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0206-220 (SFD) Truss Calcs75-110 ST: CHARLES PLC: SUITE 11—A Ati�Y—D-ES'E'R . mc in ffj U CITY OF .LA QUIfVTA. ,. BUILDING & SAFETY REPT APPR"OWD I FOWCONSTAUCTION DATE BY ST OFp'tc-e PHONE: 760/341-2232 Q FAX: 760%341-2293. JO -B NO. �' �$}0� STA MANUFACTURING YARD: .- c,i'C� - 55755 TYLER STREET P RO JE CT I7hI THERMAL, CA .92274 FAX; 760/399-9786 WEST RN INSPECTION, SERVICE, I %6.1mwo ion o. Pre )FAhryca: t4dTrualM / Quglky.e�udited sy° . plant Dale/A'rrrye/j)epart� .�_ Address'�IEA Plate Ma facture: Plant Contact -- —�--� Engitteera Des ID"'M Non SehodtM Ing- UNI Wood �.rus!.inspectloa AsyPertiUriiforen Sut)dt+►g od Soetiori 23213,or Newest Versto iznd is Aeeo%asece Wit>�`F� `" Plae CA Confarnti Non-Gonforiai - C. _�• Stsed.rds Reehsrks . Lumber Grade Ceelteetor Plates , Span do Pitch Workmanship Joint Accuracy LIce Dearing of Wood; joints YCnots In Plate Area Split Limitation Plata rhm ment �" I plate Btu Condition of ..'late Tnth V. i Plate to Wood Tolerance ! In -Plant Handling B9nd14ng dti Loading Storne Jig & Press Adeggsey Marking Legibility Plant Stamp Verification '`Nory Many 9ism Oa -Site : Trusses Meet USC Requirements ]ID-funt .C. Recorde z". As.Per ICBO/ESs '' `ufre � . Order No. / Name Lc , (hher Comments or iteloarb 9f Dieeded; WUi lie Added T "`A Addt p n. n age O.C. Supe, Sir Signature I WI$ etipeetor flStgpatuire P.O. box 25231 I P.O: ;Box 553 P.O. Boz )A:k Portland, brwgon 97298 ! Sprtngfleld .'Oregon 97477 0II10M. wyoming 92717 (307)61J•39(6Officc I (idl)7d1.9634Of ce (30:1) 64),7211 Pax � f377) 6Qz-1a03'Otfltx (3M) 5&.2;1603 Fax I I• i MAY 2 9 2002 Phone (760) 341-2232 B U F F' I NS T D SALES REP : SB WO# : J1802 Fax # (760) 341-2293 a D L E N C H DoE DATE : Q DSGNR/CHKR SB / SB Date : 5/28/2002 15:93 TC Live 16.00 psf DurFac-Lbr 1.25 T R U S S W O R K S L _ Q - TC Dead 14.00 psf DurFac-Pit : 1.25 BC Live 7.00 psf O.C. Spacing 29.0 A Company You Can Truss! BC Dead 7.00 psf Design Spec :.UBC -97. 75-110 St. Charles pl_ ste-11A Total i7_nn nsf #Tr/#Cfg 43 /'10 Palm Desert, CA. 92211 Job Name: BUFFIN STD Truss ID: Al Qty: 1 Drw : TC - 2x4 SPP 1650F-1.51 Plating spec : ANSI/TPI - 1995 This truss is designed using the BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. GBL BLR 2x4 SPP STUD 'MULTIPLE LOAD CASES. - Bldg Enclosed = Yes _ - 2x4 SPP 1650F-1.58 12 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Loaded for 10 PSP non-concurrentBCLL. Hurricane/Ocean Line = No Exp Category = C_ Top;.chord supports 24.0'" 'sof uniformh load Bldg Length - 40.00 ft, Bldg Width 20.00 ft ai-16 psf live load and 14 psf dead load. Mean roof height = 18.33 ft, mph70 Additional design considerations may be UBC -Special Occupancy, Dead Load = =21.0 psf required if sheathing ie attached: C+] indicates the. requirement for lateral .bracing (designed by others)perpendicular to the plane'of the member at 63 -intervals. Bracing -is a result'of wind load applied to member.(Combination,axialplus bending). This truss requires adequate sheathing', as designed by others, applied to the truss 4 face providing.,lateral support for.webs in :._��S..D:� the.truss,_plane and creating sheet wall ``99 action to resist diaphragm loads. 4.4-0 4-04� 4-0-0 4-0.0 4-0-0 4.0.0 4-0.0 4-0-0 5.8.0 --4-4-0 8-4-0 11-4-0 164-0 20-4.0 24-4-0 184-0. 31-4=0 38-0-0 19-0-0 1 2 3' 4567 4 9 /0 11 /2 13 14 15 16 17 /8 - -/9 , 20 ' 21 A 22 214 25 -26 - 17 67 1G�-0 -..__ 1G�-0 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 '49 50 51 52 4-44-4 0 4-04-0_-0 4-0.0 4.0.0 4-00, .4.&0 •4-0.0 4-0.0 5.8 .0 4-4-0 8-4.0 12-4-0 " 16.4-0 20-4.0 24-4.0 28-4-0 32.4-0 38-0.0 ,TYPICAL PLATE: 1.5-3 1ot3Ti1oo9Joint Locations 1 0- 0- 0 27 38- 0-0 . _®MOAT! 2 4- 4- 0 28 .0-, 0- 0 - 3 5 8 -. 0 29 4-4- 0 4 '6-10--.9 30- 5= 8-: 0 .. C \ .s 7 0- �0 31 7= 0='.-0 s 'FV ,• S 6_ 6 n 4,0 32 '6- 4- 0 • 7' 9- 8-'0 33 9- 8- 0 8 11- 0- 0 34 ll-, 0- 0 9 12- 4-•0 35.• 12'=^,4= 0 10; 13= 8- 0 36 _ 13=`S_ 0 . _ - 13' -.15- 67-0 "' 37 '_ 15- -0'-- 0' 12'- 16-. 4- ,0 38 -16; 4 0. �Y 2 9,2002-,45 , :20:- 4�_ 0 41:20.4:0 .16. 21'- 87' 0 42 21- 8- 0. 47'-23-'0=_-0 X43 23- 0 0 T 18 "24- 4-- 0 44 24- 4- 0 19 25-.8- 0 45 25- 8- 0 26 27- 0- 0- 46'- 27- 0 OT. 21"28- 4-."0' 47 28- 4- 0 7-1-11 22 29- 8- 0 48 29 8-.0 SHIP 23 31- 0- 0 49 31- 0--0 24 31- 1- 7 50 32- 4- 0 _ 25 32- 4- 0 51 33- 8- 0 0-3-1 26 33- 8- 0. 52 38- 0- 0 5/28/2002 Scale: 118" = V WO: J1802 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2.0- 0 Design Spec UBC -97 Seqn T6.3.1 - 0 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal,software,.unless noted. WARNING Read all notes on this sheet add 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 Dsgrir: $B 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 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 TC Live 16.00 psf A Company YCan Truss I 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 14.00 - - noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75 -110 -St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf p Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI BC Dead 7.00 psf Phone (760) 341-2232 - 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, Fax # (760) 341-2293 FP Madison, Wisconsin 53719. The American Forest and Paper Association (AA).is located at 1'111 19th Street, NW, Ste 800, Washington. DC 20036. 1 TOTAL 37.00 psf 5/28/2002 Scale: 118" = V WO: J1802 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2.0- 0 Design Spec UBC -97 Seqn T6.3.1 - 0 Job Wime: BUFFIN STD p TYPICAL PLATE: 3-4 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: A2 Qty: 3 Drw : RO x -LOC REACT SIZEREO'D TC 2x4 SPP 165OF-1. SB Deno tea the requirement for lateral bracing This design based on chord bracing applied 1". 0'- 1-12 1516 3.50• 2.17• 2x4 SPP 2100F -1.8E 2-4, 4-6 ® at each location shown. Lateral bracing per the following schedule: 2 37-10- 4 1517 3.-50• - 2.17• BC 2x4 SPP 165OP-1.5E - systems which include diagonal or x -bracing max o.c. from to 2x4. SPP 210OF-1.86 8-10, 12-14 are the responsibility of the:building BC 120.00" 32- 6- 0 37- 8- 8 TC FORCE AxL BND "CSI WEB 2x4 SPP STUD designer.- Truswal Systems -BRACE -IT may be This trues is designed using the 1-2 -6263. 0.32 0.19 0.,51 2x4 SPF 1650P -1;5E 11-4 used for continuous lateral bracing on UBC -97 Code. 1-2 -6593.0.40 0.:.17 0.58 SLIDER 2x4 -SPF, 1650F -1.5E trusses-apaoed 24" oc. Alternatively, use B1dg.�Rnclosed Yes 2-3 -6060 0.48 0.48 0.96 Plating spec ANSI -/TPI - 1995 scabs or T -braces as shown on Truswal Truss. Location - End Zone 3-4 -4345 0.17 0.19 0.36 THIS DESIGN IS THE COMPOSITE RESULT OF Systema standard details. Hurricane/Ocean Line - No Exp Category = C 4-5 -4345 0.17 0.19 0.36 MULTIPLE LOAD CASES. PLATEVALUESPER ICBG RESEARCH REPORT #1607. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 5-6 -6061 0.48 0.48 0.96 -------------------------------------------- Loaded for 10 PSF non -concurrent BCLL. Mean roof height = 18.33 ft, mph = 70 6-7 -6595 0.40 0.17 0.58 Unrestrained horiz..LL deflection - 0.38 _ - UBC Special Occupancy, Dead Load = 21.0 psf 6-7 -6266 0.32 0.20 0.51 -------------------------------------------- BC FORCE ARL BND CSI 8-9 6325 0.61 0.19 0.80 9-10 6334 .0.61 0.17 0.78 0-11 -5375- 0,80 0.14 0.94 Y-12 5375 -0.80 0.14 0.94 2'---13 6336. 0..61 0.17 0.78 3714 6327 0.•61 0:•19 0.80 WEB FORCE, CSI WEB- FORCE CSI 2?9 . 19 0.01 5-12``; .563 0.28 . . 2-10 -547 0.21 - 6-12 "-548 0.21 3-10 562 0.28 6;13 19 0"01 3-11 -1246 0.65 SLDRL -345 0.041 '4-11 2366 0.35 SLDRR' -344 0.04 5-11 -1246.,0.65 6-7-15 ,I MX 11 x 0-3-15 g 1.5-5-0 0-3,8 2.00 -2.00 0-3,f 18-8-8 { 18-8-8 38-0-0 6-86-8 6-4-10 5-10-9 �_ 5=10_9 6-4-10 6-8.13 6-8-13 13-1-7 .19-M 24-10-9 31-373 38-" 4 S - 6, 7 a� 5-s 6- I SI 3-1 0 as--- c MAX DEFLECTION (span) : -G/468 IN MSM 11=12 (LIVE) - L= -0.97"; D. -1.27"..T= -2 ===i.. Joint Locations P= 0- 0- 0 8 0- 0==0 2 6- 8:-13 - 9 6- 8-13 3 13.-..1= 7 10 10-. 2-2' 4 19-10- 0 11 19- 0- 0 5 24-10- -9 12 _27- 9-14 6 31-,3- 3 13 :31- 3- 3 7 38= 0- 0 14, 38- 0- 0 MAY 2 9 2002 - 8 9 10 11 11 13 14 6-8-13 12-3_3 i 8-9-14 .10r2-2 6-8-13 19-" '27-9-14 38-0-0 p TYPICAL PLATE: 3-4 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, 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: J1802 T R U S S W O R KS A Company You Can Trussl 75-i10 St. Charles pl. St@ -11 A Palm Desert CA. 9pl. s r Phone (760) 341-2232 Fax # (760) 341-2293 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 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 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 taus in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', '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 1111 19th Street, NW, Ste 800, Washington, DC 20036. Chk: SB Dsgnr• SB ' TC Live 16.00�psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.1 - '0 Johi Name: BOFFIN STD CAl1Fv.- Truss ID: A3 Qty: 2 Drw : RG x -LOC REACT SI28 REO'D TC 2x4 SPF 1650F=l.SH Denotes the requirement for.lateral bracing This truss is designed using the 1 0- 1-12 1517 3.50• 2.17• 2x4 SPF 210OP-1.8E 2-4, 4-6 ® at each location shown. Lateral bracing UBC -97 Code. 6-86-8 12� 8-9--14 .� '10-22 i 2'-37-10- 4 1517 3.50- 2.17• BC- 2x4 SPF. 1650F -1.5E systems which include diagonal or x -bracing Bldg Enclosed - Yes 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge,. positioned per Joint Detail Reports'available from Truswal software, 2x4 SPP. 210OF-1.89 8-10, 12-14 are the responsibility of.the building Truss Location - End Zone TC FORCE AXL END CSI WEB 2x4 SPP STUD designer. Truswal Systems BRACH -IT may be Hurricane/Ocean Line = No , Exp Category = C 1-2 -6268 0.32 0.20'.0.51 - 2x4 SPP 165OF-1.58 11-4 used for continuous lateral:.$racing on Bldg Length = 40'.00 ft, Bldg Width = 20.00 ft '1-2 -6597 0.41 0.17`-0.58 SLIDER 2x4 SPF 1650P-1.513 14.00 psf. trusses ,spaced 24" oc. Alternatively, use Mean roof height - 18.33 ft, mph70 =21.0 2,3 -6064 0.48 0.48 0.96 Plating spec ANSI/TPI - 1995 BC Dead scabs or T=braces as shown on Truswal UBC Special Occupancy, Dead Load psf 3-4 -4349 0.17 0.19 0.36 THIS DESIGN IS THE 'COMPOSITE RESULT OF Systems standard details. TOTAL 37.00 psf - 4-5 -4349 0.17 0.19 0.36 MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 5-6 -6064 '0.48 0.48 0'.96 ----------------------------------=--------- Loaded for 10 PSF non -concurrent BCLL. '6-7 -6598 0.41 0.17 0.58 Unrestrained hori'z. LL deflection = 0.38- -6-7 -6268 0.32 0.20 0.51 -------------------------------------------- BC FORCE END END CSI 8-9 6329 0.61 0.19 0.80 ' 9-10 6338 0.61 0.17 0.78 . 0-11 5379 0.80 0.14 0.94 - 1-12 5378 0.80 0.•14 0.94 2-13 6338 0.61 0.17 0.78 - 3-14 6329 0.61 0.19 0.80- .. r�:..+.t. ... .. ,` .. ,. .. MAX DEFLECTION (span) NEE - FORCE CSI WEB FORCE CSI - L/467'SIN•MEM.11-12' (LIVE). 2-9:19 0.01 5-12 563 0.28- - - L- -0.97",. D. -1.27" T= -2 24 2-10 -547 0.21 6-12 -548 0.21 3-16 -563,'0.28 6-13 19. 0.01 -345 - _ _ Joint Locations 3-11-129fi'0. 65. SLDRL; 0.04 - - - 1: - 0- 0,- 0 8-. 0- 0 0. 1369.'0.35 SLDRR .44S �0. 04- .- 2- 6-'S-14 9 6- B-14 5-11 -1246 '0.65 � � 3 13- 1- 7 10, X10-'2- 2 6-8-14 6-4-9 5-10-9 5-10-9 6-4-9 '6-8-i4 4 19- 0- 0 11' :19 - 0- 0 . 64-14 1311-7 19-0-0 .24-10-9 31-3-2 - 38.0.0. -5. 24-10=- 9 12; 27. 9-14 ' _ - ., 6 31-'3-2. 13 91= 3' 2: ' 19-0-0 ` - • - 7 38n 0--0 14 • 38- 0-:0 - -.., -- _ ' 4:00 -4.00 - - � �Cy�rFi1 •. S.5 ®`SCEs 3 4.. . 3-4 644 5 3-4 :. 5=5 ' S-5 U' NM 1I QI 3d 7-1-11 V MX1:16 3-4 3-4 MX/5-16 3 4 MX/5-16 3- -7 M) - 3-4 SHIP 1O/91 = 1.5-3 1.5- _ MOM 0-3-15 0-3-1 CAl1Fv.- 0." .2:00 -2.00 0-f 18-8-a : { 38-" MAY,-' 9 WU4 s 9 /0 11 tz 13 /4 6-86-8 12� 8-9--14 .� '10-22 i 6-8-14. 19-0-0 27-9-14 38-0-0 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge,. positioned per Joint Detail Reports'available from Truswal software, 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. w0: J1802 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 TR USS S O R are o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads W KS utilitzed 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 pony You Can Truss! 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 members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf. Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 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 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail, Reports available as output from Truswal software'; 'ANSIrfPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Tmss Plate Institute (TPI) is located at D'Onofrio Drive, FaX # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. TOTAL 37.00 psf Segn T6.3.1 - 0 Job Name: BOFFIN STD Truss `ID: A4 Qty: 1 Drw : RG X -LOC REACT SIZE RE0'D TC 2x4 SPP 1650F-1.5BDenotes the requirement for lateral bracing This design based on chord bracing applied 3-4 . Xt5-16 3 -7 M) - 1 . 0- 1-12 1518 3.50• 2.17• 0-3-15SL 2x4 SPF 2100F-1.88 2-4, 4-6 ® at each location Shown. Lateral bracing per the following schedule: 2 37-10- 4 1518 3.50• 2.17• BC 2x4 SPF 1650E-1.58 systems which include diagonal or x -bracing max o.c. from to 38-0-0 1 (j� /) MAY' 2 V A 20U4 8 9 /0 // /? /3 /4 2x4 SPP .2100E-1.88 8-10, 12-14 are the responsibility of.the building BC .120..00" 0- 3- 8 12- 3- 8 TYPICAL PLATE: 1.5-3 TC FORCE AAL 'HND CSI WEB '2x4 SPP .,STUD . designer.Truswal Systems BRACE -IT may be BC 120:.00"' 32- 4- 8 37- 8- 8 _ 1-2 -6274 0.32 0.20'0.51 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 2114 SPF --1650P-1.58 11-4 used'.for continuous lateral bracing,on' This truss is designed using the _ 1-2 -6604 0.41 0.17 0.58 SLIDER 2x4 SPP 165OF-1.58 trusses spaced 24" OC.. Alternatively, use UBC -97 Code.., - BC Live 0.00 psf O.C.Spacing 2- 0- 0 2-3 -6070 0.48 0.48 0.97 Plating spec ANSI/TPI - 1995 Scalia or T -braces 8s'shown On-Truswal Bldg Enclosed = Yes Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf 3-4 -4354 0.17-0.190.36 THIS DESIGN IS THE_.COMPOSITE RESULT OF Systems standard details. Truss Location =End Zone 4-5 -4354 0.17 0.19 0.36 MULTIPLE LOAD CASES. PLATE VALUES PER-ICBO RESEARCH,RS_PORT #1607. Hurricane/Ocean Line - No , Exp Category - C 5-6 -6069 0.48 0.48 0.97 --------------------- ----------------------- Loaded for 101PSF non -concurrent BCLL. Bldg Length - 40.00 ft, Bldg Width 20.00 ft 6-7 -6602 0.41 0.17 0.58 Unrestrained horiz. LL deflection - 0.38 " Mean roof height ..= 18.33 ft,,mph =' 70 6-7 -6272 0.32 0.20 0.51 ---------------------=--=------------------- UBC Special Occupancy, Dead Load - 21.0 psf BC FORCE AEL END CSI 8-9 6335 0.61 0.19 0.80 9-10 6344 0.61.0.17 0.78 0-11 5384, 0.80 0.14 0.94 -� 1-12 5383, 0.80 0.14'0.94 2-13 6342' 0.610.17 0.78 3-146333 0.61 0.19 0_.80 r - - MAX. DEFLECTION (span) WEB FORCE, CSI WEB FORCE CSI L/467 IN ME, -10-11, (LIVE) 2-9 19 0.01 5-12 563 0.28 - - - L= -0.97"-"-D= -1.27" T= -2 2-10 =548 0:21 6-12 -547.-0.21 - - 3-10 563.0.28, 6-13 .19 0.01 Joint Locations 3'v11 -1246 0.65 SLDRL' -345 0.04 - 1= 0- 0- 0 8 - '0- 0- 0 .. .4'-11 2371. 0.35 SLDRR '=345 0.04 _ _ - 2 .6- 8-14 9 -.6- 8-14" 5 -Ir' -1246 0.65 _ 3 13. 1- 7 10, :10- 2- 2 6-8-14 6-4-9 5-10=9 5-10-9 6-46-4_ 6-8-14 4 19- 0- 0 11 ' l9 = 0- ;0 - - 6-8-14 13-1-7 - 19-0-0 24-10-9 31-3-2 38-0-0 - - _. 524-10- 9, 12 27- � �� 6 31-- 3- 2' 13 31- 9-14 3- 2 .. 19-0-0• -19-0-0 7 38- 0-O 14. 38- ;0- 0 ' 4' 06 3-4 3� I 3 4 3-0 6-7-15 3-4 5-5 5-5 3-4 ' MX15-16 7-1-11 ft SHIP V G7 MX/5-16.., 3-4 ,3d . 3-4:' 1' 3-4 . Xt5-16 3 -7 M) - IQs. 122 0-3-15SL 0-3-1 EXP CM 12-M 5-4-0 -2.00 r 0-3pp G�L�F�Q a. 2.00 18-8-6 1 1 18-8-8 10-0 38-0-0 1 (j� /) MAY' 2 V A 20U4 8 9 /0 // /? /3 /4 6-8A4 12-5-2 879-14 _( 10 6-8-14 19-0-0 27-9-14 38-0-0 TYPICAL PLATE: 1.5-3 5/282002 All.plates; are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20'gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, 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: J1802 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 �TR S are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads U.S W O R KS utiliud 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 Truss! 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 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only t0 reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Tmsval software', 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job Name: BUFFIN STD -12-6.8.. Truss ID: A5 Qty: 2 Drw : RG X -LOC REACT SIZE REW D TC 2x4 SPF 1650P -1.5E Denotes the requirement for lateral bracing This design based on chord bracing applied 9 2002 1 0- 1-12 1517 3.50• 2.17. 2x4 SPF 2100F-1.88 2-4, 4-6 ® at each location shown. Lateral bracing per -the following schedule: 7-2-14 19-0-0 27-9-14 38-0-0 2 X37-10- 4 1517 3.50• 2.17- BC 2x4 SPF 1650F-1.58 systems which include diagonal or x -bracing max o.c. from to Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J1802 2x4 SPP 2100F-1.813 8-10, 12-14are the responsibility of the building BC 120.00" 0- 3- 8 12- 8- 7 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TC FORCE AXL. END CSI 2x4 SPF_ STUD .designer. Truswal Systems BRACE -IT may be BC 120.00" 32- 6- 1 37- 8- 8 . A Company You Can Trussl 1-2 -5258 0.32 .WEB 0.21'x.53 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 2x4 SPP' 1650E-1.5E'll-4 used for continuous•lateral bracing on This truss is designed using the O.C.S acro 2- 0- 0 P 9 1-2 -6574 0.42 0.23 0.66, SLIDER 2x4. SPP 1650F-1.513 trusses spaced 24" oc:.-,hAlternatively, use UBC -97 Code. Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 1111' 19th Street, NW; Ste 800, Washington, DC 20036. TOTAL 37.00 psf 2-3 -6069 0.43 0:38 0.81 Plating Spec ANSI/TPI - 1995 Scab B. Or T -braces as sown on Truswal Bldg Enclosed = Yes 3-4 -4349 0.18 0.20 0.38 THIS DESIGN IS THE COMPOSITE RESULT OF Systems standard details. Trues Location = End Zone 4-5 -4349 0.18 0.20 0.38 MULTIPLE LOAD CASES. PLATE VALUES .PER ICBO RESEARCH REPORT #1607. Hurricane/Ocean Line = No , Exp Category - C 5-6 -6070 0.43 0.38 0.81 -------------------------------------------- Loaded for 10 PSP non -concurrent BCLL. Bldg Length = 40.00 ft, Bldg Width 20.00 ft 6-7 -6575 0.42 0.23 0.66 Unrestrained-horiz. LL deflection = 0.38 " - Mean roof height - 18.33 ft, mph 70 =21.0 6-7 -6259 0.32 0.21 0.53 ------------- ----- ---- - ----------- -- - ---- --- DEC Special Occupancy, Dead Loan = psf BC FORCE ARL END CSI 8-9 6306 0.61 0.18 0.79 9-10 6312 0.61 0.14 0.75 0-11 5368 0.80 0.14:.0.94 - 1-12 5369 0.80 0''. 14 0.94 2-13 6313 0.61 0.14 0.75 3-14 6307 0.61 0.18 0.79 .. -• MAR D6PLECTION-.(span) WEB FORCE CSI WEB FORCE CSI - L/467` IWMEM 11-12: (LIVE) - 2-9 21 0:01 5-12 688, 6.30 L= -0.97" D= -1.27"_- T= -2 29 :2-10 -521'0:176-.12 -522 0..19 .. 3-10- 587 0.30 6-13 21.0.01 Joint Locations 3-11 -1234 0:64 SLDRL -331'0.03 - .. - 1 0-` 0-. 0 -8 0- 4-11 2361 0.35 SLDRR. -331.0.03 _- - -- - 2 7- 2-14 ° 9 • 7- ' 2-14' .5-11 -1234 0':64 - 3 13- 1t- 7 -10' 10- 2- 2 7-2-14= 5-10-9 5-10-9 5-10r9 5-10-9 7-2-14 4 19- 0- 0 11 19= 0- 0 7-2-14 =' 13-1-7 19-M 24-10=9 30-9-2 38-0-0 5 24-10- 9 12 27- 9-14' ' ' - 6: 30- 9- 2 .13 30- 9- 2 - - 19-0+0' .•-19-0-0 - 7 -38--0- 0 14,-38-'0- 0 ., - -:7 3. `_ •. 4 J - 6 7-. • - - 41 00 -4:00 rrtpe AAA - T 3-4 a 3-4 T • I 6-7-15 .6-6 7-1-11 MX/5A6 MX/5-16 SHIP 3-4 5-3 1.5-3 •5-3 3- _7 M 3-4 0-3-15 153 1.5-3 p_3 -15L 10/31/20aCi EXP DATE -12-6.8.. 0_W . 2.00 -2.00 0-V 'ter184-8SAY 38-0-0 2 9 2002 a 9 /o i/ 12 13 14 7-2-14 11� 8-9� 10 7-2-14 19-0-0 27-9-14 38-0-0 TYPICAL PLATE: 3-4 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, 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. w0: J1802 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 R KS are o be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads O utilitzed on thisdesign 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 TC Dead 14.00 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 Rep Mbr 75-110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19 % and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf P O.C.S acro 2- 0- 0 P 9 Desert, PalmDesert CA. 92211 and brace this truss m accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fait .# (760) 341-2293 Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) is located at 1111' 19th Street, NW; Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job Name: BOFFIN STD Truss ID: A6 Qt 6 Drw : RG x -LOC REACr SIZE REO'D TC 2x4 SPP 1650P-1. 5B Denotes the requirement for lateral bracing This truss is designed using the 1 0- 1-12 1517 3.50• 2.17• 2x4 SPP 210OF-1.8E 2-4, 4-6 ® at each location shown.- Lateral bracing UBC -97 Code. 2 37-10- 4 1517 3.50• 2.17• BC 2x4 SPP 1650F -1.5E systems which include diagonal or x -bracing Bldg Enclosed = Yes 2x4 SPP 210OF-1.8E 8-10, 12-14 are the responsibility of -the building Truss Location = Bnd Zone TC FORCE AEL BND CSI WEB 2x4 SPP 'STUD designer-; -,Truswal . Systems BRACH-IT.may be Hurricane/Oceari Line.= No , Exp Category = C 1-2 -6258 0.32 0.21 0.53 2x4. SPF 1650P -1 -SE 11-4 used ,for continuous-'lateral-b;acing on Bldg Length "=40.00 ft, Bldg Width 20.00 ft 1-2 -6574 0.42'0.23 0.66 SLIDER 2x4 SPF 165OF-1.5B trusses spaced 24" o'c.- Alternatively, use Mean roof height = 18.33 ft, mph 70 2-3 -6069 0.43 0.38 0.81 Plating spec ANSI/TPI -1995 scabs or T -braces as shown? on Truswal DEC Special Occupancy, Dead Load- 21.0 psf 3-4. -4349 0.18 0.20 0.38 THIS DESIGN IS THE COMPOSITE RESULT OF Systems standard details - 4 -5 -4349 0.18 0.20 0.38 MULTIPLE LOAD CASES. - PLATE VALUES PER ICBO RESEARCH REPORT #1607. 5-6 -6070 0.43 0.38 0.81 -------------------------------------------- Loaded for 10 PSP non -concurrent BCLL. 6-7 -6575 0.42 0.23 0.66 Unrestrained horiz. LL deflection = 0.38 " 6-7 --6259 0.32 0.21 0.53 --------------------------------------------- BC FORCE AAL BND CSI 8-9 6306 0.61 0.18 0.79 9-10 6312 0.61 0.14 0.75 , 0-11 5368 0.80.0.14 0.94 1-12 5369 '0.80 0.14 0.94 2-13 6313 0.61 0.14'.0.75 - •, 3-14 6307 0.61 0.18-0.79 - - -' .. .. �- .MAR;DBFLECTION:-(span) WEB FORCE CSI WEB FORCE -CSI L/467 IN.MHM 11-12 (LIVE) .2 2Y 0:01 5-12 ,588=0-.30 L-`-0.97" D. -1.27" T= -2 2-10 '-521 0.17 6-12 -52-2','d.1 7 = 310 X5870.30 6-13 21 0.01 - -= = Joint Locations = -- 3-11 -1x34 0:64 SLDRL- -331 0.63- 1 0-"0- '0 8 0-.0 0 ,4F11 .2361"0.35 SLDRR -331 0.03 - - - _ 2 .7-.2-14 9 7- 2-14• .6 5-11 -1234 04 - - - - 3 13- 1= 7 10 10-..2- 2 7-2-14 5-10-9 5-10-9 5-10-9 5-10-9 7-2-14 4 19- 0- 0 11 19= 0- 0 74-14 13-.1-7 19-" 2440-9 . 30-9-2; 38-045 24-10- 9. 12 27- 9-14 _'6 30-:9- 2 13 307 9,- 2 - 19-0-0 I19-0-0 '7 38- 0- 0 14 38- 0- 0 I 1 3 a 3 6 7 400 -4� 3-4 3-4 I T sa-,s l = s g 7 ,s s 3-4 74-11 ,- 113-4 MX/5=16 •34 3-4 MX/5-16 SHIP v �10/M/2003. C/1210�0 $3-4- 3 3-4M 0-3-15 1.5-3 1.5-36 .5-3- =0-3-,L 1000M10-9-0 1 P FC 0-V 2.00 -2.00 18-8-8 1 1 18-8=8' 38-0-0 _ ' 8 9 10 l/ 11 13 I< MAY 2 9 2002. - 7-2-14 11-9-2 8-914 10-2-2 7-2-14 19-" 27-9-14 38-" 5/28/2002 All plates are 20 gauge Truswal Connectors'unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail.Reports available from Truswal software, 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: J1802 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 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 TC Live 16.00 psf Durfacs L=1.25 P=1.25 A Company YCTl 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 14.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A 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 and bmce this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Aladison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is locaied at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job'N�me: BUFFIN STD Truss ID: A7 Qty: 1 Drw : This design is for an individual building component not truss system. It has been based on. specifications provided by the component manufacturer RGx-LOC REACTSIZE REQD TC 2x4 SPP 1650F-1. SB Denotes the requirement for lateral bracing This design based on chord bracing applied DurFaes L=1.25 P=1.25 1 , 0- 1-12 1517 3.50• 2.17• 2x4 'SPP 2100F -1.8E 2-4, 4-6 ® at each location shown. Lateral bracing per the following schedule: psf 2 37-10- 4 1517 3.50• 2.17• BC 2x4 SPF 1650F-1.SE systems which include diagonal or x -bracing max o.c. from to Phone (760) 341=2232 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, • Fax #.(760) 341-2293 2x4 SPP 2100F -1.8E 8-10, 12-14 are the responsibility of'the building BC 120.00" 17- 1- 9 37- 8- 8 TC 'FORCE- AEL BND CSI WEB. 2x4 SPF STUD designer. Truswal Systems BRACE=IT may be This trues is designed using the 1-2 -6258 0.32'0.21 0.53 2x4 SPF 165OP-1.5E 11-4 used for continuous lateral bracing on UBC -97 -Code. 1-2 -6574 0.42 0.23 0.66 SLIDER 2x4 SPF .165OF-1.SE trusses space'd�24" OC% Alternatively, use Bldg Enclosed - Yes ' 2-3 -6069 0.43 0.38 0.81 Plating Spec ANSI/TPI -' 1995 scabs or T -braces as shown on Truswal Truss Location - End Zone •3-4 -4349 0.18 0.20 0.38 THIS DESIGN IS THE COMPOSITE RESULT OF Systems standard details. - Hurricane/Ocean Line = No , Exp Category - C 4-5 -4349` 0.18 0.20 0.38 MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Length = 40.00 ft, Bldg Width 20.00 ft 5-6 -6070 0.43 0.38 0.81 -------------------------------------------- Loaded for 10 PSP non -concurrent BCLL. Mean roof height = 18.33 ft, mph 7.0 ' 6-7 -6575 0.42 0.23 0.66 Unrestrained horiz. LL deflection - 0.38 " UBC Special Occupancy, Dead Load = 21.0_psf 6-7 -6260 0.32 0.21 0.53 -------------------------------------------- BC FORCE ARL END CSI ' 8-9 6305 0.61 0.18 0.79 9-10 6311 0.61 0.14 0.75 0-11 5367 0.80 0.19 0.94 1-12 5368 0.80'0.14 0.94 2-13 6313 0.61-0.14 0.75 3--.14 6307 .0.61>0.18�,0.79MAX DEFLECTION (span) WEB FORCE CSI WEB' FORCECSI L/467'4N. MEM 11-12''(LIVB) 2-9. - 21' 0,01 5-12 _' 588 0.30 L- -0.97" D-; -1.27" T-,.-2-.24 2-10. -521 ,0;17. 6-12 ,-522 0.17 3-10 587.0:30. 6-13. 21:0:01_ _ - = Joint Locations = 3-11 -12390.64. SLDB.L -331'0.03 . - 01 Y�',9 ' 4-11 2361:0.35 SLDRR -331 0.03 2 7- 2-14 1 7-2-14' 5-11 -1234 0:64 - - 3 13- 1= 7 10. 10- '2,- 2:;.' 7-2-14 5-10-9' .5-10-9 5-1079 ' 5-10-9 7-2-.14 4 19- 0- 0 11' 19--0- 0 7-2-14 13-1-7 19-0-0', -�•. - 24-10-9 30-9-2 - 38-0-0 5 24-10- 9 -12 2T-.9-14.., -6 _.. 19-0-0'- - 30= 9- 2 13 30-. 9- 2' - 7 38- 0- 0 14 38-.0- 0 - 5-5. _ ap - �`' N'C�i� 3.4 .. 3-4 6-7-15 3-4 6-6 3-4 6 . 3-4 7.1-11 Q` MX15-16 -.3-4 .-7 3 3-4 MX/5-16 SHIP' llo" C11 p 3-4-» 3- M 3-4 1. 1.5-3 =0-3-1 10t3tY2�03 0-3-15 MX/5-16 204-8 B. 2.00 -2.00 0." IFO1Fp FC., 16 6-8 ( 18-8-e -0 - MAY 2:9 2002 a 9 ro JJ 12 Js 14' 7-2-14 1 119 8-914 10-2-2� 7-2-14 19-0-0 27-9-14 38-0-0 TYPICAL PLATE: 1.5-3 5/28/2002 = All plates are 20 gauge-Truswal Connectors preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" 1' 1unlle�ss W�11�1 vLl v V Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J1802 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 O 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 W 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 bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead- 14.00 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 75-110 St: Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI1TPI BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341=2232 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, Fax #.(760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is loctned'at 1111 19th Street, NW Ste 500. Washington, DC 20036. TOTAL 37.00 psf Segn T6.3.1 - 0. Job Name: BUFFIN STD. Truss ID: A8 Qty: 8 DnN : RGx-LOC REACT SIZE REO'D TC 2x4 SPF 1650P-1. SE Denotes the requirement for lateral bracing This design based on chord bracing applied 1 0- 1-12 1517 3.50• 2.17• 2x4 SPF 2100F-1.BE 2-4, 4-6 ® at each location Shown.' Lateral bracing per the following schedule: 2 37-10- 4 1517 3.50• 2.17• BC 2x4 SPF 1650F-1.SE .systems which include diagonal or x -bracing Max O.C. from to 2x4 SPF. 2100F-1.89 8-10, 12=14 are 'the.respo-nsibility of the building BC 120.00" 17- 1- 9 37- 8- 8 TC .FORCE- ARL END CSI WEB 2x4 SPF STUD ,designer. '.Truswal Systems BRACE -,IT may. be .This truss is designed using the 1-2 -6258 0.32 0.21 0.53 2x4 -SPF 1650F --1.5E 11-4 used`for continuous lateral bracing. on UBC -97 Code. ' 1-2 -6574 0.42 0.23 0.66 SLIDER 2x4 SPP -1650F=1.58 trusses spaced 24" oe.. Alternatively, use. Bldg Enclosed Yee 2-3 -6069 0.43 0.38 0.81 Plating Spec ANSI/TPI - 1995 scabs or T -braces as shown on Truswal Truss Location - End Zone 3-4 -4349 0.18 0..20 0.38 THIS DESIGN IS THE COMPOSITE RESULT OF Systems standard details. _ Hurricane/Ocean Line = No Exp Category = C 4-5 -4349 .0.18 0.20 0.38 MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 5-6. -6070 0.43 0.38 0.81 -------------------------------------------- Loaded for 10 PSP non -concurrent BCLL. Mean roof height = 18.33 ft, mph = 70 6-7 -6575 0.42.0.23 0.66 Unrestrained horiz. LL deflection = 0.38 " UBC Special Occupancy, Dead Load 21.0 psf 6-7 -6259 0.32 0.21 0.53 ____________________________________________ BC FORCEAXL END CSI 8-9 6306 0.61 0.18 0.79 9-10 6312 0.61 0.14 0.75 0-11 5368 0.80.0.14 0.94 - 1-12 5369 0.80 0:14 0.94 ' 2-13 6313. 0.61 0.14 0.75 3-14 6307 0.61 0.18.0..79. ., - .. - •. .. MAR DBFLBCTION (Span) 11EB,-FORCE .CSI ' WEB -FORCE CSI _ � � � �- � � L/467: -•IN MEM--11-12..(LIVE) - 2-.9 2L, 0.'o i, 5=12 588 0.30 .L= -.0.97" D. -1.27" .T= -2 24 2-10 -5ai 0.17 6-12 .-5220.17 3-10 587 0.30 6-13 21 0.01,__ Joint Locations - = - 3-11 -1234'0..64. SLDRL -3310.03 1= 0.- 0 0. 8 0-. 0 0' 4-11 2361•,0.35 SLDRR -331 0.03- - 2" 7`=.2-14 9 7- 27.14 5=11 -1234 0.64 3 13- 1- 7. 10 10- 2-.2 7-2-14. 5-10= �'` 5-10 5-10-9 5-10-9 .7-2-14' 4 19 0 ;0 11 19- 0 0 7-2-14 13-1-7 19-" 24-10-9 30-9-2 38-M 5 24-10- '9 12''27- 9-14 - .. 6 30'-9- 2',,13,..30_.,9_'2, 19-0=0 - 19-0-0.- 7.:x•38= 0- 0 -14' 38, 0 0,' 1 j' a s a 7 ar 00 -4.00 icy 3 3-4.4 :y 6-7.15 3-4 6-6 6-6 3-4. ' 3-4 7-1=11 MX/5-16 34. 3 3;4 MX/5-16 SHIP 4Q 3d. 3_ _7 M -.3-4 1 1.5-3= I EW DAM =0-3-15 MX/5-16 20-8-8. 9Of CA11�0�� 0_3,lil 2.00 -2.00 0-W 18-8-8 I . -18-8-8 , 38-" 8 9 ,o 12 lJ JG MAY 2 9 2002 _ 7-2-14„_9-2� , 6-9_ 1� ,oma 7-2-14 1970-0 27-9-14 38-" TYPICAL PLATE: 1.5-3 5/28/2002 All plates are 20 gauge Truswal Connectors -unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, 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: J1802 AON,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 t)Sgnr' SB R W 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 U SS 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! 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 14.00 '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 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 .Phone (750),341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SIIEET' by TPI. The Truss Plate Instiwte (TPI) is located at D'Onofrio Drive, Fax. # (760),341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, N W, Ste S00, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job Name: BUFFIN STD Truss ID: A9 Qty: 1 Drw : RG x -LOC RirACP SIZE REQ -D TC 2x4 SPP 1650F-1. 5E Denotes the requirement for lateral bracing- This design based on chord bracing applied 1 0-1-12 1517 3.50• 2.17• 2x4 SPP 2100P -1.8E 2-4, 4-6 ® at each location shown. Lateral bracing per the following schedule: 2 37-10- 4 1517 3.50• 2.17• BC 2x4 SPP 1650P -1.5E systems which include diagonal or x -bracing max o.c. from to 2x4 SPP 2100P-1.88 8-10, 12-14 are theresponsibilityof the.building BC 120.00" 10- 0- 0 37- 8- 8 TC FORCE ARL END CSI WHE 2x4 SPF STUD..designer. Truswal Systema BRAC87IT may.be This truss is designed using the 1-2 --6268 0.32 0.19.0.51 2x4 SPP 1650P1.55 11-4 used for continuous lateral bracingonUBC-97 Code. 1-2 -6598 0.41 0:17 0.58 SLIDER 2x4. SPP 1650P-1.55 busses spaced 24" OC. Alternatively, use Bldg Enclosed - Yes 2-3 -6064 0.48 0.48 0.97 GEL ELK 2x4 SPP STUD scabs or T -braces as shown on Truswal Truss Location - End Zone 3-4 -4349 0.17 0.19 0.36 Plating spec ANSI/TPI - 1995 Systems standard details. Hurricane/ocean Line - NO Exp Category - C 4-5 -4349 0.17 0.19 0.36 PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN'IS THE COMPOSITE RESULT OF B1dg:Length = 40.00 ft, Bldg Width - 20.00 ft 5-6 -6065 -0.48 0.48 0.97 Loaded for 10 PSF non -concurrent BOLL. MULTIPLE LOAD CASES. Mean roof height - 18.33 ft, mph = 70 6-7 .-6600 0.40 0.17 0.58 Gable verticals are 2x 4 web material spaced -------------------------------------------- UBC Special Occupancy, Dead Load = 21.0 pef. 6-7 -6270 0.32 0.20 0.51 at 16:0:" o.c. unless noted otherwise. Unrestrained horiz. LL deflection = 0.38 " Top chord. supports 24.0 " ofuniform 'load ------------ -------------------------------- BCFORCE ARL END CSI at 16 pef live load and 14 psf dead load. 8-9 6330 0.61 0.19 0.80 Additional design considerations may be 9-10. 6339 0.61 0.17,0:78 required if-sheathing�is,attached.,, - 0-11 5379 0.80 0114 0.94 (+3 indicates',the-requiremant for, lateral 1-12 5379 -0:.80 0.14 0.94 bracing .:;(designed`Dy others) perpendicular 2-13 6340 0.61 0.17 0.78 to,.the.blane of -the member at.63"intervals. 3-14 -6332-0:61-0.19-0.80. Bracing is, a:#result.ofi wind 4load='==applied to member.(Combination'axielplue:bending). MAX DEFLECTION (span).: WEB- FORCE CSI t4EB-t FORCE 'CSI This truss:requires-;adequate-.sheathing; as L/467 IN MEM ll` 12 (LIVE) a-9' 19 0.01 5-12 563 6.28 designed'bp others,; applied.ao the truss' L- -0.97". D- -1.27"' T= -2 2-10 -598'0.21 - 6-12 -54910.21 face'provi'ding. lateral support for webs in - 8-30 5630:28' 6-13 19 0.01 la rid creating shear wall -- _= Joint Locations =--- 3-11,.-1246 0.65 .SLDRL 7345 0.04 - action to resist,diaphiagm'loads 1 0- 0- 0' 8 0- 0-,46 - 4-11 2369.0:35 SLDRR -344 0.04 - - 2 6- 8713 9 6- 8-13 5-11 -1247.0.65 - - 3 13- 1-.7 10 10-2- 2 6-8-13 6.4-9. 5-10=9 5-10-9 6.4-9 6-8-13 4- 19-0-0 11 _ 19- 0- 0 6-8-13 13-117 19-" 2410=9 31-3 3 36-0-0 - 5 24-10a' 9, 12 27- 9-14 6.31--3- 3 13 31- 3- 3. 19-0-0 19-0-0 - 7 38- 0- 0 14 38-,0- 0' F-4.00 a 5-5 ;n�yi ' 3-4 ' 3-4 S-A %C 6-7-15 3-4 . 5-5 5-5 3.4' 3 a 7-1=11 , M* $ MX/5-16.3 4 3-4 7 3 3-4 3-4 MX/5-16 SH112 y C! No. V 1 f 1 X15-16 M R iQ��i.4 x = 0-3-15 0'3'1 /, n Ew ma 27-8-8 - 0." 2.00 j 1-2:00 0-3;p 18-8-8 l 18-8-8 1 38-0-0. 8 9 10 11 6-8-13� 12-3-3 6-8=13 19-0-0 12 13 14 8=9-14 i . 10-2-2 27-9-14 38-M MAY 2'9 2002 TYPICAL PLATE: 11.51-3 5/28/2002 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for'HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. w0: J1802 .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 - R S S are [o 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 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 Truss! 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 14.00 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 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live. 0.00 psf O.C.Spaeing 2- 0.0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', ?\NSIrrPI 1', -WTCA 1' - Wood "rruss Council of America Standard Design Responsibilities,'I-IANDLING INSTALLING AND BRACING NIETAL 'BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 ,PLATE CONNECTED WOOD TRUSSES' - (MIB -91) and'I1113-91 SUMMARY SHEET' by TPI. "rite Truss Plate Institute (TPI) is located at D'Onofrio Drive, fax # (760) 341-2293 Madison, \Visconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 I 1 19th Sweet, N\V, Ste 800; Washington, DC 20036. TOTAL ' 37.00 psf Segn T6.3.1 - 0 Job -Name: BUFFIN STD Truss ID: BCK1 Qty: 1 D.rw : TC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI--1995 This truss is designed using the BC 2x4 SPF 1650F-1.58 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. GBL ELK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607- Truss Location = End Zone Top chord. supports 24.0 " of uniform load Hurricane%Ocean Line = No ,-Exp Category - C _ at.16.psf live load and 14 psf dead load. B1dg.Length = 40.00 ft, Bldg'Width = 20..00 ft Additional.design considerations.may be Mean roof height = 16.71 ft, mph70 required if sheathing;is attached. UBC Special Occupancy, Dead Load = =21.0 psf [t] indicatesthe requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to m'ember.(Comliination-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 creatingxshear wall action. to resistdiapfiragm:..l'oads. 1=== Joint Locations = 0- 0- 0 20 0- 0-=0 2 8--4- 0 21 8- 4- 0 3 9 8- 0 22 9- 8= 0 4 11- 0- 0 23;.11- 0-.0 - - 5 12- 4'- 0 ` 24 12- 4- 0 6 13- 8- 0 25 13- 8- 0 7 15- 0- 0 26 15-0- 0 8 16-.4- 0 ,27 16= 4- 0- 8-4.0 4.0-0 • :4-0-0 4-0-0 4-0-0 �', 4-0-0 9-8.p 917- 8= 0 28 17- 8- 0 -�� - - 10 -19- 0= 0 29.-19- 0- 0 8-4-0 12-4-0 16-4-0 10.4.0 24.4-0 28-4-0 38,-0-0 11 .20 4--_,0 30 - 20- 4- 0 19-00`. 19-0-0 -- 12 21- 8- '0 31 '21- 8- 0-• 13 23- *0-_10 '32. 23- 0- '0 '�• - 1 - 2 3 4 5 : 6 7 8 9 .10 It 12 13 14 15, 16. 17 18 _ 19 14 - 24- 4- 0 33 24- 4-.+6 15 .� 25- 8 0 34 a 25.-. 8-,0 [Too - _ ._2 - 16 27 0 0-_ 35 27- 0-. _0 _ 17 28-,4- -0:,- 3628-.4--0: 18 29=;8-;0 37 ,29=8-.c0 T ^ 36 T 19 38 On' 38 38- 0- 3-415 g :63-41-15 '�EfKD'r/7C SHIP 0-2-15 5-5 0-2-15 Qgvs "y� C, ' v �. C1191 0 �o�v/2�as 38-0-0 - MOM 1 \ • aye 20 21 22 23 14 15 16 27 28. 29 30 31 32 33 34 35 36 37 38 � CAI�F�Q�P 8-4� 4-40 4-0.0 4-0.� 4-0-0 4-0.0 9-8-0 OF: 8-4.0 12-4.0. /6-4-0 20.4-0 244-0 28.4-0 38-0-0 MAY 2 g 2002 TYPICAL PLATE: 1.5-3 5528/2002 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors: unless preceded by "MX" for HS 20gauge or "H" for 16 gauge, positioned per Joint Detail -Reports available from Truswal software, 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. w0: J1802 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SEI and'done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions W O 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 TRUSS 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 you anruss 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 14.00 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 75-110 St. Charles ste 11A environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate con-osion. Fabricate. handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 pl. Palm Desert, CA. 92211 and brace this truss in accordmrce with the following standards: 'Joint and Cutting Detail 12cpons available as output Goin Truswal software', ;wSl/-/-rP1 r,'%vTCA r - W00d Truss Courted ornmerica Standard Design kcspotuibiliiies.'I-IANDI-ING INSTALLING AND BRACING 'ME I'AL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 11LATTG CONNECTED N00D TlWSSI:S' - (1110-91) and' -1I13-91 SUi\IM ARY SHEET' by 1'111. The Truss I'Ime Institute (1'131) is locatedpt D'Onofrio Drive, Fax #1 (760) 341-2293 Madison. Wisconsin 53719. The American Forest and Paper Association (.•',FPA) is located at i I I 119th Street, NW, Ste 500. Washington, 6C 20036. TOTAL 37.00 psf Seqn T6.3.1 0 Job Name: BUFFIN STD Truss ID: BCK2 Qty: 1 Drw : 0 CtA1:\F�� . TC 2x4 SPP 1650F-1.513 Plating'spec : ANSI/TPI - 1995 This truss is designed using the BC 2x4 SPP 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MAY -2-92002 GBL ELK 2x4 SPP STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes. Loaded'for 10 PSP non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH :REPORT #1607. Trues Location End Zone Top chord supports 24.0." -of'uniform load End'verticale designed for axial loads only. Hurricane/Ocean-Line = No , Exp Category = C at 16 psf live -load and 14 psf dead -load. End verticals .that Eire extended.above.or 'Bldg Length = 40.00 ft, Bldg Nidth 20.00 ft Additional design considerations may be below the truss profile (if any) may require Mean roof height - 16.41 ft, mph70 =21.0 required if sheathing is :attached. additional design consideration (by others) UBC Special Occupancy, Dead Load = psf [+] indicates the requirementfor lateral for lateral forces due. to wind or seismic and done in accordance with the current versions of TPI andAFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions bracing (designed by others) -perpendicular loads on the building. T' IC ,�I R to the plane of the member at 63 -intervals. TC Live 16.00 psf DurFacs L=1.25 P=1.25 Bracing is+'a result of wind 'load applied, 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 yOU anruss 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 to member.(Combination axial plus bending). 14.00 Rep Mbr Bnd 1.15 This truss requires adequate sheathing—as psf designed by others, applied to the truss c°vironment that will cause the moisture content of the wood to exceed 19G, and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf face providing lateral support for webs in Pall. Desert, CA. 92211 and brace this truss in accordance with the following standm'ds: 'Joint and Coving Detail Reports available as output from Trus,val sofm,we', •ANSVITI f,'wTCA F- wood Truss Council ofAmaica Standard Design Rcsponsibilitics,'IIANDLING INSTALLING AND BRACING METAL BC Dead the truss plane -and creating shear wall Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (1-1113-91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive. action --.t6 reeist-diaphragm loads. - Fax # (760) 341-2293 Diagonaltai_may be omitted if.adequate bracing TOTAL 37.00 psf Segn T6.3.1 - 0 desiihed"by others, is'provided to prevent racking,.,ofi,the;;truss,uader'lateral„loads. . :Tru6s without diagonal web -members or adequate 's]ieathing iipplied to -'the truss =1== = Joint Locations -- • '' face .is deli H ed: to sup ort�'onl vertical PP y 'load' 0- 0- 0 9 0- 0_0 d. as' noted. 2 1- 4- 0 10 1- 4. 0 3 2-• 8- 0 11 .2-. 8- 0 • _ - '.. .. - 4 4= 0- 0 . ' 12 - 4= 0-� 0 ' - - _ - 5. 5- 4= 0 13.-•5- 4-.0 . - _ - - 6- 6- 8- 0 :14 6- 8- 0 • - 1-4-0:' -2-8-0 2-8-0 - - <10-6-0. 7 8- 0- 0 -15 8=.-0- 0 1-4-0 4-” 6-8-0 -17-2-0• - 8 17- 2, 0 16 17- 2-;0 - ::1 2 3 J 5 6 v- 77 - 8 .. - . e •2.QO A.q�yi �U� 9w 3-1-4 3-1-4:: SHIP . ,t,� �a4 NO.V11� 7K 10//2= 2-4 EXP1,M 0 CtA1:\F�� 17-2-0 20-10-0 9' to n n I5 Ja Is 16 MAY -2-92002 STUB 14-0_ 2-8-0 2-8-0 10-6 1-4-0 4-0-0 6-8-0 17-2-0 TYPICAL PLATE: 1.5-3 5128/2002 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectois.unless preceded by "W" for -HS 20.gauge or "H" for 16 gauge,'positioned per Joint Detail Reports available from.Truswal software, unless noted. Scale: 9/32" = V WARNING Read adnotes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job; .EJ. WO: J1802 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 andAFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T' IC ,�I R 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 9 .R V �S S ®tl O i 6 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 yOU anruss 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 14.00 Rep Mbr Bnd 1.15 noted. Bracing sho,vn is for lateral suppon of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11 A c°vironment that will cause the moisture content of the wood to exceed 19G, and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0-.0 Pall. Desert, CA. 92211 and brace this truss in accordance with the following standm'ds: 'Joint and Coving Detail Reports available as output from Trus,val sofm,we', •ANSVITI f,'wTCA F- wood Truss Council ofAmaica Standard Design Rcsponsibilitics,'IIANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (1-1113-91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive. Fax # (760) 341-2293 :Nladison. Wisconsin 53719. The American Forest and Paper Association (AFPA) isloca;ed of I I I 1 190h Street. NW,Ste S00, Washington, DC 20036. TOTAL 37.00 psf Segn T6.3.1 - 0 Job Name: BUFFIN STD Truss ID: BCK3. Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TC 2x4 SPP 1650F-1.58 Plating spec : ANSI/TPI - 1995 This truss is designed using the This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer BC 2x4 SPF 16SOF-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. and douein accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions GBLBLR 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Loaded. for 10 PSP non -concurrent BOLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Trues 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 thot the top chord - Top..chord•supports 24.0 " of uniform load 'End verticals designed for axial loads only. Hurricane/Ocean Line'= -No ,'Exp Category - C Rep Mbr Bnd 1.15 at 16 psf live load and 14 psf dead load. End verticals that are extended above or B1dg,Length =. 40_90 ft; Bldg width = 20.00 ft - Adai'tionil design considerations may be below the truss profile (if any) may require Mean roof height = 16.471 ft, mph70 =21.0 O.C.Spacing 2- 0- 0 required if sheathing is attached. additionaldesign consideration (by others) UBC Special Occupancy, Dead Load = psf [+) indicates the requirement for lateral for lateral forces due to wind or seismic BC Dead 7.00 psf Design Spec UBC -97 bracing (designed by others) perpendicular loads on the building. to the.plane of .the member at 63 -intervals. ' TOTAL 37.00 psf Seqn T6.3.1 - 0 Bracing is a result of wind load, applied ' to member-(CombiriationYaxial plus* bending). This trues requires`adequate.sheathing, as designed by others,,applYed to -the -truss face providing lateral support for webs in they.truss-plane.:and,creating.shear.'wall actioa to're'sist'diaphragm,I.cede. • Diagonals may be.omitted if.adequate bracing - designed by others, is'provided-to prevent .. —racking,.of .the -truss unders•lateral loads. - Trues,without `diagonal.web„members or. .adequate:=sheathii ig..:applied'to the_.truss _ _ _= Joint Locations = '-face�is_designed"to:support of vertical Y 1 0- 0- 0 10 0'- 'oz+ load as noted: - 2 1- 4- 0 11 1- 4- 0 ' - 3 2- 8- 0 12 2- 8- 0 - -.-. 4 - 4-.0- '0 13 4-.0- 0 ' 5 5-- 4- O• 14 5- 4- 0 6 6-'8-. 0 15 - 6- 8- 0 1-4-0 2-8-0 2-8-0 2-8-0 8-8-0 - •7 8- 0- 0,, 16 8- 0- 0 � 1-4-0 4-M 9-4-0 18.0-0 8 9- 4- 0 17. 9- 4- 0 .6-8-0 9 18- 0- 0 18 18- 0- 0 1 2 3 4 S 6 7 8 9 2.00 � D. Zu,� 3-2-15 3-2-15 SHIP U No. C 1I � 1 3 4 �0M/2M i T0.2_, - I ./-\ _ � . 2-4 2020-0 STUB 10 11 12 13 14 15 16 17 l8 1-4-0 2-8-0 2-8-0 2-8-0 8-88 8-0, 1-4-0 4-" 6-8-0 9-4-0 18-0-0 MAY 2.9 2002 TYPICAL PLATE: 1.5-3 5/282002 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors, unless preceded by "MX” for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J1802 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 douein 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 RUS S W ®R K utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes thot the top chord A Company You Can Truss! 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 14.00 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 75-110 St. Charles A environment that will cause the moisture content of the wood to exceed 19/ and/or cause connector plate con'osion. Fabricate: handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 pl. ste-11 and brace this truss m accordance %with the followmn standards: 'Joint and Cutting Detail Reports available as output lrom Truswal software', Palm Desert, CA. 92211 ;\iaSUTN f.'\vTCA I'- Wood'huss Council of,\mcrica standard Desiut BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 I'LATI: CONNLCtiD \\'OOD TRUSSL•S' - (11113-91) and l-1113-91 SUtMNIARY SHE=E=T' by TPP. 1'he Truss Plate Institute (TPI) is located at D'Onofiio Drive, Fax # (760) 341-2293 Madison, \Visconsin 53719. The American Forest and Paper Association (Al -P:\) is bated at 1111 19th Soret, N\\', Sic SOO, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job Name: BUFFIN STD Truss ID: BCK4 Qty: 1 Drw : TC 2x4 SPP 1650P-1.58 Plating spec : ANSI/TPI - 1995 This truss is designed using the BC 2x4 SPP 1650P-1.5E THIS DESIGN IS THE COMPOSITH_RBSULT OF UBC-97 Code. GBL BLR 2x4 SPP STUD MULTIPLE.LOAD CASES. Bldg Enclosed = Yes End verticals designed for axial loads only. PLATE VALUES PER.ICBO RESEARCH REPORT,#1607. Truss Location End Zone End verticals .that are,extended above or Top chord supports 24.0 " of,uniform load Hurricane/Ocean Line = No ,,Exp Category - C below the truss profile (if any) may require at 16 psf live load and.l4�.psf dead load. Bldg Length = 40.00 ft, Bldg Width 20.00 ft additional design..consideration (by others) Additional design considerations may be Mean roof height - 16.04 ft, mph = 70 for lateral forces.. due to wind or seismic requiredifsheathing is attached. UBC Special Occupancy, Dead Load = 21.0 psf loads on the building. . [r] indicates the requirement'for lateral - bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a.result of wind load applied, to member.(Combination axial plus bending). This trues requires adequate sheathing, as - designed by others, applied to the truss face providing lateral support for webs in the truss planw;and'creating shear -wall action to resist diapriragiii loads- Diagonals may be omitted if=-'adequate bracing designed by others, ie,piovided to prevent' . racking -of.the•-'truss` under`d'ateral-'loads. Truss"without diagonal+web members or, adiquate-sheathing applied=;tti the.trusa ====n Joint Locations face''i's designed to ^support only vertical load as noted: 1 0= 0- 0 8 0-=0==0 2 1- 4- 0 9 1- 4- 0 _ 3 2- 8- 0 10 27 8- 0 .. - 4. 4- 0-;.0- 11 4-.0- 0 .. 5 . •5r 4- 0 12. 5- 4- 0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 - 6-2-0 7 12-10-'0 14',12-10 0 -� i.1 1 1-4-0: 2-8-0 . , 4-M 5-4-0 6-8-0 12-10-0 2.00 �G 5 D G9q Gl - 2-4-10 2-4-10 t OWAN SHIP EV DAU 3-4 .2-4 12-10-0 MAY 2 9 Ino 25-2 STUB 8 9 10 11 12 13 14 1-4-0 1.4-0 1-4-0 1.4-0 1-4-0 66-2-0 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 12-10-0 TYPICAL PLATE: 1.5-3 5/28/2002 OVER CONTINUOUS SUPPORT V All plates are 20 gauge Truswal Connectors unle7s�s, pp7G r�eTceded by "W" for HS 20 gauge or "H".for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/8" = V WARNT V . Read all notes on this sheet and give a.copy of it to the Erecting Contractor. Eng. Job:.EJ. WO: J1802 This design is for an individual building component not truss system. It has been based ogspecifications 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 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 Truss! is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othe"vise 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 14.00 psf Rep Mbr Bnd 1.15 enwironn,a❑ 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 nein 2-0-0 75-110 St. Charles pl. ste-11A p P 9 and brie this truss u, accordance with the follo vine standards: 'Joins and Cuuu,e Detail Reports available as output from Truswal software'. Palm Desert, CA. 92211 'ANSI/T11i r.'wrCA r-\\'oPdTrnSiC'ouncat,fn;,c,icaSmnd,,dD,si n !repo (bili:ics.'nn�Dt_l�C!�51:\!-I_I G:\NDeKACIta<i\u:'G\L BC Dead 7.00 psf Design Spec UBC-97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'-(liul-91) and'1111;-91 SU\InIAKI' SIII3 f' by'fPl. The Truss Plate Insutme (TPP is located at D'onofh;o Drive.' Fax # (760) 341-2293 \ladisou, \Visconsii 53719. The Anhencan Forest and Paper Associati6t, ( AFI':\) is located 1 I I i 19th Street, N\V, S(e S00, Washington, DC 10036. TOTAL -37.00 psf Seqn T6.3.1 - 0 Job Name: BUFFIN STD Truss. ID: C1 Qt 1 Drw : RG x -LOC, REACT SIZE REO'D TC 2x4 SPP 1650P-1.58 Denotes the requirement for lateral bracing This design based on chord bracing applied 1 - 0- 1-12 229 3.50• 1.50• 2x4 SPF 2100P -1.8E 2-3, 3-5 ® at each location shown.' Lateral bracing per the following schedule: 2 7- 1-12 1970 3.50 . 2.44• BC 2x4 SPP 1650P -1.5E systems which include diagonal or x -bracing max o.c. from to 3 27-10- 4 1037 :3.50• 1.50• WEB 2x4 SPP STUD are the responsibility of -the building TC 24.00" 7-11- 5 20- 0-11 2x4 SPF 1650E -1.5E 9-3 designer. Truswal Systema BRACE -IT may be TC 24.00" 4- 0- 1 7-11- 5 TC FORCE ARL END CST Lumber shear allowables are per NDS -97. used for continuous lateral bracing on TC. 24.00" 20- 0-11 23- 0-14 1-2 723 0.07-0.79 0.86 Plating epee ANSI/TPI-'1995: trusses space3''24" OC. Alternatively,, use UPLIFT REACTION (S) 2-3 2094 0.20 0.76 0.96 THIS DESIGN IS.THE COMPOSITE RESULT OF Scabs or T -braces as shown on Truawal .Support 1 -110 lb 3-4 -3277 0.12 0.77 0.89 MULTIPLE LOAD CASES'. Systems standard details. This truss.is designed using the 4-5 -3277 0.12 0.43 0.55 Location of interior bearings should be PLATE VALUES PER ICBG RESEARCH'REPORT #1607. - UBC -97 Code. 5-6 -2324 0.04 0.10 0.14 clearly marked on each truss. Interior support or temporary shoring .must Bldg Enclosed = Yes Drainage must be provided to avoid ponding. be in place before erecting this truss. Trues Location .'End Zone BC FORCE AxL END CSI 2x 4 web material vertical supporte-at 24" Permanent bracing is required -(by others) to Hurricane/Ocean Line = No Exp Category - C 7-8 -632 0.00 0.17 0.17 o.c.' (by others and -typical). Attach with prevent rotation/toppling. .See HIB -91 and Bldg Length =.40:00 ft, Bldg width - 20.00 ft 8-9 -646 0.00 0.39 0.39 1.5-3 min. plates at.top and bottom. ANSI/TPI 1-1995;,10.3.4.5 and 10.3.4-.6. Mean'roof-height - 17.49.ft, mph=70 9-10 2103 0.31 0.39 0.70 2x4 continuous lateral bracing ®24-.0 o.c. UBC Speciale -Occupancy, Dead Load - 21.0 psf 0-11 2103 0.31 0.17 0.48 attached w/ 2-10d box or common wire nails. ----------LOAD CASE #1 DESIGN LOADS ---------------- 1-12 2195 -0.33 0..12 0.45 - _•Dir. L.Plf v L. LOC R.Plf R.Loc LL/TL 2-13 2173 0.32 0.04 0.36 TC Vert .60.00 0- 0- 0 60.00_ 4- 0- 0. 0.53., TC Vert 85.63 4- 0- 0 85:63 24- 0- 0 0.53 WEB ,:FORCE-. CSI - WEB,_„FORCE CS1 _ TC Vert 60.00 24-,;0- 0 60.00 28- 0- 0 0.53 2=8 -82 0.02 3-11- 1264 0.64 - IBC,, -19`.98 - '•`0 =''0- 0 "'19 98- 28- 0- 0 0.00, 2-9 -1849 0.60' .4,11 -412 0..10 - ... Type... lbs, X. Loc" LL/TL 3'-9 -4329 0.95 5-11 11.04 0.56 TC Veit 253- -4- 0- 0, 1.00 3-10 84 0.04 5-12 99 0.05 TC ,Vert .22-.2 4- 0-0 0.00 -`TC Vert 25:3- 24- 0-- 0 1.00' TC Vert. 22.2 24- 0- 0 :0.00 4-54-5-14 8-042 5-6-1 �` 5-4-14' 4-5-14 MAX DEFLECTION (span) -� L/999 -IN MEM 10-11_(LIVE) 4-5-14 12-6-10 18-1-4 23e6-2 28-0-0 L= -0.20" D. -0:26" T- -0 46' 13-11-5 13-11-5 _ - ----= Joint Locations =-- I 2 - - 3 a 3 6 -1---0- 0-0 8,. 4- 4-=2 . 2`- 41-5-14 9 7:--1-12 400 _ 18`1-12 -4.003 12 6=10 - 10 12= 6-10 4 18'- ;i- 4 11 18- 1-'�4 5. 23- 6- 2 12 23- 7-14 6' 280- 0�13-L-28-.0- 0..'' 7 0�t,/%• T 9 48# 48 4-11-115-0 3 4 10-1 1:5 5-5-7 SHIP /►g4@q�v 34 1., 44 CJ.VI1J!r71 � =0-3-15 =0 3 1 1.5-34-10 I 5-5 3-12 1.5-3 C"\ ® EM DATE I&MO-I 28-0-0 r 7 8 9 10 11 12 13 MAY 2 9'2002 4-4-2 8.2-8 5-6.10 5-6-10 4-4.2 , 4-4-2 12-6-10 18.14 23-7-14 28-0-0 TYPICAL PLATE: 1.5-3 5/28/2002 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng: Job: EJ. WO: J1802 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 o 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 �J �� . utilitzed on this design meet or exceed the loading imposed by the localbuilding code and the particular application. The design assumes that the top chord A Company YOU Can Truss! 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 14.00 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 75-110 St. Charles A 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 pl. ste-11 and brace this truss in accordae.ce o-ith the follovmg standards: 'joint and Cutting Detail P.epons arailable os output from Truswal softwnre'.. Palm ^ l. r .alm Desert, CA. 9L:_ 1,r : 1 ANSU! P! r.'IX I'CA f - W011d l'rns3 CtXr:iCi! l;i A or;ea Sul.ndna D•:sij:n I.espon>ibdide;,'li;,NDUNG :\. D BK CI' ,'Ci : u r: 1. BC Dead 7.00 psf Design Spec U6C-57 Phone (760) 341-2232 PLAT;: CONNECTED WDUD TkUSSrS' - (ru1;.91) and HIB -91 SUNLMAliv SUFI " by -rill. The Tiuss 1'late lnstitnte (TH) is located at D'onofio Drive, Fax # (760) 341-2293 Madison. t+'iseonsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800. Washington. DC.20036. TOTAL 37.00 psf Seqn T6.3.1 - 0 Job Name: BUFFIN STD 2-9-0 z-9-0 5/28/2002 Truss ID: CRC Qty: 2 Drw : RG A -LOC REACT SIZE REO -D TC 2x4 SPF 1650F-1.513 Plating Spec : ANSI/TPI - 1995 UPLIFT REACTIONS) .: 1 0- 1-12 252 3.50• 1.50• BC 2x4 SPF 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -12 lb 2 2- 9-12 154 1.50• 1.50• SLIDER 2x4 SPP 1650E-1.513 MULTIPLE LOAD CASES. Support 3 -12 lb 3 5- 6- 2 79 3.50• 1.50• Location of interior bearings should be PLATE VALUES PER ICBO RESEARCH REPORT #1607. This .truss is designed using the 4 2- 7- 4 69 3.50• 1.50• clearly marked on each truss. Interior support or temporary shoring must UBC -97 Code. • ANSI%IPI 1',`%VTCA I'- %Food ItLSS CUanCll of America Standat-d Design IZesponsibilities,'lt\NDLING INS'I'ALLING AND 01L\C1NG IDIETAL SC Dead 7.00 psf Design Spec UBC -97 . be in place before erecting this truss. Bldg Enclosed - Yee .. .TC FORCE AALEND CSI Fax # (760) 341-2293 %ladison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. TOTAL ' 37.00 psf Seqn T6.3.1 - 0 _ Trues Location - End Zone 1-2 -31 0.00 0.08 0.08 Hurricane/Ocean Line - No , Exp Category - C 1-2 25 0.00 0.08 0.08 Bldg Length - 40.00 ft, Bldg Width - 20.00 ft 2-0 -21 0.00 0.07 0.07 Mean.roof height - 15.33 ft, mph70 621.0 0-0 -2 0.00 0.00 0.00 DEC Special Occupancy, Dead Load psf BC FORCE AEL END CSI 3-4 45 0.00 0.03 0.03 4-0 0 0.00 0.00 0.00 PLEB FORCE CSI WEB FORCE CSI LDRL -5 0.00 MAX DEFLECTION (span) L/999`IN-MEM .3-4. (LIVE) L= X0.60" D-' 0.00" T- 0 6_= Joint Locations_- 16 0- 0- 0 3 ..0= 0��0 2 2- 9- 0 4 -2r-:9- 0 9 2-1 12 : s� �z 10:. SHIP U NO V11"i 7�C 2-942 2.2-0 2-9-0 MAY 2 9 2002 3 4 2-9-0 z-9-0 5/28/2002 OVER 4 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H:' for 16 gauge, positioned per Joint Detail Reports available from Truswal software,unless noted. Scale: 518" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J1802 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 ® ep ®� T U _ 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 0 l S S �f �I ®�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 .DurFaes L=1.25 P=1.25 A.Company You Can Truss I is laterally braced by the roof or noor 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 14.00 psf Rep Mbr Bnd 1.15 75 110 St. Charles pl. std -11A 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.cspacing z - o - o Palm Desert, CA. 92211 and brace this truss m accordance with the following standards: 'Joint and Cutting Detail Reports available as omput fi'om Truswal software', ANSI%IPI 1',`%VTCA I'- %Food ItLSS CUanCll of America Standat-d Design IZesponsibilities,'lt\NDLING INS'I'ALLING AND 01L\C1NG IDIETAL SC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (1-1I0-91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 %ladison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036.. TOTAL ' 37.00 psf Seqn T6.3.1 - 0 Job Nairne: BUFFIN STD 6-0 Truss ID: E2 Qty: 2 Drw : RG x -LOC REACT SIZE REQD TC -_ 2x4 SPF 1650P-1.513 Plating spec ANSI/TPI,- 1995.. This truss is designed using the 1 •0- 1-12 194 3.50' 1.50• BC 2x4 SPF 1650P -1.5B THIS DESIGN IS THE COMPOSITE RESULT OF UHC -97 Code. 2 1- 9-15 68 3.50• 1.50• .PLATS VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD'CASES. Bldg.:8nclosed =-Yes - 3 3-10- 4 24 3.50• 1.50• Interior support or temporary shoring must Location -of interior bearings should be TrustitLocation = End zone - Eng. Job: EJ. be.in place before erecting.this truss. clearly marked on. each' truss.. Hurricane/Ocean Line = No Exp Category - C TC FORCE AXL END CSI - and done in accordance with the current versions of TPI and AFPA design standards. No responsibiliy is assumed for dimensional accuracy. Dimensions Shim bearings (if needed) for req. support. Bldg Length = 40.00 ft, Bldg width 20.00 ft 1-2 19 0.00 0.05 0.05 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 Mean roof height - 15.34 ft, mph70 =21.0 2-0 -3 0.00 0.00 0.00 A Company Carlruss p y Tl 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 UBC Special Occupancy, Dead Load - psf BC FORCE ARL END CSI noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 3-4 20 0.00 0.03 0.03 BC Live 0.00 psf O.C.Spacing 2.0- 0 4-0 0 0.00 0.00 0.00 BC Dead 7.00 psf - Phone (760) 341-2232 MAX DEFLECTION (span) ;L/999 IN MEM 3-4 (LIVE) L= 0.00" D- 0.00" T- 0 1 -= Joint°Locations _ 4-0_0 2 4- 0- 0 4" 4- 0- 0 / 2 F4.00 .- �t, 0.11-13 3d 0-11-13 T�g ,I 0-315 1 -SHIP V . MINI � 06+DATE' 0" 6-0 MAY. 2 9.2002 . 4-0-0 3 a 4-0-0 i `4-0-0-0 5/28%2002 OVER 3 SUPPORTS ' All plates are 20 gauge Truswal Connectors -unlesss preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. = Scale: 29132" 1' YY ALn�1 I V Read all notes on this sheet and give a copy of it to:the Erecting Contractor.. Eng. Job: EJ. WO: J1802 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 responsibiliy is assumed for dimensional accuracy. Dimensions Dsgnr SB R 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 U'S.$VNO 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 Carlruss p y Tl 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 14.00 Rep Mbr Bnd 1.15 :You noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles ste-11 A env ronment 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 pl. Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSVITI 1'.'\VTCA I' - \Vood Truss Council orAmerica standard Design Responsibilities. 'HANDLING INSTALLING AND 1116\CING \113TAl. BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 I'LATr CONNECTED \MOOD TRUss LS' - (H113 -9I} and'1111;-91 SUA•I.\IARY SHEET' b 'n I. The Tr ss Hac histiiuie (TPI) is looted at Donofrio Drive. Fax # (760) 341-2293 Madiso,,, \visconsin 53?19. The American Forest and Paper Association (AITA) is located at 1111 19th Street. NW, Sty° 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.1 0 0" Job Name: BUFFIN STD Truss ID: E4 Qty: 11 Drw : RG R -LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.58 Plating Spec : AN3I/TPI - 1995 UPLIFT REACTION(S) 1 •.0- i-12 259 3.50• 1.50• BC 2x4 SPP 1650P-1. SS THIS DE3IGN IS THE COMPOSITE RESULT OF Support 2 -15 lb 2 3-30- 4 106 3.50• 1.50• PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the 3 3-10- 4 42 3.50• 1.50• Interior Support or temporary shoring>muat Location of interior bearings should be UBC=97 Code. 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 14.00 psf Rep Mbr Bnd 1.15 be in place before erecting,this truss. clearly marked on each truss. Bldg Enclosed.= Yes TC FORCE AAL 'BND CSI BC Dead 7.00 psf Shim bearings (if needed) for req. support. Trues Location = End Zone 1-2 -34 0.00 0.13 0.13 Fax # (760) 341-2293 MadisaI. Wisconsin 5;719. The .American Forest and Paper Assuciation (ARIA) is located at I t I I I9th'Sircet, NW1 Stn SOO. tvashingion, DC' 20036. Hurricane/Ocean Line = No , Exp Category = C 2-0 -3 0.00 0.00 0.00 Bldg Length = 40.00 ft, Bldg width = 20.00 ft Mean roof height = 15.68 ft,-mph70 =21.0 BC FORCE AAL END CSI UBC Special Occupancy, Dead Load = psf 3-4 43 0:00 0.10 0.10 1.4-0 0 0.00 0.00 0.00 41 00 4-0-0 4-0-0 1 MAR DEFLECTION (span) L/99.9.:IN MEM 3-4 (LIVE) L= 70.01" D= -0.01" T- -0 t =_= Joint Locations 1= =- 0 0- U 3 0- 0- 0 .2 4- 0 0 4 4- 0- 0 ;a-,5 st lip todiri S .. 60 OATS 1JF� MAY 2 9 2002 r 4-0-0 j 5/28/2002 ��.�� 4k-R-9.6UPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports availabl*19d9n Truswal software, unless noted. Scale: 13/16" = 1' WARNING Rend all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J1802 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 DSgnf: SB �!J A 1 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC LIv2 16.00 psf DurFaes L=1.25 P=1.25 R� tl tl V V V ®� J utilized on this design meet or exceed the loading imposed by the local building code and the particular applicaiion. The design assumes that the top chord A -Com an You CTruss! 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 - .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 14.00 psf Rep Mbr Bnd 1.15 75-110 St. C harles ste-11 A environment that will cause the moisture content of the wood to exceed 190Y, and/or cause connector plate con osion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2-0-0 pl. Palm Desert, GA. 92211 and brace• ibis truss m accordance with the following standards: 7nim and C.'uving Detail Kepens available as output 6om Truswal sofiwaie'. A;NSVITI r,' :-TCA 1'-':tuod Truss Council ufAmcrica Standard Design Responsii ili;:s,'fIA;•:1.>LWG II ST.,LLIXG AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 • Phone (760) 341-2232 I'LATf: COn'N6C I -D WOOD TRUSSES' - (1111s-91) and'FFUB-91 SUAI.MARY S1.1F1`r' 1),-'rP1. The Truss Plate Institute (TPD is located at D'onuho Drive, Fax # (760) 341-2293 MadisaI. Wisconsin 5;719. The .American Forest and Paper Assuciation (ARIA) is located at I t I I I9th'Sircet, NW1 Stn SOO. tvashingion, DC' 20036. TOTAL 37.00 psf Segn T6.3.1 - 0 Job Name:, BUFFIN STD Truss.ID: S2 Qty: 2 Drw : RG x -LOC REACT SIZE REO'D TC 2x4 SPF 1650F -1.5E Plating Spec :"ANSI/TPI - 1995 UPLIFT REACTION(i) : 1 •0- 1-12 184 3.50• 1.50• BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 2 -6 lb 2 1- 9-15 51 3.50• 1.50• PLATE VALUES PER ICBG RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the 3 1-10- 4 22' 3.SO- 1.50• Interior support or temporary Shoring must Location ofinterior bearings should be UBC -97 Code. /� /O �1 be in place before erecting.thie'Eruss. clearly marked on each trues. Bldg'Enclosed = Yes TC FORCE END CSI Shim bearings (if needed) for req._ support. Trues Location =End Zone 1-2 1!"0.00 ,AAL 0.02 0.02 ' - 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 2-0 -3 0.00 0.00 0:00 75-110 St. Charles -11A environment that "will cause the moisture content of the wood to exceed 19% and/or cause wnnector plme corrosion. Fabricate, handle, install BC Live 0.00 psf Bldg Length = 40.00 ft, Bldg width 20.00 ft pl. Ste Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as owpudi'ront 7rusval sofi�earc'. 'ANSI/TPI I','WTCA I'- Wood Tm' is Council ofAmerica Standard Design Responsibilities,'I1A\1.)I-ING hNS"fALI-ING AND BRACING METAL BC Dead 7.00 psf Design Spec USC -97 Mean roof height - 15.34 ft, mph 70 BC FORCE AxL END CSI UBC Special Occupancy, Dead Load 21.0 psf 3-4 20 '0.00.0-02 0.02 Segn T6.3.1 '- 0 - 4-0 - 0 0.00 0-00 0.00 2-0-0 2-0.0 1 2 4r 00 Mix DEFLECTION (span) : L/999'IN:MEM 3=4 (LIVE) L=` 0.:00" D- 0.00" T- 0 Joint Locations = .. : al =0= 0- 0'" 3 . 0- 06 0 2 2- 0- 0 4 2- 0- 0 4Qlf$f - e>� attcTe ; I C� 1A AV 9A 2002 ' -- 3 4 2� 5/28/2002 2-0-0 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or ",H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 0/32" = V WARNING Rend all notes on this sheet ai:d give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J1802 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 Dsgnf: SB /� /O �1 are to be verified by the component manufacturer and/or building designer priot`to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 tl.tl J � �TRU\ SS 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 an A Com You Can Truss I 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 14.00 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 75-110 St. Charles -11A environment that "will cause the moisture content of the wood to exceed 19% and/or cause wnnector plme corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0.0 pl. Ste Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as owpudi'ront 7rusval sofi�earc'. 'ANSI/TPI I','WTCA I'- Wood Tm' is Council ofAmerica Standard Design Responsibilities,'I1A\1.)I-ING hNS"fALI-ING AND BRACING METAL BC Dead 7.00 psf Design Spec USC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (1-1113-91) and'HIB-91 SUMMARY SHEET' by 1'111. The l'russ Plate liutiuuc (ITI) is located ai D'Onofrio Drive. Fax # (760) 341-2293 Madison. \Visconsin 53719. The American I-orestand Paper Associptiun(AFPA) is located iti 1 111 19th Street. \W, Ste 800, \vashington. DC 20036. TOTAL 37.00 psf Segn T6.3.1 '- 0 Y A I. 2x4 POST ATTACHED TO EACH TRUSS PANEL POINT AND OVERIIEAD PURLIN, , 2. 2x4 M1 11F OR N2 OF PURLINS 4'- 0 •' O.0 4 J. 2x4 NI HF OR l$2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4• HIP TRUSS NI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN.. S. EXTENDED END`IACK TOP CHORD (TYPICAL) _ - - -- -G•--C—OMMON_ TiEUS S -... _ _......: _ ... _ _ ' GA SETBACK AS NOTED r� • - ON TRUSS DESIGN; HIP TRUSSES 21" O C. (TYPI AL ,� a&CTl0N,B BAN OAT WARNING Aeed all notes on this sheet and give a copy of ft to the Erecting Contractor, TN ddsw It w en nmvdww buddlno eonpmad. It e6i o." based on 4p-vka am Mo.ded by 1M oompondnl mwwuawor end 6w n HIP FRAMING DETAIL -1/21/98 T -R KCO(UMCd wdh Me Cwre/11 yvalons of TW and AFPA dapn slandams. No 1"pdnslbdey a urf.nq wr dm u"I A"cw4cy Omwam are 10 b. w OAV4 by Ins eomponem menv�cw r andla bwldvlp Weynw pna w wauboa nw oud w 0 Ilya yrwr Mdd eIG.l4M NVI W y+a. uldueU «1 d..yn moil p,FCWd.,.lwdho rnpU,W w,1W � d,� �d6. � � ...wnud e� dw � Nerd 1, bs.l.ry a�aud by 1,» Idol tw swdr sne�lhuq a1W Md bglom cha0 is 41dr+My 9raGA by a rqd snealnrly my e1W dxrl;Ih' aluO1W, vrl4ls oow.nse noldd etaryq. slwwn b for 414401 eupporl of eompononw mdmben Dreg• 10 reducd bucab4 4,*m. me '•o^IPO,,.m ma Aa bd pLeW a'1Y M•roMlNt V.M INUSWAl. VVEWCOt1PORAIDN cause IM mpelyre Comm oI1M wow pwo 19% ►ndlw cdlne caww"w pwlq carasdm. f jk4Z h",**, neWl and tw%0 awe YW I n Accordulce wdh IN 40" 10*'TAUSCOM MANS&' by T.Wwsl, •OVALTY COHIROL SLuWAAD FOR METAL RAI( COHMECreo W000 1RUSSES' • (04"61- *"001`60W9TALVHG 4410 9hkVH0 e MEM PUTS 00tINECTEo WOOD 1WJSSE3• • "6441 arw'44.01 OVMMAAY SHEET• by T%. 1M-TIWs PINI 1n$Mu1e (TPI) it puled a1 a,3 oOnoaw Nlre, M1oUdn, Wdconsn 13717. IN P4WW n forep W Pdper Asedclelnn IMPA) bcMed Is 1240 Cdrrwakul A.%, "W, Sh M. Wulwplon, OC 10031. R . A H c arl0f HIP 5YSIE.Y D E D D A H\ END VIEW C v D i C i I �I A - DUT HIB.CIBDER B - 2- I1I,ER (BY OTHERS) C - END A&S D - CORN RAJACKS E.- CORi Q iI�JACK B -C. WEDGES H - HIPTE IR R := BLO `IJVG FOR DIAGONAL BRACE X - DIA, NAL"BRACE • AVEOffATE--KANCER OR .(2) 16d NABS - { (2) -16d 'NAILS (2) 76d';NAI1:S' TUE-NAILED I- C I X R i TRUSS•PLATE,.OH (2) 16d NAILS A TRUSS PLAT OR (2I) 16d NAILS (2).16d NAILS, END -RAILED - (2) 16d NAILS E11D-WAILED .SOE-pAILED " TOE-NA;ILLD i . JACK CPTION'.1 JACK. OPTIO 2 �' K�tC}i11F DIACONAL BRAGS "X"ARE-REQUIRED, AT CENTERLINE AND AT 10'-0" O.C. FROM.CENTERIIN- ,v,A KLA.. BLOCKING "R" IS REQUIRED FOR EACH:DIAGONAL BRACE "X", ATTACHED WITH' (2-)16d NAILS Y� END HAILED INTO TRUSS :'TOP .CHORD. LOCATE BLO.CKINC AT TOP OF DI'r1CONAI .•BRACE A AND IN'BETWEEN NEXI TRUSSES EACH DIR`CTION (3 BLOGKS.•.TOTAL)., 'BLOCK MAY BE ^? OFFSET FROM RIDGE, OR A.:DOUBLE BLOCK MAY BE USED TO PROVIDE A,':FLUSH FIT ,WITH DIAGONAL BRACE.. 3+1 DUTCH HIP GIRDER, JACKS„ AND 'HIP RAFTER REQUIRE SPECIFIC DESIGN CONSIDERATION, O OTHER DETAILS NOT SHOWN. I�U NAILING IS BASED ON AN 8'-0" MA'/.IMUM..SETBACK AND 50 PSF MAJ.IMA4'TOTAL.-LOAD, AND I� I A� GOOD FOR ANY SPAN, ANY PITCH, AND At)y LUMBER SIZE AND' GRADE'.:' CONNECTIONS FOII WIND AND SIESMIC LOADS ON THE BUILDING MUST: BE DONE 'BY THE*BUILDING DESICNERI� FILE NO. DUTCH HIPSET DETAILS GATE: 1991 REF.: DES -.8y: L -.M_ CK. BY: r!'.►`rj SYSI�.S SUPPORT REQUIRED4C•MKIIVL7 Vrr- VK 111 UK I yr torr muo yr crvv .rnvn�+ EVERY 4'-T MAXIMUM. 4B" MAx VAI kiER -THEY CROSS WPPORTING MEMBERS. B 1, FOR REACTIONS OF 3" OR ESS THE P CHORD MAY BE TOE-NAILED TO TO THE SUPPWtTING MEMBER VW1TH..(2)1Od NAILS. A 2."FOO-REACTIONS'GREATER THAN 3001, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE SEARING-SUPPORT... TYPICAL END JACK WITH . 3. SIZE OF-WEDGE', BRACE OR'BEVEL LUT IS•DETERMINED BY THE VARYINIO TOP CHORD REQUIRED BEARING AREA (OR LENGTH),AS SHOWN ON THE INDIVIDUAL LENGTm. TRUSS DESIt3N&: __ . .._----.-__-- ------------ _ - --- --- ----- —.---- - -- €OR FACH-0ETAIL BEi-0W T}IE TOP CHORD-MAY-BE TOE-NAIL-ED TOLE ----- 4 6 UPLIFT REACTIONS' IF THEY EXIST, MAY REQUIRE- ADDITIONAL CONNECTION CONSIDERATIONS IF'THEYFXCEED�THE VALUE OF THE TOE. HIP. GIRDER (ONE OR MORE PLY).NAII_CONNECTION: HIP TRUSSES BOTHER OPTIONS°MAY BE-USED. AT.THEDISCRETION OFTHE BUILDING ' OESIONER y 7..:REFER TO OTHER DETAILS FOR SP.ECIFICATIONSRELATING TO A HIP SYSTEM THAT'ARE NOT.SHOWN;HERE. DETAIL OPTIONS WEDGE OR a` BEVELED TOP. 2> PL At-ONDER :JACK TOP END OF BEVEL CUT ON TOP CHORD LATERALLI IQRD OF.TRUS? ' EXTENSIONS. BRACE : 'OR' SEOONOAR:' (BRACE MAY =.TOP CHORD: FOR WEDGE USE (2) OONNECTION OF OVERLAP WITH MEMBER. NOTE 10d TOE-NAILS EA.' FOR . LITERAL BRACE I9 TRUSS CHORD - THAT HEIGHT OF TOP PLATE, NAIL WAOd 9ASEp.ON BRACE NAILCHORD TO TRUSS MUST AL_LC)w ® W, O,G, INTO TOP FORCES DETERMINED FACE OF BRACE FOR THIS. CHORD OF HIP GIRDER. BY'THE'BUILDING WITTI {2) 10d) DESIGNER. _r r NOTE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHED �!� v'�Aa „ ..;}. TO EITHER FACE OF TRUSS WITH.10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS THIS OUAIL ld PROVIOED AS A SUGOE TED SOLUTION TO THE•APPL.ICATMN SHOWN MLt R N NOT INTENDiD.TO REPLACE OR SUPERCEDE ANY SIMIIJU( Ol DATE: 8/259® THAT MAY HAVE SIEF* PROVIDED BY THE SUR,QINO 086N3NER. IT 14 THE REOPOWBILOY, OF OTHER.& TO VERIFY TME A911WACY OF. THIS DETAIL REF: tm-Fm ATION TO ANY 3PECIFIC PRO7t3CT, AS TORION S APPLICATAND�INTENT h APPLIED T4 TM OR ANY 3=LAIi It" TRUiWAI tIY3T@NI9'ABiUMEd'NO �� RBiPON8tauTY POR INS CTWH OR WORKMANSN QUALITY. �a. DES: LM. 1 1 I 1 WIIN 4 16d NAILS J-bvu bva Jl1JC v,fl;vY _k_; W1TH 4 1G.d NAILS 3-f0d ER JACK BOTTOM CHORD `OF PRESSURE BLOCK Y .HIP NO. ]'.TRUSS 2'=0" O, C. TYPICAL.. - 3-IOd NOTE: ATTACH 2X4 DOUG FIR PRESSURE BLOCK.TO BOTTOM CHORD OF HIP NO'. l WITH 4-Tbd NAILS. BOTTOM CHORDS OF END jOINTS ARRATTACHED WITH 3-10d NAILS AT EACH END OF THE PRESSURE BLOCK. PLAYA COM SPACING DATE TW20 UBC NA 5/15/97 T /CVETTVIA(r ,�-�� IRUSWAL SYS1EMS CORPORAIIQN IE rE S001S 1011 llr.p O11EnS 11 •SC(al•I" 111+1 IK lO+OS VI 111(0 ON INIf O(S loll »E(l 04 [,[(EO IK ll Is 141'.. +clwl ut+0 10+U5 (Y0ObE0 OV. IIE Sin(IC (VIN +1q 1.1E llvt 10.05 I»oOSED er 11S IOC+( eU1t0U16 coo[ oa 11,(SIOnIGI Cl'I"11 C at(0403, +q `1E Snp151011J-1, I5 +sswto ton Ol Mtts I.," CCUs I(I vE41+r -•il fiPnll Ci taldlrn61l1 �CO»IN,ea1M+l MO rt14 C�'tuiCl0� CoritAOl Mrowrl+•aE_Inu1 v,lIW551o�+00 ?0 C+ctl[t1,�S; F; Irl IO 1 l (Jt''- 0 K 1 t I+tSIt 1 q. K 1I1USwal 11wSCIW NUIJ•l . •ll PU(ls. tql S�Ecjrlchk. O(SIs"+ILO.+M t0 Ec (OWII` ollYao ,�..atrons siq Cl•t cVlNiue O r ('It •1 O,I+CIt1O 1E OVI aro a Ilglt'IOv+1 .laIISS »c»ef ns IS. tglLp a1 1"IS On+r Itis I/qs vl sls"',s ;V»is IIE for pial) 10 et ca111PRA st` 7lMcfo. el x11,1N1"s v41ts 011gp fsf Attu r"S p' '"u nlljl11 cl II 1114 Is +Prt IIU )I,\.CR 1 to r,q DO110. (..Ono. 11 S'ull et a"+CIO ,1 1"Il nvgs 4111 flcI l Ol`tr 111' U tM "'1pC IIN.[1(11j IIwrS Sl3 •nf C+V110'IrU 10 sf l` nnOr(Si M'I+l +Ov IC! g4•n01'6 IEvrO°,n1 Of IIIl+1;115 w Il' IS +(wlrb al OVla4U Ip M1IVIIIl lop"kim ,"o OOr I'gll:' W11n.11 'en°C I't(i rOC,I IaVSS 3 t(N»Elli+n up IqcqNK"O"1 nb Moll to'ItvslO'1 r+, L,Ist calcr+",1`w oxalo /Ilio (ac(Ital. �i i"I ,"1-1 101 1"(lasso or ,Plitt I1 I Oc+11Mt5; I'll,.lllvlas. +tlo I+E agnos a llE taws 10 °a(.1.11 1»oaoI, l ID't 1"USSCS sll+ll IroI 11. nl+tt0 1'1 +"1 -t "'rlhW Nq"I Iglu Witt uvsf wt »olalunl coN (w 0+. 1»( WI tl U (v(LI11 191 h1mu" CWst CW°EUOa pl+l( COon0slal (+wg(°, rtlEn MCtss" IS b(S' p(IEnNI"t0 �l J1M1Ic 10115 +1`t41U!lal N ,It11a1cwt +No IttlalJOa('Is OV1S 101 IIE SCOot a fit Sr!0"S1e11111 Of Iglbr •l ' DIIG1 C!'! •� e y 0 A v brw i o.a8$ � �'�5'� •• m� a o Z ll H v 3 r•: a (pTt y o fn _ �v'+ ^i 0 � L,� ° A71 -3 7 -.-- _< Ar y err. sc�� f� yon a•� g-1- S 4, �..0 i N 47Cy Liz A rQ 0� 3 H • a �.*1. �O'e3y�' c.��1e.c.�w n-' • fo • � � -�i � g� r ? r '+ � .ter ' 3Ce o R F ¢ �$•` e 1 I ro (f n n .� n 7 777000 << t�•7tQ �N•.. v J O J ? �a•. --�. I � Yl H if rF •) AdAN '7p }y� �IP'�NN 1 fl �D7i II R•1 I 0 0 0 0 0" n 'a,, CN�ttyi ;;.� 1 ' 'P4O��a. co ft .. -jY J v�'F' _1 �:. .. WOiwlm0 �. A A C J v v n 3 u1cc 0 r-~ Ck?n' h�� '-��'�7 1 I Ovg�n �11g6i nNJ to � I 21 Co r%j VI,.ful i r PEAK PLATE: 3.4 12x41 G•6 (1x0) 6.6 (2x01 MAXIMUM 1'-0' EAVE WITH 6'•0" MAXIMUM BLOCKS (D 32'a'.c. OR 2'-0' EAVE, / MAXIMUM, WITH 4x2 N2 OR BTR, f BRACE SPACING OUTLOOKERS CUT INTO GABLE 0 /1 J t 32'o.c. , 2x4 12 MINIMUM. CONTINUOUS I' �I STPONG8ACK BRACED TO ROOF �i STRUCTURE AT 6'-0" MAXIMUM. STRONGBACK AT F ,2x4, STRONOBACK BRACEO 4'-10 CLEASP..AN, -70 MPH - 1.5 -3, 1.5-3, 4 1.6 CLE P .M // ARS AN BO PH rnuait:�nnu \ '1 BRACE BC SPLICE 3-4.12x41 5-6. (2x8► CONTINUOUS BEARING WALK I. • 6-6 OxB►' ^ . �- 2x4 CONTINUOUS 1fACKINO WITH -16d NAILS AT 24" ox, TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION --DETAILS (MIN. NAIL REQUIREMENTS SHOWNI 1 2xGABLE STU4 SOLIO BLOCK WITH 3•l6d NAILS Bd AT B" MAXIMUM b0 PSF UVELOAO. SHEATHING.TO GABLE EA. END ANQ ed NAILS FROM SHEATHING(;) 60 MPH: WIND EXPOSURE C, TRUSS, Bd AT 6' o.c. T.0_ BLOCK ��j n LESS THAN 20'-0' WALL HEIGHT. _ �(j. "f 1.16d 2 16d BRACING DETAILS / v I R' NOTCH 0 32' o.c, SOLID BLOCK , , �,f` `��••. I \ 2-ltid WITH '2-16d TOE- .1 OE- NAILED EA, END Ied 2x4 BRACE 5� WITH 4-16d NAILS AAI v —.rt �^ 1'LAfE CODE 61'W;4•IG GATE - WARNING Read atI notes on this sheet and give a copy of If to the Erecting Contractor. Thi3 desbn Is low an inJividual buildng component, h Ma peen based on spocikallons 010,10d by the component manuladvnf aM done in MODEL 20 UBC CONTINUOUS 2/11/99 d ` accwdancs W111% lM ro cwM rersione o1 TPI and da AFPA design slandf. He fasponelbRry is assumed lot dimonr;*,,W accufaoy. Dlm•o en3n3 we .atom �, tort► to he vertluld by the component "nulacywer ands building tleeigr4w Pia 10 boAalion. The bwtobig deslgner shat ascanain' hist IM loses valltr"d tin tib design meat a exceed the loading Mposed by IM twat budding code..(( a asaiim,d that die low cwd is lelwboy braced by'aR roo( of kot 3hdelhing.wW tis bottom chord is Iviersty b4ttidby a dDb sheath" material difs* allached.unlees 0111"341 hoed. &ng ad OKiwn o ha (mesal silpp id at oom-p'biiarin membu, only to rstivcs biioligng length. Thb•componeM shat not be placed in #nY eAv4onmenl Mal �1at►�ar�-T/ wIp cavil OR molslure eontemiot Ine wood aaaad 19% and/orcause cameclm DUN conosbn. FabdMo. MMla. ihslal ano braes tws tsyse In •, GABLE DETAILS ,1a,vWnL sv31fM1CORPOIihIION accadwiws with the OST -960 ' .IAHO tla: 'TRVBCOM 3.A"() 13 A T.usrr ETA( PLAT C 0,HP* l o, O OD' FDn META. PLATE CONHECTEC MKIIjU IgU99E5 • (OST -961. 'MANOUNO-WaiALUNG. AlYO aMpNO METAL PLATE CONNEGTFO WOOD il1iJ59E9' • (WB•gtl' Hill 'F#6 -9i fUlAt.lAliY bilElT by TPI. TM Tluas Plate InatiMe (iPlJir baled at 5e70'Oriohro Drne, Madaon, Wiseonarn 377(0, Th.4mrriean Faeal and j . .. ._ .. - co - Paper A{,oartlon (AFPN b lor.mad as 1250 ConnechcW'Are. rata, Sit 200, Wasrw-von, Dc 2007e. ' 7� Altcrn►te Stud CQ1X1t•CIIOn w11h Slapl`'I i fes: Stud ' !I ANANEI 0E11101 ATLANT NUTk ; Vent Uloeka Wrap b4 omitted where no vent U requlred, Connecllon \ DtSICN FOR TYPICAL CANLE EKD TRUSS 1� U•34. T- 31 0 14oa x T:Ii�r I" Crown 0t on UN °4r virlea :1 - I �'� D J4. , T - 34 • j o ••• � � is - •• �,�•- Varlca CAI 1L1' END T11 USS ., to=auli "v.rni;oroullook2r - 3'-:16d nal, Cutout -for. 1x4 laid flat Cu lout for 2,i4"1kld rlaI ai '.(Spicing per building plant' 'ISpacine per DulldanQ, fans) 1 �n ~ TRUSS i t � 4. 16d n a ' •; 1x4 Add-on_ with Idn%ile at 16110. e. 2•I6d Wall's (by builder) "OFF STUD"CUTOUTS "ON STUD".CUTOUTS P1►1e Llne.r/ `e. ,�;f` ;':.-�=�q y'' t - ,o '• DETAILS FOR i x 4 OUTLOOKERS CABLE END BRACING rouro..;r.......rae..«......�d,r.,....•.+:...+ TRU6WAL ... .�a..l.;..—.�.:......... , oonlnoc•tlwavrunM.c.aa RONEL 1►..ro �.,IIM..w..►...— pr ,I.,.... r..,.,— ICI o.Milq, wnn.l,r ANANEI 0E11101 ATLANT rw.Rw.tea,.Kcron111n�Y«..Ir-..�.,rn».,+ul•.I Ir...:..+.,...•.�.I.......,.�.:......Iw....; V.,A- ..ter o_,1.««wti►-ti.v�:.�..r.�.w..�..»rpt....M..n.+..tl...�.n...�..lv.. .,...•. •w)OW l.o .+rt.w�l:l�. u..r r.►w.....r- ,.tl'..n .�w,,. ;,w. 'PC ,.._,.,,. A.WQ4sr..r.,�,.�l��.al. �..�..� .�.. F•Ue No-, Cable End Truac Oalt" 1214/76 _ Ckt...lr.ai.It.. aef' De e, DY: JN Dy; ,1 Eel j y J TRUSWAL SYS TEMS`-C PORATION . ` . 4445. NORTHPARK ORI'' E SUITE 2o0�- C6L0;4) SPRINGS; GOLORA7�0;^so917T (8DO) 322-4045 i (�19)598.56f�0 F ,x I DETAI L: Fp Ir .S.co FRAMED L E-0 YC S•E PLfAN VIEW A 1 CENTER RIDGE DETAIL A R --AFTER I VALLEY RAFTER (fYP ) 2 -i6d /r TOE NAILQ��2 (TYP ItX48LOCK WI %q 60 PLAN VIEW 19) 598-6463 SLY Notes: blCdrin9 ttWe►ial an 2 x a Dud. The blocking mvat be spaeed in d.C, and be aaequaleiy braeod Th.o;inawtmum Total Top Choid: Load e8 PSF TRUSSES @ 24" O•C, Mh(MumTop; Chord Dead L. 7SF meed 24' O.0 The design for lateral loadsa Itierr eonnecfions is GIRDER DESIGNED TO SUPPORT THE "T1E_tN' TRUSSES Itfe re+Ponsbdilr g of thea Buil P�ded s ddasa ravt N and Deargnrar• The details nd�uplNt"loods only ne�coriunyous IenglN 1 aCd a 2chord long ch rd ;:Mfh 4.-16d t� DETAIL $ = on the truss and begin the a"I VALLEY per Ilu UBC. RA-FTER 'Aix 8 peninetertrunner must;.. adch In bi� 4th 3-8d bol. The mai i�:-ind speed is 'MIPH, 25 A AAaan Roof This 1 x B foli the outside prone r I The Vdley Rimers are spaced . 1 5 2-16d ice rteida. ARach the op O.0-, Art"ch them to the CRR with 6"d 16 the I z8 with ]-dd toe nein. 2 X 4 BLOCK laid bow naita are "'cal the hoi .eas noted (in departs PURLIN / 5- •i:� The Center Ridge.rZaRer 4' ( ' )- i 4 2 i 6 stud. Attach.this C ehe,t z`8 wffA i -1 5d, toe "1A ( to 'rrom �—h 1i I n..__..� _ oPgPsBs rand to the.tnisa the64 * ELEVATION VIEW The Valley RaAwrs, purlins•, blCdrin9 ttWe►ial an 2 x a Dud. The blocking mvat be spaeed in d.C, and be aaequaleiy braeod the lateral dtrettion at 6-0.0, Vd1ey,ReRer M,elh1-16d Atter C Ali this blcckrng to the tPi blocking to theWim P with 2 -led. - The.huteei. bieli the vsffey ar meed 24' O.0 The Pudins•are full length unde 2" O -C- . Th �• ey are IO be attic ,fhe rail ey set and must be installed at ' with 2 t fid Hauls If they to .ach;a�.rts are not Haller fo Iha face ofthe Ini to ne�coriunyous IenglN 1 aCd a 2chord long ch rd ;:Mfh 4.-16d t� DETAIL $ = on the truss and begin the a"I VALLEY one na` srlron on the Hader, purlin section. RA-FTER 'Aix 8 peninetertrunner must;.. adch In bi� 4th 3-8d bol. ittae:hedlnrough the sheathing and into 4i1i, of IM ro11eY. This 1 x B foli the outside prone r I The Vdley Rimers are spaced . 1 5 2-16d ice rteida. ARach the op O.0-, Art"ch them to the CRR with 6"d 16 the I z8 with ]-dd toe nein. 2 X 4 BLOCK DETAIL D PLAN vtsW WITH J . 16d , `r• F lY DETAIL C a'' • : 2x< 1X.8 DETAIL D S' PURLIN / 5- •i:� PERIMETER 1 5-' '.' 2 X 4 =R VALLEY i BLOCK RAFT =R WITH 2 - 160 i 2-1t�C TOE NAILS 1 !It�(+i TRUSS TOP Ta �' C�O�O � r .N i C1 lOR0 r0A 7/16 j ELEvs.Tlpay VIEW] SHEATHING ELEVATION V1E , TRU 'SYt� T MS D 4445 ".A� RK MV !SUITE .200 1 COL64kl[M .'60.*AnS'' . C 0 ." - , 8907 (800) 3224045FA)(-di§) 59f.9.463, 1/10'/01 Users of T-rusw 1-0010031"A al eogir'18'4 inl The TrusPlusTm' engineering :soft*are will ca real desi ihe- req rements for Oermanerit,colf-di . - 11----'.;' -, '' "g . location 4 a r,. j,,ja .1 - i ., * ril lateir l'br.' -in _'� f' -LB) ' ' bier (C -,:,Of Mom S' for w-hi0h it it, required to reduce -V-t Sealed -rlhg drOwings buc*ling....1 h ea 4: frol TruswjjI* will thow the ,7. -at required number"and - -a okiffi for oris of braces Bach membl I - . ces needing bracing... In,bracinga 'by. using general this, general, I I, Tn*wal race�.. t.. .... ... g membee, 'Aft- t'.' or bottom System* 6 ITm or a`1 x or 2x . `� 'Adli ed. to edj9j' of the member perpen, di, -.1 Cu ar. to., the teUS" ' 'anadequately deeigned, connected and ,braced td- the building n'g 1*r `the-b6ilc in g ` . j0 gner (See cufrentieiiOn). The follow.n-gkoptionstp'bracing.itnot S1bIe or dolo).that will also brace for- individualrr$eM;:S (not N i Idling: system' bracing): g): I.- A Ix or.2'x structurally graded I, brace Mp Mai fed, Of the. member with 1 Od common' -or bok nails . -at 8" o brace is required,. or may be' - nailed `oto boffi" dgI es!,'o4 .f the braces are re l. The "T" Lraqemust .,extend a: mini q T. the meMbqr'S]6n' gt.h. A scab (add-on) of the same size and' structural -gradera' may be nailed, to one face Of them r`,:W'ith:A`Od:ocf . i nails at 81, o.C. if only one brZIM-1s required; or may, I be faces of -the member if 'two a1c slrequirell A mii scabs 4re...174NU.ited -for- any m�Iwnl:-:4r' exceeding .'14'- scab(s) M'u4iit extend"a minimUni,'61�., -Ofthe'imernb-6rs. 4i 3. Any member requiring more th4j bracing..; or a combination of scabsand braces; C approv4d.riethod, a$lpe cifiedfarl a"pprov6d'by-the buil,_ EXAMPLES "T." RPArrf= 90% L � 9:0% L.' 3 - Please contact a Trus"Wal engineer if th erel,.ae6; any quis' stiods. the edge only one nPer if two Of 90% of V member Ion or box led to both - lu M, of 2x6 in length., rwdi,bular any other g designer. 2. OA I T �Ru SW ''4tL Sy''.STEMS:., 444S'1NOFk1"rM C DRIVE . i . AA T .., COLORAP.0 SPRINGS, Co,86§b7: (AOO) 322-4045 F 8/3/001 T. To whim' it may concern: It is penrrlissible to repair a False Frame joint with the Procedure . -o lined below, provided that the -fb4Ibwing statements are . true: Ir Co.iling.to4dingig.10*PSForless. Trusses- are spaced 24" o. c:. or:[ess- False Fra6w verticals: are spke'd 6'-0" o -'c-. or -less. No additional point- loads or uniforrri- loads present ;n! the false frame Ahat Would,c4u"'the" Loads -to .*:e*ce6d '10, PS' --,reason. forany, The .'.joint(s)..to' repair does. not have' a' .support 'rt beai directly -underneath the joint. • There is 'no damage to the. luf'riber',at the joint, ,excessive splits, cracks,etc. Thejoin/fits tightly (Within all TPI toWances)... All lumber in the false frame is 2x4 or 2z3, Repai as follows: 1. Cua 1/2". CDX APA Group 1 plywood (or equivalent O`S.Bjguqset, 4" wide by L" long, or larger, 2. APOIY gusset to the'fac'e- of the, truss at -joint, with ia.. missing. Ake. eiaicW If one faC6 of truss has missing plate,. then g6i th". ace. If j..,on on ,itj r .6 each face. 'e bob faces of. the joint are .6hpitied .then #16 Id _igusso required 3. Us? (3) Sd nails into each, member-, from ei;'a-c'H`face (sieo d6tAi I be 1640. TV.0i'catJo — ifif F Ise frame refers only. Tolnon-strudbral memb,ers (ze' 6 design- forbes)' �o rd 11 • A ' SECTION : 1t • MAXMJM WIND SPEED .IS 85 MPH. CAP TRUSS LATERAL LOADS IN LINE WITH THE 2-16d NAILS TOENAILED� CHORDA HAVE NOT BEEN CONSIDERED, THESE LOADS AND THEIR REQUIRED ell CONNECT". ARE THE,RESPONSIBILITY r . ? OF THE�BUILDIN4:OESIGNER. . 2ac4' BRACE 12 BOTTOM'TRUSS ANY PITCH REFEN TO THE --APPROPRIATE' TRUSWAI DESIGNS FOR; THE° - REQUI$ED -WEB CONFIGUFIATION - 'FOR BOTH THE CAP TRUES AND THE SUPPORTINO:BOTTOM TR _68: f r tsf 2x4•CONTINUOUS LATERAL CHOf10/WEB,SIZE ARE BRACING APPLIED AT'24 'o.c. p0 i' ATTACH EAQH BRACE TO THE PER THE: APPROPRIATE TRUSWAL• DESIGN, ti .'tiyt� B! TTONI-TRUSS WITH`2 1Od NA1lit AT EACH INTERSECTION • TOE NA14.THE CAP TRUSS TO THE-=BRiACE MTN-1--18d NAIL FROM E1404 SIDE AT EACH INTMSECT10N: �� r C ciz Pea. nes'r'w CODE SPACING OATS - WARNING Read. elf notes on thte sheet and give -a copy,. of It to the Erecting Contractor. mb'osapn Is far_:en Mdwaow;euudmq component, N nati wee oasad on epac kaaons prwided.by.the component mamrada.*and none M '�JJ atlawdanw with tM eurrerw ruabn� at Val and AFPA dosagn slandar(e. *Me nsponslblaey Is assumed for dAman:lonal amuary. Oknennavi an ar " w.� to M -MW lay the ComponentmetwhicNrer �nWa.bviMnq sNtlgnar paor q IaMution. Tha building designer shad escerale Inst Ins bads. UBC 2 - Cox, 4-30-98 ua94ed a,a 4 daslyn mat of sawed dte baWnq' knposed Oy do" W4&iV co0e Nis assumed Mal IM lop ehod'u N rasty."Cod by IM T row or Aoe aMM and Ow bottom Chad Is 4ters9y �ocsd oy a dgld sheaMlnq material dueedr attached, un4es al as ,q naed e'vanq sMwn b for tNeraf suppW t componams members Doty to reduce buchMg tongt. The m componashtl ft" be ptaced a say, enmn Woem Out CAP CONNECTION DETAIL ►�/►�'�► wed ouso Me mo4tun content of ft wood moed 19% andla cause ca netor plata carosron• Fabacaaa, hanC4, insla9 aro brace Mrs truss in tf�16WA1 �� CORP 10M. wmwdante wit the isool.mq standards:. 'TRUSCOM MANUAL' by Ouswd.'OUAUTY CONTROL SrANOARO FOR METAL RATE CONNECT'c0 WOOO TWO&OS' - PST•611: le,"OUNO INSTAWNG ANO BMCWG METAL PLATE CONNECTED W000 TRUSSES' • "as%) and 'NI9.91 SUMMARY SHEET by TA: Tha' Tluaa Plate 1mlNule (TPI)13 totaled t SST o'Onolllo Wive, Mf4sort W 400nain $3119 TM AmtriCM Faest 614 COPA* Ascot WOon, OFPA) b #0441W 41' IM CtlnniWW Ave. MY; 310 2M.,yhaNnQtan, OC MN PIGGYBACK DETAIL 16 30 1630 ..24 REQUIRES 2X4 BRACE WHEN VERTICAL EXCEEDS 5'-0" 2 BRACES AT 10'=0" ETC. 1 � 1630 3245 1630 SP 3260 1.5X3 Ct yp.) — — WCH/�`Fr 3)n. GAP,. 2X4 CONTINUOUS SUPPORT BRACING. - .ATTACH TO THE TOP SIDE -OF' -TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d NAILS SHOULDER DETAIL a y X012 MAIC, V P LsFT' _ 1 Zoe .ENCS . of .CA = 730 A)OT 2A LSTA ZI �f�EssG,N sP c�c� re,y o s� AjTtp .S -..A34 Qs. -T1'LuS 5 TSP t eg �'l�e syr s ,. _r.. . G11.�� .ate• � j, 0 re i TITLE 24 REPORT Title 24 Report for: STANDARD/S-1 (Complies Four Cardinal Directions) 52-880 Avenida Obregon La Quinta, Ca 92253 Project Designer: Lendel Ventures, Inc. DBA Lench Design Group P.O. BOX 450 LA QUINTA, CA 92253-0450 760/564-1866 Report Prepared By: VERNA LENCH Lendel Ventures, Inc P.O. Box 450 La Quinta, CA 92253-0450 (760) 564-1866 Job Number: i 3.1-1062 Date: 5/26/02 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: 3.1-1062 User Number: 5454 TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary 7 HVAC System Heating and Cooling Loads Summary 11 Room Load Summary 12 Room Heating Peak Loads 13 Room Cooling Peak Loads 14 I EnergyPro 3.1 By EnergySoft Job Number: 3.1-1062 User Number: 5454 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date 52-880 Avenida Obregon La Quinta Project Address Building Permit # Lendel Ventures, Inc (760) 564-1866 Plan Check I Date Documentation Author Telephone Computer Performance 15 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,421 ft2 Average Ceiling Height: 8.0 ft Total Conditioned Slab Area: 1,421 ft2 Building Type: (check one or more) ® Single Family Detached ❑ Addition ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor FENESTRATION Shadinq Devices Type Orientation Area Const. Fenestration Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof Slab On Grade n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation R-13 Wall w/1" EPS Wood 0.059 Exterior Wall Solid Wood Door None 0.387 Exterior Door R-13 Wall (W.13.2x4.16) Wood 0.088 Exterior Wall FENESTRATION Shadinq Devices Type Orientation Area Fenestration Exterior Overhang Side Fins SF Shading Yes / No Yes / No Left 20.0 0.75 0.38 Bug Screen ❑ x❑ ❑ Left 6.3 0.63 0.38 Bug Screen ❑ X❑ ❑ X❑ Rear 39.0 0.75 0.38 Bug Screen ❑ X❑ ❑ X❑ Right 24.0 0.75 0.38 Bug Screen ❑ x❑ ❑ X❑ Right 40.0 0.72 0.80 Bug Screen ❑ X❑ ❑ X❑ Front 12.0 0.75 0.38 Bug Screen ❑ 0 ❑ a Front 17.0 0.74 0.38 Bug Screen ❑ x❑ ❑X❑ ❑ ❑ ❑ ❑ El El El F1 El 11 El El Run Initiation Time: 05/26/02 08:48:12 Run Code: 1022428092 Ener Pro 3.1 By Ener Soft User Number: 5454 Job Number: 3.1-1062 Pa e:3 of 15 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Fimnare 80% AFUE Ducts in Attic 4.2 Setback HVAC System Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.1 SEER Ducts in Attic 42 Setback HVAC Syctam WATER HEATING SYSTEMS Rated 1 Tank Energy Facts 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A.O. SMITH FGR -50-240 Small Gas Standard 1 38,000 _50 0.60 n/a n/a For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS AUTHORIZATION FOR USE OF THIS TITLE 24 REPORT ONLY WITH ORIGINAL SIGNATURES. NO DUPLICATION PERMITTED! 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/Remarks section. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm Address: Telepl Lic. #: Title/Firm: _ Address: Telephone_ Lendel Ventures, Inc. DBA Lench Design Group P.O. BOX 450 760/564-1866 Name: VERNA LENCH Title/Firm: Lendel Ventures, Inc Address: P.O. Box 450 La Quinta, CA 92253-0450 Telephone: (760) 564-1866 (date) (signature) kdate) IEnergvPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:4 of 15 I Certificate of Compliance: Residential (Addendum) CF -1 R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies 3asea on the adequacy of the special justmcation and documentation sudmittea. I Plan Field The HVAC System "HVAC System" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF-6R.PlayField The HVAC System "HVAC System" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/26/02 08:48:12 Run Code: 1022428092 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:5 of 15 Mandatory Measures Checklist: Residential MF -1 R 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 specifications for.the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures FX]'§150(.): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. §150(b): Loose fill insulation manufacturer's labeled R -Value. .§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). F'§ 150(d): Minimum R-13 raised floor insulation in framed floors. E§ 150(1): Slab edge insulation - water absorption rate <= 0.3%, water vapor transmission rate <= 2.0 perm/inch. X§118: Insulation specified or installed meets insulation quality standards. Indicate type and form. a§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 SHGC, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(9: Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. X❑ §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. §150(i): Setback thermostat on all applicable heating and/or cooling systems. X❑ §1500): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. 7 '§150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed in conditioned space. Openings shall be sealed with mastic, tape aerosol sealant or other duct- closure system that meets the applicable requirements of UL181, UL181A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh tape or tape shall be used. 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 fans systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. FX§114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no electric resistance heating, no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. X❑ §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 F-§150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:6 of 15 Computer Method Summary (Part 1 of 3) C -2R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date 52-880 Avenida Obregon La Quinta Project Address Building Permit # Lendel Ventures, Inc (60) 564-1866 Plan Check/Date Documentation Author Telephone Computer Performance 15 Field Check/Date Compliance Method Package or Computer Cimate Zone Source Energy Standard Use (kBtu/sf-yr) Design Facing North Margin El Facing East Margin Wall 90 0.059 An gn Facing South Margin X Facing West Mar in floor 20 0.387 A0 90 3.21 0.37 3.75 -0.16 3.44 0.14 2.82 0.76 Space Heating 3.58 ❑ R-13 Wall w/1" EPS Whole House Wall 240 0.059 270 90 ® Space Cooling 40.36 38.54 1.82 Wall 203 0.059 911 36.04 4.32 ❑ ❑ 38.32 2.04 _0 Wall 127 (1088 go go 38.34 2.01 ® Domestic Hot Water 16.37 1 14.15 2.22 Wall 24 0.088 145 gn 14.15 2.22 14.15 2.22 Wall 128 0.088 180 90 14.15 2.22 ❑ R-13 Wall (W 132x4 16) Whple Hnusa Totals BUILDING COMPLIES This C -2R summarizes the results of a four cardinal orientation analysis. The pages that follow describe the front facing North occurence. This plan has been analyzed with identical features in all orientations. GENERAL INFORMATION Conditioned Floor Area: 1,421 Floor Construction Type: ❑X Slab Floor Building Type: Single Fam Detached ❑ Raised Floor Building Front Orientation: All Four Orientations Number of Dwelling Units: 1.00 Total Conditioned Volume: 11,368 Number of Stories: 1 Slab Floor Area: 1,421 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area HVAr System 142 11 36A 1 nn rnnditinnad CPthark n/a OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Form 3 Reference Location / Comments Rnnf 1 421 0.028 270 o ® El R-38 Rnof (R 382x14.16) Whole House Wall 90 0.059 An gn X R-13 Wall w/1" FPS Whole HOLLSP floor 20 0.387 A0 90 ® ❑ Snlid Wnnd nnnr Whnle House Wall— 385 0.059 180 gQ ® ❑ R-13 Wall w/1" EPS Whole House Wall 240 0.059 270 90 ® ❑ R-13 Wall w/1" FPS Whole House Wall 203 0.059 911 ® ® ❑ ❑ R-13 Wall w/1" FPS Wholes House R-13 Wall 06.132x4.16) Wholp House _0 Wall 127 (1088 go go nnor 17 0.387 go go ® ❑ Solid Wood Dnor Whole HOUSe Wall 24 0.088 145 gn ®❑ 3 2x4 16,E Whole Hnuse Wall 128 0.088 180 90 ® ❑ R-13 Wall (W 132x4 16) Whple Hnusa ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ El El Run Initiation Time: 05/26/02 08:48 Run Code: 1022428092 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:7 of 15 Computer Method Summary (Part 2 of 3) C -2R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date FENESTRATION SURFACES U- Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments _J_ Windft (Fasts 20.0 0.750 0.38 90_ Af) Summit 5+.00 Al DP Whole House 2 Window Left (East) 6.3 0.630 0.38 90 90 Summit 5500 Al DP Whole House 3 Window Rear (South) 20.0 0.750 0.38 180 90 Summit 5500 Al DP Whole House 4 Window Rear (South) 16.0 0.750 0.38 180 90 Summit 5500 Al DP Whole House 5 Window Rear (South) 3. 0.750 0.38 180 90 Summit 5500 Al DP Whole House 6 Window Right (West) 20. 0.750 0.38 270 90 Summit 5500 Al DP Whole House Z Window Right es 40.0 0.720 0.80 270 90 Summit 5500 Al DP Whole House 8 Window Right (West) 4.0 0.750 0.38 270 90 Summit 5500 Al DP Whole House 6 Window Front (North) 3.0 0150 0.38 0 20 Summit 5500 Al DP Whole House 10 Window Front (North) 9.0 0.750 0.38 0 90 Summit 5500 Al DP Whole House 11 Window Front (North) 17.0 0.740 0.38 0 90 Summit 5500 Al DP Whole House INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 Ti Bug Screen 0.76 I EnergvPro 3.1 ev EnergvSoft User Number: 5454 Job Number: 3.1-1062 Paae:8 of 15 I Computer Method Summary (Part 3 of 3) C -2R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 137 0.76 _4 Q 0 Whole House Slab Perimeter 37 0.76 0.0 0 Whole House HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiencyy and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80%AFUE Ducts in Attic 4.2 Setback HVAC System Pipe Insul. Hydronic Piping Pipe System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Split Air Conditioner 12.1 SEER Ducts in Attic 4.2 Setback HVAC System WATER HEATING SYSTEMS Rated Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A.O. SMITH FGR -50-240 Small Gas Standard —1— 38}000 50 0.60 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Run Initiation Time: 05/26/02 08:48:12 Run Code: 1022428092 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:9 of 15 Computer Method Summary. (Addendum) C -2R STANDARD/S-1 (Complies Four Cardinal Directions) 5/26/02 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies 3ased on the adequacy of the special justification and documentation submitted. Plan Field The HVAC System "HVAC System" includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field The HVAC System "HVAC System" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/26/02 08:48:12 Run Code: 1022428092 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page: 10 of 15 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE STANDARD/S-1 (Complies Four Cardinal Directions 5/26/02 SYSTEM NAME FLOOR AREA HVAC System 1,421 Number of Systems 1 Heating System Output per System 64,000 Total Output (Btuh) 64,000 Output (Btuh/sqft) 45.0 Cooling System Output per System 41,000 Total Output (Btuh) 41,000 Total Output (Tons) 3.4 Total Output (Btuh/sqft) 28.9 Total Output (sgft/Ton) 415.9 Air System CFM per System 1,400 Airflow (cfm) 1,400 Airflow (cfm/sqft) 0.99 Airflow (cfm/Ton) 409.8 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensiblel Latent CFM I Sensible 1,070 20,494 1,85 515 23,140 0 1,025 1,157 0 0 0 0 0 0 0 0 0 11025 1,157 22,5431 1 85 YORK H4DH042S06 27,565 9,472 Total Adjusted System Output 27,565 9,472 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm 64,000 64,000 Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 OF 69.2°F 69.2 OF 112.20F 0 : Supply Air Ducts Outside Air 0 cfm ,Y 111.4 of Supply Fan Heating Coil 1400 cfm ROOMS 69.2 of 70.0 OF h Return Air Ducts `i DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.6OF 78.7/65.7OF 78.7/65.7OF 60.0/58.9OF Supply Air Outside Air Ducts sT, r 0 cfm Supply Fan Cooling Coil 60.7 / 59.2 OF 1400 cfm 51.8% R.H. ROOMS 78.7/65.70F 78.0 I /65.5OF b Return Air Ducts `S EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page: 11 of 15 ROOM LOAD SUMMARY PROJECT NAME STANDARD/S-1 (Complies Four Cardinal Directions DATE 5/26/02 SYSTEM NAME HVAC System FLOOR AREA 1,421 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Whole House Whole House 1 1,070 20,494 1,851 1,070 20,494 1,851 515 23,140 PAGE TOTAL 1 1,070 1 20,494 .1,851 515 23,140 TOTAL 1 1,070 20,494 1,851 515 23,140 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page: 12 of 15 ROOM HEATING PEAK LOADS Project Title Date STANDARD/S-1 Com lies Four Cardinal Directions 5/26/02 Room Information Desi n Conditions Room Name whole House Time of Peak Jan 12 am Floor Area 1,421 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70OF Conduction Area U -Value AT of Btu/hr 1421.0 X x x x x X x x X x x X X x X x x X X x X x x x X x x x x X x X x x x X X x X 0.0280 x X X x x x x x X x x X x x x x X x x x X X X x x x x X X x X X x X X X x X X 44.0 = = = = = = = = = = = = = = = = = = 1,751 perimeter = 174.0 44.5 7,743 917.7 0.0585 44.0 2,363 37.0 0.3872 44.0 630 95.0 0.7500 44.0 3.135 6.3 0.6300 44.0 175 40.0 0.7200 44.0 1.267 17.0 0.7400 44.0 554 279.0 0,0885 44.0 1.086 items shown with an astensK (r) denote conduction through an interior sunace to another room. Page Total: I 18,7041 Infiltration: 1.00 1 x 1.064 x 1 421 x 8.00 x 6] x &T = 4436 chedule Air Sensible Area Ceiling Height ACH OT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 23,140 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page:13 of 15 RESIDENTIAL ROOM COOLING LOAD SUMMARY STANDARD/S-1 (Complies Four Cardinal Directions) 5/25102 Project Title Date : - •u .-�tI Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Conduction Area U -Value X Whole House 78°F 112°F 340E DETD1 X 51.0 X 30.6 X 30.6 X 34.0 X 34.0 X 34.0 X 34. X X Btu/hr 2,029 1,643 438 2,422 135 979 = 428 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total 8 831 Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Window 4050 XO (East) 1 (East) Window 4050 XO (South) Window 4040 XO Window 3010 XO (South) (South) Window 4050 XO (West) Window 6068 SLDG (West) Window 4010 XO (West) Window 3010 XO (North) Window 3030 XO North ( 0.0 x x x x x x x x x x 1 + + + + + + + + + + 20.0 x x x x x x x x x x 73 )X ) x x x x x )x0.423- x 0.423 = = = = = = = =rE� = 618 ( 0.0 1 6.3 73 0.423 195 ( 0.0 1 20.0 32) 0.423 271 ( 0.0 1 16.0 32) 0.423 217 ( 0.0 1 3.0 32) 0.423 41 ( 0.0 1 20.0 73) 0.423 618 ( 0.0 1 40.0 73)X 0.856 ( 0.0 1 4.0 73)X 0.423 �124 0.0 1 3.0 1 ( 0.0 1 9.0 15) 0.423 57 Sched. Page Total 1 4.65 Internal Gain Frac. Area Heat Gain Btu/hr Li hts 1.00 x 1,421 x 0.500 Watts/sgft x 3.413 BtuhfWatt = 2,425 Occupants 1.00 x 1.42 x 245 Btuh/occ. / 333 sqft/occ. = 1,045 Receptacle 1.00 x 1,42 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Process 1.00 x 1,421 x 0.000 Watts/sqft x 3.413 Btuh/Watt = 0 Infiltration: x � x 42 x x � / 60] chedule Air Sensible Area Ceiling Height ACH DT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 20,494 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 1 421 x 155 Btuh/occ. / 33 sgft/occ. = 6 1 Receptacle 1.00 x 1 421 x 0.000 Watts/sgft x 41 Btuh/Watt = o Process 1.00 x 1 421 x 0.000 Watts/sqft x 3.41 Btuh/Watt = o Infiltration: 1.001 x 4 77 x 1 42 x 8.00 x 0.50 / 60] 1 0.00263 = 1 190 chedule Alr Latent Area Ceiling Height ACH Ow Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,851 Energ Pro 3.1 By Energ Soft User Number: 5454 Job Number: 3.1-1062 Page: 14 of 15 RESIDENTIAL ROOM COOLING LOAD SUMMARY STANDARD/S-1 (Complies Four Cardinal Directoons) 5/26/02 Project Title ..- Room Name Design Indoor Dry Bulb Temperature: Design Outdoor Dry Bulb Temperature: Design Temperature Difference: Conduction Area U -Value X Whole House 780E 112°F 340E Btu/hr 1. Design Equivalent Temperature Difference (DETD) Items shown with an asterisk (•) denote conduction through an interior surface to another room. Page Total 0 Shaded Unshaded Solar Gain Orientation Area SGF Area SGF SC Btu/hr Window 6068 FR DR (North) ( 0.0 x 1 + 17 0 x 15)X 0.423 = 108 ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = ( x + x )x = Sched. Page Total 108 Internal Gain Frac. Area Heat Gain Btu/hr Lights 1.00 x 1,421 x 0.50 Watts/sgft x 3.413 Btuh/Watt = 2,425 Occupants 1.00 x 1.42 x 24 Btuh/OCC. / 333 sgft/occ. = 1,045 Receptacle 1.00 x 1,42 x 0.00 Watts/sgft x 3.413 Btuh[Watt = 0 Process 1.00 x 1,421 x O-OOC Watts/sqft x 3.413 BtuhlWatt = 0 Infiltration: x � x 1 a21 x x 60] chedule Air Sensible Area Calling Height ACH DT Fraction TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 20,494 Sched. Latent Gain Frac. Area Heat Gain Btu/hr Occupants 1.00 x 1 421 x 155 Btuh/OCC. / 333 sgft/occ. = 661 Receptacle 1.00 x 1 421 x 0.000 Watts/sgft x 3.41 BtuhMatt = o Process 1.00 x 1 421 x 0.000 Watts/sgft x 3.41 Btuh/Watt = o Infiltration: 1.00 x 4 77 x 1 42 x 8.00 x 0.50 / 60] 0.00263 = 1 190 --- chedule Air Latent Area Ceiling Height ACH -,�,yy Fraction TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,851 EnergyPro 3.1 By EnergySoft User Number: 5454 Job Number: 3.1-1062 Page: 15 of 15 UNAUTHORIZED USE WARNING THESE DESIGNS ARE THE PROPERTY OF LENCH DESIGN GROUP. REPRODUCTION IN ANY FORM WITHOUT WRITTEN CONSENT IS EXPRESSLY PROHIBITED. UNAUTHORIZED USE EXTENDS TO ORIGINAL AND MODIFIED DERIVATIVE PLANS AND IS APPLICABLE TO INTENTIONAL AND UNINTENTIONAL INFRINGEMENTS. ADJOINING LOT T-6' BELOW SUBJECT PROPERTY NEW RETAINING WALL NEW THIGH WOOD FENCE PROPERTY LINE 50.0' H.P. j O oQ�^ � �4� I D E rEIVE FEB 03 F M r - -- - - - - - - - -'- - -- - - - - - - - - - - - - - - _ - - � I ROMFA� V��(7T�hiFG:1 Lr NNT I I I i I I � I i I I � I , p •. + I I g � PAD.. o r Ul i al w W z Z I e I z i :3 }i J F- a :3' a �: I o0 w I to I N+ 0 j i I0 I ' j I -T r o. . ET V ADJOINING LOT t 6" SET LACK BACK...I BELOW SUBJECT PROPERTY I II ( w ADJOINING LOT t 6" j I 2 U ABOVE SUBJECT PROPERTY I i =U_ BLOCK WALL j - Y : ,, = _':'� "%' :: • 3'-0' T EW 5' HIGH BROWN ✓ J ''• . ti . ; ':; L ` :; ' BLOCK WALL i""ONCRETE;:j ..,,-<.°.. p� DRNEWAY 1 I t .Y' .'' .r_. •.i.. �' Som w� •7':r: '-' :°, •s?l'�'+. Ir' W a 3 '% ` :", ,moi:::� �-s`_♦:; �= :+': 6 r.�:� a /PRO ERTY LINE 50.(7 WATER SERVICE w ''` r s::'::. = = :.* . •... •.. :, •: (3) QUEEN PALM 15 GAL. OR EQUAL , MIN.1 1/2" TRUNK I ,,:•.. •Aq :::.... , ; I � / CURB DRIVEWAY APPROACH REQUIRES A DATUM POINT Q SEPARATE PERMIT AND INSPECTION 318' ROCK PALM SPRINGS GOLD MID- POINT OF LOT FROM CITY OF LA QUINTA PUBLIC GROUND COVERED WORKS DEPARTMENT AVENIDA OBREGON SITE PLAN SCALE:1/8*=l'-T NEW 4' HIGH BROWN BLOCK WALL S TO SCREEN TANK TABLE OF CONTENTS SHEET#. SITEPLAN..................................................S-1 FOUNDATION PLAN....................................1 FLOOR PLAN & ELEVATIONS .................... SECTIONS....................................................3 STRUCTURAL & TRUSS PLAN .................... 4 ELECTRICAUMECHANICAL PLAN....... E/M-1 A.P.N 773-315-007 ADDRESS: 52-880 AVENIDA OBREGON LEGAL: LOT # 7, BLOCK #.173, SANTA CARMELITA @ VALE LA QUINTA Approved b) at ❑ Planning Commisslon ._.....�_.- O City Council ------ rommunity Dev. Dept nitials _ ---- Case No. Exhibit O With Conditions ._.—...- PLANS PREPARED BY: nDEL VENTURES, I CH DEAN eR A.P. LEKCH T1 DRAWN AR CHECKED S.L. DATE 01-30-03 SCALE 1/8 vl= 1 1-011 JOB NO. SHEET .S_1 ' O PADI - ij 0 STANDARDI W 0z i , E LU , to " � I F.F.:T-0" ABOVE THE CURB I Z 8 PAD: V-6" ABOVE CURB MEASURED @ I z I I i CENTER OF LOT @ AVENIDA OBREGONI z I I 0- OJ I too I 1 j i i I 1 j INEW 5' HIGH ROLL -UP GARAGE DOOR BLOCK WALL j - Y : ,, = _':'� "%' :: • 3'-0' T EW 5' HIGH BROWN ✓ J ''• . ti . ; ':; L ` :; ' BLOCK WALL i""ONCRETE;:j ..,,-<.°.. p� DRNEWAY 1 I t .Y' .'' .r_. •.i.. �' Som w� •7':r: '-' :°, •s?l'�'+. Ir' W a 3 '% ` :", ,moi:::� �-s`_♦:; �= :+': 6 r.�:� a /PRO ERTY LINE 50.(7 WATER SERVICE w ''` r s::'::. = = :.* . •... •.. :, •: (3) QUEEN PALM 15 GAL. OR EQUAL , MIN.1 1/2" TRUNK I ,,:•.. •Aq :::.... , ; I � / CURB DRIVEWAY APPROACH REQUIRES A DATUM POINT Q SEPARATE PERMIT AND INSPECTION 318' ROCK PALM SPRINGS GOLD MID- POINT OF LOT FROM CITY OF LA QUINTA PUBLIC GROUND COVERED WORKS DEPARTMENT AVENIDA OBREGON SITE PLAN SCALE:1/8*=l'-T NEW 4' HIGH BROWN BLOCK WALL S TO SCREEN TANK TABLE OF CONTENTS SHEET#. SITEPLAN..................................................S-1 FOUNDATION PLAN....................................1 FLOOR PLAN & ELEVATIONS .................... SECTIONS....................................................3 STRUCTURAL & TRUSS PLAN .................... 4 ELECTRICAUMECHANICAL PLAN....... E/M-1 A.P.N 773-315-007 ADDRESS: 52-880 AVENIDA OBREGON LEGAL: LOT # 7, BLOCK #.173, SANTA CARMELITA @ VALE LA QUINTA Approved b) at ❑ Planning Commisslon ._.....�_.- O City Council ------ rommunity Dev. Dept nitials _ ---- Case No. Exhibit O With Conditions ._.—...- PLANS PREPARED BY: nDEL VENTURES, I CH DEAN eR A.P. LEKCH T1 DRAWN AR CHECKED S.L. DATE 01-30-03 SCALE 1/8 vl= 1 1-011 JOB NO. SHEET .S_1