ftl X -Right ftI POINT........ DL. xI LL xl X -Dist. ftI I WALL STUD CALCULATION LOCATION:STUD AT LINE- &WORST CASIE)EXT. STUD? (Y/N): Y TRY: 2X6 DFL -STUD AT 16" O/C I b= 1.5 INCH d= 5.5 INCH Cr= 1.15 SPACING= 16 IN. O/C , GRzkDE= STUD Cd= 1.6 COMPRESSION SIZE FACTOR Cf= 1 FLEXUAL SIZE FACTOR Cf = 1 Fb(PSI)= 675 Fc(PSI)= 825 E(KS-I)= 140.0 A (!N� 2) = 8.25 S(IN-3)= 7.50625 STUD HEIGHT (FT) = 14*DL+F.LL. (PLF)= 100 SPEED= 70 MEAN RF HT(FT,60 MAX) = 20.I = 1 EXP.= C Ce= 1.13 cs= 12.6 Ca= 1.2 DESIGN WIND.PRESSURE(PSF*-) = 17.0856 WALL WT = 14 PSF le/d = 30.54545 <= 50 OK! KcE= 0. 3 FOR VTSSUA.:i4LY GRJA.DED LU-MBER C= 0.8 FOR S.7-1-TAIN LUMBER FcE= KcE (E) / (le./d) -2 = 4-5-0.1488 PSI Fc*= Fc (Cd) (Cf) 1320 -PSI- / --- 320 PST -------------------------- 1+(FcE/-7c*) 1-cE/"c*) 2 FcE/Fc* CP=---------- - ----------- - --------- .2c 2c c 0.312592 Fc' = (Fc*) (CP) = 412.6216 PST.— Fb' = F'b(Cd)tCf)(Cr) 1242 PSI M.AX. MOMENT AT MID HT 558.1296 FT -LBS TOTAL AXIAL LOAD AT MID HT = 264 LBS/STUD fc = 32 PSI FcE = 450.'1488 OK! rc 32 PSI <= Fc' = 412.6216 OK! fb = 88,5.6271 -PSI <= Fb' = 1242 OK! f c 2 fb --- ------------- Fc' I - + Fbl(!-fc/ - FcE) =0.773649 < . I OK! Nil WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: / / < ..... . Strucmml/Seismic/Forensic- J.N.: 305 D L'• 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 BY: fQ / ' Tel: (909) 937-0122 Fax: (909) 937-0120 Date: r%1�� ! p 2, ` T— t] H n L f_ 1 ux -L / K o WEI PEI STRUCTURAL ENGINEERS, INC. Strucmral/Seismic/Forensic 931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Tl 01�7 5 T 3. She- WPSE J.N.:3050 m Date:06/2003 HIP R e " 1 —7V A_ Lc tj Lit, Lf iv 1 n i � 0 L 5 1 (V T O I✓ U Lor -z r�, 0,J 12 tvE T 'FH l C K p0c., Zii_.35—pp� t i r V T�1 y t i Uli ti c� g f.+7 C7 i ,Lf 1 1 t cr is t. '• ' (}, ' --------------- Temperature ---- 0.00 NODAL DATA Global Default ---------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp ---------- --------- (ft) --------- ---- (0,1,2,in,K-in,radians)-- ---(F)--- 1 0 0 1 1 0 0 ' 2 4.5 1.5 0 3 12 a 0 a 19.5 1.5 0 5 24 .0 0 1 0 0 J--- ------------- Beam ----------`--L.c--- ProperZv _ el__s s _,c -_ e Beam De_; n; t; cn Lapel -enc B=„�- Lend:_ r1- _cde �J-no -Or- Tac X -�^ I - I -- `--- -- -- (--1 -- -------------`----- ------------ - --Y-`-` -------------------------------- ) B S.--- .4.74_3 ' ,17 7.000 2 - c _2 7 cn� • BE -2,1M _QC)= ERT JC ----------�T-----no,----Lrea _SC/Ot.-__ _ nest 3 =!aStiC Wei ht Coe=--=--Fy---Y-Y- - 5 �"ODertjt SECTION -x.c Modulus Density Therm 2x Px=s --Tag----DROD--LF:EL_-(in�2)--('-n-4)--(Ks-)--(K/ft-3)-(/�00")-------�1Gc De -fault ' 5 1600 0.03 0.00065 1.3 31 8X12 86.25 950 1.3 32 6X12 63.25 657 1.3 , - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODAL LOAD DATA ' NODE Nodal Loads (K,K-ft) Load Case Factors LABEL I Global X Global Y Moment) 1 2 3 a 5 -------------------------7--------------- , - ----------------- -------------=------------------------------------- BEA1IM PO T v"T-' .--.AD DATA -- -- - - -- � EAM-Macniti:de Location_ ------------Toad Cc.se Fa=to s LASEL I(K,K-= ,Dec) (=c) I -"ac I ----3-----^-----�--- ----------- ------------------- ----------------------------- 7 --------------- ----------- I ' i______________________^^,-_ - - - - - - - - - - - - - - - - - - - - - - - - -- ,mT____-___-________________ m^ 0"\ _DATA --^,1�---'ci`�IGC_-__�Y1GC-_--�_OC--_-,�C i--_ __-___Load CG:c _GC.�_y____--- I ' --------------------------- ------ ------------------------------ - - - - - - - - - 0 - - - - - - - C. - ------ - - - -- 0 2 0 C' 0 v j _ 0 C. 0 -- 0 _ 0 0 0 - ------------ - - - - -- LOAD .COME ----- Combination -R n Stress Load Ca1k_ Case Mu_ l i e;s Factors Y -Load i Desc_inton I ? I Increase I , 2 ; 5 I-Xo-G,\r-vC_-- Gvr lac --- -- -, 1:DL+LL 2: 3: 4: 5 6: 7: 8- 9: 10: 11: 12: 13 i.. - �.nL f'"Ti�,, j•^•�dF$? Y ��-amu. G<.�3i r - f - 7; .. -�,�� _�• .j { ,..F' ` 3h l �i. ,.h t ',,.= C*iJ iyCr - t, - •y :• t . ��L �:F ' - NODALDISPLACEMENTSANDSPRING/SUPPORTREACTION'S_--_------_- --------- ---- - ------ NODE -- Load - - Displacements - (in, rad) Reactions I (k,k-ft) '1 LABEL I Comb. I X Y Rotation X Y Rotation- 1 0.000. -0 000 -0 008 0 -0.00 4 00 0.00 2 1 0.120 -0.362 -0.0040 0.00 d.00 0.00 3 1 0.136 -0.449 9E-18 0.00 0.00 0.00 0.00 0.00 4 1 0.152 -0.362 0.00402 0.00 5 l 0.272 -0.000 0.00803 0.00 4.00 0.00 ' ---------------- -------------------------------------------- nE-AM END FORCES 3EAiM . I Node ?rd ........ ....... Noce End--------- LABEL (Load Comb . I....... • A.`Ci al Shear Moment A.Y_al Shea Moment ------------------- (K)-----(K)----(K-=t)--- ---(K)------(K)----(K-ft) -- -3.701 1.265 3.795 0.000 -1.234 .17.778 32 1 18.28 -2.109 _13.914 -13.256 2.266, -3.381 '33 1 -18.026 0.115 2.266 -3.865 3.331 18.026 -13.298 0.115 -2.109 3.865 13.915 Ea i 19.250' 5 1 1.234 -...701 -17.778 -1.265 3.795 0.000 1 i.. - �.nL f'"Ti�,, j•^•�dF$? Y ��-amu. G<.�3i r - f - 7; .. -�,�� _�• .j { ,..F' ` 3h l �i. ,.h t ',,.= C*iJ iyCr - t, - •y :• t . ��L �:F — rlay 23 03 04: OOP ' May 12, 2003 sladden palm desert -4- 760 772 3e95''}`'`'`' ' p.4 Project No. 544-2098 03-05-284 1997 UNIFORM BUILDING CODE INFORMATION The International Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineeringsection in Chapter 16. Concepts contained in the updated code that will be relevant to construction of the proposed structure are summarized below. Ground shaking, is expected to be the primary hazard most likely to affect the site, based upon proximity to significant faults capable of generating large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. 1 Approximate Distance Fault Type Fault Zone ! From Site (1997 UBC) San Andreas I 15 k= A San Jacinto I 26 km A Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is So, generally described as stiff or dense soil. The site is located within L'DC Seismic Zone 4. The foilowine table presents additional coefficients and ' factors relevant to seismic mitigation for new cons uc^on upon adoption of'the 1997 code. ' U Near -Source NearSou-M Seismic Seismic ! Seismic Acceleration I Velocity Coefficient Coefficient Source Factor. Na Factor-. Nv Ca C_ San Andreas 1.0 1.0 0.44 Na 0.64 N„ San JacntoI I.0 i .1.0 0.44 N., I 0.64 N� U WEI PEI STRUCTURAL ENGINEERS, INC. Sheet: Structuml/Seismic/Forensic WPSE J.N.: 3050. 9� 1 W. Holt Blvd., Suite D4, Ontario, CA 91762 QZ Tel: 909 937-0122 Fax: (909) 937-0120 Date: p Iry 3 1 CA 0A-�� r �.oJ = 0\cL ' LA7L ANALYSIS: 1)SEIS."FORCE ,I,EiG;;; GALL ROOF:2&--7= 3; PSF* FL-kLF WT. OF WALL ( i t�� 1 DEAD LOAD Pop 1Z. l i 1 2)WIND FORCE: P=17.4 PSF r15' P=18.5 PSF (_2�p P=19.5 PSF @25, I I WEI PEI STRUCTURAL ENGINEERS, INC. Strucmml/Seismic/Forensic 931 W. Holt Blvd:, Suite D4, Ontario, CA 91762 Tel: (909) 937-01" Fax: (909) 937-0120 REDU Npot1N G`'j' T, C -Tp R . ZQ ^ G ;12 ' � rte•=l— � I,-ll?Z I ir, a, %• Sheet•. ' J.N.. -;0's0 M . By%' 0_5 Date:03/2003 ''tr,.t`.tri,--::.:�•:..:::,.�'....'.'.,.t:...y..::__:':.',,., :.r.' _ WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic . 931 W. Holt Blvd, Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Oft PAL\I614, k w `� ! ^�` 7:� J r�N Z- c� � v U Sheet: Zo WPSE J.N.: 3050M By: Nr S Date: o,6 /O 3 1, L 1� �\ rl c- � N M �� It 0k �1 i�^ �\ (l cp rQ ✓ Irl ..•i";' �\ - �� _ _ r► (, \ 1-- Oft PAL\I614, k w `� ! ^�` 7:� J r�N Z- c� � v U Sheet: Zo WPSE J.N.: 3050M By: Nr S Date: o,6 /O 3 �t �\ rl c- � N M �� It 0k �1 i�^ �\ (l cp rQ ✓ Irl ..•i";' �\ - �� _ _ r► (, \ 1-- r\ " N M r• _ M x Nn rq _ ��J Vim• S O o ._ p (1 d rl �1 d tl r a - v 333333 O 33 — Oft PAL\I614, k w `� ! ^�` 7:� J r�N Z- c� � v U Sheet: Zo WPSE J.N.: 3050M By: Nr S Date: o,6 /O 3 � N M �� .tet"\ ` •. ,`� W �- C ✓ Irl ..•i";' �\ - �� _ _ r► (, \ 1-- r\ " N r• _ rq _ ��J Vim• r ._ O NPA — =r 1 - i WEI PEI STRUCTURAL ENGINEERS, INC. Structttral/Seismic/Forensic I 1 01 W. Holt Blvd., Suite D4, Ontario, CA 91762 l� Tel: (909) 937-0122 Fax: (909)937-0120. oN (- 40- D►IZ . APA LjWs Sheet: Z ( WPSEJ.N.: ;O;ol ' .By: (Q . S Date: wo 6 t o 3 �3 I S -w �• t 41 APA LjWs Sheet: Z ( WPSEJ.N.: ;O;ol ' .By: (Q . S Date: wo 6 t o 3 S -w �• t 41 1 �.1 Vt \ :v 5 lS� T Z--) J �1 11 1l ll 11 II � �� t- n N r-0 v O � v .� _ 7. APA LjWs Sheet: Z ( WPSEJ.N.: ;O;ol ' .By: (Q . S Date: wo 6 t o 3 N N � N C ` -77 S -w �• t 41 1 �.1 Vt \ 4 r , 3�- 5 lS� T Z--) N N � N C ` -77 r r\_\ ry :;; M p S -w �• s 5 77 J �1 .� _ 7. wv- r r\_\ ry :;; M p N -- r 9 siJ Z 1 X ^ y �� r _ it _ S -w �• s 5 J �1 N -- r 9 siJ Z 1 X ^ y �� r _ it _ WEI PEI STRUCTURAL ENGINEERS, INC. Structural/Seismic/Forensic " t'931 W. Holt Blvd., Suite D4, Ontario, CA 91762 Tel: (909) 937-0122 Fax: (909) 937-0120 Sheet:' ZZ/2Z VJPS J.N.: 3 o,5 O L. By: S . S Date: 06/01, FOUNDATION DESIGN ALLOWABLE BR'G PRESSURE=1800 PSF CONT. F7G: 12"X18" W/1-4 T&B FOR 1 -STORY 15"X1 V W/1--4 T&B FOR 2 -STORY 1 -STORY, IvLAX. LOAD= C�� �^''� j r (i 4 �(. 4- _. 94� PLF < 1800PLF. OK! 2 -STORY. NL -,X -X. LOAD= = PLF < 2250PLF. OK! - ALLOWABLE Iv10MOENT=. ivLAKE 1/ 2(1800)L3326 3 L=1.91' ALLOWABLE CONCE\TR-kTED LOAD BY G.B. =(1.8K:")(1.91")(2)=6.8SK (D -7L) =9.1 5K PAD SCHEDULE (1500 PSF ALLOW.) SIZE P(D-L) P(D-E) 2°X2.' 7.2K 9.6K 2'-671X27-6" 11.3K 1-.1K YX3 _ , 16.2K 21.5K 4'X4' 28.8K 3S._K 5'X_-;' 45K _59.9K 67X6' ,'1K. 72K