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0108-153 (SFD):DOC,Q MEnI T 3TO 0108. 153 THesE ?e.2tAi,L Or Cs�u) 7Bj 81 �DG—AGCJ N � �.. VJ . O QO q==7r_= pO0 Electrical Contra tors, Inc. c P.O. Box 1365, La'Quinto, Co. -92253 760- 771-5553, Fox 760- 771- 1163 Lic. #748171 CUSTOMER SUNVISTA DEVELOPMENT LOT# 9 TRADITION ' DATE June 21, 2001 SQUARE FEET t T " 3,760 3 11,280 GD j 1,500 2 3,000 DW 1,5001' 1,500 - SMALL APPLIANCES 1,500 2 y 3,000 - MICRO ' 1,500 1 1;500 ` OVEN { • 8,000 1 8,000 COOKTOP-ELECTRIC. 8,000 0 -0 COOKTOP-GAS " ' 1.,500 WASHER 1,500 1 ' 1,500 DRYER-ELECTRIC j 5,000 1 5,000' DRYER-GAS 1;500 p Oa FAU 1,500 4 6,000 „ POOL FUTURE } 4,500 r •1 • .4,500 . • . LANDSCAPE,FUTURE- 3,000 1 r' 3,000 " TOTAL-WATTS _ + 49,7801 PERCENT WATTS' 1 st 10,000 WATTS + 100% - w :10,000 10;000; REMAINDER 40% 39;780.. 15,912' A/C COMPRESSORS' 8,000 4�_ 100%1 I 32,000} TOTAL `' ; . i . .57,912] DIVIDED BY240. V ; ' 241.51 AMPS USE 400 CITY OF-LA QUIIVTA BUILDING & SAFETY'DEPT - FOR CONSTRUC ION - • .. DATE O BY .• .• .. .•. • . 3-0 CU WER 400 AMP SPLIT BINS #4CU TO GAS & WATER 125 AMP SUBPANEL 1 1/2C 3X #ICU + 1 #6CU CONDUIT AS PER IID. LOT# 9 TRADITIONS rompany'vou Cay Truss. rY ,...�.TRUS-SWORKS P 0-Box.'62'6- 2276. i 0,400com am; WIN. Phym Ji ax. .60) 343-3491' (7 • _Pk-Acm.) De O R Off kc- E �;n� r�:w. 51f 1-fynrl SLPAW SM FOR IrmissuallimilaKEWREVOWED GENERAL COMPUAM MATH Tw, DESIGN coman ERUPTIONS WIEN 4PO 0 REVISE AND* RESUBMIT D MAKE.CORRECnON* AS W= • 13 REA." r w .Job.N"-o,. z ;WESTERN. INSPECTION SERVICE, INC. O . S Inspection of Prefabricated Trusses / Quality Audited By AA -583 T . Plant Date/Arrive/Depart — y Address �M00_5,1410 iy I7 s �i� Plate Manufacture_ U Plant Contact_ 12�� 14P`-4�n �j�U�� Engineers Des. Dtitig. R Non -Scheduled In Plant Wood Truss Inspection As Per Uniform Building eode Standards . Section 2321.3 or NewVersion, and In Accordance Witli En ineered Plari S ecifications. Category Conforming Nnn_Cnn£nrr„c.,n Lumber Grade Connector Plates Span & Pitch Workmanship rye e /IT Joint Accuracy 2 Bearing of Food Joints Knots in Plate Area G� Split Limitation Plate Placement Plate Size 6<3 n , R, n D HiZ • Vl%�%U 11�U,� V14 �%1 Vit. ,A �. t.l i� VD / . O In -Plant Handling Bundling & Loading - - - Storage . Jig & Press Adequacy Marlong Legibility Plant Stamp VerificationC%Q How Many Stamps On Site • au le Trusses Meet UBC Requirements..'�; In -Plant Q.C. Records L" As Per ICBO/ES *Requirements order Ao. / Name no, cP. �'lnr�� la • 7�'?al; � , ��GAru ll -2367i Otber Comments or Remarks, If Needed, Will Be Added To An Addition Page �.0 upervisor's Signature WIS Inspector's Signature P.O. Box 25251 P.O. Box 553 P.O. Box 3426 Portland, Oregon 97298 Springfield, Oregon 97477 Gillette, NVyotning 82717 (503) 643-5916 Office (S41) 741-8634 Office (503) 641-7211 Fax (3(,,7) 682-1603 OffCe s X307) 682.4603 Faz a � 27-° )VO DRAG 3000 K1 0 m >� c3 N T o cr K2 -+1 o' K2 K2 K2 (A K2 ct IIJ� w to K2 K2 N N r N N � K2 w K2 0 00 c K2 �K2 - vo UT D r O K4 B2 N K4 B go N N N N 4 1 K4- B5 3 B 1 K4 B6 K5 7 K6 B7 H' D A 20 0 67 y 8 B7 o Z N2 K9 67 m M M r N2 B7 Z A to N2 9B C �m�0{ N2 r _ noe�ynn Z ; = N m N2--o 9 m 0 0 N2 9 nn n n n 'w n 0 -< ;o o' N2 K9 W W W �. N2 K9F �oC N3 0 AM NCID, 2 BAG 2000 K9 K9 D 10- 0 D2 D3 19-2 � O D4 -I e, r, In 0 H c s D4 o n n n n zme rn D4 r r M M M M• m N• \ a n -1 A 28-2 m< m<x 0.m am m m v 19-6 A D5 r DRAG 250011 D6 DRAG WOO .I .1 o r p CD O O O O O \ N I2 v v v v v e m 12 N N G7 Gi N G)W W W N 12 1 J = 2 2 J J J D N 12 0 12 I O O 1 a w O C"' v E -1 m C C 7 1n n -3 -5 CI O rr a 12 0 \ w T T a m a m m C 12 n ] w n n 10 N r v n n .- c r m o r 12 •• m - n I \ r DRAG 2000 13 n ] r In ru 0. •• In N O \ cm NH r0 DRAG 2500 - - - n � I In In 4 n n o r 16-0 � c Ln r ' lJob Name: LOT 9 FINLEY Truss ID: Al Qtv: 1 Drwa: I TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 3 4.0 T 1-4-0 1 **[PM]=PLATE MONITOR USED -See Joint Report** Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Drainage must be provided to avoid ponding. Top chord supports 24.0 " of uniform load at 20 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind lona applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category ,= C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.66 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 1-51-5 8 1-41-4 0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1 1-4-0 1-40. 1-40 1.5-8 2-9-8 4-1-8 5-5-8 6-9-8 8-1-8 9-5-8 10-9-8 12-1-8 13-5-8 025 2-4 2-4 T 1-7-6 T Joint Locations -- 1 0- 0- 0 12 0- 0- 0 2 1- 5- 8 13 1- 5- 8 3 2- 9- 8 14 2- 9- 8 4 4- 1- 8 15 4- 1- 8 5 5- 5- 8 16 5- 5- 8 6 6- 9- 8 17 6- 9- 8 7 8- 1- 8 18 8- 1- 8 8 9- 5- 8 19 9- 5- 8 9 10- 9- 8 20 10- 9- 8 10 12- 1- 8 21 12- 1- 8 11 13- 5- 8 22 13- 5- 8 Robert S \� Alcumbrac \ REN. 8/2003�\P SOF CAVX::9 12 /3 N 15 /6 /7 /N 19 20 21 22 1-51-5 8 1-41-4 0 1-41-4 0 1-4-0 1-4-0 1-41-4 0 1-41-4 0 1-41-4 0 1-41 4 0 1-41-4 1-5-8 2-9-8 4-1-8 5-5-8 6-9-8 8-1-8 9-5-8 10-9-8 12-1-8 13-5-8 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless ndMR CONTINUOUS SUPPORT Scale: 3/8" = 1' WARNING Read all notes on this sheet and give a copy oJit to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTi is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA 1' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9I) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: A2 Qty: 10 Drwg: RG X -LOC REACT SIZE REQ'O 1 0- 1-12 686 3.so" 1.so" 2 13- 3-12 686 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -2186 0.08 0.62 0.70 2-3 -7 0.00 0.63 0.63 BC FORCE AXL BND CSI 4-5 0 0.00 0.14 0.14 5-6 2180 0.33 0.14 0.46 WES FORCE CSI WEB FORCE CSI 1-4 -635 0.22 2-6 -2215 0.68 1-5 2207 0.33 3-6 -244 0.06 2-5 -258 0.06 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD 2x4 SPF 1650F -1.5E 1-5 Lumber shear allowables are per NDS -97. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 3 4.0 T 1 1 -4-0 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. 6-86-812 6-8-12 6-8-12 13-5-8 2 3 025 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 15.66 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf s 6-86-812 6-8-12 6-86-812 13-5-8 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.11" D= -0.17" T= --= Joint Locations =---- 1 0- 0- 0 4 0- 0- 0 2 6- 8-12 5 6- B-12 3 13- 5- 8 6 13- 5- 8 Robert S ` Alcumbrac JO. C-10381 OF CAS\FO/ 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.E.J. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted.. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/IPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 51.00 psf Seqn T6.2.6 - 0 28 Job Name: LOT 9 FINLEY ' Truss ID: 131 Qtv: 1 Drwa: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 918 3.50" 1.50" 2 19- 4-10 918 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -1768 0.06 0.65 0.71 2-3 -1582 0.04 0.39 0.43 3-4 -1273 0.02 0.39 0.42 BC FORCE AXL BND CSI 5-6 1582 0.24 0.19 0.42 6-7 1345 0.20 0.15 0.35 7-8 89 0.00 0.14 0.14 WES FORCE CSI WEB FORCE CSI 2-6 96 0.05 4-7 1445 0.73 3-6 270 0.14 4-8 -880 0.26 3-7 -626 0.19 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GSL BLK 2x4 SPF STUD Drainage must be provided to avoid ponding. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. I 3-5-6 3-4 10-5-8 400 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 13`53 applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 8-6-12 5-4-1 8-6-12 13-10-13 2 5-75-79 19-6-6 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 8-11-11 19- 6- 6 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.72 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 2-4 6 i N 8-612 5-4-1 6-79 8-6-12 13-10-13 19-6-6 I 13 3-5-6 1 SHIP t MAX DEFLECTION (span) : L/999IN MEM 5-6 (LIVE) L= -0.07" D= -0.14" T= -- Joint Locations --- 1 0- 0- 0 5 0- 0- 0 2 8- 6-12 6 8- 6-12 3 13-10-13 7 13-10-13 4 19- 6- 6 8 19- 6- 6 ARCtii Robert S 0� Alcumbrac NO. C-10381 L J, OF CAS\FC/ 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "Mk" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of i[ to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assured for dimensional accuracy. Dimensions Dsgnr: SB R S SWO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T U utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl P y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUPPI 1%'WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 1 i,X Job Name: LOT 9 FINLEY Truss ID:. 132 Qtv: 1 Drwa: RG x -LAC REACT Size REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 932 3.50" 1.50" BC 2x4 SPF 1650F -1.5E 2 19- 9-12 938 3.50" 3.50" WEB 2x4 SPF STUD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions BRG BLK 2x6 HF 1650F -1.5E TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1-2 -1987 0.03 0.38 0.41 End verticals designed for axial loads only. 2-3 -1409 0.02 0.21 0.23 End verticals that are extended above or 3-4 -1289 0.02 0.36 0.39 below the truss profile (if any) may require 4-5 -976 0.01 0.40 0.42 additional design consideration (by others) P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install for lateral forces due to wind or seismic BC FORCE AXL BND CSI loads on the building. 6-7 1814 0.27 0.13 0.41 7-8 1812 0.27 0.06 0.33 ' 8-9 1023 0.13 0.10 0.23 9-10 37 0.00 0.10 0.11 THISPROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI WEB FORCE csIIS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 5-10 64 0.45 3-8 154 0. D�OADS. THE INPUT LOADS AND DIMENSIONS WERE Be -937 0.08 4-8 340 0.1 VERIFIED 2-7 66 0.03 4-9 -698 0.26 PROVIDED BY OTHERS AND SHALL BE 2-8 -583 0.38 5-9 1209 0.61 AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFS ICNAL. I-1-46 4-4 10-5-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.06 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf 5-85-8 9 4-10-3 5-8-9 10-6-12 10-11-11 / 2 3 400 This design based on chord bracing applied per the following schedule:, max o.c. from to TC 24.00" 10-11-11 19- 6- 0 HORIZONTAL REACTIONS) support 1 112 ib support 2 112 lb MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.11" T= - Joint Locations =__= 1 0- 0- 0 6 0- 0- 0 2 5- 8- 9 7 5- 8- 9 4-34-314 5-0-14 3 10- 6-12 8 10- 6-12 14-10-10 19-11-8 4 14-10-10 9 14-10-10 5 19- 6- 0 10 19- 6- 0 4 5 8-11-8 i x 5-8-9 4-10-3 5-8-9 10-6-12 , 4-3-14� 14-10-10 /0 5-0-14 19-11-8 0-9-13 4-1-6 3-0 1 -0 3-8 TIE Robert S ,QO. C-10381 REN. 8/2003 SOF CA10V 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr: SB g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DUrFacS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord' A Company YCan Trussl P iou is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA 1' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 of America Standard Design Responsibi I ities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 17 IJob Name: LOT 9 FINLEY Truss ID: 133 Qtv: 1 Drwq: I RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E 1 0- 1-12 932 3.50^ 1.50" BC 2x4 SPF 1650F -1.5E 2 19- 9-12 938 3.50" 3.50" WEB 2x4 SPF STUD a-4 I BRG BLK 2x6 HF 1650F -1.5E TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. 1-2 -1987 0.03 0.38 0.41 End verticals designed for axial loads only. 2-3 -1409 0.02 0.21 0.23 End verticals that are extended above or 3-4 -1289 0.02 0.36 0.39 below the truss profile (if any) may require 4-5 -976 0.01 0.40 0.42 additional design consideration (by others) OFC for lateral forces due to wind or seismic BC FORCE AXL BND CSI loads on the building. 6-7 1814 0.27 0.13 0.41 7-8 1812 0.27 0.06 0.33 8-9 1023 0.13 0.10 0.23 9-10 37 0.00 0.10 0.1 THIS PROFESSIONAL ARCHI McTS CERTIMATION WEB FORCE CSI WEB FOi1$ET01V0lFY THIS TRUSS TO CARRY THE APPLIED 5-10 64 0.45 3-e UM9S'.8THE INPUT LOADS AND DIMENSIONS WERE BB -937 0.084-8 3 ��E0 BY OTHERS AND SHALL BE VERIFIED - 2-7 66 0.03 4-9 6 2-8 -583 0.38 5-9 12A ND.APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL, 5-85-89 5-8-9 400 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.39 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 44-1� 4-3-14 10-6-12 14-10-10 3 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 10- 0-15 19- 6- 0 HORIZONTAL REACTION(S) support 1 112 lb support 2 112 ib 5-0-14 19-11-8 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.11" T= Joint Locations =_== 1 0- 0- 0 6 0- 0- 0 2 5- 8- 9 7 5- 8- 9 3 10- 6-12 8 10- 6-12 4 14-10-10 9 14-10-10 5 19- 6- 0 10 19- 6- 0 17 3-6 3-4 5- 0-9-13 49-6 3 a 49.6 A��/r� 3-0-0 3-0-0 J Robert S ��A a-4 I I rac IO -5-8 1 1.5-3 3-8 3-4 1.5-3 C-10381 z " 3-8 TIE) EN. 8/2003 OFC 19-11-8 i N J 10 5-85-8 9 4-10-3 4-314 5-014 5-8-9 10-6-12 14-10-10 19-11-8 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTrussl p youan is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 17 Job Name: LOT 9 FINLEY Truss ID: 134 Qtv: 1 Drwg: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 932 3.50" 1.50" 2 19- 9-12 938 3.50" 3.50" TC FORCE AXL BND CSI 1-2 -1875 0.02 0.56 0.58 2-3 -912 0.01 0.56 0.56 3-4 -773 0.01 0.49 0.50 BC FORCE AXL BND CSI 5-6 1691 0.25 0.12 0.38 6-7 1687 0.20 0.20 0.40 7-8 59 0.00 0.20 0.21 WEB FORCE CSI WEB FORCE CSI 4-8 66 0.56 2-7 -982 0.91 BB -937 0.10 3-7 -244 0.15 2-6 159 0.08 4-7 1031 0.52 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD BRG BLK 2x6 HF 1650F -1.5E Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal.or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS egR;Flel"TION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-8-9 7-8-9 2 400 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 14-11-11 19- 6- 0 HORIZONTAL REACTIONS) support 1 157 lb support 2 157 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.72 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf -- Joint Locations =_== 6-10-3 5-4-12 1 0- 0- 0 5 0- 0- 0 2 7- 8- 9 6 7- 8- 9 14-6-12 19-11-8 3 14- 6-12 7 14- 6-12 4 19- 6- 0 8 19- 6- 0 3 4-11-8 T 2-1-13 3-0-0 1 3-8 TIE 5-5-6 SHIP Robert S Alcumbrac 40. - 2 .8/2003 _ OF l 19-11-8 1 1 6 7 x 7-87-8 9 66-1� 6-45-4 7-8-9 14-6-12 19-11-8 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 114" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1'.'WTCA I' - Wood Truss Council 'HANDLING WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 17 Job Name: LOT 9 FINLEY Truss ID: 135 Qtv: 1 Drwq: I RG X -LOC REACT SIZE REQ 'D TC 2X4 SPF 1650F-1. 5E 1 0- 1-12 932 3.50" 1.50" BC 2x4 SPF 1650F-1. 5E 2 19- 9-12 938 3.50" 3.50" WEB 2x4 SPF STUD BRG BLK 2x6 HF 1650F -1.5E TC FORCE AXL BND CS1 Plating spec : ANSI/TPI - 1995 1-2 -1875 0.02 0.56 0.58 THIS DESIGN IS THE COMPOSITE RESULT OF 2-3 -912 0.01 0.56 0.56 MULTIPLE LOAD CASES. 3-4 -773 0.01 0.49 0.50 PLATE VALUES PER ICBO RESEARCH REPORT (11607. Loaded for 10 PSF non -concurrent BCLL. BC FORCE AXL BND CSI 2x4 continuous lateral bracing @24.0 " O.C. 5-6 1691 0.25 0.12 0.38 attached w/ 2-10d box or common wire nails. 6-7 1687 0.20 0.20 0.40 7-8 59 0.00 0.20 0.21 NEB FORCE CS1 WEB FORCE csI THIS PROFESSIONAL ARCHITEfT� ®��i`fIFI�ATION 4-8 66 0.56 2-7 -982 0.91 BB -937 0.10 3-7 -244 0.151S TO VERIFY THIS TRUSS TO CARRY THE APP LIED 2-6 159 0.08 4-7 1031 0.52LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-8-9 7-8-9 ®Denotes the requirement for lateral bracing at each location shown. Lateral -bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-10-3 5-4-12 14-6.12 19-11-8 16-11-11 / 2 7 4 4O 4-11-8 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 14- 0-15 19- 6- 0 HORIZONTAL REACTION(S) support 1 157 lb support 2 157 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.06 ft, mph = 70 UBC Special Occupancy, Dead Load =- 21.0 psf 5 6 2 x 7-8-9 6-10-3 5-4-12 7-8-9 14-6-12 19-11-8 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. T- 2-1-13 3-0-0 T 3-8 TIE 6-1-6 HI MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.06" D= -0.11" T= -__ Joint Locations = 1 0- 0- 0 5 0- 0- 0 2 7- 8- 9 6 7- 8- 9 3 14- 6-12 7 14- 6-12 4 19- 6- 0 8 19- 6- 0 10/4/2001 Scale: 1/4" = 1' ®WARNING T R U S SW O R KS Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chit: SB Dsgnr: SB WO: B1652 TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can TrUSSI P y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIfTPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 17 Job Name: LOT 9 FINLEY Truss ID: 136 Qty: 1 Drwg: G X -LOC REACT SIZE REQ'D 1 0- 1-12 932 3.50" 1.50" 2 19- 9-12 938 3.50" 3.50" TC FORCE AXL BND CSI 1-2 -1876 0.02 0.56 0.58 2-3 -912 0.01 0.56 0.56 3-4 -773 0.01 0.49 0.50 IBc FORCE AXL BND CSI 5-6 1692 0.25 0.12 0.38 6-7 1688 0.20 0.20 0.40 7-0 59 0.00 0.20 0.21 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD BRG BLK 2x6 HF 165OF-1.5E Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT ()1607. Loaded for 10 PSF non -concurrent BCLL. 2x 4 web material vertical supports at 24" o.c. (by others and typical). Attach with 1.5-3 min. plates at top and bottom. WEB FORCE CSZ WEB FORCE CSI 4-e 66 0.56 2-7 -903 Be -937 0.10 3-7 -244 �.s� tft PROFESSIONAL ARCHITECTS CERTIFICATION 2-6 159 0.08 4-7 1032 6 !9�0 VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-87-89 7-8-9 6-9-6 3-4 IO -5-8 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. 2x4 continuous lateral bracing @24.0 " O.C. attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due.,to wind or seismic loads on the building. 6-10-3 5-4-12 14-6-12 19-11-8 18-11-11 J 2 J a 4r 00 4-11-8 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 14- 0-15 19- 6- 0 HORIZONTAL REACTIONS) support 1 157 lb support 2 157 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No,Exp Category = C Bldg Length = 40.00 ft, Bdg Width = 20.00 ft Mean roof height = 18.39 ft, mph - 70 USC Special Occupancy, Dead Load = 21.0 psf __= Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 7- 8- 9 6 7- 8- 9 3 14- 6-12 7 14- 6-12 4 19- 6- 0 8 19- 6- 0 2-1-13 ;�' Robert S A 6-9 Alcumbrac S P r 3-0-0 REN. 8/2003 �OF CAS\FSP 3-8 TIE S 10/4/2001 7-6� 6-,0� 5t-4� All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, -gr -gr "MX" for TWMX 20ga positioned 1per 3oint Report, unless note Scale: Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1662 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA. 92276 + and bmce this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf P Design Spec UBC -97 9 P Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 17 Job Name: LOT 9 FINLEY Truss ID: 137 Qty: 1 Drwq: RG X -LOC REACT SIZE REO'D 1 0- 1-12 960 3.50" 1.50" 2 19- 9-12 1010 3.50" 3.50" Tc FORCE AXL BND CSI 1-2 -2024 0.03 0.51 0.55 2-3 -1550 0.02 0.70 0.71 3-4 -132 0.00 0.70 0.70 BC FORCE AXL BND CSI 5-6 1841 0.21 0.59 0.80 6-7 1008 0.12 0.67 0.79 WEB FORCE CSI WEB FORCE CSI 4-7 803 0.55 3-6 683 0.34 BB -1009 0.21 3-7 -1213 0.76 2-6 -551 0.25 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD 2x4 SPF 1650F -1.5E 7-4 BRG BLX 2x6 HF 165OF-1.5E Lumber shear allowables are per NDS -97. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-1-5 4-4 I0-5-8 6-9-6 6-9-6 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 400 6-4-5 13-1-11 6-96-913 19-11-8 a_R HORIZONTAL REACTIONS) support 1 225 lb support 2 226 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18:33 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 80.00 0- 0- 0 80.00 19-11- 8 0.4 BC Vert .14.00 0- 0- 0 14.00 19- 6- 0 0.0 ..Type... lbs X.Loc LL/TL BC Vert 50.0 13- 0- 0 0.34 BC Vert 50.0 15- 6- 0 0.34 I 4-1-5 3-0-0 1 3-8 TIE SHIP MAX DEFLECTION (span) : L/955 IN MEM 6-7 (LIVE) L= -0.25" D= -0.48" T= =-- Joint Locations 1 0- 0- 0 5 0- 0- 0 2 6- 9- 6 6 9-11- 9 3 13- 1-11 7 19- 6- 0 4 19- 6- 0 :Y1 Robert S ` Alcumbrac NO C-10381 s REN. 812003 72 50# 50# 19-11-8 s d 9-119 9-11-15� 10/4/2001 9-11-9 19-11-8 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2. 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVfPI I','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' SUMMARY SHEET by TPI. The Truss Plate Institute is located D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - (HIB -91) and'HIB-91 (TPI) at The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 72 Job Name: LOT 9 FINLEY WARNING Read all notes on this sheet and give a copy of rt to the Erecting Contractor. Eng. Job: EJ. Truss ID: C1 Qty: 1 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 705 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE.RESULT OF UBC -97 Code. 2 14-10- 4 705 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes O.C.Spaeing 2- 0- 0 Thousand Palms, CA. 92276 GBL BLK 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND Cs1 TOTAL 47.00 psf Seqn T6.2.6 - 0 Gable verticals are 2x 4 web material spaced Hurricane/Ocean Line = No , Exp Category = C 1-2 -1257 0.02 0.45 0.48 at 16.0 " o.c. unless noted otherwise. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1257 0.02 0.45 0.48 Top chord supports 24.0 " of uniform load Mean roof height = 16.48 ft, mph = 70 at 16 psf live load and 24 psf dead load. UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AxL BND CSI Additional design considerations may be 4-5 1109 0.17 0.19 0.36 required if sheathing is attached. 5-6 1109 0.17 0.19 0.36 Gable stud vertical members require lateral bracing (designed by others) perpendicular NEB FORCE CSI WEB FORCE CSI - to the plane of the member at intervals. 2-5 152 0.08 a result of wind THIS PROFESSIONAL ARCHITE0T8 t%ritIPICATION Bracing oamlember9 (Combination axiallplusabending) . lied IS TO VERIFY THIS TRUSST�OJDCARRY 0IMENSTHE IONS WERE This truss requires adequate sheathing, as LOADS. THE INPUT LOADS designed by others, applied to the truss PROVIDED BY OTHERS AND SHALL BE VERIFIED face thetruss provlplanding elateral support ating for r wail in AND APPROVED FOR THE SPECIFIC APPLICATION action to resist diaphragm loads. BY THE PROJECT DESIGN PROFESSIONAL. 7-6-0 7-6-0 400 4-4 z 7-67-60 15-0-0 7-6-0 4.00 2= -4 Io -5-8 0 15-0-0 3 7-6-0 7-6-0 r 7_-6-0 15-0-0 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.07" T= -0 �= Joint Locations =_== 1 0- 0- 0 4 0- 0- 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 11/32" = V WARNING Read all notes on this sheet and give a copy of rt to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1%'WTCA I' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 10 7-67-60 7-6-0 7-67-60 15-0-0 7-6-0 1 7-6-0 Ir a 31 400 4-4 4.00 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.08" D= -0.16" T=24 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 Job Name: LOT 9 FINLEY Truss ID: C2 Qty: 1 Drw : RG x -IAC REACT Slze REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 705 3.50•• 1.50'• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 14-10- 4 705 3.5011 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes Robert S -------------------------------------------- PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE A%L BND CSI Designed for 2.0 K lbs drag load applied Hurricane/Ocean Line = No , Exp Category = C 1-2 -1394 0.01 0.47 0.48 evenly along the top chord to the bottom Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1394 0.01 0.47 0.48 chord at the bearings, concurrently with Mean roof height = 16.48 ft, mph = 70 1.5-3 dead loads and 0 9 live load. Duration UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AxL BND CSI =1.33. Horizontal reaction = 2.0 K lbs. 4-5 1773 0.25 0.37 0.62 (each bearing). 5-6 1773 0.25 0.37 0.62 --------------------T{fIS-PITOF'ESSIONAL 7-67-6_ 0 7-67-6 0 WEB FORCE CSI WEB FORCE CSZ ARCHITECTS CERTIFICATION IS TO VERIFY THIS 2-5 152 0.08 TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, •'H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. AND DIMENSIONS WERE PROVIDED BY OTHERS WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 AND SHALL BE VERIFIED AND APPROVED FOR THE This design is for an individual building component nottruss system. It has been based on specifications provided by the component manufacturer Chk: SB SPECIFIC APPLICATION BY THE PROJECT and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB DESIGN PROFESSIONAL. are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 7-67-60 7-6-0 7-67-60 15-0-0 7-6-0 1 7-6-0 Ir a 31 400 4-4 4.00 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.08" D= -0.16" T=24 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 7- 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 13 Alllf�l 2-11-8 2-11 Robert S 3-4 3-4 Alcumbrac I0-5-8 NO. C-10381 10-5-8 1.5-3 OP CAL�FOP�� 15-0-0 a s r 7-67-6_ 0 7-67-6 0 7-6-0 15-0-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, •'H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 11/32" = 1• WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component nottruss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R S SW O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads U utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 pSf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: C3 Qty: 4 Drw : RG x -Loc REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 705 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 14-10- 4 705 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -1257 0.02 0.45 0.48 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1257 0.02 0.45 0.48 Mean roof height = 16.48 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 4-5 1109 0.17 0.19 0.36 5-6 1109 0.17 0.19 0.36 WEB FORCE CSI WEB FORCE CSI 2-5 152 0.08 CERTIFICATION SSIOPIAL ARCHIT EARRY THE APPLIED S AND DIMENSIONS WERE THIS PROFS THIS TRUSS TO VERIFIED IS TO VERIFY T LOAD SHALL 5F LOADS' 'EDHE 13PU SAND PROVIDED gY OTHER RFORTHE SPECIFIC APP ONALO AND APPROVEDjF T OF -SIGN PROFESS gYTt-PR 7-6-0 7-6-0 400 4-4 z 7-67-60 15-0-0 3 4.00 Robert S 2-1 Alcumbrac . C-10381 IB- EN. 812003 OF CAS-: r 7-67-6 0 15-0-0 10/4/2001 3 7-67-604 7-6-0 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.07" T= -0 -- Joint Joint Locations =_ 1 0- 0- 0 4 0- 0- 0 2 7 - 6- 0 5 7- 6- 0 3 15- 0- 0 6 15- 0- 0 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga,'or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 11/32" = V WARNING Read all notes on this sheet and give a copy of -it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacS L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to'exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tniswal,'ANSI/TPI 1','WTCA I' -Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 10 Job Name: LOT 9 FINLEY Truss ID: C4 Qty: 1 Drw : WO: 81652 RG x -LOC REACT SIZE' REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 2-12 2152 5.50:: 3.54 BC 2x6 HF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 2 14- 9- 4 2152 5.50" 3.54" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone ' of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. TC FORCE AXL BND CSI prevent rotation/toppling. See HIB -91 and Hurricane/Ocean Line = No , Exp Category = C 1-2 -4245 0.17 0.20 0.37 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -3257 0.10 0.15 0.25 Mean roof height = 16.48 ft, mph = 70 3-4 -3257 0.10 0.15 0.25 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -4245 0.17 0.20 0.37 ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T BC FORCE AXL BND CSI TC Vert 80.00 0- 0- 0 80.00 15- 0- 0 0.4 6-7 7-8 3979 3942 0.38 0.23 0.37 0.19 0.61 0.57 ARGHIT26T§ @9fkT�FI@AT16 BC Vert 206.90 0- 0- 0 206.90 15- 0- 0 0.3 3942 THIS PROFESSIONAL TRUSS TO CARRY THE APPLIM) 9-10 3979 0.38 o. z3 0.61 IS TO VERIFY THIS AND DIMENSIONS WERE WEB FORCE csi WEB Foxce csi LOADS. THE INPUT LOADS OTHERS AND SHALL BE VERIFIED 2-7 513 0.26 4-8 -976 0.35 PROVIDED BY APPLICATION 2-8 -976 0.35 4-9 513 0.26 AND APPROVED FOR THE SPECIFIC 3-8 1730 0.87 DESIGN PROFESSIONAL. BY THE PROJECT 21 4-24-2 9 3-33-3 7 3-33-3 7 4-24-29 4-2-9 7-6-0 10-9-7 15-0-0 7-6-0 7-6-0 / 2 3 4 i F4.00 -400 4-4 15-0-0 r7 x 9 N 4-2-9 3-33-3 7 3-3-7 4-2-9 4-2-9 7-6-0 10-9-7 .15-0-0 __== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 4- 2- 9 7 4- 2- 9 3 7- 6- 0 8 7- 6- 0 4 10- 9- 7 9 10- 9- 7 5 15- 0- 0 10 15- 0- 0 0 I0-5-8 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.00 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council 'HANDLING CONNECTED WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: D1 Qtv: 1 Drwa: RGx-LOC REACT Slze REQ'D TC 2x4 SPF 165OF-1.5E 1 3- 1-12 870 3.50" 1.50" BC 2x4 SPF 165OF-1.5E 2 20- 9-12 1095 3.50" 1.50" WEB 2x4 SPF STUD 3 28- 0- 4 566 3.50" 1.50" Loaded for 10 PSF non_ concurrent BCLL. Interior support or temporary shoring must TC FORCE AxL BND CSI be in place before erecting this truss. 1-2 -1211 0.01 0.43 0.44 2-3 -1043 0.01 0.43 0.44 3-4 -1016 0.01 0.64 0.65 4-5 -1016 0.00 0.64 0.65 BC FORCE AXL BND CSI 6-7 -2000 0.28 0.05 0.33 7-8 2187 0.31 0.08 0.39 8-9 1484 0.17 0.22 0.40 9-10 1239 0.17 0.38 0.55 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED NEB FORCE CSI WEB FORCE Cs%10ADS. THE INPUT LOADS AND DIMENSIONS WERE 1-6 -853 0.20 3-8 149 0. 1-7 1349 0.64 4-8 1071 0.51 PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-7 -323 0.09 4-9 -956 0.26AND APPROVED FOR THE SPECIFIC APPLICATION 2-8 -711 0.93 BY THE PROJECT DESIGN PROFESSIONAL. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Location of interior bearings should be clearly marked on each truss. -------------------------------------------- Designed for 2.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. (each bearing). . -------------------------------------------- 4-3-1 6-9-15 6-9-15 7-3-1 4-3-1 11-1-0 17-10-15 25-2-0 11-1-0 14-1-0 I 2 3 4 5 4.00 4.00 4-4 UPLIFT REACTIONS) : Support 3 -32 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone - Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.58 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 2-4 s-� 17_-9-12� 3-03-001 STUB 6 7 x 9 to 4-3-1 6-9-15 6-9-15 7-3-1 4-3-1 11-1-0 17-10-15 25-2-0 MAX DEFLECTION (span) : L/999 IN MEM 9-10 (LIVE) L= -0.06" D= -0.12" T= == Joint Locations --- 1 0- 0- 0 6 0- 0- 0 2 4- 3- 1 7 4- 3- 1 3 11- 1- 0 8 11- 1- 0 4 17-10-15 9 17-10-15 5 25- 2- 0 10 25- 2- 0 A Robert S Aicumbrac 24. C-10381 _N. 8/2003 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless n&VOR 3 SUPPORTS Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB TC Live 16.00 psf TC Dead 24.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCTl p youanruss utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIfTPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf P BC Dead 7.00 psf O.C.S acro 2- 0- 0 P g Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 19 Job Name: LOT 9 FINLEY Truss ID: D2 Qty: 2 Drw : RGX-IAC REACT SxzE REQD TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 3-I-12 866 3.50" x.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 20- 9-12 1095 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes 3 28- 0- 4 426 3.50" 1.50" Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! P Y Interior support or temporary shoring must Location of interior bearings should be Hurricane/Ocean Line = No , Exp Category = C TC FORCE AXL BND CSI be in place before erecting this truss. clearly marked on each truss. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -1211 0.01 0.43 0.44 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Mean roof height = 17.58 ft, mph - 70 2-3 -945 0.01 0.43 0.44 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -951 0.01 0.64 0.65 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719, 4-5 -467 0.00 0.64 0.65 THIS PROFESSIONAL TOTAL 47.00 psf Bc FORCE AXL BND CSI ARISHITE6 IS TO VERIFY THIS TRUSS TO CARR�YTHE APPLIED 6-7 32 0.00 0.13 0.13 LOADS. THE INPUT 7-e 8-9 1159 0.14 0.24 .37 0 369 0.03 0.24 0.27 LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL 366 0.05 0.23 0.29 AND BE VERIFIED 9-10 APPROVED FOR THE SPECIFIC APPLICATION WEB FORCE CSI WEB FORCE CSI BY THE PROJECT DESIGN PROFESSIONAL. 1-6 -845 0.20 3-8 149 0.08 1-7 1171 0.59 4-8 633 0.32 ' 2-7 -273 0.08 4-9 -956 0.26 2-8 -374 0.49 MAX DEFLECTION (span) ' L/999 IN MEM 7-8 (LIVE) L= -0.04" D= -0.08" T= - ---- Joint Locations -=- 1 0- 0- 0 6 0- 0- 0 ' 2 4- 3- 1 7 4- 3- 1 4-3-1 6-9-15 6-9-15 7-3-1 3 11- 1- 0 8 11- 1- 0 4 17-10-15 9 17-10-15 4-3-1 11-1-0 17-10-15 25-2-0 5 25- 2- 0 10 25- 2- 0 1 2 3 a S F -4.00 4.00 4-4 3-4 3-4 5-1-13 5-1-13 3-4 SHIP 111-5.8 3-4 0-5_ 24 44 6-6 � Ro ert S 17-x-12 Alcu brae NO. -10381 3-03-0 0 STUB 6 7 x r 1r1 '9 4-3-1 6-9-15 6-9-15 7-3-1 �OF 4-3-1 11-1-0 17-10-15 25-2-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless n&VHR 3 SUPPORTS Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! P Y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2.0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719, Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 13 IJob Name: LOT 9 FINLEY Truss ID: D3 Qtv: 1 Drwa: I G X -LOC REACT SIZE REQ'D 1 0- 1-12 970 3.50" 1.50" 2 20- 9-12 1368 3.50" 1.59" 3' 28- 0- 4 361 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -2029 0.03 0.53 0.56 2-3 -1054 0.01 0.53 0.54 3-4 -1058 0.01 0.67 0.68 4-5 -285 0.00 0.67 0.67 BC FORCE AXL BND CSI 6-7 1843 0.28 0.08 0.35 7-8 1839 0.21 0.22 0.43 8-9 198 0.03 0.20 0.23 9-30 195 0.03 0.25 0.28 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Interior support or temporary shoring must be in place before erecting this truss. WEB FORCE CSI WEB FORCE CSI 2-7 142 0.07 4-e 1001 0.51 2-8 -992 0.92 4-9 TIAIS9PRISFESSIONAL ARBbIT'E15" i�€WIPICATION 3-8 202 0.10 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 7-37-31 7-3-1 z 400 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Location of interior bearings should be clearly marked on each truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loaU applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6-9-15 6-9-15 7-3-1 14-1-0 20-10-15 28-2-0 4-4 3 4 4.00 l 7-3-1 7-3-1 N J 6-96-915 6-9-15 14-1-0 20-10-15 10 7-3-1 28-2-0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.58 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 1 5-1-13 SHIP 1-4 =0-5- MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.06" D= -0.12" T= Joint Locations =-- 1 0- 0- 0 6 0- 0- 0 2 7- 3- 1 7 7- 3- 1 3 14- 1- 0 8 14- 1- 0 4 20-10-15 9 20-10-15 5 28- 2- 0 10 28- 2- 0 Robert S ` Alcumbrac C-10381 ZE . 812003 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless nWIR 3 SUPPORTS Scale: 5/32" = V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TP1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tniswal,'ANSI/TPI 1'.'WTCA P- Wood Truss Council BC Dead 7.00 Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. psf Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 18 Job Name: LOT 9 FINLEY Truss ID: D4 Qty: 3 Drw : RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 970 3.50" 1.50" BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing ABC -97 Code. 2 20- 9-12 1368 3.50" 1.58" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes 3 28- 0- 4 361 3.50" 1.50" Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone SHALL SE VERIFIED AND APPROVED FOR THE SPECIFIC - THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No , Exp Category = C TC FORCE AXL BND CSI MULTIPLE LOAD CASES. usedfor continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 1-2 -2029 0.03 0.53 0.56 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.58 ft, mph = 70 2-3 -1054 0.01 0.53 0.54 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -1058 0.01 0.67 0.68 Location of interior bearings should be Systems standard details. and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 4-5 -285 0.00 0.67 0.67 clearly marked on each truss. Interior support or temporary shoring must are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads be in place before erecting this truss. utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord BC FORCE AXL BND CSZ 6-7 1843 0.28 0.08 0.35 7-8 1839 0.21 0.22 0.43 mbrac 8-9 198 0.03 0.20 0.23 9-10 195 0.03 0.25 0.28 THIS PROFESSIONAL ARCHITECTS WEB FORCE CSI WEB FORCE CSI CERTIFICATION IS TO VERIFY THIS TRUSS TO 2-7 2-8 142 0.07 4-e 1211 0.51 -992 0.92 4-9 -1219 0.34 CARRY THE APPLIED LOADS. THE INPUT LOADS 3-8 202 0.10 AND DIMENSIONS WERE PROVIDED BY OTHERS AND 7-3-1 6-9-15 6-9-15 7-3-1 SHALL SE VERIFIED AND APPROVED FOR THE SPECIFIC �'I APPLICATION BY THE PROJECT DESIGN Q q�OF PROFESSIONAL. 7-3-1 6-9-15 6-9-15 7-3-1 7-3-1 14-1-0 20-10-15 28-2-0 14-1-0 14-1-0 / 2 3 a S F4-.00 4.00 4-4 MAX DEFLECTION (span) : L/999IN MEM 7-8 (LIVE) L= -0.06" D= -0.12" T= ___= Joint Locations =-- = 1 0- 0- 0 6 0- 0- 0 2 7- 3- 1 7 7- 3- 1 3 14- 1- 0 8 14- 1- 0 4 20-10-15 9 20-10-15 5 28- 2- 0 10 28- 2- 0 18 -t \V� bert S '' Al mbrac 28-2-0 NO C-10381 ' a ; r 10 R .8 7-3-1 6-9-15 6-9-15 7-3-1 �'I 7-3-1 14-1-0 20-10-15 28-2-0 Q q�OF CPQ-�F� 001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless n&VHR 3 SUPPORTS Scale: 5132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.E.I. WO: B1662 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Com an You Can Trussl p y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ acin 2- 0- 0 p g Thousand Palms,.CA. 92276 and brace this cross in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI(fPI I','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEETby TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 18 Job Name: LOT 9 FINLEY FORCE AXL HND CSI Truss ID: D5 Qty: 2 Drw : RG x -LOC REACT sizE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1324 3.50" 1.89" HC 2x4 SPF 1650F-1. SE ® at each location shown. Lateral bracing UBC -97 Code. 2 28- 0- 4 1324 3.50" 1.89" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes 14-1-0 14-1-0 BC Dead 7.00 psf Design Spec UBC -97 J 2 3 a 5 Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No , Exp Category = C 1-2 -3024 0.08 0.60 0.68 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2140 0.04 0.45 0.49 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.58 ft, mph = 70 3-4 -2140 0.04 0.45 0.49 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -3024 0.08 0.60 0.68 Systems standard details. BC FORCE AXL HND CSI CERTIFICATION 6-7 7-8 2781 0.41 0.22 0.63 2779 0.32 0.29 0.62 THIS PROFESSIONAL ARCHITECTS VERIFY THIS TRUSS TO CARRY THE APPLIED 8-9 2779 0.32 0.29 0.62 IS TO INPUT LOADS AND DIMENSIONS WERE 9-10 2781 0.41 0.22 0.63 LOADS. THE PROVIDED BY OTHERS AND SHALL BE VERIFIED NEB FORCE CSI WEB FORCE CSI APP E SP€GIFIG APPLICATION z8 0 �.82 a9-10.6 0 AND U UEW N - -89 - 12 BY TH€ FIRW 3-8 771 0.39 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 7-3-1 6-9-15 6-96-916 7-37-31 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 7-3-1 14-1-0 20-10-15 28-2-0 O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 14-1-0 14-1-0 BC Dead 7.00 psf Design Spec UBC -97 J 2 3 a 5 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. 400 -4� Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 4-4 r, 7 x v to 7-37-3 1 6-9-15 6-9-15 7-37-3 1 7-3-1 14-1-0 20-10-15 28-2-0 MAX DEFLECTION (span) L/999 IN MEM 8-9 (LIVE) L= -0.13" D= -0.25" T= -0 Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 7- 3- 1 7 7- 3- 1 '3 14- 1- 0 8 14- 1- 0 4 20-10-15 9 20-10-15 5 28- 2- 0 10 28- 2- 0 Robert S 5-1-13 Alcul S P If T -o -s-1. C-10381 IO-S- �RM 812003�\� OF CAL�F�/ 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB I and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trul p you ss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI 1','WTCA P- Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 39 Job Name: LOT 9 FINLEY Truss ID: D6 Qtv: 1 Drwq: I RG X -LOC REACT SIZE REQ'D 1 0- 1-12 1324 3.50" 1.89" 2 28- 0- 4 1324 3.50" 1.89" TC FORCE AXL BND CSI 1-2 -3024 0.06 0.70 0.76 2-3 -2140 0.04 0.45 0.49 3-4 -2140 0.04 0.45 0.49 4-5 -3024 0.06 0.70 0.76 BC FORCE AXL BND CSI 6-7 3857 0.54 0.21 0.76 7-8 3852 0.54 0.11 0.65 8-9 3852 0.54 0.11 0.65 9-10 3857 0.54 0.21 0.76 WEB FORCE CSI WEB FORCE CSI 2-7 120 0.06 4-8 -1117 0.82 2-8 -1117 0.82 4-9 120 0.06 3-8 771 0.39 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 3.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 % live load. Duration =1.33. Horizontal reaction = 3.0 K lbs. (each bearing). -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND Y THE PROJECAPPROVED T DES GN PROFESSIONAL. THE SPECIFIC ON ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) -perpendicular to the plane of the member at intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 7-37-3 1 6.9-15 6-9-15 7-3-1 7-3-1 14-1-0 20-10-15 28-2-0 14-1-0 14-1-0 / 2 3 4 S 4� -4.00 4-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.58 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf 26-2-0 -- 8 9 /„ 7-3.1 6-9-15 6.915 7-3-1 7-3-1 14-1-0 20-10-15 28-2-0 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.13" D= -0.25" T= -1-39 Joint Locations =---- 1 0- 0- 0 6 0- 0- 0 2 7- 3- 1 7 7- 3- 1 3 14- 1- 0 8 14- 1- 0 4 20-10-15 9 20-10-15 5 28- 2- 0 10 28- 2- 0 U 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/32" = 1' YYAR v1G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss! P you an is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 p 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswel,'ANSIlfPI I','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi I ities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719, Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: F1 Qtv: 1 Drwq: TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF , GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Top chord supports 24.0 11 of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicula S PROFESSIONAL ARCHITECTS CERTIFICATION to the plane of the member at interval;. Bracing is a result of wind looac applie4S TO VERIFY THIS TRUSS TO CARRY THE APPLIED to member. (Combination axial plus bendipgJ This truss requires adequate sheathingADS. THE INPUT LOADS AND DIMENSIONS WERE , `aJ designed by others, applied to the truss PROVIDED BY OTHERS AND SHALL BE VERIFIED face providing lateral support for webs ARID APPROVED FOR THE SPECIFIC APPLICATION the truss plane and creating shear wall action to resist diaphragm loads. BY THE PROJECT DESIGN PROFESSIONAL. 4-3-3-12i 2-82 0 2-82 0 2-8-0 24-0 2-8-0 f-3-3-12 4-3-11 6-11-12 9-7-12 12-3-12 14-11-12 17-7-11 21-11-8 10-11-12 10-11-12 I 2 3 a 5 6 7 8 9 10 11 12 13 400 - -4.00 T 4-4 4-1-7 3-4 1 z0-5-8 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.06 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf S=3-4 14 15 16 17 18 19 20 21 22 23 24 15 26 27 l-3-3-1_2 2-8-0 2-8-0 2-82-8 0 2.8-0 2-8-0 1-3-3-12 4-3-12 6.11-12 9-7-12 12-3-12 14-11-12 17.7-12 21-11-8 —_— Joint Locations ===== 1 0- 0- 0 15 4- 3-12 2 4- 3-12 16 5- 7-12 3 5- 7-12 17 6-11-12 4 6-11-12 18 8- 3-12 5 8- 3-12 19 9- 7-12 6 9- 7-12 20 10-11-12. 7 10-11-12 21 12- 3-12 8 12- 3-12 22 13- 7-12 9 13- 7-12 23 14- 6- 0 10 14-11-12 24 14-11-12 11 16- 3-12 25 16- 3-12 R2 26 17- -12 27 21-111- 8 Robert S Alcumbrac NO. C-10381 REN. 8/2003 OF 10/4/2001 TYPICAL PLATE : 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless nQHHR CONTINUOUS SUPPORT Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P you noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIlfPI I','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: F2 Qty: 2 Drw : RG X -LOC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 D- 1-12 1032 3.50" 1.50�� BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 21- 9-12 1032 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes DurFacs L=1.25 P=1.25 T R U S S W O R KS Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Hurricane/Ocean Line = No , Exp Category = C 1-2 -2298 0.04 0.42 0.47 BC Live 0.00 psf P Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1994 0.04 0.26 0.30 THIS PROFESSIONAL Mean roof height = 17.06 ft, mph = 70 Dead Load = 21.0 3-4 4-s -1994 -229e 0.04 0.26 0.37 o.04 0.42 0.47 ARCHIrECTS Cg IS TO VERIFY THIS "PlCA'fON LOADS. THE INPUT THE UBC Special Occupancy, psf BC 6-7 FORCE 2110 A31 B19 c5I 0.31 0.19 o. s1 LOADS ANDCARRY DIMENSIONS PROVIDED BY OTHERS WERE 7-8 1453 0.16 0.21 0.37 AND SHALL BE VERIFIEDLIED AND APPROVED FOR 8-9 2110 0.31 0.19 0.51 THE SPECIFIC APPLICATION BY THE PROJECT WEB FORCE CSI WEB FORCE CSI DESIGN PROFESSIONAL, 2-7 -414 0.12 3-8 541 0.27 , 3-7 541 0.27 4-8 -414 0.12 1 4-1-7 4-4 I0-5-8 5-85-8 7 5-35-3 5 5-35-3 5 5-85-87 5-8-7 10-11-12 16-3-1 21-11-8 10-11-12 { 10-11-12 1 2 3 4 5 F-4.00 -400 4-4 6 7-5-8 7-5-8 7-0-7 14-6-0 7-57-5 8 21-11-8 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.10" D= -0.18" T= -0 Joint Locations =---- 1 0- 0- 0 6 0- 0- 0 2 5- 8- 7 7 7- 5- 8 3 10-11-12 8 14- 6- 0 4 16- 3- 1 9 21-11- 8 5 21-11- 8 ' Robert S AiNS8121003 umbra 0381 OF 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7132" = 1' Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building rode and the particular application. The design assumes that the top chord A Company You Can Trussl P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19%and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.$ acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSI/fPl I','WTCA I' -Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi I ities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf. Seqn T6.2.6 - 0 28 Job Name: LOT 9 FINLEY Truss ID: F2A Qty: 1 Drw : Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. Rc x -LOC REACT SIZE REQD TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the Dsgnr: SB 1 0- 1-12 1032 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. DurFacs L=1.25 P=1.25 . R U S WO R KS 2 21- 9-12 1032 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVrPI 1%'WTCA 1' - Wood Truss Council America Standard TC FORCE AXL BND CSI of Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. -------------------------------------------- Hurricane/Ocean Line = NO , Exp Category = C 1-2 -2298 0.03 0.49 0.52 Designed for 2.0 K lbs drag load applied Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1994 0.04 0.26 0.30 evenly along the top chord to the bottom Mean roof height = 17.06 ft, mph - 70 3-4 -1994 0.04 0.26 0.30 chord at the bearings, concurrently with UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2298 0.03 0.49 0.52 dead loads and 0 % live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. BC FORCE AXL BND CS1 (each bearing). 6-7 2753 0.29 0.25 0.54 -------------------------------------------- 7-8 1974 0.28 0.12 0.39 8-9 2753 0.29 0.25 0.54 , WEB FORCE CSI WEB FORCE CSI 2-7 3-7 -474 0.13 657 0.31 3-8 657 0.31 4-8 -474 0.13 PROFESSIONAL ARCHITECTS CERTIFICATION THIS IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED MAX DEFLECTION (span) AND APPROVED FOR THE SPECIFIC APPLICATION L/999 IN MEM 7-e (LIVE) BY THE PROJECT DESIGN PROFESSIONAL. L= -0.10" D= -0.18" T= - =- Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 5- 8- 7 7 7- 5- 8 3 10-11-12 8 14- 6- 0 5-85-8 7 5-35-3 5 5-35-3 5 5-85-8 7 4 16- 3- 1 9 21-11- 8 5-8-7 10-11-12 16-3-1 21-11-8 5 21-11- 8 W I 4-1-7 4-4 10-5-8 / 2 400 4-4 3 4 5 4.00 7-5-8 7-5-8 .Y 7-07-0 7 14-6-0 / 7-5-8 21-11-8 Robert S `� Alcumbrac eON. -10381 N. 8/2003 F CAVA o 0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7/32" = V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and one in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 . R U S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palms, Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVrPI 1%'WTCA 1' - Wood Truss Council America Standard BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 28 Job Name: LOT 9 FINLEY Truss ID: F3 Qty: 3 Drw : RG x -LOC REACT SIZE RE4'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1032 3.50" 1.50" BC 2x4 SPF 1650E -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 21- 9-12 1032 3.50^ 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes Rep Mbr Bnd 1.15 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICSO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Thousand Palms CA92276 Palms, . and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Hurricane/Ocean Line- NO , Exp Category = C 1-2 -2298 0.04 0.42 0.47 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1994 0.04 0.26 0.30 Mean roof height = 17.06 ft, mph = 70 3-4 -1994 0.04 0.26 0.30 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2298 0.04 0.42 0.47 IBC FORCE AXL BND CSI 6-7 2110 0.31 0.19 0.51 7-8 1453 0.16 0.21 0.37 8-9 2110 0.31 0.19 0.51 WEB FORCE CSZ WEB FORCE CSI 2-7 -414 0.12 3-8 541 0.27 3-7 541 0.27 4-8 -414 0.12 THIS PROFESSIONAL ARCHITECTS CERTIEICATIbN IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND Y THON E PROJECT DESIGN PROFESSIONALI 28 5-85-8 7 5-35-3 6 5-3-5 5-8-7 5-8-7 10-11-12 16-3-1 21-11-8 10-11-12 I 10-11-12 1 2 3 J 5 400 -4.00 . 4-4 7-5-8 7-5-8 707 Y 14-6-0 7-5-8 21-11-8 ___= Joint Locations =_== 1 0- 0- 0 6 0- 0- 0 2 5- 8- 7 7 7- 5- 8 3 10-11-12 8 14- 6- 0 4 16- 3- 1 9 21-11- 8 5 21-11- 8 Robert S Alcumbrac '_'N. 8/2003 OF 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, " W for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions D5 nr: SB g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl P youanruss is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA92276 Palms, . and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 IJob Name: LOT 9 FINLEY IRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1173 3.50" 1.68" 2 24- 9-12 1173 3.50" 1.68" TC FORCE AXL BND CSI 1-2 -2657 0.04 0.54 0.58 2-3 -2303 0.06 0.34 0.40 3-4 -2303 0.06 0.34 0.40 4-5 -2657 0.04 0.54 0.58 BC FORCE AXL BND CSI 6-7 2960 0.33 0.27 0.60 7-8 2113 0.19 0.26 0.45 8-9 2960 0.33 0.27 0.60 WEB FORCE CSI WEB FORCE CSI 2-7 -512 0.16 3-8 712 0.34 3-7 712 0.34 4-8 -512 0.16 Truss ID: G1 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind looaar applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 1 4-7-7 3-6 10-5-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 2.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. (each bearing). -------------------------------------------- 1 THIS PROFESSIONAL ARCHITECTS CE"FICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND EC FIC APPLICATION SHALL BE VERIFIED 6-5 APPROVED FOR ROFESSIONAL¢-5-7 6-5-7 12 -SM THE PROJECT 24-11-8 12-5-12 12-5-12 l 1 3 a 5 400 -400 . 4-4 24-11-8 7 X 8-5-8 s-08-0 8-58-5 8 8-5-8 16-6-0 24-11-8 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.31 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf I 4-7-7 SHIP -6 / IO -S - MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.14" D= -0.27" T= -- Joint Locations -= 0- 0- 0 6 0- 0- 0 2 6- 5- 7 7 8- 5- 8 3 12- 5-12 8 16- 6- 0 4 18- 6- 1 9 24-11- 8 5 24-11- 8 Robert S Alcumbrac NO. C-10381 REN. 8/ SOF CAL�FO/ 10/4/2001 TYPICAL PLATE: 1.6-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 209a positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p iouanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf ' P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi l ities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 42 Job Name: LOT 9 FINLEY Truss ID: G2 Qty: 10 Drw : Rc x -LAC REACT SIZE REQTC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1173 3.50" 1.65" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 24- 9-12 1173 3.50" 1.68" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL END CSI Hurricane/Ocean Line = No , Exp Category = C 1-2 -2657 0.06 0.50 0.56 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2303 0.06 0.34 0.40 Mean roof height = 17.31 ft, mph = 70 3-4 -2303 0.06 0.34 0.40 .. - USC Special Occupancy, Dead Load = 21.0 psf 4-5 -2657 0.06 0.50 0.56 IBC FORCE AXL END CSI 6-7 2444 0.36 0.22 0.58 7-8 1669 0.19 0.26 0.45 8-9 2444 0.36 0.22 0.58 WEB FORCE CSI WEB FORCE CSI 2-7 -486 0.16 3-8 636 0.32 3-7 636 0.32 4-8 -486 0.16 I 4-7-7 3-6 IO -5-8 THIS PROFESSIONAL ARCHITECTS CERTI#ICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 6-56-5 6-0-5 6-06-0 5 6-56-5 6-5-7 12-5-12 18-6-1 24-11-8 12-5-12 12-5-12 I 2 3 4 S F-4.00 -400 4-4 24-11-8 6 7 x 8-5-8 8-0-7 8-5-8 16-6-0 8-5-8 / 24.11-8 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.14" D= -0.27" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 6- 5- 7 7 8- 5- 8 3 12- 5-12 8 16- 6- 0 4 18- 6- 1 9 24-11- 8 5 24-11- 8 AF Robert S Alcumbrac 4-7-7 SgREN. NO. C-10381 Io -s-818/2003 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3116" = 1' Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf TC Dead 24.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCTruss! P you an utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI1TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf p BC Dead 7.00 psf O.C.S acin 2- 0- 0 p g Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 42 Job Name: LOT 9 FINLEY Truss ID: G3 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. RG x -WC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 1173 3.50 1.68 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. TC Live 16.00 psf 2 24- 9-12 1173 3.50" 1.69" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf GBL BLK 2x4 SPF STUD PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install TC FORCE AXL BND CSI Gable verticals are 2x 4 web material spaced Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -2657 0.04 0.54 0.58 at 16.0 " o.c. unless noted otherwise. -------------------------------------------- Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2303 0.06 0.34 0.40 Top chord supports 24.0 " of uniform load Designed for 2.0 K lbs drag load applied Mean roof height = 17.31 ft, mph - 70 3-4 -2303 0.06 0.34 0.40 at 16 psf live load and 24 psf dead load. evenly along the top chord to the bottom UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2657 0.04 0.54 0.58 Additional design considerations may be chord at the bearings, concurrently with required if sheathing is attached. dead loads and 0 6 live load. Duration BC FORCE AXL BND CSI Gable stud vertical members require lateral =1.33. Horizontal reaction = 2.0 K lbs. 6-7 2960 0.33 0.27 0.60 bracing (designed by others) perpendicular (each bearing). 7-8 2113 0.19 0.26 0.45 to the plane of the member at intervals. -------------------------------------------- 8-9 2960 0.33 0.27 0.60 Bracing is a result of wind loots applied to member.(Combination axial plus bending). WEB FORCE CS1 WEB FORCE CSI This truss requires adequate sheathing, as 2-7 -512 0.16 3-8 712 0.34 designed by others, applied to the truss 3-7 712 0.34 4-8 -512 0.16 face providing lateral support for webs in , the truss plane and creating sheaTFffg 3OFESSIONAL ARCHITECTS CERTIFICATION action to resist diaphragm loads. IS TO, VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE MAX DEFLECTION (span) PROVIDED BY OTHERS AND SHALL BE VERIFIED L/999 IN MEM 7-s (LIVE) AND APPROVED FOR THE SPECIFIC APPLICATION L= -0.14" D= -0.27" T= - BY THE PROJECT DESIGN PROFESSIONAL. __= Joint Locations ---- 1 0- 0- 0 6 0- 0- 0 2 6- 5- 7 7 8- 5- 8 3 12- 5-12 8 16- 6- 0 6-56-5 7 6-06-0 6 6-06-0 5 6-56-5 7 4 18- 6- 1 9 24-11- 8 6-5-7 12-5-12 18-6-1 24-11-8 5 24-11- 8 I 4-7-7 3-6 10-5-8 7 3 4 4.00 -400 4-4 I 4-7a SHIP 36 10-5- 3-4 5-5 7 8 8-6-8 8-08-0 8-5-8 16-6-0 8-58-58 24-11-8 Robert S NO. U-1 REN. 8/200.3 OF 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1662 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIIrPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: H1 Qty: 9 Drw : Eng. Job: EJ. WO: 81652 RG x -Loc REACT slze REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the DSgnr: SB 1 0- 1-12 376 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 2 7-10- 4 376 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Thousand Palms, CA. 92276 TC FORCE AXL BND CSI Phone (760) 343-3461 Hurricane/Ocean Line = NO , Exp Category = C 1-2 -588 0.00 0.11 0.12 TOTAL 47.00 psf Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -588 0.00 0.11 0.12 Mean roof height = 15.90 ft, mph = 70 UHC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI 4-5 513 0.08 0.03 0.11 5-6 513 0.08 0.03 0.11 WEB FORCE CSI WEB FORCE CSI 2-5 57 0.03 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE MAX DEFLECTION L/999 IN MEM (span) 4-5 (LIVE) PROVIDED BY OTHERS AND SHALL BE VERIFIED L= -0.01" D= -0.01" T= - AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT RESIGN PROFESSIONAL. -,joint Locations 1 0- 0- 0 ==_ 4 0- 0- 0 4-0-04-0-0 2 4- 0- 0 5 4- 0- 0 3 8- 0- 0 6 8- 0- 0 4-0-0 8-0-0 4-0-0 4-0-0 J 1 400 4-4 4.00 1-9-8 3-4 3-4 I0 5-8 LLJ 1.5-3 0 s 4-04-00 4-0-0 r 4-0-0 i 8-0-0 J" Robert S 'Alcumbrac N�- C-10381 1-9 Hi RIN. 8/2003' %9 - I0-5 6oF CA��F 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/8" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss! P you an is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 p s Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Ttvswal,'ANSI/I'PI I','WTCA I' -Wood Truss Council WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Segn T6.2.6 - 0 01 Job Name: LOT 9 FINLEY Truss ID: 11 Qtv: 1 Drwq: I RG X -IAC REACT SIZE REQ'D 1 0- 1-12 917 3.50" 1.50" 2 19- 4- 4 917 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -2004 0.03 0.52 0.55 2-3 -1742 0.03 0.21 0.24 3-4 -1742 0.03 0.21 0.24 4-5 -2004 0.03 0.52 0.55 BC FORCE AXL HND CSI 6-7 2931 0.41 0.15 0.56 7-8 2116 0.30 0.11 0.41 8-9 2931 0.41 0.15 0.56 WEB FORCE CSI WEB FORCE CSI 2-7 -501 0.13 3-8 686 0.33 3-7 606 0.33 4-8 -501 0.13 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind lora applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. I 3-8-8 4-4 Io -5-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 2.5 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.5 K lbs. (each bearing). -------------------------------------------- THIS PROFESSIONAL ARCHITECTS ofewIFIlyt11'I6N IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE 5-1411D PROVIDED BY OTHERS ANSHALL BE VERIFIED D SPECIFIC APPLICATION �,pPROVED FOF33N9N PROFESSION 5-1 t 5-1-1 BY THE PROJECIR 14-4.15 ' 19-6-0 9-9-0 1 9-9.0 l 2 3 a 3 F-4.00 -4.00 4-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.85 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf 7 X 9 6-76-711 6-26-210 6-7-11 6-7-11 12-10-5 19-6-0 --- Joint Locations -- 1 0- 0- 0 6 0- 0- 0 2 5- 1- 1 7 6- 7-11 3 9- 9- 0 8 12-10- 5 4 14- 4-15 9 19- 6- 0 5 19- 6- 0 Robert S itIcumbrac REN. ; 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Com an You Can Trussl P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY Truss ID: 12 Qty: 10 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 917 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 19- 4- 4 917 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes TC Live 16.00 psf Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI TC Dead 24.00 Hurricane/Ocean Line = No , Exp Category = C 1-2 -2004 0.03 0.36 0.39 psf Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1742 0.03 0.21 0.24 BC Live 0.00 psf Mean roof height = 16.85 ft, mph = 70 3-4 -1742 0.03 0.21 0.24 BC Dead 7.00 psf UBC Special Occupancy, Dead Load = 21.0 psf 4-5 72004 0.03 0.36 0.39 BC FORCE AXL BND CSI THIS PROFESSIONAL ARCHITECTS CERTIFICATION Seqn T6.2.6 - 0 6-7 1838 0.27 0.17 0.45 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 7-8 1276 0.14 0.16 0.29 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 8-9 1838 0.27 0.17 0.45 PROVIDED BY OTHERS AND SHALL BE VERIFIED WEB 2-7 FORCE CSI WEB FORCE CSI -355 0.10 3-e 463 0.23 AND APPROVED FOR THE SPECIFIC APPLICATION 3-7 463 0.23 4-8 -355 0.10 BY THE PROJECT DESIGN PROFESSIONAL. 1 3-8-8 4-4 I0-5-8 5-15-1 1 4-74-715 4-74-715 5-15-11 5-1-1 9-9-0 14-4-15 19-6-0 9-9-0 1 9-9-0 l 2 3 4 5 F4.00 -400 4-4 6 2 6-7-11 6-7-11 x 6-26-210 12-10-5 6-76-711 19-6-0 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.14" T= __--= Joint Locations =__== 1� 0- 0- 0 6 0- 0- 0 2 5- 1- 1 7 6- 7-11 3 9- 9- 0 8 12-10- 5 4 14- 4-15 9 19- 6- 0 5 19- 6- 0 ' Robert S Alcumbrac NO. C-10381 REN. 8/2098� OF 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurfacS L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCT! p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY Truss ID: 13 Qtv: 1 Drwct: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 917 3.50" 1.50•' 2 19- 4- 4 917 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -2004 0.03 0.52 0.55 2-3 -1742 0.03 0.21 0.24 3-4 -1742 0.03 0.21 0.24 4-5 -2004 0.03 0.52 0.55 BC FORCE AXL BND CSI 6-7 2931 0.41 0.15 0.56 7-8 2116 0.30 0.11 0.41 B-9 '2931 0.41 0.15 0.56 WEB FORCE CSI WEB FORCE CSI 2-7 -501 0.13 3-8 686 0.33 3-7 686 0.33 4-8 -501 0.13 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loaU applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. I 3-8-8 4-4 I0-5-8 5-1-1 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 2.5 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.5 K lbs. (each bearing). -------------------------------------------- THIS PROFESSIONAL ARBHIT€OTIA c)p-I�I�ATI®N IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT OF -SIGN PROFESSIONAL. 4-7-15 4-74-715 5-1-1 9-9-0 14-4-15 19-6-0 9-9-0 1 9-9-0 / 2 3 a 3 400 -400 4-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.85 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.14" T= Joint Locations =_== 1 0- 0- 0 6 0- 0- 0 2 5- 1- 1 7 6- 7-11 3 9- 9- 0 8 12-10- 5 4 14- 4-15 9 19- 6- 0 5 19- 6- 0 I � Robert S Alcumbrac 3-8- Np - 0381 HIP i4 EN. 812003 Io -s -s OF CAL�F�� 21 19-6-0 6 7 H 9 6-76-711 6-26-210 6-7-11 6-7-11 12-10-5 19-6-0 10/ 4/2001 TYPICAL PLATE : 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 114" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has'been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal, 'ANSI/fPl I','WTCA I' - Wood Truss Council WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi l ities,'HANDLING INSTALLING AND BRACING METAL PLATE CONVECTED TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY Truss ID: J1 Qty: 1 Drw : RG x -Loc REACT size REQ�D TC 2x4 SPF 1650F -1. 5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 8/23 �{ 1 0- 1-12 752 3.50" 1.50�� BC 2x4 SPF 1650F 1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 15-10- 4 752 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer GBL BLK 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Gable verticals are 2x 4 web material spaced Loaded for 10 PSE non -concurrent BOLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -1597 0.02 0.56 0.58 at 16.0 " o.c. unless noted otherwise. -------------------------------------------- Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1597' 0.02 0.56 0.58 Top chord supports 24.0 " of uniform load Designed for 2.5 K lbs drag load applied Mean roof height = 16.56 ft, mph = 70 O.C.S acin 2- 0- 0 P 9 Design Spec UBC -97 Seqn T6.2.6 - 0 at 16 psf live load and 24 psf dead load. evenly along the top chord to the bottom UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AxL BND CSI Additional design considerations may be chord at the bearings, concurrently with 4-5 2087 0.29 0.47 0.76 required if sheathing is attached. dead loads and 0 % live load. Duration . 5-6 2087 0.29 0.47 0.76 Gable stud vertical members require lateral =1.33. Horizontal reaction = 2.5 K lbs. bracing (designed by others) perpendicular (each bearing). NEB FORCE CS1 WEB FORCE CSI to the plane of the member at intervals. -------------------------------------------- 2-5 165 0.08 Bracing is a result of wind loa3 applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in ' the truss plane and creating shear wall ARCHITECTS CERTIFICATION THIS PROFESSIONAL action to resist diaphragm loads. CARRY THE APPLIED IS TO VERIFY THIS TRUSS TO WERE LOADS AND DIMENSIONS LOADS. THE INPUT SHALL BE VERIFIED MAX DEFLECTION (span) PROVIDED BY OTHERS AND APPLICATION L/999 IN MEM 4-5 (LIVE) APPR9VED FOR THE SPECIFIC L= -0.11" D= -0.22" T= - AND gV THE PROJECT DESIGN PROFESSIOt�AI-• Joint Locations 1 0- 0- 0 4 0- 0- 0 2 8- 0- 0 5 8- 0- 0 8-0-0 8-0-0 3 16- 0- 0 6 16- 0- 0 8-0-0 16-0-0 8-0-0 8-0-0 1 z 400 4-4 400 t 3-1-8 SHIP I 33 16-0-0 "CNO, C-1038100. 3 r 8/23 �{ 8-0-0 s-0-0 -o-o 16-0-0 F CA TYPICAL PLATE: 1.5-3 0/ 4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss! P you an is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSIrI'PI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live BC Dead TOTAL 0.00 psf P 7.00 psf 47.00 psf O.C.S acin 2- 0- 0 P 9 Design Spec UBC -97 Seqn T6.2.6 - 0 33 IJob Name: LOT 9 FINLEY Truss ID: K1 Qtv: 1 Drwq: I RGX-LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1. 5E 1 0- i-12 1269 3.50" 1.82•' BC 2x4 SPF 1650 F-1.SE 2 26-10- 4 1269 3.50" 1.82" WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 1-2 -2882 0.06 0.67 0.73 THIS DESIGN IS THE COMPOSITE RESULT OF 2-3 -2046 0.03 0.41 0.44 MULTIPLE LOAD CASES. 3-4 -2046 0.03 0.41 0.44 PLATE VALUES PER ICBO RESEARCH REPORT (11607. 4-5 -2882 0.06 0.67 0.73 Loaded for 10 PSF non -concurrent BCLL. ' -------------------------------------------- Bc FORCE AXL BND CSI Designed for 3.0 K lbs drag load applied 6-7 3775 0.53 0.21 0.74 evenly along the top chord to the bottom 7-8 3770 0.53 0.10 0.63 chord at the bearings, concurrently with B-9 3770 0.53 0.10 0.63 dead loads and 0 9 live load. Duration 9-10 3775 0.53 0.21 0.74 =1.33. Horizontal reaction = 3.0 K lbs. (each bearing). WEB FORCE CSI -------------------------------------------- 2-7 116 0.06 4-e 51 I. FESSIONALARCHITEBTSBERTIRIW-HON 2-8 -1089 0.70 4-9 IS1TO WaRIFY THIS TRUSS TO CARRY THE APPLIED 3-8 736 0.37 LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1oaa applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 66-1� 6-66-6 7 6-66-6 7 6-11-9 6-11-9 13-6-0 20-0-7 27-0-0 13-6-0 13-6-0 / 2 3 a 5 400 4-4 4- 00 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.48 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf 8 9 6-11-9 6-6-7 6-6-7 6-11-9 13-6-0 20-0-7 6-11-9 27-0-0 _=- Joint Locations =_== 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0 8 13- 6- 0 4 20- 0- 7 9 20- 0- 7 5 27- 0- 0 10 27- 0- 0 \�S�D ARC ., Robert S Alcumbrac r NO. C-1038 REN. 812003 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3116" = 1' Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise youanruss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palms, Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSI/1'PI 1%'WTCA I'- Wood Truss Council Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 35 Job Name: LOT 9 FINLEY Truss ID: K2 Qty: 12 Drw : RG x -LOC REACT SI2E REQ•D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1269 3.50^ 1.e2•� BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing UBC -97 Code. 2 26-10- 4 1269 3.50•• 1.e2•• WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone TC FORCE AxL SND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No , Exp Category = C 1-2 -2882 0.07 0.57 0.64 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2046 0.03 0.41 0.44 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.48 ft, mph - 70 3-4 -2046 0.03 0.41 0.44 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2882 0.07 0.57 0.64 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC LIVQ 16.00 psf Systems standard details. TRUSSWORKS BC FORCE AxL BND CSI 6-7 2649 0.40 0.22 0.61 'HIS PROFESSIONAL ARCHITeeya IS TO VERIFY THIS TRUSS -1C901QD 7-e 2647 0.31 0.27 0.57 B-9 2647 0.31 0.27 0.57 TO CARR®THE LOADS. THF INPUT I_ LOADS 9-10 2649 0.40 0.22 0.61 AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE AND WEB FORCE CSI WEB FORCE CSI 2-7 99 0.05 4-8 -842 0.70 VERIFIED APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN 2-8 -842 0.70 4-9 99 0.05 3-8 736 0.37 PROFESSIONAL. 6-11-9 6-6-7 6-6-7 6-11_9 6-11-9 13-6-0 20-0-7 27-0-0 13-6-0 13-6-0 1 2 3 4 5 F-4.00 -400 4-4 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.121' D= -0.23" T= -1.3 --- Joint Locations =__== 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0 8 13- 6- 0 4 20- 0- 7 9 20- 0- 7 5 27- 0- 0 10 27- 0- 0 tI 3-4 3-4 4-111-8 I 4-111-8 SHIP 3-6 3-6 I v Robert S � 1 To -5-8 D -5-8t Al bir 1.5-3 6-6 1.5-3 7 O C-10381 1 R 3 27-0-0 OF CAI -\FOS 6 i 8 9 10 6-11-9 6-66-6 7 6-66-6_ 7 6-11-9 6-11-9 13-6-0 20-0-7 27-0-0 10/ 4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr: SB g are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC LIVQ 16.00 psf DUfFBCS L=1.25 P=1.25 TRUSSWORKS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ acin 2-0-0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: K3 Qtv: 1 Drwq: I RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E 1 0- 1-12 1269 3.50" 1.81" BC 2x4 SPF 210OF-1.BE 2 26-10- 4 1269 3.50" 1.81" WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 1-2 -3001 0.08 0.80 0.88 THIS DESIGN IS THE COMPOSITE RESULT OF 2-3 -2047 0.03 0.42 0.45 MULTIPLE LOAD CASES. 3-4 -2047 0.03 0.42 0.45 PLATE VALUES PER ICBO RESEARCH REPORT #1607. 4-5 -3001 0.08 0.80 0.88 Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- ac FORCE AXL BND CSI Designed for 4.5 K lbs drag load applied 6-7 4791 0.44 0.31 0.75 evenly along the top chord to the bottom 7-8 4784 0.44 0.10 0.53 chord at the bearings, concurrently with 8-9 4784 0.44 0.10 0.53 dead loads and 0 8 live load. Duration 9-10 4791 0.44 0.31 0.75 =1.33. Horizontal reaction = 4.5 K lbs. _ (each WEB FORCE CSI gWISMWFMS IONAL- ARGki fMNhMT1ELGA1L0 N---------------- 2-7 145 0.07 gSeT6 ' I , JHIS TRUSS TO CARRY THE APPLIED 2-8 -1359 0.70 9 1 3-8 739 0.37 LOADS. T I PUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gablestud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind low applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = .17.48 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf 6-11-9 6-6-7 6-66-6 6-11-9 6-11-9 13-6-0 20-0-7 27-0-0 13-6-0 13-6-0 I 2 3 a S 400 -4.00 4-4 2 8 66-1� 6-6-7 6-6-7 6-11-9 13-6-0 20-0-7 /0 6-11-9 27-0-0 MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.12" D= -0.23" T= Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0 8 13- 6- 0 4 20- 0- 7 9 20- 0- 7 5 27- 0- 0 10 27- 0- 0 S NO. C-10381 8/2003 �,\REN. OF:CAL\FO 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: $8 are be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live . 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utiliztoed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss! P youan is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 P s Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Tnrswal,'A NSI/fPl 1','WTCA P- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 35 Job Name: LOT 9 FINLEY Truss ID: K4 Qty: 5 Drw : RG x -Loc REACT size REQ'D TC 2x4 SPF 1650F-1.SE Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1269 3.50" 1.82" BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing UBC -97 Code. - 2 26-10- 4 1269 3.50" 1.82" WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes psf P.O. Box 626 Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No , Exp Category = C 1-2 -2882 0.07 0.57 0.64 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2046 0.03 0.41 0.44 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.48 ft, mph = 70 3-4 -2046 0.03 0.41 0.44 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2882 0.07 0.57 0.64 Systems standard details. BC FORCE AXL SND CSI 6-7 2649 0.40 0.22 0.61 7-8 2647 0.31 0.27 0.57 8-9 2647 0.31 0.27 0.57 9-10 2649 0.40 0.22 0.61 WEB FORCE Csi WEB FORCE CSI 2-7 99 0.05 4-8 -842 0.70 2-8 -842 0.70 4-9 99 0.05 3-8 736 0.37 FIV,111ED pRCHITECTSC TRH PSPERE THIS PROFEST°IS TRUSS TO CARRY SION VERIFY T LOADS AND DAIEN VERIFIED IS TO INPU SHALL BE LOADS THE THERS AND CIFIC APPLICATION PROVIDE LVED FOR THE SPEPROFESSIONAL. AN BYPP PJI:Ci DESIGN 6-11-9 6-66-6 6-66-6 7 6-11-9 6.11-9 13-6-0 20-0-7 27-0-0 13-6-0 13-6-0 r 2 3 a s 4� 400 4-4 27-0-0 6 i N J l0 6-11-9 6-6-7 6-6-7 6-11-9 6-11-9 13-6-0 20-0-7 27-0-0 MAX DEFLECTION (span) L/999IN MEM 8-9 (LIVE) L= -0.12" D= -0.23" T= -C -- Joint Locations =_= 1 0- 0- 0 6 0- 0- 0 2 6-11- 9 7 6-11- 9 3 13- 6- 0 8 13- 5- 0 4 20- 0- 7 9 20- 0- 7 5 27- 0- 0 10 27- 0- 0 4-11-8Robert S c Alcumb I0-5-8 N -10381 REN. 812003=Q ' OFC 10/4/2001 All plates are 20 gauge Truswal Connectorsunless by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3116" = 1' TVpreceded YY AR Vll V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI?PI 1%'WTCA I' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 35 Job Name: LOT 9 FINLEY Truss ID: K6 Qtv: 1 Drwq: I G X -LOC REACT SIZE REQ'D 1 10- 6-12 1269 3.50" 1.82" 2 37- 3- 4 1269 3.50" 1.82" TC FORCE AXL BND CSI 1-2 -750 0.00 0.10 0.10 2-3 -1631 0.04 0.38 0.42 3-4 -1631 0.04 0.38 0.42 4-5 -2073 0.04 0.39 0.42 5-6 -2860 0.07 0.59 0.66 IBC FORCE AXL BND CSI 7-8 117 0.01 0.03 0.05 8-9 643 0.10 0.05 0.14 9-10 1903 0.28 0.07 0.36 0-11 2622 0.39 0.08 0.47 1-12 2625 0.39 0.18 0.57 WEB FORCE CSI WEB FORCE CSI 1-7 -1258 0.49 4-9 -344 0.41 1-8 1147 0.58 4-10 415 0.21 2-8 -854 0.47 5-10 -795 0.87 2-9 1248 0.63 5-11 85 0.04 3-9 -482 0.26 TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT 01607. 2x4 continuous lateral bracing @24.0 " o.c. Drainage must be provided to avoid ponding. attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. This truss is designed using the End verticals that are extended above or UBC -97 Code. below the truss profile (if any) may require Bldg Enclosed = Yes additional design consideration (by others) Truss Location = End Zone for lateral forces due to wind or seismic Hurricane/Ocean Line = No , Exp Category = C loads on the building. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft . This design based on.chord bracing applied per the following schedule: max o. c. from to TC 24.00" 13-11- 3 23- 5- 8 HORIZONTAL REACTIONS) support 1 -116 lb support 2 -116 lb Mean roof height = 17.55 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf CHITECTS CERTIFICATION THIS PROFESSIONAL ARRRY THE APPLIED ISTDs THIFY THIS TRUSS TO CAE LOA INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED THE SPECIFIC AND THE ROJEOCT DESIGN PROFESSIONALION 3-1-4 6-2-4 5-2-4 6-315 7-2-5 3-1-4 8-3-8 13-5-12 19-9-11 27-0-0 3-6-3 13-11-3 I 2 3 J S 6 F4 _00 9-6-04.00 T 3-4 [> r3-4:Z��5-1 43 -6 3-4 6-6 3-4 1.5-3 2-4 10-510-50 STUB 7 x 9 to 33-1-4 5-2-4 55-2_4� 3-1-4 8-3-8 13-5-12 6-36-315 19-9-11 FA /2 7-2-5 27-0-0 MAX DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L= -0.10" D= -0.19" T= Joint Locations ===== 1 0- 0- 0 7 0- 0- 0 2 3- 1- 4 8 3- 1- 4 3 8- 3- 8 9 8- 3- 8 4 13- 5-12 10 13- 5-12 5 19- 9-11 11 19- 9-11 6 27- 0- 0 12 27- 0- 0 .i 5-1-4 SHIP AFRIC T-o-5-8Robert S Alcumbrac NO. C-10381 REN. 812003 � 'OF CAS-�F% 10/4/2001 All plates are 20 gauge Connectors unless by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' Truswal.Connecti11 YYRN NG Read all notes on this sheet and give a copy 4f it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1%'WTCA I'- Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 29 Job Name: LOT 9 FINLEY Truss ID: K5 Qty: 1 Drw : RG x -LOC REACT SizE REQ - TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1269 3.50•• 1.82•' BC 2x4 SPF 1650F -1.5E ® at each location shown. Lateral bracing UBC -97 Code. 2 26-30- 4 1269 3.50•• 1.82•• WEB 2x4 SPF STUD systems which include diagonal or x -bracing Bldg Enclosed = Yes psf 400 -400 P.O. Box 626 Plating spec : ANSI/TPI - 1995 are the responsibility of the building Truss Location = End Zone TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be Hurricane/Ocean Line = No , Exp Category = C 1-2 -2882 0.07 0.57 0.64 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -2046 0.03 0.41 0.44 PLATE VALUES PER ICBO RESEARCH REPORT #1607. trusses spaced 24" oc. Alternatively, use Mean roof height = 17.48 ft, mph - 70 3-4 -2046 0.03 0.41 0.44 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -2882 0.07 0.57 0.64 Systems standard details. BC FORCE AXL BND CSI 6-7 2649 0.40 0.22 0.61 7-8 2647 0.31 0.27 0.57 8-9 2647 0.31 0.27 0.57 9-10 2649 0.40 0.22 0.61 WEB FORCE CSI WEB FORCE CSI 2-7 99 0.05 4-8 -842 0.70 2-8 -842 0.70 4-9 99 0.05 3-8 736 0.37 THIS CHITECTS CERTIFICATION THIS TRESSIONAL USS TO CARRY THEA PLIED Eng. Job: EJ. IST O VERIFY INPUT LOADS AND DIMENSIONS WERE MAX DEFLECTION (span) LOADS. THE BY OTHERS AND SHALL BE VERIFIED L/999 IN MEM B-9 (LIVE) PROVIDED FOR THE SPECIFIC APPLICATION L= -0.1211 D= -0.23" T= -a AND APPROVED DESIGN PROFESSIONAL.. =--_ ,joint Locations BY THE PROJECT 1 0- 0- 0 6 0- 0- 0 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 2 6-11- 9 7 6-11- 9 DurFacs L=1.25 P=1.25 3 13- 6- 0 8 13- 6- 0 6-11-9 6-6 7 6-6-7 6-11-9 6-6� 4 20- 0- 7 9 20- 0- 7 6-11-9 13-6-0 20-0-7 27-0-0 5 27- 0- 0 10 27- 0- 0 13-6-0 1 13-6-0 1 7 3 4 5 psf 400 -400 P.O. Box 626 4-4 BC Live 0.00 psf 6-11-9 6-11-9 27-0-0 x 6-66-67 13-6-0 r 6-6-7 20-0-7 10 6-11.9 _4 27-0-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S WO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 35 Job Name: LOT 9 FINLEY Truss ID: K6 Qtv: 1 Drwa: G X -LOC REACT SIZE REQ'D 1 10- 6-12 1269 3.50" 1.52" 2 37- 3- 4 1269 3.50" 1.82" TC FORCE AXL 8ND CSI 1-2 -750 0.00 0.10 0.10 2-3 -1631 0.04 0.38 0.42 3-4 -1631 0.04 0.38 0.42 4-5 -2073 0.04 0.39 0.42 5-6 -2860 0.07 0.59 0.66 BC FORCE AXL BND CSI 7-8 117 0.01 0.03 0.05 8-9 643 0.10 0.05 0.14 9-10 1903 0.28 0.07 0.36 0-11 2622 0.39 0.08 0.47 1-12 2625 0.39 0.18 0.57 IWEB FORCE CSI WEB FORCE CSI 1-7 -1258 0.49 4-9 -344 0.41 1-8 1147 0.58 4-10 415 0.21 2-8 -854 0.47 5-10 -795 0.87 2-9 1248 0.63 5-11 85 0.04 3-9 -482 0.26 TC 2x4 SPF 165OF-15E BC 2x4 SPF 1650F-1.. 5E WEB 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.55 ft, mph = 70 USC Special Occupancy, Dead Load = 21.0 psf Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. IS 7 VERIFY TOS TRUSS TO CARRY TRHEFICATION APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED ANDVF-9 FOR THF,51258GIFIG APPLICATION By THE PR@ JFCT DESIGN PROFESSIONAL, 33-1-4 5-2-4 55-2-4 6-3-15 7-2-s 3-1-4 8-3-8 13-5-12 19-9-11 27-0-0 33-6-33 13-11-3 l 1 3 4 5 6 400 9-6-0 -400 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 13-11- 3 23- 5- 8 HORIZONTAL REACTIONS) support 1 -116 lb support 2 -116 lb 3-4 3-4 s-1-4 1_„_3 3-6 3-4 6-6 3-4 1.5-3 2-4 z7-0-0 10-510-5 0 STUB 7 x 9 to a 12 3-14 5-2-4 5-2-4 6-3-18 7-2-5 3-1-4 8-3-8 13-5-12 19-9-11 27-0-0 =_= Joint Locations ===== 1 0- 0- 0 7 0- 0- 0 2 3- 1- 4 8 3- 1- 4 3 8- 3- 8 9 8- 3- 8 4 13- 5-12 10 13- 5-12 5 19- 9-11 11 19- 9-11 6 27- 0- 0 12 27- 0- 0 I gED ARCh/T /70 Robert S "O,� Aicumbrac d, WEN. 8/2003 \FCAU� 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can TrUSSI P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities. INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 29 Job Name: LOT 9 FINLEY Truss ID: K7 Qty: 1 Drwg: G X -IAC REACT SIZE REQ'D 1 10- 6-12 1269 3.50" 1.81" 2 37- 3- 4 1269 3.50" 1.82" �TC FORCE AXL BND CSI 1-2 -1067 0.01 0.24 0.25 2-3 -1637 0.05 0.53 0.58 3-4 -1816 0.03 0.58 0.61 4-5 -2805 0.07 0.65 0.71 BC. FORCE AXL BND CSI 6-7 117 0.01 0.06 0.07 7-8 950 0.14 0.10 0.24 8-9 2561 0.38 0.10 0.48 9-10 2564 0.38 0.10 0.49 WEB FORCE CSI WEB FORCE CSI 1-6 -1242 0.48 3-8 76 0.03 1-7 1234 0.62 4-8 -1001 0.97 2-7 -678 0.48 4-9 100 0.05 2-8 844 0.13 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD 2x4 SPF 1650F -1.5E 2-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DEWA41RDFIESSIONAL 4-8 5-1-4 11-5-12 6-6-3 r z 400 5-6-0 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" CO. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 7-3-15 18-9-11 4.00 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15-11- 3 21- 5- 8 HORIZONTAL REACTIONS) support 1 -116 lb support 2 -116 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.88 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf __ Joint Locations == 1 0- 0- 0 6 0- 0- 0 2 5- 1- 4 7 5- 1- 4 8-2-5 3 11- 5-12 S. 11- 5-12 27-0-0 4 18- 9-11 9 18- 9-11 5 27- 0- 0 10 27- 0- 0 2-4 10-5-0 STUB 55-1� 6-4-8 7-3-15 5-1-4 11-5-12 18-9-11 10 8-2-5 27-0-0 \�gsvD ARCy ., Robert S Alcumbrac r NO. C-1 N. 8/2003 O oQ 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads Dsgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTruss! p youan is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Palms, Thousand Palms CA. 92276 Phone (760) 343-3461 Fax Al (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSII PI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 47.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Segn T6.2.6 - 0 26 Job Name: LOT 9 FINLEY Truss ID: K8 Qty: 1 Drwg: G X -IAC REACT SIZE REQ'D 1 10- 6-12 1269 3.50" 1.81" 2 37- 3- 4 1269 3.50" 1.82" �TC FORCE AXL 8ND CSI 1-2 -1067 0.01 0.24 0.25 2-3 -1637 0.05 0.53 0.58 3-4 -1816 0.03 0.58 0.61 4-5 -2805 0.07 0.65 0.71 BC FORCE AXL BND CSI 6-7 117 0.01 0.06 0.07 7-8 950 0.14 0.10 0.24 B-9 2561 0.38 0.10 0.48 9-10 2564 0.38 0.10 0.49 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4 SPF STUD 2x4 SPF 1650F -1.5E 2-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. WEB FORCE CSI WEB FORCE CSI 1-6 -1242 0.48 3-8 76 0.03 1-7 1234 0.62 4-8 -1001 0.97 2-7 -678 0.48 4-9 100 Tiff PROFESSIONAL ARCHITECTS CERTIFICATION 2-8 844 0.13 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC BY THE PROJECT DESIGN PROFESSIONAL. ON 55-1� 6-46 4 8 7-37-316 5-1-4 11-5-12 18-9-11 4.00 5-6-0 a 400 This design based on chord bracing applied per the following schedule: max O.C. from to TC 24.00" 15- 0- 7 21- 5- 8 HORIZONTAL REACTION(S) support 1 -116 lb support 2 -116 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.22 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.09" D= -0.17" T= - Joint Locations = 1' -- 0- 0- 0 6 0- 0- 0 8-28-2 5 2 5- 1- 4 7 5- 1- 4 27-0-0 3 11- 5-12 8 11- 5-12 4 18- 9-11 9 18- 9-11 5 27- 0- 0 10 27- 0- 0 2-4 10-5-0 STUB 7 6-1-4___, 5-1-4 x r 6-46-4 8 7-3-15 11-5-12 18-9-11 6-5-4 SHIP z0-5-6 t ��SED ARCh,�T v Robert Alcumbrac REN. 8/2003 8-28-2 5 % �P 27-0-0 Zoog All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB WO are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl P y is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1%'WTCA I' - Wood Truss Council 'HANDLING WOOD BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: K9 Qty: 1 Drw : Rc x -Loc REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing HORIZONTAL REACTION(S) 1 10- 6-12 1269 3.50" 1.81^ BC 2x4 SPF 1650F -1.5E ® at each locationshown. Lateral bracing support 1 -116 lb 2 37- 3- 4 1269 3.50" 1.82" WEB 2x4 SPF STUD systems which include diagonal or x -bracing support 2 -116 lb TOTAL 47.00 psf Seqn T6.2.6 - 0 Plating Spec : ANSI/TPI - 1995 are the responsibility of the building This truss is designed using the TC FORCE AXL BND CSI THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 -600 0.00 0.32 0.32 MULTIPLE LOAD CASES. used for continuous lateral bracing on Bldg Enclosed = Yes 2-3 -1285 0.01 0.32 0.33 PLATE VALUES PER ICBO RESEARCH REPORT ()1607. trusses spaced 24" oc. Alternatively, use Truss Location = End Zone 3-4 -1289 0.01 0.43 0.44 Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown on Truswal Hurricane/Ocean Line = No , Exp Category = C 4-5 -2175 0.03 0.43 0.46 End verticals designed for axial loads only. Systems standard details. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 -2898 0.07 0.55 0.62 End verticals that are extended above or Mean roof height = 18.35 ft, mph = 70 below the truss profile (if any) may require _ UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AxL HND CSI additional design consideration (by others) 7-8 117 0.01 0.04 0.05 for lateral forces due to wind or seismic B-9 609 0.09 0.08 0.17 loads on the building. 9-10 1968 0.29 0.08 0.37 0-11 2665 0.40 0.10 0.50 1-12 2667 0.40 0.24 0.64 WEB FORCE CST WEB FORCE CSI 1-7 -1264 0.49 4-9 -1017 0.91 1-8 1209 0.61 4-10 375 0.19 2-8 -1002 0.50 5-10 -725 0.76 2-9 666 0.34 5-11 77 0.03 3-9 297 0.15 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 2-22-2 6 6-16-1 2 2-2-6 8-3-8 8-3-8 l I 3 400 4-4 4-4 6-8-5T T. 3-11-3 1 6-1-2 6-1-2 14-4-10 20-5-13 18-8-8 a s 00 6-66-63 27-0-0 2-4 10-5-0 STUB 7 8 2-2-6 2-2-6 9 10 n 12 6-16-1 2 6-16-1 2 6-1-2 6-6-3 8-3-8 14-4-10 20-5-13 27-0-0 .t 6-8-5 MAX DEFLECTION (span) : L/999 IN MEM 10-11 (LIVE) L= -0.10" D= -0.20" T= -1.30 Joint Locations =-__ 1 0- 0- 0 7 0- 0- 0 2 2- 2- 6 8 2- 2- 6 3 8- 3- 8 9 8- 3- 8 4 14- 4-10 10 14- 4-10 5 20- 5-13 11 20- 5-13 6 27- 0- 0 12 27- 0- 0 ' Robert S `� Alcumbrac O. C-10381 REN. 8/20 �0 CAS\F�� 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1662 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB S SWO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSg nr: SB TC Live 16.00 psf TC Dead 24.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U A Company YCTl p youanruss utiliztoed on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf P BC Dead 7.00 psf O.C.S acin 2- 0- 0 P s Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: K9A Qtv: 1 Drwq: I RG x -LOC REACT Size REQ 'D TC 2x4 SPF 1650F-1. SE 1 10- 6-12 1269 3.50" 1.82" BC 2x4 SPF 1650E-1. 5E 2 37- 3- 4 1269 3.50" 1.82" WEB 2x4 SPF STUD Lumber shear allowables are per NDS -97. TC FORCE AxL BND CSI Plating spec : ANSI/TPI - 1995 1-2 -1104 0.01 0.29 0.30 THIS DESIGN IS THE COMPOSITE RESULT OF 2-3 -1578 0.04 0.39 0.43 MULTIPLE LOAD CASES. 3-4 -1758 0.03 0.63 0.66 PLATE VALUES PER ICBORESEARCH REPORT #1607. 4-5 -2799 0.07 0.66 0.72 Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. BC FORCE AxL BND CSI attached w/ 2-10d box or common wire nails. 6-7 117 0.01 0.05 0.07 7-8 977 0.15 0.09 0.23 8-9 2553 0.38 0.09 0.47 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 9-10 2557 0.38 0.11 0.49 IS TO' VERIFY THIS TRUSS TO CARRY THE APPLIED WEB FORCE CSI WEB FORCELQADS. THE INPUT LOADS AND DIMENSIONS WERE 1-6 -1238 0.48 3-8 72 1PROVIDED BY OTHERS AND SHALL BE VERIFIED 1-7 1237 0.62 4-e -1104 2-7 -649 0.48 4-9 106 6+&JO APPROVED FOR THE SPECIFIC APPLICATION 2-8 775 0.39 BY THE PROJECT DESIGN PROFESSIONAL. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15- 4- 7 21- 1- 8 HORIZONTAL REACTION(S) support 1 -116 lb support 2 -116 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 18.27 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf 5-54 5-8-8 7-57-515 8-4-5 5-5-4 11-1-12 18-7-11 27-0-0 7-10-3 18-3-3 ! 2 3 4 5 4� 4-10-0 -4.00 1 2-4 10-5-0 STUB h 7 x 55-5-4 5-85-88 5-5-4 11-1-12 r 7.5715 18-7-11 !0 8-48 45 27-0-0 - MAX DEFLECTION (span) : L/999 IN MEM 8-9 (LIVE) L= -0.09" D= -0.18" T= _-= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 5- 4 7 5- 5- 4 3 11- 1-12 8 11- 1-12 4 18- 7-11 9 18- 7-11 5 27- 0- 0 10 27- 0- 0 Robert S Alcumbrac N0, C-10381 ,REN- 0 RE� 2003=Q- 00 CAL 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCT! p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/I'PI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I 1 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf P BC Dead 7.00 psf TOTAL 47.00 psf O.C.S acin 2- 0- 0 P g Design Spec UBC -97 Seqn T6.2.6 - 0 27 Job Name: LOT 9 FINLEY Truss ID: K9B Q 1 Drw : RG x -LOC REACT size REQ TC 2x4 SPF 1650F -1.5E Denotes the requirement for lateral bracing This design based on chord bracing applied 1 10- 6-12 1269 3.50" 1.82" BC 2x4 SPF 165OF-1.5E ® at each location shown. Lateral bracing per the following schedule: 2 37- 3- 4 1269 3.50" 1.82" WEB 2x4 SPF STUD systems which include diagonal or x -bracing max o.c. from to 24.00 psf 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Lumber shear allowables are per NDS -97. are the responsibility of the building TC 24.00" 16- 3- 3 21- 1- 8 TC FORCE AXL BND CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be HORIZONTAL REACTION(S) 1-2 -1104 0.01 0.29 0.30 THIS DESIGN IS THE COMPOSITE RESULT OF - used for continuous lateral bracing on support 1 -116 lb 2-3 -1578 0.04 0.39 0.43 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use support 2 -116 lb 3-4 -1758 0.03 0.63 0.66 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal This truss is designed using the 4-5 -2799 0.07 0.66 0.72 Loaded for 10 PSF non -concurrent BCLL. Systems standard details. UBC -97 Code. 2x4 continuous lateral bracing @24.0 " o.c. Drainage must be provided to avoid ponding. Bldg Enclosed = Yes BC FORCE AXL BND CSI attached w/ 2-10d box or common wire nails. End verticals designed for axial loads only. Truss Location = End Zone 6-7 117 0.01 0.05 0.07 End verticals that are extended above or Hurricane/Ocean Line = No , Exp Category = C 7-8 977 0.15 0.09 0.23 below the truss profile (if any) may require Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 8-9 2553 0.38 0.09 0.47 additional design consideration (by others) Mean roof height = 17.94 ft, mph = 70 9-10 2557 0.38 0.11 0.49 for lateral forces due to wind or seismic UBC Special Occupancy, Dead Load = 21.0 psf loads on the building. WEB FORCE CSI WEB FORCE CSI 1-6 -1238 0.48 3-8 72 0.03 1-7 1237 0.62 4-8 -1054 0.68THIS PROFESSIONAL ARCHITECTS CERTIFICATION 2-7 -649 0.48 4-9 106 0.05 2-8 775 0.39 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. PROVIDED INPUT OTHERS AND SHALL BE VERIFIED DS AND DIMENSIONS E ANDA 1ROVED FOR THE SpECIFIr, APPI 41 ll t� F +i+?I ON 5-5-4 5-8-8 5-5-4 11-1-12 5-10-3 / 2 e�1 4-10-0 7-5-15 18-7-11 a -A nn MAX DEFLECTION (span) : L%999 IN MEM 8-9 (LIVE) L= -0.09" D= -0.18" T= -C ---= Joint Locations =--- 1 0- 0- 0 6 0- 0- 0 8-4-5 2 5- 5- 4 7 5- 5- 4 3 11- 1-12 8 11- 1-12 27-0-0 4 18- 7-11 9 18- 7-11 5 27- 0- 0 10 27- 0- 0 2 10-5-010-5 27-0-0 STUB 7 8 9 10 5-5-4 i 5-8-8 7-5-1 8-45 5-5-4 11-1-12 18-7-11 27-0-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB SS KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U WO R utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl P y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead Rep Mbr Bnd noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any 24.00 psf 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms CA92276 Palms, . and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 27 Job Name: LOT 9 FINLEY FORCE AXL BND CSI Truss ID: K9C Qty: 1 Drw : RG x -Loc REACT site REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1759 3.50" 2.52" BC 2x4 SPF 2100F -1.8E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 37- 3- 4 1759 3.50" 2.52" WEB2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1%'WTCA 1' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 11- 4- 7 25- 1- 8 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the 1-2 -4249 0.16 0.72 0.87 2x4 continuous lateral bracing @24.0 " o.c. UBC -97 Code. 2-3 -3756 0.14 0.23 0.38 attached w/ 2-10d box or common wire nails. Bldg Enclosed = Yes 3-4 -4194 0.26 0.63 0.89 Truss Location = End Zone 4-5 -4194 0.26 0.63 0.89 Hurricane/Ocean Line = No , Exp Category = C 5-6 -3756 0.14 0.23 0.38 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -4249 0.16 0.72 0.87 Mean roof height = 17.61 ft, mph = 70 • USC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL BND CSI WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 8-9 3941 0.38 0.38 0.76 ® 9-30 3943 0.38 0.16 0.54 0-11 3516 0.28 0.18 0.46 THIS PROFESSIONAL 1-12 2-13 3516 0.28 0.1 0.46 3943 0.38 0.166 0.54 ARCHITECTS CERTIFICATION IS T6 VERIFY THIS TRUSS TO CARRY THE 3-14 3941 0.38 0.38 0.76 APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WEB FORCE CSI WEB FORCE CSI WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-9 63 0.02 5-11 764 0.39 AND APPROVED FOR THE SPECIFIC APPLICATION 2-10 3-10 -478 0.40 5-12 368 0.19 368 0.19 6-12 -478 0.40 BY THE PR9999T 098ION PROF@SSIONAL 3-11 764 0.39 6-13 63 0.02 BC Live 0.00 psf p 4-11 -620 0.27 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1%'WTCA 1' - Wood Truss Council 6-4-5 5-5-15 66-10-4 66-10-4 5-5-15 - 6-46 6-4-5 11-10-4 18-8-8 25-6-12 31-0-11 37-5-0 14-3-3 14-3-3 / 2 3 4 5 I 7 400 12-10-0 -4.00 =_== Joint Locations ---== 1 0- 0- 0 8 0- 0- 0 2 6- 4- 5 9 6- 4- 5 3 11-10- 4- 10 11-10- 4 4 18- 8- 8 11 18- 8- 8 5 25- 6-12 12 25- 6-12 6 31- 0-11 13 31- 0-11 7 37- 5- 0 14 37- 5- 0 T5-8 1.6-3 T 3-4 >3;4 52-95-2-9 SHIP 5-6 5-6 =0-5-8 =0-5- 1.5-3 3-4 6-6 3-4 1.5-3 V��SED ARC/y/T�� Robert S Alcumbrac 37-5-0 NO. C-10381 /0 /' /2 /3 /' REN. 8/2003 6-4-5 i 6.5-15 6-10� 6-10� 5-5-15 6-4-5 � 6-4-5 11-10-4 18-8-8 25-6-12 31-0-11 37-5-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl P youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S aein 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUfPI 1%'WTCA 1' - Wood Truss Council BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -9I) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 75 Job Name: LOT 9 FINLEY Truss ID: K9D Qty: 1 Drw : WO: 81652 ® RGX-LOC Chk' SB 'REACT size REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 Dsgnr: SB This design based on chord bracing applied are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 1759 3.50" 2.52" BC 2x4 SPF 2100F -1.8E THIS DESIGN IS THE COMPOSITE RESULT OF is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise per the following schedule: Rep Mbr Bnd 1.15 2 37- 3- 4 1759 3.50" 2.52" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. BC Live 0.00 psf p max o.c. from to and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi I ities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Lumber shear allowables are per NDS -97. PLATE VALUES PER ICBG RESEARCH REPORT #1607. TC 24.00" 12- 3- 3 25- 1- 8 Seqn T6.2.6 - 0 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the 1-2 -4249 0.16 0.72 0.87 2x4 continuous lateral bracing @24.0 O.C. UBC -97 Code. 2-3 -3756 0.14 0.23 0.38 attached w/ 2-10d box or common wire nails. Bldg Enclosed = Yes 3-4 -4194 0.26 0.63 0.89 Truss Location = End Zone 4-5 -4194 0.26 0.63 0.89 Hurricane/Ocean Line = No Exp Category = C 5-6 -3756 0.14 0.23 0.38 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -4249 0.16 0.72 0.87 Mean roof height = 17.27 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf SC 8-9 FORCE 3941 AXL 0.38 BND CSI 0.38 0.76 PHIS PROFESSIONAL o-10 3943 0. ze 0.16 0. a e IS` TO V ARCHITECTS VERIFY THIS TRUSS 3516 LOADS. TO CARRYETHE APPLIED THE INPUT LOADIDED PLIED ' 1-11 3516 3943 o.2e 0.38 o.1e o.46 0.16 13YS AND DIMENSIONS OTHERS a -1a 3941 0.38 0.38 0. 7e AND SHALL BE E ` AND APPROVED VERIFIED D Y i HE THE SPECIFIC WEB FORCE CSI WEB FORCE CSI r `Q Ei;%- VVL.1r� �, � APPLICA110N DESIGN 2-9 63 0.02 5-11 764 0.39 PR,0,FSsSI0 I t �'��• MAX DEFLECTION (span) 2-10 -478 0.40 5-12 368 0.19 _ L/999 IN MEM 11-12 (LIVE) 3-10 368 0.19 6-12 -478 0.40 L= -0.25" D= -0-.49" T= - 3-11 764 0.39 6-13 63 0.02 4-11 -620 0.27 -= Joint Locations __-- =---- ' 1 0- 0- 0 8 0- 0- 0 2 6- 4- 5 9 6- 4- 5 3 11-10- 4 10 11-10- 4 4 18- 8- 8 11 18- 8- 8 5 25- 6-12 12 25- 6-12 6-4-5 5-5-15 6-10-4 6-10-4 5-5-15 6-4-5 � 6 31- 0-11 13 31- 0-11 6-4-5 11-10-4 18-8-8 25-6-12 31-0-11 37-5-0 7 37- 5- 0 14 37- 5- 0 T 4-6-9 5-6 =0-5-8 I 2 3 a.o a i 6 i 1-0 -a� 8 1 JO // 12 /3 /a 6-46 4� 5-55-515 66-10-4 66-10� 5-5-15 6-4-5 6-4-5 11-10-4 18-8-8 25-6-12 31-0-11 37-5-0 T - 4-6-9 SHIP Robert S � X Alcumbrac NO- C-10381 OF CP' 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPI 1','WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibi I ities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 75 Job Name: LOT 9 FINLEY Truss ID: K9E Qty: 2 Drw : Eng. Job: EJ. RG x -Loc REACT SIZE REQ 'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied DSgnr: SB 1 0- 2-12 4423 5.50" 3.64" 2x4 SPF 210OF-1.8E 3-7 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any 2 37- 2- 4 4423 5.50" 3.64" BC 2x6 HF 1650F -1.5E MULTIPLE LOAD CASES. max o. c. from to Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 WEB 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 10- 3- 3 27- 1- 8 TC FORCE AXL BND CSI Lumber shear allowables are per NDS -97. Loaded for 10 PSF non -concurrent BCLL. This truss is designed using the 1-2 -11460 0.28 0.38 0.66 Drainage must be provided to avoid ponding. Nail pattern shown is for uniform loads UBC -97 Code. 2-3 -11669 0.32 0.17 0.49 Permanent bracing is required (by others) to only. Concentrated loads > 350# must be Bldg Enclosed = Yes 3-4 -14068 0.42 0.53 0.96 prevent rotation/toppling. See HIB -91 and distributed (by others) equally to each Truss Location = End Zone 4-5 -14973 0.41 0.37 0.78 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. ply, unless nail clusters are shown ( ). Hurricane/Ocean Line = No , Exp Category = C 5-6 -14973 0.41 0.37 0.78 2 -PLY! Nail w/10d BOX, staggered (NDS -97 2x4 continuous lateral bracing @24.0 " o.c. Bldg Length = 40.00 ft, Bldg width = 20.00 ft 6-7 -14068 0.42 0.53 0.96 Sect. 12) in: TC- 2/ ft BC- 2/ft WEBS- 2/ft attached w/ 2-10d box or.c on wire nails. Mean roof height = 16.94 ft, mph = 70 7-8 -11668 0.32 0.17 0.49 --, UBC Special Occupancy, Dead Load = 21.0 psf 8-9 -11460 0.28 0.38 0.66 `g0 /Af��/y Y ----------LOAD CASE #1 DESIGN LOADS --------------- !. A, Dir L.Plf L.Loc R.Plf R.Loc LL/T BC FORCE A51 B30 cs1 THIS PROFESSIONAL C ppp V �j Robert S TC Vert 0- 0- 0- 0 80.00 10- 3- 3 TC 239.48 10- 3- 3 239.48 27- 1-13 0.4 0. 4 0-11 10781 0.51 0.30 0.81 F�ya r@Ttl Ct�TItIC4i�ICN IS TO VERIFY THIS J C Vert 80.00 27- 1-13 80.00 37- 5- 0 0.4 1-12 10800 0.51 0.30 0.e1 TRUSS CARRY THE APPLIED LOADS. Alcumbrac BC Vert 41.91 0- 0- 0 41.91 37- 5- 0 0.0 2-13 11067 0.53 0.08 0.60 THE INPUT LOADS AND DIMENSIONS 3-14 14218 0.68 0.12 0.79 WERE PROVIDED BY OTHERS . Type... lbs x. Loc LL/TL 4-15 14218 0.68 0.12 0.79 AND SHALL BE VERIFIED AND NO. C'- Tc vert 316.2 0.00 5-16 11067 0.53 0.08 0.60 APPROVED FOR THE SPECIFIC APPLICATION 10- 3- 3 6-17 10800 0.51 0.30 0.81 BY THE PROJECT DESIGN $2003 TC vert 318.1 27- 1-13 1.00 7-18 10780 0.51 0.30 0.81 PROFS SSIONAL. Q Tc vert 477. z 27- 1-13 0.00 WEBFORCE CSI WEB FORCE CSI 2-11 -367 0.04 6-14 935 0.24 OF MAX DEFLECTION (span) 2-12 282 0.07 6-15 -1848 0.23 CALF L/999 IN MEM 13-14 (LIVE) 3-12 377 0.10 7-15 3585 0.90 L= -0.37" D= -0.72" T= - 3-13 3585 0.90 7-16 377 0.10 4-13 -1848 0.23 8-16 282 0.07--- ---= Joint Locations = - 4-14 935 0.24 8-17 -367 0.04 1 0- 0- 0 10 0- 0- 0 5-14 -913 0.11 5-7-5 4-2-15 4-4-4 4-6-0 4-6 0 4-4-4 4-2-15 5-7-5 2 5- 7- 5 11 5- 7- 5 3 9-10- 4 12 9-10- 4 5-7-5 9-10-4 14-2-8 18-8-8 23-2-8 27-6-12 31-9-11 37-5-0 4 14- 2- 8 13 14- 2- 8 10-3-3 10-3-3 5 18- 6- 8 14 18- 8- 8 l 2 a 3 2-PLYS 6 ; N T7 6 23- 2- 8 15 23- 7 27- 6-12 16 27- 2- 8 6-12 8 31- 9-11 17 31- 9-11 REQUIRED 4� 795# 16-10-0 7gr -4.00 00 � 9 37- 5- 0 18 37- 5- 0 T 3-10-9 4-10 MO -5-8 /0 // /2 /3 14 13 /6 /7 /N 5-7-5 4-215 4-4-4 4-6-0 4-6-0 4-4-4 4-215 5-75 5-7-5 9-10-4 14-2-8 18-8-8 23-2-8 27-6-12 31-9-11 37-5-0 T 3-10-9 -10I SHIP =0-5- 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 209a positioned per Joint Report, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy oJit to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DSgnr: SB TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss! P you is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr End 1.00 P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANS]fTPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf BC Dead 7.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 10 0 Job Name: LOT 9 FINLEY Truss ID: K9G Qty: 1 Drwq: RG X -LOC REACT SIZE REQ'D 1 0- 1-12 691 3.50" 1.50" 2 9- 0- 0 691 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -1329 0.01 0.49 0.50 2-3 -329 0.03 0.39 0.42 BC FORCE AXL BND CSI 4-5 1920 0.10 0.47 0.57 5-6 1919 0.10 0.26 0.36 WEB FORCE CSI WEB FORCE CSI 2-5 204 0.10 3-6 -62 0.03 2-6 -975 0.32 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 2.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 5 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. (each bearing). -------------------------------------------- S CERTIFICATION THIS PROFESSIONAL ARCHITECTRRY THE L ADS. THE INPUT LOADS ATRUSS OCA ND C ML BE VER NS WERE LOADS • TH PROVIDED BY OTHERS AND SHA THE SPECIFIC AND APPR VED F T DES GN PROFESSIOC�' N BY THB 3-6-1 3-4 I0-5-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES -PER ICBO RESEARCH REPORT (11607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-66-6 3 6-6-3 400 2-72-79 9-1-12 UPLIFT REACTIONS) : Support 1 -123 lb Support 2 -123 lb HORIZONTAL REACTIONS) support 1 102 lb support 2 102 lb This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.60 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.05" D= -0.10" T= Joint Locations --== 1 0- 0- 0 4 0- 0- 0 2 6- 6- 3 5 6- 6- 3 3 9- 1-12 6 9- 1-12 9-1-12 .. 28-3 3 a STUB 10/4/2001 6-6-3 2-7-9 � 6-6-3 9-1-12 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 15/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Trussl p you is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSIrrPI 1%'WTCA I' - Wood Tnrss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 15 Job Name: LOT 9 FINLEY Truss ID: K9H Qty: 1 Drw : Eng. Job: EJ. ®WARNING RG x -IAC REACT SIZE REQ•D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 HORIZONTAL REACTION(S) Dsgnr: SB 1 0- 1-12 430 3.50•• 1.50•• BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF support 1 102 lb utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord 2 9- 0- 0 430 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. support 2 102 lb noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE AXL BND CS1 End verticals designed for axial loads only. UBC -97 Code. BC Dead 7.00 psf. 1-2 -545 0.00 0.40 0.40 End verticals that are extended above or.Bldg Enclosed = Yes The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. 2-3 -62 0.00 0.40 0.40 below the truss profile (if any) may requre Truss Location = End Zone additional design consideration (by others) Hurricane/Ocean Line = No Exp Category = C BC FORCE AxL BND CSI for lateral forces due to wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 446 _ 0.07 0.17 0.23 loads on the building. Mean roof height = 16.60 ft, mph = 70 5-6 444 0.07 0.13 0.20 UBC Special Occupancy, Dead Load = 21.0 psf WEB FORCE CSI WEB FORCE CSI CERTIFICATION _ 2-5 120 0.06 3-6 -6 0.00 RCHITECTS APPLIED 2-6 -621 0.21 THPROFESSIONALA MCARTHE TRUSS TO RY IST VERIFY THIS ISHNPUT LOADS AN ALL BPI ED LOADS. DEOTHERS AND PROVID BY IFIC APPLICATION SPECLICA AND APPROVED FOR THE UL liut� N[tOh 1 Y T - NliOJLGT MAX DEFLECTION (span) L/999 IN MEM 4-5 (LIVE) L= -0.031' D= -0:05" T= - 6-6-3 1 2-7-9--= Joint Locations 6-6-3 9-1-12 1' 0- 0- 0 40- 0- 0 2 6- 6- 3 5 t 6- 6- 3 3 9- 1-12 6• 9- 1-12 7 3-6-1 3-4 I0-5-8 4.0 - 3-6-1 2828-3-4 a s 4 STUB 6-6-3 2-7-9 6-6-3 9-1-12 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Robert NO. C-10381 �OFC\FORREN. 8/2003 10/4/2001 Scale: 15/32" = 1 WO: 81652 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 08 Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads T R U S SW O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1%'WTCA I' - Wood Truss Council Thousand Palms, CA. 92276 of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf. Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Robert NO. C-10381 �OFC\FORREN. 8/2003 10/4/2001 Scale: 15/32" = 1 WO: 81652 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 08 Job Name: LOT 9 FINLEY Truss ID: K9F Qty: 3 Drw : RG X -IAC REACT SIZE REQ'D TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 HORIZONTAL REACTION(S) 1 0- 1-12 516 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF support 1 123 lb 2 10-10- 0 516 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. support 2 123 lb Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Tc FORCE Axl. BND CSI End verticals designed for axial loads only. UBC -97 Code. 1-2 -les 0.00 0.41 0.42 End verticals that are extended above or Bldg Enclosed = Yes 2-3 -72 0.00 0.41 0.41 below the truss profile (if any) may require Truss Location = End Zone additional design consideration (by others) Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI for lateral forces due to wind or seismic Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 677 0.10 0.14 0.24 loads on the building. Mean roof height = 16.91 ft, mph - 70 5-6 673 0.10 0.10 0.20 UBC Special Occupancy, Dead Load = 21.0 psf ' WEB FORCE CSI WEB FORCE CSI TION 2-5 122 0.06 3-6 2-6 -770 0.46 TS O FFY THIS TRUSS TO CARRY T TiFICA IHE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION 6-66-6 3 4-5-9 6-6-3 10-11-12 400 2 3 4-1-7 10-11-12 26-5-4 a 36 STUB 6-66-6 3 - 4-54-59 6-G-3 10-11-�2 MX All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "" for TWMX toga positioned per Joint Report, unless notea. ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise P y noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC' Live 0.00 psf P.O. BOX 626 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council Thousand Palms, CA. 92276 of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Phone (760) 343-3461 _ (HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.03" D= -0.05" T= -1.07 __= Joint Locations =-__ 1 0- 0- 0 4 0- 0- 0 2 6- 6- 3 5 6- 6- 3 3 10-11-12 6 10-11-12 Robert S \� Alcumbrac REN. 8/2003 OF CA��F�%� 10/4/2001 Scale: 13132" = V WO: B1652 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: M1 Qty: 1 Drw : Eng. Job: EJ. WO: B1652 ® RG x -Loc REACT sizE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 915 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 2 19- 3-12 915 3.50" 1.501, WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities. INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. GBL BLK 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End zone Seqn T6.2.6 - 0 TC FORCE AXL BND CSI Gable verticals are 2x 4 web material spaced Loaded for 10 PSF non -concurrent BOLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -1999 0.02 0.46 0.48 at 16.0 11o.c. unless noted otherwise. -------------------------------------------- Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1737 0.03 0.21 0.24 Top chord supports 24.0 " of uniform load Designed for 2.0 K lbs drag load applied Mean roof height = 16.85 ft, mph = 70 3-4 -1737 0.03 0.21 0.24 at 16 psf live load and 24 psf dead load. evenly along the top chord to the bottom UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1999 0.02 0.46 0.48 Additional design considerations may be chord at the bearings, concurrently with ' required if sheathing is attached. dead loads and 0 9 live load. Duration BC FORCE AXL BND Cs1 Gable stud vertical members require lateral =1.33. Horizontal reaction = 2.0 K lbs. 6-7 2583 0.27 0.23 0.49 bracing (designed by others) perpendicular (each bearing). 7-8 1858 0.26 0.10 0.36 to the plane of the member at intervals. -------------------------------------------- 8-9 2583 0.27 0.23 0.49 Bracing is a result of wind looac applied to member.(Combination axial plus bending). WEB FORCE CSI WEB FORCE Cs1 This truss requires adequate sheathing, as RCHITECTS CERTIFI PROFESSIONAL ARCHITECTS 2-7 -442 0.11 3-8 613 0.29 designed by others, applied to the trues face lateral for in THIS THIS TRUSS TO CARRY THE APPLIED 3-7 613 0.29 4-8 -442 0.11 providing support webs the truss IS TO VERIFY DIMENSIONS WERE plane and creating shear wall LOADS. THE INPUT LOADS AND action to resist diaphragm loads. PROVIDED BY OTHERS AND SHALL BE VERIFI AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) BY THE PROSECT DEGiGq PROFES:;w,\-AL. L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.14" T= - --= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 5- 0-15 7 6- 7- 8 3 9- 8-12 8 12-10- 0 5-05-0-15 4-7-13 4-7-13 5-0-15 4 14- 4- 9 9 19- 5- 8 5-0-15 9-8-12 14-4-9 19-5-8 5 19- 5- 8 I 3-8-7 4-4 IO -5-8 2 J J a�o -400 4-4 2 6-7-8 6-7-8 .Y 6-26-2_-7 12-10-0 66-7-8 19-5-8 IA i J� Robert S 7 Aicumbrac REN. 8/2003�\� OF 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 169a, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTrusSI p youan is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I'- Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities. INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY 1 0- Truss ID: M2 Qty: 9 Drw : Rc x -LOC REACT SIZE RE4'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 915 3.50" 1.50 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 19- 3-12 915 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone TC FORCE AXL BND CSI Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by TrusWal,'ANSI/TPI 1%'WTCA I' - Wood Truss Council 'HANDLING Hurricane/Ocean Line = No , Exp Category = C 1-2 -1999 0.03 0.36 0.39 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1737 0.03 0.21 0.24 Mean roof height = 16.85 ft, mph - 70 3-4 -1737 0.03 0.21 0.24 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1999 0.03 0.36 0.39 IBc FORCE AXL BND CSI 6-7 1033 0.27 0.17 0.45 7-8 1273 0.13 0.16 0.29 8-9 1833 0.27 0.17 0.45 IWEB FORCE CSI WEB FORCE CSI 2-7 -354 0.10 3-8 462 0.23 3-7 462 0.23 4-8 -354 0.10 1 3-8-7 4-4 I0.5-8 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY.OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPLCIFIC APPLICAYIGN BY THE PRWCi. ='AI N irk ='s: S vXAL. 5-0-15 4-7-13 4-7-13� 5-015 5-0-15 9-8-12 14-4-9 19-5-8 9-8-12 1 9-8-12 / 2 3 4 5 F4.00 -4.00 4-4 6 6a� 6-7-8 19-5-a 6-26-2 7 12-10-0 8 6-7-8 19-5-8 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.14" T= ---= Joint Locations ===_ 1 0- 0- 0 6 0- 0- 0 2 5- 0-15 7 6- 7- 8 3 9- 8-12 8 12-10- 0 4 14- 4- 9 9 19- 5- 8 5 19- 5- 8 A Company YCTr a p youan uss! is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise Robert S NO. C-10381 REN. 8/2003 OF CAL�Fi 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTr a p youan uss! is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by TrusWal,'ANSI/TPI 1%'WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY Truss ID: M3 Qtv: 1 Drwa: I RG X -LOC REACT SIZE REQ'D 1 0- 1-12 915 3.50" 1.50" 2 19- 3-12 915 3.50" 1.50" TC FORCE AXL BND CSI 1-2 -2030 0.03 0.58 0.61 2-3 -1737 0.03 0.21 0.24 3-4 -1737 0.03 0.21 0.24 4-5 -2030 0.03 0.58 0.61 BC FORCE AXL BND CSI 6-7 3273 0.46 0.18 0.64 7-8 2370 0.33 0.13 0.46 8-9 3273 0.46 0.18 0.64 WEB FORCE CSI WEB FORCE CSI 2-7 -558 0.14 3-8 758 0.36 3-7 758 0.36 4-8 -558 0.14 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD GBL SLK 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24..0 " of uniform load at 16 psf live load and 24 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1� applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 1 3-8-7 3-6 I0-5-8 5-0-15 5-0-15 2 400 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 3.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 8 live load. Duration =1.33. Horizontal reaction = 3.0 K lbs. (each bearing). -------------------------------------------- THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.85 ft, mph - 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.07" D= -0.14" T= == Joint Locations = 1 0- 0- 0 6 0- 0- 0 2 5- 0-15 7 6- 7- 8 4-74-713 4-7-13 5-0-15 3 9- 8-12 8 12-10- 0 4 14- 4- 9 9 19- 5- 8 9-8-12 14-4-9 19-5-8 5 19- 5- 8 4-4 4 400 I 3-8-7 SHIP -6 I0 -5-8t --//, Robert S O. C-10381 19-5-8 REN. 812003 6 7 x 9 6-76-7 8 6-2-7 1 6.78 6-7-8 12-10-0 19-5-8 10/4/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 169a, or "MX" for TWIVIX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1652 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise p y noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 24.00 psf Rep Mbr Bnd 1.15 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.S acin 2- 0- 0 P.O. BOX 626 P P 9 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/fPl I','N'TCA I' - hood Truss Council Thousand Palms, CA. 92276 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The.American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 21 Job Name: LOT 9 FINLEY Truss ID: N1 Qtv: 1 Drwa: G X -LOC REACT SIZE REQ'D 1 0- 1-12 879 3.50" 1.50" 2 18- 6-12 879 3.50" 1.50" �TC FORCE AXL BND CSI 1-2 -1905 0.02 0.45 0.47 2-3 -1651 0.02 0.21 0.23 3-4 -1545 0.03 0.27 0.30 4-5 -1746 0.02 0.49 0.51 �SC FORCE AXL BND CSI 6-7 2499 0.26 0.22 0.49 7-8 1842 0.25 0.11 0.36 8-9 2509 0.24 0.30 0.53 TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 SPF STUD WEDGE 2x4 SPF 1650F -1.5E Heel plates analyzed for eccentricity WEB FORCE CSI WEB FORCE CSI 2-7 -439 0.11 3-8 562 0.27 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 3-7 625 0.30 4-8 -410 0.11 IS TO VERIFY THIS TRUSS TO CARRY THE APPLI ED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION I 3-7-13 4-4 J0.5-8 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607-. Loaded for 10 PSF non -concurrent BCLL. -------------------------------------------- Designed for 2.0 K lbs drag load applied evenly along the top chord to the bottom chord at the bearings, concurrently with dead loads and 0 9 live load. Duration =1.33. Horizontal reaction = 2.0 K lbs. (each bearing). -------------------------------------------- 5-0-1 4-6-15 4-64-6-1 5 4-6.9 5-0-1 9-7-0 14-1-15 18-8-8 9.7-0 9-1-8 l 2 3 4 J F4_00 -400 4-4 7 6-6-6 6-6-6 6-16-15 12-7-10 x This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.63 ft, mph = '70 UBC Special Occupancy, Dead Load = 21.0 psf I 3-7-13 SHIP t I0-7-5 0-50-5 8 STUB 6-06-014 18-8-8 MAX DEFLECTION•(span) : L/999 IN MEM 7-8 (LIVE) L= -0.08" D= -0.15" T= _= Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 5- 0- 1 7 6- 6- 6 3 9- 7- 0 8 12- 7-10 4 14- 1-15 9 18- 8- 8 5 18- 8- 8 Robertbr AlCumat -103K, REN. 8/201:13 �P �FOF CAV\F 10/ 4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = 1' Read all notes on this sheet and give a copy of ii to the Erecting Contractor. Eng. Job: EJ. WO: 81652 ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf TC Dead 24.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S SW O R KS A Company YCTl p youanruss utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf P BC Dead 7.00 psf TOTAL 47.00 psf O.C.S acin 2- 0- 0 p g Design Spec UBC -97 Seqn T6.2.6 - 0 23 Job Name: LOT 9 FINLEY FORCE 1745 AXL BND CSI 0.26 0.16 0.42 Truss ID: N2 Qty: 9 Drw : RG x -Loc REACT sizE REQ -13 TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 879 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 18- 6-12 879 3.50" 1.501, WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 WEDGE 2x4 SPF 1650F-1.SE PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Tc FORCE AXL BND CSI Heel plates analyzed for eccentricity. Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No Exp Category = C 1-2 -1905 0.03 0.35 0.38 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 2-3 -1651 0.02 0.21 0.23 Mean roof height = 16.83 ft, mph = 70 3-4 -1545 0.03 0.27 0.30 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1746 0.03 0.38 0.40 BC 6-7 FORCE 1745 AXL BND CSI 0.26 0.16 0.42 THIS PROFESSIONAL ARCHITECTS CERTIFICATION 7-8 1192 0.18 0.12 0.30 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 8-9 1595 0.24 0.26 0.50 LOADS. THE INPUT LOADS AND DIMENSIONS WERE WEB FORCE CSI WEB FORCE CSI PROVIDED BY OTHERS AND SHALL BE VERIFIED 2-7 3-7 -342 0.09 3-e 322 0.16 463 0.23 4-8 -265 0.07 AND APPROVED FOR THE SPECIFIC APPLICATION 23 5-0-1 4-64-6-15 4-6-15 4-6-9 5-0-1 9-7-0 14-1-15 18-8-8 9-7-0 9-1-8 I z 4 i 4.00 -4.00 4-4 6 7 Y 6-6-6 6-16-15 6-6-6 12-7-10 0-5-5 8 9 STUB 6-0-14 18-8-8 __== Joint Locations ===== 1 0- 0- 0 6 0- 0- 0 2 5- 0- 1 7 6- 6- 6 3 9 - 7- 0 8 12- 7-10 4 14- 1-15 9 18- 8- 8 5 18- 8- 8 Robert S NO. C-10381 s REN. 8/2003 OF CA w -s)", 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/4" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1662 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFaes L=1.25 P=1.25 T R U S SWO R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCan Truss! p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and 'HIB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 Job Name: LOT 9 FINLEY Truss ID: N3 Qty: 2 Drw : RG x -Loc REACT size REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1744 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 18- 6-12 1810 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to C-10381 WEDGE2x4 SPF 1650F -1.5E PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7-11-11 11- 2- 0 TC FORCE AXL BND CSI Lumber shear allowables are per NDS -97. Heel plates analyzed for eccentricity. This truss is designed using the 18-8-8 1-2 -4092 0.04 0.36 0.39 Drainage must be provided to avoid ponding. Nail pattern shown is for uniform loads UBC -97 Code. 2-3 -3732 0.04 0.78 0.83 Permanent bracing is required (by others) to only. Concentrated loads > 350# must be Bldg Enclosed = Yes 3-4 -4003 0.09 0.48 0.57 prevent rotation/toppling. See HIB -91 and distributed (by others) equally to each Truss Location = End Zone 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. ply, unless nail clusters are shown ( ). Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL BND CSI 2 -PLY! Nail w/lOd BOX, staggered (NDS -97 2x4 continuous lateral bracing @24.0 o.c. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6 3901 0.28 0.30 0.59 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft attached w/ 2-10d box or common wire nails. Mean roof height = 16.56 ft, mph = 70 6-7 3823 0.29 0.15 0.43 TC Live 16.00 psf UBC Special Occupancy, Dead Load = 21.0 psf T R U 7-8 3715 0.28 0.48 0.76 TC Dead ----------LOAD CASE #1 DESIGN LOADS --------------- Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf Dir L.Plf L.Loc R.Plf R.Loc LL/T WEB FORCE CSI WEB FORCE CSI BC Live 0.00 psf P TC Vert 80.00 0- 0- 0 80.00 8- 0- 0 0.4 2-6 181 0.05 3-7 93 0.02 7.00 psf Design Spec UBC -97 TC Vert 194.17 8- 0- 0 194.17 11- 2- 0 0.4 2-7 -102 0.01 Fax # (760) 343-3491 TC Vert 80.00 11- 2- 0 80.00 18- 8- 8 0.4 TOTAL 47.00 psf Seqn T6.2.6 - 0 THIS PROFESSIONAL ARCHITECTS CERTIFICATION BC Vert 33.98 0- 0- 0 33.98 18- 8- 8 0.0 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED Type... lbs X. Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 LOADS. THE INPUT LOADS AND DIMENSIONS WERE TC Vert 264.0 8- 0- 0 0.00 PROVIDED BY OTHERS AND SHALL BE VERIFIED TC Vert 248.0 11- 2- 0 1.00 TC Vert 372.1 11- 2- 0 0.00 AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. MAX DEFLECTION (span) - L/999 IN MEM 6-7 (LIVE) L= -0.09" D= -0.17" T= - 7-6-12 4-08 7-6-12 11-7-4 7-1-4 18-8-8 EE 7-11-11 7-6-3 2-PLYS / 2 3 4 REQUIRED 4r Op 440# 3.2-0 620 -4.00 __--= Joint Locations ===== 1� 0- 0- 0 5 0- 0- 0 2 7- 6-12 6 7- 5- 0 3 11- 7- 4 7 11- 7- 4 4 18- 8- 8 8 18- 8- 8 25 g 3-1-6 3-1-6 7.8 SHIP v Robert S 4-4 Io -5-8 I0_7.51 Alcu ac 1.5-3 3-4 1 1 C-10381 REN. 8/2003 18-8-8 OF CAl �FCP 0-50-5 8 s r, 7 8 STUB 7-6-0 4-2-4 7-1-4 7-5-0 11-7-4 18-8-8 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. . Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB S SW O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 T R U utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 24.00 Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S aein 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSUI'PI I','WTCA I' - Wood Truss Council of America Standard Design ResponsibiIities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 25 Job Name: LOT 9 FINLEY Truss ID: 01 Qtv: 2 Drwa: I RG X -LOC REACT SIZE REQ'D 1 0- 1-12 3125 3.50" 2.23" 2 19- 0- 4 3592 3.50" 2.57" TC FORCE AXL BND CSI 1-2 -6656 0.09 0.29 0.38 2-3 -6446 0.09 0.74 0.83 3-4 -5916 0.08 0.74 0.82 ac FORCE AXL BND CSI 5-6 6237 0.30 0.61 0.92 6-7 6155 0.30 0.42 0.71 7-8 78 0.00 0.37 0.37 WEB FORCE CSI WEB FORCE CSI 2-6 1041 0.26 4-7 6488 0.48 3-6 400 0.08 4-8 -3146 0.38 3-7 -1572 0.19 TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 210OF-1.8E WEB 2x4 SPF STUD 2x4 SPF 1650F -1.5E 7-4 Lumber shear allowables are per NDS -97. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Nail pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). 2x4 continuous lateral bracing @24.0 " O.C. attached w/ 2-10d box or common wire nails. 2 -PLY! Nail w/lOd BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft THIS. PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION7-6 1z 5-7-1a BY THE PROJECT DESIGN PROFESSIONAL- 1 5-11-6 7-6-12 13-2.10 19-2-0 7-11-11 2-PLYS 1 2 3 4 REQUIRED 4� � 11-2-0 440# This design based on chord bracing applied per the following schedule: Eng. Job:.EJ. max o.c. from to ® TC 24.00" 7-11-11 19- 2- 0 Chk: SB This truss is designed using the UBC -97 Code. Dsgnr: SB Bldg Enclosed = Yes TC Live 16.00 psf TC Dead 24.00 psf Truss Location = End Zone T R U S S WO R KS A Company YCTl p youanruss Hurricane/Ocean Line = No , Exp Category = C P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.56 ft, mph = 70 Fax # (760) 343-3491 UBC Special Occupancy, Dead Load = 21.0 psf TOTAL 47.00 psf ----------LOAD CASE #1 DESIGN LOADS --------------- Dir L.Plf L.Loc R.Plf R.Loc LL/T TC Vert 80.00 0- 0- 0 80.00 8- 0- 0 0.4 TC Vert 194.17 B- 0- 0 194.17 19- 2- 0 0.4 BC Vert 180.98 0- 0- 0 180.98 19- 2- 0 0.2 ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 TC Vert 264.0 8- 0- 0 0.00 2-4 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.11" D= -0.21" T= -1.3; ---- Joint Locations 1 0- 0- 0 5 0- 0- 0 2 7 - 6-12 6 7- 6-12 3 13- 2-10 7 13- 2-10 4 19- 2- 0 8 19- 2- 0 T 3-1-6 SHIP J4ROy��c� 1 „ Robert S Alcumbrac NO. C-10381 1s-z-oQ REN. B/ZU Q OCAL\�C 7-67-612 ' 5-7-14 5-11-6 x F 7-6-12 13-2-10 19-2-0 10/4/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 189a, "H" for 169a, or "MX" for TWMX 209a positioned per Joint Report, unless noted. Scale: 1/4" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: B1652 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf TC Dead 24.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 T R U S S WO R KS A Company YCTl p youanruss utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. BOX 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Tmswal,'ANSI(fPl I','WTCA I' • Wood Truss Council of America Standard Design Responsibi I ities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. BC Live 0.00 psf P BC Dead 7.00 psf O.C.$ acin 2- 0- 0 P 9 Design Spec UBC -97 Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 47.00 psf Seqn T6.2.6 - 0 _ j v:va_ juatio ?tallr �" _5360 n SeI`VIGPi• .j' W0r1KMAN MILL ROAD : • n C'.' _.:._ ;.. • .�WI_I7IER CALI A9050 \; ,. !-t 'subsidiary corpgra(iorz of the i � rO12299 n�ernational Conference Qf B. EVAL.UATI� ' • . - • .. wilding pfrlcials - REP RT Copyright O 19991C90 Evaluation Service, In 'Reissued Junc; Filing Cateoory;-FASTENERS--Steel Gusset Plates (pggj �' 1999 MODEL 20, TV/ 18 ANDTWI6 METAL CO,y�!CC70R PLATES FOR WO DD TRUSSES jacentlongiludina] rows ofteeth are twisted iri vieo .. TRUSWALSYSTEMS CORP-ORATIOIh reclion. Ppositedi 11101 NORTH GREAT SOUTHWEST PARKWAY•. 2.2.2.1V1i6 ConriectorPiates: ' ARLINGTON, TEXAS .76 '11' ;.+.'t-.:..tured from rriinimurri 96 gage=ihi^ [06po8 inch 6 Ma mr,c �. _ ;.0* SUSJcCT -- _ �.ASTFAA653; Gr2de`.37; structural- uzlit's )�' -,''- dippod galvanized zinc coating deslgnaled G60,�1�ith a ho!- : Model20,7jN16and7Wi6Me;alCorin�ctorPlatestorti'Vood Each piale has slots approximately % inch (12.7 mm) Jong ."Trusses. that have been punched along the longitudinal axis )lthe. 2.0 DESCRIPTION - p121e, Each punched slot forms two opposite-faciaof Pointed teeth Protruding at right angles from the g'sharply 2.1 General; The punched slots ares aced a Parenime,ai, mm on center - ? t approxi, 13 inch (g.5 l��odel20,l1'JiS and T1rJi6 are'm,, , connector , iY n) t racrossthewidthorineplateand2pproxim2te- \' god trusses. The fetes are `a' conn_c,o, pates for inch_s (31.8 mm) on:centei along the lerlg!n of the' P } . manufactured to v2rio_'s Plate, with 2dj2cent longitudinal iovis s!2go�r leng:s,\vidths, and thicknesses org2ges, and have integral ed approxi- mately 5/s inch (i 5.9 mm). Conn�ctoi fates ere tce:h that are desi-9ned.to lateral!y transmit toad behveen 1'inch(25� ) P avai,ableil ifUSS OOd m�mber.s• I�i3nS 2n i Ca1CU!2',i , 'mm increments idthand - /ti -inch 31,8 ons ml , be sub- increments of .ng ,a,, ( m:•nl miffed to the buildingo°lic,a I- ih, f/,inimwn p,2,e �ridth and lenolh ere 3 . 1 for {h., trusses US,:ig m=tel con- inches (10.2 men) and,7112 inches 190,5 n2CiJ: '�tes describe n this repo,,, Floor-ce't' See Figure 4 for de`^'! ' ' p � (�nSlOn$,)' respectrtefy. p'� d i '� .al s o, late, dim. ceii;ng .assemblies described _• t•Ing or Foo,--' ,' . i, ibis re7po, usi lg \;'god e 4.8 teeth 'r s U2r f f,W ses %- :h ninza1 C0 1% j�'rlr ,!fit;:; , Thr 2f teeth Ian lh �, P q e inch bt p12:e sut;2c�: The t:\'� ratings. '' I' h•'\' 9i1 -,r:, r Lre renis 9 a, each t0.,,n, incioding tii; this 'ness of the n , metal, i� 2;»roxim2`el r..=.- ` •) /{s in�'h (ii.i mm), 2nd the a r _ a i eaC1 loof.Til:: 2.2.11 Model 20 2nd COnca\z end iiin I. tip of tooth is - piat�s sic m2nU;a 20 : , cturedTiommi;e iu n20 -^a. f'cCC,I!IOn�i' 1i, al r': 'w"'ZZ ai21':I�ifl./�".. (0-911 (0.91 E'rampinhrl�nao)htt]e-,d(sASTM A y653. 3nGrad' _ � 'S i l2 c37, -wz'Jr2!- ,N n'sigeied 2.3 Alto\';ab!e Loads:en;nurco 0li lmini-MAMig-naor_ ' AS7' A6 2.3. i t.':o• m. l , , Jct �0, 2i•�u'•!i:}'s!eel\';i:il z 3.Gr2de37,s: T�'r'iS, arici i1'di6 PkIle hot-di?aad ani7� ru�t�r- es 1, 2, 3 and e i C:onnec:• n=:, G30. , 012:1' COs!in` deSO loaf S, Provide a lo,':2b1� ,acS,2;ldfe:.lUCl10n,2CiOrGiOil�Jd?t7l• 1^ �a=hF'!a_'ehzsslo`s2D;). crim='�, ?' ain:dTW-jspialeco ln=^to:s,Tt1= tr;at have �e _' )' /:cinch (1 i. i m tion t�alional P s_ 21:lesC ; e ;,ased on t=1: v b_ n pun hed 21ono ' e r �', g _ Dsi n Stand id ro, t4e,21, P; ,n 1 t�!iUji,i�l a I fUSS Cons!, cte 0nn?^ ? i �''r_= P!"=!e. Each punched slot forms t�,*:o op 2xls ci t.._ _U:.tion ANSlr?I i-1225 y` Poy,,-dt`- ,COSI: 2Cfi15. sitar✓!)' 1 PI I '19�J ra /� C0 '''0. the r.•+�i -!h Qi OffUt71n0 ai rIOh:2nJles > St2 lv fd f iUSt b2 Sllr,7!i�d tC/ th2 b? i!dih� Tnepinched slots are s. a iio:m th_pa_;en;mete!.' nlen1V;henreg,,esied by the b�i!din� on cen•. sp . d appr:,;:,•nately t/, inch 6.4 ' s -tacrossth_wid!hofth� ( 2.3.2 Lateral Resistance: Each i T F l}' i 11C1 2J.�mmi o c_ , �,• F1,-: 2nG2QQiCxi.Ttaie• 'li'1t10fT12i21C ,_ od l 20, 1.1'\ iv, c �� ( , 0 1C ill , a,01 ,n=lei ,n Of 1 on' -1•-•C. di p'al= fniustbedesignedtotra^s'c: i:l: c'1 0?l!lonoitud!r'ial-r0'�:Sst?oJ2ied2 9 t Q'3;=.1:E:s1 required load %,,iin01' c ,• P?rorimaiel)' i/E inch , , : exc_2ding the a.1Z) b!e load p.r (3.2::1.71) C-UnnY�Ior pl2tesar_2V2il2bi�in ltil�h L souareinchot ,a,e c (25. m.;tl P'^, contact area. based on species, l:le c•:: Of l:!rJ:h and Ie l0!h. l:ll ! 1J.: Cfl!2!101 Of tfle teeth fC!?!IYc t0 the Toad, 2, ^t P!2i� 1'rijth 2.11 l"ra7 f 1?ti\'2 'I.d t:12 di:; :. !joi1 C,: I l:l�h 2� ( l;l, 71 2 l j 3 7^-2 m., to o: ain. D� 'e l for la' tip .1' Sem . re . 1 Irl: `1 S ( ), f�S2 _Si ,era'r2sisi2nC= `I?U Sic); Of plai` dl ll? StJ S. 2cco;d2-rice\'rl:h Sec,,: : I'1.2.'1 O`nt\7!� '� r ` , Pit-i�„J. ,aJ:_'r ,n per Sola , alo::2b:_ a'a! l . a il: the me 2: r inch o: pl.,!. s t t00: 1, i;ICi_ding rt_t S. i s t l� t.1:�ti,l2SS Gi ile a, c_ s 2Qa:o�i,;,?,J;)• S;Vg,5 ,. 1 P" '1• 2.3.3 Tension pe i0J:f1 is 2� Ii0) (t =!o' it ( Tlr, cn• ine 1':iO:r: C• ,,. V, S:S 21lCe: =ash iv`: �7�f 20, 'ii'\ , c�= ca^ _ tr Tt ;)' r in�h 2 Tl� 13m_,alconne, to: c• (�. mm/• Ing-$`1anr;G' "p:ct mi!slb des;p;l-2 . o.,en' On . G„ Cb --I ' �' V 2;):J :tl= tib of e2:rl i00!n j: t:li5!.:'i r '``t`!' l0`G� tn� Ori -2.1 tiJ.l of IhZ_ metal con teC!O: r s?e tie di. :toth�Q. 'IOnOfI-J?d.D2o'`�f�1:1: ierliiiJn:il�ot �, �\':is ISec6o111.2.2ofANS! IP35. Tc :•:' l�sIt: crlor,c%�rpa�/C60 r ^- c1L•cr:or.S:nice,/r. cross:rrtsa:'r;lr;prrria:irjorr�rio::toClci : c.c•ciro,:rcpc,-rscrtr:o:iobrcors:rrr;2csrc;;:cs:r.:ir:� : , s.:rl:r:: '/CDO.r::iri:ir.� r:eco:c«ror.�••�i_ ! ''.: n't:sr f c_r hcti:to: cr:, r' c, o t' '� rrirt.•� I c tars:ltycctrepo � 1'eri,trc,-rl t ots,^.: _ ' bcrlc r .cit:rcli: 1 'C trCss:�rGr Gf crrcr �O 'r'n: /[CC.'. ••'�' Po irb muco,^ (r,GtC.pz, L j;` .sC:o:n:r 'bscre-b,-o:rcrecic,butc'os trekr,;cc;c'_;csu3r._'r.;eht•t�rcpp!i;cr. ,. frro;/rorsrrsr:s:f^riri:iJlpr- �cer,rrd_ ettocrr"firtclrc•'nrc'�C., ,; cri,:k. rtrnnorctoenr ro.'urrcoi cr,:tcrirtcc.ier; f \ T.,rcirrcHcrrcr.�bl10EOErc!rc;rn.:Srn•i:c.Irc..cxj•:rtt 1' rcc'nl trrrcpnrL Tl !tCisrr:irisrir :l:rl:s, h rtitr:o:l:rr rcdlo.rcrr:err.:rb:i: +. i :. Pa0c �7RUSV1/ALSYSTEMS 4445 NORTHPARK DRIVE,, 5U1TE 200 . COLORADO sPR1NGS,'CO 80907 (800) 322-4045 FAX(719) 598-8463 9/9/99 Users of Truswal engineering: The TrusPlusTM engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number.and approximate locations of braces for each member needing bracing. In general, this bracing is done by attaching a 2x member (top or bottom .edge of member).. running perpendicular to •the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are. -.other options (when'perp. bracing -is not possible. or .desirable) that will also satisfy bracing needs for individuail members (not building system bracing): I. A 1x or 2x structurally graded "T" brace by be nailed flat-to.thee dge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. 'The ''T" brace must extend a minimum of 90% of the member's lanath. 2. A scab (add-on) of the same size -and structural grade as the member may be nailed tco one face of the _ member with 10d common or box nak ai 0 0. 0. r; nn:iS! e.Ill) :v ;j .:Ir faces of the member if two braces are required. A minimum of 2x6 scabs are required Tor any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must useperpendicular bracing or a combination of scabs and "T" braces, but must be analyzed on a case-by-case basis. EXAMPLES SCAB 90%(L) SCAB90 � Please contact a Truswal engineer if there are any questions. VA Co CONNECTION `DETAILS. ` THESEtDETAILS ARE INTENDED•�p SHOW MINIMUM REQUIRED CONNECTIONS RECOKKENDED BY TRUSWAL SYSTEMS.` .THE DETAILS DO. NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT", NOR HAVE. THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT' -IS RECOMMENDED TIiAT THE APPROVAL OF THE PROJECT •ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS, BEARING REQUIREMENTS SHOArN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TU EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) BLOCK �- BLOCK A LI STUDS @ I 16" O.C. ltvfuf�Wvjm BLOCK .�-- TOP PLATES SECT. A -A (TYP .) kL J PROCEDURE: 1 TO ,-NAIL BLOCK TO TRUSS WITH 1-16d COI!}�ON NAIL. .2 PLACE NEXT TRUSS AGAINST BLOCK. AND TOE-IgAIL TRUSS TO TOP PLATE WITH 2-16d Coi'LMON NAILS. 3 END NAIL TriROUGii TRUSS INTO BLOCK WITH 1=16d CO212.ON. NAIL. . _-4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS PLAY BE ATTACHED TO TOP PLATE WITH SII�SPSON A35r^ O. FRA'�ING ANCHORS. 'SEE I,� ( Z EQUIV. ) �'-2`tUrACTURER`S CATALOG FOR . nprAIr.c T7... _ C�kaRD BOT CHORD TRUSS (TYP.) 'TRUSS Coi7Nr CTION TO INTERIOR BEARING WALLS " ------ 'XBRACING � - .. OF TRUSS O'R ._ END VERTICAL RUN _ 1riROUGH TO BEL.RING. -- (3 A -LL M-iJST BE AT • HEIGHT SPECIFIED ON THE DESIGN DRAWING OR tz MUST BE SHIIa ED TO THE CORRECT HEIGHT. USE 2-16d CO2-24ON NAILS TOE-1\AILED INTO THE TOP PLATE xp, 12:31:02) THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF TiiE BUILDING ��;'',, CNIL (OR WALL) -AND AT A R_7AX. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN.. 2x3 - Y_Zl.TERIAL WITH 2-8d NAILS 'EACH END. . BLOCKING SIMILA_R TO E?iTE IOR WALLr, DETAIL. IS RECO2?Y, _ENDED. TRUSS ,CONNECTION TO 'NON-BEARING PARTITION h'-A,L_r,S WA -LL* P.= RPENDICUI.JOE TO TRUSS ZBOT CHORD B 2X TOP PLATE :vf I SECT. ECT• B 1-16d CO_�ON NAIL OR SIlQ-SON STC. EQUIV.) 'TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: DES. BY:'. 'L. M. CK. BY: I' - n' L PARPLLEL TO TRUSS 2X4 BLOCKING _Z - I BOT C;- (• 1I I I I 2X SECT.. C C . I I TOP P_rT Z TE •�` ---iii «.-� . ' 1-16d COMMON' :PAIL OR SIIJ?SON 'STC (OR EQUIV. T=D•) TRUSS CLIP' T �.®®r®®f JYJiLN.3 nrk ��Y k� � ��tl •N� � t'S i�j" 'h-%•.. ,. _ •- _Y--.. �. �q''C ��1Ya - e :, r .��!' 1., �` �.• � . •: L'—� STANDARD BOTTOM CHORD'FALSE'FRAME DETAILS. t� �'DO NOT .. .. OVERLAP' THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN; ANY TOP CHORD Y LOADING AND.ANY TRUSS WEB CONFIGURATION FOR 24" O.C.,MAX. SPACING AND 10 PSF MAX: CEILING LOAD., WITH THE EXCEPTIONS NOTED'ON THIS -SHEET. ' L DO NOT USE+.THIS DETAIL FOR:);? trtel:, . 1. STRUCTURAL BEARINGS LINDER.THE FALSE FRAME (NOT PARTITIONS). ' OLM. VERT. i• is ` �' PARTITION WALL 7a LUPPORI ITYP.) �'1r •' < : SHOP'APPLIED. [-IFFALSE SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE#2OR BETTER (1450F FORMSR) MATERIAL FOR FALSE FRAME Cf IORQSSE STANDARD OR STUD (90OF FOR MSR)'MATERIAL FOR FALSE FRAME WEBS OCATE VERTICALS AT 6'-0•' O.C:MAX., OR SEE NEXT OPTION. FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL - ' 0'5: CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF THE PANEL `-POINTS ALONG THE.BOTTOM CHORD'(EVEN IF GREATER•THAN 6-0" O.C.), V.. USE A TRUSWAL 20 GUAGE 2.5-3 MIN..PLATE AT THE HEEL CONNECTION: ,� •r USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES,AT EACH END OF EACH VERTICAL WEB. ALL PLATES'ARE REQUIRED ON BOTH FACES OF EACH JOINT. -1F NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAYBE SPLICED WITH A K'� -TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, OR A fyes TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). -APPLY REQUIRED BRACING (SEE BELOW). r , : -.OPTIONAL PLANT SHELF MAY BE USED.(SEE PICTURE ABOVE) UP TO 24" MAX.%. _*F '.z -,FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES (OR FLAT B0rrOM CHORD SECTIONS OF A TRUSS). 1„I "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM::,.. . -.; CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING. LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT T 1N NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD: `REFER TO SPECIFIC TRUSS DESIGNS TO. - 'x +: DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD.. u:? ; (MAY BE INDICATED AS BOTTOM CHORD PURL(N SPACING).. BRACING SHOULD"' ALSO BE.APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IRTHERE IS NO s ;t SHEATHINGWATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD, BRACING -' `[1MATERIALS* AND THEIR,CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ' `: .N P� BUILDING DESIGNER PER THE LATEST VERSION OF 1.5v Im r 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. 3. LOADS IN EXCESS OF 10 PSF,,CONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO THE:FALSE FRAME. 5. TOP CHORD APPLIED FALSE FRAMES.' ;= 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL • 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). D. FALSE FRAMES ON CANTILEVER SECTIONS OFA TRUSS. FIELD APPLIEO.:: ti , ''`� I' SPECIFIC TRUSS -DESIGN 1S SEPARATE FROM THIS DETAIL. 1 USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS is • USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS, LOCATE VERTICALS AT 6'-0" O.C. MAX., OR SEE NEXT -OPTION. IF'FALSE FRAME CHORD 13 THE SAME SIZE AND' :GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR -12" OF.THE PANEL • ' :POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 5-0" O.C,), ' , , - PLACE FALSE FRAME CHORD 1N -PLANE WITH THE TRUSS. ' CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE.REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK� MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET. AND Bd NAILS�i 3.0 .C. AT THE FALSE FRAME HEEL JOINT IF DESIRED.. IF NEEDED, 'A THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH12" LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). ' { 'APPLY REQUIRED BRACING (SEE BELOW LEFT)..: �. OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) PP -TO 24" MAX. FALSE FRAMES MAYBE SIMILARLY APP LI ED TO FLAT, BOTTOM CHORD TRUSSES r _(OR FLATBOTTOM CHORD SECTIONS OF A T$USS): MOTE: FALSE FRAME MEMBERS MAY' -BE CUT AND FIELD MODIFIED AS'NEEDEO :-ITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES f NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS: 'BRACING REQUIREMENTS MAY CHANGE BASED ON THE NEW ' • • CATIONS AFI'ER'MODIFICATION. Robert �lcti brae .. � W �n�+YIUCu Ma H auuutJ I L:U OOLUTIC)X TO THE ::PPLICATION SHOWN ONLY. 1T IS NOT INTENDED TO REPLACE OR SUP GRCEC,II ANY SIMILAR (�G• 381 [REF. ATC: DETAIL THAT. MAY HAVE BEEN PROVIDED BY THE BUILDN:0 DE:IGNER. IT I� . THE RESPONSIBILITY OF OTHERS TO VERIF-Y.THE ADEQUACY 01- THIS DETAIL (>1 FF-1INAELATION TO ANYSPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ',! APPLIED TO THIS OR ANY SIMILAR ISSUE TRUSWAL SYSTEMS A:3SUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANS1dIP MI.1 IN I C n n LIFO J - ' 2 19/32" t , ._. z i2" Minln um . • .. •• _— .'1111 � - - 1111 = 12 1. Minimum 19/32'(t1.9'rnm ihic'r, - 1/2" 2. Minimu m 12' (305 Mm) dep,h TrusY-al F1or7n:sw truss s ace 3. 2xo s(rongback bridging/;,racing at 10'-t)' (30 8 mm) o c P d 24' (010 rrlm) o.c. maximum 4. Two layers o; %' (12.7 mm) thick USG Gold 3o: d .rro.•SI 1� Fire Shield' Z :1 in:h=?>,4 ren. 1 )'per X ti'rall board FIGURE E --O\,= FIRE�,ss=r„3L1 tiJ.i (SEE S CTlor, z .c. i FOR co;;ilLETE n2TAILS) C.5 51P.G i. Optional liohh,eaiohl floortopp;,lg 2. Minimum 23132' 18.2 nim) )thi:i:7EGMin's!ruct'J"2ltivoodstie2thi,n 3 rn xMum 10 ,/- (273 mm) depth i ruse, al Sp2"?Jois!� tf-bss spacJd 2�' o' ( i.0 m,m) o.c.. 4. 2r6 s'.rongbac}; b:idoi ►o/b ,-2ci,Qg 22 10'-0' (30;8 m,;i) o c 5. F2C('Or}'"instcll�d wsGFrd'" t 3� 021 S � C7i2,in?I i�j. ai . b. Orli layer of 5!0"' (1:;_9 mrn) Us )'pa C vr21i beard FIGJR:: 7—O`;_-X0UR FIR='ASS=f; 3LY r:0. 2 (SLS S=_CTIO\ 2.c'.2 FOR COr; ?L=_TF TRUSWAL SYSTEMS .4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS; CO (800)322-4045*:FAX:(7�9).598-8463 .8/3100 To whom it mby.cQr)cern: It is permissible -tol-bpair` -Fra'm -1h*: e- joint o . t �Vithjhe _pfb-cedure outlined bblo�� 3 ...Provided that t he.following statements are true.--.' -Ceiling loading is Jo p 8F or less. Trusses are -spaced 24" o.c, or less. False Frame verticals are spaced 6'-0" O.c. or less. No'-a*dditiohal point loads or uniform loads are present on' the fals e* frame that would cause the loads to exceed 10 PSF' io'r'any reason.. The joints) to repair does* not have a support: bearing directly underneath the Joint There is no damage to the 'lumber at-thefijint, such as' excessive splits, cracks, etc. The joint -fits tightly (within all TPI toler'ances). All luMber in the false frame is 2x4 or 2>,3. R.epa,ir as follovvs:' 1. -.Cut a CDX APA Group i plyv.,00d (or -equivalent O.S.B.) gusset, 4" wide - by 8". lorig,gr larger. 2. Apply gusset to the face of the truss at each joint with a missing plate. If one face -of truss has. missing' -plate, then gusset is required on only that face. if both faces of the joint are unplated, then the gusset is required on each face. - 3. Use (3) 8d nails into.each member, from .each face (see detail below;). Typical Joint ., False frame refers only A To non-structural members (zero design*forces). r. 41 -;02 I aural LOAD s ., . lQ atz D 1t1111t1 - I . :Iau:f LOAD �Unut;Jllu r Ntltllll►Iff1i(Ir LOAD — — COA _ uinnJuunm �A ORICN— T101 • CQAD - " AG ORI�NTAT)ON - F1GUR=1 `PLATE 0 fiAORI;y�TAT)ott {CQaD �Ct�ATf0N's =E oat= .. ATtot{. LL17GTtd ' • ntrrtutruittttIII " • o o=cR== PLa Te .� oRlrtrrrtrur�tturrrr�r ' c)iTATIOt1 r 2 O-GR`� =P "pt t i E J7}{ end LttGr (.Sri ORIz rA7to;;. t len nal tkiS ti a•ncl 'Skis • D /rt p o 1 1 L C-0 77) — CZ:D _ _ f, i -� th [z:) i •j -� �••��' D re :ea.-n ern .` �_ r _ °' •ter toatn C>;a; sn .�.) • ;—� `--� � rol oJa�oo.n V ;C 7/16' 42 or9.r Sro t�c:rty:' SI: T: a .t4 / or. tn•. to -sr• r:1:f o��•S '•x,..."."'s >. oth [Hat sn. FIGr �1.1 Fi C•�,�'�ti'} 1t� 1rOR P —� �` `1'� 1'O: SI:) 1:1(1 = 1 - yry E '•"'^n`. ,^� m. RUS 1, L nw 16 CoHNcCrprR r FIGUR=S S vc`L�CTO O1tiT " FA70 �";i(C1-( THS R, f?...APPLI=S - P=OUCiION JO'X30' A:arss Opening I :;' :• "='' ' `� Palms, CA�. 92276 CA'. GENERAL NOTES, unksc otherwise noted: - t Design to support bads as shown. • . d rat P.O. Box 473 •71ou•sand I 2 Design assumes the top and bottom chords to be t�:.: I,J 0�j� 'hone (760) 343-0013 fax. (760; 343-3637 Waragy.traced,at 2'-0" o.c. and at 17-W o.c. Bey. „ (�. : 2x4- Impact' bridging or lateral tracing reoom- - 'mended where shown ++, ! Instaifation of truss Is the rosponsR>rTli y of the re- G 1 ALTERNATE FfLlt.(ING DETAIL MOUND 3(T ACCESS s Ive contractor. S Design assumes Wesas aro to be used 1n o noir- Pf.. •, SEp ARC `corrosive ernlrortrnertt, and ere tot -dry candXIW •.•.,.of •,�..; . i TYPICAL ROOF TRUSS LAYOUT' �� i� �G Robert C� ' ' use. ;;,;,. 6'.. Design assumes NN bearing at AN wpports attown, '. I, S. .:. Shim or wedge 1f necessary. Alcumbrac�' i Design assumes adadtrate drahege Is pmMsd... {r 0. G 1Q389 8-`Metes shag be located on both' faces of truss, and '• ptwad so their center Mes eohelde with joint ., ., ' center ones. EN. $%�QQ 1� 9 Digits indicate stye of ptate In Inches, 10 For baste de-sign lM'CompuTnrs Plate, y. '....I values of Indkat°d by the prefix •C, see I.C.0.O. R.R. •4211 r; 1 t' The CompuTnrs Net Section Plate Is Indicated try 51 •. ��- •. the'hreft'CN'. the deslpnator (18) Indicates 18.CA: !;�: •, , Ili 24'. 24• -- t 24- 24' t 24' L 24• t ... I ° ' TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE REFER TO APPROPRIATE ENG;rIE[RING DETAIL FOR Ladder Frame •' SPACING ON EACH FACE-. THEREFORE. TRUSSES SHOWN TRUSS TYPES DESIGNED FOF. OVMS?ACING. - -WILL SUPPORT 4' ON ONE FACE AND 15 ON OTHER Between trusses'witfi aro at 48" o.c Ir FACE RESULTING INA NET SPACING OF 2t' oc :.; Section A,A b ADJUSTED ROOF TRUSS LAYOUt A r. i; t °. {�I- `�;, . ';: � � • � • � singie member common (net 24' o.c.) ... , • • � . ii.' 24 L 24• t 18' l 3lT 1C 24 24• A J. F.' a JO'X30' A:arss Opening ' PR.ESSUREI3LOC �I :...:.. UP:TO IO -0 KIVG D1✓TAIL FOR' EI`;.7 JACK BOT' � . '.'ATIIIP Np (WITII CEILIi� J I, i0M CHORD LOAD. 0P 5 PSP or -I Od. LOCK 3 HIP N II4-1Gdp, 1772USS WITWAILS •3-IOd 3-10I! j'ItDSSCf!' - _ WITH J,-! d✓ SLS 3_ .. r'IUd SIDF: VICW 2 l30T'j- Cl IORD pr _ 1-U" O.C. 7rYPIC�tL IIlP N0. I TRUSS END JACK PIZCSSUIZr.13' 3-10d" NOTE:: t1TZ A C11 zx4. DOUG r1r PIRESSURE 13LOCK To D ; CHORD O1P NO, Cf iORD 1' WITH 4-16d NAI NAILS AT�r .CND'J0FNTS A1ZE.AT-I'AC lL-D OTTO,Y 'ACII END 'OF T1 -IE PRESS r W1TH 3-1 Od U_tL- I3 LOCK. COD[ SPtClN : �---- - t 5/15/97 ? f r : • !fr U; r• 1nllflr Ur . n:M::n lOg1,.I•'u nt� �.�'+�•� I U: i•f �tC l CU.at IC �ut0 nr IfK •iln�ry t. 1•' lrat tlrf tOq/: Ae 1 nr:ci''I:"° 1° rtlj�ttiliUw;IIItI!!t� rt tl,t tplUVrr t)rrrl it UCitf.•r •rrI Uq fr • .1 IrnJ: rq. lu,f:!ri. IIJCOint,r• vtnr rrT C Clun utJttyf'gnU„n WtUtrran UIKn:fUrrq CU!Jt Wilt of, rrt .• .. fli•.ir.'r1..��U„IU•q��(il(,iq n,,CJfti'ti/1tJ5r/,CIIJCJIf�•fl�itS77JIl •r'ftflMi: �1Jt} .10 L, ;YlrtC1J1f0�1 1 ^`� A• ... y,��1`��'E 1 "'•�r,tr�.'!t Ifn. 1: �r•�Y t U i r4nnr rtl lll'Cw77rU'Ut :1rR u/C U0•Ir Un ,L C.q .q�i;t lfit to p1OJfR f1 rJwl f11 p A. 1QUSµ//1 "• 'S t .Ln. nl•J f Itronri r0 " i i jnr �mLra ct• n , ;'; �'•� rrrf. u-.. Ir .t .r, t.. rr f.pr • C•U a tl ;., n r C ! 1 [tit CO(„� ! u r ,: ; u r• cw n vl rn . n r r Or/((.O%' uu, I •nurl{ur•,fV 'nl n fnt r rr 5 t... nnq/S"1T7•. rt fill rr lur/9•ni, V .•!m lrr;r.. hrtl vnn• fN•tJ h U R!•rq' uIIl I�iC�.at lrrrll!•u, r •9r• I fll U!•r i rtGgl Jllll.I lrl rl 17i va, °r��•tluf.°�t��rlW �,t(woo .(woo" Off-!. �ll�r..f'r•IC?4l u,�jar �.Ir •n,y <`r►jr••�;:7 .aVfJ• , '. CI•r,. ..nfd:{.uU; u•n,ICI.J�.j''�;' C'U�c ftUrq hrrV.tvrun lrr.urryrwgnr, nr_rtiKt. V en1 rnr•t°'•ro wMu too.f'�. ,�•• rr� � . 1 -- •_ flrt JrltnCf .rN ninf�r..��lU•. ,..fl.tot It a. -f C.V:r l..f •1//S.U•u ��ri�" r -ull'ONT NLOUIR ,`.D EVERY IM UM. A TYPICAL END JACK WIT), VARYING TOP CHORD < ------- 43" MAX B HIP Trus, -Cs 01LVITHATARENOTSHOWNHERE. RELATING TO A HIP ,DETAIL PlIONS TTI.. WCOCE or, DEVELED TOP G PLATE UNDER JACK TOP CHORD CND or F_<TCNSICiN, c6iNs-. LATcPAL For, WCDCrz.%U,,�t Deva CUT ON TOP iOd TOE -NAILS Ek r --6R' f DRIACC. CHORD OF TRUSS Top CONNECTION OF (BRACE MAY PLATE�'NAIL W/lod OR 'SECONDARY` Or a G'=. 'INTO Top LATERAL C RA C C I OVERLAP WITH 'COTOP CI*IoRo IIA .OIl OR DASCO ON ORACCE. Tr% Uss'CHOR D rORCCSMEMBER. NOTE ITO -s rr7c Mj�,�:6 NAIL CHORD TO B [3yRcc — mmiko THAT HEIGHT or THE E)U L _,IN Y THE WILDING FACC OFDrACC MUSTALLOW DC _SICER Ij WITH (2) 10d) FOR THIS. DESIGNER. ZZ DETAILS SHOWN ASO—VE. —LL:DGr--R Ia, S. SPACING OF NAILS,IS DEPENDENT ONLOADING E MA);" -- TO EITHER FACE OF TRUSS WITH 10d NAIL 3 --'Al TACHE�D AND SHOULD 13C DETERMINED By sul -LO DINGJ_'-:)N[)j7 DESIGNER. en THIS !m:j,ijjj�,�! LE, b. F-SOLLITION TO T� QN_kY- IT 15 NOT INTENDED I AIL THAT JtAy HAVE TO REPLACE ojZ �"Up[_:RC: :".T.t, TIOAR -SPONS . . .1 P '1131LITY OF OTHCR-- TO VCRIFY THE ADEQUACY -)F T H DATE: THERE 13C[':N-PROVIDI:()DYTHCOUILOtNCC.I .,,:C?4 IT C. IN RELATION TO ANY "ECIFIC-PRO JECT "APPLICA-T C -'�'-AIL AS TO IT- APPLI170 TO THIS OR ANY N AND !NT[NTj 0 HJ -1 NO TY FOR FIELD'1NSP[CTIOK OR tVORK1•U, a. 0175: BEARING SUr FOR TOP — CHORDS .... .... OFENDJA CKSWhERE — THEY npr PPORTING MEMBERS.' — � 0 C I- FOR REACTR A C T R,.ESS THE TOP CHORD MAYBE TOE -NA T T H P TO THE SUPPORTING MEMBER. WITH TOE -NAILED P 010d NAILS. OU 2 FOR 2. For\ 0 CA C I REACTIONS I SGr\EATErT14AN3=1.'THEOETAIL'�13ELOWM*AY,E U D T 0 P 0 PROVIDE USED PR6VIDEADEQUATE BEARING .0 rr SUPPORT. SIZE I 0 F W r 0 a. OF WEDGE) 13RACE OR BEVEL CUT IS DETERMINED 13Y THE Q U r D 3 A BEARING REQUIRED BEARING AREA (OR LENGTH) AS.SHOWN ON TRUSS REQUIRED T TRUSS C G THE INDIVIDUAL DESIGNS. DESIGNS. 4 4 F 0 EA EACH H E FOR EACH DETAIL BELOW THE Top CHORD MAY BE TOE -NAILED TO �I4 P 0 SUPPORTING R IN G MI SUPPORTING MEMBER WITH (2) 10d NAILS. E G. U L FT C - pf REACTIONS, 5. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION C( CONNECTION CONSIDERATIONS NAILCONN C_ IF THEY EXCEED THE VALUE OF A CONNECTION. NAIL CONNECTION. TOE. OTHEROTHER 0 OPTIONS G' OTHER OPTIONS MAY BE Li�E'D AT -THE DISCRETION CRETION OFTHE BUILDING.......' C _SIGNER Cr 7. REFER TO 0 ER D R R T OTHER TH CTAILS FOR SPECIFICATION' 01LVITHATARENOTSHOWNHERE. RELATING TO A HIP ,DETAIL PlIONS TTI.. WCOCE or, DEVELED TOP G PLATE UNDER JACK TOP CHORD CND or F_<TCNSICiN, c6iNs-. LATcPAL For, WCDCrz.%U,,�t Deva CUT ON TOP iOd TOE -NAILS Ek r --6R' f DRIACC. CHORD OF TRUSS Top CONNECTION OF (BRACE MAY PLATE�'NAIL W/lod OR 'SECONDARY` Or a G'=. 'INTO Top LATERAL C RA C C I OVERLAP WITH 'COTOP CI*IoRo IIA .OIl OR DASCO ON ORACCE. Tr% Uss'CHOR D rORCCSMEMBER. NOTE ITO -s rr7c Mj�,�:6 NAIL CHORD TO B [3yRcc — mmiko THAT HEIGHT or THE E)U L _,IN Y THE WILDING FACC OFDrACC MUSTALLOW DC _SICER Ij WITH (2) 10d) FOR THIS. DESIGNER. ZZ DETAILS SHOWN ASO—VE. —LL:DGr--R Ia, S. SPACING OF NAILS,IS DEPENDENT ONLOADING E MA);" -- TO EITHER FACE OF TRUSS WITH 10d NAIL 3 --'Al TACHE�D AND SHOULD 13C DETERMINED By sul -LO DINGJ_'-:)N[)j7 DESIGNER. en THIS !m:j,ijjj�,�! LE, b. F-SOLLITION TO T� QN_kY- IT 15 NOT INTENDED I AIL THAT JtAy HAVE TO REPLACE ojZ �"Up[_:RC: :".T.t, TIOAR -SPONS . . .1 P '1131LITY OF OTHCR-- TO VCRIFY THE ADEQUACY -)F T H DATE: THERE 13C[':N-PROVIDI:()DYTHCOUILOtNCC.I .,,:C?4 IT C. IN RELATION TO ANY "ECIFIC-PRO JECT "APPLICA-T C -'�'-AIL AS TO IT- APPLI170 TO THIS OR ANY N AND !NT[NTj 0 HJ -1 NO TY FOR FIELD'1NSP[CTIOK OR tVORK1•U, a. 0175: RICK MAUVEV TITLE 24 ENERGY CALCULATIONS, INC. 7544E. SADDLEHILL TRAIL, ORANGE, CA 92869 (714) 771-1507 July 21, 2001 w. Owner: Sun Vista Development 77899 Wolf Road, #104 Palm Desert, CA 92260 CITY OF LA QUINTABUILDING Designer: Sun Vista Development &SAFETY DEPT. 77899 Wolf Road, #104 APPROVED PPR®V Palm Desert, CA 92260 FOR CONSTRUCTION Project: Custom House b BY DATEV& Tradition Lot: 9 La Quinta, CA ; to STATEMENT OF CONFORMANCE This Calculation contains all the building features and performance specifications required for compliance by the California Code of Regulations Title 24, Part 1, Administrative Requirements; Part 6, Building Energy Efficiency Standards; and portions of Title 20, Appliance Efficiency Standards, and AB 970. When these features are incorporated into the architectural plans the design will be in compliance with the 2001 Energy Efficiency Standards as they apply in Climate Zone 15 , using MICROPAS6 Version 6.01, a California Energy Commission approved computer performance method program. Certified Energy Analyst Rick Maurer rwoNjr r NR 98.90-528 r r R 913-90-136 CABEC California Association of Building Energy Consultants Prepared By: Rick Maurer Energy Plans Examiner Certificate No. RES -88-1006 and NRE-88-1052 California State License No. 502290 C20 4.- i ** SUMMARY SHEET ** Proiect: Sun Vista Development -- La Quinta Zone: 15 Custom Residence - Tradition: Lot 9 Wall Insulation: R-19 (Min. 2X6 Exterior Walls Required) Ceiling Insulation: R-38 Radiant Foil Barrier: Not Required Raised Floor Insulation: N/A Slab Edge Insulation: None Glazing Type: All glass is DUAL PANE except the following, which is SINGLE: ** Entry Doors ( ST -F- NurrS bet -ow) Hard Surface Flooring: Total Sq. Ft. = 1635 Entry/Hall : 75 Great Room: 660 Service: 65 Master Shower: 27 Powder/Wet Bar: 70 Dining/Hall: 288 Kitchen/Morning: 450 Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: 102,750 BTUH Minimum A/C SEER: 12.0 SEER (TXV Required) A/C Tonnage: 10.5 Tons / Duct Insulation: R-6.0 (Duct Leakage Test Required) Note(s): 1) The,water heater specified will require an external insulation blanket of R-12 or greater. 2) This plan requires R-4 or greater insulation on .75 inch or larger.hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 3) The water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .55 or less and a SHGC of .45 or less with high performance Low -E glass. 5) The entry door can be single pane with default values. J fI MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page l of2) MF -1R Note: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance 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 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 Building Envelope Measures: * §150(a): Minimum R-19 ceiling insulation. §I50(b): Loose fill insulation manufacturer's labeled R -Value. * §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -Factor in metal frame walls ✓. does not apply to exterior mass walls). * §I50(d): Minimum R-13 raised floor insulation in framed floors. V/ §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0perm/inch. §1 18: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration 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. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §I50(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. IF I2Eq'Q, §I50(f): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door / Y 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-§1)3: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §I50(i): Setback thermostat on all applicable heating and/or cooling systems. ✓ § 1500): 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 tank, non -recirculating systems, insulated (R4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 ✓ external insulation orR-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated. 6. Piping insulated between heating source and indirect hot water tank. January 4, 2001 MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page 2 of 2) MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless -of the compliance 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 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 1. All ducts and plenums installed, sealed and insulated to meet the requirement of the 1998 CMC Sections 601, 603, 604, and Standard 6-3; ducts insulated to a minimum installed level of RA.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. V Building cavities shall not be used for conveying conditioned air. 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 drawbands. 2. Exhaust fan systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. § 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. § 115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no \� continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr Lighting Measures: §150(k)].: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 401umens/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. § I50(k)2.: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an / efficacy of 40 lumens/wau or greater switched at the entrance to the room or one of the alternatives to this requirement allowed in § 150(k)2.; and recessed ceiling fixtures are IC insulation cover approved. January 4, 2001 CERTIFICATE OF COMPLIANCE: RESIDENTIAL,' Page 1 CF -1R Project Title.......... Sun Vista Devlp. Finley Date..07/20/01 18:07:07 ******* Project Address........ Tradition -- Lot #9 La Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 71471-1507 Field Check/ Date Climate Zone. ..... 15 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence GENERAL INFORMATION Conditioned Floor Area..... 3760 sf� Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 0 deg (N)1___ Number of Dwelling Units... 1 Number of Stories.. ...... 1 Floor Construction Type.... Slab On Grade Glazing Percentage......... 22.5 % of floor area Average Glazing U -factor... 0.58 Btu/hr-sf-F Average Glazing SHGC....... 0.47 Average Ceiling Height..... 11 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R -value R -value R -value U -factor Location/Comments Wall Wood R-19 R-n/a R-19 0.065 Attic KneeWall (N) 15.0 0.550 0.450 Standard Standard Front 2x6 Wall Window Front (N) 6.0 0.550 0.450 Gar. 2x6 Wall Standard Yes Window Front (N) 25.0 Left 2x6 Wall 0.450 Standard Standard Yes Door Front Back 2x6 Wall 48.0 0.990 0.740 Standard Standard Yes Right 2x6 Wall Roof Wood R-38 R-n/a R-38 0.029 Vented Attic Yes Window Left (E) 9.0 0.550 Flat Roof Door Wood R-0 R-n/a R-0 0.330 Garage Door S1abEdge None R-0 R-0 Yes F2=0.760 To Outside S1abEdge None R-0 R-0 Standard F2=0.510 To Garage FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Window Front (N) 15.0 0.550 0.450 Standard Standard Yes Window Front (N) 6.0 0.550 0.450 Standard Standard Yes Window Front (N) 25.0 0.550 0.450 Standard Standard Yes Door Front (N) 48.0 0.990 0.740 Standard Standard Yes Window Front (N) 16.5 0.550 0.450 Standard Standard Yes Window Left (E) 9.0 0.550 0.450 Standard Standard Yes Window Left (E) 3.0 0.550 0.450 Standard Standard Yes Door Left (E) 48.0 0.550 0.450 Standard Standard Yes Window- Left (E) 15.0 0.550 0.450 Standard Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence FENESTRATION Over - Area U- Interior Exterior hang/ Orientation (sf) Factor SHGC Shading Shading Fins Door, Left (E) 48.0 0.550 0.450 Standard Standard Yes Window Left (E) 8.0 0.550 0.450 Standard Standard Yes Door Back (S) 72:0 0.550 0.450 Standard Standard Yes Door Back (S) 160.0 0.550 0.450 Standard Standard Yes Door Back (S) 96.0 0.550 0.450 Standard Standard Yes Door Back (S) 24.0 0.550 0.450 Standard Standard Yes Window Back (S) 15.0 0.550 0.450 Standard Standard Yes Window Back (S) 30.0 0.550 0.450 Standard Standard Yes Door Right (W) 48.0 0.550 0.450 Standard Standard Yes Window Right (W) 24.0 0.550 0.450 Standard Standard Yes Window Right (W) 12.0 0.550 0.450 Standard Standard Yes Door Right (W) 72.0 0.550 0.450 Standard Standard Yes Window Right (W) 14.3 0.550 0.450 Standard Standard Yes Window Right (W) 6.0 0.550 0.450 Standard Standard Yes Window Right (W) 29.4 0.550 0.450 Standard Standard Yes THERMAL MASS Area Thickness Type Exposed (sf) (in) Location/Comments S1abOnGrade Yes 1635 3.5 Exp.Conc.Slab-See Note S1abOnGrade No 2125 3.5 Covered Concrete Slab InteriorHorz Yes 108 1.0 Tile-Kit.Ctr,Tub/Sh InteriorVert Yes 329 1.0 Tile-Kit.Ctr,Tub/Sh HVAC SYSTEMS Refrigerant Tested ACCA Equipment Minimum Charge and Duct Duct Duct Manual Thermostat Type Efficiency Airflow Location R -value Leakage D Type Furnace 0.800 AFUE n/a Attic R-6 Yes No Setback ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No Setback DUCT TESTING DETAILS Duct Measured Supply Leakage Target Duct Surface Area Equipment Type ($ fan CFM/CFM25) (ft2) Furnace / ACSplitTXV 6% / 157.9 n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357. User -Rick Maurer Title 24, Inc Run -Finley Custom Residence WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value Storage Gas Recirc/TimeTemp 1 .51 75 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a High Mass Design. This building incorporates non-standard Duct R-vallue.e_,*� This building incorporates Tested Duct Leakage../ This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s) . Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then.must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification is not necessary for the RCA or TXV. REMARKS 1) The water heater specified will require an external insulation blanket of R-12 or greater. 2) This plan requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence REMARKS in addition to the insulation required by the mandatory measures.' 3) The water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .55 or less and a SHGC of .45 or less with high performance Low -E glass. 5) The entry door can be single pane with default values. 6) The following rooms will have hard surface flooring: ** Entry/Hall ** Powder/Wet Bar ** Great Room ** Service ** Dining/Hall ** Kitchen/Morning ** Master Shower i CERTIFICATE OF COMPLIANCE: RESIDENTIAL• Page 5 CF -1R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with 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 Modeling Assumptions section. Name.... Title... Agency.. Phone... Signed.. date DESIGN r OWNE DOCUMENTATION AUTHOR Name.... Name.... Rick Maurer Company. Suni1sla DqArelotmenE Company. Rick Maurer Title 24, Inc. Address. 778A Wolf Road, #104 Address. 7544 E Saddlehill Trail Palm Desert, CA 92260 Orange, CA 92869 Phone... (760) 772;2626 Phone... 714-771-1507 License. loonr Signed.. '.1tgned.. p J at at ENFORCEMENT AGENCY Name.... Title... Agency.. Phone... Signed.. date COMPUTER METHOD SUMMARY Page 1 C -2R Project Title.......... Project Address........ Documentation Author... Climate Zone. ..... Compliance Method...... Sun Vista Devlp. — Finley Date..07/20/01 18:07:07 Tradition -- Lot #9 ******* La Quinta, California *v6.01* Rick Maurer ******* Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Orange, CA 92869 714-771-1507 15 Building Permit Plan Check Date Field Check Date MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence Zone Type HOUSE Residence Energy Use (kBtu/sf-yr) MICROPAS6 ENERGY USE SUMMARY Standard Proposed Compliance Design Design Margin Space Heating.......... 3.27 2.65 0.62 Space Cooling.......... 36.65 36.24 0.41 Water Heating.......... 7.58 7.58 0.00 Total 47.50 46.47 1.03 *** Building complies with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area..... 3760 sf Building Type .............. Single Family Detached Construction Type ......... New Building Front Orientation. Front Facing 0 deg (N) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......... ReducedYear Floor Construction Type.... Number of Building Zones... Conditioned Volume......... Slab -On -Grade Area......... Glazing Percentage......... Average Glazing U -factor... Average Glazing SHGC....... Average Ceiling Height..... Floor Area Volume (sf) (cf) 3760 41360 Slab On Grade 1 41360 cf 3760 sf 22.5 % of floor area 0.58 Btu/hr-sf-F 0..47 11 ft BUILDING ZONE INFORMATION # of Dwell Cond- Thermostat Units itioned Type 1.00 Yes Setback Vent Vent Air Height Area Leakage (ft) (sf) Credit 2.0 Standard No COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) factor R-val Azm Tilt Gains Reference Continents HOUSE 1 Wall 80 0.065 19 0 90 Yes None Attic KneeWall 2 Wall 572 0.065 19 0 90 Yes None Front 2x6 Wall 3 Wall 260 0.065 19 0 90 No None Gar. 2x6 Wall 4 Wall 1013 0.065 19 90 90 Yes None Left 2x6 Wall 5 Wall 593 0.065 19 180 90 Yes None Back 2x6 Wall 6 Wall 939 0.065 19 270 90 Yes None Right 2x6 Wall 7 Roof 3592 0.029 38 n/a 0 Yes None Vented Attic 8 Roof 168 0.029 38 n/a 0 Yes None Flat Roof 9 Door 20 0.330 0 0 90 No None Garage Door PERIMETER LOSSES Length F2 Insul Solar Surface (ft) Factor R-val Gains Location/Comments HOUSE 10 S1abEdge 360 0.760 R-0 No To Outside 11 S1abEdge 28 0.510 R-0 No To Garage FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade Orientation (sf) factor SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 'l Window Front (N) 15.0/0.550 0.450 0 90 Standard/0.76 Standard/0.68 '2 Window Front (N) 6.0 �3) 550 0.450 0 90 Standard/0.76 Standard/0.68 -3 Window Front (N) 25.01'�0550 0.450 0 90 Standard/0.76 Standard/0.68 •4 Door Front (N) 48.01'0.990 0.740 0 90 Standard/0.76 Standard/0.68 • 5 Window Front (N) 16.5.550 0.450 0 90 Standard/0.76 Standard/0.68 • 6 Window Left (E) 9.0 0.550 0.450 90 90 Standard/0.76 Standard/0.68 • 7 Window Left (E) 3.O'a.550 0.450 90 90. Standard/0.76 Standard/0.68 • 8 Door Left (E) 48.0 0.550 0.450 90 90 Standard/0.76 Standard/0.68 • 9 Window Left (E) 15.0,16.550 0.450 90 90 Standard/0.76 Standard/0.68 110 Door Left (E) 48.01'0.550 0.450 90 90 Standard/0.76 Standard/0.68 Ill Window Left (E) 8.01'0 550 0.450 90 90 Standard/0.76 Standard/0.68 -12 Door Back (S) 72.0550 0.450 180 90 Standard/0.76 Standard/0.68 •13 Door Back (S) 160.010.550 0.450 180 90 Standard/0.76 Standard/0.68 •14 Door Back (S) 96.0,10.550 0.450 180 90 Standard/0.76 Standard/0.68 115 Door Back (S) 24.0,.550 0.450 180 90 Standard/0.76 Standard/0.68 •16 Window Back (S) 15.0-0.550 0.450 180 90 Standard/0.76 Standard/0.68 - 17 Window Back (S) 30.0.550 0.450 180 90 Standard/0.76 Standard/0.68 ' 18 Door Right (W) 48.0e0.550 0.450 270 90 Standard/0.76 Standard/0.68 19 Window Right (W) 24.0-9.550 0.450 270 90 Standard/0.76 Standard/0.68 •20 Window Right (W) 12.0 2.550 0.450 270 90 Standard/0.76 Standard/0.68 .•21 Door Right (W) 72.0 0.550 0.450 270 90 Standard/0.76 Standard/0.68 - 22 Window Right (W) 14.3,10.550 0.450 270 90 Standard/0.76 Standard/0.68 23 Window Right (W) 6.0110 .550 0.450 270 90 Standard/0.76 Standard/0.68 24 Window Right (W) 29.4-10.550 0.450 270 90 Standard/0.76 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 15.0 n/a 4.5 2.0 4.0 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 6.0 n/a 2.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a .3 Window 25.0 n/a 5.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 4 Door 48.0 n/a 8.0 5.5 3.5 n/a n/a n/a n/a n/a n/a n/a n/a 5 Window 16.5 n/a 3.0 5.5 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 9.0 n/a 2.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 7 Window 3.0 n/a 2.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 8 Door 48.0 n/a 8.0 20. 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 9 Window 15.0 n/a 2.5 1.0 6.0 n/a n/a n/a n/a n/a n/a n/a n/a 10 Door 48.0 n/a 8.0 2.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 8.0 n/a 4.0 2.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a 13 Door 160.0 n/a 10. 24. 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 14 Door 96.0 n/a 8.0 4.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Door 24.0 n/a 8.0 1.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 16 Window 15.0 n/a 6.0 1.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 30.0 n/a 6.0 1.0 3.0 n/a n/a n/a n/a n/a n/a n/a n/a 18 Door 48.0 n/a 8.0 2.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 19 Window 24.0 n/a 4.5 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 12.0 n/a 4.5 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 21 Door 72.0 n/a 8.0 1.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 14.3 n/a 2.0 1.0 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 23 Window 6.0 n/a 3.0 2.0 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 24 Window 29.4 n/a 5.5 2.0 1.0 n/a n/a n/a n/a n/a n/a n/a n/a THERMAL MASS Area Thick- Heat Conduct- Surface Mass Type (sf) (in) Cap ivity UIMC R -value Location/Comments HOUSE 1 S1abOnGrade 1635 3.5 28.0 0.98 4.60 R-0.0 Exp.Conc.Slab-See Note 2 S1abOnGrade 2125 3.5 28.0 0.98 1.80 R-2.0 Covered Concrete Slab 3 InteriorHorz 108 1.0 24.0 0.67 1.70 R-0.0 Tile-Kit.Ctr,Tub/Sh 4 InteriorVert 329 1.0 24.0 0.67 1.70 R-0.0 Tile-Kit.Ctr,Tub/Sh HVAC SYSTEMS Refrigerant Tested ACCA System Minimum Charge and Duct Duct Duct Manual Duct Type Efficiency Airflow Location R -value Leakage D Eff HOUSE Furnace 0.800 AFUE n/a Attic R-6 Yes No 0.845 ACSplitTXV 12.00 SEER Yes Attic R-6 Yes No 0.736 COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence DUCT TESTING DETAILS Duct Measured Supply Leakage Target Duct Surface Area Equipment Type (% fan CFM/CFM25) (ft2) HOUSE Furnace / ACSplitTXV 6% / 157.9 n/a WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Tank Type Heater Type Distribution Type System Factor (gal) R -value 1 Storage Gas Recirc/TimeTemp 1 .51 75 R-12 SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a High Mass Design. This building incorporates non-standard Duct R -value. This building incorporates Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). Mandatory Measures require a R-12 or greater external blanket on Gas Storage Water Heaters with Energy Factors less than 0.58. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** *** verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods.and *** *** must be reported on the CF -6R installation.certificate. *** This building incorporates Tested Duct Leakage. Target CFM leakage values measured at 25 pascals are shown in DUCT TESTING DETAILS above or may be calculated as documented on the CF -6R. If the measured CFM is above the target, then corrective action must be taken to reduce the duct leakage and then must be retested. Alternatively, the compliance calculations could be redone without duct testing. If ducts are not installed, then HERS verification is not necessary for Tested Duct Leakage. This building incorporates either Tested Refrigerant Charge and Airflow (RCA) or a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s). If a cooling system is not installed, then HERS verification COMPUTER METHOD SUMMARY 0 Page 5 C -2R Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence HERS REQUIRED VERIFICATION is not necessary for the RCA or TXV. REMARKS 1) The water heater specified will require an external insulation blanket of R-12 or greater. 2) This plan requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 3) The water heater for this house can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 4) All windows and glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .55 or less and a SHGC of .45 or less with high performance Low -E glass. 5) The entry door can be single pane with default values. 6) The following rooms will have hard surface flooring: ** Entry/Hall ** Powder/Wet Bar ** Great Room ** Service ** Dining/Hall ** Kitchen/Morning ** Master Shower a HVAC SIZING Page 1 HVAC Project Title.......... Sun Vista Devlp. - Finley Date..07/20/01 18:07:07 * * Project Address........ Tradition -- Lot #9 ** *** La Quinta, California *v6.01* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24, Inc. 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check Date Climate Zone. ..... 15 Compliance Method...... MICROPAS6 v6.01 for 2001 Standards by Enercomp,'Inc. MICROPAS6 v6.01 File-SUNVSTI9 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0357 User -Rick Maurer Title 24, Inc Run -Finley Custom Residence GENERAL INFORMATION FloorArea ................. Volume.. ..... .. ........ Front Orientation.......... Sizing Location............ Latitude... .... ........ Winter Outside Design...... Winter. Inside Design....... Summer Outside Design...... Summer Inside Design....... Summer Range...... ..... Interior ShadingUsed...... Exterior Shading Used...... Overhang Shading Used...... Latent Load Fraction....... Description 3760 sf 41360 cf Front Facing LA QUINTA 33.7 degrees 32 F 70 F 112 F 78 F 34 F No No No 0.30 HEATING AND COOLING LOAD SUMMARY Opaque Conduction and Solar...... Glazing Conduction ................ Glazing Solar .................... Infiltration ..................... InternalGain .................... Ducts. ... ................... Sensible Load .................... Latent Load ...................... 0 deg (N) Heating Cooling (Btuh) (Btuh) 23873 13118 18446 16505 n/a 21146 29535 19415 n/a 4200 7185 7438 79039 81821 n/a 24546 Minimum Total Load 79039 106367 x113 -102-7.570 Note: The loads shown are only one of the criteria affecting the selection of HVAC equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. I✓f1CAOPA55 Table 2-2_ Srandard U-1-alues cf Wood Frame Roofs/Ceilings and 11'6/1sr Roof/Ceiling Framing Rcfcrcncr' Insulation Spacing Name U -Value R-03 16" o.c. R_0.2X6.16 0.299 R-03 24' o.c. R_0.2X4.24 0.306 R-1 13 16" o.c_ R.I 12X6.16 0.077 R-1 13 24" o.c_ R_ 1 I _X4.24 0.076 R-133 16' o.c. R_ 13.2X6.16 0.069 R-133 24' o.c_ R_ l3.2X4.24 0.068 R-19 16" o.c. R. 19.2X8.16 0.051 R-19 24" o.c. R. 19.2X4.24 0.047 R-2_ 16" oc _ . R.22_2X10.16 0.044 R-22 24' O.C. R_22.2X4.24 0.041 R-30 16' o.c. R_30.2X10.16. 0.036 R-30 16" o.c. R.30_2Xl2.16 0.035 R-30 24' o.c. R_:0.2X124 0.031 R-38 16- o.c. R.3S.2X12_16 4000* 0.029 R-38 16" o.c. R.38.2X14.16 0.028 R-38 24' o.c. R.38.2X14.24 0.025 R-49 16" o.c. R_s9.2X4.16 0.019 R-19 24' o.c. R.49.3X4.24 0.019 Wall Insulation R-03 16' o.c. W.0.2X4.16 0.386 R-03 2. o_c_ R'.0.2!C1.21 0.393 R-7 3 16" o.c. W.7.2X4.16 0.130 R-73 24- o.c. W.7.2X4.24* 0-127 R-1 13 16' o.c. W.1 1.2X4.16 0.098 R-1 13 24' o.c. W.-_' _ 2 1._2 \s 0.094 R-13 16" o.c. W.13.2.X,.16 0.088 R-13 24' O.C. W. 13.2X,.24 0.055 R-15 R-15 16' o.c_ W. 15.2X4-16 .0.081 21" O.C. lig_ 152X-24 0.077 R-19 16" o.c. W. 193X6.16 0.065 R-19 1_4' O.C. W. 19.2X6.2; 0.063 R-21 16' o.c. W -2 1.2X6.16 0.059 R-21 21- O.C. NV.2 1_X6.24 0.056 R-25 16" o.c. tl'_25.2X6.16 0.046 R-29 I6' o.c. �l'.29-_.X4.16 0.035 .00"' Solidcore wood D_0_SC1V 0.330 (((Qo* door (no insulation) I_ Based on ASHRAE Parallel heat Flow Calculation. ASHRAF Handbook of Fundamentals. 2. These Reference Names are taken from Appendix H of the Residenrial.4fanual. 3. .Does not meet the minimum level required as a mandator measure (sec Pan 2.2 of the Residenrial Afanual)_ 4. Roof/ceiling assemblies whose reference names list 2x3 framing include an attic soace- 2 - 3 4 COMPLIANCE 06/1Q/99 0 1999 by Enercomp, Inc f - 1I. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. The -Namcs givcn to the standard assemblies used to calculate these U-s-alucs in Appendix H of the Residenrial.11antin L 3. Does not meet the minimum level required as a mandator- measure (see Part 2.2 of the Residential mannan. Table 24. Standard U -values of Wood Foarn Panel RoofsJCeilings and 11 allsi Roof/Ceiling Framing Refercnee'- Insulation Table 2-3. Standard U -values of flood Frame Raised Floors! � R -I . 3 Floor R-22 Rcfcrrncc - R-28 ulation Condition Name U-VJluc R-03 No crawlspacc FXO-2X6.16 0.239 R-03 Craw-Ispace FCO.2X6-16 0.097 R-1 13 No craw�lspace FX 11. 0.071 R-1 13 Craw-lspace FC11.2X6.16 0.049 R-13 No craw-Ispacc FX ] 3.2X6-16 0.064 R-13 Craw-Ispace FC 13 2X6.16 0.046 R-19 No crawlspace FX 19.2-X8.16 0.048 R-19 Craw-Ispace FC 19.2X8.16 0.037 R-21 No craw-lspacc FX2I?X8.16 0.045 R-21 Craw-Ispace FC21 2X8.16 0.035 R-30 No crawlspace FX30.2X 10.16 0.034 R-30 Craw-Ispacc FC302X 10.16 0.028 1I. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. The -Namcs givcn to the standard assemblies used to calculate these U-s-alucs in Appendix H of the Residenrial.11antin L 3. Does not meet the minimum level required as a mandator- measure (see Part 2.2 of the Residential mannan. 0 1999 by Enercornp, Inc. Insulation Depth (in.) 0 8 12 18 24 Table 2-5. Slab Edge Hear Loss Rare (F2 Factor) Insulation R -Value R -O R-3 0-76 0.76 0.76 0.66 0-76 0.62 0.76 0.58 0.76 0.57 R-5 0.76 0-64 O-58 0.54 0.53 R-7 0.76 0.64 0.56 0.51 0-50 06/10/99 COMPLIANCE 2 - 35 Table 24. Standard U -values of Wood Foarn Panel RoofsJCeilings and 11 allsi Roof/Ceiling Framing Refercnee'- Insulation Spacing- Name U -Value � R -I . 3 48' o -c_ RP.14-2X;.;8 0-064 R-22 48' o.c. RP.21.2X6.48 0.044 R-28 48' o -c. RP -28-2X8.48 0.035 R-36 18' o.c. RP36-_'X1018 0.028 Wall Insulation R- 14 48 O.C. AT.14.2Xs-48 0.071 R-22 48' o c XVP.22-2X6-48 -- 0.049 ]. Based on ASHRAE Parallel heat Flow- Calculation. ASHRAE Handbook of Fundamentals. 2. The names given to the standard assemblies used to calculate these U -values in Appendix H of the Residenrial.lfanual. . Does not meet the minimum level reouired as a mandator measure (see Part 2.2 of the Residential Afarruan. 0 1999 by Enercornp, Inc. Insulation Depth (in.) 0 8 12 18 24 Table 2-5. Slab Edge Hear Loss Rare (F2 Factor) Insulation R -Value R -O R-3 0-76 0.76 0.76 0.66 0-76 0.62 0.76 0.58 0.76 0.57 R-5 0.76 0-64 O-58 0.54 0.53 R-7 0.76 0.64 0.56 0.51 0-50 06/10/99 COMPLIANCE 2 - 35 MICROPAS5 Table 2-6. Default Fenestratiott Product UXalues (this table to be used by manufacturer's to establish a U-valueraring it ithout perfonnance testing) SinLic Pane Double Pane Frame Type t Product Type U-t•alue U -value' Metal Operable 1.38 0.87 Metal Fixed 1.19 0.72 Metal GreenhouselGarden window 2.36 1-40 Metal Doors 1.25 0.85 Metal SkiI*cht 1.72 0.93 Dletal, Thermal Break Operable 0.71 Dietal, Thermal Break Fixed 060 Metal. Thermal Break Grcenhousc1Garden window 1.12 Metal, Thermal Break Doors 0.64 Dletal. Thermal Break Skylight 0.80 Kon -?Metal Operable 0.990.60 Kon-Dietal Fixed 1.03 0.57 Non -Metal Doors EW MV VTL�. 0.99 0.55 ,Non-Dletal GrecnhousclGarden window's 1.9-1 1.06 Non -Metal SkyliLht 1-47 0.68 I_ Metal includes any field -fabricated product with metal ctaddine. i\*on-metal framed manufactured fenestration products with metal cladding must add 0-04 to the listed U - value. Mon-Dletal frame types can include metal fasteners, hardaare, and door thresholds. Thermal break product desicn characteristics are: a- The material used as the :hermal break must have a thermal conductivity of not ' more than 3.6 Btu-inch/hr/h2/`F. b The thermal break must produce a Lap of not less than 0.2i0-. and e All metal members of the fenestration product exposed to interior and exterior air must incorporate a thermal break meeting the criteria in (a) and (b) above. in addition. the fenestraiion product must be clearly labeled by the manufacturer that it qualifies as a thermally broken product in accordance with this standard. 2- For all dual glazed fenestration products. adjust the listed U -values as follow -s: a. Subtract 0.05 for spacers of 7/16- or aider. b. Subtract 0-05 for products certified by the manufacturer as low -E glazing. C. Add 0.05 for products with dividers between panes if spacer is less than 7/16- aide. d. Add 0.05 to any product with true divided lite (dividers through the panes). Note- - C-t-alues/Operator apes. The default U -value of a fenestration product changes based on the operator npe- For example, a sliding-type uindott- still have a different U -value than a feed window that is othenvise identical (set Table 2-6) As the U -value, orientation, tilt, shading device: solar /tear gain coefficient, overhang and fin eonftguration are all input rariables, it is recommended that each trindott• of a building be entered into MICROPAS individual1r. All windows and glass ill have wood frames with optidoors w onal metal cladding and an NFRC U -factor of .55 or less and a SHGC of .45 or less with high performance Low -E glass. 2-38 COMPLIANCE 061101-99 m 1999 by Ene m rco p, Inc C:�_ Mote - Labeling. As of January 1. 1993. all finesrrarion products used for new. rerrofrr or remodel construction, must display a label staring the window title's performance. Scgirunirrg in July 1999. the only erceprion to labeling is for field fabricated fenestration products. These are products constructed at the building site from rnateriatr not cur or forrrtrd n-irlt the intention of making a fenesrranotn product. All other products mus? be labeled with a CFC Default or NFRC-cared U -value and solar hear gain coed cienr (see Table 2-6 ctrd Table 2-7). Table 2-7. Default Solar Hear Gain Coefficient Total NVIndoty SHGC Sins!ie Double Frame Type Product Glazing Pane Pane Afetal Operable Uncoated 0.90 0.70 Metal Fixed Uncoated 0.83 0.73 :Metal Operable Tinted 0.67 0.59 Aietal Fixed Tinted 0.68. 0.60 :Metal. Thermal Break Operable Uncoated 0.7263 ?Metal. Thermal Break Fixed Uncoated 0.78 .69 :Metal, Thermal Break Operable Tinted 0.60�l��,�l6.;: Nidal, Thermal Break Fixed Tinted 0.65 0.57 \on -Metal Operable Uncoated 0.74 0.65 Iron -?Metal Fixed Uncoated 076 0.67 Non -!decal Operable Tinted 0.60 0.53 :ion-Aietal Fired Tinted 0.63 0.55 SHGC = Solar Heat Gain Coefficient .dote — L.o%--e Glass Default SHGC.- Although lot. --e glass is a coated product, for purposes Of co,npliatrre. if roti do riot have an NFRC value for the SHGC. use the uncoated ralues front Table 2-7. Lon• -e giess is trot a rinted product. Glazing Area The area for clazins! or fenestration products is calculated from the nominal (e.e.. 503°) or rough opening dimensions. Doors: Any- door having glass must be entered in MICROPAS as glazing arca. For any door with an 1\717�RC rating (doors with more [licit 50 percent of their surface area made up of glass). the entire area of the door must be entered in MICROPAS as glazing area. since the product rating is for the entire door. For doors with 50 percent or less of their surface area made up of Hass enter either the entire door arca as glazing or the actual arca of glass plus a two inch frame extending on all sides (the remaining door area is modeled as an OPAQUE SURFACE_ The U -value and solzr heat gain coefficient of the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Windows: Greenhouse window dazing area is calculated using the rough opening for the unit (see Figure 2-23). The apically higher U -value of --recnhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit. Glazing Orientation Orientation (azimuth) for fenestration products is always relative to the designated 'front' orientation (referred to as the Plan A:irnurh) (see Table 2-1). The designations 'Right' and 'Left' are from the perspective of someone outside_ facing the front of the house. Also see Figure 2-I8 (under opaque surfaces) for a sample diagram m 1999 by Ertercomp, inc_ 06/10/99 COMPLIANCE 2 3 9 All windows and glass doors will have wood frames with optional metal cladding and an NFRC U -factor of .55 or less, and a SHGC of .45 or less with high performance Low -E glass. Note - Interior and Exterior Shading TypesSo(ar Keat Gain Coeffij�cienfs_ Br choosing either 'Standard' or 'Aone' as the shading deice rype. rhe CEC srandard assurrprion for interior and exterior shading is ,nodeled by AfICROP,IS (drapes and bug screens on gla-i),rq other than s4ylighrs. and no inrcrior or exterior shading on s Ci-Gghrs)_ Table 2-8_ Solar Hear Gain Cogjtcrenrs for interior Shading Devices Standard: J Drapery 0.681 Blinds: Venetian Blinds. Vertical Blinds or NlihiBlinds 0.47 Roller Shade Opaque Roller Shades 0.472 -None (for Skvltt hts only) 1 -00 .None (for vertical ;lazing surfaces) 0.68 1. 0.68 is the default value used when thcre.is no interior shadin_ device installed on vertical fenestration products. 2. On Januar- 1. 2002. Opaque Roller Shades must be modeled with a 0.68 SHGC. Table 2-9. Solar Hear Gain Coeft kicnisfor Exterior Shading Devicesi Shading Device= ..f Single Pone Clear Glass3 Standard (Bug Screens) 0.76 Woven Exterior Shades.rccns (53x Winch weave) 0.30 Louvered Shad --screens w -/louvers as wide as openings 0.27 Low- Sun Angle (LSA) Louvered Shadescreens 0.13 Roll down (awnings. blinds. or slats) 0.13 Kone (for skylights only) 1.00 Kone (for vertical glazing surfaces) 0.76 Substantially Shaded/Building Shade 0.20 1 _ Exterior operable awnings (canvas, plastic or metal) except those that roll vcnically down and coyer the entire window. should be treated as overhangs. 2. Standard bus screens are assumed for all vertical glazing unless replaced by other exterior shade screens. The SHGC for bug screens is an arra- veightcd value that assumes that the screens are only on operable windows. The SHGC of "tenor shade screens that are applied to some of the window areas is area -weighted with the SHGC of bug screens for the remainder of the glazing. 3_ Reference glass for SHGCs is 1/8 inch double strength sheet (DSS) class. Values from the Residential AfanuaL 0 1999 by Eneicomp, Inc- 06110199 COMPUANCE 2 4 1 1y C r ....... 7: . 17 6Q IF VX�i 1y C r • PLAW'o GLAZINq- ARES 3� ikov5 _ 3 2-ffS SKYL.IQWTS - 71-131 F o ,yy�,r�b- 1ZxFl R'bs�r GVeJT 3 x g Ica 2`t F,na �uP�T Zbx� • �veST �e xzo 9�3� F,, V , Zbx�° , 3d SLI • �. ►�N , m 3 q7 y •i'ho�� . �o �- ��tt F,4o, • r►^ OYt.4U , l� x `� �L i �F . ✓J. jL 1 T .. x �f 6 = i Z 1-5 i3�y ?�5,� N = k ; 4 g K)�. r�. ,�� , , �'°x L ►y.3 ,�.,� F, rz, • y' 6A M - 6)Q-, I b x 1-'0 ' Ca LZ ) M, OA, z b x s= z-5 • F -(VT . b X �. = 9 s-- (L) FI -2,T. Ori . GA.aA.GE TOTAL GI�.ZINC,� = � � � Zr E NIT-- _ .�... ... ...... sui j v Evp, a.MF= ZICAN- WATER HEATE l25 TP,&0) 11 O N " LA. d1owj/RF-AT ROOM NOvbLrL _UP_ELcow.Cts..FAV..53PA-vQ4SD. PAv0y512_....._ _ ...... -' . _.�Tu._o_uT�uT'---...35yOG� .-.35,0 _._. 5�,oc�.o _ 9►�,00�0 --- CM._ ._........ _ -. t-�_o_�_►_z.�p��_�,_,�.Qty.-__..._..._----.__.___.____..._.... — _. ��AAt�3(�. �31SAOfo�._......_. T X YDS YES Go.N.DEN.51-N.h--Uc�.tT Sce2co2y 38��c.02�- 8��c�3� Sallzc.�.�1 __ --- --- 5E�_R t7 --......._ M.10 251y 00 ... 23,9 0._.._ . 2-9 ftp- Li -l1500 .... 15° _.. I.to,-f .l -lo -- I (019 3 Z _ _ 2 I 1 y _ 33, ZZ9 ,1 --.775 _-�T-U-1 0 SRAG_P�- * -N-t6)-H.T SF -T -SAC -t4-. TH.M.qM e -T a . _.,n.�_I�_-tz_�t�v..►_tzE_)� HEATING & COOLING Product 58PAV data -High-Efficiency Induced -Combustion Upf low Furnace Input Capacities: 45,000 thru 155,000 Btuh Copyright 1996 Carrier Corporation 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58PAV offers the same high quality you demand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvanized steel substrate provides resistance to rusting. Then the cabinet is constructed of prepainted steel — the same high- quality finish found on refrigerators and dishwashers. . The 58PAV offers a hot surface ignition system which provides a superior and more reliable ignition system than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 207year Limited Warranty. They.are Carrier's patented Super -S heat exchangers that improve heat transfer and enable downsizing of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening gas valve. The control board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute. The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on the control board is a LED status indicator -light to ensure top furnace performance. Form No. 58PAV-6PD Carrier accessories* i C n I I [iITEF /: �7 i f i rRtEa i `A\LB FURNACE A93067 RETURN -AIR PLENUM Custom made retum•air plenum can be mounted on either side of the furnace. Includes washable filters. A 25 in. B 16 in. C 39-7/8 in. FILTER FRAME 1.7 g FILTER -- , 113 `.11.1 t�:1.. iii• { DOOR A93068 SIDE FILTER RACK Custom made filter rack for easy connection when a return plenum already exists. Provides easy access for cleaning filter. A 23-1/8 in. B 2.3/8 in. C 14.1/2 in. A91465 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the air of smoke, din, and many pollens commonly found. Saves decorating and cleaning expenses. By adding moisture to winter -dry a6, a Carner humidifier can often improve the comfort and keep fumiture. rugs, and draperies in boner condition. Moisturizing household air also helps to retain normal body heat and provides comfort at lower temperatures. UNIT SIZE 045-08:& 12 . 070-08 & 12 090-14'& 16 111-12, .... 16 &'20 135-16'&:20 .': 155 20 ELECTRONIC AIR CLEANER Model 31 KAX HUMIDIFIER Model 49FH THERMOSTAT See Master Price Pages RETURN -AIR PLENUM (With Washable Filters) KGARP0101ALL SIDE FILTER RACK (With Washable Filter) KGAFRO101ALL TWINNING KIT KGATW0401HSIt GAS CONVERSION KIT Natural -To -Propane Propane -To -Natural KGANP2DOtALL KGAPN1601 ALL ' Factory -authorized and field installed. Gas conversion kits are A.G.A. recognized t 16 and 20 sizes only. Physical data UNIT SIZE V 045 r 08 12 070 08 12 0901 14 16 12 111 16 20 1135 16 .- 20 155 ' 20 OUTPUT CAPACITY (STUH)f Nonweatherized ICS 35.000 35.000 53.000 53.000 71.000 71,000 89.000 89.000 89.000 107,000 107.000 124.000 INPUT BTUH• 44,000 44,000 66,000 66,000 88,000 88.000 110.000 110.000 110,000 132.000 132.000 154.000 SHIPPING WEIGHT (Lb) 114 116 124 126 140 144 150 156 172 168 182 192 CERTIFIED TEMP RISE RANGE (°F) 25-55 15-45 40-70 30.60 40.70 30.60 55-85 45-75 25-55 50.80 40.70 50-80 CERTIFIED EXT STATIC PRESSURE Heating Cooling 0.10 0.5 0.10 0.5 0.12 0.5 0.12 0.5 0.15 0.5 0.15 020 0.5 0.5 020 0.5 020 0.50.5 0.20 020 0.5 020 0.5 AIRFLOW CFM$ Heating Cooling 855 930 1070. 1270 830 950 1175 1300 1150 1335 1445 1175 1740 1210 1415 1575 1720 2210 1645 1620 1975 1980 1695 1905 LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS(Monoport) 2 1 2 3 3 4 1 4 1 5 1 5 1 5 6 1 6 7 GAS CONNECTION SIZE 12 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (in. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4%, for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. in Canada, derate the unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. t Air delivery above 1800 CFM requires that both sides, or a combination of 1 side and bottom, or bottom only, of the furnace Inured for return air. A fitter is required for each retum-air supply. ICS -Isolated Combustion System 4 Dimensions CLEARANCES (In.) UNIT SIZE 045 AND 070 090-155 Sides — Single -Wall Vent - 1 0 Type B-1, Double -Wall Vent 0 0 Back 0 0 Top of Plenum 1 1 Vent Connector — Single -Wall Vent 6 6 Type B-1, Double -Wall Vent 1 1 Front' — Single -Wall Vent 6 6 Type B-1, Double -Wall Vent 3 3 Service 30 30 'The 3 -in. front clearance is needed for combustion -air and ventilation -air entry. 4 >tRRCw ID t2- I A i 2 4» RUti »� — E COLLAR 0— -�i � Tut. Ou N 1 5 1 5 a.' 1 I a0 ER ENTs>•I 1 ROWER ENTRY 1 �1 2 »s ACCESSORY i. 2 •• ! I I t ' 01A 5'»� ----I YY R.N. GAS EWRY f L-. I , y I`h�+ t YwA OIA ou �0 ' ! 2 OtA ACCESSORY 79 A' I GAS ENTRY ' i t ,&_,K 0. HOLE 1 x W ^ I 'V-MI. 01A THERMOSTAT THERMOSTAT '^'ARE ENTRY ".RE ENTRY 7 I 1 SIDE INLET I 1 510E In0.Er .ter :sr —•� E y R wt.Er RET tvR UURN LOC OVCTCT IOURON NOTES: t. i wo a0cift— . da wtaa.wo ua b Nv in an roe pats. i .Mn;wwa .etur I noerv.q ar ttRnaIn =or 600 CFM -t M .puro m t 1 a t 1911 c.artgN. a 1x00 CFM-xbin. rwrto Rr tart s t9!'t-n .ectarpM. =p t 600 CFM -II -gin. rwno n 1. .n..aaart�s. �. Fd a+tbw .epreTrm aoovA t 800 CFM, usA Goat saa:.+eta. a camo�..ano.t p t sqa unp ana ttn ttaapn. p me oono.n omY. DIMENSIONS (In.) A88367 UNIT SIZE A 0 E VENT CONN' 045-08 14-3/16 12-9/16 11-11/16 4 045-12 14-3/16 12-9/16 11-11/16 4 070-08 14-3/16 12-9/16 11-11/16 4 070-12 14-3/16 12-9/16 11-11/16 4 090-14 17-1/2 15-7/8 16 4 090-16 21 19-318 18-1/2 4 111-12 17.1/2 15-7/8 16 4 111-16 21 19-3/6 18-1/2 4 111-20 24-1/2 22-7/8 22 4 135-16 21 19.3/8 18-1/2 5 ..135-20 24-1/2 22-7/8 22 5 155-20 24-1/2 22-7/8 22 5 'Refer to the furnace Installation Instructions for proper venting procedures. I 5 Performance data UNIT SIZE v 045 %fj 070 08 12 1 08 1 12 090 14 1 16 12 111 1 16 20 1 135 16 20 155 20 DIRECT -DRIVE MOTOR Hp (PSC) 1/5 1/3 1/5 1/3 1/3 1/2 1/3 1/2 3/4 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 2.9 5.8 2.9 5.8 5.8 7.9 5.8 7.9 11.1 7.9 11.1 11.1 RPM (Nominal) - SPEEDS 1075.3 1075-4 1075-3 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 BLOWER WHEEL DIAMETER x WIDTHS (In.) 10x6 10x6 10x6 10x6 10x7 10x8 10x7 10x8 11x10 10x8 11x10 11xto- WASHABLE 16 x 25 x 1 -In. FILTER Qty 1 1 1 475 400 High - - WASHABLE 20 x 25 x 1 -In. FILTER Qty - - - 1270 00 1180 1080 970 045 12 Med-High WASHABLE 24 x 29 x 1 -In. FILTER Qry 1375 1315 1240 1165 1095 1000 905 PSC -Permanent Split Capacitor ENE GY EFFICIENCY 1250 1205 1165 1120 1060 UNIT SIZE 045 070 080 \ 111 1070 135 1 155 08 12 08 12 12 16 12 16 20 16 20 1 20 CAPACITY BTUH• Nonweatherized ICS 35.000 35,000 53.000 53.000 71,000 71,000 89.000 89,000 89.000 107,000 107,000 124.000 AFUE%' Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Govemment DOE test procedures. ICS -Isolated Combustion System AIR DELIVERY -CFM (With Filter)* 855 830 800 765 715 Mir oenvery aoove i ouu L r -m requires that ootn sides, or a combination of 1 side and bottom. or bottom only of the furnace be used for return air. A filter is required for each return -air supply. --Indicates unstable operating conditions. 6 EXTERNAL STATIC PRESSURE (In. wc) UNIT SIZE SPEED 0.1 0.2 0.3 0.4 0.5 100 0.6 0.7 0.8 High 1030 1005 970 925 880 815 745 615 045 06 Med-High 855 830 800 765 720 670 595 485 Med-Low 755 725 695 650 605 555 475 400 High - 1485 1410 1350 1270 00 1180 1080 970 045 12 Med-High - 1375 1315 1240 1165 1095 1000 905 Med-Low 1250 1205 1165 1120 1060 985 905 805 \ Low 1070 1035 1010 970 930 875 805 720 High 1040 1010 975 935 880 810 735 640 070-08 Med-High 855 830 800 765 715 660 600 490 Med-Low 745 715 690 650 605 550 475 385 High - 1485 1430 1365 1300 1220 1140 1045 070 12 Med-High - 1355 1305 1260 1200 1135 1055 960 Med-Low 1175 1170 1140 1110 1055 1005 950 860 Low 1020 1015 995 970 930 885 825 745 High 1585 1540 1470 1410 1335 1220 1110 980 090 14 Med-High 1355 1325 1280 1230 1175 1090 1015 910 Med-Low 1150 1125 1105 1085 1035 965 895 786 Low 960 950 935 910 880 815 715 580 High 2010 1950 1875 1810 1740 1660 1550 1455 090-16 Med-High 1675 1660 1625 1600 1545 1490 1395 1295 Med-Low 1445 1430 1415 1400 1370 1325 1265 1170 Low 1260 1260 1260 1250 1210 1180 1115 1030 High 1490 1435 1370 1300 1210 1135 1020 880 111-12 Med-High 1375 1325 1265 1195 1125 1055 945 810 Med-Low 1205 1175 1130 1075 1025 925 830 675 Low 1045 1020 1000 960 905 820 700 565 High 1880 1815 1745 1690 1575 1500 1400 1265 11 116 Med-High 1660 1615 1570 1505 1435 1355 1260 1170 Med-Low 1455 1410 1375 1350 1290 1235 1145 985 Low 1265 1265 1240 1210 1180 1110 995 855 High 2475 2405 2330 2265 2210 2130 2040 1945 11 120 Med-High 2055 2025 2000 1965 1930 1865 1795 1720 Med-Low 1725 1720 1705 1685 1665 1630 1585 1525 Low 1500 1515 1510 1500 1480 1460 1415 1370 High 1900 1845 1780 1705 1620 1530 1445 1320 135-16 Med-High 1695 1645 1580 1520 1460 1385 1280 1155 Med-Low 1460 1415 1375 1340 1290 1205 1110 - Low 1275 1260 1245 1230 1180 1135 - - High - 2210 2130 2055 1980 1895 1795 1680 135-20 Med-High 2015 1975 1925 1880 1805 1735 1655 1555 Med-Low 1730 1710 1670 1635 1590 1535 1470 1385 Low 1525 1520 1495 1450 1410 1375 1315 1245 High - 2145 2060 1975 1905 1800 1680 1565 155-20 Med-High - 1950 1885 1815 - 1710 1645 1545 1435 Med-Low 1730 1695 1660 1600 1540 1465 1400 1305 Low 1520 1500 1460 1410 1360 1310 1245 1155 Mir oenvery aoove i ouu L r -m requires that ootn sides, or a combination of 1 side and bottom. or bottom only of the furnace be used for return air. A filter is required for each return -air supply. --Indicates unstable operating conditions. 6 HEATING & COOLING Product - Data DOWNFLOW HORIZONTAL 58RAV High -Efficiency Downflow/Horizontal Induced -Combustion Gas Furnace Input Capacities: 50,000 thru 135,000 Btuh 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58RAV offers the same high quality you demand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvlanized steel substrate provides resistance to rusting. Then the cabinet is constructed of prepainted steel — the same high- quality finish found on refrigerators and dishwashers. The 58RAV offers a hot surface ignition system which provides a superior and more reliable ignition than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 20 -year Limited Warranty. They are Carrier's patented Super -S heat exchangers that improve heat transfer and enable, downsizin- of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening gas valve - The control board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute. The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on the control board is an LED status indicator light to ensure top furnace performance. Copyright 1996 Carrier Corporation Form No. 58RAV-6P Carrier accessories* A88202 DOWNFLOW SUBBASE One base fits all furnace sizes. The base is designed to be installed between the furnace or coil box and a combustible floor. It is A.G.A. design certified for use with Carder 58RAV furnaces. A91465 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the arc of smoke, dirt, and many pollens commonly found. Saves decorating and cleaning expenses. A91365 MODEL 49FH HUMIDIFIER By adding moisture to winter dry air, a Carrier humidifier can often improve the comfort and keep furniture, rugs, and draperies in better condition. Moisturizing household air also netps to retain normal body heat and provides comfort at lower temperatures. UNIT SIZE --.:05"&12 '070-08&12-12'&:16- 095 115-1'6 & 20: i . 135-20 ELECTRONIC AIR CLEANER Model 31KAX HUMIDIFIER Model 49FH THERMOSTAT See Master Price Pages DOWNFLOW SUBBASE KGASB0101ALL GAS CONVERSION KIT Natural -To -Propane KGANP2001ALL Propane -To -Natural KGAPN1601 ALL -Factory authorized and field installed. Gas conversion kits are A.G.A. recognized Physical data UNIT SIZE; 050. 08-_. :.: 12 070 — 095 .. :{ 08 :' 12' 12 16 175: .:.:.. : rs;:: 16:.... ... .20::' 135;. 20'.. OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 37,000 37,000 56,000 56,000 75,000 75,000 94,000 94,000 110,000 INPUT BTUH' 46,000 46,000 69,000 69,000 92,000 92,000 115,000 115,000 135,000 SHIPPING WEIGHT (Lb) 118 121 135 139 146 146 163 171 182 CERTIFIED TEMP RISE RANGE (°F) 30-60 20-50 50-80 30-60 45-75 30-60 50 — 80 35 — 65 45-75 CERTIFIED EXT STATIC PRESSURE Heating Cooling 0.10 0.50 0.10 0.50 0.12 0.50 0.12 0.15 0.15 0.50 0.50 0.50 0.20 0.50 0.20 0.50 0.20 0.50 AIRFLOW CFM Heating Cooling 720 895 1170 1215 660 930 1200 1155 1350 1300 1395 1580 1400 1595 1735 1950 1690 2055 SECONDARY LIMIT CONTROL Manual Reset LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS(Monoport) 2 3 14 5 6 GAS CONNECTION SIZE 1!2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. ICS — Isolated Combustion System N Dimensions CLEARANCES (IN.) :UNIT SIZE OSOiAND 070 095=135 DOWNFLOW (In Alcove or Closet) Sides — Single -Wall Vent 1 0 Type B-1 Double -Wall Vent 0 0 Back 0 0 Top 1 1 Front — Single -Wail Vent 6t 6t Type B-1 Double -Wall Vent 3t 3t Vent— Single -Wall Vent 6 6 Type B-1 Double -Wall Vent 1 1 Indicates supply or return sides when furnace is in the horizontal position. t Clearance shown is for outlet end. The inlet end must maintain 6 -in. mini- mum clearance from the vent to combustible materials when using single- wall vent. I Minimum 18 -in. front clearance required for alcove. NOTES: 1. Provide 30 -in. front clearance for servicing. An open door in front of the furnace can meet this requirement. 2. A minimum clearance of 3 in. must be provided in front of the furnace for combustion air and proper operation. 4 UNIT SRE � � 0504 ND*70 .' HORIZONTAL (In Attic, Alcove, or Crawispace) VENT CONN* Sides' 1 0 Back 0 0 Top— Single -Wall Vent Type B-1 Double -Wall Vent 1 1 1 1 Frontt — Single -Wall Vent Type B-1 Double -Wall Vent 6t 3t 6t 3t Vent — Single -Wall Vent Type B-1 Double -Wall Vent 6 1 6 1 HORIZONTAL (In Closet) 14-3/16 12-9/16 Sides' 1 1 Back 3 3 Top — Single -Wall Vent Type B-1 Double -Wall Vent 2 2 2 2 Front$ — Sinale-Wall Vent Type B-1 Double -Wall Vent 6 3 6 3 Vent — Single -Wall Vent Type B-1 Double -Wall Vent 6 1 6 1 28 1/2" VENT CONNECTION 13/igT7 13 D� WI DIA ' INLET 20" /16"-+-{ 4 3116"� 2" WIRE ENTRY r IFT I I 1 1 4-7/6" DIA ACCESSORY 2 15/16" 7/8" DIA HOLE 39 7/8" POWER ENTRY �o �o o e 1 112" DIA 7/8" DIA 9 1�" 0 0 o I�R.H. GAS ENTRY ACCESSORY`4, 0 o t �� I� o_ o_ 161/16 11TYP 1 3/4" DIA ENTRY —� I 101/4" 0 0 0 ! I I CCESSORY tj P1 ool� 11/16"�I — O 9TL� I 8 1/8 A hii, 1G" 510 1I4" L t/ I5/8" TYP 4 16 t1/ts" �2 1/8 - NOTE: ADDITIONAL 7/8" DIA K.O. ARE AIRFLOW DIMPLES TO DRILL HOLES LOCATED IN THE TOP PLATE FOR HANGER BOLTS (4 PLACES) AND BOTTOM PLATE IN HORIZONTAL POSITION A88324 DIMENSIONS (In.) UNIT SIZE A D E VENT CONN* 050.08 14-3/16 12.9/16 12-11/16 4 OS0.12 14-3/16 12-9/16 12-11/16 4- 070-08 14-3/16 12-9/16 12-11/16 4 070-12 14-3/16 12-9/16 12-11/16 4 095-12 17-1/2 15-7/8 16 4 095-16 17-1/2 15-7/8 16 4 115-16 17-1/2 15-7/8 16 4 115-20 21 19-3/8 19-1/2 4 135-20 1 24-1/2 22-7/8 23 5 *Refer to the furnace Installation Instructions for proper venting procedures Performance data EXTERNAL STATIC PRESSURE (in. wc) UNIT SIZE I 0.1 0.2 I 0.4 UNIT SIZE :'A50-08 050-12 ::`.070-08' 070-12 095-112- 095 16 ; '.-115-16 1115-20.':; .135420:.:- 135 20::DIRECT-DRIVE DIRECT-DRIVEMOTOR Hp (PSC) 1/5 1/3 1/5 1/3 1/3 1/2 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 2.9 5.8 2.9 5.8 5.8 7.9 7.9 11.1 11.1 RPM (Nominal) --SPEEDS 1075 — 3 1075 — 4 1075 — 3 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 BLOWER WHEEL DIAMETER x WIDTH (in.) 10 x 6 10 x 6 10 x 6 10 x 6 I 10 x 7 I 10 x 8 I 10 x 8 1 11 x 10 1 11 x 10 FILTER SIZE (In.�—WASHABLE 1215 1130 1050 (2) 16 x 20 x 1 -05012 Med-High — 1295 PSC—Permanent Split Capacitor AIR DELIVERY—CFM (With Filters) —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 1 070 - 095 115 w - 135 UNIT SIZE 08 12 08 12 12 16 16 20 20 CAPACITY BTUH' Nonweatherized ICS 37,000 37,000 56,000 56,000 75.000 75,000 94,000 94,000 110,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0' 80.0 80.0 80.0 80.0 ' Capacity and AFUE in accordance with U.S. Government DOE test procedures ICS—Isolated Combustion System R EXTERNAL STATIC PRESSURE (in. wc) UNIT SIZE SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 High 1100 1050 1000 950 895 840 760 650 050-08 Med-High 860 820 790 760 710 655 580 480 Med-Low 720 685 650 615 560 505 440 360 High — 1400 1355 1300 1215 1130 1050 960 -05012 Med-High — 1295 1255 1190 1115 1045 975 890 Med-Low 1170 1150 1115 1060 1005 950 880 800 Low 1020 1010 980 945 985 850 785 715 High — — 1010 975 930 885 825 745 070-08 Med-High — 815 800 765 725 685 620 550 Med-Low — 660 645 620 590 545 480 415 High — 1490 1425 1365 1300 1240 1175 1100 070 12 Med-High — 1345 1300 1255 1200 1140 1075 1000 Med-Low 1200 1180 1140 1100 1060 1015 960 895 Low 1020 1000 985 950 915 880 835 780 High — 1575 1515 1455 1395 1325 1230 1120 Med-High — 1380 1340 1285 1230 1165 1095 1005 y Med-Low 1165 1145 1130 1090 1055 1005 940 870 Low 965 955 940 910 885 840 785 705 High 1855 1765 1710 1665 1580 1570 1410 1310 095.16' :; Med-High 1595 1570 1530 1485 1410 1355 1280 1200 Med-Low 1355 1345 1305 1270 1220 1170 1110 1025 =i Low 1170 1170 1140 1110 11075 1025 965 890 High 1930 1850 1770 1685 1595 1505 1405 1305 Med-High 1685 1630 1580 1525 1445 1370 1285 1795 Med-Low 1425 1400 1370 1325 1280 1225 1155 1070 Low 1250 1240 1210 1170 1150 1095 1035 950 High 2235 2185 2110 2030 1950 1835 1700 1540 115 20 Med-High 1995 1970 1915 1845 1765 1680 1545 1415 Med-Low 1735 1735 1675 1625 1565 1480 1370 1265 Low 1 1510 1 1500 1485 1455 1400 1320 1230 1130 High — 2250 2190 2130 2055 1960 1875 1760 135-20'''.. Med-High — 2000 1960 1910 1850 1785 1710 1615 Med-Low 1700 1690 1670 1650 1610 1560 1490 1435 Low 1480 1480 1480 1460 1430 1380 1320 1255 —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 1 070 - 095 115 w - 135 UNIT SIZE 08 12 08 12 12 16 16 20 20 CAPACITY BTUH' Nonweatherized ICS 37,000 37,000 56,000 56,000 75.000 75,000 94,000 94,000 110,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0' 80.0 80.0 80.0 80.0 ' Capacity and AFUE in accordance with U.S. Government DOE test procedures ICS—Isolated Combustion System R Product Data HEATING 8 COOLING Copyright 1997 Carrier Corporation 17 _n 38BRC (60 Hz) Air Conditioner Sizes 024 thru 060 Model 38BRC Energy- Efficient Air Conditioner incorporates innovative technology to provide quiet, reliable cooling performance. Built into these units are the features most desired by homeowners today, including SEER ratings of at least 12.0 when used with specific Carrier indoor sections. All models are listed with UL, c -UL, ARI, CEC, and CSA-EEV. The 38BRC meets the Energy Starsm guidelines for energy efficiency. FEATURES/BENEFITS Electrical Range — All units are offered in single phase 208/230v. The 38BRC 036 through 060 models are offered in 208/230v 3 phase. Wide Range ofSizes —Available in 6 nominal sizes from 024 through 060 to meet the needs of residential and light commercial applications. Compressor — This unit features a scroll compressor. This compressor is significantly more efficient than . conventional compressors. Its simple design offers improved reliability. Each compressor is mounted on rubber isolators for additional sound reduction. The scroll compressor will start under most system loads, minimizing the need for start assistance components. For improved serviceability, the 024 through 042 models are equipped with a compressor terminal plug. Continuous operation is approved down to 55T (12.8°C) in the cooling mode. (See cooling performance tables.) Operation down to 0°F or –20°F is approved when low -ambient requirements are met. Weather Armor II Cabinet — The access panels and top are protected Form 38BRC-1 PO 30' SO AIR DISCHARGE t- M -�-I AI� N AIR DISCHARGE FIELD POWER SUPPLY CONN Q O 7/e -IN. DIA HOLE WITH 0 0 1 I/g -IN. OIA KNOCKOUT N AND 1 3/8 -IN. DIA KNOCKOUT 20' 271/16- E- AIf1 IN FIELD CONTnOL SUPPLY AIR IN -� 299/16' CONN 7/8 -IN. DIA 3/8 AN. DIA B HOLE TIEDOWN KNOCKOUTS 121 PLACES IN 0 3/6'IN. DIA LIOU10 BASEPAN I LINE CONN fI CD P 0 0 0 AIR DISCHARGEI 1 I o 2 7/," (, -' 61/7 f1. AIRIN f- 23 1/7' D DIA VAPOR LINE CONN 11'A" - 1 271/4' +, .0 293/4- NOTES: i. Allow 30 in. clearance to service side of unit, 48 in. above unit, 6 in. on one side, 12 in. on remaining side, and 24 in. between units for proper airflow. 2. Minimum outdoor operating ambient In cooling mode Is 55^F, max. 125"F. 3. Series designallon Is the 13th poslllon of the unit model number. 4. Cenler of gravity B. A97075 DIMENSIONS (IN.) UNIT MINIMUM SIZE SERIES B C D M N P MDIMENS DIMUNTING ENSIONS 024 30 27-15/16 3-3/16 5/8 14.3/4 14 11 30 X 30 024 31 23-15/16 3-3/16 5/8 14-3/4 14 10 30 X 30 030 30 33.15/16 3-3/16 3/4 14-3/4 14 13 30 X 30 030 31 27.15/16 3.3/16 3/4 14.3/4 14 11 30 X 30 036 30,50 33-15/16 3-3/16 3/4 14.3/4 14 13 30 X 30 036 31 33.15/16 3.3/16 3/4 14-3/4 14 13 30 X 30 036 32,52 27-15/16 3.3/16 3/4 14.3/4 14 11 30 X 30 042 30.50 39.15/16 -3.1/4 7/8 14-3/4 14 15 30 X 30 042 31 39.15/16 3.1/4 7/8 14-3/4 14 15 30 X 30 042 32.52 33.15/16 3-1/4 7/8 14-3/4 14 13 30 X 30 048 30 33.15/16 3-1/4 7/8 15.1/2 14-3/4 13 30 X 30 048 32.52 33.15/16 3-1/4 7/8 15-1/2 14-3/4 13 30 X 30 060 30 139.15/16 3-1/4 7/8 15.1/2 14-3/4 15 30 X 30 060 32.52 1 39-15/16 3-1/4 7/8 15-1/2 14-3/4 15 30 X 30 _v 3� Combination ratings UNIT SIZE -SERIES 024-30,31 030-30,31 See notes on pg. 15. CC5A/CD5A/C65BA024 23.200 FACTORY- SUPPLIED 13.00 SEER 13.00 CARRIER GAS 23.400 INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY 78 SOUND RATING TXV$ I LLS MODEL BTUH MENT RATING TDRt EER (dBA) CCSA/CDSA/CD58A024' CC5A/CD5A/CD5BA030 23.000 -23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CC5A/CD5A/CD58W024 23.000 NONE - 12.10 12.00 12.10 12.10 10.90 - 78 CC5A/CD5A/CD5BW030 23.400 NONE - 12.10 12.00 12.10 12.00 12.10 10.80 10.90 78 78 CD3(A.B)A024 CD3(A.B)A030 23.000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CE3AA024 23,400 NONE - - 12.10 12.00 12.10 12.00 12.10 12.00 10.90 10.90 78 78 CE3AA030 CF5AA024 23.600 23.400 NONE NONE - 12.10 12.10 12.10 11.00 78 CG5AA024 23.400 TXV - - 12.00 12.00 12.00 12.00 10.90 78 CJ5A/CK5A/CK5BA024 23.000 NONE - 12.00 - 12.00 12.00 12.00 10.90 10.80 78 78 CJ5A/CK5A/CK5BA030 CJ5A/CKSA/CK5BW024 23,400 23.000 NONE NONE - 12.10 12.10 12.10 10.95 78 CJ5A/CK5A/CK5BW030 23,400 NONE - - 12.00 12.10 12.00 12.10 12.00 12.10 10.80 10.95 78 78 CK38AO24 CK38AO30 23.000 23.400 NONE NONE - 12.00 12.00 12.00 10.80 78 CM5A/CM5B024 23.400 NONE - 12.10 12.00 12.10 12.00 12.10 12.00 10.95 11.10 78 78 F(A,B)4AN(F,C)024 F(A,B)4AN(F,C)030 23,200 23,600 TOR TDR 12.00 - 12.00 - 10.90 78 FC48NF024 23.200 TDR & TXV 12.20 12.00 - 12.20 - 11.15 78 FC4BNF030 23.600 TDR & TXV 12.20 - - - - - - 10.90 11.15 78 78 FC46NF033 24,000 TDR & TXV 12.40 13.00 13.00 - 13.00 11.35 78 F03ANA024 F03ANA030 23,200 23.800 NONE NONE - 12.00 12.00 12.00 11.00 78 FF1(A.B,C)NA024 23,200 TDR 12.00 12.20 12.20 12.20 11.05 78 FF1(A,S,C)NA030 23,400 TDR 12.20 - - 12.00 12.20 13.00 10.80 11.05 78 78 FG3AAA024 FK4CNF001 23,000 23,800 NONE TOR & TXV - 13.00 11.80 11.80 11.80 10.65 78 FK4CNF002 23,800 TOR & TXV 13.50 - - - - - - 12.30 1240 78 78 FK4CNF003 23.800 TDR & TXV 14.00 - - -1 12.70 78 CC5A/CD5A/C65BA024 23.200 TOR 13.00 - 13.00 CC5A/CD5A/CDSBA030 23.400 TDR 13.00 - 13.00 - 11.65 78 CCSA/CD5A/CD5BW024 23.200 TDR 13.00 - - 13.00 13.00 - 11.95 78 CC5A/CD5A/CO5BW030 23.400 TDR 13.00 - 13.00 11.65 78 CD3(A.B)A024 CD3(A.B)A030 23.200 TDR 13.00 - 13.00 - 11.95 11.65 78 78 CJ5A/CK5A/CK5BW030 23.400 23,400 TDR TDR 13.00 13.00 - 13.00 - 11.95 78 CK38AO24 CK36AO30 23.200 TDR 13.00 - - 13.00 13.00 - - 11.95 11.65 78 78 CK38A024 CK36AO30 23.400 TOR 13.00 - 13.00 - 11.95 78 CC5A/C05A/CD58AO24 -- - 23.200 n�r_-arccu rvnnnut CCSA/COSA/CDSBA030 23.400 TDR TDR 13.00 13.00 - 13.00 11.65 78 CC5A/CD5A/CD5BW024 23.200 TDR 13.00 - 13.00 11.95 78 CC5A/CD5A/CD5BW030 23.400 TDR 13.00 - 13.00 11.65 78 CD3(A.B)A024 CO3(A.B)A030 23.200 TOR 13.00 - - 13.00 13.00 11.95 11.65 78 78 CJSA/CK5A/CK5BW024 23,400 23.200 TDR TOR 13.00 13.00 - 7.3.00 11.95 78 CJ5A/CK5A/CK58W030 23.400 TDR 13.00 - 13.00 11.65 78 CK38A024 CK36AO30 23.200 TDR 13.00 - - 13.00 13.00 - 11.95 11.65 78 78 23,400 TOR 1 13.00 1 - 1 13.00 1 - 11.95 78 COILS + SBMVP080-14 VARIABLE -SPEED FURNACE CC5A/CD5A/CD56A024 CC5A/CD5A/CD56A030 23.200 23.400 TDR 13.00 - 13.00 11.65 78 CC5A/CD5A/CD5BW024 23.200 TDR TOR 13.00 13.00 - 13.00 11.95 78 CC5A/CD5A/CD5BW030 23.400 TDR 13.00 - - 13.00 13.00 11.65 78 CD3(A.B)A024 CD3(A,B)A030 23.200 23,400 TOR 13.00 - 13.00 - 11.95 11.65 78 78 CJ5A/CK5A/CK58W024 23.200 TDR TDR 13.00 13.00 - 13.00 11.95 78 CJSA/CK5A/CK5BW030 23,400 TOR 13.00 - 13.00 11.95 78 CK3BA024 CK3BA030 23.200 TDR 13.00 - - 13.00 13.00 - 12.15 11.95 78 78 23.400 TDR 13.00 - 13.00 - 12.15 78 COILS + 58U(H,X)V060-12 VARIABLE -SPEED FURNACE CCSA/CDSA/CD5BA024 CC5A/CD5A/CD58A030 23.200 23,400 TDR 13.00 -73,00 1175 78 CC5A/CDSA/CD5BW024 23.200 TDR TDR 13.00 13.00 - 13.00 - 11.95 78 CC5A/CDSA/CD58W030 23,400 TDR 13.00 - 13.00 11.75 78 CD3(A,B)A024 23,200 TOR 13.00 - - 13.00 13.00 11.95 11.75 78 78 CO3(A.B)A030 CE3AA024 23,400 23.400 TDR 13.00 - 13.00 - 11.95 78 CE3AA030 23.600 TDR TDR 13.00 13.00 - - 13.00 13.00 - 11.80 78 CJ5A/CKSA/CK5BA024 CJ5A/CK5A/CK56A030 23,200 TDR 13.00 - 13.00 - 12.05 11.85 78 78 CJSA/CK5A/CK58W030 23,200 23,200 TDR TDR 13.00 13.00 - 13.00 12.10 78 CK3BA024 CK3BA030 23,200 TOR 13.00 - - 13.00 13.00 - 12.10 11.85 78 78 23,200 TDR 13.00 - 13.00 - 12.10 78 CCSA/CD5A/CD58A030' CC5A/CD5A/CD5BA036 29,000 29.600 NONE - 12.00 12.00 12.00 10.70 78 CC5A/CD5A/CD58W030 29,000 NONE NONE - 12.20 12.20 12.20 11.15 78 CD3(A.B)A030 29,000 NONE 12.00 12.00 12.00 12.00 12.00 12.00 10.70 10.70 78 78 CD3(A.B)A036 CD5A/CD5BW036 29,600 29.600 NONE - 12.20 12.20 12.20 11.15 78 NONE - 12.20 12.20 12.20 11.15 78 Combination ratings continued UNIT INDOOR SIZE -SERIES MODEL CE3AA030 CE3AA036 ope CF5AA036 CG5AA036 CJ5A/CK5A/CK5BA030 CJ5A/CK5A/CK5BA036 CJ5A/CK5A/CK5BN036 CJ5A/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CM5A/CM5B036 F(A.B)4AN(F.C)030 F(A.B)4AN(F,C)036 FC48NF030 FC46NF036 FC4BNF033 FD3ANA030 FF1(A,B.C)NA030 d FG3AAA036 FK4CNF001 FK4CNF002 FK4CNF003 FK4CNF005 CC5A/CD5A/CD5BA030 CC5A/CD5A/CD5BA036 CC5A/CD5A/CD5BW030 CD3(A.B)A030 CD3(A.B)A036 CD5A/CD5BW036 CJ5A/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CC5A/CD5A/CD5BA030 CC5A/CD5A/CDSBA036 D31 CC5A/CD5A/CD5BWO30 CD3(A,B)A030 CD3(A.B)A036 CD5A/CD5BW036 CJ5A/CK5A/CK5BA036 CJ5A/CK5A/CK5BW030 CK3BA030 CK3BA036 CCSA/CD5A/CD5BA030 CC5A/CD5A/CD5BA036 CC5A/CD5A/CD56W030 CD3(A.B)A030 CO3(A.B)A036 CD5A%CD5BW036 CJ5A/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CJ5A/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CJ5A/CK5A/CK5BW030 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CJ5A/CK5A/CK5BW036 CK3BA030 CK3BA036 CC5A/CD5A/CD5BA036 CC5A/CD5A/CD5BW030 CD3(A.B)A030 CD3(A.B)A036 CD5A/CDSBW036 CE3AA030 CE3AA036 See notes on pg. 15. 10 ACCESSORY LLS EER SOUND RATING (dBA) 78 SEER 12.00 FACTORY- 12.20 CARRIER GAS 78 4.®..-.- SUPPLIED 12.20 11.05 FURNACE OR TOT. CAP. ENHANCE- STANDARD ACCESSORY BTUH MENT RATING TDRt 29,000 NONE - 12.00 29.600 NONE - 12.20 29,600 NONE - 12.20 29,600 TXV - 12.20 29,000 NONE - 12.00 29,600 NONE - 12.20 27,600 NONE - 12.20 29.000 NONE - 12.00 29,600 NONE - 12.20 29,000 NONE - 12.00 29.600 NONE - 12.20 29,600 NONE - 12.00 29,200 TDR 12.10 - 29.600 TDR 12.00 - 29,200 TDR & TXV 12.10 - 29,600 TDR & TXV 12.00 - 30,000 TDR & TXV 12.50 - 29.200 NONE - 12.00 29,000 TDR 12.00 - 29,600 NONE - 12.00 29,400 TDR & TXV 13.00 - 29,400 TDR & TXV 13.00 - 29,800 TDR & TXV 13.50 - 30.000 TDR & TXV 14.00 - COILS + 58MVP040-14 VARIABLE -SPEED FURNACE 29,000 TDR 12.80 - 29.600 TDR 13.00 - 29,000 TDR 12.80 - 29.000 TDR 12.80 - 29.600 TDR 13.00 - 29,600 TDR 13.00 - 29.000 TDR 12.50 - 29.600 TDR 13.00 - 29,000 TDR 12.50 - 29,600 TDR 13.00 - COILS + 58MVP060-14 VARIABLE -SPEED FURNACE 29.000 TDR 12.80 - 29,600 TDR 13.00 - 29,000 TDR 12.80 - 29.000 TDR 12.80 - 29,600 TDR 13.00 - 29.600 TDR 13.00 - 29.600 TDR 13.00 - 29,000 TDR 12.80 - 29,000 TDR 12.80 - 29,600 TDR 13.00 - COILS + 58MVP080-14 VARIABLE -SPEED FURNACE 29,000 TDR 12.80 - 29.600 TDR 13.00 - 29.000 TDR 12.80 - 29,000 TDR 12.80 - 29.600 TDR 13.00 - 29,600 TDR 13.00 - 29.000 TDR 12.80 - 29,600 TDR 13.00 - 29,000 TDR 12.80 - 29,600 TDR 13.00 - COILS + 58MVP080-20 VARIABLE -SPEED FURNACE 29,000 TDR 12.50 - 29.600 TDR 13.00 - 29.000 TDR 12.50 - 29,600 TDR 13.00 - COILS + 58MVP100-20 VARIABLE -SPEED FURNACE 29,000 TDR 13.00 - 29,600 TDR 13.00 - 29,000 TDR 13.00 - 29.600 TDR 13.00 - COILS + 58MVP120-20 VARIABLE -SPEED FURNACE 29,600 TDR 13.00 - 29.000 TDR 1 13.00 - 29.600 TDR 13.00 - COILS + 58U(H,X)V060-12 VARIABLE -SPEED FURNACE 29,000 TDR 13.00 - 29,600 TDR 13.50 - 29.000 TDR 13.00 - 29,000 TDR 13.00 - 29,600 TDR 13.50 - 29,600 TDR 13.50 - 29,000 TDR 13.00 - 29.600 TDR 13.20 - ACCESSORY LLS EER SOUND RATING (dBA) 78 TXV$ 12.00 12.00 10.85 12.20 12.20 10.95 78 4.®..-.- 12.20 12.20 11.05 78 - 12.20 11.05 78 12.00 12.00 10.75 78 12.20 12.20 11.15 78 12.20 12.20 11.15 78 12.00 12.00 10.75 78 12.20 12.20 11.15 78 12.00 12.00 10.75 78 12.20 12.20 11.15 78 12.00 12.00 11.25 78 12.10 - 10.90 78 12.00 - 10.85 78 - - 10.90 78 - - 10.85 78 - - 11.20 78 12.00 12.00 10.70 78 12.00 - 10.85 78 12.00 12.00 10.85 78 - - 11.80 78 - - 11.90 78 - - 12.35 78 - - 12.85 78 12.80 - 11.35 78 13.00 - 11.85 78 12.80 - 11.35 78 12.80 - 11.35 78 13.00 - 11.85 78 13.00 - 11.85 78 12.50 - 11.25 78 13.00 - 11.85 78 12.50 - 11.25 78 13.00 - 11.85 78 12.80 - 11.35 78 13.00 - 11.85 78 12.80 - 11.35 78 12.80 - 11.35 78 13.00 - 11.85 78 13.00 - 11.85 78 13.00 - 11.85 78 12.80 - 11.25 78 12.80 - 11.25 78 13.00 - 11.85 78 12.80 - 11.35 78 13.00 - 11.85 78 12.80 - 11.35 78 12.80 - 11.35 78 13.00 - 11.85 78 13.00 - 11.85 78 12.80 - 11.35 78 13.00 - 11.95 78 12.80 - 11.35 78 13.00 - 11.95 78 12.50 11.20 78 13.00 - 11.80 78 12.50 - 11.20 78 13.00 - 11.80 78 13.0011.60 78 13.00 - 12.20 78 13.00 - 11.60 78 13.00 1 - 1 12.20 1 78 13.00 12.15 78 13.00 - 11.55 78 13.00 - 12.15 78 13.00 - 11.35 78 13.50 - 11.90 78 13.00 - 11.35 78 13.00 - 11.35 78 13.50 - 11.90 78 13.50 - 11.90 78 13.00 - 11.50 78 13.20 - 11.65 78 Combination ratings continued See notes on pg. 15 14 SEER UNIT SIZE -SERIES INDOOR MODEL TOT, CAP. BTUH FACTORY- SUPPLIED ENHANCE- MENT EER SOUND RATING (dBA) STANDARD RATING CARRIER GAS FURNACE OR ACCESSORY TDRt ACCESSORY TXV$ LLS CC5A/CD5A/CD5BWO48 40.500 TDR 13.00 - 13.00 - 11.30 82 CD3(A,B)AO42 40.000 TDR 12.50 - 12.50 - 11.15 82 CD3(A.B)AO48 40,500 TDR 13.00 - 13.00 - 11.30 82 042-30, 50, 31, 32, 52 CD5A/CD5BA048• CE3AA042 CE3AA048 40,500 40.000 40,500 TDR TDR TDR 13.00 13.00 13.00 - - - 13.00 13.00 13.00 - - - 11.30 11.20 11.25 82 82 82 CJ5A/CK5A/CKSBA042 CJ5A/CK5A/CK56WO48 40.000 40.500 TDR TDR 12.50 13.00 - - 12.50 13.00 - - 11.35 11.50 82 82 CK3BA042 40,000 TDR 12.50 - 12.50 - 11.35 82 CD5A/CD5BA048' 47.000 NONE - 12.00 12.00 12.00 10.50 82 CC5A/CD5A/CD5BA060 CC5A/CD5A/CD5BC048 CC5A/CD5A/CD5BWO48 CC5A/CD5A/CD5BWO60 47.500 46,000 47.000 47,500 NONE NONE NONE NONE - - - - 12.10 12.00 12.00 12.20 12.10 12.00 12.00 12.20 12.10 12.00 12.00 12.20 10.55 10.40 10.50 10.80 82 82 82 82 CD3(A.B)A048 47,000 NONE - 12.00 12.00 12.00 10.50 82 CD3(A.B)AO60 47,500 NONE - 12.10 12.10 12.10 10.55 82 CE3AA048 47,000 NONE - 12.00 12.00 12.00 10.65 82 4�7CE3AA060 CF5AA048 47,500 47.000 NONE NONE 12.10 12.00 12.10 12.00 12.10 12.00 10.90 10.60 -82 `L _ 82 - CG5AA048 47,000 TXV - 12.00 - 12.00 10.60 82 CJ5A/CKSA/CK5BA048 47,000 NONE - 12.00 12.00 12.00 10.45 82 CJ5A/CK5A/CK5BA060 47,500 NONE - 12.10 12.10 12.10 10.65 82 CJ5A/CK5A/CK58NO48 46,000 NONE - 12.00 12.00 12.00 10.45 82 CJ5A/CK5A/CK5BNO60 CJ5A/CK5A/CKSBWO48 CJ5A/CK5A/CK5BX060 47,500 47,000 47,500 NONE NONE NONE - - - 12.10 12.00 12.20 12.10 12.00 12.20 12.10 12.00 12.20 10.85 10.45 10.85 82 82 82 CK38AO48 CK3BA060 47.000 47;500 NONE NONE - - 12.00 12.10 12.00 12.10 12.00 12.10 10.45 10.85 82 82 CM5A/CM5B048 46,500 NONE - 12.00 12.00 12.00 10.55 82 F(A,B)4AN(FB)048 47,000 TDR 12.00 - 12.00 - 10.50 82 F(A.B)4AN(FB)060 47,500 TDR 12.10 - 12.10 - 10.60 82 FC4BN(F.B)048 47,000 TDR & TXV 12.00 - - - 10.50 82 FC4BN(FB)060 FC4BNBO54 47,500 48,000 TDR & TXV TDR & TXV 12.10 12.50 - - - - - - 10.60 11.05 82 82 FG3AAA048 47,000 NONE - 12.00 12.00 12.00 10.50 82 FG3AAA060 48,000 NONE - 12.20 12.20 12.20 10.75 82 FK4CNB006 48,000 TDR & TXV 14.00 - - - 11.90 82 FK4CNF005 47,000 TDR & TXV 13.50 - - - 11.55 82 COILS + SBMVPOBO-14 VARIABLE -SPEED FURNACE CJ51/CK5A/CK5BA048 CK3BA048 47,000 47,000 TDR TDR 1 12.00 12.00 - - 12.00 12.00 - - 10.60 10.60 82 82 CK3BA060 47.5 TDR 12.50 - 12.50 - 10.75 82 COILS + 58MVP080-20 VARIABLE -SPEED FURNACE 048-30, 32,52 CCSA/CD5A/CD5BWO60 CJSA/CK5A/CK5BA048 CJ5A/CK5A/CK56AO60 CJ5A/CK5A/CK5BNO60 47,000 47,000 47,500 47,500 TDR TDR TDR TDR 13.00 12.00 12.00 12.00 - - - - 13.00 12.00 12.00 12.00 - - - - 11.25 10.50 10.70 10.70 82 82 82 82 CJ5A/CK5A/CK5BX060 48.000 TDR 12.50 - 12.50 - 10.95 82 CK3BA048 47,000 TDR 12.00 - 12.00 - 10.50 82 CK3BA060 47.500 TDR 12.00 - 12.00 - 10.70 82 COILS + 58MVP100-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD56WO60 47,000 TDR 13.00 - 13.00 - 11.25 82 CJ5A/CK5A/CK5BA048 47,000 TDR 12.00 - 12.00 - 10.80 82 CJ5A/CK5A/CK5BA060 47.500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CK5BNO60 47,500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CK5BX060 48.000 TDR 13.00 - 13.00 - 11.25 82 CK3BA048 47,000 TDR 12.00 - 12.00 - 10.80 82 CK3BA060 47.500 TDR 12.50 - 12.50 - 11.00 82 COILS + 58MVP120-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BW060 47,000 TDR 13.00 - 13.00 - 71.25 82 CJ5A/CK5A/CK5BA060 47,500 TDR 12.50 - 12.50 - 11.00 82 CJ5A/CK5A/CK5BX060 48.000 TDR 13.00 - 13.00 - 11.30 82 CK3BA060 47,500 TDR 12.50 - 12.50 - 11.00 82 COILS + 58U(H,X)V080-16 VARIABLE -SPEED FURNACE CCSA/CD5A/CD5BWO60 47.000 TDR 13.00 - 13.00 - 11.25 82 CE3AA060 47,000 TDR 13.00 - 13.00 - 11.70 82 CJSA/CK5A/CK5BA048 47,000 TDR 12.00 - 1 12.00 - 10.65 82 CK3BA048 47,000 TDR 12.00 - 12.00 - 10.65 82 CK3BA060 47,500 TDR 12.50 12.50 - 10.90 82 COILS + 58U(H.X)V100-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD5BWO60 47,000 TDR 13.00 - 13.00 - 11.25 82 CE3AA060 47,000 TDR 13.00 - 13.00 - 11.70 82 CJ5A/CK5A/CK5BA060 47,500 TDR 12.50 - 12.50 - 11.35 82 CJ5A/CK5A/CK5BWO48 47,000 TDR 12.50 - 12.50 - 11.10 82 CJ5A/CK5A/CKSBX060 48.000 TDR 13.00 - 13.00 - 11.60 82 CK3BA048 47,000 TDR 12.50 - 12.50 - 11.10 82 CK3BA060 47,500 TDR 12.50 - 12.50 - 11.35 82 COILS + 58U(H.X)V120-20 VARIABLE -SPEED FURNACE CC5A/CD5A/CD58W060 47,000 TDR 13.00 - 13.00 - 11.25 82 CE3AA060 47,000 TDR 13.00 - 13.00 - 71.70 82 See notes on pg. 15 14 _ american- W A T E R H E A T E R S RES/DE GAS TM=H1GHfMC0MRY 6 -Year Tank Warranty 6 -Year Parts Warranty • Super Eagle Performance® High recovery and high performance for applications requiring higher inputs such as space heating. • Fused Ceramic Shield"' A tough, thick durable coat of blue ceramic is fused to the tank's interior surfaces at 1600° F, forming a corrosion -resistant lining for years of dependable protection and use. •Non -CFC Foam Insulation The tank is surrounded by a thick coat of non -CFC polyurethane foam to trap heat inside the tank, saving energy. • Dip Tube Carries cold inlet water deep into the tank to minimize temperature dilution of hot water. • Side T&P Valve Also available with top T&P opening for field -installed top T&P valve. • Top and Side Water Connections Top water connections on 40- and 50 -gallon models are for domestic hot water. Side connections are for space heating applications 75 -gallon model has I" top water connections and 3/4" side connect- ions for space heating. 100 -gallon has 1-1/4" top connections only. • 1/2" Gas Connection -Aluminized Steel Multiport Burner For even flame distribution, quiet operation and high -efficiency combustion. Propane models feature cast iron burners. • Combination Thermostat/ECO With factory -preset pressure regulator and built-in millivolt -powered energy cut-off for overheat protection. •Anode Rod Top -mounted, heavy-duty anode for added tank protection, extending the life of the tank. • Code Approvals CSA International certified, CEC and 1990 NAECA approved. All models are certified at 300 PSI test pressure and 150 PSI working pressure. • Drain Valve Non-metallic, corrosion -free drain valve. • Cleanout Port 4" Diameter cleanout/inspection port standard on 100 gallon model. Copyright© by American Water Heater Company 2000. All rights reserved. MADE IN 6 -Year Umited Tank Warranty Heavy gauge steel is automatically formed, rolled and welded to assure continuous seams for Fused Ceramic Shield lining. Each tank is triple tested to ensure quality. 6 -Year Parts Warranty Original factory parts warranted for 6 years. For complete warranty information consult the written warranty of American Water Heater Company at (800) 999-9515. W f9%m n & No W of ft wak may be repodueed a nmwremd et my lam a by any meaz% ekmvnk at medmftut kddrg oft" ad rod4 a by mry idomgtion storage renierd rysimn, widpW pyrradm h wring hom bnerKm Word Heats (anpory. V00 L-PG-2.Oa R io /VJE W A T E R H E A T E R S GAS VALVE DRAFT HOOD SIDE A O nzr A D SIDE INLET DRAIN VALVE KOM NOTE: 40-, 50- And 75 -gallon modals have side connections for space heating applications. 100 -gallon model has top water connections only. PROLineTM 6 -Year Gas Ultra High Recovery Delete "V" in model number for top T&P option, T&P opening on top of the heater with the valve shipped in the box for field installation. For propane, substitute "P" for "N' in model numbers. Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. Dimensions and specifications subject to change without notice in accordance with our policy of continuous product improvement. 'Based on 100' Rise. Specification Residential gas water heater(s) shall be model as manufactured by American Water Heater Company, or an approved equal, and shall have a -year tank warranty and a -year parts warranty, when installed in a residential ap- plication. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. Heater(s) shall have a storage capacity of gallons and shall have a rated input of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI 221.10.1 or .3•CSA 4.1 or .3 standard. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The interior of the storage tank shall be lined with a Fused Ceramic Shield— lining, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer lin- ings are not acceptable. Each tank shall be furnished with an internal anode for anodic protection. The unit must be equipped with a combina- tion gas control thermostat and non -reset type ECO. A corrosion -resis- tant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. 100 Gallon model shall have 4" diameter boiler -type cleanout/inspection port Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 (800) 581-7224 fax Product Service and Support P.O. Box 1597, 500 Princeton Road Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax At 49s rmmd. !b pan Of & Wk.M be rep WMed a t ogr&W a"tam a b/ ary mean, k rk a medukd, irkxhg *taapyig ad wo em a b/ a7 danmim ft* mvirml ry9an, r 90A pmiom m WYM Gan American Wota lkda (MW* . 2100 L-PG-2.Ob INPUT G.P.H. MBTU RECOVERY HEIGHT PER HR. (90` RISE) JACKET APPROX. MODEL GAL. NAT. LP NAT. LP VENT E.F DIA. VENT HEATER SIDE T&P SHIP NUMBER CAP. DIA. A B C D WT G62-40T60-4NV 40j75.1 60,000 60.7 60.7 4 0.54 20 63 59-1/2 53-1/4 154 G62-75T75-4NV 7575,10076.9 76.9 4 0.51 26 63-1/2 60 53-1/4 251 .c Delete "V" in model number for top T&P option, T&P opening on top of the heater with the valve shipped in the box for field installation. For propane, substitute "P" for "N' in model numbers. Also available with 12 -Year tank, 6 -Year parts warranty. Change "G62" to "G122" when ordering. Dimensions and specifications subject to change without notice in accordance with our policy of continuous product improvement. 'Based on 100' Rise. Specification Residential gas water heater(s) shall be model as manufactured by American Water Heater Company, or an approved equal, and shall have a -year tank warranty and a -year parts warranty, when installed in a residential ap- plication. When installed in a commercial application, the unit will have a 1 -year tank warranty and a 1 -year parts warranty. Heater(s) shall have a storage capacity of gallons and shall have a rated input of BTU's, and shall be designed, tested and listed with CSA International in accordance with the latest edition of ANSI 221.10.1 or .3•CSA 4.1 or .3 standard. Heaters shall meet or exceed the requirements of the Federal "National Appliance Energy Conservation Act of 1987." The interior of the storage tank shall be lined with a Fused Ceramic Shield— lining, fused to the tank at 1600° F, forming a corrosion -resistant lining; polymer lin- ings are not acceptable. Each tank shall be furnished with an internal anode for anodic protection. The unit must be equipped with a combina- tion gas control thermostat and non -reset type ECO. A corrosion -resis- tant drain valve shall be provided on the front of each unit. The tank shall be totally encased in a steel jacket, painted and insulated with a non -CFC foam to reduce stand-by heat loss. The tank must be design certified for 300 PSI test pressure and 150 working pressure. 100 Gallon model shall have 4" diameter boiler -type cleanout/inspection port Order Entry and Sales P.O. Box 4056, 500 Princeton Road Johnson City, TN 37602-4056 (800) 937-1037 (800) 581-7224 fax Product Service and Support P.O. Box 1597, 500 Princeton Road Johnson City, TN 37605-1597 (800) 999-9515 (800) 999-5210 fax At 49s rmmd. !b pan Of & Wk.M be rep WMed a t ogr&W a"tam a b/ ary mean, k rk a medukd, irkxhg *taapyig ad wo em a b/ a7 danmim ft* mvirml ry9an, r 90A pmiom m WYM Gan American Wota lkda (MW* . 2100 L-PG-2.Ob SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 DESIGN CRITERIA. ,FOR STRUCTURAL CALCULATIONS • The drawings, calculations, specifications and reproduction are instruments of service to be used only for the specific project covered by agreement and cover sheet. Any other use is solely prohibited. • The structural calculations included here are for the analysis and design of the primary structural system. • Non-structural elements and the attachment mechanism is the responsibility of the architects or designer, unless specifically shown otherwise. • All changes made to the subject project shall be submitted to Summit Structural Engineering in writing for review and comments. • Sketches and details in calculations are not to scale and may not present true conditions on plans. Architect or designer is responsible for drawing details in plan which represent true framing conditions and scale. Governing Code Seismic Zone Seismic Zone Factor Wind Speed Wind Exposure Soil Report Soil Bearing Pressure Equivalent Fluid Pressure Prime Professional/Project Architect: 1997 UBC OR 70 mph C By: Earth Systems Consultants Report No. 00-04-707 Dated: April 4, 2000 Phone No.: (760) 345-1588 150�p f. (Active) Jim Deford/Summit Structural 5 Ambrose Aliso Viejo, CA Phone No: (949) 831-0313 I Summa STRUCTURAL ENGINEERING . PHONE: (909) 596-0842 ` . FAX:(909)-596-5187 ` 2283 5TH ST. , LA VERNE, CA 1 SUMMIT STRUCTURAL ENGINEERING AL Structural, Civil, Architecture, Energy ' 2283 Fifth Street La Verne, CA 91750 DESIGN LOADS Roof Loads - Sloped Concrete Tile 22 psf. Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.5 psf. Ceiling 2.5 psf. Misc. 0.0 psf. Total Dead Load 30 psf. Total Live Load 16 psf. Total Roof Load. 46 psf. Floor Loads ' Studs ■ Sheathing (3/4" Plywd.) 2.5 psf. Framing 3.5 psf. ' Ceiling 2.5 psf. Misc. 3.5 psf. Total Dead Load 12 psf. Total Live Load 40 psf. Total floor Load 52:psf. Exterior Wall 20 psf. Total Roof Load Stucco 10.0 psf. ' Studs 1.0 psf. Drywall 2.5 psf. Misc. 1.0 psf. ' Total Wall Weight 15.0•psf Roof Loads - Flat Roofing 6.5 psf. Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Insulation 1.8 psf. Ceiling 2.5 psf. Misc. 0.2 psf. Total Dead Load 15 psf. Total Live Load 20 psf. Total Roof Load 35 psf. Deck Loads 2x Decking 5.0 psf. Framing 2.0 psf Misc. 1.0 psf Total Dead Load 8.0 psf. Total Live Load 60 psf. Total Load 68 psf. Interior Wall Drywall 5.0 psf. Studs 1.0 psf. Mechanical & Insulation 1.0 psf. Misc. 1.0 psf. Total Wall Weight . 10.0 psf ' Summa STRucruRAL ENGINEERING PHONE: , (909) 596-0842 FAx (909) 596-5187 2283 5TH ST. , LA VERNE, CA 2 SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street f La Verne, CA 91750 *CONCRETE MASONRY UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90, Grade N-11). Summa STRUCTURAL.ENGINEERING PHONE: (909) 596-0842 FAx.(909) 596-5187 2283 5TH 5T. , LA VERNE, CA i✓' MATERIAL SPECIFICATION *Timber: All timber shall be Douglas Fir Larch with a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). Member Fb (psi) Fv (psi) E (psi) Sawn Lumber (DF -L)* 2x Joists & Rafters (No.2) 1006 95 1.6x106 4x Sawn Beams (No.2) 875 95 1.6x106 6x Sawn Beams (No.2) 875 85 1.3x106 4x Sawn Beams (No. 1) 1000 95 1.7x106 6x Sawn Beams (No. 1) 1350 85 1.6x106 Values may be increased according to size factor, CF Manufactured Products Glu -Lam 2400 165 1.8x106 Paralam PSL 2900 290 2.0x106 Microllam LVL 2600 285 1.8x106 ♦ Concrete: Application Strength @ 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. *Reinforcing Steel: Bars Allowable stress #4 and smaller reinforcing bars shall conform to A.S.T.M. A - 615-40. Fy=40,000 psi #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615-60. Fy=60,000 psi *Structural Steel: Description Specification Allowable stress Pipe ASTM A-53 Type E or S, Grade B Fy=30,000 psi Tube ASTM A-500, Grade B Fy=46,000 psi All other shapes ASTM A-36 Fy=36,000 psi High strength bolts ASTM A-325 All other bolts ASTM A-307 *CONCRETE MASONRY UNITS All concrete masonry units shall conform to standard specifications for hollow load bearing concrete masonry units (ASTM C-90, Grade N-11). Summa STRUCTURAL.ENGINEERING PHONE: (909) 596-0842 FAx.(909) 596-5187 2283 5TH 5T. , LA VERNE, CA i✓' SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 SHEAR :WALL SCHEDULE Number Construction Plate A35 Equiv. Anchor Bolt Shear Nailing Size and Value 16d sinker Spacing 1/2" or 5/8" Drywall 8" 48" 5/8" @ 48" 100 plf. unblocked, w/ 5d (6d @ 5/8'� x`50 Of In 1 cooler nails @ 7" o.c. @ edges zone 3 & 4 and field 1/2" or 5/8" Drywall 8" 32" 5/8" @ 48" 200 plf. unblocked, w/ 5d (6d @ 5/8') '100 plf in la cooler nails @ 7" o.c. @ edges zone 3 & 4 and field. Both Sides. 3/8" Plywood, w/ 8d nails @ 2" 2" 8" 5/8" @ 16" 640 plf. 2 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2" 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 3" 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" ox field. 3/8" Plywood, w/ 8d nails @ 3" 2-16d @ 3" 6" 7/8" @ 12" 980 plf. 3a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 4" 4" 16" 5/8" @ 24" 385 plf. 4 o.c. @ edges and 12" o.c. (limited to field. 350 plf.) 3/8" Plywood, w/ 8d nails @ 4" 2" 8" 3/4" @ 12" 760 plf. 4a o.c. @ edges and 12" o.c. field. Both Sides. 3/8" Plywood, w/ 8d nails @ 6" 6" 24" 5/8" @ 32" 260 plf. . 6 o.c. @ edges and 12" o.c. field. 7/8" Stucco 8" 32" 5/8" @ 48" 180 plf 7 o/ paper backed lath w/ 16 gauge staples @ 6" o.c. @ top, bottom edge, and field. 1/2" Plywood, w/ 10d nails @ 2" 7" 5/8" @ 16" 770 plf. 8 2" o.c. @ edges and 12" o.c. field. Summn STRUCTURAL ENGINEERING PHONE: (909.) 596-0842 Fax (909) 596=5187 2283 5TH ST. , LA VERNE, CA 4 Earth Systems C:or.aultent� 76u 345-7315 P•� Earth 1!!otms Consultants Southwest 79-8118 Cowry Club Dove Bo=u& Duties, CA 92201 (760) 345-1588 (800) 924-7015 FAX (760) 345-1313 FACSIMILE MEMORANDUM Rage: 1 of ? tTo: Benjamin Herbst Company: Structural Summit Engineering Fax #: (909) 586-5187 tFrom: Shelton L Stringer, GE Date: 04/U4/00 PMJW: Reeldences within The TrudltIons, La Quinta, CA ESCS1ti Project No: 07894-01 Dorurrwnt No: 00-04.707 1997 UNIFORM BUAbING CODE (USC) RE18MIC PARAMETERS, Chapter 18 f(2=e Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0.•1 Table 164 Soil Profile Type: S p Table 16.1 ' Closest Distance to Knownismirc Source: 12.2 km = 7.6 mil Table 1 re !Near Source 'Factor, No: 1.01) %.0 es San Andreas Faun T Near Source Factor, Nv: 1.11 i.o able 96-5 Table 18 �( o0 rnb wCo-, 11 i S®isent, Ce.44 = 0.44Na Table 16-0 SeiSmlc Coeffiickent, Cv: 0.71 = 0.64Nv Table 16-R Nate: Values are based on closest distance at northeast pari of the tract development. Only the Nv and CV values would decrease slightly (0 to 5%) for lots that lie further away in the tract development. Respectfully yours, 444 Shelton L. Stringer, GE Vice Preeident 57 Q Q � Rm 05--- m W03 d7 t0� \! j lItN SUMMIT STRUCTURAL ENGINEERING JOB No. ' Structural, Civil Architecture `Energy SHEET No. 2283 Fifth Street CALCULATED BY - La Verne;* CA 91750 CHECKED BY (909) 596-0842 ..fax (909),596-5187. SCALE SUMMIT' STRUCTURAL ENGINEERING Jos No ' � Structural Ci�i1 Arch:�tecture Ener - SHEET NO % 2283 Fifth Street i CALCULATED BY La Verne, CARI91750 CHEcD BY (909) 596-0842,.;.;; fax (909) 596 5181 [ OI �✓ WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:17:12 COMPANY ) PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 (- DESIGN CHECK NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- --------------------------------------- material: Timber -soft lateral support: Top= Fu� Bottom= @Supports total length: 10.00 [ft] Load Combinations: ASCE 7-95 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start" End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (13.50)* No 2 Live Full Area 16 (13.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary -Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I ^-10_00--ft I I ---------- ------------------- Dead I 2267 2267 Live I 1080 1080 Total I 3347 3347 B.Length I 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion- I Analysis Value I Design Value I Analysis/Design I - -I----------------I----------------I------------- -----I Shear fv @d = 64 Fv' = 106 fv/Fv' = 0.60 Bending(+) fb = 824 Fb' = 1687 fb/Fb' = 0.49 Live Defl'n 0.04 = <L/999 0.33 = L/360 0.13 Total Defl'n 0.13 = L/893 0.67 = L/180 '0.20 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom -duration -factor -for -Dead load=100-------------------------------- Custom duration factor for Live load = 1.25 --------------- - - ADDITIONAL DATA --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 8325 lbs -ft Shear : LC# 2 = D+L, V = 3330, V@d = 2692 lbs Deflection: LC# 2 = D+L EI=1115.29e06-1b-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: --------------------------------------------------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE q tSUMMIT.STRUCI URAL ENGINEERING ... , Phone (909) `:R§ 2 Fax (909) 596 5187 ,.., 2283 5TH STREET.,_ LA !ERNE, ,CA, uniform load.wbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I DESIGN CHECK - Beam DESIGN DATA: material: ========Glulam=Unbalavd, G b" lateral support: Top= Full �� Bottom= @Supports total length: 17.50 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Type I Distribution I Load I T Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-------;---------I-----------------I-------- 1 Dead Full Area 30 (15.00)* No 2 Live Full Area 16 (15.100)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 17.50 ft I" ---------- ------------------- Dead I 4378 4378 Live 1 2100 2100 Total 1 6478 6478 B.Length 1 1.9 1.9 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @16.434 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----------------I----------------1------------------I Shear fv @d = 122 Fv' = 237 fv/Fv' = 0.51 Bending(+) fb = 2173 Fb' - 3000 fb/Fb' = 0.72 Live Defl'n 0.27 = L/784 0.58 = L/360 0.46 Total Defl'n 0.82 = L/255 1.17 = L/180 0.70 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 28192 lbs -ft Shear : LC# 2 = D+L, V = 6444, V@d = 5615 lbs Deflection: LC# 2 = D+L EI=1891.38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C -construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). June 28, 2001 09:19:02 3 WoodWorks® Sizer for ANTHONY POWER PRODUCTS IQ uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:20:02 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 (- DESIGN CHECK NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 8.50 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< --------------------------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start- End I Start End I Load - ----I--------I-------------- I ----------------- I -----------------I--------. 1 Dead Full Area 30 (16.00)* No 2 Live Full Area 16 (16.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary -Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- 8.50 ft I I ---------- ------------------- Dead I 2245 2245 Live I 1088 1088 Total I 3333 3333 B.Length I 1.0 1.0 --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### -------------------------------------------------------------------=------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion- I Analysis Value I Design Value I Analysis/Design I - - -I---------------- I----------------I------------------I Shear fv @d.= 61 Fv' = 106 fv/Fv' = 0.57 Bending(+) fb = 698 Fb' = 1687 fb/Fb' = 0.41 Live Defl'n 0.03 = <L/999 0.28 = L/360 0.10 -Total Defl'n 0.08 = <L/999 0.57 = L/180 0.15 ------------------------------------------------------------------------ --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 7054 lbs -ft Shear : LC# 2 = D+L, V = 3319, V@d = 2571 lbs Deflection: LC# 2 = D+L EI=1115.29e06.1b-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: -------------------------------- 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUIv1MIT.STRUCTURAL ETIGINEERDVG Phone (909) 596-0842 Eax (909) 596 S1$7..,_ 2283 STH:STREET.;. LA..E)2NE,, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:23:34 COMPANY ( PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 ( DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 9.50 [ft] Load Combinations: ASCE 7-95 --------------------------------------------------------------------------- --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------->>Self-weight automatically included<< --------------------------------------------------------- --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start- End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (2.00)* No 2 Live Full Area 16 (2.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- I 9.50 ft Dead I 465 465 Live I 152 152 Total I 617 617 B.Length I 1_0 1_0 ---------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion- I Analysis Value I Design Value I Analysis/Design I -------------- Shear fv @d = 27 Fv' = 106 fv/Fv' = 0.26 Bending(+) fb = 631 Fb' = 1500 fb/Fb' = 0.42 LiveDeft=n0=-<L/999----0.32-=--L/360---------------0 15--------- Total Defln 0.19 19 = L/587 0.63 = L/180 0.31 ======== -- ____ FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom -duration factorforDead -load -=-100________________________________ Custom duration factor for Live load = 1.25 - - - ADDITIONAL DATA , --------------------------------------------------------------------------- --------------------------------------------------------------------------- Bending(+): LC# 2 = D+L M = 1457 lbs -ft Shear : LC# 2 = D+L, V = 614, v@d = 554 lbs Deflection: LC# 2 = D+L EI= 122.0le06.lb-in2 Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: -- ------------------------------------ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMiT STRUCTURAL ENGWEERING Phone...(909) 596-0842 Fax.(909) 596 5 ] 87.. 7383 -5TH STREET., . LA VERVE CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:24:68 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I DESIGN CHECK - NDS -1997 Beam --------------------------------------------------------------------------- DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] --------------------------------------------------------------------------- Load Combinations: ASCE 7-95 --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) --------------------------------------------------------------------------- >>Self -weight automatically included<< --------------------------------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start. End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (12.00)* No 2 Live Full Area 16 (12.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) --------------------------------------------------------------------------- --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lehgth=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 6.00 ft I" ---------- ------------------- Dead I 1204 1204 Live I 576 576 Total I 1780 1780 B.Length I 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8• @ 9.798 plf This section PASSES the design code check. ########################################################################### --------------------------------------------------------------------------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- Criterion I Analysis value I Design Value I Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 51 Fv' = 106 fv/Fv' = 0.48 Bending(+) fb = 620 Fb' = 1500 fb/Fb' = 0.41 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Defl'n 0.06 = <L/999 0.40 = L/180 .0.14 --------------------------------------------------------------------------- --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------------------------------------------------------------------- --------------------------------------------------------------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 �_ ' r -T_ ---- -------- RODU ----'----' _-- - ._... ©I (---__-V Woodworks® Sizer for ANTHONY POWER PRODUCTS—__ RODUCTS^ T � uniform load.wbc Wood Works® Sizer 97e June 28, 2001 09:31:22 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91150 I- DESIGN CHECK NDS-1997 Beam DESIGN DATA: material' Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 12.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure-psf, udl=plf, location=ft) _ - - »Self_=eight_ automatically =included«------ - -- -------- - Load I Type I Distribution I Magnitude I Location I Pattern I I I Start EndStart End I Load - ----I--------I--------------I-----------------I -----------------I-------- 1 Dead Full Area 30 (3.00)* No 2 Live Full Area 16 (3.100)* No 3 Dead Full Area 15 (9.00)* No 4 Dead Full Area 15 (7.00)*. No 5 Live Full Area 20 (7.00)* No *Tributary Width (ft) - MAXIMUM -REACTIONS =and -BEARING -LENGTHS ==-(for=e=lbs_-length=in)-=--_-_-_--_ 1 12.50 ft I " ---------- -------- Dead 1 1689 1689 Live 1 1175 1175 Total 1 2864 2864 B.Length 1 1.0 1.0 DESIGN SECTION: VG West.DF, 24F-V9, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### ------------- SECTION vs_ DESIGN =CODE -=-(str==c=psi_ d=flection=in)--==------------ - --- Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 68 Fv' - 237 fv/Fv' = 0.29 Bending(+) fb = 1134 Fb' = 3000 fb/Fb' = 0.38 Live Defl'n 0.12 = <L/999 0.42 = L/360 0.28 Total Defl'n 0.28 = L/533 0.83 = L/180 0.34 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 =1 25 = 1.00 1.00 1.000 = 1.00 1.000= 1.00 1.00 2 , Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 E' = 1.8 million 1.00 1.00 2 -Custom duration factor for Dead load = 1.00 Cu===== duration =factor -for =Live =load -=-1_25--------------------- --- - ---- ADDITIONALDATA_____________________________'___________- Bending(+): LC# 2 = D+L, M = 8902 lbs-ft Shear : LC# 2 = D+L, V = 2849, V@d = 2950 lbs Deflection: LC# 2 = D+L EI= 889.9leO6 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN-NOTES______________________________________________________________ 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE i3 SUIviMIT._STRUCTIJRAL ENGINEERWGPhone (904) 596 0842 Fax (909) 596 5 ] 87 2283 5 I7I STREET;. LA V..... CA:; WoodWorks® Sizer for ANTHONY POWER PRODUCTS - uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:32:40 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total length: 18.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------»Self_weight- automatically =included«----------------------_- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (4.00)* No 2 Dead Full Area 15(7:00)* No 3 Live Full Area 20 (7.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 18 00--ft I I ----------I------------------- Dead 1 1644 1644 Live 1 1260=====1260________________________________________________ Total I 2904 2904 B.Length I 1.0 1.0 � DESIGN SECTION: VG West.DF, 24F-V4, 5.125x12 @14.608 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion- I Analysis Value I Design- Value I Analysis/Design I = --I---------------- I----------------I-------------- --I Shear fv @d = 62 Fv' = 237 fv/Fv' = 0.26 Bending(+) fb = 1263 Fb' = 3000 fb/Fb' = 0.42 Live Defl'n 0.25 = L/867 0.60 = L/360 0.41 -Total -Defl_n==--0=57-===L/380====1=20====L/180------------ --0.97------__- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 1 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA ,. Bending(+): LC# 2 = D+L, M = 12944 lbs-ft Shear : LC# 2 = D+L, V = 2876, V@d = 2557 lbs Deflection: LC# 2 = D+L EI=1328.38eO6 lb-int Total Deflection = 1.00(Defln dead) + Defln Live. -=-(D=dead--L=1ivl=-S=s=n=ow- W=wind-=I=impact==C=construction)______________ All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This"is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE SUMMIT STRUCT[TRAL ENGIhiEERING Phone..9) 1111(g.0596-0842 Fax.(909) 596-5187 ..., 2283 5TH STREET.,.,: LA yERNE _CA,; , 1 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283Fifth Street I La Verne, CA 91750 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 10.50 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf,=udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I' Start End I Start End I Load -----I--------I--------------I-----------------I--------=--------I-------- 1 Dead Full Area 30 (23.00)* No 2 Live Full Area 16 (23.00)* No 3 Dead Full Area 15 (3.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 10.50 ft 1 ---------- ------------------- Dead 1 3938 3938 Live 1 1932 1932 Total 1 5870 5870 B.Length 1 1.8 1.8 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x10.5 @12.782 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d - 136 Fv' = 237 fv/Fv' = 0.57 Bending(+) fb = 1959 Fb' = 3000 fb/Fb' = 0.65 Live Defl'n 0.11 = <L/999 0.35 = L/360 0.32 Total Defl'n 0.34 = L/367 0.70 = L/180 0.49 FACTORS: F CD CM Ct CL CF CV Cfu Cr LCV Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2, Fv' = 190 1.25 1.00 1.00 2 Fcp''- 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+):=LC# 2 = D+L, M== 15377 lbs -ft Shear : LC# 2 = D+L, V = 5858, V@d = 4882 lbs Deflection: LC# 2 = D+L EI= 889.9le06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). July 25, 2001 13:54:04 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam WoodWorks® Sizer 97e July 25, 2001 14:01:26 COM PAI4Y ( PROJECT Summit Structural Engineering 1 2283 Fifth Street I La Verne, CA 91750 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (23.00)' No 2 Live Full Area 16 (23.00)' No Dead Full Area 15 (3:00)' No 4 Dead Point 2220 3.00 No 5 Live Point 1184 3.00 No Tributary Width (ft) MAXIMUM REACTIONS and BEARII4G LENGTHS (force=lbs, length=in) 1 6.00 ft I " =---------I------------------- Dead 1 3368 3368 Live 1 1696 1696 Total 1 5064 5064 B.Length 1 1.5 1.5 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design value I Analysis/Design I -------------- I --------,-------- I ---------------- I ------------------I Shear fv @d - 96 Fv' = 237 fv/Fv' = 0.40 Bending(+) fb = 989 Fb' = 3000 fb/Fb' = 0.33 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.08 Total Defl'n 0.04 = <L/999 0.40 = L/180 0.11 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV' = 190 1.25 1.00 1.00 2, Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10135 lbs -ft Shear : LC# 2 = D+L, V = 5055,.V@d = 3937 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This' is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n) rQi [7-------WoodWorks@ Sizer _ for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:37:46 COMPANY I PROJECT Summit Structural Engineering 1 2283 Fifth Street I La Verne, CA 91750 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude= I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (3.00)* No 2 Dead Full Area 30 (23.,00)* No 3 Live Full Area 16 (23.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length=in) I 17.00 ft ---------- ------------------- Dead 1 6317 6317 Live I 3128 3128 Total I 9995 9495 B.Length 1 2.8 2.8 ' DESIGN -SECTION: -=--VG=eedesign-code c4=-5.125x15--@18.260-p1f-------- - - This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -- ------------ I ---------------- I----------------I------------------ I Shear fv @d = 156 Fv' = 237 fv/Fv' = 0.66 )/ Bending (+) fb = 2495 Fb' = 2996 fb/Fb' = 0.83 :r�� Live Defl'n 0.27 = L/765 0.57 = L/360 0.47 v =Total-Deflcn----0.80-=-=L/259---=1.13-=--L/180---------------0.71--------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 0.999 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 39964 lbs -ft==--=____________________________ Shear : LC# 2 = D+L, V = 9403, V@d = 8020 lbs Deflection: LC# 2 - D+L EI -2594.49e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln Live. ---(D=dead--L=live--S=snow-_W=wind--I=impact_-C=construction)=--=_---_----_ (All ---- are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This'is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 10�D WoodWorks® Sizer for ANTHONY POWER PRODUCTS 1 �--==-------- -- ----------------------- _ ---.. J uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:39:44 ' COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 (- DESIGN CHECK NDS -1997 Beam DESIGN DATA: --------------------------------------------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 2.50 (ft) Load Combinations: ASCE 7-95 --------------------------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start' End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (3.00)* No 2 Dead Full Area 30 (7.00)* No 3 Live Full Area 16 (7.00)* No ' 4 Dead Point 1380 1.00 No 5 Live Point 736 1.00 No *Tributary Width (ft) --------------------------------------------------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ----------------- --- ---====_________ - 2.50 I" 1 ---------- ------------------- Dead I 1138 862 Live I 582 434 Total I 1720 1296 B.Length I 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. Ja'CC.-p G ########################################################################### ------------ ' SECTION - vs. -DESIGN -CODE ---(stress=psi_-deflection=in)------------ ---------------------- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 77 Fv' = 106 fv/Fv' = 0.73 Bending(+) fb = 666 Fb' = 1500 fb/Fb' = 0.44 Live Defl'n 0.00 = <L/999 0.08 = L/360 0.05 Total Defl'n 0.01 = <L/999 0.17 = L/180 0.07 --------------------------------------------------------------------------- --------------------------------------------------------------------------- Cfu ' FACTORS: _-F------CD-----CM-----Ct-----CL-----CF-----CV------------Cr----LC#- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ADDITIONAL -DATA ____________________________________________________________ Bending(+): LC# 2 = D+L, M = 1539 lbs -ft Shear : LC# 2 = D+L, V = 1719, V@d = 1554 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln-dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) --------------------------------------------------------------------------- DESIGN NOTES: ' 1 Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ...... ' SUIvi1vIIT STRUCTURAL ENGINEERING Phone , (909) 596-0842 ,_Fax (909) 596 5187 2283 5TH STREET LA YERNE . CA; S1 WOOdWOrkS® Sizer for ANTHONY POWER PRODUCTS Roof Beam WoodWorks® Sizer 97e July 25, 2001 14:17:20 COMPANY I PROJECT Summit Structural Engineering I 2283Fifth Street I La Verne, CA 91750 I ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: -------------- --------------------------------------------------------------------------- material: GlulamUnbala'd lateral support: Top= Full Bottom= @Supports total length: 15.00 Ift) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< ' Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------1-----------------I-------- 1 Dead Full Area 30 (33.00)' No 2 Live Full Area 16 (33.00)♦ No ' 3 Dead Full Area 15 (3:00)' No 4 Dead Point 2760 12.00 No 5 Live Point 1472 12.00 No {Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 4.00 5.00 6.00 ft ----------I------------------------------------- ' Dead 1 1796 4196 . 8936 3623 LiveI 905 2086 4550 1851 Total I 2701 6282 13486 5474 B.Length 1 1.0, 1.9 4.0 1.6 ########################################################################### ' DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' CriterionI=Analysis Value I Design Value Analysis/Design -------------- - 1= --I----------------I----------------i------------ --I Shear fv @d - 162 Fv' = 237 fv/Fv' - 0.68 Bending(+) fb - 907 Fb' = 3000 fb/Fb' = 0.30 Bending(-) fb - 809 Fb' = 1497 fb/Fb' = 0.54 ' Live Defl'n 0.01 = <L/999 0.20 = L/360 0.06 Total Defl'n 0.04 = <L/999 0.40 = L/180 0.09 --------------------------------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# 'Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb '-= 1200 1.25 1.00 1.00 0.998 1.00 1.000 1.00 1.00 2 Fv' 190 1.25 1.00 1.00 2 Fcp'- 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 'ADDITIONALDATA Bending(+): LC# 2 = D+L, M = 9301 lbs -ft Bending(-): LC# 2 - D+L, M - 8292 lbs -ft ' Shear : LC# 2 = D+L, V = 8231, V@d = 6653 lbs Deflection: LC# 2 - D+L EI=1328.38e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ' DESIGN NOTES_====_�______ 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv ' is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 4. GLULAM: bxd - actual breadth x actual depth. ' 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). PAGE I c1 ' SUMMIT STRUCTURAL ENGINEERING Phone (909) 596-0842 Fax (909) 596-5187 2283 STH STREET ,._ LA UERNE ._CA, ly f WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:44:44 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------------ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 3.50 [ft] Load Combinations: ASCE 7-95 ----------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft). »Self -weight automatically included<< Type -------g----------I---------�- Load I T e I Distribution I Magnitude Location Pattern I I I Start, End I Start End -----I--------I--------------I-----------------I-----------------I-------- I Load 1 Dead Full Area 10 (3.00)* No 2 Dead Full Area 30 (15.00)* No 3 Live Full Area 16 (15.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) --------------------------------------------------------------------------- --------------------------------------------------------------------------- I 3.50 ft I ---------- ------------------- Dead I 854 854 Live I 420 420 Total I 1274 1274 B.Length I 1.0 1.0 --------------------------------------------------------------------------- --------------------------------------------------------------------------- ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### -------------------------------------------------------------------=------- --------------------------------------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I ---------------- I ---------------- I ------------------I Shear fv @d = 47 Fv' = 106 fv/Fv' = 0.44 Bending(+) fb = 482 Fb' = 1500 fb/Fb' = 0.32 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.06 Total Defl'n 0.02 = <L/999 0.23 = L/180 0.09 -------- ------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ------------------------------------- ADDITIONAL DATA - --------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 1114 lbs -ft Shear : LC# 2 = D+L, V = 1273, V@d = 939 lbs Deflection: LC# 2 = D+L EI= 122.O1e06.lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ----------------------------- DESIGN NOTES: t5 I WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:46:14 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I ' La Verne, CA 91750 I - DESIGN CHECK NDS -1997 Beam DESIGN DATA: material: ========Timber -soft ________________________________________ lateral support: Top= Full Bottom= @Supports total length: 12.50 [ft) Load Combinations: ASCE 7-95 ' LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< -- --------------- Load I Type I Distribution I Magnitude I Location I Pattern ' I I I Start- End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (3.00)* No 2 Dead Full Area 30 (2.00)* No 3 Live Full Area 16 (2.00)* No ' *Tributary -Width -(ft)______________________________________________________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ---------------------------- ' I 12.50 ft I" ----------I------------------- Dead 1 748 748 ' Live I 200 200 Total I 948 948 B.Length I 1.0 1.0 -- ------------------------------------------------------------------------ #######################'#################################################### ' DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### -------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ' --Criterion- I Analysis Value I Design Value I Analysis/Design I Shear fv @d = 23 Fv' = 106 fv/Fv' = 0.22 Bending(+) fb = 423 Fb' = 1687 fb/Fb' = 0.25 ' Live Defl'n 0.03 = <L/999 0.42 = L/360 0.07 Total Defl'n 0.13 = <L/999 0.83 = L/180 .0.16 ---------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ' Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 ' Custom-duration-factor-for-Dead-load-=-100-------------------------------- Custom duration factor for Live load = 1.25 ADDITIONAL DATA -------- ---------------------------------------------- Bending(+): LC# 2 = D+L, M = 2918 lbs -ft Shear : LC# 2 = D+L, V = 934, V@d = 816 lbs Deflection: LC# 2 = D+L EI= 628.73e06-lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' ---(All -LC_s- are -listed -in- the -Analysis -output) ---------------------------- DESIGN NOTES: ---------------------------------------- 1. Please verify that the default deflection limits are appropriate ' for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE Z l ' SUIyIIv1IT. STRUCTURAL ENGINEERING Phone (909) 596-0842 .. Fax;(909) 39b-5187 ... 2283 iTH, STREET_,.. LA +ERNE CA_. 1 Y WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:47:38 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I ' DESIGN CHECK - NDS-1997 Beam DESIGN DATA: material: GlulamUnbala'd ' ------lateral -support:-Top=-Full-- ----=Bottom=-@Supports ---------------- total length: 11.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self-weight automatically included<< ' Load I Type I Distribution I Magnitude =1 Location e I Pattern I I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (3.00){ No t 2 Dead Full Area 30 (14.-50)1 No 3 Live Full Area 16 (19.50)• No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 11.00 ft I I Dead I 2737 2737 ' Live I 1276 1276 Total I 9013 9013 B.Length 1 1.2 1.2 ########################################################################### ' DESIGN -SECTION: _---VG-W=st i gn 21F-V4, hck.125x12- @19.608-p1f-------------- This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection-in) Criterion I Analysis Value I Design Value I Analysis/Design 1 --------------------- ----- Shear fv @d = 80 Fv' = 237 fv/Fv' = 0.39 Bending(+) fb = 1072 Fb' = 3000 fb/Fb' = 0.36 Live Defl'n 0.06 = <L/999 0.37 = L/360 0.16 _Total -Defl'n----0=18-=--L/7320.73-=--L/180- ----- -------0_25-------- FACTORS__F CD CM- Ct CL _-CF CV Cfu Cr LC# Fb'+= 2900 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 ' Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 10990 lbs-ft Shear : LC# 2 - D+L, V = 3996, V@d = 3270 lbs , Deflection: LC# 2 = D+L EI=1328.38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. ' ---(D=dead--L=live--Scsnow--W=wind==Iis pact output) construction)-== - ---- --- (All LC's are listed in the Analysis output) DESIGN NOTES: ' 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This*is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. ' 9. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' "'511 I _- WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 ] DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 12.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern 1 I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (3.00)* No 2 Dead Full Area 30 (11.00)* No 3 Live Full Area 16 (11.00)* No' *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 12.50 ft I " ---------- ------------------- Dead 1 2455 2455 Live 1 1100 1100 Total 1 3555 3555 B.Length 1 1.1 1.1 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- I --------=------- I----------------I------------------I Shear fv @d = 72 Fv' = 237 fv/Fv' = 0.30 Bending(+) fb = 1078 Fb' = 3000 fb/Fb' = 0.36 Live Defl'n 0.07 = <L/999 0.42 = L/360 0.17 Total Defl'n 0.23 - L/641 0.83 = L/180 0.28 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 11047 lbs -ft Shear : LC# 2 = D+L, V = 3535, V@d = 2969 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This'is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). June 28, 2001 09:48:56 WoodWorks® Sizer for ANTHONY POWER PRODUCTS uniform load.wbc WoodWorks® Sizer 97e June 28, 2001 09:50:00 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ------------------------------------- material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 9.50 [ft) Load Combinations: ASCE 7-95 ------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< - --------------------------------------------------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start- End I Start End I Load -----I-------=I--------------I-----------------I-----------------I-------- 1 Dead Full Area 15 (3.00)* No 2 Dead Full Area 30 (10.00)* No 3 Live Full Area 16 (10.00)* No *Tributary Width (ft) ---------------------------------- MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) ------------------------------------------ I 9.50 ft I^ ---------- ------------------- Dead 1 1726 1726 Live 1 760 760 Total 1 2486 2486 B.Length 1 1.0 1.0 ------------------------------------------------------------------------ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### - -------------------------------------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) ------------------------------------------------- Criterion I Analysis Value I Design Valued Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 47 Fv' = 106 fv/Fv' = 0.44 Bending(+) fb = 581 Fb' = 1687 fb/Fb' = 0.34 Live Defl'n 0.03 = <L/999 0.32 = L/360 0.08 Total Defl'n 0.09 = <L/999 0.63 = L/180 0.13 -------------------------------------------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# ---------------------------------------------------------------- Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000). 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 --------------------------------------------------------- ADDITIONAL DATA --------------------------------------------------------- Bending(+): LC# 2 = D+L, M = 5867 lbs -ft Shear : LC# 2 = D+L, V = 2470, V@d = 1972 lbs Deflection: LC# 2 = D+L EI=1115.29e06.lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------------------------------------------------- DESIGN NOTES: lq� WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam Wood Works® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 1 DESIGN -CHECK -- NDS -1997 Beam Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports tot=l=lengthtion18.00 [ft] Load Combinationss:: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl-plf, location=ft) »Self -weight automaticallyincluded<< ' Load I Type I Distribution I Magnitude I Location I Pattern SSSS -I I I Start End I Start End I Load I--------I--------SSSS-I-----------------I-----------------I-------- 1 Dead Full Area 30(2.00)* No 2 Live Full Area 16 (2.00)* No ' 3 Dead Full Area 15 (5-.00)* No 4 Dead `Full Area 15 (3.00)No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length -in) -----____SSSS-- SSSS- -SSSS-- SSSS-- ---------------- SSSS --- I 18.00 ft ---------- ------------------- Dead 1 1723 1723 ' Live I 288 281 Total I 2011 2011 B.Length ) 1.0 1.0 ########################################################################### 21F ' DESIGN =SECTION: SSESVG-Wectsign code the=3c125=13.5- 110.020=p1fSSSS SSSS - This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I - ------------- I ---.------------ I----------------I------------------ I Shear fv @d = 53 Fv' = 171 fv/Fv' = 0.31 Bending(+) fb - 973 Fb' = 2160 fb/Fb' = 0.45 Live Defl'n 0.07 = <L/999 0.60 = L/360 0.11 ' _Totalfl'n----0.95-=--L/9 75SSSS1.20-=--L/180---------SSSS--0.38------__- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 ' Fcp'= 650 1.00 1.00 - E' 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC# 1 = D only, M = 7696 lbs -ft Shear : LC# 1 = D only, V = 1710, V@d = 1496 lbs Deflection: LC# 2 = D+L EI=1153.28e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ' (All LC's are listed in the Analysis output) ------------------- DESIGN NOTES: -------------------------------------------------SSSS-_-_------___---SSSS-_ 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is'assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a' span (NDS Table 5.3.2) . 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp In). July 25, 2001 14:43:40 FOUNDATION DESIGN One Story Footings Typical Exterior Footing DL + LL Roof Load 30 Floor Load 12 Wall Load 15 Allowable Soil Pressure (q) Minimum footing width (b) = W/q x Trib. Area = 16x 15= 40x 0= x 10 Total (W) 1500 psf = 840 Ib / bmin= Use 12" wide x 12" thick footing. Typical Interior Footing DL + LL Roof Load 30 Floor Load 12 Wall Load 10 Allowable Soil Pressure (q) Minimum footing width (b) = W/q x Trib. Area = 16 x 23.5 = 40x 0= x 13 Total (W) 1500 psf = 1211 Ib / bmin= Use 12" wide x 12" thick footing. Load 690 0 150 840 1500 psf 6.72 in. Load 1081 0 130 1211 1500 psf 9.69 in. SUMMIT STROCTURALI ENGINEERING Jos No., Structural, Civil,;Archjtecture,:fnergy SHEET No. Z �® .2283 Fifth Street CALCULATED BY La Verne, :CA 91'750 CHECKED BY .(909) 596-0842 ;.fax.(909) 596.-5187 SCALE FOUNDATION DESIGN Maximum Capacity for 24" pad footing *. DL + LL ti x Trib. Area = Load Roof Load 18 16 x , 0 = 0 Floor Load 12 " ' + 40 x , 0 _ 0 Wall Load > ' 15 x ,' 0 0 Point Load 6000 ' . ,6000 ' Total (W) 6000 Footing width (b) = 24 .sq - s n Allowable Soil Pressure (q) = 1500 psf ..Actual Pressure (q') . ' _ 1500.00 Maximum Capacity for k`pad footing ' DL + LL x Trib. Area = Load r ' Roof Load 18 16 x 0'=- �. , 0 Floor Load 12 40 X. 0 _ , : , 0 , Wall Load 15 x 0 0 Point Load 9375. 9375 r -Total (W) 9375 + Footing width (b) _ 30 " sq ' Allowable Soil Pressure (q) _ "1500 psf. • Actual Pressure (q') _. 1500.00 x Maximum Capacity for 36" pad footing ;- ;€ DL + LL x. .-Trib. Area = -Load - Roof Load 18 16 x . 0 = 0 Floor Load 12 40 x : _. • 0.= 0 Wall Load 15 - x 0 - - 0 , Point Load 13500 13500 ` Total (W) 13500 ' Footing width (b) = 36 " sq. Allowable Soil Pressure (q) = 1500 psf ` Actual Pressure (q') _ A , _ '.1500.004. y SUMMIT STRUCTURAL ENGINEERING Joe No - Structural, Cnnl, Architecture, Energy Z? SHEET NO 2283:.Fi#th._Street CALCULATED BY 1 Nerne, CA 91750 CHECI D BY 909 596-0842 fax 909 596 5187 __ _. .. Scw.E 1 1 1 1 1 1 1 1 1 1 1 1 L FOUNDATION DESIGN Maximum Capacity for 42" pad footing- DL + LL x _ Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor.Load 12 40 x •` 0 = t 0 - Wall Load ' 15 x - f0 0 Point Load 18375 18375 Total (W) �. 18375 . Footing width (b) = 42 ." sq. Allowable Soil Pressure (q) = 0 psf Actual Pressure (q') = 1500.00 Ftg.. No Ftg. Load Ftg. Size 1 4951 24 2 10930 36 3 13458 42 • 4 " 42 5 IQ2401 36 6 80261 30 SUMMIT STRUCTURAL ENGINEERING Joe No_ Structural, Civ�1, Arch tecture, Energy _;;;;;;SHEET IJo 2 f 2283 Fifth Streef:.:: CALCULATED BY ___ La Verne, gi CA''91750 CHEg. BY (909) ax (909) 596 5187 FOUNDATION DESIGN','. Grade Beam:Design Grade Beam @Line F DL + LL s x, �Trib. Area = Load ' Roof Load 30 16"X ,^ r= ' 0 Floor Load 12 40 z 0 = 0' Wall Load 15x `` 0 Point Load 14539_ 14539 +, . Total (W) , 14539 Lateral Force (V)= 4298 Ib. _ Height of applied force 13 ft. r; Allowable Soil Pressure (q) = 1500 psf , Adjusted Soil Pressure (q') 1.33"q = 1995•psf Grade Beam Geometry b= 24" :h= 30 d= 27.. - toe = 6f heel 6 ft General. Stability Check t i Mot V x (H+h) _ _ 66,619 ft.lb Mr= W x.toe + (b x h x (toe + heel) x toe x 150 pcf = 476,034 ,ft.lb . j General Stability O.K.. : Soil Pressure Check q = F x (H + h)'/ (b"Toe/2) = 1,851 psf Allowable Soil Pressure = ' 1995 psf Soil Pressure O.K. ° • Grade Beam Strength Check . Ms= 55.874 ft-kip Mu= 0.75 x (1.4D.+ 1.7L x 1.7(.1.1 E)) = 78,2236 ft-kip f c= • 2500 psi fy= 60000 psi b= 24" {. , d= 27., _ 1 As=` 4 x # 5 rebar = 1.23 in:^2 r T= As x fy= 73628.6i .1b. a = T/(0.85 x fc'x b)= 1.44 in. •, Mu'= 0.9 x (As x fy x (d-a/2)) = 145.11 ft-kip Mu'= 145.11 ft-kip > Mu = 78.224 O.K. i a :::,._.................__......._....._......_................ ...........................-......,-::::::........................................._....._......................_................._.......................................:_........................................_......_........_......................_....._..._..............:.,..�. - _ - . - ............................_..............__.._..._.__......_..........................................................,....,.................................. _........ ..... ..... ..... SUMMIT STRUCTURAL ENGINEERING Joe No Structural::;Civil Arch tecture Eger St�EETNo �-�1 ...:...__....._.............:....:..........: 9Y 2283 Fifth Street CALcuu4TEa BY La Nerve, ............................ 91750 CHECID $Y ,(909) 596-0842 fax (909) 596 5-1 8 FOUNDATION DESIGN ' Grade Beam Design ,. .. - Grade Beam @ Line G = " DL + LL x Trib. Area = Load Roof Load 30 16 x = , 0 Floor Load 12 40 x 0 = 0 Wall Load, - 15 x 0 ` _ Point Load 4951 Total (W) , • 4951 Lateral Force (V)= -" 2656 Ib. Height of applied force '- 13 ft. Allowable Soil Pressure (q) _ +1500 'psf Adjusted Soil Pressure (q') 1.33*q = 1995 psf - Grade_ Beam Geometry ' b= 24" , h= 30" ` r d= 27" V A ,. toe _ 6ft�' heel " = 6 ft V General Stability Check ' Mot = V x (H+h) _ ~ ' 41,168 ft.lb. Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 418,506 ft.lb ' + General Stability O.K. Soil Pressure Check .' „ q = F x (H + h) /,(b"Toe/2) = 1,144. psf, a Allowable Soil Pressure = 1995 psf ' - Soil Pressure O.K. Grade Beam Strength Check . r' r , Ms= 34.528 ft -kip • Mu= -0.75 x (1.4D + 1.7L x 1.7(1.1E)) _ , 48.3392 ft -kip . fc= 2500 psi _ fy= 60000 psi . . d= 27" As= - 2 xi -5 °- ' _rebar = 0.61 in.^2. T= As x fy= 36814.45 lb. - ' a = T/(0.85 x fc' x b)* .0.72 in. ' Mu'= -0.9 x (As x'fy x (d -a/2)) = a` 73.55 ft -kip Mu '= `, 73.55 ft -kip > Mu = 48.339 O.K. ............ SUMM11' STRUCTURAL ENGINEERING Jos No Structural, Cro�l, Architecture, Energy EMN- SHEET Nob _.. - BY La Verne CA'9175 �....., ..._.......................:...::..:. CHEC DTB . IL (909) 596-0842n fax (;909) 596 5181 __:. ._. _ .. _: Sc E ....... _ r . FOUNDATION DESIGN '. Grade Beam Design Grade Beam @ Line 6 �- ; DL, + LL • x ' Trib: Area = Load Roof Load -30 • -16 x = 0 . . - Floor Load .. 12 40'x 0 = 0 Wall Load 15 x 0 Point Load 2904 ` ` 2904 Total (W)' 2904 r Lateral Force (V)= 1567 Ib. _ Height of applied force 10 ft.. Allowable Soil Pressure (q) = 1500 psf, Adjusted Soil Pressure (q') 1.33*q = 1995 psf Grade Beam Geometry b= 18" h= 24" ' r d= 21' - toe = ' 5 ft., heel = 5 ft » - ' y General Stability Check Mot= V x (H+h) _ ,`' 18,804 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 202,020 ft.lb General Stability O.K. ' Soil Pressure Check r q = F x (H'+ h) / (b;Toe/2) _ ♦ 1;003 psf - Allowable Soil Pressure = 1995 psf + ' Soil Pressure O.K. . - • '� Grade Beam Strength Check ` V. r Ms= - 15.67 ft -kip ' Mu= . 0.75 x O AD + 1.7L x 1.7(1.1 E)) _ ` 21.938 ft -kip r' '• ' fc= 2500 psi » fy= < 60000 psi. w b= 18" d= o 2T,' ; 2 x # 5 - rebar = 0.61 in.^2 ' _ T=' As x fy= 36814.45 Ib,, a = T/(0.85 x fc' x b) _ 0.96 in. t ` Mu'= .,0.9 x (As x fy x (d -a/2)) _: 56.65 ft -kip E Mu'= 56.65 ft -kip > Mu = . 21'.938 O.K. FOUNDATION DESIGN, Grade Beam Design Grade.Beam.@ Line 7 • DL. + 'LL, x 'Trib. Area Load Roof Load , 30 16 i 0 Floor Load 12 40 x 0 - 0 Wall Load 15' 'x. 0" Point Load 4951 '4951 'Total (W) 4951 Lateral Force (V)= 1644 lb. s 4 Height of applied force 13'ft. Z, Allowable Soil Pressure'(q) 1500 psf Adjusted Soil Pressure (q') 1.33*q r= 1995 psf Grade Beam Geometry b= .18" -h= 24", d=. 21 toe = 5 ft heel 5 ft General Stability Check Mot = v x(H+h)= 29,160 ft.lb Mr = W x toe + (b x h x (tbe + heel) x toe x 150 pcf 212,255 ft.lb General Stability O.K. Soil Pressure Check F x (H + h) / (b*Toe/2) = 1,556' psf Allowable Soil Pressure = 1995 psf Soil Pressure .0. K. Grade Beam Strength Check Ms= 25.272 ft -kip Mu= 0.75 x OAD + 1.7L x 1.7(1.1 E)) = 35.3808 ft -kip C= f 2500 psi fy= 60000, psi b= d= 21 As- 2 x#-5 rebar = 0.61 in A 2 T= As x fy= 36814.45 lb. a = T/(0.85 x fc'x b) 0.96' in. Mu'= 0.9 x (As x fy x (d -a/2)) 56.65 ft -kip Mu'= .56.65 ft -kip >.Mu= .35.381 0.k. . . . . . . . . . . .. . . .... . . . . SUMMIT . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ......... . ... . .. .............. R.........0.....g@RA L, ENGINEERING ..... .. ..... .. .. .. . ...................... ........ ............................................ ....... ................................... ..... . Structural, Gail, Architecture, Energy SHEET Na � Z _ 2283 Fifth ......... .... ........... .... ........................... ...................... ...... .............. .. ............. Street M . . . ........................ .... . ........ .................... 11............... 1m ......................... ............ .......... ........... . . .... .............. ...................... .................. .................. La Nerne, A`- M .91 . ...................... .. .............. .... 113. KE T . ........ ........................ I-.. --.. . -111 . BY ................... ............ ..... - ..................... . . .. . . .. ...... ..... (909) 596-0842 ........................................ . ........... ..... ..... . ....... . .. . ................. ............ fax ....... ...... p R. . . . ......... ...... . .. ............ .. ....... ... - .. .............. ......... .. . .. ... - . ...... .. .. ........ ....... . . . -.!ii. . lil-1, ERED N(9.0.9 MS. 5187+1':: .. ........... ... . ..... ... . . ...... . ....... . ... ... ..... . Jos No _ Structural, C��I, Arch tecture, Energy __ _;:-:... ;;:;; St�EETNo 3 - - La CHECKED BY (909) 596 5 87 .:::..........:..........:.: SCALE -h • r ~ t f r Jos No _ Structural, C��I, Arch tecture, Energy __ _;:-:... ;;:;; St�EETNo 3 - - La CHECKED BY (909) 596 5 87 .:::..........:..........:.: SCALE 1997 UBC Lateral Analysis, BLOCK A: - Wind and Seismic Load Distribution Weight of Materials Roof DL ` 30 psf , - Floor DL 12 psf �. Exterior Wall ' 15 psf ,t ` Interior Wall - 10 psf Design Base Shear • ,, V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.902 x W . Soil Profile Sd Nv = F 1.2 y Vmax = 2.5Ca1/R x W C„ = 0.768 Base Cv= 0.64 Vmax = 0.24444444 x W Ca,= 0.44 Base Ca= `, 0:44 R= 4.5 h = ,20 Vmin = 0.11 Cal x W T= "` Cdhn)3ia . Vmin = 0.0484 x W T= 0.189 Vmin2 = 0;8ZN„ I/R x W (Seismic Zone 4 only) ; Vmin2 = 0.085 Convert Design Base Shear from Strength4Design to Allowable Stress Design (1612.3.1) D + E/1.4 = 0.24444444 /1.4 = 075 T' _ 'V=• 0.175 xW p ` Design Wind Pressure (Method 2, Projected Area) M R'1.1,3 P=CeCggslw Ce _ ' Cq= 3 P = 18.5 psf qs,,X12.6 „ ` ` . L ♦ .• .air -a a w . Vertical Distribution of Forces North - South Direction F Dead Loads ' i Jribituary Area Roof 30 psf x 25 ft ,: r = 750' Exterior Wall V 15 psf x 5 ft x -1 _ .. 75 ; Interior Wall 10 psf x 5 ft x 1 _ 50 0.175 x `875 153 lb./ft. ` Wind 18.5 psf , x = _ 9.5. ft. _ 176 lb./ft. East - West Direction Dead Loads Tribituary Area •„ , , Roof 30 psf x 35 ft = 1050 , Exterior Wall 15 psf x , 5 ft x 2 _ .150 Interior Wall 10 psf x 5 ft x 0 = 0 -,0.175 x `1200 210 lb./ft. Wind 18.5 psf. x. 8.5 ft. _ "~ :. 157 lb./ft. A t. '' o ! • •tea. • • r 1997 UBC Lateral Analysis BLOCK B Wind and Seismic Load Distribution Weight of Materials ' U t •' Roof DL' - 30 psf Floor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf . Design Base Shear V=(C„ I/RT) x W , t Z= 0.4' ' ♦ Na V= . 0.902 x W Soil.Profile Sd Nv = _ 1.2 Vmax = 2.5C I/R x W . CV = 0.768" _ . ,. Base C = 0.64 Vmax = . 0.24444444 x W Ca = 0.44 ., ` Base Ca= 0.44 s R= ,4.5 j. " 'h - i20 Vmin = 0.11Ca1 x W T=. •• Cc(hn)sia Vmin = 0.0484 z W' • . T= 0.189 V r Vmin2'= 0.8ZN„ I/R x,W (Seismic Zone 4 only) Vmin2 = 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D +.E/1.4 = 0.24444444 /1.4 = 0.175 V= 0.175xW . Design Wind Pressure (Method 2, Projected Area) P=CeCggslw .. Ce = 1.13• 4c • ' _ Cq = 1.3 104 _ P = 18.5 psf ` ~-qs = '..12.6 . Iw = 1 1 1 1 1` 1 1 11997 UBC Lateral Analysis BLOCK C', Wind and Seismic ,Load Distribution +' v • i { Weight of Materials ._ - . . Roof DL 30 psf , Floor DL 112 psf - Exterior Wall 15 psf ` Interior,Wall 10 psf Design Base Shear - • - , ' V=(C„ I/RT) x W ' Z = 0.4 ' *Na = • 1 " . ' V= 0.902 x W Soil Profile Sd v ,. Nv = Vmax = 2.5Cal/R x W. . C„ _ 0.768 Base C,= 0.64 Vmax = 0.24444444 x W Ca'= 0.44' Base Ca 0.44 ..R = 4.5 20 Vmin = 0.11Ca1 x WT= Ct(hn)314 •. �, c Vmin = 0.0484 x W T= 0.189 ' Vmin2 = 0.8ZN„ I/R x.W (Seismic Zone 4 only) Vmin2 _ 0.085 ' 'w Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) . D + E/1.4 = 0.24444444 /1.4 = 0.175 V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) , P=CeCggslw 4 . Ce--'-- 1.13 Cq = ,1.3 v P = .18.5 psf qs = 12.6„ - .: Iw = 1 SUMMIT STRUCTURAL ENGINEERING Joe Na St�rJCtUra�, CIVI; Arch tecture, Energy .:... ::::::;SHEET No c3 2283 Fifth. Street CALCULRTE . BY La Verne, CA 9175© CHECKED BY (909) v96-0:842_.::.::.fa�c (909), 596 51.87'.._.___:.:_ ..............::. _ . _ . 5c ............ . .......... . .......... Vertical Distribution'of Forces North - South �Direc�tion Dead Lomds^ ` .. Roof. `. .3Opafx ^ ~ 15� ' � " .= 450 Exterior Wall ' ' 15osfx. 'n `� ' 8.5 ft, 'O . �� ' �� ^ ' Interior Wall . ' '~1Opafx ' . O�5�x, 2�' = - ^ '. 130- -_- � ~ O.175x ' 580 ' 101 lb./ft. . Wind' 185 on� ' � . x� ' � ' " ' `S5'f� -� ` � ` ' ~ � = ' � 176 UbJ�� . - . FEast --West Direction Dead Loads . ^ . ' � ` . ThbituoryAroa Roof ' � ' 30 oof� . ' �� - -�= � 0OO ^ ^ Exterior ' 15 oafx . i.�n -. = S7�5 , . " ' ' ,Interior Wall' ' , � ' 1D.00fx ^ ~E5 � 8�5 �x ^1 \ 1 =� ` G5 ' ^ . ` . ,{i175u' . � ~ 'B22�5 .' ��J�� . ` "Wind ' 18.5 oaf x p�8ft. '-- 14~8� lb./ft. @ -. N ............ . .......... . .......... , 1997 UBC Lateral Analysis BLOCK D ` ' Wind and Seismic Load Distribution Weight of Materials • - _ , Roof DL 30 psf Floor DL 12 psf Exterior Wall '15 psf •' , �:. Interior Wall 10 psf , Design Base Shear V=(C„I/RT) x W Z '0.4 - Na = 1 V= 0.902-x W Soil Profile Sd = Nv =' 1.2 r , Vmax = 2.5Cal/R x W C„ = 0.768. Base C„= 0.64 r Vmax = 0.24444444 x W Ca = 0.44 Base Ca 0.44 R= 4.5 , ' h = 20 Vmin = 0.11Ca1 x W T= , .Ct(hn)sia, Vmin = 0:0484 x W ' . T= .. , 0:189 ' Vmin2 = 0.8ZN, I/R x W (Seismic Zone 4 only), y , Vmin2 = 0.085 E Convert Design Base Shear from Strength Design'to Allowable Stress Design (1612.3.1) . D + E/1.4 = 0.24444444 /1.4 = 0.175 _ 0.175 x W a ; Design Wind Pressure (Method 2, Projected Area) . ' P=CeCggslw , . i i ; Ce = 1.13 , ' Cq _ .1.3 P = 18.5 psf qs = ,12.6 ' iw = 1. .... _ :.::. �.. .::.::.::::::::: �:! M ..: T UC:TURAL.EN:GINEERING SU._ MIT._S. R.._ .......................................::_..,...:::::::::::::::::::.::::::-:::::,::::......,,::.::::::�::::::.:......... .. . .:::::..::.......::::::, _ 'Structural ... 1Civil Architecture Ener SHEET No d CALCULA - - _ ' L81/@rr1e, CA 91750 CHECId=D BY (909) 596-0842 fax (909) , Vertical Distribution of Forces North -. South Direction , J Dead Loads Tribituary Area - , Roof 30 psf x, i 37 ft = 1110 Exterior Wall 15 psf x 5 ftz ' 1 _ 4. 75 , Interior Wall. 10 psf x - 5 ft x 2 = 100 0.175 x , 1285- ' 224 Ib./ft. Wind 18.5 psf x A - 8 ft. - = 148 lb./ft. , East - West Direction Dead Loads Tribituary Area" Roof 30 psf x ' 20 ft = 600 Exterior Wall 15 psf x 5 ft x 1 75 Interior Wall - 10 psf x 5 ft x- 0�' = 0 0.175 x 675 118 Ib./ft: { Wind- 18.5 psf x -`11.5 ft. - 213`lb./ft. t 1997 UBC Lateral Analysis BLOCK E 4 Wind and Seismic Load Distribution Weight of Materials Roof DL ' . 30 psf. Floor DL 12 psf Exterior Wall - r 15 psf I- Interior Wall 10 psf" ' Design Base Shear V=(C„ I/RT) x' W Z= 0.4 Na = 1 V= 1.846 x W Soi[Profile Sd Nv = 1.2 ' Vmax = 2.5Cal/R x W C„ _ 0.768 ,, Base C„=. • ° 0.64. r Vmax = 0.5 x W, Ca =r 0.44 Base Ca= 0.44 R = k2:2 . r h = 20 Vmin = 0.11Ca1 x W , . T= C,(h )iia n • . Vmin = 0.0484 z W T= 0.189: a - Vmin2 = 0.8ZN„I/R x W (Seismic Zone 4 only) Vmin2 = . 0.175 - Convert Design Base Shear from Strength'Design to Allowable Stress Design•(1612.3.1) , D + E/1.4 = 0.5 /1.4 = 0.357 V= 0.357 x W •, Design Wind Pressure (Method 2, Projected Area) P=CeCygslw Ce = 1.13 Cq = 1.3 P= 18.5 psf qs = 12.6 , ,. Iw = `1 . . .. 4 SUMMIT STRUCTURAL ENGINEERING JoB,No . Structural, Ciel, Architecture, Energy SHEET No L} Z ;2283' Fitth.:Street .. CALCULATED B Y- ..: ILa Verne, CA 9'175©' C. 10 BY (909)A i.596-0842.. _fax :(909) 596..51:87 ..........._... Sca�E f � } } 1997 UBC Lateral Analysis BLOCK, F Wind and Seismic Load Distributions Weight of Materials Roof DL - 30 psf . 5 Floor DL 12 psf Exterior Wall 15 psf ' Interior Wall 10 psf �. } Design Base Shear • V=(C„ I/RT) x W Z= 0.4 Na . 1 V= 0.902 x Soil'Profile Sdy,. --. Nv_= 1.2. Vmax = 2.5Ca1/R x W C„ = 0.768 - Base C„= 0.64" Vmax = 0.24444444 x W Ci = 0.44' Base Ca= 0.44 4.5 20 a T= Ct(hn)3�a . Vmin=0:11ClxW, Vmin = 0.0484 x W T= 0.189 , Vmin2 = 0.8ZN„ I/R x W (Seismic Zone4. only) Vmin2 = 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3.1) D + E/1.4 = 0.24444444 /1.4 =, 0.175 w V= 0.175xW Design Wind pressure (Method 2, Projected Area), P=CeCygslw C2 ' r -Cq= 1.3 P = . 18.5 psf y qs._ 12.6, Iw = 1 F SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Call, Architecture, .......................... - 2 283 F�fth�:57.Street.:!::,!!:..:::!. !!:! La Ye,rne CA 9175 -.. !.:!!!!!!! CHECKED $Y 909 1596-0842 fax '909 v96 51'8.7 ScuE ........... .... Vertical Distribution of Forces * North - South Direction r ` Dead Loads �' z Tribituary Area ' Roof + 30 psf x " -'19 ft ' _,, _ , 570 . ,. . Exterior Wall 15 psf x 4 5.5 ft x 1. 4 . _ .82.5, ., Interior_Wall 10 psf x' 5.5 ftx' 0 = _ ' 0 ' 0.175 x 652.5 114 lb./ft. Wind. 18.5 psf X. 9.5 ft. 176 Ib./ft. , East - West Direction Dead Loads Tribituary Area Roof 30 psf x 19 ft :r .. = 570 Exterior Wall 15 psf x 5.5 ft x . .1. -82.5 1 �' Interior Wall 10 psf x 5.5 ft x 0- 0 r_ R F 0.175 x 652.5 114 lb./ft. a " Wind 18.5 psf x 7.5 ft. = 139 lb./ft. F SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Call, Architecture, .......................... - 2 283 F�fth�:57.Street.:!::,!!:..:::!. !!:! La Ye,rne CA 9175 -.. !.:!!!!!!! CHECKED $Y 909 1596-0842 fax '909 v96 51'8.7 ScuE ........... .... �- . �i . i } Vertical Distribution of Forces y North - South Direction - 1 Dead Loads - Tribituary Area r Roof 30 psf x 8 ft = 240 Exterior Wall 15 psf x 5 ft x - 2 _ 150 Interior Wall 10 psf x - . '"" 5 ft x •'0 _ 0 _ t 0.175 x 390 ..68 Ib./ft. Wind =18.5 psf x 7.5 ft. y _ 139 lb./ft., East - West Direction - - Dead Loads TribituaryArea ` Roof 30 psf x 14 ft Exterior Wall .15 psf x 5 ft x 2' _ 150 Interior Wall 110 psf x' S ft x' • 0 _ 0-.? - -'0.175 0. 175 x 570 • 100 lb!/ft. Wind 18.5 psf x : 7.5 ft.., _ • 139 lb./ft. • . it • l a ... _. _ � ,. - - ' SUMMIT STRUCTURAL ENGINEERING Jos No A Structural, Crv�l, rchitecture, Energy SHEET No7 ZZ83 ,Fifth .t get-, ;:: Cil4LCUtATEG" La Nerne, CAS 750 CHECKED $Y __ 909 (909) 596-0842 fax () ;596 5187 ._._ E Sca _......... .._...._ 1997. UBC Lateral Analysis BLOCK,H r " Wind and Seismic Load Distribution ' r Weight of Materials -. . . Roof DL 30 _psf s . Floor DL N 12 psf , 'Exterior Wall 15 psf • - ' r' •a , Interior Wall 10 psf . Design Base Shear V=(C„ I/RT) x W Z= 0.4 Na = 1; V=- + ' 0.902 x W Soil Profile . Sd Nv =� ^_ 1.2 Vmax = 2.5Ca1/R x W C,,,= 0.768 Base C; 0.64 Vmax = 0.24444444 x W _ Ca = 0.44' Base Ca= ' 0.44 4.5 '. ... . s0 Vmin = 0.1.1Cal x W T= Ct(h„) Vmin =� 0.0484 x W T= 0.189 ; Vmin — 0.8ZN I/R x W 2y (Seismic Zone 4 only) • � " ,, Vmin2,= t . 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D +. E/1.4 = 0.24444444'/1.4 = 0.175 V= 0.175xW ` Design Wind Pressure (Method 2, Projected Area) ' P=CeCggslw . Ce = 1.13 + y Cq = 1.3 - P = 18.5 psf 4s = 12.6 Iw Vertical Distribution of Forces , North - South Direction- Dead Loads - ' , Tribituary;Area Roof • _ 30 psf x 23 ft '690 - Exterior Wall 15 ,psf x ' 5 ft x 2- ' _ + 150 . Interior Wall 10 psf x 5 ft x •' 1 = 50 " 0.175 z 890 155 Ib./ft. • . Wind 18.5 psf x 7.5 ft: - _ , 139 lb./ft. ; East - West Direction Dead Loads r •Tribituary Area Roof 30, psf x. 19 ft'. = 570 • ' Exterior Wall 15 psf x s 5 ft x 2 '' = a ' 150 " Interior Wall 1.0 psf x » ' 5 ft x- 1 = 50 - '0. 175 x . 770 134 lb./ft. Wind 18.5 psf x 9.5 ft. , _ 176 Ib./ft. SUMMIT STRUCTURAL ENGINEERING Jos No Structural, Ciw1 Architecture Ener 9Y SHEET No dt m 2283 Fifth Street CALCULATED BY La Yerne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596 5187 SCALE _ SUMMLT__.STRUCTURAL'ENGlNEERING - O Structural, Ci��1,Architecture, Energy St�EET No 122831131— Street CALCiJLATEfl BY .. ' ILa ...... , CA 91750 CHEc o BY (909) 596-0842...: fax (909). 596'587 __._ :_ . _..: ScE 1997 UBC Lateral Analysis BLOCK I .: ' Wind and Seismic Load Distribution ' Weight of Materials L Roof DL 30 psf Floor DL ,.' r 12 psf Exterior Wall 15 psf , Interior Wall 10 psf Design Base Shear ^ V=(C„ I/RT) x W Z= 0.4 Na = 1 V= 0.902 x W '.Soil Profile Sd ' Nv = „1 2 Vmax = 2.5Ca1/R x W.. C„ _ 0.768 - Base Cv= r 0.64 Vmax = 0.24444444 x W Ca = 0.44 ' Base Ca= 0.44' ' R= 4.5 h = 20 Vmin = 0.11 Cal x W _ T= ._ ~Ct(hn)aia y, + ; Vmin = 0.0484 x W T= 0.189 ' Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) Vmin2 = 0.085 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612:3.1) D +.E/1.4 = 0.24444444 /1.4 = 0.175 '. V = 0.175,x W • ' - J• J Y • .. ,. .. . • " . .. , is Design Wind Pressure (Method 2, Projected Area) ` P=CeCggslw • Ce = , 1.13, .. Cq = 1.3 r - ' P = 18.5 psf `qs`= 12.6 ' ;. •Iw = 1 _ SUMMLT__.STRUCTURAL'ENGlNEERING - O Structural, Ci��1,Architecture, Energy St�EET No 122831131— Street CALCiJLATEfl BY .. ' ILa ...... , CA 91750 CHEc o BY (909) 596-0842...: fax (909). 596'587 __._ :_ . _..: ScE Vertical Distribution of Forces North - South Direction ,: ;' Dead Loads ,Tribituary Area `? Roof .30 psf x* 27-ft _ 810 Exterior Wall 15 psf x; 5 ft x 2 i= 150 Interior Wall 10 psf x • 5 ft x '. 0 _ 0 ' - 0.175 x 960 168 Ib./ft. ` Wind ',18.5 psf ', x f 9..5 ft.: = • • . 176 Ib./ft. East - West Direction tj- Dead.-Loads Tribituary Area Roof 30 psf x, 20 ft = 600 Exterior Wall . 15 psf x 5 ft x 1 = 75 Interior Wall 10 psf x ' 5 ft x 1 = 50 0.175 x 725 127 Ib./ft. . Wind .• 18.5 psf x - 7.5 ft. _ _ 139 Ib./ft., PL SUMMIT STRUCTURAL ENGINEERING No HmmJos Structural, Civil, Architecture, Energy SHEET Nod ........:::::...::::.. 2283 Fifth. Street ::: :.: ...........:.:::..::....:...:. _ ............. • H. A lATED:BY LCU .:... ...::..:.::.:.....:..:..::::.. La Verne, CA 91750 ....... CHECKED SY __ (909) 596-0842 fax .(909) 596 51.87 Sca�,E .___..... . _. __ :. 1997' UBC Lateral Ana The redundancy/reliability factor, p, was added to the 1997 UBC to encourage structural engineers to provide a reasonable number and distribution of lateral force resisting elements. For simple box type structures, the , formulas that the code provides for p and rmax are easy to use, and seem at first.glance, to provide some correlation to the'reliability/redundancy of the entire structure. However, for structures which have more complicated geometry, i.e. - multiple blocks, holes in the diaphragm, discontinuities, etc. the rho factor calculations can become very cumbersome. - Additionally, an iterative process is often required as part of the shear wall calculations. This adds greatly to the number of calculations required to provide a complete lateral -analysis, which adds to the complexity, which increases the possibility of error. For this reason, the rho equation was analyzed to determine if a simpler format could be utilized, to minimize the complexity of the calculations. Simplified rho Summary Seismic load is directly related to building mass. Building mass is directly related to building geometry. For the simplification described below, we will use both the generic mathematical building model as shown above, and a numerical example, which may be easier to follow. Before starting, lets look at a,typical one story structure; a house with dimensions of a = 30''x b = 60' with a concrete tile roof, and average sized rooms of approximately 15' each; stucco exterior walls (15 psf dead load) and drywall interior walls (10 psf DL). Depending on the roof dead load (usually taken as 18 psf for concrete tile roof) and the plate height, assuming standard default seismic factors, R=4.5, Z=0.4, >15K from active fault, Sd soil profile, etc., we usually get an adjusted acceleration factor of approximately 20% (0.20) of the building dead load' Having calculated hundreds of one story houses, the typical lateral force usually ranges from 4 psf to 5 psf. Frequently, when performing preliminary calculations, we use 5 psf lateral load to check shear wall locations and lengths, based on seismic loading (wind loading must also be considered, but this is a separate, simple, calculation). .............. Y R , 1997 UBC,Uteral Analvsis _..... Numerical Proof, + Starting with the numerical model, and the base rho equations )^vz] with r listed below, we have: ` p =, 2 - 20/Irma. x (AB - { - max = VwaIP story X �0/Lwall a • •' Substituting rm into the rho equation we have: - p = 2 20 x-Vt.Wx LW,,, 10(Ab)^Uz Vwall . Since seismic load is a function of geometry, and using,a constant seismic factor for the house (or block/level, which ever the case may be - it is still a constant) we see that: Vstory = a x b x (factor) where factor.is a constant (5 psf good estimate for the simple house specified above). • " V., = X x a x (factor) Ab=axb + • ,... t Substituting the expanded equations listed above back into the rho equation we get: p= 2 2 x (al(b fa r ' x . 11 ctorl x LWs„ r (a)(X)(factor) [(a)(b)JAII2. Remembering back to algebra (its hard, I know!), "when one has a square root in the denominator, it is like a (number)^ -1/2 in the numerator, so to simplify, one can subtract the denominator from the numerator. Also remember that [(a)(b)]^'/2 is equivalent to (a)^112 x Simplifying the equation above, the [(a)(b)]^112 cancels with the (a)(b)(factor) above leaving [(aj(b)]^1I2 x (factor) which is the same as (a)^'/2 x (b)AI/2 x (factor). Also, the (factor) V components cancel. Last, the positive (a)^'/2 on the top cancels with the (a) on the bottom, (subtract exponents) leaving a (a)^'/2 on the bottom. The simplified form of the equation is listed below. p= 2 2 x (b1"vz x L , (a)A112 .. X The first half of the equation is filled with constants, as "a" and "b" are'constant, being governed by the building or block geometry. With this simplified form of the rho equation, we can quickly run rho calculations to get a feel for the purpose of ttiis "redundancy/reliability" factor. shear wall a IW X ` S .b a = trib. depth , b = width of block ` x = width trib. to shear wall IW = length of shear wall rmax = 'Nax * 10/lw)/Vtotal p = 2 = 20/(r '*(A e)" 112)max _ r p.= 2 - 2l(b"1/2/a"1/2)(1 IX)] _ Block A Block Shear Line= B - - Shear Line = ' a = w b= -25 ft.a = 20 ft. � . 35 ft. - b= .46 ft. - IW'= 17 ft. M1. _ 17.5 ft.. X= Y 23 ft. 2 bA11ila"112 p=2' ;l( )(1 WIX)]= -0.30- p = 2. 2l(bA 1121a" 1/2)(1.IX)1 = - 0.94 - Block Shear Line = E - 5 f Block. c , . H Shear Line = - " g a = .27 ft. a = 19 ft. •� 23 ft. IW = 16 ft. ' ; h = 5.33 ft. _ x = 30 ft. 5 X - 11.5 ft. P = 2 -.2l(b" 1127a" 112)(l�141 _ . 0.38." p = 2 - 4(b" 1127a" 112)(1 W7x)1= .................................. . .:........ .. .............. ::........:. ::::.:::::....:. ................:... f SUMMIT STRUCTURAL ENGINEERING ;-___[:-`;='ii-_ii';_i "" " Jos No ;Structural, Civil, Architecture, Energy SH£ETNo 8-3.1,11",Flfth $treat ..::: .:::..::.:..::. CALCiJtJ1TEg BY .. .La Verne, CA 9175© CHEcII Br ScE _. " Lateral Analysis Q�� ®''^''` j Cg16cv' C•� : STC sae VCZX Shear Wall Line.' • r A Roof level . Block A w/ 1/2 block E + Block B 16 153 ' Q 1 = • 153 Ib/ft x 35 / ' 2 = 2677.5 4 Load From Side 102 Ib/ft x X33 /� 2 r = 1683 ' Additional Load 556 556- „ 'Total Load . " , 4916.5 Unit Shear = , < 4916.5 / 16 ft.. = 307 Ib./ft. f Use Shear -Wall Schedule No. 4 Capacity p ty = 350 Ib./ft. , r 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check, Li16 " h 10 Unit Shear = 307 Dead Load Tribituary 'Load x A 2/ M w ,La i/erne CA 91750 (909) 596-0842 fax (909) 596 5181._.. _ . . Roof/Clg Load 30 psf x 260 - rm '16 r . 7680 ' Wall Load 15 psf x - 10 . _ ' 150, 16 19200 Floor Load 12 psf x rr 0- _ 0 16 0 - Additional Pt. D.L. 0 0 16 0 Mr = 26880 ' Mot =, ' ,. 307 pif x 16 x 10` _ . 49165 Tup = (Mot -.85 x Mr) / 16 ft- :0.33 ft. T = 1679 Use HTT16 Capacity =3480 Ib... ,La i/erne CA 91750 (909) 596-0842 fax (909) 596 5181._.. _ . . - 4 SUMMIT STRUCTURAL ENGINEERING Jos No �Structuraa, Civil, Arcti�tecture, Energy E _S No CALCULATED BY La:Ne,rne ::CA 91.750.... 909 596-0842 fax 909 596 5187 _.. :GALE f Use Shear Wall Schedule No. 3 Capacity — 490 Ib.lft. _ Y 318" Plywd. Str_. II w/ 8d @ 313112 Lateral Analysis' Shear.Wall Line _ B Roof level ; @ Block B , _ Overturning Check L= 6 , .. Li 6 V= 157 9 Q1.= 157 Ib/ft x, 33/ 2 _ . 2590.5 Load From Side 0 Ib/ft x 0 I' 2 = �° ", 0 Load From Side 0 Ib/ft x 0/ 2 0 A Additional Load 0 `' 2160 = 0 } 15 psf x ` 9 = Total Load ,� ` ' 2590.5 Unit Shear =" 2590.5 / 6 ft" _ - 432 1b./ft.,,• ` 6 0 Additional. Pt D.L. SUMMIT STRUCTURAL ENGINEERING Jos No �Structuraa, Civil, Arcti�tecture, Energy E _S No CALCULATED BY La:Ne,rne ::CA 91.750.... 909 596-0842 fax 909 596 5187 _.. :GALE f Use Shear Wall Schedule No. 3 Capacity — 490 Ib.lft. _ Y 318" Plywd. Str_. II w/ 8d @ 313112 _ Overturning Check Li 6 h 9 '. •Unit'Shear = 432 Dead,Load Tribituary Load x • Arm?/,'Mr _ Roof/Clg Load 30 psf x :' 4 = 120 6 2160 = .. - Wall Load 15 psf x ` 9 = 135 r 6 .2430 Floor Load 12 psf x 0 = 0 6 0 Additional. Pt D.L. 0 0 6 0 ' y Mr = , 4590 - Mot = 432 plf x 6 x 9 = 23315 • ` `, , Tup = (Mot -.85. x Mr) 6 ft`- 0.33 ft.- -T,= .3424-. . ` Use HTT22 ` ;' - ► Capacity = 5250 lbs. µ - SUMMIT STRUCTURAL ENGINEERING Jos No �Structuraa, Civil, Arcti�tecture, Energy E _S No CALCULATED BY La:Ne,rne ::CA 91.750.... 909 596-0842 fax 909 596 5187 _.. :GALE f J 1 � _ Lateral Analysis - 4 Shear Wall Line D Roof level r L= ` V = 155 Q1 = 155 Ib/ft x 19/ 2' _ 1472.5 Load From Side 0 lb/ftx 0/ 2 = 0 ' Additional Load 0 0 Total Load 1472.5 h Unit Shear = 1472.5, /' 21,ft. = 70-Ib./ft. Use Shear Wall Schedule No.- 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 f Overturning Check • ' , Li 21 ,h. 10 'Unit Shear = 70, + - ' Dead Load Tribituary• ' Load x .Army/e Mr Roof/Clg Load • 30 psf x - 9 _ 'x,;270 ' 21, 59535 Wall Load 15-psf x 10 _ _. 150 ^ .; '21 . 33075 Floor Load 12 psf x 0'- _ 0 21 0 Additional Pt. D.L.. -' 0 ' 0 21 0 Mr' = 92610 Mot = 70 plf x • 21 x 10 :_ • , 14725. " Tup = (Mot -.85 x Mr) / 21 ft - ,0.33 ft. , T = -3096 ' Standard A.B. adequate No Holdown Required • ; ....... :::::; Structural Ci��1: Arch tecture, Ener y ................. '° r� Du BY. � 1'. La Verne, CA 9175© CHEco BY �� (909) 596-084'2 fax (909).596 5187 ScA Lateral Analysis Shear Wall Line' F Roof level V 734 ` Q1 = 734 Ib/ft x 26/ 2, _ _ 9542 Load From Side ,, 101 Ib/ft x 22 / 2 . J 1111 F . Load From Side224 Ib/ft x 20/ 2 , _ r - 2240 Additional Load 0 �� 0 Total Load 112893, Unit Shear = 12893 *"/ 3 ft. _ - ,- 4298 lb./ft.. ' Use steel moment column per plan: See calculations on`follovi ing pages. SUMMIT STRU -- _ - Crvil, Architecture, Energy - ,Structural, ...:::..:::::::::. : GALCIILAT Ei3 Bl( ^ 'L'a 1/erne,: CA 91 T50 `- ',� CHECKED SY (909) 596-0842 fax FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE Project F.-AIe Residence Client Sun Vista. No. sv-155 Date *********** !y. 5 bolKzps 4 O--4.998 kips --------------------------------------------------------------- Free Standing Steel Column ------------------------------- 2 Nodes 1 Beams 1 Nodal Loads 0 Beam Point Loads 1 Load Cases 0 Beam Distrib. Loads --------------------------------------------------------------- Prepared By SUlviIyIlT STRUCI L3RAL ENGRIEEWNG Phone (909) 596-0842 .._Eax (909) 596-5187 ._ _. 2283 5 I7I STLEET., _ LA VERNE ..CA ------------------------------------------------------------------------ NODAL DATA I Global Default Temperature = 0.00 -----------------------------------------------------------=------------ 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 1 0 2 0 13 0 BEAM DATA Beam Property End Releases Beam Definition Label I-endI J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 - 2 I 1 I I I 1 113.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ------------------ -------------- -------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES --------------- NODAL LOAD DATA AISC/Otherl Area Inertia Elastic Weight Coef. ofFy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag ------------------------------------------------------------------------ PROP. LABEL (in -2) (in -4) (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 5 TS12x4x3/8 11.1 178 4 TS10x4x1/4 6.59 79.3 2 TS10x4x3/8 9.58 110 3 TS12x6x1/4 8.59 161 1 TS12x6x3/8 12.6 228 --------------- NODAL LOAD DATA ----------------------------------------------------------------------- LOAD'COMBINATION DATA ----------------------------------------------------------------------- Combination I RunlIncreasel Stress Load Case Multipliers Factors Y -Load Description ? 1 2 3 4 5 Xgrav Ygrav Flag 1: Default 1 1.33 1 -1 2: 3: 4: 5: 6: 7: 8: 9: 10. 11: 12: 13: ------------------------------------------------------------------------ ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions. (k,k-ft) LABEL Comb: ------------------------------------------------------------------------ X Y Rotation I X Y Rotation 1 1 I 0.000 0.000 -6E-13 -4.30 -13.98 55.87 2 1 0.823 0.006 -0.0079 I 0.00 0.00 0.00 --------------- BEAM END FORCES BEAM jLoad.1...... I Node End J Node End .. LABELCombAxialShear MomentAxialShear Moment - ------- (K) - - - (K) -- --- -- (K -ft) - (K) -- - (K) - - - (K -ft)-- 1 I 1 I -13.982 4.298 55.874 14.539 -4.298 -0.000 1 ------------------------------------------------------------------------ ' -AISC-UNITY-CHECK RESULTS fit LABEL I Comb. I Maximum I Node 1/4EAM Load Overall it enter1/tints 3/4 Node ------------------------------------------ -------------------- 1 1 0.597 0.597 0.458 0.319 0.179 0.040 Lateral'Analysis r Shear Wall Line G Roof level @ Block E (31/62) & F (7/19) L= 2 .V=734*31/62=367 V=114*7/19=57 V = 367 Q1 =' 367 Ib/ft x 26/ 2 4771' Load From Side 57 Ib/ft x 19/ 2. = 541.5 Load From Side 0 Ib/ft x 0/ 24 = 0.- , Additional Load 0 0 Total Load 5312.5 Unit Shear'= -5312.5 / 2 ft. _` •2656 Ib./ft. Use steel moment column per plan. ' See calculations on following pages. ' C�Ic �e! (ow �� ' @��cS S�•cc,( Co Imo.• -s fn Ca(,,,.� ' .' �•34`� Z6��-}__��►`� �`%Z� � ' �y:C�z � �- X3',3 v;=.;;;:si ::::::::::: SUMMIT STRUCTURAL ENGINEERING - ;::_ Joe No S�ructurai, Civil, Architecture, Energy St�EET No l CALCULATED BY La Yerne, CA 9175© CHEcra=D BY (9 09) 596-0842; fax (909)_596 518' SCALE FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE -----------------------------------------=----------------------------- ----------------------------------------------------------------------- y, 951 kips Project Finley Residence Client Sun Vista .c--:�•�56k�p No. SV -155 • t Date *********** Free Standing Steel Column ------------------------------- 2* Nodes 1 Nodal Loads 1 Beams 0 Beam Point Loads 1 Load Cases 0 Beam Distrib. Loads Prepared By ------------------------------------=----------------------------------- NODAL DATA Global Default Temperature = 0.00 ------------------------------------------------------------------------ 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 1 0 2 0 13 0 BEAM DATA Beam Property End Releases Beam Definition Label I-endI J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 _ 2 I 1 1 I I 1 113.000 ---------------------- BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ------------------ -------- ----- -------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES •AISC/Other Area Inertia Elastic Weight Coef. of Fy Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag PROP. LABEL '(in^2) (in^4) (Ksi). (K/ft-3) (/100F) Flag ------------------------------------------------------------- ------ 'Default 29000 0.4896 0.00065 36 ' 4 TS12x4x3/8 11.1000 178 2 TS10x4x1/4 6.59000 79.3000 5 ' TS10x4x3/8 9.57999 110 3 TS12x6xl/4 8.59000 161 1 TS12x6x3/8 12.6000 228 7 TS14x6x3/8 14.1000 337 6 TS6x6x3/8 8.07999 41.5999 8 TS14x10x3/ 17.1000 476 ------------------------------------------------------------------------ ' NODAL LOAD DATA ------------------------------------------------------------------------ NODE Nodal Loads (K,K-ft)I Load Case Factors ' LABEL I Global -X---Global-Y Moment 1 2 3 4 5 2 I 2.656 - 4.951 I 1 ------------------------------------------------------------------------ DISPLACEMENTS AND SPRING/SUPPORT REACTIONS ------------NODAL NODE I -------------------------------------------------------- LoadI Displacements (in, rad) I Reactions (k,k-ft) LABELComb_ --- ---- - ---- ------------------------------------------------------ XY---- ------- X Y Rotation 1 1 -Rotation 0.000 0.000 3 4.53 2 I 1 I 0.508 0.002 -03 0048 I 0.00 0.00 0.00 --------------- BEAM END FORCES BEAM Load ....... I Node End ........ ....... J Node End ........ LABEL --[Comb _----Axial Shear Moment Axial Shear Moment -- ' (K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 I 1 I -4.394 2.656 34.528 4.951 -2.656 0.000 ------------------------------------------------------------------------ AISCUNITYCHECK RESULTS -- - BEAM I Load I Overall I 'I' Center Points 'J' LABEL Comb - -- ---3/4 Node ' 1 � 1 � 0.357 1----0.357.!---0.271 0.185 0.100 0.014- w 2 - -r 56 X Iz?,'v� C6( w/ 1R,t( (a C. /W-�&,--11 OIG.. 'T -v to'_ 110& .CC:,.z V.J wdid c-(yor" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - NODAL DATA Global Default Temperature = 0.00 ------------------------------------------------------------------------ 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 1 0 2 0 13 0 BEAM DATA Beam Property End Releases Beam Definition Label I -end I J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) ------------------------------------------------------------------------ 1 _ 2 I 1 I 1 113.000 ---------------------- BEAM STRESS CHECK DATA BEAMUnbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ------------------ (ft) ------- ------------------ ------------- -------- Default Beam Length 1 1 1 1 No BEAM PROPERTIES --------------- NODAL LOAD DATA AISC/Otherl Area Inertia Elastic Weight Coef. ofFy I Y -Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag ------------------------------------------------------------------------ PROP. LABEL (in -2) (in -4) (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 5 TS12x4x3/8 11.1 178 4 TS10x4x1/4 6.59 79.3 2 TS10x4x3/8 9.58 110 - 3 TS12x6xl/4 8.59 161 1 TS12x6x3/8 12.6 228 --------------- NODAL LOAD DATA ------------------------------------------------------------------------ LOAD COMBINATION DATA ------------------------------------------------------------------------ Combination Run Stress Load Case Multipliers Factors Y -Load Description I ? IIncreasel 1 2 3 4 5 I Xgrav Ygrav Flag ------------------------------------------------------------------------ 1: Default 1 1.33 1 -1 2: 3: 4: 5: 6: 7: 8: 9: 10. 11: 12: 13: --------------------------------------------------------------- ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL Comb. ------------------------------------------------------------------ X Y Rotation I X Y Rotation 1 1 I I 0.000 0.000 -7E-13-5.31 -2.94 69.07 2 1 1.017 0.001 -0.0097 I 0.00 0.00 0.00 --------------- BEAM END FORCES BEAM lCo Load I... I Node End J Node End .. ' LABEL mb_- -.AxialShear Moment AxialShear Moment -------------------- --- - (K) ---- (K) --- - (K -ft) --- -- - (K) ----- - (K) --- (K -ft)- 1 I 1 I -2.943 5.313 69.069 3.500 -5.313 -0.000 Lateral. Analysis • t • Shear Wall Line' G Roof level ' @ Block E (31/62) & F,(12/19) L= 14 • V=734*31 /62=367 V=114*12/19_ =72 V = 367 ' Q 1 = 367 Ib/ft x 26"/ 2 4771 ' Load From Side 72 Ib/ft x 19/ 2 = 684' Load From Side 0 Ib/ft x 0 V 2 = 0 ' Additional Load 0 �. 0 Total Load 5455 Unit Shear = 5455 % 14' ft_ _ 390 lb./ft. ' Use Shear Wall Schedule No. 3 Capacity = 490 lb.lft. y 318" Plywd. Str. II w/ 8d @ 313112 Overturning,Check _. Li 14. h 13 Unit Shear = 390 Dead Load Tribituary . Load ' . x Arm2/� Mr Roof/Clg Load 30 psf x 14 = 420 14 41160 Wall Load 10 psf x 13 , _ 130 T 14 Floor Load 12 psf x ` 0 = , 0 14 0 ' Additional Pt. D.L. 0 0 14 . 'o Mr = 5 34 -;Mot = 390 plf x' 14 x 13 Tup = (Mot -.85 x Mr) / 14 ft- 0.33 ft. ., T • Use HTT22 aCapacity = 5250 lbs. ' SUMMIT STRUCTURAL ENGINEERING Jos No S#ructurat Civ.�l Architecture Ener SHEET Na $ 22. .Fifth .......... �La 1/erne, CA 91750 CHEcu oTBY 909 596-0842 fax 909 596 51;87..: .f Lateral Analysis Shear Wall Line ^ G Roof level @ Block I ` L= 6 z V _ 176 0 Q1 = 176 Ib/ft x. + 20-/;1 2 =,r • ; 1760 Load From Side , 0 Ib/ft x ` 0/1 2 = v' 0 ; . Load From -Side 0 Ib/ft x 0/ •,2 _ . 0 Additional Load 0 0 • • ; Total Load 1760 • Unit Shear. = 1760 / 6 ft.' = `. 293 Ib./ft: , Use Shear Wall Schedule No.. Capacity = 350 Ib./ft. r 3/8" Plywd. Str. II w/ 8d.@A14i'rZ2 Overturning Check Li 4 6 i h 10 Unit Shear = 293 Dead, Load Tribituary , Load • 'x ArM2/,- Mr Roof/Clg Load M30 psf x l 3. _ 90 6 16201, Wall Load 15 psf x 10 _ .150 6 2700 Floor Load 12 psf x 0,= 0 6 0 Additional Pt. D. L. 0 '' z 0 .' 6 0 t Mr = 4320 Mot = 293 plf x 6 z _ 10. 17600 Tup = (Mot -.85 x Mr) / 6 ft-, 0.33 ft. T = 2456 4 '. Use HTT16 . Capacity = 3480 Ib. SUMMIT STRUCTURAL ENGINEERING Jos No S#ructurat Civ.�l Architecture Ener SHEET Na $ 22. .Fifth .......... �La 1/erne, CA 91750 CHEcu oTBY 909 596-0842 fax 909 596 51;87..: .f ' _ .:.1 �. •� . � _ Y Y • 1 „ Lateral. Analysis ` Shear Wall Line 1 Roof level s L= 3 V Q1 = 210 Ib/ftx 23,P 2, = 2415 .. Load From Side _ - _ , 0 Ib/ft z 0 /-' 2 0 Load From Side ' ,. , . Ib/ft x r . , 0/ 2 _ 01 Additional Load 0 0 Total Load 2415 „ Unit Shear - ._ • 2415 /" 3 ft. _ % - ' 805 Ib./ft. - I - Use Simpson "Strong Wall" ICBO No. PFC5485 _ SW22x8-4 Cap. = 4820 Ili. \ 1 ', - C :. Lateral Analysis.,. Shear Wall Line; 21 Roof level L= 32 , ._ V- 210 Q1 =. 210 Ib/ftx' 23/ 2 _ 2415 ; Load From Side 204 Ib/ft x = 18/ 2'• _ . 1836 . Load From Side ` Ib/ft x 0/ 2. = 0 Additional Load 0 0 . Total Load - 4251 ' Unit Shear = 4251 / , 32 ft. _ �• 133 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib.lft. - ' 318" Plywd. Str. II w/ 8d @ 4/4/12 ,. Overturning Check . Li - ... -•` .i ". a h 10 _. , x �. Unit Shear = 133 Dead Load Tribituary Load z Arm? Mr Roof/Clg Load 30 psf x 11.5 = 345-,- 12 24840 , - Wall Load .10 psf X. -10 _ 100 12 x7200 " , Floor Load 12 psf x 0 _ - 0 . ., 12'. 0 - Additional Pt. D.L. 0 0 12 " - 0 _ E' r . Mr = 32040 Mot= ` . 133 plf z 12 x 10 = 15941 • e►Tup = (Mot -.85 x Mr) / 12'ft - • .'0.33 ft. T = -968 49 • Standard A.B. adequate No Holdown Required' ; M T UCTURAL ENGINEERING..: - = -ii::: ::`::::: Jos No (,Structural, CiV�I, Architecture, Energy; i SHEET NO CALCi1LATEO BY La Yerne, CA 91750 CHEcD BY __ (909)596.0842 ,fax (909) 596 5187 _..:: -...-.--.--- Sca.E -Use Shear Wall Schedule No. 4 Capacity 350'Ib./ft. �• , , r,,'. 3/8" Plywd. Str. II wl 8d @ 4/4/12 ,. f Overturning Check `. Li 15 • •h, . Y 13 u Unit Shear = 286 r - r Dead Load -Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x - Lateral Analysis -150 15 f Wall Load' 15 psf x 13 = 195 15 21938 Floor, Load 12 psf x Shear Wall Line 3 Roof level 15 0,,, ; Additional Pt. D.L. 0 - .0 L= 30 : L. V = 204 Mr ,= , �. Q1 = 204 Ib/ft x 18 / 2 _ _ 1836 Load From Side 324 Ib/ft x 35,/,-2 5670- 670 Load Load From Side 144 Ib/ft x 15/ 2 = 1080, T= 1555, ' Additional Load 0 ' 0 - Total Load `. 8586 Unit Shear = 8586 ' / 30 ft T 286 Ib' /ft -Use Shear Wall Schedule No. 4 Capacity 350'Ib./ft. �• , , r,,'. 3/8" Plywd. Str. II wl 8d @ 4/4/12 ,. f Overturning Check `. Li 15 • •h, . Y 13 u Unit Shear = 286 r - ENGINEERING :........ ::::_: _ Structural Civil Architecture, Ener SHEET No Z . .:: ;..::; ' CALCULATED BY La Verne.: CA._91750 = ' CHECKED $Y X909) 596-0842_:.. fax (909);596 5187...:..:., .:_...: _...::...................ScALE' r Dead Load -Tribituary Load x Arm2/� Mr Roof/Clg Load 30 psf x - 5 �' _ -150 15 16875 Wall Load' 15 psf x 13 = 195 15 21938 Floor, Load 12 psf x 0 _' 0 15 0,,, ; Additional Pt. D.L. 0 - .0 415 0 " Mr ,= 38813 • Mot = 286 plf x 15 x 13 . _ . 55809 ' Tup = (Mot - :85 x Mr) / 15 ft- 0.33 ft. T= 1555, ' Use HTT16 y Y . ., T Capacity = 3480 Ib. ENGINEERING :........ ::::_: _ Structural Civil Architecture, Ener SHEET No Z . .:: ;..::; ' CALCULATED BY La Verne.: CA._91750 = ' CHECKED $Y X909) 596-0842_:.. fax (909);596 5187...:..:., .:_...: _...::...................ScALE' 4 ' Lateral Analysis w Shear Wall Line 4 Roof level - L= 13:5 V = 144 Q1 = 144' Ib/ft x 15 I '2'. _ ; •, 1080 Load From Side 118 lb/ft x 24 / 2 = • 1416 Load From Side 0 Ib/ft x *• ' .0 / 2.' = 0 Additional Load ti 0 < •0 , . Total Load 2496, Unit Shear = 2496 / 1 3.5.ft. _ + 185 Ib./ft. • - -Use Shear Wall Scheduler No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II wl 8d @ 4/4/12 Y s Overturning Check h 13. 4 a ` •,,, Unit Shear = • 185 x w. ' Dead Load Tribituary Load x km2/,, Mr Roof/Clg,Load 30 psf x ,. 7.5 .' _ 225. 6.5 4753.1 Wall Load '10 psf x - 13 = 130 6.5 2746.3 - Floor Load 12 psf x -,'-o = _ 0 6.5 0 Additional Pt. D.L. 0 0 6.5 0 , ... Mr = 7499.4 - Mot = ' ` 185 plf x 6.5 x 13 15623 Tup = -(Mot -.85,x Mr) / 6.5 ft -. -0.33 ft. 4 T = 1499 w v^ Use HTT16 #r Capacity = 3480 lb. . . ...... ...... ........ ............................... .. . ........... . . ....... ......... Lateral Analysis Shear Wall Line 51 Roof level, Block D, E, and F' L=.- 16 V = 118 Q1 118 lb/ft x 37 2 2183 Load From Side 324 lb/ft x 6d/ 2 9720 • Additional Load 1083. 1083 Total Load 12986 Unit Shear= 12986 -16 ft., 812'lb./ft. -Use Shear Wall Schedule No. 2a Capacity 1170 Ib./ft. 3/8" Plywd. Str. 11 w/ 8d @ 212/12 Overturning Check Li 8 h 13 Unit Shear 812' • Dead LoadM/ Tribituary Load, X, Ar2Mr RoofIClg Load .30 psf x 2 60 8-,. 1920 Wall Load 15 psf x 13 195 8 6240 Floor Load, .12 psf x -0 0 8 0 Additional Pt. D. L. 0 .0s 8 0 = _Mr ..8166 Mot x 8 x 13,=', 84409 Tu I p=, (Mot -:85 x Mr) 8 ft - .0 .33 ft. T = 10101' Use HD14A Capacity 13,380 lb. . . ...... ...... ........ ............................... .. . ........... . . ....... ......... - � � � r. .� 7 � � ., ; � ` .. � i - _ .. FASTFRAME Version 1.11 --------------- --------------- Two-Dimensional Static Frame Analysis Copyright (C) 1988,89 ENERCALC SOFTWARE ------=------------------------------------------- -------------------------------------------------- a,4 4 k�Yx Project Finley Residence. Client Sun Vista. 47 ki r No. SV -155 , �O Date *********** --------------------------------------------------------------- Free Standing Steel Column ------------------------------- 2 Nodes 1 Beams 1 Load Cases Prepared By 1 Nodal Loads 0 Beam Point Loads 0 Beam Distrib. Loads SUMMIT STRUCTURAL ENGINEERS 2283 FIFTH STREET LA VERNE, CA 91750 (909) 596-0842 PHONE �- PAGE 1 ------------------------------------------------------------------------ NODAL DATA Global Default Temperature = 0.00 ------------------------------------------------ ----------------------- NODE Coordinates Boundary Restraints Node LABEL X Y X-dof Y-dof Z-dof Temp I ----------- --------(ft)------------(0,1,2,in,K-in,radians)-----(F)--- 1 0 0 1 1 1 0 2 0 10 0 BEAM DATA ------------------------------------------------------------------------ Beam Property End Releases Beam Definition Label I -end I J -end BEAM Length I -node J -node -or- Tag x y z x y z LABEL (ft) 1 - 2 I 1 1 I I 1 10.000 ------------------------------------------------------------------------ BEAM STRESS CHECK DATA ------------------------------------------------------------- BEAM Unbraced Lengths K Length Factors Bending Coeff 2nd LABEL Y -Y (axis) X -X Y -Y (axis) X -X Cm Cb Member? ---------- -------- (ft) ------- ------------------ ------------- -------- Default Beam Length 1 1 1 1 No ------------------------------------------------------------------------ NODAL LOAD DATA ------------------------------------------------------------------------ NODE I Nodal Loads (K,K-ft)I Load Case Factors LABEL Global X Global Y Moment 1 2 3 4 5 ------------------------------------------------------------------------ 2 1 1.567 2.904 1 1 ------------------------------------------------ NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL I Comb. I X Y Rotation I X Y Rotation ------------------------------------------------------------------------ 1 1 0.294 I 0.294 0.223 5.67 10.00 2 I 1 ( 0.302 0.000 -0.0046. I 0.00 0.00 BEAM END FORCES -----------------------------------7------------------------------------ BEAM lComb Load I....... I Node End ........ J Node End ........ LABEL . Axial Shear Moment Axial Shear Moment =-----------------(K)-----(K)----(K-ft)--- ---(K)------(K)----(K-ft)-- 1 1 1 1 -2.578 1.567 15.670 2.904 -1.567 -0.000 AISC UNITY CHECK RESULTS ------------------------------------------------------------------------ BEAM Load Overall 'I' Center Points 'J' LABEL ---------------------------- I Comb. I Maximum I ------------------------------------------ Node 1/4 1/2 3/4 Node 1 1 0.294 I 0.294 0.223 0.152 0.081 0.011 r SUMMIT STRUCTURAL ENGINEERING Joe No _ $�ructural, Cw�l, Architecture,_Energy __ SHEET NO ALCU (909) 596-0842 fax 1909) 596 5t 87 _.. Eli o SUMMIT STRUCTURAL ENGINEERING Joe No Structural, Civil, Architecture, Energy St�EET No �'!!� 2283 Fi#th Street CA�cureo BY' • ��La Yeme, CA 91750 _ CHEc�D $Y (909) 596-0842 fax (909) 596 518iiii FASTFRAME Two -Dimensional Static Frame Analysis Version 1.11 Copyright (C) 1988,89 ENERCALC SOFTWARE -------------------------------------------------------------------- -------------------------------------------------------------------- Project Finley Residence Client Sun Vista No. SV -155 Date *********** tj ( lops --------------------------------------------------------------- Free Standing Steel Column ------------------------------- 2 Nodes 1 Beams 1 Nodal Loads 0 Beam Point Loads 1 Load Cases 0 Beam Distrib..Loads •-------------------------------------------------------------- Prepared By S[JIviMIT STRUCTURAL ENGINEERING Phone (909) 596 08A2 Fax (909) 596=5187 2283 5I7E 3T#tEET ; LA VERVE CA 1 ---------------------------------------------------------------_--------- ------------------------------------------------------------------------ NODAL DATA Global Default Temperature 0.00 NODE Coordinates Boundary Restraints Node LABEL X Y X-dof. Y-dof Z-dof Temp ---------- --------- (ft)--------- ---(0,1,2,in,K-in,radians)-- --- 1 0 0 1 1 1 0 2 0 13 0 ----------------------------------------------- BEAM DATA Beam Property ------------------------- End Releases_ Beam Definition Label I-end J-end BEAM Length I-node - ------------------------------------------------------------------------ J-node -or- Tag x y z x y z LABEL (ft) 1 _ 2 I 1 I I I 1 113.000 ------------------------------------------------------------------------ ------------------------------------------------------------------------ BEAM STRESS CHECK DATA BEAM Unbraced Lengths K:Length Factors Bending Coeff 2nd LABEL Y-Y (axis) X-X Y-Y (axis) X-X Cm Cb Member? -----=---- -------- (ft) ------- - Default Beam Length 1 1 1 1 No ------------------------------------------------------------------------ BEAM PROPERTIES AISC/Other Area Inertia Elastic Weight Coef. of Fy Y-Y Property SECTION I-xx Modulus Density Therm Ex Axis Tag ------------------------------------------------------------------------ PROP. LABEL (in-2) (in-4) (Ksi) (K/ft-3) (/100F) Flag Default 29000 0.4896 0.00065 36 5 TS12x4x3/8 11.1000 178 4 TS10x4x1/4 6.59000 79.3000 2 TS10x4x3/8 9.57999 110 3 TS12x6x1/4 8.59000 161 1 TS12x6x3/8 12.6000 228 1 6 TS6x6x3/8 8.07999 41.5999 ------------------------------------------------------------------------ NODALLOADDATA ----------- NODE I Nodal Loads -- (K,K-ft)I ------ Load Case Fact LABEL --------- Global X Global Y Moment 1 2 3 4 21 -- -----1-.9-4-4 -.-944--------4-.951 -------------------- � 1 ----------------- --- PAGE'�Z__ _= SUIviMIT S7RUCTURAI ENGINEERING _- Phone . (909) 596-0842 Fax:(909) 596 S 187 2283 5I7I ST#tEET, LA VERNE GA ------------------------------------------- NODAL LOAD DATA ------------------------ --------------------------- NODEI Nodal Loads (K,K-ft) I Load Case Factors LABEL --Global X Global Y Moment 1 2 3 4 5 - --------------------------------------------------- --------------------------------------- LOAD COMBINATION DATA -------------------------- Combination 'IRunl--Increasel Stress Load Case Multipliers Factors Y -Load Description---? 1 2 3 4 5 I Xgrav Ygrav Flag -------------- Default 1 1.33: 1 2: - 3: 4: 5: 6: 7: 8: 9: 10: 11: 12: 13. ---------------------------------------- NODAL DISPLACEMENTS AND SPRING/SUPPORT REACTIONS NODE Load Displacements (in, rad) Reactions (k,k-ft) LABEL Comb. Y Rotation I X Y Rotation 1 2-I 1 I 0.000 0.000 -------------------------- -3E-13 I -1.94 -4.39 25.27 1 1.099 0.002 -0.0105 0.00 0.00 0.00 --------------- BEAM END FORCES 4 ---------------------------------------------------------------- AISC UNITY CHECK RESULTS ---------------------------------------------------------------- BEAM Load Overall it fil LABEL I Comb. I Maximum I Node 1/4enter1/�ints 3/4 Node -------------------------------------------------------- 1 1 1 1 . 0.422 1 0.422 0.320 0.218 0.116 0.014 ',' Lateral Analysis �:. . • .. Shear Wall.Line 10 Roof level ' L= 19 •� V = 139 r " ' - r Q1 = 139 Ib/ft x, `' 27/ 2 _ 187,6.5 r: Load From Side 0 Ib/ft x01 2 �' .0 . Load From Side 0 Ib/ft x - 0/ 2 0 w Additional Load 0 - 0 ' Totall ;Load 1876.5 Unit Shear = 1876.5 / 19 ft: - 99 Ib./ft. _ Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. ` _ 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li - ' 19 h. .. 10. .. Unit Shear•= 99 ' Dead Load Tribituary- Load x ,• Arm2/,, Mr Roof/Clg Load 30 psf x 5 150 1927075 Wall Load 15 psf x 10 = 150: a 19 27075 Floor Load 12 psf x 0 = 0- - 19' 0 ' Additional Pt. D. L. 0 0 ,19 0 ~ a` Mr. = 54150 Mot = 99 plf x 19 x 10 = 18765 Tup = (Mot -.85 x Mr) / 19 ft- - 0.33 ft. T= -1460 r Standard A.B. adequate R . No Holdown Required r x " ' - - ..:= -::. SUMMIT STRUCTURAL ENGINEERING --......... .: Jos No !Sr.:.ucturaf Cull ArchitectuFe Ener 9Y' SHEET NO 2283 Fl�h /erne, CA 91750 CHEco SY 596-0842 Lateral Analysis Shear Wall Line 11 Roof level ' L= 8 - 356 Ib./ft. V V = 139 , Q1 = 139 Ib/ft x 27 V,2' �_ 1876.5 ; Load From Side 114 Ib/ft x 17/ 2 _ = 969 Load From Side 0 Ib/ft x 0,/ 2 = 0 Additional Load 0 .0 Total Load 2845.5_ ; Unit Shear = 2845.5 / 8 ft. _ - 356 Ib./ft. V Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft.- ;. 3/8" Plywd. Str. II w/ 8d @ 3/3/12 Overturning Check _ Li h 11 n Unit Shear = 356, Dead Load ; Tribituary .Load' x 2/� Mr r Roof/Clg Load 30 psf x 9 = '. 270 -,.Arm 8 8640 Wall Load 10 psf x `' 11 _ - 110 - ._ 8 3520 " Floor Load 12 psf x:_ 01 _ 0 y r 8. - 0 Additional Pt. D. L., 0 _ 0 8 0 -Mr =, 12160 Mot = 356 plf x . 1. 8 x 11 = t , r 31301 w Tup = .. r (Mot, .85 x Mr) / 8 ft = 0:33 ft.. T_" 2733 Use HTT22 _ - t • Capacity = 5250 lbs. , SUMMIT STRUCTURAL ENGINEERING =,.:;;_ Jos Flo Structural, Ci�ld Architecture, Energy BHEEr M. ! ! CALcuLAreoBY ___ La Verne, CA 91750 CHEcrl) BY . ..' ' -..