The URL can be used to link to this page

Home My WebLink AboutLANGSTAFF 4125 6 FLOOR SHEATING- TYP. 5/8" T &G OSB W/ pD MIN. SPAN RATING 24/0 15 In W/ 10d @ 6,6,12 O.C. SD1 9C h~ 10 h~ SD1 0 0 SD1 SD1 L -12 'CV SD1 1 1 b - 1/83 x 12 LV 3 3 FLUSH BM 8 0 6A ? SD1 = SD1 00 4 N N J N W Nm In 11 1/4" WER FT. J w D 1 N m MI 15 SL 0 E 13 SDl h SD1 ayfcPOSr m I c FL M = 6A 9B 1/8 SD1 SD1 p05S 9 I Lti 11 7/8 TJI 110 W 16" O.C. 2 11 /8 TJI 360 3 10 16" O.C. SD1 9C 6D SD1 Q SD1 1 2 ^} 3 -1/8 x 12 LVL FLB W EN -3-1/8 x 14 LVL HDR 3 -1L8 x 14 LVL HDR- 3 -1 8 x 16 LVL HD FLUSH 3 -1L8 x 12 LVL FL BM j;T 10 P DWI SD1 P SECOND FLOOR FRAMING PLAN 2 -2x6 TOP PLAT EN 2_2X10 HEADER 10dNAILS 0 6" OC STAGGERED EXTERIOR SHEATHING 2X6 HEADER PLATE ROUGH OPENING TYPICAL 2PLY HEADER SECTION EN 2 -2x6 TOP PLAT 3 -2X10 HEADER OSB SHIM TYP. 30dNAILS 0 6" OC STAGGERED EXTERIOR SHEATHING 2X6 HEADER PLATE ROUGH OPENING TYPICAL 3PLY HEADER SECTION FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE #2 OR BETTER 2. ALL BEAMS TO BE SPRUCE #1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2" CDX PLY OR OSB W/ 8d NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE B. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE FLASHING 10. ALL EXTERIOR WALLS SHALL BE 2X6 STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16" O.C. ANY WALL ABOVE 10' SHALL BE 2X6 STUDS AT 16" O.C. ALL INTERIOR WALLS SHALL BE 2X4 STUDS AT 16" O.C. 11. ALL EXPOSED PLYWOOD SHALL BE CCX. 12. FLOOR SHEATHING SHALL BE 3/4' T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILNANT OSB. 13. DBL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SECTIONS A -36 STEEL TO BE PROVIDED BY LICENSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVIED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. ROUGH 1 -O OPENING TRIMMER DD j (2)TRIMMERWHERE REQUIRED KING STUD 2X6 STUDS 0 16" OC UNO. TYPICAL WALL 7 LIN 1 U ° DO D J J SD1 y to 9B z sl SD1 I ANN 2 2X6 TOP PLATES TYP. On pe it or approve any t UNO. ER DETAIL B 3- X10 HEADER UyO. W EN & 4x16d012 OC. O O i EA 2x - - - - - EN/4 16d EA 2x Of M. OPENING KING STUD F- N 3. 2X6 STUDS 0 16" O.C. TRIMMER(CRIPPLE) IIof 2X(3 SILL PLATE t NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. Qw W n TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH Bd 6. CONTINUES ROOF DIAPHRAGM UNDER 2X CALIFORNIA FRAMING W 7. BEAM TO BE FLUSH W /JOISTS. PROVIDE JOIST HANGERS AT BEAM WITH ICBO REPORT NUMBER 1318, JULY 1996 I B. BEAM BELOW JOIST W /JOISTS OVERLAPPING AND CONTINUOUS 2X4 D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL BLOCKING 0 JOIST OVERLAP. V) WITH FRAMING, USE SOLID BLOCKING UNDER INTERIOR WALLS 9. 22 "X30" ATTIC ACCES. PERPENDICULAR WITH FRAMING. 10. IN F FA IN ALINE0UATTIC. SEE MECH ELEC. PLANS. FRAME AS REQUIRED E. 0 Z TO ACCOMODATE LOAD. 4' -0" SPLICE (U.O.N.) ow F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. DIAMETER MACHINE BOLTS AT 18' 0/C STAGGERED (U.O.N.) 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND G. 3 -1/8 x 14 LVL HDR r2 _ _ _ - - _ _ _ - f 7B SD1 SDD 2X6 BOTTOM PLATE 1A 6A SD1 6A SD1 - SD1 3 -1/8 x 12 LVL DRP BM 3B SD1 IV - 9 rL" _j RIDGE OLn Q~ IIQI W Wmwz U) V) CJ I zLLJ 03 0( 6D 6D SD1 SD1 3 -1 8 x 12 LVL DR 9G SD1 FRAMING SCHEDULE 2 2X6 TOP PLATES TYP. t OR pe it or approve any t UNO. ER DETAIL B 3- X10 HEADER UyO. W EN & 4x16d012 OC. A NOTES APPLY ONLY WHEN REFERENCED BY PLAN i EA 2x - - - - - EN/4 16d EA 2x M. ROUGH M. OPENING KING STUD B. 2X6 HEADER PLATE 3. 2X6 STUDS 0 16" O.C. TRIMMER(CRIPPLE) I11IFF 2X(3 SILL PLATE 2X6 BOTTOM PLATE 1A 6A SD1 6A SD1 - SD1 3 -1/8 x 12 LVL DRP BM 3B SD1 IV - 9 rL" _j RIDGE OLn Q~ IIQI W Wmwz U) V) CJ I zLLJ 03 0( 6D 6D SD1 SD1 3 -1 8 x 12 LVL DR 9G SD1 FRAMING SCHEDULE SHEAR WALL SCHEDULE FRAMING NOTES pe it or approve any aINDICATES NOTES APPLICABLE TO THIS PLAN ONLY A. BALLOON FRAMED WALLS USE 2X4 STUDS 0 16' 0/C TO 10 -0" IN HEIGHT NOTES APPLY ONLY WHEN REFERENCED BY PLAN Of OVER 14' -0" USE (2) 20 STUDS AT 16" O/C TO 17 -6" IN HGT. FOR WALLS 1. BALLOON FRAMED WALL WALL SHEATHING OVER 17' -6" IN HEIGHT USE (2) 2X4 STUDS AT 12" 0/C (U.O.N.) 2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS B. TYPICAL FLOOR SHEATHING USE 5/8' T &G CDX GRADE PLYWOOD P.I 32/16 3. 2X6 STUDS 0 16" O.C. ry-Z I ,LD WITH 10d NAILS AT 6'- 6 " -10" 0/C USE RING SHANK NAILS OR SCREWS, 4. 20 STUDS 0 16" O.C. t NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. 5. 2X4 DIAGONAL SWAY BRACE -CUT INTO TOP PLATES (10' -0" MIN.LENGTH) C. TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH Bd 6. CONTINUES ROOF DIAPHRAGM UNDER 2X CALIFORNIA FRAMING 40 NAILS AT 6" 6" 12" 0/C LAY PERPENDICULAR TO FRAMING. USE 1X8 TdcG 7. BEAM TO BE FLUSH W /JOISTS. PROVIDE JOIST HANGERS AT BEAM WITH ICBO REPORT NUMBER 1318, JULY 1996 SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) B. BEAM BELOW JOIST W /JOISTS OVERLAPPING AND CONTINUOUS 2X4 D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL BLOCKING 0 JOIST OVERLAP. N WITH FRAMING, USE SOLID BLOCKING UNDER INTERIOR WALLS 9. 22 "X30" ATTIC ACCES. PERPENDICULAR WITH FRAMING. 10. IN F FA IN ALINE0U ATTIC. SEE MECH ELEC. PLANS. FRAME AS REQUIRED E. SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT TO ACCOMODATE LOAD. 4' -0" SPLICE (U.O.N.) 11. LINE OF CEILING BREAK. SEE PLAN FOR HEIGHTS. F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. ail DIAMETER MACHINE BOLTS AT 18' 0/C STAGGERED (U.O.N.) 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND G. ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N.) WITH CS16 STRAP TO CONNECT ALL BAYS. H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE "X" 14. LINE OF FULL HEIGHT BLOCKING NEAW FRAMING GYPSUM BOARD. (U.O.N.) 15. HOLDOWN STRAP FROM FLOOR ABOVE. I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) 16. CONT. PLYWOOD SHEAT'G UNDER J. ALL FRAMING HARDWARE TO BE *SIMPSON STRONG -TIE CO' OR CALIFORNIA FRAMING. APPROVED EQUIVALENT. 17. LINE OF FLOOR ABOVE K. PROVIDE 3 -2X STUDS AT EACH END OF 010 OR LARGER MEMBERS FRAMING LEGEND USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) n°) 3x STUDS AT PROVIDE MULTIPLE STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.O.N.) L. PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. a1 D MANUACTURED ROOF TRUSSES 0 24" O.C. 2 V J 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT O.C. "O.C.FIELD INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). M. 11 7/8 TJI 110 FLOOR JOIST 016" OC. 1 - N INDICATES BEAM OR HEADER AND SPAN 11 7/8 TJI 360 FLOOR JOIST 016" OC. 0. INDICATES NON- BEARING WALL. 4 2 X 10 DECK JOIST 0 16" O.C. P. Q. INDICATES INTERIOR BEARING WALL ALL LUMBER TO BE SPRUCE #2 OR BETTER R. ALL BEAMS TO BE SPRUCE #1 OR BETTER 1 28 SD1 J 6A 15 SD1 L -15 6 pLti SD1 +qO' A- - - - - - - z - - - - - - - - - - - eOF- - - - - - - - - - - - - - - -- -- - - - - - - - 2 It HEADER - 2 2X10 HEADER - - 2 2X10 DR BM 1 1 ROOF DECK - TYP. SHEA ROOF DECK - TYP. 1/2" CDX OR OSB W/ SHEA = 43001 ILBI 1/2 11 CDX OR OSB W/` w a \ MIN. SPAN RATING 24/0 I MIN. SPAN RATING 24 0 w m j W/ 8d @ 6,6,12 O.C. i I W/ 8d @ 6,6,12 O.C. X: I o J N + titi CALIF FILL I N 4 x IIpN / N e FRAMING II A 15 SHEAR TRUSS W/E roQO`' SD1 SHEAR= 3000 LB J I o CAL FILL rr -- - - - -- - -i C- - - - - -- - - -J w / FRAMING I Q SID Uj- - - - II II I 11 E' _ IDG N eP {// 11 \ _ _ _ N R / 3 POINT BEARING RUSSE9 024" O.C. I 1 w x SHEAR TRUSS W EN II 3C 0I F1 I NA9 /y r SHEAR= 9100 LB I1 SD1 I I NO? z I II I 22 - - - -- -- - - - - -- - L -- - -j L - - - - - - \ - 90 L =26' SD1 m II II 11 \ I N J L - -- i.,ir'=- APP_MVED -- -_j L- - - - - -- 1A 'V 20 N SD1 w DATE w e -plans have eAn rev On a to I= ap able sedss n rtzatforr 111 j ranted to ' e uilding permit penj rlp ahe by 9 i N apl Val by all a cab[ y agencies. I p Thl Iss n or granting of a permit based Iqn pgsO P ap I ov of these plan, , -01 not be construed to W on of the appllca6'e ° m 15 SD1 e 12I I 1A SD1 15 SD1 15 SD1 m IN 13 DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEAR NAILING AS REQUIRED EXTERIOR 2X6 OR 2X4 STUDS SHEATING AS PER SCHEDULR NAIL STUDS TOGETHER AS PER TABLE BELOW. 1}2" SHEAR PANEL SHEAR WALL SCHEDULE FRAMING TYPES pe it or approve any L presumed to o SILL PLATE Q SDS 0 24" O.C. Of 16d ® 2" O.C. M WALL SHEATHING NAILING ordinance- _ eulTorlty to Violate or r• -- a provlSlpAS Qisw h cu QU-)mry-Z I ,LD HOLD Darin SHEAR WALL KR PLANS PER PLANS t 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" 8'O.C. be valid. O.C. ALONG EDGES AND FIELD SHALL BE APPLIED IN ACCORDANCE 40 G x WITH ICBO REPORT NUMBER 1318, JULY 1996 H zx PTMs 4+ G) t WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LEG AND 7/16" CROWN N Q 180 PLF) LL_ o 5 B'1 ANCNaR U 3/8' APA RATED PLYWOOD WITH Bd COMMON NAILS ail 2 SHEAR TRUSS W /EN 11 BOLTS PER PLANS 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 9 osf NEAW FRAMING SHEAR= 2500 LB 11 l wim n 2x STUDS ti 350 15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS 3 "O.C. 4 AT 3 "O.C. EDGES AND 12 "O.C. FIELD (* ) PLF) 3x END STUD n°) 3x STUDS AT490 U.NO.ON 2 2)10 HEADER 2 2X10 HEADER 2 2X10 DRP BM J 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT O.C. "O.C.FIELD 3/8" DIAM x 8" LAG BOLTS O B" O.C. HEAP WALL PER PLANS L- - - - - 1 - yq'O9'SO'P' L - - 16' 2B Sqq 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS 3/8" DWM x 8" LAG 22 SD1 98 6 AT 2 AT EDGES 12-O.C. FIELD ( • ) .......................(570 PLF) U.N.O.) SD1 FRAMING PLAN OIE PROVIDE 2 -2X OR 3" NOMINAL OR WIDER FRAMING AT r!A A , r • A . 15 SD1 e 12I I 1A SD1 15 SD1 15 SD1 m IN 13 DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEAR NAILING AS REQUIRED EXTERIOR 2X6 OR 2X4 STUDS SHEATING AS PER SCHEDULR NAIL STUDS TOGETHER AS PER TABLE BELOW. 1}2" SHEAR PANEL SHEAR WALL SCHEDULE FRAMING TYPES SDS Y4 SCREWS 1 -4 SILL PLATE STAI ARO nMAMING SDS 0 24" O.C. 5 -6 16d ® 2" O.C. S.W. TYPE WALL SHEATHING NAILING Z C_) r- U-) LJ 0 cu QU-)mz LLJ ry-Z I ,LD 2x STUDSTw) HOLD Darin SHEAR WALL KR PLANS PER PLANS t 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" 8'O.C. T, TI 12:1 O.C. ALONG EDGES AND FIELD SHALL BE APPLIED IN ACCORDANCE 40 G 1 WITH ICBO REPORT NUMBER 1318, JULY 1996 H zx PTMs 4+ G) t WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LEG AND 7/16" CROWN N Q 180 PLF) LL_ o 5 B'1 ANCNaR U 3/8' APA RATED PLYWOOD WITH Bd COMMON NAILS 4 "0.C. 2 AT 6 "O.C.EDGES AND 12 "O.C. FIELD ...........................(260 PLF) BOLTS PER PLANS 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 "D.C. NEAW FRAMING AT 4 "O.C. EDGES AND 12 "O.C. FIELD PLF) wim n 2x STUDS 350 15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS 3 "O.C. 4 AT 3 "O.C. EDGES AND 12 "O.C. FIELD (* ) PLF) 3x END STUD n°) 3x STUDS AT490 U.NO.ON PLYWOOD JOINTS J 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT O.C. "O.C.FIELD 3/8" DIAM x 8" LAG BOLTS O B" O.C. HEAP WALL PER PLANS3ATEDGESAND12 ...................... 640 PLF) D ) 3x PTMS 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS 3/8" DWM x 8" LAG O.C. BOL S 0 8 O.C. 6 AT 2 AT EDGES 12-O.C. FIELD ( • ) .......................(570 PLF) U.N.O.) 5088:0 ANCHOR OIE PROVIDE 2 -2X OR 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL 0PTIM R TYPES 4, 5 AND 6. SEE HEAVY FRAMING DETAIL TO RIGHT STITCH -NAIL 2 -2X 0 4" DC LINO. OR USE 4 SDS SCREWS PER 9' STUD 2 -2x END 2x STUDS SEAR WALL CONNECTION DETAIL 1 STUD (U.N.O. DT PLANP 51 Tin) 2-2x snos AT ALL A TACH PLYN000 JOINTS TIE ) PROVIDE 2 -2"X OR 3' NOMINAL OR WIDER MUD SILL PLATE DETAIL /- STAGGER NAILING WITH NAILS STAGGERED FOR SHEAR PANELS TYPE 4, 5 AND 6 BELOWLOW BETWEEN 2 STUDS) SEE DETAIL 1 SEE HEAVY FRAMING DETAIL TO RIGHT 2-2x PTMS SHEAR WALL PER PLANS RUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OUT 3 -z. END: STUDS WHERE S A 4x STUD IS r REOD. 4 -2x END STUDS 5/5 10 ANCHOR WHERE A Sx STUD Is Ft-D. BOLTS PER PLANS 15 SD1 e 12I I 1A SD1 15 SD1 15 SD1 m IN 13 DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEAR NAILING AS REQUIRED EXTERIOR 2X6 OR 2X4 STUDS SHEATING AS PER SCHEDULR NAIL STUDS TOGETHER AS PER TABLE BELOW. 1}2" SHEAR PANEL NAILING OR SDS Y4 SCREWS 1 -4 16d 0 4" O.C. OR SDS 0 24" O.C. 5 -6 16d ® 2" O.C. OR SDS @ 18" O.C. SHEAR WALL & POST 1 CONNECTION DETAILS No. C065593 N NJ LU N 0 y 0 N d a a 0 y wO 0 NN t E a 0 0 3 N xU 0 a 000 T c0 w0 c0 UN 0s 0 w 0 X z Q CI.- z z 3m zm W LJ cu `p ED W U ) i IN- I M Z C_) r- U-) LJ 0 cu QU-)mz LLJ ry-Z I ,LD L) ZZOj00 t LLJ UU T, TI 12:1 M 4 INVESTMENTS 951) 273 -0922 SHEET N0. A sec 15 OF SHFFTS 15] J W Qz CD R a_ Q i E] z Q t V 40 G J a H 4+ G) t ED N 4 INVESTMENTS 951) 273 -0922 SHEET N0. A sec 15 OF SHFFTS 15] J W CD R z E] QM UkZ 40 J a G ED N Q LL_ F o E] U CU LLJ 3 4 INVESTMENTS 951) 273 -0922 SHEET N0. A sec 15 OF SHFFTS 15] J 1A t4 QS 2 2X10 DRP 6M I I I H- I I I 15 I SD1 4x4 Pos I I I RIDGE I s"in6 p Mlaun 9B SD1 I 2B SDI I I I I I I I I to 2 9B 1A SD1 6A SDI SD1 L -12'0" SOLID BLKG 3 - - - - - -- -------------------- - - - - -- - - - - - 2 2X10 R 2 2X10 HDR - - - - ROOF DECK - TYP. 1/2" CDX OR OSB VV Fi N. SPAN RATING 2 I I I JC 1 8d @ 6,6,12 O.C. 2B 14A c, I SD1 I I SD1 W m o I I I SHEAR TRUSS ? o I I SHR = 3300 BS r I 12B 12A Er I \ MMERS SDI W ° 1 m zx RIDGE - - - _ o 0 T -I- SD1 NI I x 9B zT= 0 SDI I w L0 I 12B II CALF \ MMERS SDI FRAEI b 1X W I II N I 27_0 B l 2 2X10 HD ' 4 2 2X10 HDR N J IL - - - - - - - - - - - -- - - 4 12A i 2 2X10 HDR s SDI L =13' 5 !A as 1 A SD1 9B SD1 SD1 SDI 12A12A14A14A SDI SDI SDI SDI ROOF FRAMING PLAN CRAFTSMAN FRAMING NOTES A. BALLOON FRAMED WALLS USE 2X4 STUDS a 16" 0/C TO 10 -0" IN HEIGHT OVER 14' -0" USE (2) 2X4 STUDS AT 16" 0/C TO 17 -6" IN HGT. FOR WALLS OVER 17' -6" IN HEIGHT USE (2) 2X4 STUDS AT 12" O/C (U.O.N.) B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 WITH 10d NAILS AT 6 "- 6 " -10" 0/C USE RING SHANK NAILS OR SCREWS, NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. C. TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH 8d NAILS AT 6 "- 6 " -12" O/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T &G SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL WITH FRAMING, USE SOUD BLOCKING UNDER INTERIOR WALLS PERPENDICULAR WITH FRAMING. E. SPUCE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT 4' -0" SPUCE (U.O.N.) F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" DIAMETER MACHINE BOLTS AT 18" 0/C STAGGERED (U.O.N.) G. ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N.) H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE "X" GYPSUM BOARD. (U.O.N.) I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) J. ALL FRAMING HARDWARE TO BE "SIMPSON STRONG -TIE CO" OR APPROVED EQUIVALENT. K. PROVIDE 3 -2X STUDS AT EACH END OF 010 OR LARGER MEMBERS USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) PROVIDE MULTIPLE STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.O.N.) L. PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. 1 INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). M. N INDICATES BEAM OR HEADER AND SPAN 0. INDICATES NON- BEARING WALL. P. ® INDICATES INTERIOR BEARING WALL 0. ALL LUMBER TO BE SPRUCE #2 OR BETTER R. ALL BEAMS TO BE SPRUCE #1 OR BETTER FRAMING LEGEND MANUACTURED ROOF TRUSSES O 24" O.C. 2 > 3 TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE #2 OR BETTER 2. ALL BEAMS TO BE SPRUCE #1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2" CDX PLY OR OSB W/ 8d NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE FLASHING 10. ALL EXTERIOR WALLS SHALL BE 2X6 STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16" O.C. ANY WALL ABOVE 10' SHALL BE 2X6 STUDS AT 16" O.C. ALL INTERIOR WALLS SHALL BE 2X4 STUDS AT 16" O.C. 11. ALL EXPOSED PLYWOOD SHALL BE CCX. 12. FLOOR SHEATHING SHALL BE 3/4" T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUIUVANT OSB. 13. DBL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SECTIONS A -36 STEEL TO BE PROVIDED BY LICENSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED, I• 01 1" PLYWOOD TREADS OR 2X TREAD 20 PLYWOOD SUBFLOOR Q 2x DBL. FUR. JOISTS (2) APPROVED HANGER (HU414) MIN. SIMPSON Q (3) 2x12 STRINGERS STAIR DETAIL (TOP) DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHIN E TILE. ROOF W/ 15# -FELT ogp, sEs OVER 15/32" CDX. PLYWD. SHEATHING RYWALL UR BARRIER 12 ETAIL C rJ INSULATION BAFFLE DETAIL TRUSSES BY MFR. 1 pp0 V. SHINGL1SFELT 2 - 2 "X 4" TOP PLATE 1/2" 1 ROW REV. SHINGLES GYP. BD. 2x FASCIA WITH ASCAE BAC R 15 FELT SHEATHING R -30 INSULATION 1' -0 "TYP. VENTED R FlNPIs PR MJC LADDER ALUM. SOFFIT PREF. ALUM, SOFFIT Jry( G ppHEq GANG NAIL ROOF SS, % ULAI$ SHEPTMING Ep1AyE -F Dq "I, LAMN pSCIq {( b5L' j` LYALL "UR BARRIER 2R6 CASpABACKER YW 2' -O" SECTION THRU EAVE (1' -0" O.H.) 5/8" OSB SUBFLOOR FTN15 - JOSTT FLOOR ®16' o.c. DETAIL C TOP PLATES 2.4 NAILER 5 /8" TYPE 'X' GYP. BD. SECTION THRU GABLE END (1' -0" 0 H ) R -13 INSULATION DETAIL D GARAGE 2" X 4" PTDF SILL PLATE W/5/8 "O X 12" A.B. W/ 2 "X 2 "X 3/16" STL. WASHER ° O 2" X 4" STUDS ® __" O.C. MIN. 12" FROM ALL EDGES 16" O.C. CORNERS, SPLICES, ETC. MIN 7" EMBED. W/ BLKG. MIN. 2 BOLTS PER PIECE FIN. FLR. NEW 3 1/2" CONC.SLAB"1 3) 2x12 STRINGERS 02 3/4" PLYWOOD TREADS OR 2X TREAD 2.4 P.T.M. S. 4O SHOT PINS O 12" O.C. 4x4 POST 46" O.C. 9" M x 00 1/2" M.B./ 6 APART I; I 4 I' I Do L - -J 12" STAIR DETAIL (BOTTOM) 12 5 SECTION B WOOD WALL 1 1/2" I, I, I. 1 1/4" TO 2" n. V) 0 00n MR'FOA PERMIT ISSUANCE F SCOTT FAZEKAS & ASSOCIATES, INC. BY HANDRAIL nFrT L These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to issue a building permit pending approval by all appli,1341A ; ozN rJ The I SUAQaAILO= 3prp31 804E N&IIT PPIFE4004 On approval of these plans 'iall l not b construea0 t0 permit or44f 1" e`L§ n §fA6tiglgli1?FRMDIIfWAk plicable Codes orHF44cf"rTca:-8NM1N.perrnit presumed to give authority 111M.Y,IalobBJdr the provisions of such endes shall be valid. „ SHEAR WALL SCHEDULE FRAMING TYPES 3 CD SILL PLATE STANDARD RIAMING 760 S.F. F2-.-53-]S.F. OF VENTILLATION REQUIRED 300 S.F. LL- S.W. TYPE WALL SHEATHING NAILING of LINEAR FT. OF EAVE - - EAVE BLOCKS 4 (3 -2 "DIA. HOLES) X 9.42 EACH BLOCK = 9.42" SQ.FT. 144 Ix STUDSTw) HIXD DOWN SHEAR WALLPERPLANS PER PLANS MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" 8 "O.C. 144 O.C. ALONG EDGES AND FIELD SHALL BE APPLIED IN ACCORDANCE O -GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) L] X 144" WWW.CERTAINTEED.COM 1 WITH ICBO REPORT NUMBER 1318, JULY 1996 0 X 100"- SQ.FT 2. PWS TOTAL VENTILLATION PROVIDED = 3.39 SQ. FT. oQPO WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LEG AND 7/16" CROWN H0 9,' 3p 180 PLF) 5/a'• ANaaPERPLANS 1' -0" TYP. 3/8° APA RATED PLYWOOD WITH BO COMMON NAILS 4 "O.C. 2 AT 6 "O.C.EDGES AND 12 °O.C. FIELD ..........................(260 PLF) 1/2" DRYWALL BOLTS LL- 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 O.C. HEAW FRAMING 0 3 AT 4 "O.C. EDGES AND 12 "O.C. FIELD PLF) Dena in NSSTJDS 350 16" O.G. 5/8" DRYWALL 15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS 3 "O.C. AT 3 "O.C. EDGES AND 12-O.C. FIELD (A) .....................(490 PLF) Y Ern END SS TUDD N STUDS AT M. BEDROOM PLANS) PLYWOOD JOINTS SHEAR WALL CK 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT 3/8" DIAM x 8" LAG BOLTS O 8" D.C. 5 3 "O.C. AT EDGES AND 12 "O.C.FIELD (+ ) ......................(640 PLF) U.N.O.) PER PLANS R -13 INSULATION O 5. PTMS 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS 3/B" DIAM x "8° LAG BOLTS e 8 O.C. 6 870 PLFAT2 "O.C. AT EDGES 12-O.C. FIELD ( A ) ( ) U.N.O.) r 2 TMS f j S /B"• ANCHOR LLJ Z BOL15 PER PLVJS PROVIDE 2 -2X OR 3" NOMINAL OR WIDER FRAMING AT FINISH GRADE ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL DPI J2 TYPES 4, 5 AND 6. SEE HEAVY FRAMING DETAIL TO RIGHT STITCH -NAIL 2 -2X 0 4" OC UNO. OR USE 4 SDS SCREWS PER 9' STUD 2. END 2. sTUSs cn SEE SEAR WALL CONNECTION DETAIL 1 S"2WD (U.N.O. a PLANS) TW) 2 -2x STUDS AT Au PROVIDE 2 -2 "X OR 3" NOMINAL OR WIDER MUD SILL PLATE ATTACH PER DETAIL 1/- PLYWOOD JOINTS STAGGER NALNG BETWEEN 2 STUDS) WITH NAILS STAGGERED FOR SHEAR PANELS TYPE 4, 5 AND 6 BELOW SEE DETAIL 1 SEE HEAVY FRAMING DETAIL TO RIGHT 2 -a PTMS sHEU1 WALL PER PLANS RUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OUT 3-2. END STUOS WERE S .• .I..' . A 4x STUD IS , 1 REO'D. 4-2. END STUDS 5/SY µCHa WERE A 5. BOLTS PER PLANS STUD IS REQ'D. z U DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHIN E TILE. ROOF W/ 15# -FELT ogp, sEs OVER 15/32" CDX. PLYWD. SHEATHING RYWALL UR BARRIER 12 ETAIL C rJ INSULATION BAFFLE DETAIL TRUSSES BY MFR. 1 pp0 V. SHINGL1SFELT 2 - 2 "X 4" TOP PLATE 1/2" 1 ROW REV. SHINGLES GYP. BD. 2x FASCIA WITH ASCAE BAC R 15 FELT SHEATHING R -30 INSULATION 1' -0 "TYP. VENTED R FlNPIs PR MJC LADDER ALUM. SOFFIT PREF. ALUM, SOFFIT Jry( G ppHEq GANG NAIL ROOF SS, % ULAI$ SHEPTMING Ep1AyE -F Dq "I, LAMN pSCIq {( b5L' j` LYALL "UR BARRIER 2R6 CASpABACKER YW 2' -O" SECTION THRU EAVE (1' -0" O.H.) 5/8" OSB SUBFLOOR FTN15 - JOSTT FLOOR ®16' o.c. DETAIL C TOP PLATES 2.4 NAILER 5 /8" TYPE 'X' GYP. BD. SECTION THRU GABLE END (1' -0" 0 H ) R -13 INSULATION DETAIL D GARAGE 2" X 4" PTDF SILL PLATE W/5/8 "O X 12" A.B. W/ 2 "X 2 "X 3/16" STL. WASHER ° O 2" X 4" STUDS ® __" O.C. MIN. 12" FROM ALL EDGES 16" O.C. CORNERS, SPLICES, ETC. MIN 7" EMBED. W/ BLKG. MIN. 2 BOLTS PER PIECE FIN. FLR. NEW 3 1/2" CONC.SLAB"1 3) 2x12 STRINGERS 02 3/4" PLYWOOD TREADS OR 2X TREAD 2.4 P.T.M. S. 4O SHOT PINS O 12" O.C. 4x4 POST 46" O.C. 9" M x 00 1/2" M.B./ 6 APART I; I 4 I' I Do L - -J 12" STAIR DETAIL (BOTTOM) 12 5 SECTION B WOOD WALL 1 1/2" I, I, I. 1 1/4" TO 2" n. V) 0 00n MR'FOA PERMIT ISSUANCE F SCOTT FAZEKAS & ASSOCIATES, INC. BY HANDRAIL nFrT L These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to issue a building permit pending approval by all appli,1341A ; ozN rJ The I SUAQaAILO= 3prp31 804E N&IIT PPIFE4004 On approval of these plans 'iall l not b construea0 t0 permit or44f 1" e`L§ n §fA6tiglgli1?FRMDIIfWAk plicable Codes orHF44cf"rTca:-8NM1N.perrnit presumed to give authority 111M.Y,IalobBJdr the provisions of such endes shall be valid. „ STANDARD TRUSSES VENTILLATION NEEDED 3 CD AT SECOND FLOOR U 760 S.F. F2-.-53-]S.F. OF VENTILLATION REQUIRED 300 S.F. LL- En VENTILLATION PROVIDED z of LINEAR FT. OF EAVE - - EAVE BLOCKS 4 (3 -2 "DIA. HOLES) X 9.42 EACH BLOCK = 9.42" SQ.FT. 144 2- DORMER ATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS 2 X 100 "= F1.391 SQ.FT 144 2 -GABLE END ATTIC VENTS 12" X 18" O -GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) L] X 144" WWW.CERTAINTEED.COM 2 SQ.FT 144 0 X 100"- SQ.FT 144 TOTAL VENTILLATION PROVIDED = 3.39 SQ. FT. STANDARD TRUSSES TILE ROOF W/ 30# -FELT ICBO# -4660 OVER 1/2" CDX. PLYWD. SHEATHING C. C No. C065593 EXp. 9 -30 -07 VENTILLATION NEEDED 3 CD AT FIRST FLOOR U 1840 S.F. = ---] S.F. OF VENTILLATION REQUIRED 300 S.F. LL- En VENTILLATION PROVIDED z 92 LINEAR FT. OF EAVE - 23 -EAVE BLOCKS 4 (3 -2 "DIA. HOLES) X 9.42 EACH BLOCK = 9.42" 1.5 SQ.FT. 144 DORMER ATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED 3' -0" MIN. ABOVE EAVE OR CORNICE VENTS 4 X 100 " = 2.77 SQ.FT 144 2 -GABLE END ATTIC VENTS 12" X 18" L] -GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) 2 X 144" WWW.CERTAINTEED.COM 2 SQ.FT 144 L] X 100' == SQ.FT 144 TOTAL VENTILLATION PROVIDED = 6,27 SQ. FT. oQPO TILE ROOF W/ 30# -FELT ICBO# -4660 OVER 1/2" CDX. PLYWD. SHEATHING C. C No. C065593 EXp. 9 -30 -07 vy LU N 0 T 0 Yrn m y 0 N 0 d 0 0 yN E da 00 3 U m 0 n 0c0 E0 00 c0 Uv dr c0 lJ X Z Q (4- w 3M zM ( Li cu I D W Q 0")N z (r) Z U I- Ln LLJ CD ~ Q; N> z 0 z I 'LD W < Ln LD zNDLLJ E n L m IL Cry' Ln ° m Pq W v zz 0Q 3 CD U n W LL- En 12 z z 0 Q 2x BLK'G z ON d 0 Z CU_) NSU P W LLJ H0 9,' 3p DBL. TOP PLATES 1' -0" TYP. Z a Q U 1/2" DRYWALL 2x FACIA 2 2X10 HEADER LL- 0 2x4 STUD W W U 16" O.G. 5/8" DRYWALL Z 3 1 Y BEDROOM 2x BLK'G 3 2X6 POST °o M. BEDROOM U BEDROOM CK MID HEIGHT PORCH 0 R -13 INSULATION O CCO OR SIDING U 2 TMS 4" THICK CONC. SLAB FINISH FLOOR LLJ Z co FINISH GRADE T / / / SE/ / / O/ \/ / 77 F 378717EX3787177 / WEEP SCREED vy LU N 0 T 0 Yrn m y 0 N 0 d 0 0 yN E da 00 3 U m 0 n 0c0 E 0 00 c0 Uv dr c0 lJ X Z Q (4- w 3M zM ( Li cu I D W Q 0")N z (r) Z U I- Ln LLJ CD ~ Q; N> z 0 z I 'LD W < Ln LD zNDLLJ E n L m IL Cry' Ln ° m Pq W v zz 0Q CD U n W LL- En o z z 0 Q z 0 d 0 Z CU_) W LLJ H0 Z a Q U LL- 0 W W U LLJ Z 3 1 Y U CK 0 a` O U Y LLJ Z who cn H- Ucun z UCQ J IY Ln W 00 0d w n N F- Q Ln t0 Lit C Y- vy LU N 0 T 0 Yrn m y 0 N 0 d 0 0 yN E da 00 3 U m 0 n 0c0 E0 00 c0 Uv dr c0 lJ X Z Q (4- w 3M zM ( Li cu I D W Q 0")N z (r) Z U I- Ln LLJ CD ~ Q; N> z 0 z I 'LD W < Ln LD zNDLLJ E n L m IL Cry' Ln ° m Pq W v zz 0Q CD U En W LL- En o z LL- z0Q z 0 d U 0 INVESTMENTS 951) 273 -0922 SHEET NO. A sac 115 OF SHEFTS 15' I CD o z W z 0 F- Z CU_) W LLJ H0 Z a Q z LL- 0 W U LLJ Z 3 1 Y U 0 a` U 0 INVESTMENTS 951) 273 -0922 SHEET NO. A sac 115 OF SHEFTS 15' I 15 SD1 5 A 6 15 1/8 x 12V FLUSH BM 2X1 ®16A.. C. x N N wM RIDGE N A 04 x = 00 n 1 /4" R FT. 1. BALLOON FRAMED WALL EXTERIOR SHEATHING 2X6 HEADER PLATE N SL E ROUGH OPENING z Fp x 3 -1 /8 x 12 LVL FLB W EN 3 -1/8 x 14 LVL HDR C 9B w Z8 x 14 FL M jx: 3 LVL HDR TOP FLUSH 1/8 V) BLOCKING 0 JOIST OVERLAP. MD SD112 10 am 9C FLOOR SHEATING- TY SD1 SD1 SD1 L =12' 5/8" T &G OSB W/ 3 IN. SPAN RATING 24/0 W 10d ® 6 612 O.C. 6A SID 1 ?, °sr N J I I SD1 O 6A 913 SD1 SD1 3 S( 05A 2ti 11 7/8 TJI 110 W 16" O.C. 2 11 /8 TJI 360 10 16" O.C. N SD1 ) t 7 YI t1A 6A q6DA1SD1 3 -1/8 x 12 LVL DRP BM 38 1 SD1OO DO I I LO Q 5 913 SD1 U ROOF DECK - TYP. 1 O1/2" CDX OR OSB W/ MIN. SPAN RATING 24/0 Q ro W/ 8d © 6,6,12 O.C. 0 9C SD1 1A 15 L =15'6" o! w0 Uj2 SHEAR TRUSS W /EN NiCf / I SHEAR= 3000 LBS 6D FRAMING NOTES RIDGE o A tD N SD1 OVER 14' -0" USE (2) 2X4 STUDS AT 16. 0/C TO 17 -6" IN HGT. FOR WALLS 1. BALLOON FRAMED WALL EXTERIOR SHEATHING 2X6 HEADER PLATE J B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 ROUGH OPENING z Fp 4. 2X4 STUDS 0 16" O.C. 3 -1 /8 x 12 LVL FLB W EN 3 -1/8 x 14 LVL HDR C 9B w Z8 x 14 LVL HDR 3 -1 8 x 16 LVL HDR TOP FLUSH HEADER SECTION V) BLOCKING 0 JOIST OVERLAP. 1L8 x 12qA, LVL FL BM SD1 D 0 TYP. n In 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4' -0" SPUCE (U.O.N.) SD1 o 1 B 1 A SD1 I 0 . 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND TRIMMER SD1 WITH CS16 STRAP TO CONNECT ALL BAYS. Ld WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE -X- 14. LINE OF FULL HEIGHT BLOCKING OpTim r ROUGH OPENING 2)TRIMMER I. SECOND FLOOR FRAMING PLAN CALIFORNIA FRAMING. AT 3 "O.C. EDGES AND 12-O.C. FIELD (* ) PLF) REQUIRED 17. LINE OF FLOOR ABOVE 2X6 SILL PLATE TYPICAL 3PLY FRAMING LEGEND USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) HEADER SECTION C) L I CRIPPLE J P 6D FRAMING NOTES FRAMING TYPES EN 2 -2X10 HEADER A 6D 6D NOTES APPLY ONLY WHEN REFERENCED BY PLAN SD1 OVER 14' -0" USE (2) 2X4 STUDS AT 16. 0/C TO 17 -6" IN HGT. FOR WALLS 1. BALLOON FRAMED WALL S.W. TYPE EXTERIOR SHEATHING 2X6 HEADER PLATE 2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 ROUGH OPENING z Fp 4. 2X4 STUDS 0 16" O.C. 3 -1 /8 x 12 LVL FLB W EN 3 -1/8 x 14 LVL HDR C 2 -2X10 HEADER OR 3 -1 8 x 12 LVL DR Z8 x 14 LVL HDR 3 -1 8 x 16 LVL HDR TOP FLUSH HEADER SECTION 3 -1/8 x 14 LVL HDR BLOCKING 0 JOIST OVERLAP. 1L8 x 12qA, LVL FL BM 1 0 E 4 16 EA 2x EN /4 16d EA 2x 0 TYP. ROUGH TYP. KING STUD 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4' -0" SPUCE (U.O.N.) SD1 o 1 B 1 A SD1 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. 0 . 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND TRIMMER SD1 WITH CS16 STRAP TO CONNECT ALL BAYS. EXTERIOR SHEATHING 2X6 HEADER PLATE WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE -X- 14. LINE OF FULL HEIGHT BLOCKING OpTim r ROUGH OPENING 2)TRIMMER I. SECOND FLOOR FRAMING PLAN CALIFORNIA FRAMING. AT 3 "O.C. EDGES AND 12-O.C. FIELD (* ) PLF) REQUIRED 2 -2x6 TOP PLAT SHEAR WALL SCHEDULE FRAMING NOTES FRAMING TYPES EN 2 -2X10 HEADER A BALLOON FRAMED WALLS USE 2X4 STUDS 0 16" 0/C TO 10 -0" IN HEIGHT NOTES APPLY ONLY WHEN REFERENCED BY PLAN 1OdNAILS 0 6" OC STAGGERED OVER 14' -0" USE (2) 2X4 STUDS AT 16. 0/C TO 17 -6" IN HGT. FOR WALLS 1. BALLOON FRAMED WALL S.W. TYPE EXTERIOR SHEATHING 2X6 HEADER PLATE 2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 ROUGH OPENING z WITH 10d NAILS AT C -C -10" 0/C USE RING SHANK NAILS OR SCREWS, 4. 2X4 STUDS 0 16" O.C. NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. 5. 2X4 DIAGONAL SWAY BRACE -CUT INTO TOP PLATES (10' -0" MIN.LENGTH) 2 2X6 TOP PLATES TYP. TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH 8d 6. CONTINUES ROOF DIAPHRAGM UNDER 2X CALIFORNIA FRAMING 2 -2X10 HEADER OR NAILS AT 6 "- 6" -12. O/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T &G TYPICAL 2PLY WITH ICBO REPORT NUMBER 1318, JULY 1996 3- X10 HEADER UNO. NAIL PER DETAIL/A B 3- X 10 HEADER WN & HEADER SECTION W/EN BLOCKING 0 JOIST OVERLAP. 40601'2'00b. 2 -24 TOP PLAT 1 0 E 4 16 EA 2x EN /4 16d EA 2x EN 3 -2X10 HEADER ROUGH OPENING TYP. ROUGH TYP. KING STUD 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4' -0" SPUCE (U.O.N.) 11. LINE OF CEILING BREAK. SEE PLAN FOR HEIGHTS. OPENING OSB SHIM TYP. 30dNAILS 0 6" OC STAGGERED 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. BOLTS PER PUNS 2X6 HEADER PLATE 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND TRIMMER ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N.) WITH CS16 STRAP TO CONNECT ALL BAYS. EXTERIOR SHEATHING 2X6 HEADER PLATE WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE -X- 14. LINE OF FULL HEIGHT BLOCKING OpTim r ROUGH OPENING 2)TRIMMER I. TRIMMER(CRIPPLE) 16. CONT. PLYWOOD SHEAT'G UNDER WHERE ALL FRAMING HARDWARE TO BE "SIMPSON STRONG -TIE CO" OR CALIFORNIA FRAMING. AT 3 "O.C. EDGES AND 12-O.C. FIELD (* ) PLF) REQUIRED 17. LINE OF FLOOR ABOVE 2X6 SILL PLATE TYPICAL 3PLY FRAMING LEGEND USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) HEADER SECTION KING STUD L I CRIPPLE L 2X6 STUDS 0 16" OC UNO. 2X6 BOTTOM PLATE FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE #2 OR BETTER 2. ALL BEAMS TO BE SPRUCE #1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2" CDX PLY OR OSB W/ 8d NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE FLASHING 10. ALL EXTERIOR WALLS SHALL BE 2X6 STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16" O.C. ANY WALL ABOVE 10' SHALL BE 2X6 STUDS AT 16. O.C. ALL INTERIOR WALLS SHALL BE 20 STUDS AT 16" O.C. 11. ALL EXPOSED PLYWOOD SHALL BE CCX. 12. FLOOR SHEATHING SHALL BE 3/4" T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILNANT OSB. 13. DEL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SECTIONS A -36 STEEL TO BE PROVIDED BY UCENSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. TYPICAL WALL FRAMING FRAMING SCHEDULE SHEAR WALL SCHEDULE FRAMING NOTES FRAMING TYPES INDICATES NOTES APPLICABLE TO THIS PLAN ONLY A BALLOON FRAMED WALLS USE 2X4 STUDS 0 16" 0/C TO 10 -0" IN HEIGHT NOTES APPLY ONLY WHEN REFERENCED BY PLAN 5 -6 OVER 14' -0" USE (2) 2X4 STUDS AT 16. 0/C TO 17 -6" IN HGT. FOR WALLS 1. BALLOON FRAMED WALL S.W. TYPE OVER 17' -6" IN HEIGHT USE (2) 2X4 STUDS AT 12" O/C (U.O.N.) 2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 3. 2X6 STUDS 0 16" O.C. z WITH 10d NAILS AT C -C -10" 0/C USE RING SHANK NAILS OR SCREWS, 4. 2X4 STUDS 0 16" O.C. NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. 5. 2X4 DIAGONAL SWAY BRACE -CUT INTO TOP PLATES (10' -0" MIN.LENGTH) C. TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH 8d 6. CONTINUES ROOF DIAPHRAGM UNDER 2X CALIFORNIA FRAMING NAILS AT 6 "- 6" -12. O/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T &G 7. BEAM TO BE FLUSH W /JOISTS. PROVIDE JOIST HANGERS AT BEAM WITH ICBO REPORT NUMBER 1318, JULY 1996 SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) 8. BEAM BELOW JOIST W /JOISTS OVERLAPPING AND CONTINUOUS 2X4 D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL BLOCKING 0 JOIST OVERLAP. I WITH FRAMING, USE SOUD BLOCKING UNDER INTERIOR WALLS 9. 22 "X30" ATTIC ACCES. W PERPENDICULAR WITH FRAMING. 10. IN F ILINE0FAU N ATTIC. SEE MECH ELEC PLANS. FRAME AS REQUIRED E SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W 12 16d AT TO ACCOMODATE LOAD. 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4' -0" SPUCE (U.O.N.) 11. LINE OF CEILING BREAK. SEE PLAN FOR HEIGHTS. F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. BOLTS PER PUNS DIAMETER MACHINE BOLTS AT 18" O/C STAGGERED (U.O.N.) 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND G. ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N.) WITH CS16 STRAP TO CONNECT ALL BAYS. H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE -X- 14. LINE OF FULL HEIGHT BLOCKING OpTim r GYPSUM BOARD. (U.O.N.) 15. HOLDOWN STRAP FROM FLOOR ABOVE. I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) 16. CONT. PLYWOOD SHEAT'G UNDER J. ALL FRAMING HARDWARE TO BE "SIMPSON STRONG -TIE CO" OR CALIFORNIA FRAMING. AT 3 "O.C. EDGES AND 12-O.C. FIELD (* ) PLF) APPROVED EQUIVALENT. 17. LINE OF FLOOR ABOVE K. PROVIDE 3 -2X STUDS AT EACH END OF 4X10 OR LARGER MEMBERS FRAMING LEGEND USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) PLYWOOD JUNTS SHUN wALL af PROVIDE MULTIPLE STUDS AT EACH ENO OF 4X8 OR SMALLER MEMBERS. (U.O.N.) 3/8" DIAM x 8" LAG BOLJU " O.C. L PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. at D MANUACTURED ROOF TRUSSES 0 24" O.C. 7 INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). 3. PINS M. 2 11 7/8 TJI 110 FLOOR JOIST 016. OC. 3/8" DIAM x "8" LAG AT 2 "O.C. AT EDGES 12.O.C. FIELD ( # ) .......................(870 PLF) N INDICATES BEAM OR HEADER AND SPAN 11 7/8 TJI 360 FLOOR JOIST 016. OC. 0. INDICATES NON - BEARING WALL. 4 2 X 10 DECK JOIST 0 16" O.C. P. Q. INDICATES INTERIOR BEARING WALL ALL LUMBER TO BE SPRUCE #2 OR BETTER R. ALL BEAMS TO BE SPRUCE M1 OR BETTER I 3 POIN IRDER RUSS SD1 6A Qo SD1 ti SD1 o EGG DER 11I OF DECK TYP. 2M CDX 0 OSB W/ N. SPAN RATING 24/0 w ,' s I M I 8d @ 6, 12 O.C. _ O X N I N 4 SD o05 w I 1 -- - - w 11 QP o o ° X N Q _ _ _ _ Ln C -- 1 F - - - - -- I Fr- ) C -- Uj N ti+ PRA FRAMING I I I °Q m II m o 5 SD1 ? III II 16 II ;I Z N i - - - - -& - -r _ RIDGE_I - -- SDa I----- IL -- - - - - - - - I 8'0"-BLKG _ atiti I 13 cn w 3 L =26' SD1 T I I II LSEEA w1A 6200 LBSSHT N II II II I I N - - - -J L - - -, J L-- - - - - -- - _J L- - - - - -- m 1A d Z 0 SD1 m: 3D a M I 0: 0 0 XN N 15 I Qo SD1 6 y IQG 12 I I 1A SD1 MM I I O N 15 N I „o 4 SD1 M SD1 JX fill, w EADER, F FE ISSuAN , 1 X I 1-} E & ASS ES, INC. I 23A 1 qy SD1q9N I D h X21 s l I I I se ana have been rewo or adherent o It e I I pplicable codes and di nce. Authorizati n la'' 1 I ereby granted t sue uliding permit p bding = I 0 7 I (approval by all icab ity agencies. I r -- J I7he Is an r granting of a pd*lt based on N N I N I , I 'eppro f these plans shall not l>construed to N \ i I (permit or approve any violation oft he applicable yp CO 00cles or ordinance. No permit prq coed to give I uthority to Violate or cancel the prdvi810Da of such 2 , L I Icndes shall be valid. v 2X10 HEADER J I i1 y- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Q yp A 6D 9y J} L =16' qy0 r SD1 SD1 SCALE:1 /4" = 1- 15 SD1 13 DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEAR NAILING AS REQUIRED EXTERIOR 2X6 OR 2X4 STUDS SHEATING AS PER SCHEDULR NAIL STUDS TOGETHER AS PER TABLE BELOW. 1Y" SHEAR PANEL SHEAR WALL SCHEDULE OR FRAMING TYPES 1 -4 16d 0 4" O.C. SILL PLATE STANDARD NAMING 5 -6 16d ® 2" O.C. OR S.W. TYPE WALL SHEATHING NAILING z I U1 z 0 HOLD DOMN SHEAR WALL L STUDS PER PLANS PER RlANS Fro) 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" 8 "O.C. O.C. ALONG EDGES AND FIELD SHALL BE APPLIED IN ACCORDANCE O WITH ICBO REPORT NUMBER 1318, JULY 1996 zx PTWS J WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LEG AND 7/16" CROWN I J W 180 PLF) a, LL J NQ10R L 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 "O.C. 2 AT 6 "O.C.EDGES AND 12 "O.C. FIELD ...........................(260 PLF) QBOLTSPERPUNS 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 "O.C. Huh, FRAMING LL_ 3 AT 4 "O.C. EDGES AND 12 "O.C. FIELD ..........................(350 PLF) OpTim r 2x STUDS W v 15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS 3 "O.C. Of AT 3 "O.C. EDGES AND 12-O.C. FIELD (* ) PLF) b END STUD Tm) 3x STUDS AT490U.N.O. ON PLYWOOD JUNTS SHUN wALL af 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT 3/8" DIAM x 8" LAG BOLJU " O.C. O 3 "O.C. AT EDGES AND 12 "O.C.FIELD (*) (640 PLF) O.) PER PLANS 3. PINS 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS 3/8" DIAM x "8" LAG AT 2 "O.C. AT EDGES 12.O.C. FIELD ( # ) .......................(870 PLF) BOLU.NO.) O.C... J i...': ...., . i Y LLJ Z aaTS PER PLANS PROVIDE 2 -2X OR 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL OPTION #2 O TYPES 4, 5 AND 6. SEE HEAVY FRAMING DETAIL TO RIGHT STITCH -NAIL 2 -2X 0 4. OC UNO. OR USE 4 SDS SCREWS PER 9' STUD 2 -2" END z. sTtros SEE SEAR WALL CONNECTION DETAIL 1 u.N.aSTUDKANS) TW) 2 -2. STUDS AT ALL ATTAN PER PLYWOOD JOINTS PROVIDE 2 -2 "X OR 3" NOMINAL OR WIDER MUD SILL PLATE DETAIL 1/- STAGGER NAUNG WITH NAILS STAGGERED FOR SHEAR PANELS TYPE 4, 5 AND 6 BELOPT BETWEEN 2 STUDS) SEE DETAIL T SEE HEAVY FRAMING DETAIL TO RIGHT 2 -2x PTMS SHEAR WALL PER ANSPL ll \. RUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OUT 3 -2. END STUDS WHERE A4. SM IS REDD, h2. END STUDS 5 /B'W ANC WHERE A Ox STUD Is REWD. 4 ' BOLTS PER PLANS SCALE:1 /4" = 1- 15 SD1 13 DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. SHEAR NAILING AS REQUIRED EXTERIOR 2X6 OR 2X4 STUDS SHEATING AS PER SCHEDULR NAIL STUDS TOGETHER AS PER TABLE BELOW. 1Y" SHEAR PANEL NAILING OR SDS Y4 SCREWS 1 -4 16d 0 4" O.C. OR SDS ® 24" O.C. 5 -6 16d ® 2" O.C. OR SDS ® 18" O.C. SHEAR WALL & POST CONNECTION DETAILS r` w C265593 Exw 9-3&471 NJ U 0 GI0 45 L 0 N vC0 y 0 C0NN E a a 00 3 N U xa dC0 T C0 0 C0 JU0 Gxi at 0 L 0 X Za wQL ID Z 3M Mz W LLJ CUI I MD o L L] Q 0 M N- I z L7<_ MLY_ ZUr- U-)LJ cuL>a) L7 W ¢u0 zZ (U CO W U LLn n 0" U M LL] V) n I\ CU nQ E] z I U1 z 0 zU U O J L I J W J a, LL J N L D O U Q z JC Q LL_ w o W v C Of J 3 af O U Y LLJ Z U D O 1n F_ U a w ii L o 00 0'.4- LiLi Q w NJ U 0 GI0 45 L 0 N vC0 y 0 C0NN E a a 00 3 N U xa dC0 T C0 0 C0 JU0 Gxi at 0 L 0 X Za wQL ID Z 3M Mz W LLJ CUI I MD o L L] Q 0 M N- I z L7<_ MLY_ ZUr- U-)LJ cuL>a) L7 W ¢u0 zZ (U CO W U LLn n 0" U M Od INVESTMENTS 951) 273 -0922 SHEET NO. A s2E 9 15 OF SHEETS 151 1 J LL] V) I\ CU nQ E] z I U1 V1 0 zU U J L I J W J a, LL J N L D Od INVESTMENTS 951) 273 -0922 SHEET NO. A s2E 9 15 OF SHEETS 151 1 J LL] CD CD K CU E] z I LD J W J L N D O Q z JC Q LL_ o W v C 0 J 3 Od INVESTMENTS 951) 273 -0922 SHEET NO. A s2E 9 15 OF SHEETS 151 1 J ROOF FRAMING PLAN ECLECTIC SPANISH FRAMING NOTES A. BALLOON FRAMED WALLS USE 2X4 STUDS 6 16" O/C TO 10 -0" IN HEIGHT OVER 14' -0" USE (2) 2X4 STUDS AT 16" O/C TO 17 -6" IN HGT. FOR WALLS OVER 17' -6" IN HEIGHT USE (2) 2X4 STUDS AT 12" O/C (U.O.N.) B. TYPICAL FLOOR SHEATHING USE 5/8" T &G CDX GRADE PLYWOOD P.I 32/16 WITH 10d NAILS AT C- 6" -10" O/C USE RING SHANK NAILS OR SCREWS, NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. C. TYPICAL ROOF SHEATHING: USE 1/2" CDX PLYWOOD, P.I. 24/0 WITH ad NAILS AT C -C -12" O/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T &G SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL WITH FRAMING, USE SOLID BLOCKING UNDER INTERIOR WALLS PERPENDICULAR WITH FRAMING. E. SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT 4' -0" SPLICE (U.O.N.) F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" DIAMETER MACHINE BOLTS AT 18" 0/C STAGGERED (U.O.N.) G. ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N.) H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5 /8" TYPE "X" GYPSUM BOARD. (U.O.N.) I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) J. ALL FRAMING HARDWARE TO BE " SIMPSON STRONG -TIE CO" OR APPROVED EQUIVALENT. K. PROVIDE 3 -2X STUDS AT EACH END OF 4X10 OR LARGER MEMBERS USE (2) 2X STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.N.O.) PROVIDE MULTIPLE STUDS AT EACH END OF 4Xa OR SMALLER MEMBERS. (U.O.N.) L. PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. V INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). M. N. /0 INDICATES BEAM OR HEADER AND SPAN 0. INDICATES NON- BEARING WALL. P. ® INDICATES INTERIOR BEARING WALL Q. ALL LUMBER TO BE SPRUCE 12 OR BETTER R. ALL BEAMS TO BE SPRUCE #1 OR BETTER FRAMING LEGEND a1 D MANUACTURED ROOF TRUSSES 0 24" O.C. 3 4 TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE #2 OR BETTER 2. ALL BEAMS TO BE SPRUCE #1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2" CDX PLY OR OSB W/ 8d NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE FLASHING 10. ALL EXTERIOR WALLS SHALL BE 2X6 STUDS AT 16" O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16" O.C. ANY WALL ABOVE 10' SHALL BE 2X6 STUDS AT 16" O.C. ALL INTERIOR WALLS SHALL BE 2X4 STUDS AT 16" O.C. 11. ALL EXPOSED PLYWOOD SHALL BE CCX. 12. FLOOR SHEATHING SHALL BE 3/4" T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILIVANT OSB. 13. DBL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SECTIONS A -36 STEEL TO BE PROVIDED BY LICENSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. 1O 1" PLYWOOD TREADS OR 2X TREAD PLYWOOD SUBFLOOR Q 2x DBL FUR. JOISTS (2) APPROVED HANGER (HU414) MIN. SIMPSON 3) 2x12 STRINGERS STAIR DETAIL (TOP) II I II I II I II I II I II I II I II I II I II I II I II I II I t J I 1' -0" TYP. TILE. ROOF W/ 15# -FELT - OVER 15/32" CDX. PLYWD. SHEATHING DETAIL 1 ROW REV. SHINGLES LA FELT p 5 I(Q SHEATHING PREF. ALUM. FASII A PREGFEALUM. GSOFFIT LAD EERR FLASH N GANG NAIL ROOF TR 2x4 NAILER O1 SHEAR WALL SCHEDULE FRAMING TYPES 3/4' PLYWOOD TREADS OR 2X TREAD Q SILL PLATE STANDARD FRAMING SHOT PINS O 12" O.C. 2.53 S.F. OF VENTILLATION REQUIRED 4X4 POST S.W. TYPE WALL SHEATHING NAILING 9" M 0 LINEAR FT. OF EAVE = -EAVE BLOCKS 4 (3- 2 "DIA. HOLES) L MDSTYP) HIXD DOYMUPERPNS PE PPLANAS Q 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" 8 "O.C. VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS O.C. ALONG EDGES AND FIELD SHALL BE APPLIED IN ACCORDANCE 144 ro GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) WITH ICBO REPORT NUMBER 1318, JULY 1996 2 SQ.FT 2x PWS L] X 100'_ FO -1 SQ.FT 144 WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LEG AND 7/16" CROWN M L 0 180 PLF) C J 6/8 "• ANCHOR3/8" APA RATED PLYWOOD WITH Bd COMMON NAILS 4 "O.C. 2 6 "O.C.EDGES AND 12 "D.C. FIELD ..........................(260 PLF) L U Pm PLANS O — 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 "O.C. HFAW FRAMING V / AT 4 "O.C. EDGES AND 12 "O.C. FIELD PLF) a OPTION /I 2. STUDS U J 350 I 15/32" APA RATED PLYWOOD WITH ad COMMON NAILS 3 "O.C. 4 AT 3 "O.C. EDGES AND 12-O.C. FIELD (x ) PLF) N 0 3x END STUD T)fP) 3„ STUDS AT y 490 CO U.N.Dµ) PLYWOOD JOINTS 0_ 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS AT 3/8" DIAM x "8" LAG BOLTU O.C. SNUB W,Vy 5 3"O.C. AT EDGES AND 12 "O.C.FIELD (x) ......................(640 PLF) N0.) PER PLANS l h PiMS 15/32" STRUCTURAL 1 PLYWOOD WITH 10d COMMON NAILS 3/8" DIAM x B" LAG AT 2 "O.C. AT EDGES 12 "O.C. FIELD (x ) .......................(870 PLF) BOLTS ®) O.C. 3/8 "A ANCHOR U w Z B0.T5 PER PLANS E PROVIDE 2 -2X OR 3" NOMINAL OR WIDER FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL OPEN R TYPES 4, 5 AND 6. SEE HEAVY FRAMING DETAIL TO RIGHT STITCH —NAIL 2 -2X 0 4" OC UNO. OR USE 4 SOS SCREWS PER 9' STUD 2 -2i OLD zw snlDs w O SEE SEAR WALL CONNECTION DETAIL 1 STUD (U.N.O. ON PLANB) T _ - AT ALL PROVIDE 2 -2 "X OR 3" NOMINAL OR WIDER MUD SILL PLATE ATTACH PER DETAIL 1/- PLYAtlOD JdNis STAGGER NMUNO WITH NAILS STAGGERED FOR SHEAR PANELS TYPE 4, 5 AND 6 BELOW BEIWFEN z ST S) SEE DETAIL 1 SEE HEAVY FRAMING DETAIL TO RIGHT 2 -2x PTMS WEAR A1 ARUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OUT 3-2. END Ufa STUDS WHERE A 4x STUD Is , 1 REQ'D. 4-2x ENO "" 8/8 "• ANCHpt 0_ WHERE A By 61UD 6 REVD. BOLTS PER PLANS II I II I II I II I II I II I II I II I II I II I II I II I II I t J I 1' -0" TYP. TILE. ROOF W/ 15# -FELT - OVER 15/32" CDX. PLYWD. SHEATHING DETAIL 1 ROW REV. SHINGLES LA FELT p 5 I(Q SHEATHING PREF. ALUM. FASII A PREGFEALUM. GSOFFIT LAD EERR FLASH N GANG NAIL ROOF TR 2x4 NAILER O1 3) 202 STRINGERS 02 3/4' PLYWOOD TREADS OR 2X TREAD Q 2x4 P.T.M.S 40 SHOT PINS O 12" O.C. 2.53 S.F. OF VENTILLATION REQUIRED 4X4 POST z 48" O.C. VENTILLATION PROVIDED 9" M 0 LINEAR FT. OF EAVE = -EAVE BLOCKS 4 (3- 2 "DIA. HOLES) X 144 Q EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS 2 X 100 "= 1,39 SQ.FT 144 ro GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) 1/2" M.B./ ' 6 APART I 00 J 12" STAIR DETAIL (BOTTOM) 12 5 R30 \ NSOCPj\ ON M. BEDROOM SECTION B WOOD WALL SEC 1 1 /0" 1 1 /A" T! N HANDRAIL DETAIL STAIR NOTES HANDRAIL - 36" OT 38" ABOVE NOSING W/ SAFETY RETURN 4" MAIL MAX. CUR, SPACING OF INTERMEDIATE RAILS HEAD ROOM - 8' -8" MIN. MIN. WIDTH OF 36" DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. 2x FASCIA 1' -0 "TYP. R -13 INSULATION SHIN S TprySSES L ArL R BARRIER INSULATION BAFFLE VENTEDPREF. ALUM. SOFFIT ppHEPIA IR SFIEAIHI NG UNO--/tpSOp TL 9UR BARRIER L SECTION THRU EAVE (1' -0" O.H.) DETAIL C TOP PLATES 2" X 4" PTDF SILL PLATE W /5/8 "O X 12" 1 A.B. W/ 2 "X 2 "X 3/16" STL. WASHER 00 O.C. MIN. 12" FROM ALL EDGES CORNERS, SPLICES, ETC. MIN 7" EMBED. MIN. 2 BOLTS PER PIECE FIN. FLR.. STANDARD TRUSSE&, . By 3 12 LLJ VENTILLATION NEEDED CD U AT SECOND FLOOR N 760 S.F. 2.53 S.F. OF VENTILLATION REQUIRED 300 S.F. z VENTILLATION PROVIDEDVENTILLATIONPROVIDED 92 LINEAR FT. OF EAVE 23 _EAVE BLOCKS0LINEARFT. OF EAVE = -EAVE BLOCKS 4 (3- 2 "DIA. HOLES) X 9.42 EACH BLOCK = 9.42" SQ.FT. 144 F2 - DORMER ATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS 2 X 100 "= 1,39 SQ.FT 144 2z -GABLE END ATTIC VENTS 12" X 18" GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) 2z X 144" WWW.CERTAINTEED.COM 2 SQ.FT 144 L] X 100'_ FO -1 SQ.FT 144 TOTAL VENTILLATION PROVIDED = 3.3g SQ. FT. STANDARD TRUSSE&, . By 3 12 w NO. C065593 TILE ROOF W/ 30# -FELT *WExp. APPROVED ICBO# -4660 OR PER ([ER 1/2'" CDX. PLYWD. SHEATHING SCOTT & ASSOCIATES, INC. /' ATE e plans have been reviewed to . erence to the odes and ordinance. AUI1 ' lion Isherebysueabuildingpermitpapprovalbyallapv, ncies. The Issuance or gra 1 2x BLK'G based on approval of these pl,, T 5 ul of be cons - permit or approve any v , ; , Of the applicable DBL. TOP PLATES a Codes or ordinance. N, r,( it resumed to give authority to Violate or cnr (he P visions of suchrodesshallbevalid. 1/2" DRYWALL - --,,jIIII \\-2x FACIA 2x4 STUD 16" O.C. 2x BLK'G rn BATH FAMILY ROOM NOOK MID HEIGHT R -13 INSULATION STUCCO OR SIDING 2x PTMS 3 1/2" THICK CONC. SLAB FINISH FLOOR FINISH GRADE T/ O / A 7WEEP SCREED Uj SCALE : 3/8 " =1' -0" LLJ VENTILLATION NEEDED CD U AT FIRST FLOOR N 1840 S.F. = 6.13 S.F. OF VENTILLATION REQUIRED 300 S.F. x z VENTILLATION PROVIDED 92 LINEAR FT. OF EAVE 23 _EAVE BLOCKS 4 (3- 2 "DIA. HOLES) F23 1x 9.42 EACH BLOCK = 9.42" 1.5 SQ.FT. 144 DORMER ATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED 3' -0" MIN. ABOVE EAVE OR CORNICE VENTS M4 X 100 " = 2.77 SQ.FT 144 z -GABLE END ATTIC VENTS 12" X 18" GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) 2z X 144" WWW.CERTAINTEED.COM 2 SQ.FT 144 L] X 100_ F0-_1 SQ.FT 144 TOTAL VENTILLATION PROVIDED = g,27 SO. FT. w NO. C065593 TILE ROOF W/ 30# -FELT *WExp. APPROVED ICBO# -4660 OR PER ([ER 1/2'" CDX. PLYWD. SHEATHING SCOTT & ASSOCIATES, INC. /' ATE e plans have been reviewed to . erence to the odes and ordinance. AUI1 ' lion Isherebysueabuildingpermitpapprovalbyallapv, ncies. The Issuance or gra 1 2x BLK'G based on approval of these pl,, T 5 ul of be cons - permit or approve any v , ; , Of the applicable DBL. TOP PLATES a Codes or ordinance. N, r,( it resumed to give authority to Violate or cnr (he P visions of suchrodesshallbevalid. 1/2" DRYWALL - --,,jIIII \\-2x FACIA 2x4 STUD 16" O.C. 2x BLK'G rn BATH FAMILY ROOM NOOK MID HEIGHT R -13 INSULATION STUCCO OR SIDING 2x PTMS 3 1/2" THICK CONC. SLAB FINISH FLOOR FINISH GRADE T/ O / A 7WEEP SCREED Uj SCALE : 3/8 " =1' -0" N LLJ CD U N n U x z z Q C- Li 7 LLJ F- I CO° z L z LD < Qof Z U r- LFl w 0 cu a o U-)) z Z 1 ^ LLD Caj LLJ Q to v z O N nwQ, CL U U-) Pq Q M L 0 1= C J yN V W Na L U o O — 3 z 2 V / W a LLJ 0 o T U J C0 I LL U C U LL] UQ) x N 0 U y W CO vLN 0_ O U U w Z w O Ufa 0_ N a w O O O 4- LLJ 0 N l- Q Lnd' w Q D: N LLJ CD U N LL U x z z Q C- Li 7 LLJ F- I CO° LLJ Q CO H L z LD < Qof Z U r- LFl w 0 cu a o U-)) z Z 1 ^ LLD Caj LLJ Q to v zZ(UDO 0i LLJ N nwQ, CL U U-) Pq Q M L 0 LL C J yN V W Na L z V / o O — 3 z 2 V / W a V / 0 o T U J C0 I LL U C U LL] UQ) x N 0 U y W CO vLN INVESTMENTS 951) 273 -0922 SHEET NO. S4 15 OF SHEETS 15 I LLJ CD LL E] z a LLJ Q LD U Q 11 j LL] J Li Q N kD Z Q LL J o V W 3 Q Q H- J INVESTMENTS 951) 273 -0922 SHEET NO. S4 15 OF SHEETS 15 I P: CURRENT ABC INVESTMENTS 10 —SITE UNIT A LIVING AREA 1600 SQ. FT. BUILDING CODE r ' ; `,; PORCH BUILDING ZONE HIGH DENSITY f of` i; 240 SQ. FT. LOT 12 CONSTRUCTION TYPE If ;; \ UNIT B BUILDING V —NR 1997 UNIFORM BUILDING CODE 1111 ? // (,' ` , BLOCK GARAGE V —NR 2000 UNIFORM MECHANICAL CODE LIVING AREA r -j fe 750 SQ. FT. TRACT OCCUPANCY 2000 UNIFORM PLUMBING CODE 1" "" '' GARAGES 934 SQ FT BUILDING R -3 2001 CALIFORNIA BUILDING CODErye ..... !/ ti, MAP BOOK GARAGE U -1 2001 CALIFORNIA MECHANICAL CODEPAVEMENTAREA26_9_6 SQ. FT. CITY LAKE ELSINORE 2001 CALIFORNIA PLUMBING CODE 1, ISIT f = - `r,M 1' - NUMBER OF STORIES 2002 NATIONAL ELECTRICAL CODE wpa e j l `t' %J J .' ' COUNTY RIVERSIDE 2004 CALIFORNIA ELECTRICAL CODEr rt i NET. SQ. FOOTAGE 9000 SQ. FT. i y- ? „ as STATE CA. GARAGE G Q 2005 T -24 ENERGY REG. w ,;i; GROSS SQ. FOOTAGE 9000 SO. FT. is t rX., li sf wl r A.P.N. 10'" 374- 061 -005 gym 32 % LOT COVERAGE V I G I N 1 TY MAP BUILDING 5UMMARY LEGAL DE5GR I PT I ON BU I Lid I NG ANALY515 AGANT LOT S 5HEET INDEX WR UGHT IRON FENCE 6' HEIGHT DECORATIVE RETURN WALL WOOD FENCE 6' HEIGHT 150.00PLACEDINSIDEPROP. LINE TYP. y — Y Y FNEW DRfVEWAY = CA A 26.7% COVERED BY PAVEMENT PARKING I Y y PARKING 2 „ Y y I TITLE SHEET SITE f=L, ANO y y 2 FLOOR FL=AN UNIT A6 9 10 PROJECT WILL BE UNIT A j 117 y GONNEG D TO SEW/ ER / Q FLOOR i=L UNIT E3 AANT LOT W 100 Sc f, FOUNDATION UNIT A,E3 b- oo sq P OPEN =iL 52 B FRAM I NO UNIT A EILLZV I OPEN SPACE O ? ROOF SEGGT I ON UNIT A,E3 ELEVATIONS UNIT A/E3 Y EF SE ELEVATIONS UNIT A E3PAD PROVED r Y y y M P MIT ISSLJPN 8M Kl - - y ELEGTRIGAL UNIT A E3POST O W OUGHT IRON FENCE 6' HEIGHT WOOD FENCE 6' HEIGHT 150.00 DECORATIVE RETURN WALL PLACED INSIDE PROP. LINE TYP. - ese plans have bee re wp or ero FOUNDATION DETAILSVACANTLTapplicablecodesanorante. AuthotlsaMoft r City Of Lake onApElsinore CITY OF LAK ELSINORE hereby granted to building perm n I I NO DETAILSplactaailtYionApprovalapprovalbyallapcaUltyagencies. } ,{ BUILDING DIVISION NOTES: The Issuanc or gr ting of a permit I I I N DETAILSrovedBy: approval of these pt ns shall not be i0— CONSTRUCTION COVERAGE 32 permit or approve a y violation of this bfa v_U /yy T codes or ordinance. No permit presume t Ive LANDSGAFE FLANt/) authority to violate o cancel the provlilOri of s ch PERMIT # AREA COVERED W rr ies shall be valid. L -2 DETAILSBYPAVEMENT26% COVERED BY LANDSCAPE 42% L -5 DETAILSYTRU55FABRICATIONNOTESROVEDZwLAP A. SHOP DRAWINGS AND STRVCTURALCALCVLATIONSS HALL BE PREPARED BYFHEFABR ICATOR5UBMITTED PROJECT WILL BE aFORAPPROVALTOTHEARCHITECTORENGINEEROFRECORDPRIORTOBEINGSUBMITTEDFORREVIEW CONNECTED TO SEWER oTOTHEBUILDINGOFFICIAL - T JJ/ ` B. THE STRUCTURAL DESIGN OF THE TRUSSES SHALL INCLUDE ALL DEAD AND LIVE LOADS REQUIRED BY THE5II ( I .y ( CALIFORNIA BUILDING CODE, INCLUDING FIRE SPRINKLER LOAD5, HVAC EQUIPMENT LOADS AND ALL NO CURB,GUTTER,STREET LIGTHS. i L ` ' ` CHORD AXIAL LOADS DUE TO SEI5MIC FORCES. C. NO ROOF SH ATTIIN OR FRAMIN INSP CTION SHA B P RFO D /hTl TI APPRO D TR 5SSGALE: I= IOC -O PLANS ARE ON THE IQ$ 5ITE AND AVAI LABLE FOR IN5PECTION, k1ATE,R_ 4_SEC1E.4I. GCNTRAGTOR SHALL, PRIOR TO COMMENCEMENT OF WORK, FIELD VERIFY ALL REQUIRED CITY AND COUNTY LICENSES SHALL EE ACQUIRED AND M. INTERIOR WALL AND CEILING FINISHES SHALL NOT EXCEED FLAME SPREAD THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION OF SYSTEM t'VMWDALLEXISTINGPROJECTCONDITIONS, INCLUDING DIMENSIONS AND UTILITY PAID FOR BY THE INDIVIDUAL TRADES. CLASSIFICATIONS DICTATED BY ALL APPLICABLE BUILDING CODES. HEADS, PLUMBING LINES, AND VALVES 50 AS NOT TO BE IN CONFLICT 31315 CHANEY STREETLOCATIONSANDO -ECUTILITY CONDITIONS, 951) 5 -74 -3145 - AL AGUIRRE & ASSOCIATES INC. ALL CONTRACTORS SHALL HAVE VALID CERTIFICATES OF WORKMAN'S WITH OTHER SYSTEMS OR THE INTERIOR DECOR, AND STILL BE LOCATEDFIELDINFORMATIONOFDISCREPANCIESSHALLBERECORDEDONA10. GYPSUM BOARD AND SUSPENDED CEILING 5Y51S:T15 SHALL CONFORM TOREPRODUCIBLEDOCUMENTANDIMMEDIATELYTRANSMITTEDTOARCHITECTCOMPENSATIONONFILEWITHTHEAPFROPIATEAGENCIES. ALL LOCAL 60VERNIN6 BUILDING CODES AND ORDINANCES. AS GOVERNED BY FIRE SPRINKLER CODES AND SYSTEM ENGINEERING. ELSINORE WATER DISTRICT FOR PROJECT RECORD, COORDINATION, AND NECESSARY RESOLUTION 16899 LAKESHORE DRIVE 2222 KANSAS AVE. SUITE DPRIORTOCONTINUINGWITHWORK. S. CONTRACTOR SHALL ASSIST OWNER IN OBTAINING FINAL APPROVAL OF II. ALL GLASS AND GLAZING SHALL COMPLY WITH ALL APPLICABLE BUILDING DRAY/IN65 SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW OF THE LAKE ELSINORE, CA. 92530 CONTRACTOR SHALL VERIFY, AND BE ESPONSIBLE FOR, ALL WORK AND LOCAL HEALTH DEPARTMENT AND THE TEMPORARY AND FINAL CODES AS WELL AS THE U.S. CONSUMER PRODUCT SAFETY COMMISION, CONTRACTOR'S COORDINATION OF SYSTEM WITH THE DESIGN INTENT OF (951) 6'14 -2108 RIVERSIDE, CA 92507 SAFETY STANDARDS FOR ARCHITECTURAL PPART 1201 GLAZING MATERIALS (47 FR, THE PROJECT PRIOR TO INSTALLATION. TEL. (951) 684 -4222MATERIALS - INCLUDING THOSE FURNISHED BY SUBGONTRAGTORS. CERTIFICATES OF OCCUPANCY. 13516 TITLE NO. Ib, CHAPTER II, PART 1201). b. CONTRACTOR SHALL PROVIDE BAGKIN6 FOR SUPPORT OF 15. FIRE SPRINKLERS SHALL BE AUTOMATIC TO PROVIDE 100% COVERAGE UTILITY COMPANIES FAX: (951) 684 -4333WRITTENDIMENSIONSTAKEPRECEDENCEOVERSCALEDSIZES; DO NOT 12. PIPES, CONDUITS, OR DUCTS EXCEEDING ONE THIRD OF THE SLAB OR AND SHALL COMPLY WITH THE RECOMENDATIONS OF THE NATIONAL VERIZONSCALEDRAlYIN65TODETERMNEANYLOCATIONS. THE ARCHITECT '- WALL, CEILING, AND PARTITION MOUNTED ITEMS SUCH AS MEMBER THICKNESS SHALL NOT BE PLACED IN STRUCTURAL OORETE SHALL BE NOTIFIED OF ANY DISCREPANCIES, PRIOR TO CONTINUING COORDINATE LOCATIONS AND REQUIREMENTS WITH THE LIGHT FIXTURES, SHELVING, EQUIPMENT, AND TELEVISIONS. NCUNLE55SPECIFICALLYDETAILED. REFER TO MECHANICAL, ELECTRICAL, FIRE PROTECTION ASSOCIATION (NFFN STANDARDS PAMPHLET NO. 13 800) 483 -4000 WITH WORK. PLUMBING, MECHANICAL, ELECTRICAL DRAAING5. PLUMBING, AND STRUCTURAL DRAWINGS FOR LOCATION OF SLEEVES AND (LATEST EDITION) AND THE OPAIER'S INSURANCE UNDERWRITER(S). THE 6A5 COMPANY THIS PLAN AND ANY ACCOMPANYING DOCUMENT ARE THE WORK PRODUCT AND THE PROPERTY CF A6UIRRE ALL DIMENSIONS ON PLANS ARE TO CENTER LINE OF WALLS / COLUMNS, OTHER ACCESORIES. 16. EXTERIOR OFENIN65 SHALL COMPLY WITH ALL SECURITY REOUIREMENT5 (800) 421-2200 1 ASSOC. 'HERE IN AFTER CALLED 'THE COMPANY ") AND MAY NOT BE USED, COPIED, OR REFRCDJGED7. E SHALL BE THE RESPONSABILITY OF THE CONTRACTOR ROT, AN TO LOCATE ALL 13. CONTRACTOR SHALL REFER TO AND CONFORM WITH ALL FINVIN66 AND AS OUTLINED IN ALL LOCAL BUILDING CODE5 AND ORDINANCES. SCE WITHOUT 11-E WRITTEN PERMISSION OF THE COMPANY. THESE PLANS AND ANY ACCOMPANYIN6ANDPAGEOFSTUD (F.O.SJ OR PAGE OF MASONRY (F.O.M), UNLESS EXISTING UTILITIES, WETHER SHOWN HEREIN OR NOT, AND TO PROTECTNOTEDOTHERWISE. RECOMENDATIONS SET FORTH IN THE SOILS REPORT. THE ARCHITECT (600) 655 -4555 DOCUMENT OR PROPOSALS SHALL BE PAID FOR AS A WORK PRODUCT FOR A PRICE A6REED UPON. THEM FROM DAMA6E. THE CONTRACTOR SHALL BEAR ALL EXPENSE FOR ACCEPTS NO RESPONSABILITY FOR TH EA000RAGY OF THE FINDIN65 IN IT ACCURATE AS -BUILT DRAWIN65 SHALL BE GENERATED BY CONTRACTOR DELIVERY 7F THIS PLAN AND ANY ACCOMPANYING DOCUMENTS TO THE OWNER OR HIS GONTRAG'OR 15THEREPAIRORREPLACEMENTOFUTILITIESANDALLOTHERPROPERTYDURINGCONSTRUCTIONANDSUBMITTEDTOOWNERUPONCOMPLETIONDELIVERY UPON THE ABOVE UNDERSTANDING AND ANY VIOLATION OF THIS CONDITION MAY BB 2. ALL WORK SHALL CONFORM 70 THE LATEST ADOPTED EDITIONS OF ALL THE SOILS REPORT, NOR FOR THE FINAL RECOMMENDATIONS. - APPLICABLE BJILDIN6 CODES, THE AMERICANS WITH DISABILITIES ACT, DAMAGED BY OPERATIONS IN GONJJWTION WITH EXECUTION OF WORK. OF FINAL PUNCH LIST, BUT PRIOR TO REQUEST FOR FINAL PAYMENT. TE-LEV15ION CABLE ENJOINED ODOR REDRESSED IN DAMAGES IN ANY COURT HAVING JURISDICTION OF THE MAY L MATTER. AS WELL AS ALL OTHER LOCAL 6OVERNIN6 CODES AND ORDINANCES. 8. CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION IN ACCORDANCE NOTIFY THE SOILS ENGINEER FOR INSTRUCTIONS PRIOR TO CONTINUING 16. ROOF OBSTRUCTIONS SUCH AS TELEVISIONS ANTENNA, SOLAR PANELS, COMCA5T GABLE DIMENSIONS, MEASUREMENTS, AND LOCATION OF PRESENT OR PURPOSE PLUMBING, ELECTRICAL, AND3. ALL ELECTRICAL, MECHANICAL, AND PLUMBIN6 WORK SHALL CONFORM WITH ALL APPLICABLE BUILDING CODES. WORK SHOULD ANY UNUSUAL CONDITIONS BECOME APPARENT DURIN6 AND 6UY WIRE5 SHALL NOT BE LOCATED OR INSTALLED IN SUCH A 556 BIRCH STREET OTHER DIMENSIONS, M ARE ALL REPRESENTED LOCATION THE BASIS OF THE BEST INFORMATION AVAILABLE ANDTOTHEREQUIREMENTSOFALLLEGALLYGONTITUTEDAUTHORITIES6RADIN6ORFOUNDATIONCONSTRUCTION. WAY AS TO PREVENT FIRE DEPARTMENT ACCES OR EGRESS IN THE LAKE ELSINORE, CA. 92530CONTRACTORSHALLPROVIDEREQUIREDPROTECTIONINGLUDIN6, BUT NOT EVENT OF A FIRE. (888) 255 -5189 ARE SUBJECT TO VERIFICATION. PROPOSED OUTLETS AND FACILITIES MAY BE SUBJECT TO CHAN5E5 INHAVIN6JURISDICTION. LIMITED TO, SHORIN6, BRACIN6, AND ALL OTHER SUPPORTS (INCLUDING 14. AUTOMATIC, FIRE SPRINKLER SYSTEM DESGN AND INSTALLATION IS THE PLANS, OR WORK TO BE DONE, BEYOND COMPANY CONTROL THE COMPANY MAKES NO REPRESE \iATION4. THE GENERAL BUILDING PERMITS SHALL B_ PAID FOR BY THE OWNER COMPLETE 'DESIGN- BUILD" RE5PONSABILITY OP CONTRACTOR. PRIOR AS TO THE ADEQUACY OF SUCH OTHER FACILITIES OR THEIR COMPLIANCE WITH APPLICABLE CODS ANDGOMPLTOINSTALLATION, SUBMIT TO THE ARCHITECT FOR REVIEW, F-TE ORDINANCES. AND SECURED BY THE GENERAL CONTRACTOR. ALL OTHER REQUIRED INTEGRITY OF THE BUILDING. FIRE SPRINKLER SYSTEM DRAWINGS WITH APPROVALS BY ALL AGENCIESPERMITSSHALLBESECUREDANDPAIDFORBYTHECONTRACTOROREN&INEERIN6 OF SYSTEMS) NECESSARY TO MAINTAIN OVERALL STRUCTURALSUBCONTRACTORDIRECTLYRESPONSIBLE. ALL DEMOLITION AND GUTTIN6 SHALL BE PERFORMED IN A MANNER AND BY METHODS WHICH ENSURE AGAINST DAMAGE TO EXISTIN6 WORK. REVISIONS BY In av O o nJ AQ l_ v1 V J, JU O far v v Z Nt Ul 1 V VI W W } W 4 Q Q N W 0 DRAWN 1 R0151ERTO O. CHECKED AL A61,111iRL DATE 11 -20-06 SCALE 1' . 10' -0' JOB NO. SHEET f +' CITY OF LAKE ELSINORE CONDITIONS OF APPROVAL PROJECT NAME: MINOR DESIGN REVIEW OF A SINGLE - FAMILY RESIDENCE LOCATED AT 412 LANGSTAFF STREET (APN: 374 - 061 -005) GENERAL CONDITIONS The applicant shall defend (with counsel acceptable to the City), indemnify, and hold harmless the City, its Official, Officers, Employees, and Agents from any claim, action, or proceeding against the City, its Official, Officers, Employees, or Agents to attach, set aside, void, or annul an approval of the City, its advisory agencies, appeal boards, or legislative body concerning the commercial project, which action is bought within the time period provided for in California Government Code Sections 65009 and/or 66499.37, and Public Resources Code Section 21167. The City will promptly notify the Applicant of any such claim, action, or proceeding against the City and will cooperate fully with the defense. If the City fails to promptly notify the Applicant of any such claim, or proceeding, the Applicant shall not, thereafter, be responsible to defend, indemnify, or hold harmless the City. The decision of the Planning Commission shall be final ten (10) days from the date of the decision, unless an appeal has been filed with the City Clerk's Office Pursuant to the provisions of Chapter 17.80 of the Lake Elsinore MunicipaloeCode. If the project proposes an outdoor storage tank, the applicant shall locate the unit within the side or rear yards. If location must be within the front yard, the applicant shall provide a method of screening subject to the review and 0 k approval of the Director of Community Development or his designee. tinor Design Review approval of a single- family dwelling unit with a second nit located directly above the attached garages located at 412 Langstaff Street APN: 374 -061 -005) will lapse and become void one (1) year of the approval date unless a building permit is issued and construction commenced and the ck \ project is diligently being pursued toward completion. All Conditions of Approval shall be reproduced upon page one of building off` \ plans submitted to the Building and Safety Division for Plan Check. Prior to issuance of any grading or building permits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. 9. All materials and colors depicted on the plans and materials board shall be used unless modified by the Applicant and approved by the CommunityDevelopmentDirectorordesignee. q All site improvements shall be constructed as indicated on the approved site plan and elevations, with revisions as noted herein. The applicant shall meet all required setbacks, and development standards pursuant to the High Density HD) zoning district of the Historic Elsinore Overlay District and Historic Elsinore Architectural Design Standards. Any revisions to the Minor Design Review attached hereto shall be processed in a similar manner as the original Minor Design Review. All plans submitted for Building Division plan check shall conform to the submitted plans as modified by the Conditions of Approval. d^ V. All windows shall use foam surrounds and/or other architectural -type features approved by the Community Development Director or designee. 19-All necessary exterior /ancillary equipment shall be effectively screened from public view. All proposed screening methods shall be reviewed and approved the Community Developer Director or designee. R All roofing materials shall have a minimum Class "A" Fire rating, and so noted on the construction plans, prior to the issuance of a building permit. 7' N.The Applicant is to meet all applicable City Codes and Ordinances. Q.A cash bond of $1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. I4.The Applicant shall comply with the City's Noise Ordinance. Construction activity shall be limited to the hours of 7:00 AM to 5:00 PM, Monday throughFriday, and no construction activity shall occur on Saturdays, Sundays or legalholidays. J tS.The Applicant shall comply with all requirements of the City's GradingOrdinance. Construction generated dust and erosion shall be mitigated in accordance with the provisions of Municipal Code, Chapter 15.72 and using accepted control techniques. Interim erosion control measures shall be provided thirty (30) days after the site's rough grading, as approved by the City Engineer. 6.Any exterior air conditioning or other mechanical equipment shall be ground mounted and screened so that they are not visible from neighboring property or public streets. Air conditioning units and related equipment may not encroach more than two -feet (2') into the required minimum side yard setback. 7.Garages shall be constructed to provide a minimum interior clear space of twenty feet (20') x twenty feet (20') for two (2) cars and so noted on the plans. N.The Applicant shall provide shrubs and plant materials as shown on the landscape plan. Any changes to this plan shall be subject to the approval of the Community Development Director or designee. The landscape plan improvements and plantings shall be fully installed prior to issuance of a Certificate of Occupancy. Bt" 9.Planting within fifteen feet (15') of ingress/egress points shall be no higher than 36 inches. 20.Driveways shall be constructed of concrete per Building and Safety Division standards. 1 Ali walls or fences located in any front yard shall not exceed thirty -six inches 36') in height with the exception that wrought -iron fences may be five feet (5') in height. Chain link fences shall be prohibited. Planning Commission Approved Februar 6. 2007 The applicant shall be required to remove and replace any fencing that is n poor condition. It will be the responsibility of the applicant to contact tl-,e effected neighboring property owners. If the existing fencing is in goad condition, this requirement may be waived per the approval of the Community Development Director or Designee. The applicant shall provide a flat concrete pad a minimum of 3'- 0" by T- G" djacent to the dwelling unit. The storage pad for trash barrels shall bK concealed from public view. The applicant shall submit a check in the amount of $64.00 made payable to [lire County of Riverside for a Notice of Exemption. The check shall be submitted a3 the Planning Division for processing within 48 hours of the projects approval. The applicant shall place a weatherproof 3' x 3' sign at the entrance to thle roject site identifying the approved days and hours of construction activity and a statement that complaints regarding the operation can be lodged with the Ciro of Lake Elsinore Code Enforcement Division (951) 674 -3124. The proposed second unit shall comply with all requirements and provisions c f hapter 17.17 (Second Units) of the Lake Elsinore Municipal Code. PRIOR TO THE ISSUANCE OF BUILDING PERMITS N.All walls and/or fencing need to be located off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a building permit. 28.The applicant shall provide assurance that all required fees to the Lake Elsinore Unified S uLDistrict have been paid prior to issuance of building permits. 2 .The applicant shall pay park- indieu fees m effect a e tine prwr to issuance of building permits. I he applicant shall pay the Multiple Species Habitat Conservation Plan F= MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. 3I.Prior to the issuance of any building permit for the Project, the Developer shail enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Sectiom 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.) or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of am in -lieu fee at the rate of $2.00 per square -foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space'" means all of the square - footage within the perimeter of a structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square - footage within the perimeter of a residential structure shall be calculated by the building: department of the City in accordance with the standard practice of the City in: 32.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. 13.Prior to the issuance of a building permit, the applicant shall revise the construction plans to reflect that the proposed second unit does not exceed 800 - square -feet. 34.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty -four inch (24 ") box in size, prior to the issuance of a building permit. PRIOR TO THE ISSUANCE OFA CERTIFICATE OF OCCUPANCY The Applicant shall plant twenty -four inch (24 ") box street trees along all street frontages selected from the City Street Tree List, a maximum of thirty feet (30') apart. Planting is subject to the approval of the Community Development Director or designee prior to issuance of a Certificate of Occupancy. 6.The applicant shall provide an irrigation system for landscaped areas onsite as shown on the landscape plans. The irrigation system shall be fully installed and operational prior to the issuance of a Certificate of Occupancy. 7.The Applicant shall provide a rain censor. The rain censor shall be installed prior to the issuance of a Certificate of Occupancy. 4ZB.All exposed slopes in excess of three feet (3') in height shall have permanent irrigation system and erosion control vegetation installed, as approved by theCity's Landscape Architect. A Planting and Imgation Plan shall be submitted, approved and planted prior to the issuance of a Certificate of Occupancy. Feesarerequiredforreviewofplansandinspections. 3X.The building address shall be a minimum of four inches (4 ") high and shall be easily visible from the public right -of -way. Care shall be taken to select colors and materials that contrast with building walls or trim. Installation of buildingaddressshallbedonepriortotheissuanceofacertificateofoccupancy. N.The applicant shall meet all Conditions of Approval prior to the issuance of aCertificateofOccupancyandreleaseofutilities. The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit be owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto transferred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effectivedateoftransferifnoescrowisused. Planning Commiwon Approved February 6. 2007 ENGINEERING DIVISION GENERAL All Public Works requirements shall be complied with as a condition of development as specified in the Lake Elsinore Municipal Code (LEMC) prior to building permit. The applicant shall submit a "Will Serve" letter to the City Engineering pivision from the applicable water agency stating that water and sewer arrangements have been made for this project and specify the technical data for the water service at the location such as water pressure and volume etc Submit this letter prior to applying for a building permit. 4.,krrangements for relocation of utility company facilities (power poles, vaults, etc.) out of the roadway or alley shall be the responsibility of the property owner or his agent. The applicant shall provide fire protection access and facilities as required in witting by Riverside County Fire. 6.1n accordance with the City's Franchise Agreement for waste disposal & recycling, the applicant shall be required to contract with CR &R Inc. for removal and disposal of all waste material, debris, vegetation and other rubbish generated during cleanin. demolition, clear and grubbing or all other phases of construction. All grading and street improvement plans submitted to engineering shall be drawn on 24" x 36" Mylar and be set into City's specific border and title block and include city specific general notes for grading or street improvements respectively. Digital files for the border and the notes are available by request to "agutierrez @lake- elsinore.org ". STREET IMPROVEMENTS The applicant shall construct all public works improvements from property line to one foot beyond centerline of Langstaff Street (the minimum pavement section shall be 3" Asphalt Concrete over 5" Aggregate Base ) and pavement transitions (2.5" AC over compacted native base) per approved street plans LEMC Title 12). All plans shall be approved and signed by the City Engineer prior to issuance of building permit (LEMC 16.34). 4 A California Registered Civil Engineer shall prepare street and alley mprovement plans and .specifications. All improvements shall be designed and constructed to Riverside County Road Department Standards, latest edition, and City Codes (LEMC 12.04 and 16.34). All street improvement plans shall show existing and future profiles at centerline of street, at top of curb and at centerline of the alley. The profiles and contours shall extend to 50' beyond the property limits on Langstaff Street centerline. 0 -If the existing street improvements are to be modified, the existing street plans on file shall be modified accordingly and approved by the City Engineer prior to issuance of building permit. An encroachment permit will be required to do the work. 51.All work done under an encroachment permit for off -site improvements of utility lines shall be delineated on the street improvement plans and approved and signed by the City Engineer prior to issuance of building permits. 52.The applicant shall pay all fees and meet requirements of an encroachment permit issued by the Engineering Division for construction of off -site public works improvements (LEMC12.08, Res.83 -78). All fees and requirements for an encroachment permit shall be fulfilled before Certificate of Occupancy. GRADING The developer shall obtain all necessary off -site easements for off -site grading from the adjacent property owners prior to issuance of grading permit approval. 54,The applicant shall apply and obtain a grading permit with appropriate security prior to any grading activity. 5\A grading plan stampe&signed by a California Registered Civil Engineer is required if the sum of the cut and fill in grading exceeds 50 cubic yards and the existing drainage flow pattern is substantially modified as determined by the City Engineer. The grading plan shall show volumes of cut and fill, adequate contours and/or spot elevations of the existing ground as surveyed by a licensed surveyor or civil engineer. All contours shall extend to minimum of 15 feet beyond property lines to indicate existing drainage pattern. The applicant shall apply and obtain a grading permit with appropriate security prior to grading permit issuance - 6.This property is within the Lake Elsinore specific boundary and therefore no import of soil is allowed at elevations below 1264.00. 7.The applicant shall provide soils; geology and seismic report, as part of this report address the requirement of the Alquist- Priolo Earthquake Fault Zoning Act. The applicant shall provide final soils report showing compliance with recommendations. 58. The applicant shall provide erosion control measures as part of their grading plan. The applicant shall contribute to protection of storm water ualiq ty and meet the goals of the BNIP in Supplement "A" in the Riverside County NPDES Drainage Area Management Plan. All grading shall be done under the supervision of a geotechnical engineer and he shall certify all slopes steeper than 2 to l for stability and proper erosion control. DRAINAGE 60.AII on -site drainage shall be conveyed to a public facility, accepted by adjacent property owners by a notarized letter of drainage acceptance, or conveyed to a drainage easement iSI.All natural drainage traversing the site shall be conveyed through the site, or shall be collected and conveyed by a method approved by the City Engineer. b2.All roof drains shall not be allowed to outlet directly through coring in the street curb. Roofs shall drain to a landscaped area. All driveways shall be sloped to drain into landscaping prior to entering street facilities b3.The applicant is to submit Hydrology and Hydraulic Reports for review and approval by City Engineer prior to issuance of grading permits. The developer Planning Commission Approved Fcbnmy 6.2007 shall mitigate any flooding and/or ero--:on downstream caused by development of the site and/or diversion of drainage. FLOODING Part of this lot is within the 100 year `.':ood plane, the minimum finished grade elevation of the house floor shall be 1267' above sea level. FEES 65.The applicant is to pay all Capital Improvement and Plan Check fees (LEMC 16.34). The current traffic mitigation Etc is $1,369.00; the current drainage fee is $359.00 (Nichols Street SE. Dist'_) and the current TUMF amount is 9,693.00. The amount of fees shall be adjusted according to the fee schedule current at the time of payment. 66 .The applicant is to provide in -lieu payments for future off -site public improvements prior to building permit- (Res. 86 -35) In —lieu payment shall be calculated by developers' engineer or a-rchitect and submitted for city engineers approval. The estimate shall be based on current cost of street improvements from property line to centerline of the street within the property limits, plus a 15% added cost for engineering and construction administration. To CLEANWATER PROTECTION PROGRAM The City of Lake Elsinore has adopted ordinances for storm water management and discharge control. In accordance with state and federal law, these local storm water ordinances prohibit the discharge of waste into storm drain system or local surface waters. This includes non -storm water discharges containing oil, grease, detergents, trash, or other waste remains. Brochures of "Storm water Pollution, What You Should Know'" describing preventing measures are available at City Hall. PLEASE NOTE: The discharge of pc ?lutants into street, gutters, storm drain system, or waterways - without Regiona" Water Quality Control Board permit or waver — is strictly prohibited by local ordinances and state and federal law. LSINORE VALLEY MUNICIPAL WATER DISTRICT 8.Water and sewer is available to the pr --jeer. The applicant shall request a 'will serve' letter for the service of water and sewer. COMMUNITY SERVICES DEPARTMENT 6 The applicant/developer is to pay park fees $1,600 per unit (1 unit $1,600 each =$1,600). @ 7l) .The applicant/developer is to comply with all NPDES storm water requirements. The applicant/developer is to participate in the City-wide LLMD. 72-The developer /applicant is to comply with all City ordinances regarding construction debris removal and recycling as per Section 8.32 of the Lake Elsinore Municipal Code. The developer /applicant is to meet City, curb, gutter, and sidewalk quirements. 4.The City's Landscape Architect is to review all landscape and /or irrigation lans- Planning Commission Approved February 6, 2007 ill i APPROVED LL r,Nw., FOR PERMIT ISSUANCE - SC07T FAZEKAS & ASSOCIATES, INC. BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance, Autl•orizatlon It ' hereby granted to Issue a building permit pending approval by all applicable City agencies. The Issuance or granting of a perm$ based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presur—,ed to give authority to violate or cancel the provisions of such codes shall be valid. V REVISIONS BY I I v n N V 1 l Nt fi_ nn v tS- O Q r L 0 Ul W j Cl 111 N v w d Q z wQZVto n wQcv m N OC DR 101 CHE xm AL Adi.',RttL Dr: E 0"l -05 SCA E 1/4' • P.O. JOB No. sHEr S a 8 0 o' v 8 3 g a' i. I k CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CON5T RMION Pf AN COMMENTS FOR A SFR n 412 LANGSTAFF ST. PAGE IOF3 The Community Development Department has revie•.wed the construction drawings associated with the above referenced project and provides the followmg comments. THESE ISSUES MUST BE ADDRESSED PRIOR TO THE ISSUANCE OF BUILDING PERMITS. I All Conditions of Approval shall be reprc-duced upon page one of building plans submitted to the Building and Safety Division for Plan Check. (Please revise accordingly). Prior to issuance of any grading or building Fletmits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. (This was submitted and signed by A Mr. Steve Beyler. However, Mr. Beyler is not listed as the applicant or property or owner within the project file. The applicant or property owner neeids to sign or Mr. Beyler needs to provide written documentation that he empowered to sign or is the current property owner). All roofing material shall have a minimum Class "A" fire rating, and so noted on the construction plans, prior to the issuance of a building permit. (Please revise accordingly). A cash bond of $1,000.00 shall be required cor any construction trailers placed n the site and used during construction. Bcnds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. (Please address this item ifyou will be utilizing a constructf.in trailer. /fyou will not be using a construction trailer, please disregard this c:ondition). All walls and/or fencing need to be locarcd off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she trust submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a building permit. (Please address accordingly). 6. The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. Please provide assurances to the Planning Division that this condition has been met). 7. The applicant shall pay park -in -lieu fees in effect at the time prior to issuance of building permits. (Please provide assurances to the Planning Division that this condition has been met). 8. The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. (Please provide assurances to the Planning Division that this condition has been met). 9. Prior to the issuance of any building permit for the Project, Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in lieu fee at the rate of $2.00 per square foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. (Please provide assurances to the Planning Division) 10.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. (Please provide assurance to the Planning Division that this has been met). II.Prior to the issuance of a building permit, the applicant shall revise the CITY OF LAKE ELSINORE COMMUNITY D-=VELOPMENTDFPARTht NT CONSTRUCTION PLAN COhFMENTS FOR A SFR @ 412 t ANr TAFF ST PAGE30F3 construction plans to reflect than the proposed second unit does not exceed 800 square -feet. (Please revise accmrdingly). 12.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty-four inch (24 ") box in size, prior to the issuance of a building permit. (Please address this condition as well as providing a landscape plan lhrct was approved by the Planning Commission). 13.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit Ele owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto trans erred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. (Please be advised that the above condition will be required at Occupancy). 14.For the proposed project located at 412 Langstaff Avenue, the Planning Commission approved a "Bun —alow" style architecture and not a "Craftsman" style architecture. (Please revise the proposed project to match what was approved the Planning Commission). 15.Please attach the Planning Commission approved pre - liminary grading and drainage plan. If you have aay questions or comments please do not hesitate to contact me at (951) 674 -3124 est 295 of email at ic.3d onOelake- ebinore.orr RespectAAACarlson Auociate Planner P: \11—w Pmlm.\\Inaul5t A( r, 412 Ph, C... enu©4121+npuff A..drc i t B IIII +?A APPROVED : FOR PERMIT ISSUANCE ` l' SCOTT FAZE:KAS & ASSOCIATES, INC. BY DATE These plans have b,=an reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to ! :rsue a building permit pending approval by all applicable City agencies. The Issuance or c,anting of a permit based on approval of these :fans shall not be construed to permit or approve any violation of the applicable codes or ordinance No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. N, r I I I I ' fl` J V v z N w d O Vn• V , OU III I I V I N N N I W Q r K to w C` 6. The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. Please provide assurances to the Planning Division that this condition has been met). 7. The applicant shall pay park -in -lieu fees in effect at the time prior to issuance of building permits. (Please provide assurances to the Planning Division that this condition has been met). 8. The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. (Please provide assurances to the Planning Division that this condition has been met). 9. Prior to the issuance of any building permit for the Project, Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in lieu fee at the rate of $2.00 per square foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. (Please provide assurances to the Planning Division) 10.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. (Please provide assurance to the Planning Division that this has been met). II.Prior to the issuance of a building permit, the applicant shall revise the CITY OF LAKE ELSINORE COMMUNITY D-=VELOPMENTDFPARTht NT CONSTRUCTION PLAN COhFMENTS FOR A SFR @ 412 t ANr TAFF ST PAGE30F3 construction plans to reflect than the proposed second unit does not exceed 800 square -feet. (Please revise accmrdingly). 12.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty-four inch (24 ") box in size, prior to the issuance of a building permit. (Please address this condition as well as providing a landscape plan lhrct was approved by the Planning Commission). 13.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit Ele owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto trans erred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. (Please be advised that the above condition will be required at Occupancy). 14.For the proposed project located at 412 Langstaff Avenue, the Planning Commission approved a "Bun —alow" style architecture and not a "Craftsman" style architecture. (Please revise the proposed project to match what was approved the Planning Commission). 15.Please attach the Planning Commission approved pre - liminary grading and drainage plan. If you have aay questions or comments please do not hesitate to contact me at (951) 674 -3124 est 295 of email at ic.3d onOelake- ebinore.orr RespectAAACarlson Auociate Planner P: \11—w Pmlm.\\Inaul5t A( r, 412 Ph, C... enu©4121+npuff A..drc i t B IIII +?A APPROVED : FOR PERMIT ISSUANCE ` l' SCOTT FAZE:KAS & ASSOCIATES, INC. BY DATE These plans have b,=an reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to ! :rsue a building permit pending approval by all applicable City agencies. The Issuance or c,anting of a permit based on approval of these :fans shall not be construed to permit or approve any violation of the applicable codes or ordinance No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. N, r I I I I ' fl` J V v z N w d O Vn• V , OU III I I V I N N N I W Q DRAWN CHECKED AL AOUIMIM DATE OD-81 -03 SCALE t/4' • I' -0' JOB NO. SHEET IL s' S 8 R a N S o' g 3 gN t e r to w C` kn w A z w Q Q N W Ul N OL DRAWN CHECKED AL AOUIMIM DATE OD-81 -03 SCALE t/4' • I' -0' JOB NO. SHEET IL s' S 8 R a N S o' g 3 gN t e M/FS I v O U 4 C O s m U 4 O c f1 d I 1' W • 1_ 5' -5" 4' -8" 1_ 4' -0" IU-4 "I 4' -1" ALSL 1036 ALSL 5' -10" ALSL 201-111, IC1oH's I na 9' -10" 9' -4" L II' -0" 1_ 9' -10" I- 1° L. A N UNIT "All TA5LE 5 -I N Q in r t- I r 1, N el Q tI Y 0 hN I• NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 V NUMBER OF BEDROOMS j- v O U 4 C O s m U 4 O c f1 d I 1' W • 1_ 5' -5" 4' -8" 1_ 4' -0" IU-4 "I 4' -1" ALSL 1036 ALSL 5' -10" ALSL 201-111, IC1oH's I na 9' -10" 9' -4" L II' -0" 1_ 9' -10" I- 1° L. A N UNIT "All TA5LE 5 -I N Q in r t- I r 1, N el Q tI Y 0 hN I• NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 3 TO 5.5 NUMBER OF BEDROOMS 1 2 5 2 3 4 5 3 1 4 5 6 FIRST HOUR RATING GALLONS 42 54 54 54 67 67 80 67 80 80 80 APPROVED 4' . -,. ; FOR PERMIT ISSUANCE! 7 1 SCOTT FAZEKAS & ASSOCIATES, INC. BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to Issue a building permlt pending approval by all applicable City agencies. The Issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. NOTE ON THE BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REQUIREMENT5 AS LISTED ON THE MANDATORY MEASURES CHECKLIST ". FLOOR FLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROOF. 6. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LE55 THAN 40 LUMENS PER WATT 1. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. 9. PROVIDE 30 "X 22" ATTIC ACCESS IO.FAN5 SHALL HAVE 5 AIR CHANGES PER HOUR II. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT THIS LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALL5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR HOSE BIBS. 15.61-AZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN AGORDANGE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN, 16. "ATTIC VENTILATION OPENINGS SHALL BE COVERED WITH CORRO51ON- RESI5TANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSION." SECTION 1505.3. Ii. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED CRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC) AND 5HOWIN6 COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY SLA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEADS 2.5 GALLONS PER MINUTE FAUCETS: 2.2 GALLONS PER MINUTE (SINKS AND LAV5) NOTE: I• NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING 3. AB5 PIPE FOR DRAINAGE, WASTE AND VENT PIPING 4. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING 5EWER AND BUILDING DRAIN. 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPFENINGS. 6. CONTROL VALVE FOR SHOWER OR TUB- 5HOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE. VENT TO OUTSIDE AIR 2'2'X166A - sm5MIC STRAP zW- K r 2" rF, e Ua 4- FIN. FLR. BA5E PLATFORM SHALL BE ENCI GLE ANCHORED WRAF ED WATER HEATER T 1 P VALVE SHALL TERMINATE AT THE EXT. OF BUILDING. PROVIDE ONE 5TRAP AT 1/3 TOP OF TANK ONE STEP AT 15 OF BOTTOM TANK. 1/7 DIAMETER EMT PIPE5 SHALL BE USED FOR THE 5TRllr. WATER HEATER STRAP DETAIL 67 GALLON WATER HEATER I HR. RATING .67 MIN. PER UBG TABLE 5.1 i PROPOSED SQUARE EOOTA&E LIVING AREA = 1600 50 ft FORGH = 240 5(: ft GRAND TOTAL = 1,840 SO FT 0 V z (ntuv tL fn V1 V Cn 4 v V 1 1 v V 1 W nn V/ Q r ttt O w } s ii- V I v' W ln Q Z 11J Q ry ul N } 1 m c v fl! 0 DRAWN ROBIERTO OROZC.O CHECKED AL A6UIRRE DATE n -90.06 SCALE 114' - ILO' L SHM 2 PROPOSED SQUARE EOOTA&E LIVING AREA = 1600 50 ft FORGH = 240 5(: ft GRAND TOTAL = 1,840 SO FT 0 V z (ntuv tL fn V1 V Cn 4 v V 1 1 v V 1 W nn V/ Q r ttt O w } s ii- V I v' W ln Q Z 11J Q ry ul N } 1 m c v fl! 0 DRAWN ROBIERTO OROZC.O CHECKED AL A6UIRRE DATE n -90.06 SCALE 114' - ILO' L SHM 2 P. 1674RRENTIA%7 /MiESTMENTlGO u I00i0 5A , R& '&E DOOR- -- 4' -4" _ 12' -6" 48' -6" 20' -4" 2 -GAR GARAGE GARAGE "B" V -0" GLS. I TO 1.5 Q 3 TO 3.5 NUMBER OF BEDROOMS I ry 2e 6 2 2 LAY=R5 5/0" TYP X 3" VIA. X 36" HIGH STEEL PIPE IHR) GYP BRD TO ROOF 4 E!1fBEDVED INTO GONG. ON A 3 6ARASE < LIVIN6 AREA I =" 50. X 46" DP. GONG. PAD Q FIRST HOUR RATING GALLONS OYIH 54 HEATING AND COOLING EOUIPMENT IN A 67 67 6ARAC= AND WHICH GENERATE5 AGLOW, 67 80 j SPARK OR FLAME SHALL BE INSTALLED 4" (P VENT T. VV AT LET-5T 10" ABOVE THE FLOOR LEVEL. BAGKDRAFT 6 W DAMPERS PROVIC'E A WATER HEATER BLANKET. WHEN E-- 15 BELOW 0.50 AN R -I2 EXTER.,,AL BLANKET 15 REOUIRED P 4 T 0 RELIEF VALVE TO TERMINATE OUTSIDE OF D 6ARAC= I -GAR GARAGE GARAGE "A" 21 411 F i N 2 LAYERS 5/0" TYP X V IHR) GYP BRD TO ROOF 5HEA7HIN6 BETWEEN W GARAGE d LIVING AREA K W u I00i0 5A , R& '&E DOOR- -- 4' -4" _ 12' -6" 48' -6" 20' -4" 2 -GAR GARAGE GARAGE "B" V -0" GLS. FIRST FLOOR PLAN UNIT IIQ II FLOOR PLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -M 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROP=. 2. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITC -IEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LE55 TH,N 40 LUMENS PER WATT T. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOh'5 SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. 9. PROVIDE 30 "X 22" ATTIC ACCESS IO.FANS SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING A- THIS LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALL-5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E 8185. 15.61-AZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN AGORDANGE WITH SECTION 2406.4 ( SEE EXGE- TIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALK: NS SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16. "ATTIC VENTILATION OPENINGS SHALL BE COVERED WITH CC''RRO510N- RE5I5TANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSIOM." SECTION 1505.3. 11. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL AT7AG4ED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC) AND = *MOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY 6LA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE E.' ZMPT) URINAL5 1.0 GALLONS PER FLUSH SHOWER HEADS 2.5 GALLONS PER MINUTE FAUGET5, 2.2 GALLONS PER MINUTE (SINKS AND LAVE) 48' -6" 160"10 20' -9" DOOR am 10' -8" I -GAR GARAGE GARAGE "C" V -O" GLG. 2 LAYERS 5/8" TYP X OHR1 GYP BRD TO ROOF SHEATHING BETWEEN GARAGE t LIVING ARE,+ 4' -1 k[5F DOUR , n 10' -4" ' NOTE: 1. NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING 3- A55 PIPE FOR DRAINAGE, WASTE AND VENT PIPING PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING SEWER AND BUILDING DRAIN. 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE. 4 VENT TO OUTSIDE AIR b 2'2 "X166A 505MIG STRAP ? FIN. FLR. BASE PLATFORM SHALL BE ENGI LE ANCHORED WRA D WATER HEATER T 4 P VALVE SHALL TERMINATE AT THE EM. OF BUILDING. PROVIDE ONE 5TRAP AT 1/3 TOP OF TANK ONE STEP AT 0 OF BOTTOM TANK 1/Y DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT. WATER HEATER 511RAP DETAIL 6'f GALLON WATER HEATER I HR. RATING .6"1 MIN. PER UBG TABLE 5.1 NOiEE ON T 4E BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REGLIREMENTS AS LISTED ON THE MAPNVATORY MEASURES CHEtSKLIST ". ZXb GAP 1 ZK2 VERTI 4X4 P05T RIM J015T 2" CAP 1 2X2 VERTI 4X4 P05T RIM JOIST 2) 1/2' Vila .. ._.... BOLTS ! WA51-1ER5 AT EACH P05T NCI 14 qq 5-O" C; G ' " ' " " 5-10" 2' -8" 0 11 9flav) 5' -II.. 4,_5, 4,_-I I._3.. 4030 ALSL :2020 AL14 ooe REF. I \ 06 KITCHEN 1 T A. I p 1 0' -0" GLG. 1 .D 8' -O" GLG. 1 44T0 FF20M TUB/ r T 6 VEN BELO I 8' -O" GLG. 5HWR. O I I Q HOOD ABOV .2 1 PZ FiK I I I 6 2b PANTRY D I '\ C=> n8' -O" GLG. 6 0 A N1 N S EE CVA1 s LIVING RM V -O" GLG. BEDRM. 2 V -O" GLG. SEGONP FLOOR PLAN UNIT Ila II TABLE 5 BEDRM. I 8' -O" GL6. 4' -6" IS" NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 3 TO 3.5 NUMBER OF BEDROOMS 1 2 2 LAY=R5 5/0" TYP X 2 IHR) GYP BRD TO ROOF 4 5HEAT -flN6 BETWEEN 3 6ARASE < LIVIN6 AREA FIRST FLOOR PLAN UNIT IIQ II FLOOR PLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -M 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROP=. 2. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITC -IEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LE55 TH,N 40 LUMENS PER WATT T. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOh'5 SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. 9. PROVIDE 30 "X 22" ATTIC ACCESS IO.FANS SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING A- THIS LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALL-5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E 8185. 15.61-AZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN AGORDANGE WITH SECTION 2406.4 ( SEE EXGE- TIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALK: NS SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16. "ATTIC VENTILATION OPENINGS SHALL BE COVERED WITH CC''RRO510N- RE5I5TANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSIOM." SECTION 1505.3. 11. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL AT7AG4ED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRC) AND = *MOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY 6LA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE E.' ZMPT) URINAL5 1.0 GALLONS PER FLUSH SHOWER HEADS 2.5 GALLONS PER MINUTE FAUGET5, 2.2 GALLONS PER MINUTE (SINKS AND LAVE) 48' -6" 160"10 20' -9" DOOR am 10' -8" I -GAR GARAGE GARAGE "C" V -O" GLG. 2 LAYERS 5/8" TYP X OHR1 GYP BRD TO ROOF SHEATHING BETWEEN GARAGE t LIVING ARE,+ 4' -1 k[5F DOUR , n 10' -4" ' NOTE: 1. NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING 3- A55 PIPE FOR DRAINAGE, WASTE AND VENT PIPING PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING SEWER AND BUILDING DRAIN. 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE. 4 VENT TO OUTSIDE AIR b 2'2 "X166A 505MIG STRAP ? FIN. FLR. BASE PLATFORM SHALL BE ENGI LE ANCHORED WRA D WATER HEATER T 4 P VALVE SHALL TERMINATE AT THE EM. OF BUILDING. PROVIDE ONE 5TRAP AT 1/3 TOP OF TANK ONE STEP AT 0 OF BOTTOM TANK 1/Y DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT. WATER HEATER 511RAP DETAIL 6'f GALLON WATER HEATER I HR. RATING .6"1 MIN. PER UBG TABLE 5.1 NOiEE ON T 4E BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REGLIREMENTS AS LISTED ON THE MAPNVATORY MEASURES CHEtSKLIST ". ZXb GAP 1 ZK2 VERTI 4X4 P05T RIM J015T 2" CAP 1 2X2 VERTI 4X4 P05T RIM JOIST 2) 1/2' Vila .. ._.... BOLTS ! WA51-1ER5 AT EACH P05T NCI 14 qq 5-O" C; G ' " ' " " 5-10" 2' -8" 0 11 9flav) 5' -II.. 4,_5, 4,_-I I._3.. 4030 ALSL :2020 AL14 ooe REF. I \ 06 KITCHEN 1 T A. I p 1 0' -0" GLG. 1 .D 8' -O" GLG. 1 44T0 FF20M TUB/ r T 6 VEN BELO I 8' -O" GLG. 5HWR. O I I Q HOOD ABOV .2 1 PZ FiK I I I 6 2b PANTRY D I '\ C=> n8' -O" GLG. 6 0 A N1 N S EE CVA1 s LIVING RM V -O" GLG. BEDRM. 2 V -O" GLG. SEGONP FLOOR PLAN UNIT Ila II TABLE 5 BEDRM. I 8' -O" GL6. 4' -6" IS" NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 3 TO 3.5 NUMBER OF BEDROOMS 1 2 3 2 3 4 5 3 4 5 6 FIRST HOUR RATING GALLONS 42 54 54 54 67 67 80 67 80 80 80 EGKI JOI S' GUARDRAIL DETAILS 1 1 V 1 n 1 jj APPROVED 1), T + FOR PERMIT ISSUANCE f%wL SCOTT FAZEKAS & ASSOCIATES, INC BY DATE .. These plans have boon reviewed for adherence to the applicable codes and ordinance. Authorization 19 hereby granted to issue a building permit pendingapprovalbyallapplicableCityagencies. The Issuance or granting of a perm`Y based on approval of these plans shall not be COnetrued to parinit or approve any violation of tha applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provis. ons of such n,'IaS .¢hall be valid. SQUARE f"200TA6r: UPPER LEVEL 75050 FT GARAGE "A" 302 50 FT GARAGE "B" 429 SG FT GARAGE "C" 217 50 FT TOTAL 50. FT. 1,698 SG FT J REVISIONS BY r0 d7 C V . v' t O Z V CO Nt v CV Nt V Ily 1 Q 0) W W } Q w < zW Q Z Qry W CA M NV DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -30-00 SCALE 1/4' - 1'-V JOB NO. SHEET 3 FOUNDATION NOTES ALL CONTINUOUS EXTERIOR FOOTINGS SHALL HAVE 5/8" DIAMETER X 12' A.B.'S WITH 2' X 2" X 3/16' WASHERS, MIN.7' EMBEDMENT CINTO CONCRETE, AT 72' O.C. UNLESS NOTED OTHERWISE ON PLANS. ONE ANCHOR BOLT SHOULD BE LOCATED MAX. 12" AWAY FROM THE END OF THE SILL PLATES. MIN. (.c) AB.'S PER SILL PLATE PER SHEAR PANEL ALL INTERIOR WALLS SHALL HAVE HILTI ON WITH AIM. PENETRATION OF 1 1/4" INTO SLAB, AT 24" O.C. UNLESS NOTED OTHERWISE. TO BE INSTALLED IN ACCORDANCE WITH ICEIO NUMBER 2388, NOVEMBER 1995. ACTLLAL SLAB THICKNESS SHALL BE MINIMUM 3 -1/2' ALL HOLDOWNS AND POST ANCHORS SHALL BE INSTALLED ACCORDING TO SIMPSON STRONG TIE SPECIFICATIONS AND REQUIREMENTS CF ICBO REPORT / 1211 AND AA48 AND SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. MIN. CONCRETE WIDTH SWILL BE 8' FOR RECEMNG MPAS. AND HPAH022e. VERIFY LOCATIONS OF HOLDOWNS AND ANCHOR BOLTS WT7-1 ROUGH FRAMING TO ASSURE PROPER AND ACCURATE INSTALLATION. PROVIDE +3X24' DOWEL AT 24' O.C. AND 12" FROM THE CORNER AT ALL CONCRETE STOOP AND PORCHES. 6. PROVIDE MINIMUM (1) REINFORCING BAR AT TOP AND (1) 04 AT BOTTOM FOR ALL CONTINUOUS FOOTING IN ADDITION (1) +4 BAR EX--RA FOR ELECTRICAL GROUND. LOCATION TO BE VERIFIED WITH ELECTRICAL CONTF:ACTOR. 7. VERIFY MINIMUM FOUNDATION DEPTH, WIDTH,REINFCIRCING STEEL AND ADDITIONAL EXPANSIVE SOIL REQUIREMENTS WITH VALID SOILS REPORT AND IF ANY MORE RESTRICTIVE THE SHALL SUPERSEDE THE ABOVE MINIMUMS. B. CONCRETE STRENGTH SHALL BE MINIMUM 2500 PS!, 9. FOUNDATION DRAWING SHALL REFLECT THE STRUCTURAL REQUIREMENT ONLY. REFER TO ARCHITECTURAL PLANS FOR DIMENSIONS NOT SHOWN. ACCURACY OF THE DIMENSIONS AND FINAL FR OF THE BUILDING SHALL BE REVIEWED BY THE ARCHITECT AND THE CONTRACTCR PRIOR TO CONSTRUCTION. 10. WAITING PERIOD FOR CONCRETE SLAB -ON -GRADE PRIOR TO START OF CONSTRUCTION IS AS FOLLOWS: a. WALK ON SLAB 24 HOURS AFTER CONCRETE HAS BEEN POURED. b. BEGIN WALL FRAMING 4 -5 DAYS AFTER CONCRE-E POUR. C. BEGIN ROOF /FLOOR FRAMING 7 -10 DAYS AFTE`r, CONCRETE POUR. it. DO NOT LOAD ROOF PRIOR TO 14 DAYS AFTER CONCRETE POUR. 11. THE MAXIMUM SOIL BEARING PRESSURE IS 1000 nF PER THE SOILS REPORT. 12• ALL DIMENSIONS SHOWN ON THE PUNS HAVE BEEN DETERMINED BY THE ARCHITECT 13. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT - DIPPED ZINC COATED GALVANIZEC.. 14. 3 1/2' CONC. STOOP AT EACH EXTERIOR DOOR LNLESS NOTED OTHERWISE 15. FOR ANCHOR BOLT SPACING AT SHEAR WALLS SEE SHEAR WALL SCHED. 16. SLAB SHALL HAVE EXPANSION JOINTS FASTENERS FOR PRESSURE- PRESERVATVE TREATED WOOD SHALL BE OF HOT- DIPPED ZINC COATED GALVANIZED, PER UBC SECTION 2304.3 f71 C. CONCRETE SLAB SCHEDULE St 4" CONCRETE SLAB WITH #3 0 18' O.C. EAC1 -. WAY & 4' SAND LAYER WITH 6 MIL BISOUEEN MEMBRANE SET AT TOP OF SAND LAYER . S2 4' CONCRETE SLAB WITH #3 0 18' O.C. EACH WAY & 4' SAND LAYER WITH 6 MIL BISOUEEN MEMBRANE SET AT TOP OF SAND LAYER . (QUARTER SAWN) PAD SCHEDULE Pl 2' -0' SO X 12' DEEP PAD W(3) -g4 EACH WAY 0 BOTTOM P2 2' -6" SO X 12" DEEP PAD W(4) -/4 EACH WAY 0 BOTTOM a> 3' -0" SO X 12' DEEP PAD W(5) -14 EACH '.WAY 0 BOTTOM P4 > X -C SO X 12' DEEP PAD W(5) -+4 EACH *AY 0 BOTTOM 4' -0" SO X 18' DEEP PAD W(6) -/5 EACH 'WAY 0 BOTTOM 8> 4' -6" SO X 18' DEEP PAD W(6) - #5 EACH 'WAY 0 BOTTOM P7 > 5' -0" SO X 18' DEEP PAD W(7) -#5 EACH '*AY O BOTTOM O5' -6" SO X 18' DEEP PAD W(7) -05 EACH 'MAY 0 BOTTOM TO REPLACE MISSING OR MISLOCATED 5/8" DIAMETER ANCHOR BOLTS, USE 5/8' X6 SIMPSON TITEN ANCHORS THD62600H 0 2X & TF06261211 0 3X OR 5/8" DIAMETER THREADED RODS EMBEDDED MIN. 5 INTO CONCRETE WITH SIMPSON STRONG TIE 'SET' EPDXY. SPECIAL INSPECTION BAY SE REQUIRED DURING INSTALLATION. FOLLOW MANUFACTURER'S RECOMMENDATIONS. e - APPROVED xr,' FOR PERMIT ISSUANCE SCOTT FAZEKAS & ASSOCIATES, INC. BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to issue a building permit pending approval by all applicable City agencies. The issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. WEEP SCREED NOTE 4" CLEAR TO GRADE COLUMNS AND POSTS LOCATED ON CONCRETE EXPOSED TO THE WEATHER SHALL BE 2' CLEAR PAVED SURFACE SUPPORTED BY CONCRETE PIERS OR METAL PEDESTALS PROJECTING 1" MIN. ABOVE TTY -7Tr FLOORS, UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS EARTH USED. INDIVIDUAL CONCRETE OR MAONRY PIERS SHLL PROJECT AT LEAST 8" ABOVE EXPOSED GROUND UNLESS THE COLUMNS OR POST WHICH THEY SUPPORT ARE OF APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS USED. WEEP SCREED DETAIL (TYPICAL) 1 1J f L V I! 1 d t ANCHOR BOLT SCHEDULE SYMBOLS LEGEND CD L ( y) o FOOTING 1n 3 MIN. (3)- 5/8' DIAMTETER X 12' ANCHOR BOLTS Lei 48 5/8' DIAMTETER X 1Y ANCHOR BOLTS 0 48' O.C. REBAR LLD U 32 5/8" DIAMTETER X 12" ANCHOR BOLTS 0 32" O.C. O PAD NUMBER WEATHER- RESISTIVE 16 H S SLABO STUDS BARRIER REWIRED TO LAP THE WEEP SCREED ALL HOLDOWNS 5/8' DIAMTETER X 12' ANCHOR BOLTS O 16' O.C. ANCHOR BOLTS 3 1/2' MIN. ATTACHMENT FLANGE SHALL HAVE 2 -2X4 POSTS ONO. Efl 5/8' DIAMTETER X 12" ANCHOR BOLTS O 8' O.C. NUMBER ATTACHMENT FLANGE ly H LATH AND PLASTER TO REPLACE MISSING OR MISLOCATED 5/8" DIAMETER ANCHOR BOLTS, USE 5/8' X6 SIMPSON TITEN ANCHORS THD62600H 0 2X & TF06261211 0 3X OR 5/8" DIAMETER THREADED RODS EMBEDDED MIN. 5 INTO CONCRETE WITH SIMPSON STRONG TIE 'SET' EPDXY. SPECIAL INSPECTION BAY SE REQUIRED DURING INSTALLATION. FOLLOW MANUFACTURER'S RECOMMENDATIONS. e - APPROVED xr,' FOR PERMIT ISSUANCE SCOTT FAZEKAS & ASSOCIATES, INC. BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is hereby granted to issue a building permit pending approval by all applicable City agencies. The issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give authority to violate or cancel the provisions of such codes shall be valid. WEEP SCREED NOTE 4" CLEAR TO GRADE COLUMNS AND POSTS LOCATED ON CONCRETE EXPOSED TO THE WEATHER SHALL BE 2' CLEAR PAVED SURFACE SUPPORTED BY CONCRETE PIERS OR METAL PEDESTALS PROJECTING 1" MIN. ABOVE TTY -7Tr FLOORS, UNLESS APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS EARTH USED. INDIVIDUAL CONCRETE OR MAONRY PIERS SHLL PROJECT AT LEAST 8" ABOVE EXPOSED GROUND UNLESS THE COLUMNS OR POST WHICH THEY SUPPORT ARE OF APPROVED WOOD OF NATURAL RESISTANCE TO DECAY OR TREATED WOOD IS USED. WEEP SCREED DETAIL (TYPICAL) 1 1J f L V I! 1 d t m J LVJN X y Q J) Z3cn Z d1 LL M I' W N I O N LLJj M H ZUI- U-) W QLr) NOil z 0 z I ^L7 W <LD z0j00z N C-1 Ld U Wm U0rn M 0 J NL_ 0O CON41 N a QlL JOL y Ud n CC0 T C0 0 C0 w vL C y LLJ CD L ( y) o z 1n Lei LLD U z H o L1J Q' O Q Q z ly H J o F- W 0 U ni w 3 Q U J U 0 W Of O U Y W Z O D O U HN a W OwO T- ill 00 O q}W t7N Q Ln O W QIZ' m J LVJN X y Q J) Z3cn Z d1 LL M I' W N I O N LLJj M H ZUI- U-) W QLr) NOil z 0 z I ^L7 W <LD z0j00z N C-1 Ld U Wm U0rn M 0 J NL_ 0O CON41 N a QlL JOL y Ud n CC0 T C0 0 C0 w vL C y ABC INVESTMENTS 951)) 273 -0922 r LLJ CD L ( y) o z Ln C-Lj Lei LLD U H o L1J Q' O Z Q Q z ly H J o W 0 U ni w 3 Q Q11 J U 0 ABC INVESTMENTS 951)) 273 -0922 r 2x6 TOP PLAT 2X10 HEADER 10dNAdLS 0 6' OC STAGGERED 2X6 I-EADER PLATE OUGH OPENING TYPICAL 2PLY HEADER SECTIC N 2 -2x6 TOP PLAT EN 3 -2X11) HEADER OSB SHIM TYP. 30dNAdLS 0 6' OC STAGGERED EXTERIOR SHEATHING 2X6 HEADER PLATE ROUGH OPENING TYPICAL 31PLY HEADER SECTION FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE 12 DR BETTER 2. ALL BEAMS TO BE SPRUCE /1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSZES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2' CDX PLY OR OSB W/ Bd NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE F.ASHING 10. ALL EXTERIOR WALLS SHALL BE 2%:S STUDS AT 16' O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16' O.C. ANY WALL ABOVE 10' SHALL BE :X6 STUDS AT 16" O.C. ALL INTERIOR WALLS SHALL BE 2'1:4 STUDS AT 16' O.C. 11. ALL EXPOSED PLYWOOD SHALL EE CCX. 12. FLOOR SHEATHING SHALL BE 3/4- T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILIVANT C'-B. 13. DBL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SE:. -TIONS A -36 STEEL TO BE PROVIDED BY UCZNSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESEFNATME TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SLl3MITTED AND APPROVED BY THE ENGINEER OF RECORD ANC THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED.. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVIED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITF+ THE BULGING DESIGN. 7 SD1 1A I - T_(P_ 3 -i /8 x 12 LVL DRP BM XI 18 36 0 o I SD1 1 o SD1 w I I x O N SD1 W31Fa 96 9B 1 zq sv . SD1 SD m q U RIDGE i0 Mo ----- -- - -- °+ r Of LO J of x ® I En (n V) V) = I w W 3 L2 N Z o 72 COST o 3 O 3 N W a . I N nu r?a 6D 6D SD1 SD1 A WOOL 3 -1 Bx12LVLDRB O 3 -1/8 x 14 LVL HDR 7R Uj10 SD1 9G 0 X SD1 ?x' s> N 2 2X6 TOP PLATES TYP. 2 -2X10 HEADER OR 3- 10 HEADER '.JNO. 3- 10 HEADER UyO. W /EN & NAIL PER DETAA /A B W /EN 8 4x16d012 OC. ROUGH V-0 4 1 EA 2x /4 16d EA 2x OPENING TYP- ROUGH TYP. OPENING KING STUD 2X6 HEADER PLATE TRIMMER I0 j (2)TRIMMER TRIMMER(CRIPPLE) WHEREREQUIRED 2X6 SILL PLATE KING SPUD CRIPPLE 2X6 STUDS 0 16' OC UNO. 2X6 801TOM PLATE TYPICAL WALL FRAMING FRAMING SCHEDULE SHEAR WALL SCHEDULE FRAMING NOTES D INDICATES NOTES APPLICABLE TO THIS PLAN ONLY A 6 NOTES APPLY ONLY WHEN REFERENCED BY PLAN 5 -6 OVER 14' -0" USE (2) 2X4 STUDS AT 16' 0/C TO 17 -6' IN HGT. FOR WALLS 1. BALLOON FRAMED WALLALL SDS 0 18" O.C. OVER 17' -6' IN HEIGHT USE (2) 2 ^'4 STUDS AT 12' 0/C (U.O.N.) FLOOR SHEATING- TYP. TYPICAL FLOOR SHEATHING USE 518° T&G CDX GRADE PLYWOOD P.1 32/16 3. 2X6 STUDS 0 16' O.C. Z WITH 10d NAILS AT 6'- 6' -10' 0/C USE RING SHANK NAILS OR SCREWS, 4. 20 STUDS 0 i6" O.C. 5/8" T &G OSB W/ C. TYPICAL ROOF SHEATHING: USE 1/2- CDX PLYWOOD, P.I. 24/0 WITH 8d 6. CONTINUES ROOF DIAPHRAGM UNDER a CALIFORNIA FRAMING 8'0.C. D MIN. SPAN RATING 24/0 8. BEAM BELOW JOIST W /JOISTS OVERLAPPING AND CONTINUOUS 20 D. 15 BLOCKING 0 JOIST OVERLAP. WITH FRAMING, USE SOLD BLOCKING UNDER INTERIOR WALLS W/ 10d 0 6,6,12 O.C. PERPENDICULAR WITH FRAMING. 10. LINE OF FAU IN ATTIC. SEE MECH /ELECT. PLANS. FRAME AS REQUIRED SD1 SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT TO ACCOMODATE LOAD. J 4' -0" SPLICE (U.O.N.) 11. LINE OF CEIUNG BREAK. SEE PLAN FOR' HEIGHTS. F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2' 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. DIAMETER MACHINE DOLTS AT 18" 0 /'C STAGGERED (U.O.N.) 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND G. 9C WITH CS16 STRAP TO CONNECT ALL RX.S. H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8' TYPE 'X' 14. LINE OF FULL HEIGHT BLOCKING GYPSUM BOARD. (U.O.N.) 15. HOLDOWN STRAP FROM FLOOR ABOVE I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) 16. CONT. PLYWOOD SHEAT'G UNDER ALL FRAMING HARDWARE TO BE 'SIMPSON STRONG -TIE CO' OR SD1 L =12' 17. LINE OF FLOOR ABOVE K. PROVIDE 3 -2X STUDS AT EACH END OF 4X10 OR LARGER MEMBERS FRAMING LEGEND SD 1 3 B PROVIDE MULTIPLE STUDS AT EACH END OF 08 OR SMALLER MEMBERS. (U.O.N.) U 1 /8 x 12 LV PROVIDE MULTIPLE STUDS UNDER ML'ILTIPL£ JOISTS. MANUACTURED ROOF TRUSSES 0 24' O.C. 4'0.C. V FLUSH 8M M. co 11 7/8 TJI 110 FLOOR JOIST 016' OC. 8 a su°e N 6A 0. INDICATES NON-BEARING WALL 2 X 10 DECK JOIST 0 16' O.C. SDt INDICATES INTERIOR BEARING WALL ALL LUMBER TO BE SPRUCE 12 OR BETTER AT 30.C. EDGES AND 12.O.C. FIELD (.) .....................(490 PLF) w SD1 n") o o AT ap rr a ar PE RANI Th5 15/32- STRUCTURAL 1 PLYWOOD WITH 1Cd COMMON NAILS AT 3/8' DIAM x 8' LAC BOLA S 0 O.C. 5! 2X1 ®16: .C. 0 N ap it I0 N wm N OIt r CVl-_ 15/32' STRUCTURAL 1 P_YW0o0 WITH iCd COMMON NAILS J AT 2'O.C. AT EDGES 1Z'D.C. FIELD • ....................... 870 P p a :.•; Q 1/4' 1 IER FT. J w 01 ears PFA BARS n nl SL E N m 13 ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL 0PT10N p 15 N2) SD1 SD1 K*,xs POS n -a. FN0 i SEE SEAR WALL CONNECTION DETAL 1 R,'y"19ONa° TYP) M AT ALLPmo =0 CC FL M w n 6A WITH NAILS STAGGOIED FOR SHEAR PANELS TYPE 4, 5 AND 6 1/8 SD1 SEE HEAVY FRAMING; DETAIL TO RIGHT W Wu POI RAMS RUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OUT L END SS STM WERE •, 31X 1`L T1/8 f .. .,. " 11 7/8 TJI 110 x1rtRE A S, STUD IS REM BANSanPEA S 0 16" O.C. 2 TJI 360 3 10 16' O.C. SD1 9C 6D SD1 e SD1 4 12 t v 3 -1 / x 12 LVL FLB WEN 3 -1 8 x 1 Y L 3 -1L8 x 14 LVL HDR_ 3 -1 8 x 16 4 LVL HDR TOP FLIJST 3 -1L8 : 12 LVL FL BM U. f os, 1 D I SD1 SECOND FLOOR FRAMING PLAN; 2x6 TOP PLAT 2X10 HEADER 10dNAdLS 0 6' OC STAGGERED 2X6 I-EADER PLATE OUGH OPENING TYPICAL 2PLY HEADER SECTIC N 2 -2x6 TOP PLAT EN 3 -2X11) HEADER OSB SHIM TYP. 30dNAdLS 0 6' OC STAGGERED EXTERIOR SHEATHING 2X6 HEADER PLATE ROUGH OPENING TYPICAL 31PLY HEADER SECTION FRAMING NOTES 1. ALL LUMBER TO BE SPRUCE 12 DR BETTER 2. ALL BEAMS TO BE SPRUCE /1 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSZES SHALL NOT BEAR ON INTERIOR WALL UNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING SHALL BE 1/2' CDX PLY OR OSB W/ Bd NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAVE SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENING SHALL HAVE F.ASHING 10. ALL EXTERIOR WALLS SHALL BE 2%:S STUDS AT 16' O.C. UNLESS NOTED OTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT 16' O.C. ANY WALL ABOVE 10' SHALL BE :X6 STUDS AT 16" O.C. ALL INTERIOR WALLS SHALL BE 2'1:4 STUDS AT 16' O.C. 11. ALL EXPOSED PLYWOOD SHALL EE CCX. 12. FLOOR SHEATHING SHALL BE 3/4- T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILIVANT C'-B. 13. DBL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASE SHEATHING. 15. STEEL TUBE TO BE 42 KSI, W SE:. -TIONS A -36 STEEL TO BE PROVIDED BY UCZNSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESEFNATME TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SLl3MITTED AND APPROVED BY THE ENGINEER OF RECORD ANC THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED.. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AND PROVIED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITF+ THE BULGING DESIGN. 7 SD1 1A I - T_(P_ 3 -i /8 x 12 LVL DRP BM XI 18 36 0 o I SD1 1 o SD1 w I I x O N SD1 W31Fa 96 9B 1 zq sv . SD1 SD m q U RIDGE i0 Mo ----- -- - -- °+ r Of LO J of x ® I En (n V) V) = I w W 3 L2 N Z o 72 COST o 3 O 3 N W a . I N nu r?a 6D 6D SD1 SD1 A WOOL 3 -1 Bx12LVLDRB O 3 -1/8 x 14 LVL HDR 7R Uj10 SD1 9G 0 X SD1 ?x' s> N 2 2X6 TOP PLATES TYP. 2 -2X10 HEADER OR 3- 10 HEADER '.JNO. 3- 10 HEADER UyO. W /EN & NAIL PER DETAA /A B W /EN 8 4x16d012 OC. ROUGH V-0 4 1 EA 2x /4 16d EA 2x OPENING TYP- ROUGH TYP. OPENING KING STUD 2X6 HEADER PLATE TRIMMER I 0 j (2)TRIMMER TRIMMER(CRIPPLE) WHEREREQUIRED 2X6 SILL PLATE KING SPUD CRIPPLE 2X6 STUDS 0 16' OC UNO. 2X6 801TOM PLATE TYPICAL WALL FRAMING FRAMING SCHEDULE SHEAR WALL SCHEDULE FRAMING NOTES SDS Y4 SCREWS INDICATES NOTES APPLICABLE TO THIS PLAN ONLY A BALLOON FRAMED WALLS USE 20 SUDS 0 16' O/C TO 10 -0' IN HEIGHT NOTES APPLY ONLY WHEN REFERENCED BY PLAN 5 -6 OVER 14' -0" USE (2) 2X4 STUDS AT 16' 0/C TO 17 -6' IN HGT. FOR WALLS 1. BALLOON FRAMED WALLALL SDS 0 18" O.C. OVER 17' -6' IN HEIGHT USE (2) 2 ^'4 STUDS AT 12' 0/C (U.O.N.) 2. BALLOON FRAMED WALL TO BOTTOM CHORD OF TRUSS B. TYPICAL FLOOR SHEATHING USE 518° T&G CDX GRADE PLYWOOD P.1 32/16 3. 2X6 STUDS 0 16' O.C. Z WITH 10d NAILS AT 6'- 6' -10' 0/C USE RING SHANK NAILS OR SCREWS, 4. 20 STUDS 0 i6" O.C. NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. 5. 2X4 DIAGONAL SWAY BRACE -CUT INTO TDP PLATES (10' -O' MIN.LENGTH) C. TYPICAL ROOF SHEATHING: USE 1/2- CDX PLYWOOD, P.I. 24/0 WITH 8d 6. CONTINUES ROOF DIAPHRAGM UNDER a CALIFORNIA FRAMING 8'0.C. NAILS AT 6'- 6' -12' 0/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T&G 7. BEAM TO BE FLUSH W /JOISTS. PROVIDE JOIST HANGERS AT BEAM LLJ SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) 8. BEAM BELOW JOIST W /JOISTS OVERLAPPING AND CONTINUOUS 20 D. PROVIDE DOUBLE FLOOR JOIST UNDE-R ALL INTERIOR WALLS PARALLEL BLOCKING 0 JOIST OVERLAP. WITH FRAMING, USE SOLD BLOCKING UNDER INTERIOR WALLS 9. 22"X30" ATTIC ACCES. PERPENDICULAR WITH FRAMING. 10. LINE OF FAU IN ATTIC. SEE MECH /ELECT. PLANS. FRAME AS REQUIRED E. SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT TO ACCOMODATE LOAD. J 4' -0" SPLICE (U.O.N.) 11. LINE OF CEIUNG BREAK. SEE PLAN FOR' HEIGHTS. F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2' 12. SKYLIGHT SEE FLOOR PLAN FOR MORE INFO. DIAMETER MACHINE DOLTS AT 18" 0 /'C STAGGERED (U.O.N.) 13. LINE OF 2X BLOCKING WITH EDGE NAILING AND G. ALL HEADERS TO BE 2 -2X10 12 SP (U.O.N.) WITH CS16 STRAP TO CONNECT ALL RX.S. H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8' TYPE 'X' 14. LINE OF FULL HEIGHT BLOCKING GYPSUM BOARD. (U.O.N.) 15. HOLDOWN STRAP FROM FLOOR ABOVE I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) 16. CONT. PLYWOOD SHEAT'G UNDER J. ALL FRAMING HARDWARE TO BE 'SIMPSON STRONG -TIE CO' OR CALIFORNIA FRAMING. APPROVED EQUIVALENT. 17. LINE OF FLOOR ABOVE K. PROVIDE 3 -2X STUDS AT EACH END OF 4X10 OR LARGER MEMBERS FRAMING LEGEND USE (2) 2X STUDS AT EACH END OF 08 OR SMALLER MEMBERS. (U.N.O.) B PROVIDE MULTIPLE STUDS AT EACH END OF 08 OR SMALLER MEMBERS. (U.O.N.) U L PROVIDE MULTIPLE STUDS UNDER ML'ILTIPL£ JOISTS. MANUACTURED ROOF TRUSSES 0 24' O.C. 4'0.C. V INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). M. co 11 7/8 TJI 110 FLOOR JOIST 016' OC. GPnax p a su°e N 0 INDICATES BEAM OR HEADER AND SPAN 11 7/a TJI 360 FLOOR JOIST 016' OC. 0. INDICATES NON-BEARING WALL 2 X 10 DECK JOIST 0 16' O.C. P. 0. INDICATES INTERIOR BEARING WALL ALL LUMBER TO BE SPRUCE 12 OR BETTER AT 30.C. EDGES AND 12.O.C. FIELD (.) .....................(490 PLF) R. ALL BEAMS TO BE SPRUCE 11 OR 3ETTER I w0 w I= o IxN 01111111v I J I I ZN 2B SD1 6A 1- L =15'6" Oti SD1 I 4 15 SD1 T - -- -- -- 2 TO HEADER - 2 2X10 HEADER - - 2 2X10 DR BM I\ 1 1 ROOF DECK - TYP. SHEAF' ROOF DECK - TYP. t 1/2" CDX OR OISE W/ SHEAR= 43Dd LB- 1/2" CDX OR OSB W/ w MIN. SPAN RATING 24/0 II I MIN. SPAN RATING 24 0 w CoCo W/ 8d 0 6,6,12 O.C. I I W/ 8d 0 6,6,12 O.C. o I o 1 0N I ROOF FRAMING PLAN BUNGALOW FRAMING NOTES A BALLOON FRAMED WALLS USE 2X4 STUDS O 16" 0/C TO 10 -0" IN HEIGHT OVER 14' -0" USE (2) 2X4 STUDS AT 16" O/C TO 17 -6" IN HGT. FOR WALLS OVER 17' -6" IN HEIGHT USE (2) 2X4 SILOS AT 12" 0/C (U.O.N.) 8. TYPICAL FLOOR SHEATHING USE 5/8" T&G DX GRADE PLYWOOD P.I 32/16 WITH 10d NAILS AT 6 "- 6 " -10" O/C USE RNG SHANK NAILS OR SCREWS, NAIL AND GLUE PLYWOOD TO FRAMING. LAY PERPENDICULAR TO FRAMING. C. TYPICAL ROOF SHEATHING: USE 1/2" COX P- YWOOD, P.I. 24/0 WITH 8d NAILS AT 6 "- 6 " -12" 0/C LAY PERPENDICULAR TO FRAMING. USE 1X8 T&G SELECT SPRUCE AT EXPOSED EAVES, (U.O.N.) D. PROVIDE DOUBLE FLOOR JOIST UNDER ALL INTERIOR WALLS PARALLEL WITH FRAMING, USE SOLID BLOCKING UNDER INTERIOR WALLS PERPENDICULAR WITH FRAMING. E SPLICE PLATES OF EXTERIOR WALLS AND SHEAR WALLS W/(12) 16d AT 4' -0" SPLICE (U.O.N.) F. MULTI JOIST, (3) OR MORE SHALL BE FASTENED TOGETHER WITH 1/2" DIAMETER MACHINE BOLTS AT 18" 0/C STAC 3ERED (U.O.N.) G. ALL HEADERS TO BE 2 -2X10 #2 SP (U.O.N -) H. WRAP ALL EXPOSED POSTS AND BEAMS IN GARAGE WITH 5/8" TYPE "X" GYPSUM BOARD. (U.O.N.) I. PROVIDE 3 -2X STUDS AT ALL HOLD DOWNS (U.O.N.) J. ALL FRAMING HARDWARE TO BE "SIMPSON S7RONG -TIE CO" OR APPROVED EQUIVALENT. K. PROVIDE 3 -2X STUDS AT EACH END OF 4XT3 OR LARGER MEMBERS USE (2) 2X STUDS AT EACH END OF 08 OR SMALLER MEMBERS. (U.N.O.) PROVIDE MULTIPLE STUDS AT EACH END OF 4X8 OR SMALLER MEMBERS. (U.O.N.) L PROVIDE MULTIPLE STUDS UNDER MULTIPLE JOISTS. V INDICATES SHEAR WALL (SEE SHEAR SCHEDULE). M. N. /0 INDICATES BEAM OR HEADER AND SPAN 0• INDICATES NON - BEARING WALL P. ® INDICATES INTERIOR BEARING WALL Q. ALL LUMBER TO BE SPRUCE #2 OR BETTER R. ALL BEAMS TO BE SPRUCE 11 OR BETTER FRAMING LEGEND MANUACTURED ROOF TRUSSES 0 24" O.C. 4 > TRUSS DEFERRED NOTES THE TRUSS PACKAGE SHALL BE SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD AND THE BUILDING DEPARTMENT BEFORE TRUSSES ARE FABRICATED. THE STRUCTURAL CONSULANT SHALL REVIEW THE TRUSS PLANS. AN'J PROVIED A LETTER OF REVIEW STATING THAT THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. FRAMING NOTES 1. ALL LUMBER TC BE SPRUCE 12 OR BETTER 2. ALL BEAMS TO 3E SPRUCE 11 OR BETTER 3. WHERE TRUSSES ARE USED, TRUSSES SHALL NOT BEAR ON INTERIOR WALL JNLESS INDICATED OTHERWISE. 4. ALL HARDWARE SHALL BE OF APPROVED TYPE. 5. ROOF SHEATHING- SHALL BE 1/2" COX PLY OR OSB W/ 8d NAILS AT 6/12. 7. FACIA SHALL BE D.F. OR SPRUCE UNLESS NOTED OTHERWISE 8. EAVES SHALL HAWS SHIP LAP UNLESS NOTED OTHERWISE 9. ALL ROOF OPENIING SHALL HAVE FLASHING 10. ALL EXTERIOR WALLS SHALL BE 2X6 STUDS AT 16" O.C. UNLESS NOTED DTHERWISE. ALL PLUMBING WALLS SHALL BE 2X6 STUDS AT '6" O.C. ANY WALL ABOVE 10' SHALL BE 2X6 STUDS AT 16" O.C. ALL INTERIOR WAILLS SHALL BE 2X4 STUDS AT 16" O.C. 11. ALL EXPOSED PLYWOOD SHALL BE CCX. 12. FLOOR SHEATHING SHALL BE 3/4" T & G PLY GLUED AND NAILED 10D 6/12. MIN OR QUILMANT OSB. 13. DOL JOIST UNDER ALL WALLS OR BLOCK. 14. TWO LAYERS OF GRADE D PAPER SHALL BE APPLIED OVER ALL WOOD BASES- IEATHING. 15. STEEL TUBE TO BE 42 KSI, W SECTIONS A -36 STEEL TO BE PROVIDED BY LICENSED FABRICATOR. 16. FASTNERS FOR PRESSURE PRESERVATIVE TREADED WOOD SHALL BE HOT- DIPPED ZINC COATED GALVANIZED. Q I- PLYWOOD TREADS OR 2% TREAD PL'."WOOD SUBFLOOR Q 2s DBL FLR. JOISTS (2) APPROVED HANGER (HU414) MIN. SIMPSON Q (3), 2:12 STRINGERS STAIR DETAIL (TOP) II II II I I I II II I I I II LEI_ 1' -0" TYP. DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. TILE. ROOF W/ 15# -FELT Nkp/ SES OVER 15/32" COX. PLYWD. SHEATHING A_L BARRIE= DETAIL r c^ c ^v r^ Q5 C flETAIL C INSULATION BAFFLE SHEAR WALL SCHEDULE VENTILLATION NEEDED FRAMING TYPES GYP. BD. J TRIM LEVEL 2x FASCIA NTH FASCIA BAC Rri SILL PLATE STANDARD RAMING 1' -O "TYP. VENTED PREFI ALUM. fASGIA PREF. ALUM. SOFFIT lA x1ER MMM91111c z S.W. TYPE WALL SHEATHING NAILING EATHIr5H NO 4 "DIA. 3- 2 HOLES) Nao DOWN a (moj PER PUNS sNrAR WAu PEA D:ANs SQ.FT. 7/8" STUCCO OVER BACKED LATH WITH 16 GAUGE STAPLES AT 6" B "O.C. Q O.C. ALONG EDGES AND FIELD SHALL BE APPJED IN ACCORDANCE 2RA fASCIA!B ADxER SECTION THRU EAVE (1' -0" O.H.) a X 100 " = Fl-.39-1 SQ.FT I -JOIST FLOOR ® 16L LI -GABLE END ATTIC VENTS 12" X 18" WITH ICSO REPORT NUMBER 1318, JULY 199e) o.c a Pns 2 SQ.FT 144 WITH 11 GAUGE GALVANIZED WIRE 1 1/2" LES AND 7/16" CROWN 144 TOTAL VENTILLATION PROVIDED = 3.39 SQ. FT. t8U PLF) 20 NAILER F--- -I 3/8" APA RATED PLYWOOD WITH 8d COMMON NAILS 4 "O.C. 2 AT 6 "O.C.EDGES AND 12 "O.C. (260 PLF) FIELD ............................ PER PlANB 3/8" APA RATED PLYWOOD WITH Bd COMMON WAILS 4 "O.C. fAVY FRAMINGQ4 "O.C. EDGES AND 12 "O.C. FIELD PLF) f- OPADH 2N snos J 350 15/32" APA RATED PLYWOOD WITH 8d COMMON NAILS 3 "O.C. 4 AT 3 "O.C. EDGES AND 12 "O.C. FIELD (+1) PLF) bNx TYP) AT490w) ar.Mcm SHEAR WALL15/32" STRUCTURAL 1 PLYWOOD WITH 10d CCMIMON NAILS AT 3 8" DIAM x 8" LAG BOL53 "O.C. AT EDGES AND 12 "O.C.FlELO (W) .......................(640 PLF) S 0 O.C. U.N.O. 3" P14 PR PLMS 15/32" STRUCTURAL 1 PLYWOOD WITH 10d CCIAIMON NAILS 3/8" DIAM x B" LAG 6 AT 2'O.C. AT EDGES 12 "O.C. FIELD (A ) ........................(870 PLF) 301_ Of O.C. iN an PER Pews CIE PROVIDE 2 -2X OR 3" NOMINAL OR WIDE-,t FRAMING AT ADJOINING PANEL EDGES WITH NAILS STAGGERED FOR SHEAR PANEL WTIO" F TYPES 4, 5 AND 6. SEE HEAVY FRAMING DETAIL TO RIGHT STITCH -NAIL 2 -2X 0 4" OC UNO. OR USE 4 SDS SCREWS PER 9' STUD a-a IM a sTUOs SEE SEAR WALL CONNECTION DETAIL 1 MD N'N'o• w nANs TIP) 2 -a s:us AT AU. PROVIDE 2 -2"X OR 3" NOMINAL OR WIDEN MUD SILL PLATE ATTAaDETAA i/- pLYWDCS ,Town SENW±A "Aw'° WITH NAILS STAGGERED FOR SHEAR PANES TYPE 4, 5 AND 6 DcTti 11 SEE HEAVY FRAMING DETAIL TO RIGHT 2 -2" Pns SNEAK WALL PnAwsPIER RUN PLYWOOD OVER POST AND /OR APPLY PLYWOOD BEFORE BOX -OLTT a oteEwTuDIERE A AEao. susMs 1 _ WHERE A s. su n Ia7a BATS Prn nAws II II II I I I II II I I I II LEI_ 1' -0" TYP. DEFERRED TRUSS SUBMITTAL SHALL CONFORM TO CBC 106.3.1.2 TRUSS CALCULATIONS & DRAWINGS WILL BE SUBMITTED TO ENGINEER OF RECORD FOR REVIEW TO ENSURE CONFORMANCE WITH ALL DESIGN CRITERIA. THESE APPROVED TRUSS CALCULATIONS SHALL BE FORWARDED TO THE BUILDING INSPECTION DIVISION FOR APPROVAL PRIOR TO INSTALLATION. TILE. ROOF W/ 15# -FELT Nkp/ SES OVER 15/32" COX. PLYWD. SHEATHING A_L BARRIE= DETAIL r c^ c ^v r^ Q5 C flETAIL C INSULATION BAFFLE 01 (3) 2,12 STRINGERS 3/4" PLYWOOD TREADS OR 2X TREAD 03 2.4 P.T.M.S. 40 vvrPIWS• -r+ r (A SE 3 617k. 4x4 POST TµDg-v00NZ 0 48. O.C. 00 6 / APART, L'_ _ J 12" STAIR DETAIL (BOTTOM) ZN 12 5 R30 1NSU1'Pj10N M. BEDROOM 2" X 4" STUDS 0 16" O.C. W/ BLKG. NEW 3 1/2" SECTION B WALL GARAGE HANDRAIL DETAIL STAIR NOTES HANDRAIL - 36" OT 38' ABOVE NOSING W/ SAFETY RETURN 4" MAIL MAX. C-R. SPACING OF INTERMEDIATE RAILS HEAD ROOM - 8' -8" MIN. MIN. WIOTH OF 38" STANDARD 3 12 BEDROOM SEC Tl0/ 5/ 8" TYPE GYP. 8D. R - 13 INSULATION 2" X 4" PTDF SILL PLATE W/5/8 "0 X 12" 1 A. B. W/ 2 "X 2 "X 3/16" STL. WASHER DO 0 __" O.C. MIN. 12" FROM ALL EDGES CORNERS, SPLICES, ETC. MIN 7" EMBED. MIN. 2 BOLTS PER PIECE FIN. FLR., 2 - 2 "X 4" TOP PLATE i 1/2" VENTILLATION NEEDED 1 ROW R ny T EV. SHINGLES GYP. BD. J TRIM LEVEL 2x FASCIA NTH FASCIA BAC R riSHEATHINGpA p^ 8 LADDER RUNGS R - 30 INSULATION 1' - O "TYP. VENTED PREFI ALUM. fASGIA PREF. ALUM. SOFFIT lA x1ER MMM91111c z PREF. ALUM. SOFFIT FFFIIIN{ HIPAPERGANG NAIL ROOF SS 92 LINEAR FT. OF EAVE _ -EAVE BLOCKS EATHI r5HNO 4 " DIA. 3- 2 HOLES) F_ 1 X 9.42 EACH BLOCK = 9.42" SQ. FT. 144EpE1' y- EQFFpp'UyyD A1{{ N p/ g$CClI// y UR BARRIER ALL 2 - O" MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM 2RA fASCIA! B ADxER SECTION THRU EAVE (1' -0" O.H.) a X 100 " = Fl-.39-1 SQ.FT I - JOIST FLOOR ® 16L LI - GABLE END ATTIC VENTS 12" X 18" T o.c DETAIL 2 SQ.FT 144 TOP PLATES 144 TOTAL VENTILLATION PROVIDED = 3.39 SQ. FT. 20 NAILER F--- - I 01 ( 3) 2,12 STRINGERS 3/ 4" PLYWOOD TREADS OR 2X TREAD 03 2.4 P.T.M.S. 40 vvrPIWS• -r+ r (A SE 3 617k. 4x4 POST TµDg-v00NZ 0 48. O.C. 00 6 / APART, L'_ _J 12" STAIR DETAIL ( BOTTOM) ZN 12 5 R30 1NSU1' Pj10N M. BEDROOM 2" X 4" STUDS 0 16" O.C. W/ BLKG. NEW 3 1/2" SECTION B WALL GARAGE HANDRAIL DETAIL STAIR NOTES HANDRAIL - 36" OT 38' ABOVE NOSING W/ SAFETY RETURN 4" MAIL MAX. C-R. SPACING OF INTERMEDIATE RAILS HEAD ROOM - 8' -8" MIN. MIN. WIOTH OF 38" STANDARD 3 12 BEDROOM SEC Tl0/ 5/8" TYPE GYP. 8D. R -13 INSULATION 2" X 4" PTDF SILL PLATE W/5/8 "0 X 12" 1 A.B. W/ 2 "X 2 "X 3/16" STL. WASHER DO 0 __" O. C. MIN. 12" FROM ALL EDGES CORNERS, SPLICES, ETC. MIN 7" EMBED. MIN. 2 BOLTS PER PIECE FIN. FLR., TILE ROOF W/ 30# -FELT ICBO# -4660 TRUSSES OVER 1/2" CDX. PLYWD. SHEATHING APPROVED A.'" ERMIT ISSUANC ' SCOTT &ASSOCIATES, I BY plans have been reviewed fol plicable codes and ordinance. h Eby granted to issue a bulldin appr a1 by all applicable City agencies 1/2" DRYWALL The Issuance or granting of approval of these plans shall not permit oq( Lr,,,, F f{xe any violation codes 6tli, LYa ce. No permit I authori ) v1 ; te or can hall be valid. BEDROOM 2x BLK'G l- MID HEIGHT R -13 INSULATION 4" THICK CONC. SLAB lit based old construed It 1e applicable Tmed to give slons of such PORCH 2x BLK' G DBL. TOP PLATES 2x FACIA 200 HEADER 5/8" DRYW, LL 2X6 POST LJ WEEP SCREED OR SIDIN FINISH FLOOR FINISH GRADE OIN C. pC No C065593 Exp. 9 - 30 -07 0 0 1 v U N 0 T 0 4d 0 c 0 maci d s 0a 0 N E 0 CL 0t n0 3 N 1 U N0n m c 0T0 0 0c 0 6x 0 vC 0 rX VENTILLATION NEEDED Q p ( 4- W M AT SECOND FLOOR W 760 S. F. 2.53 S.F. OF VENTILLATION REQUIRED 300 S. F. z VENTILLATION F ROVIDED VENTILLATION PROVIDED92LINEAR FT. OF EAVE _ -EAVE BLOCKS LINEAR FT. OF EAVE - -EAVE BLOCKS 4 "DIA. 3- 2HOLES) F_1 X 9.42 EACH BLOCK = 9.42" SQ.FT. 144 0- DORMER ATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VERDEINDUSTRIES.COM VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS a X 100 " = Fl-.39-1 SQ.FT 144 LI - GABLE END ATTIC VENTS 12" X 18" FO-] -GABLE END ATTIC VENTS 12" X 14" VENT SO. IN. AS PER AIR VENT INC. (CERTAINTEED CO.) 0 X 144" WWW.CERTAINTEED.COM 2 SQ. FT 144 FLI X 100" SQ.FT 144 TOTAL VENTILLATION PROVIDED = 3.39 SQ. FT. TILE ROOF W/ 30# -FELT ICBO# -4660 TRUSSES OVER 1/2" CDX. PLYWD. SHEATHING APPROVED A.'" ERMIT ISSUANC ' SCOTT &ASSOCIATES, I BY plans have been reviewed fol plicable codes and ordinance. h Eby granted to issue a bulldin appr a1 by all applicable City agencies 1/2" DRYWALL The Issuance or granting of approval of these plans shall not permit oq( Lr,,,, F f{xe any violation codes 6tli, LYa ce. No permit I authori ) v1 ; te or can hall be valid. BEDROOM 2x BLK'G l- MID HEIGHT R -13 INSULATION 4" THICK CONC. SLAB lit based old construed It 1e applicable Tmed to give slons of such PORCH 2x BLK' G DBL. TOP PLATES 2x FACIA 200 HEADER 5/8" DRYW, LL 2X6 POST LJ WEEP SCREED OR SIDIN FINISH FLOOR FINISH GRADE OIN C. pC No C065593 Exp. 9 - 30 -07 0 0 1 v U N 0 T 0 4d 0 c 0 maci d s 0a 0 N E 0 CL 0t n0 3 N 1 U N0n m c 0T0 0 0c 0 6x 0 vC 0 rX VENTILLATION \. EEDED; Q p ( 4- W M AT FIRST FLOCK W 1840 S. F. = 6.13 S.F. OF `.ENTILLATION REQUIRED 300 S. F. F- ON M N z VENTILLATION F ROVIDED l 92 LINEAR FT. OF EAVE _ -EAVE BLOCKS 4 (3- ZIDIA. HOLES) 23 1x 9.42 EACH BLOCK = 9.42" P.Kj SQ.FL 144 DORMERATTIC VENTS 38" X 26" EACH VENT= 100 SQ. IN. AS PER VERDE INDUSTRIES MODEL NO. 100ASD WWW.VE*-7DEINDUSTRIES.COM VENTS MUST BE PLACED S -0" MIN. ABOVE EAVE OR CORNICE VENTS 4 X IDo, F2.771 SQ.FT 144 O - GABLE END ATTIC VENTS 12" X 18" L] -GABLE END ATTIC VENTS 12" X 14" VENT SQ. IN. AS PER AIR VENT IN(L (CERTAINTEED CO.) WWW.C;= RTAINTEED.COM 20 X 144" SQ.FT 144 L] X 100" SQ.FT 144 TOTAL VENTILLATION PROVIDED = g.27 SQ. FT. TILE ROOF W/ 30# -FELT ICBO# -4660 TRUSSES OVER 1/2" CDX. PLYWD. SHEATHING APPROVED A.'" ERMIT ISSUANC ' SCOTT &ASSOCIATES, I BY plans have been reviewed fol plicable codes and ordinance. h Eby granted to issue a bulldin appr a1 by all applicable City agencies 1/2" DRYWALL The Issuance or granting of approval of these plans shall not permit oq( Lr,,,, Ff{xe any violation codes 6tli, LYa ce. No permit I authori ) v1 ; te or can hall be valid. BEDROOM 2x BLK'G l- MID HEIGHT R -13 INSULATION 4" THICK CONC. SLAB lit based old construed It 1e applicable Tmed to give slons of such PORCH 2x BLK' G DBL. TOP PLATES 2x FACIA 200 HEADER 5/8" DRYW, LL 2X6 POST LJ WEEP SCREED OR SIDIN FINISH FLOOR FINISH GRADE OIN C. pC No C065593 Exp. 9 - 30 -07 0 0 1 v U N 0 T 0 4d 0 c 0 maci d s 0a 0 N E 0 CL 0t n0 3 N 1 U N0n m c 0T0 0 0c 0 6x 0 vC 0 rX Z Q p (4- W M 3M - z W W ( lJ I (r) t0 O W F- ON M N z LO Q M O Z U I In W Z Z 1 QL L0 W UZ L. L CLI O zLn 0 U Lf7 pq M HOW z 0 0 U //Q W CJ Un mmz 0 W 0 INVESTMENTS 951) 273 - 0922 SHEET N0. S 15 OF SHEETS 15 i V) M LL L LnCU ozWU Z HOW J N Z F--- -I 0 V W CU 3 Y f- J INVESTMENTS 951) 273 - 0922 SHEET N0. S 15 OF SHEETS 15 i P k5U' NT1f{j5E:7 /M/FSTMEN Gv WROUGHT IRON FENCE 6 MEDIUM MOSS GREE`4 GLASS "A" EAGLE ROOFING 5690 PEWTER BRONZE BLEND COLOR MARSH ENTRY DOOR WROUGHT IRON FENCE 6' H= MEDIUM MOSS GREEN SCALE : 1/4 " =1' -O" TOP PLATES d) VERICK FIN. FLS2. TOP PLATES I GLASS "A" EAGLE ROOFING 5690 PEWTER BRONZE BLEND TRIM WHITE IGBO#O-4660 30# I^l IS/32" GDX PLYWD. SHEATHIN C FIN. GRADE \ z _:OLOR MARSH MAVERICK ENTRY DOOR o SCALE : 1/4 " =1' -O" 590 PEWTER BRONZE BLEND TI _E ROOF W/ 30# -FELT 1G BO# -4660 W 15/32" GDX PLYWD. SHEATHING III I r STONEWORK SHADES OF CREAM,BROWN -FEW i ER SASH WINDOW WHITE I FENCE 6' HEIGTH GREEN TRIM WHITE o m HORIZONTAL WOOD SIDING COLOR ROGK GREE DRIVEWAY or NN WROUGHT IRON MEDIUM MOSS c City Of Lake Elsinore Planning Division Approva3l Approved By: 6 HEIGTH _... __. swr APPROVED _. w FOR PERMIT ISSUANCE . . SCOTT FAZEKAS & ASSOCIATES, INC. BY DATE These plans have been reviewed for adherence to the applicable codes and ordinance. Authorization Is + hereby granted to issue a building permit pending approval by all applicable City agencies. The issuance or granting of a permit based on approval of these plans shall not be construed to ernut or approve any violation of the applicable codes or ordinance. No perrnit presumed to give iwlrority to violate or cancel the provisions of such G shall he vard. O D N N lli v O Q r A W / W n to ) a Z CD IN OC DRAWN ROBERr0 0. CHECKED AL AGUIRRE DATE 11 -20-06 SCALE 1/4" - 1'-0' ra. SHEET 4 i p IGURREN7D4B57 /N/F5rALENTIGD T d) LISHTWEIGHT 5w$tko-lb Z E TOP PLATES FIN. FLR. TOP PLATE5 FIN. FLR. FIN. GRADE GLASS "A" EAGLE ROOFING 56g0 PEWTER BRONZE BLEND TILE ROOFING N 30# ICB0# -4660 N 15/32" GDX PLYWD. SHEATHIN% TRIM WHITE X11 GLASS "A" EAGLE ROOFING 5680 PEWTER BRONZE BLEND TILE ROOF W/ 30# -FELT I CBO# -4660 W 15/32" GDX PLYWD. SHEATHING DECORATED GABLE TREATMENT AR HORIZONTAL WOODGAGEDOORWHITE WOOD FENCE 6' HEIGTH SIDING STONEWORK GARAGE DOOR WHITE HORIZONTAL WOOD AROUND PROPERTY COLOR ROCK GREEN SHADES OF CREAM,BROWN- PEWTER SIDING COLOR ROCK GREEN LEFT SCALE : I/4 " =1' -0" GLASS "A" EAGLE ROOFING 56g0 PEWTER BRONZE BLEND TILE ROOF W/ 30 # -FEL I CBO# -4660 W 15/32" COX PLYWD. 51- EATHIN6 TRIM WHITE I\ STONEWORK SHADES OF CRE:AM,BROWN- PEWTER City Of Lake Elsinore Planning Dtvis_iq Approval z- Appro 7- Date: I 1 1J h 1'z;/6H T SCALE : 1/4 " =1' -O" ITER O DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -20 -0 SCALE 1/40 _ 1'-0' JOB NO. SHEET 5 Lk II I' mn mn mm mn mn mn mn mn mm mn mn umm mn mn mm mm mn mn mn mn mn m l....l.i n mm mn mn mm mn mn mm mn mn mn mmmm mnmniimni mni mm mni mni mmi mni imn n mii mnw ICI tEL 1'z;/6H T SCALE : 1/4 " =1' -O" ITER O DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -20 -0 SCALE 1/40 _ 1'-0' JOB NO. SHEET 5 P.• IGUrPRENTIAQG /M/FSTMENTIGO V' SELF CLOSING SOLID CORE FI 15/5" DOOR. IHR FIE PROTECTED TIGHT FITTING GFI 1) 5/ GYP\ BD. TYPE "X" BOA T ROOF SHEATHING I HOUR) GFI / ' 6L VVF5 AREA ALL ItIALL5 t CEILING I 6 E L16HT5 TO BE I CON LIED BY q MANU LY -ON SENSOR I C79 I df44QL i Gi°i l[ GFI I 't I 5/8" GYP. BD. TYPE "X" BOARD TO ROOF SHEATHING I HOUR) GFI BETWEEN GAR. t LIVING AREA ALL WALLS t CEILING 6ARASE LI(SHT5 TO BE CONTROLLED BY MANUALLY -ON SENSOR E:_ GFI / K Ift1w Farm I Li 0:1 FIRST FLOOR ELECTRICAL PLAN UNIT "E311 GONI/EN /ENGE nOUTLET HIGH EFFIGANGY LUMINARIES'MU5T BE P ASED 8 4 /TGH )o l C GON!/FN /ENGE q ry *GENERAL LIGHTING FIXTURES IN BATHROOM AND KITGHE•,i SHALL HAVE h NOR PNON r\ LAMPS WITH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. DOORS AND PANELS OF SHOWER AND BATHTUB ENGLOS:JRE5 SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA=5 GAB /NET .Z Q OR APPROVED PLA5TIC. I *SUITABLE FOR WET LOCATIONS INC. GALE VAPOR PROOF 1`)'/° /GAL //ysr LLr4riort HE /Gfrrs SMOKE DETECTORS ARE REQUIRED ON THE CEILING OR WALL AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO ROOMS USED FOR 51_ L -PING PURPOSES. IN ROOM IF ROOM HEIGHT 15 24" OR HIGHER THAN T' -AT OF CORRIDOR. ON THE CEILING DIRECTLY ABOVE THE STAIRWAY WI-ERE SLLEPING ROOMS ARE ON AN UPPER LEVEL. IN THE BASEMENT AND ON EACH STORY. IN EACH SLEEPING ROOM. IN NEW CONSTRUCTION, SMOKE DETECTORS SHALL R-EGEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED WITH A BATTERY BACK -UP. SMOKE DETECTORS FOR EXISTING MAY BE BATTERY OPER.' TED. SECOND FLOOR ELECTRICAL PLAN UNIT "E311 5/8" GYP, BD. TYPE "X" BOARD TO ROOF SHEATHING I HOUR) 20 BETWEEN GAR. t LIVING AEA 6F1 ALL WALLS t CEILING GFI GFI 6ARA6E L161IT5 TO BE CONTROLLED BY MANUALLY -ON SENSOR 6F! GFI 1 n WYE, ALL AD7rMW CVM-" 7D x Q17 cAROAT # K=A W HIGH EFFICACY AU Za&"Mr 78nnAr?.. L O III LL PAWLYAFLI:M/ LAShs 709 E' LQVnCLY87 CY / d D /ACf SKICN ` v a ` / lYXAY AI11G ATl NOCACCCM m rAU nn Amsv OGG1PhT CENSOR N I I F!u GFI llF aKglup WMe-A ca 220 v.LGnoN 9Ox Nv cISOONIECr rPR AC Ca4')l!!5%e AS f W AEC AT7A2e 4A704 LOO47r 77#3 AW5/-Y OV2ErfW7N A3' OF 77LE AA; 40FPRES90R LOCATION MI X 96'Clow. OR P /96PSi AC PAD FAQ IN ANTIC DETAIL ATTIC. ACCE5 OPPENIN45 SHALL BE 51= D FOR THE REMOVAL OF THE LARZEST PIECE OF EQUIPMENT. 5WABOLSLEG NO Y4LL L'sli'fllz /6r F /X7LPE fYlll / ZAISL /6yTF /X7G.?JIgVGfif.TOCGgL i'. PFAG £2'A?Gf /L /rIL L /6/1rF /•Y7LRE fl4A( 5/ r1( 5Gf/ L/ .l(SL /6>ST'7x7L,PEGL'Gla°rU?P REGF 4FI7L /6/'TF/X7 a RlGES DRG PE.ErTL/6//TF /X7LRE Q Lift/ /AGGSGE /L/r1F5.ri2`TA /L /A. w1vaYZ L /6t/rF /X-RE QV 1 i4 iPflPGY .'REGES_GJL/6i/rF /•YT. -//1. fROl 17 61 19G'- TFAN- G>FT!M/N- IfYTEOTOGIYI' /GL`i! /R 0 Fifk5 7S4CL G4PAcZE SA /PG SfSfEPAaR 6f T/4TfY FLCL?L /6197 W-.SJGF<i/i'/ /f l e iYTf I J TO G 1/ 75/ A i; F REGfSE`DlYALL fYLS L /61fiFI•F7LyPE REKeEi575/Z- Z /67Yr ajMe7s I I D/M(4_MNf = _ASAIr 717 Be LdIIROIIm 9r D /fER 'tl7GN Cam AA PAAI NAn A1*9VSrtpAAr VMN ear....a n.rte ASOfNAClC ACGV 2t YNG avr! I 15.D. BAi}I ROOM LIGHTS T HA ANT CENSOR N a ; CCJUPA NTT T TOYR i a v 9m APOYA'•/ L /6Nf W M C4ri7RQC® 9r D /hBi 5AY7YfI / ALL LRWMGROUPJ 774r /a cvn. Ef7A6rALL ;I 21?AA•P AGl OI/7LET5# 2VALL ML71H.L /AA*(.//79 eECRCnre MALL 9EYR07EC7PD'9rAN,4Rc PAU r c/RCUr /NrE arrER AU (-- M"N c/RON7D -A AWCar / a VOLT, aLq LE f 7413E /39* W cnm ffia L TSfffZW,r3 #2 5hAU IN "072557 cw7DPAMr1r1/ W 9E1R07EC7tD 9r AN ARcPAUrcnacur /N7saP7s¢ P= WL/ SNT 7O BE cOIInPA'..879r D/7s¢ 3AW7cN I ELECTRICAL PLAN UNIT A OVGONYGYA36YGr/1LET- H /OGLN OI GOrYY'Gt/1LfT r+ 0 li G / yN/ G•LeR"EXGtYIZET-/WCFfbl Z F,urri e t maf r nEr f`4Tf R R' 6PGY,ADFit LT /r di°TED G .`IEXGYi71ETATfRGDf?.4,fD,PF.4R dGO /.RIh i'T .'GL.Q /rf'fRGN? /S'G>!RE4 S/GL` GL /M T GOrt/rROL_ liG /.PC!/ /r84EAKERFGJPstG GG>'ff,YE'z4 P G L /1(SF,4Y G iVE?4L LEGTiP /GffL S° f? CEGZ` 7£ GT P /1rtPOfY/RfDfY/d41TLXYBs t'i° rS1?7AG I.T EAL 40 1/ NAL L. T'07 /rf(5,4RE,45! /NTr 7GOYf£G7ID 7R/GAL PAS F ?.,z<B /BfY/AdiV Ff i Vi4EL'E BAGt'fIG71i' ET2Y7fi RGL`Y/IEAT,PEARA.4DFRGWT LAMPS ATH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. SUITABLE FOR YET LOCATIONS D \ I a L'BI AtQ777L /SNr 709E GON717104® 9Y D /f67 S W7YM 9m RA9h/ L /SN / 9C LCN/ROLED 9Y m7 sFrrcN I ALL ERAAGN cowom 7747 smrnY, Ia v, SANXE MP54 /5;I 20-AM- AWEPTAOLE XnE73 1ACrALED IN DY1M1/N9 W75 9'.DAZg SAfALL BE P1%07EC1W 9r AN, ALL *GIROUM INIEIe.P'IHz aX a IS X x ELECTRICAL NO -ES FRO Ix rosmvE ELECTWCAL oi9coM¢cr r- SE£ SEC. 3093 SCOTT FAZEKAS & ASSOCIATES, INC. 2. MAIN SERVICE SHALL BE 200 AMP. PANEL Lld? INSTALL UFER B,:-.R gy DATE - -- --4. YG. 909 AL90 RELUIRE9 These pla-s have been reviewed for adhorence to th ALL REGEPTAG1 °5 IN KITCHEN, BATH, AND GARAGE 00NVp11EHLE QIRETCOHIROLS hereby granted to issue a building permit pending RELEPTAGLEJ approval bey, all applicable City agencies. WEATHER PROOF WITIHN 29' OF EQ11RffNi LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING The Issu _nce or granting of a permit based on IIO vOLr ok M1 vEE . 906 re) Q OF NOT LESS THAN 40 LUMENS PER WATT. 9E0210-09 1FL. eoacir.6 ATTIC FAU SHAL_ HAVE LIGHT AND SWITCH authority -o violate or cancel the provisions of such 9F•A0E AT codes shall. be valid. 8. 6,, caTrROLs SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP AND IN ERCONNEGTED 9QIO ROORIIJ6 Q YkIZ 11. WARM -AIR ACGE9 WAY AIR CONDITIONER CONDENSER UNIT SHALL HAVE DISCONNECT RRNALE MAKE ARRANGE'' ENT5 IF APPLICABLE FOR PRE -WIRE GABLE T.V., TELEPHONE, ALP.' -M, INTERCOM, CENTRAL VAG, ETC. PRbJIDE BATHROOM RECEPTACLES OUTLETS SHALL BE SUPPLIED BY AT LEAS— Ll6 Leve. W0RK1N6 20' MAX I 9rurcll FLATFOrw M1R PROVIDE TWO OR MORE 20 -AMP SMALL APPLIANCE BRANCH CIRCUITS 9EC210-Ta rg . 90' D AT LOMR0. 91DE 11. PROVIDE A MINI 1UM OF TWO SEPARATE 20 -AMP APPLIANCE CIRCUITS FOR 90' 18. PROVIDE A SEP =.RATE 20 -AMP CIRCUIT TO SUPPLY REQUIRED LAUNDRY A00E5$ OPD11K5 AMC WAO E IF. PRP/10C ^- EI'w.'. WaAGEs REGE55ED INGA`,:DESCENT FIXTURES SHALL HAVE THERMAL PROTECTION F T 00M1 y WITH oe ANGIOR U i1 To 21. 9E0 M13 MID IOIA PLATFORI.1. Or TIC 1991 R¢M N 0 1lok 9AA19LN99D 19ATyEIH 310.1 0 OF ATM 9 6 l, C0. 1 W1 6 rl . FAQ IN ANTIC DETAIL ATTIC. ACCE5 OPPENIN45 SHALL BE 51= D FOR THE REMOVAL OF THE LARZEST PIECE OF EQUIPMENT. 5WABOLSLEG NO Y4LL L'sli'fllz /6r F /X7LPE fYlll / ZAISL /6yTF /X7G.?JIgVGfif.TOCGgL i'. PFAG £2'A?Gf /L /rIL L /6/1rF /•Y7LRE fl4A( 5/ r1( 5Gf/ L/ .l(SL /6>ST'7x7L,PEGL'Gla°rU?P REGF 4FI7L /6/'TF/X7 a RlGES DRG PE.ErTL/6//TF /X7LRE Q Lift/ /AGGSGE /L/r1F5.ri2`TA /L /A. w1vaYZ L /6t/rF /X-RE QV 1 i4 iPflPGY .'REGES_GJL/6i/rF /•YT. -//1. fROl 17 61 19G'- TFAN- G>FT!M/N- IfYTEOTOGIYI' /GL`i! /R 0 Fifk5 7S4CL G4PAcZE SA /PG SfSfEPAaR 6f T/4TfY FLCL?L /6197 W-.SJGF<i/i'/ /f l ei YTf I J TO G 1/ 75/ A i; F REGfSE`DlYALL fYLS L /61fiFI•F7LyPE REKeEi575/Z- Z /67Yr ajMe7s I I D/M(4_MNf = _ASAIr 717 Be LdIIROIIm 9r D /fER 'tl7GN Cam AA PAAI NAn A1*9VSrtpAAr VMN ear....a n.rte ASOfNAClC ACGV 2t YNG avr! I 15.D. BAi}I ROOM LIGHTS T HA ANT CENSOR N a ; CCJUPA NTT T TOYR i a v 9m APOYA'•/ L /6Nf W M C4ri7RQC® 9r D /hBi 5AY7YfI / ALL LRWMGROUPJ 774r /a cvn. Ef7A6rALL ;I 21?AA•P AGl OI/7LET5# 2VALL ML71H.L /AA*(.//79 eECRCnre MALL 9EYR07EC7PD'9rAN,4Rc PAU r c/RCUr /NrE arrER AU (-- M"N c/RON7D -A AWCar / a VOLT, aLq LE f 7413E /39* W cnm ffia L TSfffZW,r3 #2 5hAU IN "072557 cw7DPAMr1r1/ W 9E1R07EC7tD 9r AN ARcPAUrcnacur /N7saP7s¢ P= WL/ SNT 7O BE cOIInPA'..879r D/7s¢ 3AW7cN I ELECTRICAL PLAN UNIT A OVGONYGYA36YGr/1LET- H /OGLN OI GOrYY'Gt/1LfT r+ 0 li G / yN/ G•LeR"EXGtYIZET-/WCFfbl Z F,urri e t maf r nEr f`4Tf R R' 6PGY,ADFit LT /r di°TED G .`IEXGYi71ETATfRGDf?.4,fD,PF.4R dGO /.RIh i'T .'GL.Q /rf'fRGN? /S'G>!RE4 S/GL` GL /M T GOrt/rROL_ liG /.PC!/ /r84EAKERFGJPstG GG>'ff,YE'z4 P G L /1(SF,4Y G iVE?4L LEGTiP /GffL S° f? CEGZ` 7£ GT P /1rtPOfY/RfDfY/d41TLXYBs t'i° rS1?7AG I.T EAL 40 1/ NAL L. T'07 /rf(5,4RE,45! /NTr 7GOYf£G7ID 7R/GAL PAS F ?.,z<B /BfY/AdiV Ff i Vi4EL'E BAGt'fIG71i' ET2Y7fi RGL`Y/IEAT,PEARA.4DFRGWT LAMPS ATH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. SUITABLE FOR YET LOCATIONS D \ I a L'BI AtQ777L /SNr 709E GON717104® 9Y D /f67 S W7YM 9m RA9h/ L /SN / 9C LCN/ROLED 9Y m7 sFrrcN I ALL ERAAGN cowom 7747 smrnY, Ia v, SANXE MP54 /5;I 20-AM- AWEPTAOLE XnE73 1ACrALED IN DY1M1/N9 W75 9'.DAZg SAfALL BE P1%07EC1W 9r AN, ALL *GIROUM INIEIe.P'IHz aX a IS X x ELECTRICAL NO -ES APPROVED r- FOR PERMIT ISSUANCE - I. ALL WORK SHALL COMPLY BY THE CURRENT N.E.G. SCOTT FAZEKAS & ASSOCIATES, INC. 2. MAIN SERVICE SHALL BE 200 AMP. PANEL 3. INSTALL UFER B,:-.R gy DATE - -- --4. ALL WIRING 5HAi_L BE ROMEX TYPE These pla-s have been reviewed for adhorence to th ALL REGEPTAG1 °5 IN KITCHEN, BATH, AND GARAGEappiicabl_ codes and ordinance. Authorization 1_ hereby granted to issue a building permit pending SHALL BE GFI. OVT5IDE RECEPTACLES SHALL BE approval bey, all applicable City agencies. WEATHER PROOF 6 LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING The Issu _nce or granting of a permit based on IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY approval of these plans shall not be construed to OF NOT LESS THAN 40 LUMENS PER WATT. permit or approve any violation of the applicable? codes or ordinance. No permit presumed to give ATTIC FAU SHAL_ HAVE LIGHT AND SWITCH authority -o violate or cancel the provisions of such IF LOCATION 15 _;HANGED) codes shall. be valid. 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP AND IN ERCONNEGTED q. PROVIDE 30 "x22" ATTIC ACCESS 10. FANS SHALL 5 A R CHANGES PER HOUR 11. ALL CEILING FA 5 SHALL BE INSTALLED TO METAL BOXE5 OR EQUAL 12. AIR CONDITIONER CONDENSER UNIT SHALL HAVE DISCONNECT 13. MAKE ARRANGE'' ENT5 IF APPLICABLE FOR PRE -WIRE GABLE T.V., TELEPHONE, ALP.' -M, INTERCOM, CENTRAL VAG, ETC. 14. BATHROOM RECEPTACLES OUTLETS SHALL BE SUPPLIED BY AT LEAS— ONE 20 -AMP BRANCH CIRCUIT. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. 15. MIN 20' UFER GROUND WITH BOND TO GAS t WATER PIPING. 16. PROVIDE TWO OR MORE 20 -AMP SMALL APPLIANCE BRANCH CIRCUITS IN KITCHEN /DININ5 AREAS. 11. PROVIDE A MINI 1UM OF TWO SEPARATE 20 -AMP APPLIANCE CIRCUITS FOR KITCHEN /DINING AREAS. 18. PROVIDE A SEP =.RATE 20 -AMP CIRCUIT TO SUPPLY REQUIRED LAUNDRY RECEPTACLE OU -LET IN EACH DWELLING UNIT. Iq. REGE55ED INGA`,:DESCENT FIXTURES SHALL HAVE THERMAL PROTECTION 20. ALL BEDROOM BRANCH CIRCUITS SHALL BE ARC FAU IT O' CTED. 21. ALL KITCHEN LIG --TS TO BE FLOURESGENT CAN LI6H 5 W/ PIN BASE /I 0 REVISIONS I HY V q) 1-L-7 l V fV I V 1 1 A N N IN 1 I r- v LU Z: FIT) LLi d U) CA W w Q Z LU Q Q NN W ED N Q! v V q) 1-L-7 l V fV I V 1 1 A N N IN 1 I DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -30-06 SCALE 1/4' - 1'-0' JOB Ho. SKET 6 r- LU Z: FIT) LLi d U) CA W w Q Z LU Q Q NN W ED N Q! DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -30-06 SCALE 1/4' - 1'-0' JOB Ho. SKET 6 J' OIA. FILLED WITH CONN PIPE COLUMN CONCRETE S 3 h CONCRETE FWTING 1/r FIBERBOARD D( PT.D.F Sit RATE OMIN. 1/2 rWITH51i ER qM - MATERI AL OC INTERIOR: 11V (1) & 2) -STORY (MIN) A.S.'s 0 7Y D.C. D. ILA O. ON PLANS. 1) & (2) -STORY MATERIAL ACTUAL CONCRETE SLAB W/ #3018" OP U N0. ON PLANS' f9 O, O FO 017 - 1ERIFY ALL INFORMATION FO 005 - VERIFY ALL INFORMATION PER SOILS REPORT. I PER SOILS REPORT. OSEE PLANS OMIN. 10" Is EXTERIOR: 18 1 & 2 -STORY MINOCINTERIOR: 11V (1) & 2) -STORY (MIN) O1 1) & (2) -STORY O4" ACTUAL CONCRETE SLAB W/ #3018" FILL AS 0 -C. EA.WAY 0 SLAB MIDHEIGHT. O4" SAND OVER 6 MIL. POLYETHLENE 28) I:d COMMON ( 2 B) 1 Sd 9N(EH VAPOR BARRIER. 2) - #4 BAR AT TOP AND BOTTOM. OH 4 "ACTUAL CONCRETE SLAB W 6'•6 " - ##6 U W.W.M. 0 SLAB MIDHEIGHT (QUATER -SAWN) O6" 1) & (2) -STORY DR -DDS IJ I IJ I— C; U L U M N FD_015 FO-037 I DR-008 SCALE: NITS SCALE: N.T.S. 1 SCALE: 3/4"-1' INTERIOR BEARING GARAGE CURB J SCALE: N7S EXTERIOR BEARING GARAGE CURB FRT -001 FOOTING DETAILS5 SCALE: N/A HOOKS AND BENDS 4d min. R 90 *HOOK 180"HOOK SPLICES 78d CONC: 40d MAS 4 min. FO 018 27 PTA PLATEPNSO O.C. ITN 14 OtOE WASHERS NO FIRST 2 PM FROM PIA ENDS• PER 5703 APPROVED SHOTPINS: HILTI' PINS: -145 X 1.125' PENETRATION INTO CONC. (ICBO 11290) 0W RAMSEi 1500 SERIES :.140 X1' PENETRATION INTO CONC. (ICBO /1117) FO 010 COLD JOINT COMPACTED FILL ASREO'D - 1/2' FIBERBOARD EXPANSION JOINT MENMEN am r F.G. G 8' 4 DOWELS 0 24' O.C. 2X P.7.D.F. SILL PLATE COLD JOINT -F-"7- WITH =/B' DIAMETER A9.'a O 72' * O.C. O.C. U.N.O. ON PLANS. z GRADE OR A ENGINEERE F FILL MIN. R, LEDGER AT VENEER. SEE ARCH FO FOUNDATION - VERIFY ALL INFORMATION 00e - VERIFY ALL INFORMATION FO 002 PER SOILS REPORT. PER SOILS REPORT. RFT -052 IYP. REINFORCING BAR DETAIL F °_D,2 SCALE: NTS 18 SO- 012 NITS 14 SCALE 3/4' V-0, NON-BEARING I N T. VA L L TYP . 1 R- 004 NTS HOUSE TO PORCH v, FRT -002 NO SCALE EXTERIOR BEARING FOOTING CONIC. PEDESTAL r SCE COVER 0 AND PAD TO FE ®• CBS t CB BASE ONE 2' SCE COVER O TOP VIEW PBS t LCB BASE IOI. r AT ODNDINL PEIRS 0.O• NO CONIC. FLOOR OR DECK PRESE71n, SW. CCIL BASE a LCB BASE _ AND PCS: PER PLAN. 44 TIE AT COL. BASE SEE SEE PLAN FiXI ALMA ' SEE FOUNDATIONSEEFOUNDATIONPLAN de SLAB ANCHOR TYPE SSTB24 BOLT d FOOTING PROVIDE NI W, 4 BAR 8' -0" LQNC j TO S' FROM 111E TOP OF THE FOUNrlTIO . CENfERED AT MD (DEND REBAR AT CDRNER7 DEEPEN FOOTING AS REQUIRED TO ACHIEVE Is + d + J COOVVEER REFER TO MFR. SPECS. FOR INSTALLATION TO WOOD MEMBER fc - 25CO pal REFER TO MFR. SPECS. FOR INSTALLATION TO WOOD MEMBER 2' FIBERBOARD EXPANSION JOINT XONC. DRIVEWAY FOOTING W4 / L FO 007 - VERIFY ALL INFORMATION PER SOUS REPORT. I9/c No1C065593Ex .9 -30.07 r1 FO DOJ COLD JOINT x NAtS ANCIOR DIA AND TYPE Is k IN HOLD0IYN YIN. COMPACTED z ON PLANS. FILL AS TO C ODRK Hf122 4X4 28) I:d COMMON ( 2 B) 1 Sd 9N(EH 5/8' DlA SSIB24 BOLT 1 3/4 2(f S' REFER TO MFR. SPECS. FOR INSTALLATION TO WOOD MEMBER 2' FIBERBOARD EXPANSION JOINT XONC. DRIVEWAY FOOTING W4 / L FO 007 - VERIFY ALL INFORMATION PER SOUS REPORT. I9/c No1C065593Ex .9 -30.07 r1 FO DOJ COLD JOINT x 2X P.T.D.F. SILL PLATE z WITH 5/8' DIAMETER W r) LJ cu I "0 O A.B.'s O 72' O.C. U.N.O. COMPACTED z ON PLANS. FILL AS zUrinw REQ'D W 1 I LD 2Q L3 U Z z GRADE OR u W El Tr U ENGINEERED U E FILL II F LJ C G 0' N 57: V VERIFY ALL INFORMATION PER SOILS REPORT. YK ... A,PP IOVED i a k.- FORPE91VITISSUANC E SCOTT FAZEKAS ASSOCIATES, INC. RFr -004 ISOLATED POST FOOTING n FO-028 FO-112 J TYP. HOEDOWN INSTALLATION OR -010 GARAGE T beer ieEASiAw 9 G t f BEARING FOOTINGSCALE: NTS SCALE: 3/4'= 1' -0' appl ca a cc c a d rdinance. or za oSCALE: 3/4' 1' -0" SCALE: NTS - hereby granted s u a SOAllL4irtTf4j5erii1lD "pending approval by all app lc u,. U y oy611UIUN. The Issuance or gr =_.-lti ig of a permit based on approval of these pl_ns shall not be construed t0 permit or approve a.7y iiolation of the applicable pti a nodes or ordinance. NIc permit presumed to give POST. PER PUN 2X P.LOF. SILL RATEt/Y SICIII YtO WITH 5/r ER authority t0 violate or cancel the provisions of such E7 A s 0 72' O.C. U.Ko. nodes shall he valid. MATERIAL PLANS. 2% P.T.D.F, SILL PLATEON COLD J01 WITH 5/8- DIAMETER YPQFESS /0,y AB.'s O 72' O.C. U.N.O. STRAP PER % 4 DOWELS 0 24' O.C. ¢ \N C. p q Fy FILL AS2EO4D ON PLANS. o PORCH SLAB m 1/2' FIBERBOARD N0, C065593 u. m I JOINT EXP. 9.30 -07 MATERIAL SLOPE r o IF G PER EFR'L OFI AUFQP\ P J/ 4' • ' MAN FOXING PER TYPICAL G. jCETALONPLANS1it o a t o eqf0 . MOO PSI (UJLO.) SI PSON PCST NAL4 HOI DOWNS LPA D22 (10 }led'. ccE1LFDro i WAHD22 -2P }1P (2J}1gd'a coLeAQF1 VERFY ALL INFUMTKIN PER SOLI - + TPER S ALL INFORMATIONSOILSREPORT. TS:CA H OLDOWN STRAP INSTALLATION °R - °49 GARAGE TO PORCH HOUSE TO GARAGE 4SCALE: 3/4 "- 1' -0' CALE: NO SCALE LE: 3/4'- 1' -0' SCALE: NTS CoN -014 SCALE: NITS momLNJ0LUOJwN O" O Tc= o J o Z c E a« c dt o L c O o mdmcO' T cN m d E O U0 COrnNN LE wo0 mmcL0 i00o.L 03 o •N 00U d 00 o_ Nc0 r cO O N C cOJ W N D- W U0DO= MO cO0NL LJ x 0 z3U Z7 W r) LJ cu I "0 O w Q 0" M N z Is a r (y) zUrinw I Q N W 1 I LD 2Q L3 U Z z LL u W El TrUUn U Cn U M SHEET (NO. FD -1 15 OF SHEETS 15' 0 I— LL ID ED z I— LL] J U LL I U O N II SHEET (NO. FD -1 15 OF SHEETS 15' LL ED z Q U I U II J LJ N 57: Z LL- J o r W 0 N0 3 q y Q Q SHEET (NO. FD -1 15 OF SHEETS 15' S.P. V MT LOOKOUTS: ROOF SITYG NUMBER OF NAILS 2X4 b 24' O.C. OR 2X8 O (p1- 18d O SPECIFIED BETW' 18d SINKER NAILS AT 32" O.C., TAKE BACK TO EA. END OF LOKOIR 2X gUK'G W/ SPLICING POINT'S ON 18' O.C. U.N.O. ON STRM LENGTH TO MATCH SHEAR WALL 2NO TRUSS (MAX. 19' O 4 O.C. THE PLANS AND PER PLANS AND PER TABLE IN I SIMP. HI O 24' O.C. SEE TABLE TOTAL SPACING REQUIRED PER PLAN OVERHANG). TABLE BELOW BELOW BELOW FOR DIFFERENT Ht SIMP. A35 0 24' O.C. SEE yyWW TABLE BELOW FOR DIFFERENTE.N. PLYWOOD SHiC HDR. 2% BLK'G SHT'C A35 SPACING REQUIRED PER PUN CONT. 1 i' TIMBEA STRAND, I* TRUSS TAIL W/ M2.3 O 48' O.C. LOCATE STU ( WHERE OCCURS) E.N. TRUSS MARUf. TO W/ ASS AT 46' O.C. SEE TABLE STARTER B DACCOUNTFORFORADDITIONALAMOVERSHEARUNDERSPLICE NOT RD TOP E.N. E.N. CHORD IN DESIGN WALL TRUSS I- JOISTS W/ MIN. 1 -3/4' \ CONT. SIMP. CS16 E.N. BEARING EQUAL EQUAL SIMPSON STRAP PER W/ 8d NAILS. STEEL STRAP SPLICE - PUNS AND THE TABLE E.N. SHEAR PANEL ON 2z STUD BELOW 2% BL(' NAB. SPACING W .N AT 18" O.C., SEE PLAN H2.5 O 48" O.C. 16 LEDGER W FOR TYPE AND LOCATION TYPICAL 16 O.C. DS (DSTRAP T LOWER (WHEN OVERHANG TO PIECE) SEE EXCEEDS 18 -) 1B0 O 4' O.C. PLAN TOP PUTESNOTE: DR BEAM TOP - FULLY NAIL STRAPPLATESStMPSONA35F2% DECK JOIST W /HGR. PANEL A35'• EE PLAN TYPE SPACING L.]DATE STUG__ W/ 16d SINKER OR FF\i OO • OC• E.N dLL led COMMON NAILS STUD WALL ALL WCNIDERSPLICE Z4" NAILS SHALL BE , 18' AT LEAST 2' APART Ni nSv nuc rnunrtinu acn'n oco u,ui (nH- D A35F SPACING A 1 32' O.C. B 18' O.C. C 12" O.C. D 1 8 O.C. ALT A35 ® 12" LOCATIONIXELT, to' 2. PROVIDE SIMP. H2.5 WHERE RAFT. IS NEXT TO WALL OR WHERE H1 CAN NOT BE INSTALLED SHEAR MATERIAL 3. PROVIDE 2X BLK'G. WD FLAT WHERE TO MATCH SHEAR EAVE VENTS OCCUR. DABC 24' O.C. 24" O.C. F G N/A 8 12 18 24 30 36 42 MIN. PLATE LAP 4 FT. 4 FT. 4 FT. 6 FT. 8 FT. 8 FT. 8 FT. T STRAP W/ 18d SINKER Sf22 MSTA38 ST6224 ST62S6 MST37 M5T4B M5T60 2. PROVIDE SIMP. H2.5 WHERE RAFT. IS NEXT TO WALL OR WHERE H1 CAN NOT BE INSTALLED SHEAR MATERIAL 3. PROVIDE 2X BLK'G. WD FLAT WHERE TO MATCH SHEAR EAVE VENTS OCCUR. D ASS'S Hl'S A 24' O.C. 24" O.C. B 1 12' O.C. N/A C B' O.C. I N A I[L I— C) U L WWALL (Y FL10Y W Q 2 ® 5 SHEAR WALL OPENING RFr2oo O 1` FW- RFT02e FL1a9 Xx -xx xX xx TRUSS TO GABLEEND TRUSS 1 SHEAR TRANSFER @DECK: TO FLOOR- TYPICAL SPLICE AT TOP PLATE 9 SHEAR WALL OPENINc, C FRT -001 TRUSS TO WALL AT SAVE ') tiSCALE: HIS JSCALE: N.T.S. SCALE: 3/4 "m1' -0" SCALE: N SCALE: N/A Q L_ SHEAR PANEL PER PUN SHEAR PANEL PER P 0 tCOM. 1 >j' TIMBER STRAND, L U 2XSND OR POST SEEP LVL W/ A35 AT 48' O.G SEE TRUSS MANUF. TO EN. SIMP. H2.5 O 48' O.C. =1z TABLE FOR ADDITIONAL ASS EQUAL EOUAI. ACCOUNT FOR h 2XSILL wll:a WEIR SHEAR WAIL SIMP_ Sf6224 D.F. /2 FLAT LOOKOUTS: NOTHCED TOP N. 2% BLOCK'G ,8A (2) tOd AT EA (MST -25•) 2X4 O 24' O.C. OR 2X6 O CHORD IN DESIGN 2 X BLK'G W1 E.N. Q / X 9B 32" O.C., TAKE FLACK TO } d TOP PLATES 2ND TRUSS (MAX. 18' ROOF SITYG FLOOR EAT` K TOTAL OVERHANG). c Z Q zREFERTOPLANhTAREBELOWIOGTIONOFASSf47- 16d °- PLYWOOD SKrG FOR STRAP N0. OF W& NO PLYWDOD :.._ E.N. CDNT. 1 ;' TIMBER STFNND. LVL 4XBLK'C BEYOND ENO LENGTH AT EACH EN6 SHEATHING c- /V 3 ( _ SHEAR TRUSS PER _ W/ A35 AT 48' O.C. SEE TABLE EN. E.N. _ -_ - ° y LL (Y) OFORADDITIONALAMOVERSHEAR . - -- - -- NOTE- Y W W (U WALL MAOIST, SEE P I- JOISTS W/ MIN. 1 -3/4' STRAP MAY BE INSTALLED '• W F- C^ (') N BEARING AT 3: OF TOP PLATES DESIGN GABLE ENO (2)- 18d O ds ¢ AND 3JJA TRUSS MANUF. TO E 0 18dS AT 4. 0 AFTER ROOF R LOADED EN. EN. SHEAR PANEL ON 2z STUD AT 18' O.C., SEE PUN FOR TYPE AND LOCATION SHEARPANEL PACTTYPESPACING X DBL TOP SOLD BLOCK' BM. OR HOR SEE '".."` --\ A I EN. 1 18 I -JOIST BLK'G MIN. 12' LONG 048' O.C. AT EXTERIOR WALLS ONLY W/ BN.. F IFCC THAN TWO USETWOBAYS SNFAR RANM err EN. DROP BEAM PEN PLAN TRIMMERPERPLAN PERS FIAT A B C D ST =: }8 MS-48 MS-50 MS-72 MSA36 MST138 MST148 MST160 MSTI72 MSTA36 W/ /2" % 1 -1/2' TYPE TRUSS TO RESIST N[ EDD N PUNS MIN. 1500 LBSJ 0 48* SIMPSON A35FO48" OC• TO TOPPUTESSEEPUN END OF LOKOIJT A35 2 X BRAG'G PER PLAN MPR. SPECiPICnTioN. c y o m co vc0 d m O 7 Q ( lJ a) z Z I n ( Q Q L(7W .--. I—zZNcoZvW n N LL. .^_ T W 1e' 0 18' 12" 10' S. PLAN FOR TYPE Ar I 1 U U LOCATIONS _,_l EQUAL EQUAL SIMP_ ?6224 0'iT ED AARR IAp gpTT F ( MST:25•) >, c 01 Im NggENAt 11 H F1 NGpTI1U11EACHE_ED %E BM. OF STUD W /51RAPALANALL .OSS PAS ELS' SHEA16, SRAP A EAEN B A 1 18 2XM Q I e' O.C. B 2)CS16 2C I M5,iA38 TYPE C 3)CSt6 4XD 54)Vs 1e' 0 MST 60 4 % 18' 12' PLAN FOR TYPE Ar I 1 U U LOCATIONS _,_l EQUAL EQUAL SIMP_ ?6224 0'iT ED AARR IAp gpTT F ( MST:25•) >, c 01 Im NggENAt 11 H F1 NGpTI1U11EACHE_ED %E BM. OF STUD W /51RAPALANALL .OSS PAS ELS' SHEA16, A35F SPACING A 32' O.C. B 16' O.C. C PANE, Q I e' O.C. I MSTT60 5 -0" D I M5,iA38 TYPE C 3) S1 4X8 54)Vs 1e' 0 A35't SPAC:MG 24' 18' 12' 10' 6' 8' ACTING O.C. O.C. O.C. O.C. O.C. O.C. TRIMMER I `TOP PLATES DTLI A35F SPACING A 32' O.C. B 16' O.C. C 1 12" O.C. D I e' O.C. ALT. A35 .00 W v LOCATION 0c= tE.N eLL ELL E _ E.N , 0 PER PUN 00 c RF1080 N N tEwL 0 doa we L FL077 SHEAR TRANSFER @ FLOOR Xx -- HOEDOWN DETAIL SHEAR TRANSFER @EXTERIOR WAL -XR14Fo-xxx 1 SCALE: N, DRAG DROP BEAM 'FLUSH BEAM 6 MT-002 TRUSS TO WALL GABLE END 2 0SCALE: NTS 1 V SCALE: NTS SCALE: 3/4'= i' -0" SCALE: NO SCALE o ` v (n0u 0 o z_ a TRUSS MANUR TO CONE 1 11" BYFEER CONT. 1 3' TIMBER - DESIGN TRUSS TO STRAND OR LVL M X'G STRAND OR LVL W/ TRUSS W/ ROOF EN. ENTIRE ROOF SHIM 0 RESIST SHEAR EN. SM. PER PUN 8M. OR HDR.PER PLAN W/ A35 AT 48' D.C. A35 AT 48' O.C. SEE LENGTH, TRUSS MANUF. TO TRUSS F 0IZCONT. SITYG UNDERLOADINDICATED SEE TABLE FOR TABLE FOR ADDTT10N 1 DESIGN TRUSS TO RESISTCALIF. FRAMING M PLANS. ADDITIONALS EAR WALL A35 OVER SHEAR WALL ON Pt LOAD INDICATED ESIGN TRESS TO 1 WMIN. 1500 LIES.). SHAPED 2X BLK'G W/ SHEAR .WALL (2) 10d AT ON PLANS (MIN. 1500 E.N. RESIST SHEAR c USE 'FILL' TRUSS BLOCK LOAD INDICATED ON 0SIMP. A35 ATATFIREWALL fPOEST O SIMPSON PLANS 1000 LDS). 0'w48' D.C.- LOCATION OF A35 CONDITION. BLK'G W/ A35 PER ST6224 O O PLYWOOD PLAN FROM WALL. y cE.N. SHEATHING Q AaA SIMP. A30 O 46' O.O.• Af'IIIt ROOF 6 LOADED o+ E.N. N ESSION SIMP. A30 O 46' O.C.• TRUSS ECCLL - SIMR. ECC TYP. I -JOIST Q4 ER ROOF IS 1AFBTdER AROOF i LLOAOED EN. PBR PLAN TOP PUTES OR BEAM PLAN PER PLAN y 2 PROVIDE Dl#.. 2% TOP UJ x PLATER AT SHEAR WALL U d f= NO d`T' IDfATI0f1 ONLY. U ENO CONDITION w m m m SAID WALL CORNER COND/ION 6 E% M1 SEE ST6224 (U.N.O.) EN. EN EN. EN. ; N o ELL P LAN 2X BL « ^C L 2' -8"• ''r L IT W/ (2 -ROWS OF 18d ITT TOP PUT NAILS O 6" 0 C EN. SHAPED 2X BV'G W/ SIMP. A35 AT 48' O.C.• D t6d'S A35'S1A8" O.C. 24" O.C. B 11 m r6— O SHEAR SHEAR (OR SEMI) (STAGG, 2X BLK'0 W/ LOCAYN L001TION 10d'S a e' O.C.• SHEAR PANEL SEE 4X BLK'G0oLANFORTIMEAND_.. 1 rr 1X 70P PUTS E' NOTE: M. PER PLAN 2X BLK'G W/ EN. SHEAR MATERIAL MAY BE INSTALLED ON OPPOSITE SIMP. C.C. 510E OF STUD WAIL RFT005 POST PER PLAN SHEAW. STRAP i 3L9'G LENGTH A ST6J8 3' -0 BPANEL- m m I MSTT60 5 -0" D I M5,iA38 TYPE C 3) S1 4X8 54)Vs 1e' 0 A35'r 24' 16' 1Z' 10' 8' 8' ACTING O.C. D.C. O.C. O.C. O.C. O.C. DTLI STRAP i 3L9'G LENGTH A ST6J8 3' -0 B MSi 48 0' C I MSTT60 5 -0" D I M5,iA38 1 ;_8- IF REO'D 2X SL1('0 W EN. ! iBdS Li mIn e e o.a AFTER ROOF 3 z QLOADEDW SECLOb SECTO NOTE; 81-K'G OMTrED AT MULTIPLE a TRUSSES . L < ( ( E— Z r ^ Q LJ FJI `o W 0' RFr -cos ..,.,' 4.... APPnOVED ;,:.. .;.. N w ND O TRUSS TO WALL xx - -xx BEAM TO POST CONNECTION 1 5 xx_xX SHEAR TRANSFER @ INTERIOR WALLS 1 - TRUSS TO WALL DRAG w s orr A EKAS0*84 - FAW-TRUSS TO INTERIOR WALL Q zxx - -xx SCALE: NTS SCALE: 3/4 1' -0' Q F_ -1 SCALE: 3/4" 1' -0' SCALE: NTS SCALE: NTS DATE ' - -- - -- - - - -- -- _. - -0 W These plans have oeen reviewed for adherenco to the applicable codes and ordinance. Authorization Is 0 W (U W hereby granted to issue a building permit pending --- - "' " -" - -• N Nt Y approval by all appL cable City agencies. { Q Q PROVIDE 2X MEMBER STUD OR POST ME " i. _J 2X MFIMBQRS W/ BETWEEN THE TOP CHORD + ' "f •'O' . ARD BOTTOMEN CHORD o The issuance or granting of a permit based on A PLYWOOD SITYG WITH 5dNNS O V O.C. ysRl pIA 0 EDGE NAILING AL STAGG. b approval of these plans shall not be construed to d THIS LINE PROADE SHEAR ?ROVIDE 2X MEMBER FLOOR SHEAT' permit Or approve any violation Of the applicable CONTINUE PLYWO. MATERUL TO MATCH BETWEEN THE TOP CHORD SNEMWALL BELOW FRAMING BETWEEN AND BOTTOM CHORD codes or ordinance. ce. NO permit presumed to gIVB FRAMING UNDER CALIF. PLYWOOD SITYG WITH TRUSSES TO REC EDGE NAILING ALON PLYWOOD authority t0 viola e Or cancel the provlslon1XO su F1e,G odes Shall be valid W do GIRDER OTHISUNEREFERTOPLNO& TABLE BELOW )W" JTR' E N 8 E.N. E. . GIRDER PL 4ND OF STRAP ON WALL ENO LENfth AT EACH ENd 0 4 MFR. TRUSSO4 -D MAXANDEXTENDSTRAP PLYWD. SHT'G ABC 2X BLKC UNDER ALL BAYS W /PLYWD NN'/WS led INTO - _ - (I Bd AT 3' D.C. 2% DECK JOI W /X(4)• x SjB2' : X 5. - TOP PLATE MIN 20 NAI RIM COW'- Q o;P \N C. CONTINUOUS 2Xp a'!G' VALLEY PAD W/ (2) DBL TOP PLATE BEAM DER PUN .. 2 G 2 16d AT EACH TRUSS I SIMPSON c NO.006 93 m INVESTMENTStcsteSTRAPSTUDORpOSrsE b EXP. 9 -3 -07 " W * * (951) 273 -0922 VSIMP. STS236 0 EACH j END OF WALL Bd AT 4' O.C. +/ BEAM OR DBLMIN20NAILS SHEAR PANEL E TOP PL SEE PLAN SEE PLAN FOR OF SHEAR WALL PER DR010 BAYS REq'D. A33 1 SPACING A 32 O.C. 0 O.C. B f0 O.C. 4 O.C. 15 12 O.0 3 O. 11018-O.C. 38)Bd'• 2 O.C. Li mIn e e o.a AFTER ROOF 3 z QLOADEDW SECLOb SECTO NOTE; 81-K'G OMTrED AT MULTIPLE a TRUSSES . L < ( ( E— Z r ^ Q LJ FJI `o W 0' RFr -cos ..,.,' 4.... APPnOVED ;,:.. .;.. N w ND O TRUSS TO WALL xx - -xx BEAM TO POST CONNECTION 1 5 xx_xX SHEAR TRANSFER @ INTERIOR WALLS 1 - TRUSS TO WALL DRAG w s orr A EKAS0*84 - FAW-TRUSS TO INTERIOR WALL Q zxx - -xx SCALE: NTS SCALE: 3/4 1' -0' Q F_ -1 SCALE: 3/4" 1' -0' SCALE: NTS SCALE: NTS DATE ' - -- - -- - - - -- -- _. - -0 W These plans have oeen reviewed for adherenco to the applicable codes and ordinance. Authorization Is 0 W (U W hereby granted to issue a building permit pending --- - "' " -" - -• N Nt Y approval by all appL cable City agencies. { Q Q PROVIDE 2X MEMBER STUD OR POST ME " i. _J 2X MFIMBQRS W/ BETWEEN THE TOP CHORD + ' "f •'O' . ARD BOTTOMEN CHORD o The issuance or granting of a permit based on A PLYWOOD SITYG WITH 5dNNS O V O.C. ysRl pIA 0 EDGE NAILING AL STAGG. b approval of these plans shall not be construed to d THIS LINE PROADE SHEAR ?ROVIDE 2X MEMBER FLOOR SHEAT' permit Or approve any violation Of the applicable CONTINUE PLYWO. MATERUL TO MATCH BETWEEN THE TOP CHORD SNEMWALL BELOW FRAMING BETWEEN AND BOTTOM CHORD codes or ordinance. ce. NO permit presumed to gIVB FRAMING UNDER CALIF. PLYWOOD SITYG WITH TRUSSES TO REC EDGE NAILING ALON PLYWOOD authority t0 viola e Or cancel the provlslon1XO su F1e,G odes Shall be valid W do GIRDER OTHISUNEREFERTOPLNO& TABLE BELOW )W" JTR' E N 8 E.N. E. . GIRDER PL 4ND OF STRAP ON WALL ENO LENfth AT EACH ENd 0 4 MFR. TRUSSO4 -D MAXANDEXTENDSTRAP PLYWD. SHT'G ABC 2X BLKC UNDER ALL BAYS W /PLYWD NN'/WS led INTO - _ - (I Bd AT 3' D.C. 2% DECK JOI W /X(4)• x SjB2' : X 5. - TOP PLATE MIN 20 NAI RIM COW'- Q o;P \N C. CONTINUOUS 2Xp a'!G' VALLEY PAD W/ (2) DBL TOP PLATE BEAM DER PUN .. 2 G 2 16d AT EACH TRUSS I SIMPSON c NO.006 93 m INVESTMENTStcsteSTRAPSTUDORpOSrsE b EXP. 9 -3 -07 " W * * (951) 273 -0922 VSIMP. STS236 0 EACH j END OF WALL Bd AT 4' O.C. +/ BEAM OR DBLMIN20NAILS SHEAR PANEL E TOP PL SEE PLAN SEE PLAN FOR OF SHEAR WALL PER DR010 BAYS REq'D. r ?rC 1 1'FC "•' I MAX. 24' SO. SIMP HU HGR. y u TRUSS MANUF. TO OPENING IN SHTG f % DESIGN GIRDER FOR VENTILATION. SHEET N0. LL SHEAR LOAD BLOCK AND E.N. NOTES- ty_ARpEF SSyFp/,Q - INDICATED ON PLANS ALL EDGES. N SNOS 1r /I^^r •'=: 3d' (MIN. 1.500 LBS.), HGR. PER PLAN IaT350 CON -254 4' RFT004 SD- 1 13 R SHEAR TRANS. Ca?TRUSS PERP o WAL DR -0,0 DRAG DETAIL --a HOEDOWN DETAIL 1 DR -049 GUARDRAIL ZHANDRAIL O DECK CON TRUSS TO GIRDER 15 OF SHEETS 15 SCALE: NTA SCAB: NO SCALE 1 6 SCALE: 3/4'- -1' -0" SCALE: NTS FRT004 SCALE: NTS 4-./ SRAP N A 1 C51 2X4. 16)Bd'• 15 B 2)CS1 2) 38)Bd'• 18' C 3) S1 4X8 54)Vs 1e' 0 MST 80 4X4 28)5d'• EQ. r ?rC 1 1'FC "•' I MAX. 24' SO. SIMP HU HGR. y u TRUSS MANUF. TO OPENING IN SHTG f % DESIGN GIRDER FOR VENTILATION. SHEET N0. LL SHEAR LOAD BLOCK AND E.N. NOTES- ty_ARpEF SSyFp/,Q - INDICATED ON PLANS ALL EDGES. N SNOS 1r /I^^r •'=: 3d' (MIN. 1.500 LBS.), HGR. PER PLAN IaT350 CON -254 4' RFT004 SD- 1 13 R SHEAR TRANS. Ca?TRUSS PERP o WAL DR -0,0 DRAG DETAIL --a HOEDOWN DETAIL 1 DR -049 GUARDRAIL ZHANDRAIL O DECK CON TRUSS TO GIRDER 15 OF SHEETS 15 SCALE: NTA SCAB: NO SCALE 1 6 SCALE: 3/4'- -1' -0" SCALE: NTS FRT004 SCALE: NTS 4-./ d N 0 JOL 0 UO O C Tcwoa0 y( U N Edo$ E mo N C o Cc 00L Nc m m d E O UO C0O W fN LE 0a0 0. mmcro o 0 ny 03 O U 00 a oc0 T O O N C00Cn CC UUWvxLm UyM= O O CNt V X Z r4- LLJ Z3M - ZM W r) W (U I \0 O LLJ Q V ) H z CONT. PLYWD. n ZUl- (nW V Q CD oi Z W CL I LDLDQQ 2: Z IL UZpCU W 0- n ON MW MU v SKr'G UNDER CALIF W LLi Ho\ FRAMING Q z Lj_ J o PLYWO. SHT'G U W 3 E.N. E.N. 00 d SHAPED 2X BLK'G J.N. W/ k 16d'S CONT. 2X VALLEY O 6" O.C. TO E.N. PAD W4621 18d'S ATGIRDERTRUSSEACHS . n MAX. 24" SO. OPN'G IN SHT'G FOR VENTILATION 2X BLK'G OR BLOCK AND E.N. ALL EDGES LET -IN NAILER PER TRUSS MANUF. W/ 16d'S O 8" O.C. STUD WALL EH. TRUSS MFG. TO TRUSS W/ HGR. PER PLAN E.N. DESIGN GIRDER TRUSS TO RESIST SHEAR LOAD INDICATED ON PLANS. (MIN. 1500 LES). E.N E. ALTERNATE CONDITION RFr009 RrrD26 1 FL1D9 1 FRT -001 STUBBED TRUSS TO GIRDER TRUSS SCALE: NTS SCALE: 3/4 " -1' -0" SCALE: N'S 5SCALE: N.T.S. SCALE: N/A J PROVIDE 2x MEMBER BETWEEN THE TOP CHORD PLYWOOD SHT'G WITH FR?wAING BETWEEN AND BOTTOM CHORD EDGE NAILING Al0 TRL -=SES TO RECEI THIS LINE PL. ^WOOD 4' -0" OF STRAP ON WALL AND EXTEND STRAP UNDER ALL BAYS W /PLYWD Ed AT 3" O.C. MIN 20 NAILS) SIMPSONS16STRAP CI5SEEUPLANFORE BAYS REO'D. Ed AT 4" O.C. - BEAM OR DBL MIN 20 NAILS) TOP PL SEE PLAN JACK TRUSS W/E DR021 FLO77 1 Xx - -x% FD_xxx SCALE: 3/4 '= 1' -0" 1 O xx_x FRT_ 002 DRAG DETAIL SCALE: NO SCALE 2SCALE: NTS SCALE: NTS 14 SCALE: N-5 6 E.N. 2X SHAPED ELK' W/ 18d'S 0 4" O.C. TRUSS MFG. TO DESIGN GIRDER TRUSS TO RESIST E.N SHEAR LOAD INDICATED ON PLANS (MIN. 1500 LBS). PROVIDE LET -IN FOR BACKING FOR BLK'G JACK TRU 2% BLK'G 0 ALTERNATING TRUSS BAYS W/ (6) -16d'S TO GIRDER TRUSS BOTTOM CHORD. PROVIDE (3) -16d END NNLS PER EACH TRUSS JACK TO BLK'G RFTOO8 RFT -005 1 Jl xx__Xx rl^J\I1 r xx_ %x 1 1 Xx - -xX FRT -° °3 DUTCH GABLE CONNECTION 3SCALE: NTS SCALE: 3/4'= 1' -0' SCALE: NT-nn 7SCALE: 3/4" - 1' -0" SCALE: 3/4 "= APPROVED 4 FOR PERMIT ISSUANCE ' N - SCOTT FAZEKAS & ASSOCIATES, INC u III QPpFESS /oNO 'r C.10 FycBYDATEQ =PMtN These plans have been reviewed for adherence to the a $ applicable codes and ordinance. h rzaon Is m No. C065593 N m hereby anted to issue a buildingY99 Permit pending Exp.9 -30 -07 a approval by all applicable City agencies. N SsPNA 6OPPD rrgrTheIssuanceorgrantingofapermitbasedon lyl FOP\ P yQ P OG i approval of these plans shall not be construed to C ° NO.0065593' m permit or approve any violation of the applicable Q EBP.9.30.07 9 codes or ordinance. No permit presumed to give authority to Violate or cancel the provlaions of such codes shall be valid. mf V4>m'Q CI J i RFT35B DR -010 0 DR -048 SCALE: 3/4 " = 1' -0" SCALE: NO SCALE 16- SCALE: 3/4 "- 1' -0" 1 SCALE: NT FRT004 SCALE: NTS d N 0 JOL 0 UO O C Tcwoa0 y( U N Edo$ E mo N C o Cc 00LNc m m d E O UO C0O W fN LE 0a00. mmcro o 0 ny 03 O U 00 a oc0 T O O N C00Cn CC UUWvxLm UyM= O O CNt m 1- v N to U z Q z C) V X Z r4- LLJ Z3M - ZM W r) W (U I \0 O LLJ Q V ) H z LD < (y) O n ZUl- (nW V Q CD oi Z W CL I LDLDQQ 2: Z IL UZpCU W 0- n ON MW MU v U m 1- v N to U z Q z C) ABC INVESTMENTS 951) 273 -0922 Li CD M In o z W Z LD U W LLi Ho\ Z Q z Lj_ J o W U W 3 Q 00 d ABC INVESTMENTS 951) 273 -0922 P: \CURRENT \ABC INVESTMEN IS \1 U —SI I E 7777777 VICINITY MAP vm` n POST 4V! I DID~ HIDRANT 0 S 1 Tr= PLAN 0 0 o FROJEC,111 WILL 5E GONNEG IED T I 5GALE: 11= 10' -0" CONTRACTOR SHALL, PRIOR TO COMMENCEMENT OF WORK, FIELD VERIFY ALL EXI5TIN6 PROJECT CONDITIONS, INCLUDING DIMENSIONS AND UTILITY LOCATIONS AND UTILITY SIZES. FIELD INFORMATION OF DISCREPANCIES SHALL BE RECORDED ON A REPRODUCIBLE DOCUMENT AND IMMEDIATELY TRANSMITTED TO ARCHITECT FOR PROJECT RECORD, COORDINATION, AND NECESSARY RESOLUTION PRIOR TO GONTINUIN6 WITH WORK. CONTRACTOR SHALL VERIFY, AND BE ESPON5IBLE FOR, ALL WORK AND MATERIALS - INCLUDING THOSE FURNISHED BY SUBCONTRACTORS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED SIZES; DO NOT SCALE DRAWIN65 TO DETERMNE ANY LOCATIONS. THE ARCHITECT SHALL BE NOTIFIED OF ANY DISCREPANCIES, PRIOR TO CONTINUING WITH WORK. ALL DIMENSIONS ON PLANS ARE TO CENTER LINE OF WALLS / COLUMNS, AND FACE OF 5TUD (F.O.S.) OR FACE OF MASONRY (F.O.M), UNLESS NOTED OTHERWISE. 2. ALL WORK SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF ALL APPLICABLE BUILDING CODES, THE AMERICANS WITH DISABILITIES ACT, AS WELL AS ALL OTHER LOCAL GOVERNING CODES AND ORDINANCES. 3. ALL ELECTRICAL, MECHANICAL, AND PLUMBING WORK SHALL CONFORM TO THE REQUIREMENTS OF ALL L£6ALLY CONTITUTED AUTHORITIES HAVING JURISDICTION. 4. THE GENERAL BUILDING PERMITS SHALL BE PAID FOR BY THE OWNER AND SECURED BY THE 6ENERAL CONTRACTOR. ALL OTHER REQUIRED PERMITS SHALL BE SECURED AND PAID FOR BY THE CONTRACTOR OR 5U5GON7RAC7OR DIRECTLY RESPONSIBLE. UNIT A LIVING AREA 1600 SQ. FT. Ul PORCH 240 SQ. FT. LOT 14 UNIT B BLOCK LIVING AREA 750 SQ. FT. TRACT ffnn GARAGES 934 SQ. FT. Q MAP BOOK PAVEMENT AREA 2696 SQ. FT. w} wUl CITY LAKE ELSINORE Q COUNTY RIVERSIDE Q Z NET. SQ. FOOTAGE 9000 SQ. FT. Q STATE CA. GROSS SO. FOOTAGE 9000 SQ. FT. m N A.P.N. 374 - 061 -004 32 % LOT COVERAGE BU I Lid I NG SUMMARY VACANT LOT WR U6HT IRON FENCE 6' HEIGHT DECORATIVE RETURN WALL WOOD FENCE 6' HEIGTH PLACED INSIDE PROP. LINE TYP. 150.00 LFGAL DESCRIPTION NEW DRIVEWAY -32Q% COVERED BY PAVEMENT PARKING 100 SG f OPEN SPACE M d Cp I w Q IL W utQ O w Ey Ll W OUGHT IRON FENCE 6' HEIGHT 50.00 WOOD FENCE 6' HEIGTH DEGORATIME RETURN WALL PLACED INSIDE PROP. LINE TYP. VACANT LOT City Of Lake Elsinore TRUSS FABRICATION NOTES Planning Division Approval A. SHOP DRAWINGS AND STRUCTURAL CALCULATIONS SHALL BE PREPARED BY THE FABRICATOR SUBMITTED FOR APPROVAL TO THE ARCHITECT OR ENGINEER OF RECORD PRIOR TO BEING SUBMITTED FOR REVIEW Approved By TO TH E B V I LDI NG OFFICIAL. B. THE 5TRUCTURAL DESIGN OF THE TRUSSES SHALL INCLUDE ALL DEAD AND LIVE LOADS REQUIRED BY THE CALIFORNIA BUILDING CODE, INCLUDING FIRE SPRINKLER LOADS, HVAC EQUIPMENT LOADS AND ALL 1 CHORD AXIAL LOADS DUE TO SEISMIC FORCES. C. NOROOF5HEATH ING OR FRAMING INSPECTION SHALL BE PERFORMED UNTIL TH E APPROVED TRUSS volt-: 15 _' ^ l L APLANSAREONTHE)OB SITE AND AVAIBLE FOR INSPECTION.. WiV - U ALL REQUIRED CITY AND COUNTY LICENSES SHALL BE ACOUIRED AND PAID FOR BY THE INDIVIDUAL TRADES. ALL CONTRACTORS SHALL HAVE VALID CERTIFICATES OF WORKMAN'S COMPENSATION ON FILE WITH THE AFPROPIATE AGENCIES. S. CONTRACTOR SHALL ASSIST OWNER IN OBTAINING FINAL APPROVAL OF LOCAL HEALTH DEPARTMENT AND THE TEMPORARY AND FINAL CERTIFICATES OF OCCUPANCY. 6. CONTRACTOR SHALL PROVIDE BACKING FOR SUPPORT OF ALL WALL, CEILING, AND PARTITION MOUNTED ITEMS SUCH AS LIGHT FIXTURES, SHELVING, EQUIPMENT, AND TELEVISIONS. COORDINATE LOCATIONS AND REQUIREMENTS WITH THE PLUMBING, MECHANICAL, ELECTRICAL DRAWINGS. 7. IT SHALL BE THE RESPONSABIL17Y OF THE CONTRACTOR TO LOCATE ALL EXISTING UTILITIES, WETHER SHOWN HEREIN OR NOT, AND TO PROTECT THEM FROM DAMA6E. THE CONTRACTOR SHALL BEAR ALL EXPENSE FOR THE REPAIR OR REPLACEMENT OF UTILITIES AND ALL OTHER PROPERTY DAMAGED BY OPERATIONS IN CONJUNCTION WITH EXECUTION OF WORK. 5. CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION IN ACCORDANCE WITH ALL APPLICABLE BUILDING (ODES. CONTRACTOR SHALL PROVIDE REQUIRED PROTECTION INCLUDING, BUT NOT LIMITED TO, SHORING, BRACING, AND ALL OTHER SUPPORTS (INCLUDING INTEGRITY OF THE BUILDING. EN6INEERIN6 OF SYSTEMS) NECESSARY TO MAINTAIN OVERALL STRUCTURAL ALL DEMOLITION AND CUTTING SHALL BE PERFORMED IN A MANNER AND BY METHODS WHICH ENSURE AGAINST DAMAGE TO EXISTIN6 WORK. Covdifw3 -/-A appr -aw, 9. INTERIOR WALL AND CEILING FINISHES SHALL NOT EXCEED FLAME SPREAD CLASSIFICATIONS DICTATED BY ALL APPLICABLE BUILDING CODES. 10. GYPSUM BOARD AND SUSPENDED CEILING SYSTEMS SHALL CONFORM TO ALL LOCAL GOVERNIN6 BUILDING CODES AND ORDINANCES. 11. ALL GLASS AND 6LAZIN6 SHALL COMPLY WITH ALL APPLICABLE BUILDING N R DCODESASWELLASTHEU.S. CONSUMER PRODUCT SAFETY GOMMI510N SAFETY STANDARDS FOR ARCHITECTURAL GLAZING MATERIALS (47 FR, 13516 TITLE NO. 16, CHAPTER II, PART 1201). 12. PIPES, CONDUITS, OR DUCTS EXGEEDIN6 ONE THIRD OF THE SLAB OR MEMBER THICKNESS SHALL NOT BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY DETAILED, REFER TO MECHANICAL, ELECTRICAL, PLUMBING, AND STRUCTURAL DRAWINGS FOR LOCATION OF SLEEVES AND OTHER AGCESORIES. 15, CONTRACTOR SHALL REFER TO AND CONFORM WITH ALL FINDINGS AND RECOMENDATIONS SET FORTH IN THE 501LS REPORT. THE ARCHITECT ACCEPTS NO RESPONSABILITY FOR TH EAGGURACY OF THE FINDIN65 IN THE SOILS REPORT, NOR FOR THE FINAL RECOMMENDATIONS. NOTIFY THE SOILS ENGINEER FOR INSTRUCTIONS PRIOR TO CONTINUING WORK SHOULD ANY UNUSUAL CONDITIONS BECOME APPARENT DURING RAPING OR FOUNDATION CONSTRUCTION. 14. AUTOMATIC FIRE SPRINKLER SYSTEM DE516N AND INSTALLATION IS THE COMPLETE "DESIGN- BUILD" RESPONSABILITY OF CONTRACTOR. PRIOR TO INSTALLATION, SUBMIT TO THE ARGHITEGT FOR REVIEW, COMPLETE FIRE SPRINKLER SYSTEM DRAWINGS WITH APPROVALS BY ALL A&ENGIES 4 kb u BUILDING ZONE CONSTRUCTION TYPE BUILDING GARAGE OCCUPANCY BUILDING GARAGE NUMBER OF STORIES BUILDING GARAGE 100 self NOTES: CONSTRUCTION COVERAGE 32% AREA COVERED BY PAVEMENT 26% COVERED BY LANDSCAPE 42% PROJECT WILL BE CONNECTED TO SEWER NO CURB,GUTTER,STREET LIGTHS. THE CONTRACTOR SHALL 6E RESPONSIBLE FOR LOCATION OF SYSTEM HEADS, PLUMBING LINES, AND VALVES 50 AS NOT TO BE IN CONFLICT WITH OTHER SYSTEMS OR THE INTERIOR DECOR, AND STILL BE LOCATED AS 60VERNED BY FIRE SPRINKLER CODES AND SYSTEM ENOINEERIN6. DRAWINGS SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW OF THE CONTRACTOR'S COORDINATION OF SYSTEM WITH THE DESIGN INTENT OF THE PROJECT PRIOR TO INSTALLATION. 15. FIRE SPRINKLERS SHALL SE AUTOMATIC TO PROVIDE 100% COVERAGE AND SHALL COMPLY WITH THE RECOMENDATIONS OF THE NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) STANDARDS PAMPHLET NO. 13 LATEST EDITION) AND THE OWNER'S INSURANCE UNDERWRITER(5). 16. EXTERIOR OPENINGS SHALL COMPLY WITH ALL SECURITY REQUIREMENTS AS OUTLINED IN ALL LOCAL BUILDING CODES AND ORDINANCES. 11. ACCURATE AS -BUILT PRANINC75 SHALL BE GENERATED BY CONTRACTOR DURING CONSTRUCTION AND SUBMITTED TO OWNER UPON COMPLETION OF FINAL PUNCH LIST, BUT PRIOR TO REQUEST FOR FINAL PAYMENT. 10, ROOF OBSTRUCTIONS SUCH AS TELEVISIONS ANTENNA, SOLAR PANELS, AND GUY WIRES SHALL NOT BE LOCATED OR INSTALLED IN SUCH A KAY AS TO PREVENT FIRE DEPARTMENT ACCE5 OR EGRESS IN THE EVENT OF A FIRE. 0 0 H_ zVAGANT LOT 0 U0- LL aN oo? Q Q w x W Lu WLL a K WATER B.SEWER EVMWD51315 CHANEY STREET 951) 5'74 -3145 ELSINORE WATER DISTRICT 16899 LAKESHORE DRIVE LAKE ELSINORE, GA. 92550 95U 674 -2108 UTILITY COMPANIES VERIZON 500) 453 -4000 THE 6A5 COMPANY 500) 427 -2200 5CE500) 655 -4555 TELEVISION CABLE GOMGA5T CABLE 556 BIRCH STREET LAKE ELSINORE, CA. 92530 555) 255 -5759 HIGH DENSITY V —NR V —NR R -3 U -1 2 1 BUILDING CODE 1997 UNIFORM BUILDING CODE 2000 UNIFORM MECHANICAL CODE 2000 UNIFORM PLUMBING CODE 2001 CALIFORNIA BUILDING CODE 2001 CALIFORNIA MECHANICAL CODE 2001 CALIFORNIA PLUMBING CODE 2002 NATIONAL ELECTRICAL CODE 2004 CALIFORNIA ELECTRICAL CODE 2005 T -24 ENERGY REG. BU I Ln I NG ANALYS I S SHEET I NVEX FROFOSED RESIDNGE T'rfE GRAFST1 -IAN TITLE SHEET SITE FLAN 2 FLOOR FLAN UNIT A 5 FLOOR FLAN UNIT E3 5 -1 FOUNDATION UNIT A/5 S25 FRAM I NO UNIT A/5 S55 ROOF SEG TION UNIT A/5 4 ELEVATIONS UNIT A/5 5 ELEVATIONS UNIT A/5 6 ELEC,TRI SAL UNIT A,E3 FD -1 FOUNDATION DETAILS SD-1 FfRW,1IN0 DETAILS SD_2 FRAM NO DETAILS 1 LANDS AFE FL iNY E'! U I LI D iN 2'f d-' AL AGUIRRE & ASSOCIATES INC. 2222 KANSAS AVE. SUITE D RIVERSIDE, CA 92507 TEL. (951) 684 -4222 FAX: (951) 684 -4333 e T 1 PLAN AND ANY ACCOMPANYING DOCUMENT ARE THE WORK PRODUCT AND THE PROPERTY OF AGUIRRE ASSOC. (HERE IN AFTER CALLED "THE COMPANY') AND MAY NOT BE USED, COPIED, OR REPRODUCED WITHOUT THE WRITTEN PERMISSION OF THE COMPANY. THESE PLANS AND ANY ACCOMPANYING DOCUMENTS OR PROPOSALS SHALL BE PAID FOR AS A WORK PRODUCT FOR A FRICE AGREED UPON. DELIVERY OF THI5 PLAN AND ANY ACCOMPANYING DOCUMENTS TO THE OWNER OR HIS CONTRACTOR IS CONDITIONED UPON THE ABOVE UNDERSTANDING AND ANY VIOLATION OF THIS CONDITION MAY BE ENJOINED ON /OR REDRESSED IN DAMASE5 IN ANY COURT HAVING JURISDICTION OF THE SUBJECT MATTER. DIMENSIONS, MEASUREMENTS, AND LOCATION OF PRESENT OR PURPOSE PLUMBING, ELECTRICAL, AND OTHER FACILITIES ARE ALL REPRESENTED ON THE DA51S OF THE 555T INFORMATION AVAILABLE AND ARE SUBJECT TO VERIFICATION. PROPOSED OUTLETS AND FACILITIES MAY BE SUBJECT TO CHANGES IN PLANS, OR WORK TO BE DONE, BEYOND COMPANY CONTROL. THE COMPANY MAKES NO REPRESENTATION AS TO THE ADEQUACY OF SUCH OTHER FACILITIES OR THEIR COMPLIANCE WITH APPLICABLE CODES AND ORDINANCES. / J NV u-llj Z O ZW J J Ov© Vpo OQrv" v a 100 self NOTES: CONSTRUCTION COVERAGE 32% AREA COVERED BY PAVEMENT 26% COVERED BY LANDSCAPE 42% PROJECT WILL BE CONNECTED TO SEWER NO CURB,GUTTER,STREET LIGTHS. THE CONTRACTOR SHALL 6E RESPONSIBLE FOR LOCATION OF SYSTEM HEADS, PLUMBING LINES, AND VALVES 50 AS NOT TO BE IN CONFLICT WITH OTHER SYSTEMS OR THE INTERIOR DECOR, AND STILL BE LOCATED AS 60VERNED BY FIRE SPRINKLER CODES AND SYSTEM ENOINEERIN6. DRAWINGS SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW OF THE CONTRACTOR'S COORDINATION OF SYSTEM WITH THE DESIGN INTENT OF THE PROJECT PRIOR TO INSTALLATION. 15. FIRE SPRINKLERS SHALL SE AUTOMATIC TO PROVIDE 100% COVERAGE AND SHALL COMPLY WITH THE RECOMENDATIONS OF THE NATIONAL FIRE PROTECTION ASSOCIATION (NFPA) STANDARDS PAMPHLET NO. 13 LATEST EDITION) AND THE OWNER'S INSURANCE UNDERWRITER(5). 16. EXTERIOR OPENINGS SHALL COMPLY WITH ALL SECURITY REQUIREMENTS AS OUTLINED IN ALL LOCAL BUILDING CODES AND ORDINANCES. 11. ACCURATE AS -BUILT PRANINC75 SHALL BE GENERATED BY CONTRACTOR DURING CONSTRUCTION AND SUBMITTED TO OWNER UPON COMPLETION OF FINAL PUNCH LIST, BUT PRIOR TO REQUEST FOR FINAL PAYMENT. 10, ROOF OBSTRUCTIONS SUCH AS TELEVISIONS ANTENNA, SOLAR PANELS, AND GUY WIRES SHALL NOT BE LOCATED OR INSTALLED IN SUCH A KAY AS TO PREVENT FIRE DEPARTMENT ACCE5 OR EGRESS IN THE EVENT OF A FIRE. 0 0 H_ zVAGANT LOT 0 U0- LL aN oo? Q Q w x W Lu WLL a K WATER B.SEWER EVMWD51315 CHANEY STREET 951) 5'74 -3145 ELSINORE WATER DISTRICT 16899 LAKESHORE DRIVE LAKE ELSINORE, GA. 92550 95U 674 -2108 UTILITY COMPANIES VERIZON 500) 453 -4000 THE 6A5 COMPANY 500) 427 -2200 5CE500) 655 -4555 TELEVISION CABLE GOMGA5T CABLE 556 BIRCH STREET LAKE ELSINORE, CA. 92530 555) 255 -5759 HIGH DENSITY V —NR V —NR R -3 U -1 2 1 BUILDING CODE 1997 UNIFORM BUILDING CODE 2000 UNIFORM MECHANICAL CODE 2000 UNIFORM PLUMBING CODE 2001 CALIFORNIA BUILDING CODE 2001 CALIFORNIA MECHANICAL CODE 2001 CALIFORNIA PLUMBING CODE 2002 NATIONAL ELECTRICAL CODE 2004 CALIFORNIA ELECTRICAL CODE 2005 T -24 ENERGY REG. BU I Ln I NG ANALYS I S SHEET I NVEX FROFOSED RESIDNGE T'rfE GRAFST1 -IAN TITLE SHEET SITE FLAN 2 FLOOR FLAN UNIT A 5 FLOOR FLAN UNIT E3 5 -1 FOUNDATION UNIT A/5 S25 FRAM I NO UNIT A/5 S55 ROOF SEG TION UNIT A/5 4 ELEVATIONS UNIT A/5 5 ELEVATIONS UNIT A/5 6 ELEC,TRI SAL UNIT A,E3 FD -1 FOUNDATION DETAILS SD-1 FfRW,1IN0 DETAILS SD_2 FRAM NO DETAILS 1 LANDS AFE FL iNY E'! U I LI D iN 2'f d-' AL AGUIRRE & ASSOCIATES INC. 2222 KANSAS AVE. SUITE D RIVERSIDE, CA 92507 TEL. (951) 684 -4222 FAX: (951) 684 -4333 e T 1 PLAN AND ANY ACCOMPANYING DOCUMENT ARE THE WORK PRODUCT AND THE PROPERTY OF AGUIRRE ASSOC. (HERE IN AFTER CALLED "THE COMPANY') AND MAY NOT BE USED, COPIED, OR REPRODUCED WITHOUT THE WRITTEN PERMISSION OF THE COMPANY. THESE PLANS AND ANY ACCOMPANYING DOCUMENTS OR PROPOSALS SHALL BE PAID FOR AS A WORK PRODUCT FOR A FRICE AGREED UPON. DELIVERY OF THI5 PLAN AND ANY ACCOMPANYING DOCUMENTS TO THE OWNER OR HIS CONTRACTOR IS CONDITIONED UPON THE ABOVE UNDERSTANDING AND ANY VIOLATION OF THIS CONDITION MAY BE ENJOINED ON /OR REDRESSED IN DAMASE5 IN ANY COURT HAVING JURISDICTION OF THE SUBJECT MATTER. DIMENSIONS, MEASUREMENTS, AND LOCATION OF PRESENT OR PURPOSE PLUMBING, ELECTRICAL, AND OTHER FACILITIES ARE ALL REPRESENTED ON THE DA51S OF THE 555T INFORMATION AVAILABLE AND ARE SUBJECT TO VERIFICATION. PROPOSED OUTLETS AND FACILITIES MAY BE SUBJECT TO CHANGES IN PLANS, OR WORK TO BE DONE, BEYOND COMPANY CONTROL. THE COMPANY MAKES NO REPRESENTATION AS TO THE ADEQUACY OF SUCH OTHER FACILITIES OR THEIR COMPLIANCE WITH APPLICABLE CODES AND ORDINANCES. / J NV u-llj Z O ZW J J Ov© Vpo OQrv" v Ul CV r ffnn fV V 1 Q w} wUl Q Q Z w Q Lu m N 0 DRAWN ROBBRTO O. CHECKED AL AOIJIMM DATE 11 -20-06 SCALE 1' • 10' -0' JOB N0. SHEET 1 CITY OF LAKE ELSINORE CONDITIONS OF APPROVAL PROJECT NAME: MINOR DESIGN REVIEW OF A SINGLE - FAMILY RESIDENCE LOCATED AT 412 LANGSTAFF STREET (APN: 374 - 061 -005) GENERAL CONDITIONS 1. The applicant shall defend (with counsel acceptable to the City), indemnify, and hold harmless the City, its Official, Officers, Employees, and Agents from any claim, action, or proceeding against the City, its Official, Officers, Employees, or Agents to attach, set aside, void, or annul an approval of the City, its advisory agencies, appeal boards, or legislative body concerning the commercial project, which action is bought within the time period provided for in California Government Code Sections 65009 and /or 66499.37, and Public Resources Code Section 21167. The City will promptly notify the Applicant of any such claim, action, or proceeding against the City and will cooperate fully with the defense. If the City fails to promptly notify the Applicant of any such claim, or proceeding, the Applicant shall not, thereafter, be responsible to defend, indemnify, or hold harmless the City. 2. The decision of the Planning Commission shall be final ten (10) days from the date of the decision, unless an appeal has been filed with the City Clerk's Office pursuant to the provisions of Chapter 17.80 of the Lake Elsinore Municipal Code. 3. If the project proposes an outdoor storage tank, the applicant shall locate the unit within the side or rear yards. If location must be within the front yard, the applicant shall provide a method of screening subject to the review and approval of the Director of Community Development or his designee. 4. Minor Design Review approval of a single- family dwelling unit with a second unit located directly above the attached garages located at 412 Langstaff Street APN: 374- 061 -005) will lapse and become void one (1) year of the approval date unless a building permit is issued and construction commenced and the project is diligently being pursued toward completion. 5. All Conditions of Approval shall be reproduced upon page one of building plans submitted to the Building and Safety Division for Plan Check. 6. Prior to issuance of any grading or building permits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. 7. All materials and colors depicted on the plans and materials board shall be used unless modified by the Applicant and approved by the Community Development Director or designee. 8. All site improvements shall be constructed as indicated on the approved site plan and elevations, with revisions as noted herein. The applicant shall meet all required setbacks, and development standards pursuant to the High Density HD) zoning district of the Historic Elsinore Overlay District and Historic Elsinore Architectural Design Standards. Any revisions to the Minor Design Review attached hereto shall be processed in a similar manner as the original Minor Design Review. All plans submitted for Building Division plan check shall conform to the submitted plans as modified by the Conditions of Approval. 9. All windows shall use foam surrounds and/or other architectural -type features approved by the Community Development Director or designee. 10.AII necessary exterior/ancillary equipment shall be effectively screened from public view. All proposed screening methods shall be reviewed and approved the Community Developer Director or designee. I I .All roofing materials shall have a minimum Class "A" Fire rating, and so noted on the construction plans, prior to the issuance of a building permit. 12.The Applicant is to meet all applicable City Codes and Ordinances. 13.A cash bond of $1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. 14.The Applicant shall comply with the City's Noise Ordinance. Construction activity shall be limited to the hours of 7:00 AM to 5:00 PM, Monday through Friday, and no construction activity shall occur on Saturdays, Sundays or legal holidays. 15.The Applicant shall comply with all requirements of the City's Grading Ordinance. Construction generated dust and erosion shall be mitigated in accordance with the provisions of Municipal Code, Chapter 15.72 and using accepted control techniques. Interim erosion control measures shall be provided thirty (30) days after the site's rough grading, as approved by the City Engineer. 16.Any exterior air conditioning or other mechanical equipment shall be ground mounted and screened so that they are not visible from neighboring property or public streets. Air conditioning units and related equipment may not encroach more than two -feet (2') into the required minimum side yard setback. 17.Garages shall be constructed to provide a minimum interior clear space of twenty feet (20') x twenty feet (20') for two (2) cars and so noted on the plans. 18.The Applicant shall provide shrubs and plant materials as shown on the landscape plan. Any changes to this plan shall be subject to the approval of the Community Development Director or designee. The landscape plan improvements and plantings shall be fully installed prior to issuance of a Certificate of Occupancy. 19.Planting within fifteen feet (15') of ingress /egress points shall be no higher than 36 inches. 20.Driveways shall be constructed of concrete per Building and Safety Division standards. 2 LAI1 walls or fences located in any front yard shall not exceed thirty -six inches 36 ") in height with the exception that wrought -iron fences may be five feet (5') in height. Chain link fences shall be prohibited. Planning Commission Approved February 6,2007 22.The applicant shall be required to remove and replace any fencing that is in poor condition. It will be the responsibility of the applicant to contact the effected neighboring property owners. If the existing fencing is in good condition, this requirement may be waived per the approval of the Community Development Director or Designee. 23.The applicant shall provide a flat concrete pad a minimum of 3'- 0" by 7'- 0" adjacent to the dwelling unit. The storage pad for trash barrels shall be concealed from public view. 24.The applicant shall submit a check in the amount of $64.00 made payable to the County of Riverside for a Notice of Exemption. The check shall be submitted to the Planning Division for processing within 48 hours of the projects approval. 25.The applicant shall place a weatherproof 3' x 3' sign at the entrance to the project site identifying the approved days and hours of construction activity and a statement that complaints regarding the operation can be lodged with the City of Lake Elsinore Code Enforcement Division (951) 674 -3124. 26.The proposed second unit shall comply with all requirements and provisions of Chapter 17.17 (Second Units) of the Lake Elsinore Municipal Code. PRIOR TO THE ISSUANCE OF BUILDING PERMITS 27.All walls and/or fencing need to be located off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a buildin g permit. 28.The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. 29.The applicant shall pay park -in -lieu fees in effect at the time prior to issuance of building permits. 30.The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. 31.Prior to the issuance of any building permit for the Project, the Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(6)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in -lieu fee at the rate of $2.00 per square -foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square - footage within the perimeter of a structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square- footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. 32.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. 33.Prior to the issuance of a building permit, the applicant shall revise the construction plans to reflect that the proposed second unit does not exceed 800 - square -feet. 34.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty -four inch (24 ") box in size, prior to the issuance of a building permit. PRIOR TO THE ISSUANCE OF CERTIFICATE OF OCCUPANCY 35.The Applicant shall plant twenty -four inch (24 ") box street trees along all street frontages selected from the City Street Tree List, a maximum of thirty feet (30') apart. Planting is subject to the approval of the Community Development Director or designee prior to issuance of a Certificate of Occupancy. 36.The applicant shall provide an irrigation system for landscaped areas onsite as shown on the landscape plans. The irrigation system shall be fully installed and operational prior to the issuance of a Certificate of Occupancy. 37.The Applicant shall provide a rain censor. The rain censor shall be installed prior to the issuance of a Certificate of Occupancy. 38.AI1 exposed slopes in excess of three feet (3') in height shall have permanent irrigation system and erosion control vegetation installed, as approved by the City's Landscape Architect. A Planting and Irrigation Plan shall be submitted, approved and planted prior to the issuance of a Certificate of Occupancy. Fees are required for review of plans and inspections. 39.The building address shall be a minimum of four inches (4 ") high and shall be easily visible from the public right -of -way. Care shall be taken to select colors and materials that contrast with building walls or trim. Installation of building address shall be done prior to the issuance of a certificate of occupancy. 40.The applicant shall meet all Conditions of Approval prior to the issuance of a Certificate of Occupancy and release of utilities. 41.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the Property. The written covenant shall require that at all times either the single - family unit or the second unit be owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto transferred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. Planning Commission Approved February 6, 2007 ENGINEERING DIVISION GENERAL 42.All Public Works requirements shall be complied with as a condition of development as specified in the Lake Elsinore Municipal Code (LEMC) prior to building permit. 43.The applicant shall submit a "Will Serve" letter to the City Engineering Division from the applicable water agency stating that water and sewer arrangements have been made for this project and specify the technical data for the water service at the location, such as water pressure and volume etc. Submit this letter prior to applying for a building permit. 44.Arrangements for relocation of utility company facilities (power poles, vaults, etc.) out of the roadway or alley shall be the responsibility of the property owner or his agent. 45.The applicant shall provide fire protection access and facilities as required in writing by Riverside County Fire. 46.In accordance with the City's Franchise Agreement for waste disposal & recycling, the applicant shall be required to contract with CR &R Inc. for removal and disposal of all waste material, debris, vegetation and other rubbish generated during cleaning, demolition, clear and grubbing or all other phases of construction. 47.AI1 grading and street improvement plans submitted to engineering shall be drawn on 24" x 36" Mylar and be set into City's specific border and title block and include city specific general notes for grading or street improvements respectively. Digital files for the border and the notes are available by request to "agutierrez @lake- elsinore.org ". STREET IMPROVEMENTS 48.The applicant shall construct all public works improvements from property line to one foot beyond centerline of Langstaff Street (the minimum pavement section shall be 3" Asphalt Concrete over 5" Aggregate Base ) and pavement transitions (2.5" AC over compacted native base) per approved street plans LEMC Title 12). All plans shall be approved and signed by the City Engineer prior to issuance of building permit (LEMC 16.34). 49.A California Registered Civil Engineer shall prepare street and alley improvement plans and specifications. All improvements shall be designed and constructed to Riverside County Road Department Standards, latest edition, and City Codes (LEMC 12.04 and 16.34). All street improvement plans shall show existing and future profiles at centerline of street, at top of curb and at centerline of the alley. The profiles and contours shall extend to 50' beyond the property limits on Langstaff Street centerline. 50.If the existing street improvements are to be modified, the existing street plans on file shall be modified accordingly and approved by the City Engineer prior to issuance of building permit. An encroachment permit will be required to do the work. 51.All work done under an encroachment permit for off -site improvements of utility lines shall be delineated on the street improvement plans and approved and signed by the City Engineer prior to issuance of building permits. 52.The applicant shall pay all fees and meet requirements of an encroachment permit issued by the Engineering Division for construction of off -site public works improvements (LEMC12.08, Res.83 -78). All fees and requirements for an encroachment permit shall be fulfilled before Certificate of Occupancy. GRADING 53.The developer shall obtain all necessary off -site easements for off -site grading from the adjacent property owners prior to issuance of grading permit approval. 54.The applicant shall apply and obtain a grading permit with appropriate security prior to any grading activity. 55.A grading plan stamped/signed by a California Registered Civil Engineer is required if the sum of the cut and fill in grading exceeds 50 cubic yards and the existing drainage flow pattern is substantially modified as determined by the City Engineer. The grading plan shall show volumes of cut and fill, adequate contours and/or spot elevations of the existing ground as surveyed by a licensed surveyor or civil engineer. All contours shall extend to minimum of 15 feet beyond property lines to indicate existing drainage pattern. The applicant shall apply and obtain a grading permit with appropriate security prior to grading permit issuance. 56.This property is within the Lake Elsinore specific boundary and therefore no import of soil is allowed at elevations below 1264.00. 57.The applicant shall provide soils; geology and seismic report, as part of this report address the requirement of the Alquist - Priolo Earthquake Fault Zoning Act. The applicant shall provide final soils report showing compliance with recommendations. 58. The applicant shall provide erosion control measures as part of their grading plan. The applicant shall contribute to protection of storm water quality and meet the goals of the BMP in Supplement "A" in the Riverside County NPDES Drainage Area Management Plan. 59.All grading shall be done under the supervision of a geotechnical engineer and he shall certify all slopes steeper than 2 to 1 for stability and proper erosion control. DRAINAGE 60.AII on -site drainage shall be conveyed to a public facility, accepted by adjacent property owners by a notarized letter of drainage acceptance, or conveyed to a drainage easement. 61.AI1 natural drainage traversing the site shall be conveyed through the site, or shall be collected and conveyed by a method approved by the City Engineer. 62.All roof drains shall not be allowed to outlet directly through coring in the street curb. Roofs shall drain to a landscaped area. All driveways shall be sloped to drain into landscaping prior to entering street facilities 63.The applicant is to submit Hydrology and Hydraulic Reports for review and approval by City Engineer prior to issuance of grading permits. The developer Planning Commission Approved February 6. 2007 shall mitigate any flooding and/or erosion downstream caused by development of the site and/or diversion of drainage. FLOODING 64.Part of this lot is within the 100 year flood plane, the minimum finished grade elevation of the house floor shall be 1267' above sea level. FEES 65.The applicant is to pay all Capital Improvement and Plan Check fees (LEMC 16.34). The current traffic mitigation fee is $1,369.00; the current drainage fee is $359.00 (Nichols Street SE. Dist.) and the current TUMF amount is 9,693.00. The amount of fees shall be adjusted according to the fee schedule current at the time of payment. 66.The applicant is to provide in -lieu payments for future off -site public improvements prior to building permit. (Res. 86 -35) In -lieu payment shall be calculated by developers' engineer or architect and submitted for city engineers approval. The estimate shall be based on current cost of street improvements from property line to centerline of the street within the property limits, plus a 15% added cost for engineering and construction administration. STORMWATER/ CLEANWATER PROTECTION PROGRAM 67.The City of Lake Elsinore has adopted ordinances for storm water management and discharge control. In accordance with state and federal law, these local storm water ordinances rophibitthedischargeofwasteintostormdrainsystem or local surface waters. This includes non -storm water discharges containing oil, grease, detergents, trash, or other waste remains. Brochures of "Storm water Pollution What You Should Kno w describing preventing measures are available at City Hall. PLEASE NOTE: The discharge of pollutants into street, gutters, storm drain system, or waterways - without Regional Water Quality Control Board permit or waver- is strictly prohibited by local ordinances and state and federal law. ELSINORE VALLEY MUNICIPAL WATER DISTRICT 68.Water and sewer is available to the project. The applicant shall request a 'will serve' letter for the service of water and sewer. COMMUNITY SERVICES DEPARTMENT 69.The applicant/developer is to pay park fees $1,600 per unit (1 unit @ $1,600 each = $1,600). 70.The applicant/developer is to comply with all NPDES storm water requirements. 71.The applicant/developer is to participate in the City -wide LLMD. 72.The developer /applicant is to comply with all City ordinances regarding construction debris removal and recycling as per Section 8.32 of the Lake Elsinore Municipal Code. 73.The developer /applicant is to meet City, curb, gutter, and sidewalk requirements. 74.The City's Landscape Architect is to review all landscape and /or irrigation plans. Planning Commission Approved February 6, 2007 A V f n N V I ffOnVI Q w r M1 } lu %D ct) V j Ck z w z Y N Ck N } Ca N V DRAWN CHECKED AL A41,01MM DATE 0"1.09 SCALE I/4' • I' -0' JOB NO. SHEET a s S 8 N0o' 0 o03 u p a CITY OF LAKE EL51NORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR n 412 LANGSTAFF ST. PAGE10F3 The Community Development Department has reviewed the construction drawings associated with the above referenced project and provides the following comments. THESE ISSUES MUST BE ADDRESSED PRIOR TO THE ISSUANCE OF BUILDING PERMITS 1. All Conditions of Approval shall be reproduced upon page one of building plans submitted to the Building and Safety Division for Plan Check. (Please revise accordingly). 2. Prior to issuance of any grading or building permits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. (This was submitted and signed by a Mr. Steve Beyler. However, Mr. Beyler is not listed as the applicant or property or owner within the project file. The applicant or property owner needs to sign or Mr. Beyler needs to provide written documentation that he empowered to sign or is the current property owner). 3. All roofing material shall have a minimum Class "A" fire rating, and so noted on the construction plans, prior to the issuance of a building permit. (Please revise accordingly). 4. A cash bond of $1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. (Please address this item Ifyou will be utilizing a construction trailer. Ifyou will not be using a construction trailer, please disregard this condition). 5. All walls and/or fencing need to be located off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a building permit. (Please address accordingly). CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR 0, 412 LANGSTAFF ST. PAGE 2OF3 6. The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. Please provide assurances to the Planning Division that this condition has been met). 7. The applicant shall pay park -in -Lieu fees in effect at the time prior to issuance of building permits. (Please provide assurances to the Planning Division that this condition has been met). 8. The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. (Please provide assurances to the Planning Division that this condition has been met). 9. Prior to the issuance of any building permit for the Project, Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in lieu fee at the rate of $2.00 per square foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. (Please provide assurances to the Planning Division) IO.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. (Please provide assurance to the Planning Division that this has been met). II.Prior to the issuance of a building permit, the applicant shall revise the CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR Q 412 LANGSTAFF ST, PAGE 3 OF 3 construction plans to reflect that the proposed second unit does not exceed 800 square -feet. (Please revise accordingly). 12-The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty-four inch (24 ") box in size, prior to the issuance of a building permit. (Please address this condition as well as providing a landscape plan that was approved by the Planning Commission). 13.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit be owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto transferred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. (Please be advised that the above condition will be required at Occupancy). 14.For the proposed project located at 412 Langstaff Avenue, the Planning Commission approved a "Bungalow" style architecture and not a "Craftsman" style architecture. (Please revise the proposed project to match what was approved the Planning Commission). 15.Please attach the Planning Commission approved pre - liminary grading and drainage plan. If you have any questions or comments please do not hesitate to contact me at (951) 674 -3124 ext. 295 or email at icad on ri lake- el.inorc orp. Respec s Carlson Associate Planner PVFr.hc P WmRUr SrI E 41L 4121 rt s, ..d,x I V t V/ A Al W y A z wAzLcn Q n w CA } al C1 oC DRAWN CHECKED AL AWIMM DATE 00-DI -03 SCALE JOB o. SHEET F S5 m Fb S 000o' o03 M W F uiP 5 A in lwm O m O m TP I3' -8" 5' -5" 20' -11 it 4' -0" '-4 "y 4' -1" 5' -10" 10' -6" L 4' -'i" ALSL 2036 ALSL ALSI I nR 26 F.4M /L Y VAULTED Ap off+ P TUB /sHOwER NOOK ONE PZ. FIBER. M. BEDROOM VAULTED VAULTED PANT. 2 K /TGHEN a 24 "TOFRONTI 268 z0. NQ RANGE2 TUB /SHOWER LAV A Ir //tJLJ1-A /r/ ADS /AA !•A ADA /TI /n OF - IOOIO GA AGE DOOR 51-611 4' -4" 1_ 2' -6" F F I R57 FLOOR PLAN UNIT 115" FLOOR FLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE 5FI. OUT 51DE RECEPTACLES SHALL BE WEATHER PROOF. 6. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFIGIENGY OF NOT LE55 THAN 40 LUMENS PER WATT 7. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. q. PROVIDE 30 "X 22" ATTIC ACCESS IO.FAN5 SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT TH15 LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARIN6 WALL5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 4.PROVIDE APPROVED BAGKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E BIBS. 15.6LAZIN6 IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACORDANCE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24 -INCH ARC, OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. I6. "ATTIC VENTILATION OPENIN65 SHALL BE COVERED WITH CORRO51ON- RE515TANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSION." SECTION 1505.3. 17. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRG) AND SHOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYS7EM5 MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEAD5 2.5 GALLONS PER MINUTE FAUCETS: 2.2 GALLON5 PER MINUTE (SINKS AND LAVS) of % - 2 -GAR GARAGE II I -CAR GARAGE 'B" GARAV b' -O" GL6. S' -O" GL6. Em 2 LAYERS 5/8" TYP X 2 LAYERS 5/8" TYP X (IHR) GYP BRD TO ROOF IHR) GYP BRD TO ROOF SHEATHING BETWEEN SHEATHING BETWEEN GARAGE i LIVING AREA GARAGE 8 LIVING AREA 160 ?O Goo I l0' -4" NOTE: NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING B. AB5 PIPE FOR DRAINAGE, WASTE AND VENT PIPING I'. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING 5EWER AND BUILDING DRAIN. 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERM05TATIG MIXING VALVE TYPE. za e VENT TO G of OUTSIDE AIR 2'2 "XI66A SEISMIC STRAP ? Q Q aN FIN. FLR. BASE PLATFORM SHALL BE E 0 LE ANCHORED WRA D WATER HEATER T 6 P VALVE SHALL TERMINATE AT THE EM. OF BUILDING. PROVIDE ONE STRAP AT I/3 TOP OF TANK ONE STEP AT 1/3 OF BOTTOM TANK, 1/2" DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT. WATER HEATER STRAP DETAIL 6'I GALLON WATER HEATER I HR. RATING .67 MIN. PER UBG TABLE 5.1 NOTE ON THE BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REQUIREMENTS AS LISTED ON THE MANDATORY MEASURES CHECKLIST ". I I 2X6 GAP I 2X2 VERTI 4X4 POST RIM J015T; I N I m N N N 2X6 GAP 2X2 VERTI 4X4 P05T RIM JOIST'. BOLTS E WASHERS AT EACH POST L'] 0 5' -O" 4' -5" PANTRY GL6. 40BO ALSL 2Q!20 AL ' L REF. o G 0it SINK KITCHEN g I 15' -0" CJ-6. I fl 5'-0" CI-6. I N;,OLNW TUB/ RANGE I 8' -O" CI-6. O IHODABO 2 SHWA. I I 2 DIN 2 b I LIVING RM. 5' -0" GL6. 151-111, 151, BEDRM. 2 8' -O" GL6. SECOND FLOOR PLAN UN17 11511 TAE3LE 5- I BEDRM. I S' -O" GL6. 8' -1I" NUMBER OF BATHROOMS O 3 TO 3.5 NUMBER OF BEDROOMS I 2 5 V 3 4 VIA. X 56" HIGH STEEL PIPE 3 4 MBEDDED INTO G ONG. ON A 6 FIRST HOUR RATING GALLONS SO. X 46" DP. GONG. PADKHAM 54 54 54 1 67 67 G AND COOLING EQUIPMENT IN A 67 1 80 E AND WHICH GENERATES A GLOW, 80 OR FLAME SHALL BE INSTALLED 4" 0 VENT D T. NV i ST 18" ABOVE THE FLOOR LEVEL. BAGKDRAFT w DAMPERS E A WATER HEATER BLANKET. F 15 BELOW 0.58 AN R -12 EXTERNAL BLANKET IS REOUIRED P 4 T 0 RELIEF VALVE TO TERMINATE OUTSIDE OF D GARAGE I -OAR GARAGE GARAGE "A" GL6. N 2 LAYERS 5/8" TYP X N IHR) GYP BRD TO ROOF N SHEATHING BETWEEN LLl GARAGE 8 LIVING AREA OF - IOOIO GA AGE DOOR 51-611 4' -4" 1_ 2' -6" F F I R57 FLOOR PLAN UNIT 115" FLOOR FLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE 5FI. OUT 51DE RECEPTACLES SHALL BE WEATHER PROOF. 6. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFIGIENGY OF NOT LE55 THAN 40 LUMENS PER WATT 7. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. q. PROVIDE 30 "X 22" ATTIC ACCESS IO.FAN5 SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT TH15 LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARIN6 WALL5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 4.PROVIDE APPROVED BAGKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E BIBS. 15.6LAZIN6 IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACORDANCE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN A 24 -INCH ARC, OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. I6. "ATTIC VENTILATION OPENIN65 SHALL BE COVERED WITH CORRO51ON- RE515TANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSION." SECTION 1505.3. 17. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRG) AND SHOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM SYS7EM5 MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEAD5 2.5 GALLONS PER MINUTE FAUCETS: 2.2 GALLON5 PER MINUTE (SINKS AND LAVS) of % - 2 -GAR GARAGE II I -CAR GARAGE 'B" GARAV b' -O" GL6. S' -O" GL6. Em 2 LAYERS 5/8" TYP X 2 LAYERS 5/8" TYP X (IHR) GYP BRD TO ROOF IHR) GYP BRD TO ROOF SHEATHING BETWEEN SHEATHING BETWEEN GARAGE i LIVING AREA GARAGE 8 LIVING AREA 160 ?O Goo I l0' -4" NOTE: NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING B. AB5 PIPE FOR DRAINAGE, WASTE AND VENT PIPING I'. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING 5EWER AND BUILDING DRAIN. 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERM05TATIG MIXING VALVE TYPE. za e VENT TO G of OUTSIDE AIR 2'2 "XI66A SEISMIC STRAP ? Q Q aN FIN. FLR. BASE PLATFORM SHALL BE E 0 LE ANCHORED WRA D WATER HEATER T 6 P VALVE SHALL TERMINATE AT THE EM. OF BUILDING. PROVIDE ONE STRAP AT I/3 TOP OF TANK ONE STEP AT 1/3 OF BOTTOM TANK, 1/2" DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT. WATER HEATER STRAP DETAIL 6'I GALLON WATER HEATER I HR. RATING .67 MIN. PER UBG TABLE 5.1 NOTE ON THE BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REQUIREMENTS AS LISTED ON THE MANDATORY MEASURES CHECKLIST ". I I 2X6 GAP I 2X2 VERTI 4X4 POST RIM J015T; I N I m N N N 2X6 GAP 2X2 VERTI 4X4 P05T RIM JOIST'. BOLTS E WASHERS AT EACH POST L'] 0 5' -O" 4' -5" PANTRY GL6. 40BO ALSL 2Q!20 AL ' L REF. o G 0it SINK KITCHEN g I 15' -0" CJ-6. I fl 5'-0" CI-6. I N;,OLNW TUB/ RANGE I 8' -O" CI-6. O IHODABO 2 SHWA. I I 2 DIN 2 b I LIVING RM. 5' -0" GL6. 151-111, 151, BEDRM. 2 8' -O" GL6. SECOND FLOOR PLAN UN17 11511 TAE3LE 5- I BEDRM. I S' -O" GL6. 8' -1I" NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 3 TO 3.5 NUMBER OF BEDROOMS 1 2 5 2 3 4 5 3 4 5 6 FIRST HOUR RATING GALLONS 42 54 54 54 1 67 67 80 67 1 80 80 80 GEILIN6 4x4 r} A m m Z Q x d) Z i 2x12 TREADS (TRET'D) PLY. TREADS 6 RISERS 2X6 DEGKIN6 FLOOR DECK JOISTS GUARDRAIL DETAILS WOOD RAILING L 4x4 P05T Sm z_ AX. 8" RISE MIN. 9" RUN 5/8" T6C PLY WD. 2x8 F.J. 0 16" O.G. 4x14 STRINGER MIN. 3 N I i t I m SOUARE r-OOTAGE UPPER LEVEL = 750 SO FT GARAGE "A" = 302 SO FT GARAGE "B" = 42Gi SO FT GARAGE "C" = 21-7 50 FT TOTAL SO. FT. = 1,6e-15 50 FT j V V O z v N l I It V V / Q 111_1 1 1L1 W > n <' ` V / V LR-- Q Z liJQ Q N 111 wry} CD N fY wAWN ROBERM 0. CHECKED AL AOUIRRE DATE it -30-08 SCALE 1/4• _ V -0• JOB NO. SHEET 3 WROUGHT IRON COLOR BLACK TOP PLATES DECORATED GABLE FRONT SCALE : TREATMENT 4t5 34 K N65AGANYON BLEND TILE ROOFING W/ 50# GBO# -4660 15/32" GDX PLYWD. SHEATHIN- WOOD SIDING COLOR PALE RAYS(L16TH YELLOW) GLASS "A" EAGLE ROOFING 5634 KINGS CANYON BLEND TILE ROOF W/ 50# -FELT I CBO# -4660 2 W 15/32" COX PLYWD. SHEATHING 5 m IN e _ mm mm mn mn mm mm mm mm m IIIIIIIIIIIII :I:I:IEI:I:I:I:I:I:I:II- mmm i in m nmni mni mmi imnm M WW - INS WROUGHT IRON FENCE 6' HE16TH- COLOR BLACK O FIN. GRADE z COLOR PADRE TRI M,GOLUMNS COLOR WHITE E104 SCALE : 1/4 " =1'-O" 01 lm7m COTTAGE WINDOW TRI M,COLUMNS COLOR WHITE m s TRIM DRIVEWAY FENCE 6' HF-167H FENCE 6' HEI6TH REVISIONS I BY I tL N f n N V I Nt u V O Q r Wye u W V W a pC Z < W 0 DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -20-06 SCALE 1/4' - 1' -0- JOB NO. SHEET 4 P 144RIRENTIABG /N/FST7 IENTIGD ILIG RA I z TOP PLATES FIN. FLR. TOP PLATES OI FIN. FLR. FIN. GRADE GLASS "A" EAGLE ROOFING DECORATED GABLE D TREATMENT #5634 KINGS GANYON BLEND TILE ROOFING IN/ 30# G5O# -4660 IN 15/52" GDX PLYWD. SHEATHING l I. .1 I TRIM,COLUMNS B GARAGE DOORS COLOR WHITE TRIM WHITE. COTTAGE WINDOW CLASS 6 KNG CANYON BLEND TILE ROOFING IN/ 30# GBO# -4660 N 15/52" GDX PLYWD. 5HEATHIN WOOD FENCE 6' HEIGTH BRICK WORK AROUND PROPERTY SHADES OF RED BROWN LEFT SCALE : 1/4 " =1' -O" DECORATED GABLE END TREATMENT WOOD SIDING COLOR PALE RAYS(LIGTH YELLOW) GLASS "A" EAGLE ROOFI1' 5634 KINGS CANYON BLE TILE ROOF W/ 30# -FELT I CBO# -4660 W 15/32" GDX PLYWD. SHEA TRIM HI O I F=- A FIN. GRADE, BRICK WORKz COTTAGE WINDOW SHADES OF RED BROWNX TR I M,GOLUMNS COLOR WHITE GLASS "A" EAGLE ROOFING 5634 KINGS GANYON BLEND m 6 I VVI L \VI 1..1\ I COLOR WHITE 14R/GHQ' SCALE : 1/4 " =1' -O" 5HT 1 VHI L, 11 J- v V z r— ry kn ry l 10 V O V/ Qr O W W} Lu Q Q z w a Q N LLJ N 10 ll op DRAWN R08M 0, CHECKED AL AGUIRRE DATE 11 -20-06 SCALE 1/4' - V -0' JOB NO. SHEET 5 IGUrPRENl1.4BG /N1 STiyENTIGO 0 GFI GFI SELF GL051NG SOLID GORE FI 15151, DOOR. IHR FIRE PROTECTED TIGHT FITTING BOAyT D N\ ROOFB5HEATHING G GFI f2 \ 1 BETWEEN GAR. S LIVING AREA ALL 44ALLS $ CEILING 6ARA'E LIGHTS TO BE GONTSIOLLED BY1MANUALNY -O SENSOR I GCFI b di40tl 40t*.W40 V GFI I I 5/8" GYP. BD. TYPE "X" BOARD TO ROOF SHEATHING 5/8" GYP. BD (I HOUR) TYPE "X" ao BOARD TO ROOF SHEATHING BETWEEN GAR. I HOUR) B LIVING AREA GFI BETWEEN GAR. GFI ALL WALLS 8 CEILING 8 LIVING AREA ( BFI GFIALLWALLSSCEILING 5ARA6E LIGHTS TO BE CONTROLLED BY MANUALLY -ON SENSOR 6ARA6E L16HT5 TO BE CONTROLLED BY MANUALLY -ON SENSOR GFI / df401E A0112W 409N GFI GFI AMW4P'V Li Z FIRST FLOOR ELECTRICAL PLAN UNIT 11511 Z C l2'4LL F /XTURE -- -- GONI/EN /ENGE OUTLET GOMiEN /ENGE TV OP PHONES 7 GA6 /NET ®% NO SGffLE I, r- P /o,L /rvsr LL r /o/v F /Gh/rs SMOKE DETECTORS ARE REQUIRED HIGH EFFIGANGY LUMINARIES MUST BE PIN BASED GENERAL LIGHTING FIXTURES IN BATHROOM AND KITCHEN SHALL HAVE LAMPS WITH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. DOORS AND PANELS OF 511011ER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA55 OR APPROVED PLASTIC. SUITABLE FOR WET LOCATIONS VAPOR PROOF ON THE CEILING OR WALL AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING AGGESS TO ROOMS USED FOR SLLEPING PURPOSES. IN ROOM IF ROOM HEIGHT IS 24" OR HIGHER THAN THAT OF CORRIDOR. ON THE CEILING DIRECTLY ABOVE THE STAIRWAY WHERE SLLEPING ROOMS ARE ON AN UPPER LEVEL. IN THE BASEMENT AND ON EACH STORY. IN EACH SLEEPING ROOM. IN NEW CONSTRUCTION, SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED WITH A BATTERY BACK -UP. SMOKE DETECTORS FOR EXISTING MAY BE BATTERY OPERATED. SECOND FLOOR ELECTRICAL PLAN UNIT 11511 SEE SEC. 906 (B) - - HARM - AIR PROVIDELevel r PLATFORM MIN MIN. 90' DEEP AT CONTROL SIDE r N.11I' LOCATE 7Hp NPISP/ OU2ET {W7N?B' OF rW A.L' f.OMPRE%OR L04A77ON X SN' cdJ.. OR F /BBP3LA PAD PROVIDE P091TIVE ELECTRCAL DID W.¢GT rsEE sEC. 309J CONVENIENCE OVRET RECEPTACLE) WITHIN 23' OF ECVIPMENT O HDRKIN5SPACEAT CONTROLS 130" 24' DIF OORIN6 O 20' MAX 22" % 90' ACCE53 OPENIN6 ATTIC HVAC EWIP. PROVIDE 9EI9MIC ERACES M T COMPLY WITH OR ANCHOR UNIT TO SEC 9019 Alm'I J PLATFORM. aF THE 1991 MIG. WNDENSATE DRAIN ALSO, SEC. 210b SHALL TERMINATE AND 21070 CF THE AT AN APPROVF9 1996 NEL. q.I1N®INS FIxT1RE. TAQ IN ATTIC DETAIL ATTIC ACCES OPPENIN6 SHALL BE SIZED FOR THE REMOVAL OF THE LAR&E5T PIECE OF EQUIPMENT. R 9E AL90 REQUIRES CONTROLS sr/yaocsLEG/vv O-f} IYALLMGYYTLT /- L /6HTF /I?IRE fJf1LL. 5PAlL/ 6f%/ F /,Y7GRE T /ONCEN.'P/f?ilITOGELL FAGfh TGE /L /iL /6f/TF /XiL4'E f/ AM5/ N6GE/ L/ rYSL /6HTF /,r7LA'EGL G/1°ANTGE JiP FAGETGE/ L/ rK L/ 6f1TF /,Y7LRE lOGE1l.l'T/GJ1'GEh RmeivL /6hrl-1 E REGESSEDFLG IPE ENTL /6f/TF /,Y1L•PE REGE55EOFL.fNTL /6f/TF /X7L,E FLGY,RE.ENTL /6!/TF /.Y7LA'E L/11v1Aa5GE/L /lf5 .- EEOETA/L /T/D9 TOGELLL /6`/TF Qv I/A°OPFRGL?`REGE55fDl /6/fif /IT -//L A9 A'OVEO E.I?AGSTFAN- .GFi/1M /N- VEN7EDTOGY/lS /A /R FArY55/1,9LL BEGAFABLEG7 SA /RGH.4 iE5 R/7L iR f_. If/ AIrSTf 4T lY/FGdPL /6HI,- fAN- .S9Gf fM /N- 1 REGES .it'4LLfE'45/RL /6//lF /•IiL PE REGES'DSTEPL /6f/i s iroHEs H- 5fY /TGH 4 p_ 3 i*v_5 /ra!y 4- fY9Y.5ff /TGH w °- D /MrIEP,W /TGf/ o rErs u N075 ALL arCMW CO E7s 7DW Sfil2-10 AMP DED /cA7PD c/Ravri K/7cmw APROX 3/A OF THE _ 1 FIXTURESTO BE _ HIGH EFFICACY I III ro FAM/LY RQ M Lldhr r0 9E clomneOLED BY / Dlh6t .4W/TON 1 D b'X!O' AT7K ea•/ • uxu sr 3o7e wearncccv ro rAL< p MOD. OCCUPANT CENSOR PAU MAT776. PI*0V62LNYIT "?rt C mr.. I *+q ft 1 .. /SG[MAiIm PLA7ren+a Mnt x• ncEUr7v.Kro ACQ3 ree u/u x7e .. C LIGHTS T HA CENSOR N I EeDROaA7uel+rroBECON7Rgrmer I • D• DGlR awrru+ / ALL BtAACN c /RGNT37H4r Vrm y as,1 S/NlLE FH4M L3,* 10MnP 4C4.E 0VnZ/B N19TALLED IN DJIEL4/N9 W75 BfM04*0 SNV.L W~fMC =VZY AN APO ALL DRAACH C mam 7m4r _APPLY l2S VOLT, FALir GIRO(/ /T INIERPlIPR SIAWZ PNAJE' /S;! 10 -AIP1 Wa -rAGLE ONZE73 /ACTALL® /N VIVICU ALS LN /77 i BEVRIVI-5A0 SHALL M MW7EO7ED BY AN ARC B FALtr cntunr /N7B0:PIHt BED mwm L/SHr rD ceNmmw BY - DIFE.R SNU7OH AMP MWAOA lr • BAnf H*_ I F/17A45 RGYJ7I L/6N Ldfr7OBEi1PGT.® 1 4 LANDRY LI6HT5 /TO f OCCUPANT GEN R I I I r ;-•, ELECTRICAL PLAN UNIT A Br= /ovGGNVL rO LEr -HDDEN OVGONV LEXGY/TLET OVGO1?/LEXGY/iLET- H9LFhOT 110VG!iTLET ago 6RGY F ,T /N7fRRG IEDGYf'LEXGY//CET lfEAll 'F,pGl F6RGY FA/LT /NTfRRGP'1fD LEXG TLfTATfRGl1?A 1?7REAR L if/GD /,ONNfGT ."GLR /NFRONT /S "GLREA 5 /DE a// O/77oorilrXoL 110VG/RGU/TBREAKERFOR.4G GO fi'.E5.4 iP GE /L /r1FiFAN G N R L LEGr /G.4L SMG ED` TEGTG1Pf /AROii /REOfY/BATFRYBAGKl%P A IOA(/D /EALAR+/ /HALL .$P /N6AREA5 /rYTERGONNEGTED ELEGTR /GAL P.4 SEB /BfY/VVAB'E BAG/('FLOfY P, PE7 Eit GEATREAR ANO FRDNT LAMPS WITH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. SUITABLE FOR WET LOGATION5 a \ I B m D9! R00F1 L /6Nr TO BE cON7ROLED BY DIMBt 9NY7YM B \ \ BED RAJA? L /6Nr 1p BEGGVII¢OLPD BY ADiA®t shTrcN 1 -t7 I ALL BRAAGI c/RC!//7B nlA7 SLPPLY /2S VOLr O /N6LE PF6154 /3,* 20- AMPRECEPTAOLE BECRICOINSTALLEDINDT07=71 BY twEr cM6 SHALL BE PR07PO7ED BY AN ARc PALLT GIRGU /J lN7Eit'.P7ER ILIL i IN ELECTRICAL NOTES I. ALL WORK SHALL COMPLY BY THE CURRENT N.E.G. 2. MAIN SERVICE SHALL BE 200 AMP. PANEL 3. INSTALL UFER BAR 4. ALL WIRING SHALL BE ROMEX TYPE 5. ALL REGEPTAGLE5 IN KITCHEN, BATH, AND GARAGE SHALL BE GFI. OUTSIDE RECEPTACLES SHALL BE WEATHER PROOF 6 LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT. 7. ATTIC FAU SHALL HAVE LIGHT AND SWITCH IF LOCATION 15 CHANGED) 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP AND INTERCONNECTED 9. PROVIDE 30 "x22" ATTIC AGGESS 10. FANS SHALL 5 AIR GHANGES PER HOUR II. ALL CEILING FANS SHALL BE INSTALLED TO METAL BOXES OR EQUAL 12. AIR CONDITIONER CONDENSER UNIT SHALL HAVE DISCONNECT 13. MAKE ARRANGEMENTS IF APPLICABLE FOR PRE -WIRE GABLE T.V., TELEPHONE, ALARM, INTERCOM, CENTRAL VAC, ETC. 14. BATHROOM RECEPTACLES OUTLETS SHALL BE SUPPLIED BY AT LEAST ONE 20 -AMP BRANCH CIRCUIT. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. 15. MIN 20' UFER GROUND WITH BOND TO GAS 8 WATER PIPING. I6. PROVIDE TWO OR MORE 20 -AMP SMALL APPLIANCE BRANCH CIRCUITS IN KITCHEN /DINING AREAS. 1'7. PROVIDE A MINIMUM OF TWO SEPARATE 20 -AMP APPLIANCE CIRCUITS FOR KITCHEN /DINING AREAS. 18. PROVIDE A SEPARATE 20 -AMP CIRCUIT TO SUPPLY REQUIRED LAUNDRY RECEPTACLE OUTLET IN EACH DWELLING UNIT. I9. RECESSED INGANDE50ENT FIXTURES SHALL HAVE THERMAL PROTECTION 20. ALL BEDROOM BRANCH CIRCUITS SHALL BE ARC, FAULT CIRCUIT PROTECTED. 21. ALL KITCHEN LIGHTS TO BE FLOURE5CENT CAN LIGHTS W/ PIN BASE 0 v u u._ O V tu In V 1 V Lo X11 Q W 1U > lu Q l(1 v iF- Q z W Q Cl N 11.1 ry> Q N V DRAWN ROBERTO 0. CHECKED AL AWIRRE DATE 11 -30-08 SCALE Ile _ 1' -0' JOB W. SHEET 6 1 IL I 41 N z d 1 1 IW W W W W W W W W W W W W W W W W W W W W W W W W W W I W W W W W W W W W W W W W W W I W 6 tY W W W W W eW W W b e W W W W O b W W W W W W W W W W W W W W Ce A F E F L A N 150.00 SYME3OL 0 0 eL':o W W W W W W W W W W W W W W WA-" W W W W UNIT A W'I' W W W W W W N W 11A W W W W W W W W W ILV LuQ- W W W IL W W p W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W p W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W W 50.00 PL=AN i I NO L=LC:)END 50TANIGAL NAME LA6ER5TROEMIA INDIGA 'GHEROKEEI BUXUS MIGROPHYLLA JAPONIGA A6APANTHUS AFRIGANUS GOMMONNAME GRAPE MYRTLE JAPANESE BOXWOOD TURF LILY OF THE NILE NOTE: AUTOMATIC IRRIGATION SYSTEM AND RAIN 5EN50R TO GONSERV WATER SIZE Zl" ry 5 6AL. 5 GAL. n nr zAO V m v Z N t t-- O V w O tu W X} N— w DI Q Z w Q Q CACA } \w CA - X cQ cv IY DRAWN R 0MTO OROZGO CHECKED AL A"IMM DATE I I -=-Ob SCALE 1' - 10' -0' JOB NO. SHEET L - T': \UUKKLIN I IINVLJ 1 IVILIN 1 J\ I U -31 I G UNIT A BUILDING CODE LIVING AREA 1600 SQ. FT. BUILDING ZONE HIGH DENSITY PORCH 240 SQ. FT. LOT 16 CONSTRUCTION TYPE F <` BUILDING V —NR 1997 UNIFORM BUILDING CODE tr UNIT B BLOCK GARAGE V —NR 2000 UNIFORM MECHANICAL CODE s r rF r LIVING AREA 750 SQ. FT. TRACT OCCUPANCY 2000 UNIFORM PLUMBING CODE F BUILDING R -3 2001 CALIFORNIA BUILDING CODE GARAGES 934 SQ. FT. MAP BOOK GARAGE U -1 2001 CALIFORNIA MECHANICAL CODE 2001 CALIFORNIA PLUMBING CODEfjPAVEMENTAREA2696SQ. FT. oQ t CITY LAKE ELSINORE 2002 NATIONAL ELECTRICAL CODEtf/ NUMBER OF STORIES F`f COUNTY RIVERSIDE 2004 CALIFORNIA ELECTRICAL CODE NET. SQ. FOOTAGE 9000 SQ. FT. BUILDING 2 2005 T -24 ENERGY REG. g r4 STATE CA. GARAGE 1 GROSS SQ. FOOTAGE 9000 SQ. FT. A.P.N. 374 -061 -003 32 % LOT COVERAGE V I G I N 1 TY MAP 5U I Lid I NG SUMMARY LEGAL PESGR I PT I ON BU I Ln I NG ANALY515 EXISTING } SHEET I NPEXRESIDENCE HIDRANT WR ON r4 WM DECORATIVE RETURN WALL ppD pEN E HE d PLAGEDVINSIDE PROP6LINEITYP. 150.00 NEW DRIVEWAY 29% COVERED BT' PAVEMENT PARKING 0FOSED DES I DNCE fi `rFE Er--,LEr-.,fi I r--.. ILL 30 - FF jPARKING .2 ! m o I TITLE SHEET 51 TE FLAN o 10' b HI7 FLOOR f= LAN UNIT A UNIT A/ W } u FLOOR FLAN UNIT E3 PROJEG wILL. DE } F j / / LuzVACANT LOT I / I I CONNEC D TO SEWER Wa W W W 100 ST ° I FOUNDATIONON l I T A5 OPEN SPACE W a ¢ I I j 100 5of fi l l l fi E3eOPENSPACEQW < W W oQ 4 ELEVATIONS UNIT A E3 x W ELEVATIONS UNIT A,E3v PAD O 0 ELEGfif;?.1 GAL UNIT A/ W OUGHT IRON FENCE 6' HEIGHT WOOD FENCE 6' HEI6,TH 50.00 = I F O U N D A 7 1 O N DETAILSDECORATIVERETURNWALLPLACEDINSIDEPROP. LINE TYP. FRS 1N& DETAILS NOTES: _ FRAM I N& DETAILS CONSTRUCTION COVERAGE 32% LANDSC/AFE FLAN AREA COVERED 26% w City Of Lake ElsinoreWM BY PAVEMENT Planning Division Approval O TRU55FABRICATIONNOTES COVERED BY LANDSCAPE 42% z ca i A. SHOP DRAWINGSAND STRUCTURAL CALCULATIONS SHALL BE PREPARED BY THE FABRICATOR, SUBMITTED — FOR APPROVAL TO THE ARCHITECT OR ENGINEER OF RECORD PRIOKTO BEINGSUBMITTED FOR REVIEW PROJECT WILL BE o /V &17 TO THE BUILDING OFFICIAL CONNECTED TO SEWER B. THE STRUCTURAL DESIGN OF THE TRUSSES SHALL INCLUDE ALL DEAD AND LIVE LOADS REQUIRED BY THE _.. .. CALIFORNIA BUILDING CODE, INCLUDING FIRE SPRINKLER LOADS, HVAC EQUIPMENT LOADS AND ALL 5 I . T . i I I I CHORD AXIAL LOADS DUE TO SEISMIC FORCES. NO CURB,GUTTER,STREET LIGTHS. G NO ROOF SHEATHING OR FRAMING INSPECTION SHALL BE PERFORMED UNTIL THE APPROVED TRUSS PLANS ARE ON THE )OB SITE AND AVAILABLE FOR I N5PEC DQN. 1 C_5EWER I. CONTRACTOR SHALL, PRIOR TO COMMENCEMENT OF WORK, FIELD VERIFY ALL REQUIRED CITY AND COUNTY LICENSES SHALL BE ACQUIRED AND 9. INTERIOR WALL AND CEILING FINISHES SHALL NOT EXCEED FLAME SPREAD THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATION OF SYSTEM EVMWD ALL EXISTING PROJECT CONDITIONS, INCLUDING DIMENSIONS AND UTILITY PAID FOR BY THE INDIVIDUAL TRADES. - CLASSIFICATIONS DICTATED BY ALL APPLICABLE BUILDING CODES. HEADS, PLUMBING LINES, AND VALVES SO AS NOT TO BE IN CONFLICT 5151551 514-345 STREET AL AGUIRRE & ASSOCIATES INC. LOCATION5 AND UTILITY SIZES. FIELD INFORMATION OF DISGREPANGIE5 SHALL BE RECORDED ON A ALL CONTRACTORS SHALL HAVE VALID CERTIFICATES OF WORKMAN'S 10. GYPSUM BOARD AND SUSPENDED CEILING SYSTEMS SHALL CONFORM TO WITH OTHER SYSTEMS OR THE INTERIOR DECOR, AND STILL GI LOCATED ALL LOCAL GOVERNING BUILDING CODES AND ORDINANCES. AS GOVERNED BY FIRE SPRINKLER GORES AND SYSTEM ENGINEERING. ELSINORE WATER DISTRICT REPRODUCIBLE DOCUMENT AND IMMEDIATELY TRANSMITTED TO ARCHITECT COMPENSATION ON FILE WITH THE APPROPIRTE AGENCIES. 16899 LRKESHORE DRIVE 2222 KANSAS AVE. SUITE D FOR PROJECT RECORD, COORDINATION, AND NECESSARY RESOLUTION 5. CONTRACTOR SHALL A551ST OWNER IN OBTAINING FINAL APPROVAL OF IL ALL GLASS AND 6LAZIN6 SHALL COMPLY WITH ALL APPLICABLE BUILDING DRAWIN65 SHALL BE SUBMITTED TO ARCHITECT FOR REVIEW OF THE LAKE ELSINORE, CA. 92530 RIVERSIDE, CA 92507 PRIOR TO CONTINUING WITH WORK. CODES AS WELL AS THE U.S. CONSUMER PRODUCT SAFETY COMMISION, CONTRACTOR'S COORDINATION OF SYSTEM WITH THE DESIGN INTENT OF (951) 614 -2108 LOCAL HEALTH DEPARTMENT AND THE TEMPORARY AND FINAL SAFETY STANDARDS FOR ARCHITECTURAL 6LAZIN6 MATERIALS (41 FR, THE PROJECT PRIOR TO INSTALLATION. TEL. (951) 684 -4222 CONTRACTOR SHALL VERIFY, AND BE ESPONSIBLE FOR, ALL WORK AND CERTINCATE5 OF OCCUPANCY. 13516 TITLE NO. 16, CHAPTER I1, PART 1201). MATERIALS - INCLUDING THOSE FURNISHED BY SUBCONTRACTORS. 15. FIRE SPRINKLERS SHALL BE AUTOMATIC TO PROVIDE 100% COVERAGE UTILITY COMPANIES FAX: (951) 684 -4333 6. CONTRACTOR SHALL PROVIDE BACKING FOR SUPPORT OF 12. PIPES, CONDUITS, OR DUCTS EXCEEDING ONE THIRD OF THE SLAB OR VERIZON WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED SIZES; DO NOT ALL WALL, CEILING, AND PARTITION MOUNTED ITEMS SUCH AS AND SHALL COMPLY WITH THE N ( NFPANDATIO A OF THE NATIONAL SCALE DRAWIN65 70 DETERMNE ANY LOCATIONS. THE ARCHITECT L16HT FIXTURES, SHELVING, EQUIPMENT, AND TELEVISIONS. MEMBER THICKNESS SHALL NOT D. PLACED O STRUCTURAL CONCRETE FIRE PROTECTION ASSOCIATION (NFPA) STANDARDS PAMPHLET NO. 13 ( 800) 483 -4000 SHALL BE NOTIFIED OF ANY DISCREPANCIES, PRIOR TO CONTINUING COORDINATE LOCATIONS AND REQUIREMENTS WITH THE UNLESS G, AND STRUCTURAL DETAILED. REFER TO LOCATION MECHANICAL, ELECTRICAL, PLUMBING, AND STRUCTURAL DRAWIN65 FOR LOCATION OF SLEEVES AND (LATEST EDITION) AND THE OWNER'S INSURANCE UNDERWRITER(S). THE 6A5 COMPANY THIS PLAN AND ANY ACCOMPANYING DOCUMENT ARE THE WORK PRODUCT AND THE PROPERTY OF AGUIRRE WITH WORK, PLUMBING, MECHANICAL, ELECTRICAL DRAAJN&S. OTHER ACCESORIES. I6. EXTERIOR OPENINGS SHALL COMPLY WITH ALL SECURITY REQUIREMENTS (800) 421 -2200 E ASSOC. (HERE IN AFTER GALLED "THE COMPANY ") AND MAY NOT BE USED, COPIED, OR REPRODUCED ALL DIMENSIONS ON PLANS ARE TO CENTER LINE OF WALLS / COLUMNS, 1. IT SHALL BE THE RESPONSABILITY OF THE CONTRACTOR TO LOCATE ALL 13. CONTRACTOR SHALL REFER TO AND CONFORM WITH ALL FINDINGS AND AS OUTLINED IN ALL LOCAL BUILDING CODES AND ORDINANCES. SCE WITHOUT THE WRITTEN PERMISSION OF THE COMPANY. THESE PLANS AND ANY ACCOMPANYING AND FACE OF STUD (F.0.5.) OR FACE OF MASONRY (F.O.M.), UNLESS EXISTING UTILITIES, NETHER SHOWN HEREIN OR NOT, AND TO PROTECT REGOMENDATIONS SET FORTH IN THE 9011.5 REPORT. THE ARCHITECT I1. ACCURATE AS -BUILT DRAWIN65 SHALL BE GENERATED BY CONTRACTOR (500) 655 -4555 DOCUMENTS OR PROPOSALS SHALL BE PAID FOR AS A WORK PRODUCT FOR A PRICE AGREED UPON. NOTED OTHERWISE. THEM FROM DAMAGE. THE CONTRACTOR SHALL BEAR ALL EXPENSE FOR ACCEPTS NO RESPONSABILITY FOR TH EACCURACY OF THE FINDINGS IN DURING CONSTRUCTION AND SUBMITTED TO OWNER UPON COMPLETION DELIVERY OF THIS PLAN AND ANY ACCOMPANYING DOCUMENTS TO THE OWNER OR HIS CONTRACTOR 15 THE REPAIR OR REPLACEMENT OF UTILITIES AND ALL OTHER PROPERTY THE SOILS REPORT, NOR FOR THE FINAL RECOMMENDATIONS. CONDITIONED UPON THE ABOVE UNDERSTANDING AND ANY VIOLATION OF THI5 CONDITION MAY BE 2. ALL WORK SHALL CONFORM TO THE LATEST ADOPTED EDITIONS OF ALL DAMAGED BY OPERATIONS IN CONJUNCTION WITH EXECUTION OF WORK. OF FINAL PUNCH LIST, BUT PRIOR TO REQUEST FOR FINAL PAYMENT. TELEVISION CABLE ENJOINED ON /OR REDRESSED IN DAMAGES IN ANY COURT HAVING JURISDICTION OF THE SUBJECT MATTER, APPLICABLE BUILDING GODE5, THE AMERICANS WITH DISABILITIES ACT, AS WELL AS ALL OTHER LOCAL GOVERNING CODES AND ORDINANCES. 8. CONTRACTOR SHALL PROVIDE PEDESTRIAN PROTECTION IN ACCORDANCE NOTIFY THE SOILS ENGINEER FOR INSTRUCTIONS PRIOR TO CONTINUING 18. ROOF OBSTRUCTIONS SUCH AS TELEVISIONS ANTENNA, SOLAR PANELS, COMCAST GABLE DIMENSIONS, MEASUREMENTS, AND LOCATION OF PRESENT OR PURPOSE PLUMBING, ELECTRICAL, AND 556 BIRCH 57REET WITH ALL APPLICABLE BUILDING CODES. WORK SHOULD ANY UNUSUAL CONDITIONS BEGONE APPARENT DURING AND GUY WIRES SHALL NOT BE LOCATED OR INSTALLED IN SUCH A OTHER FACILITIES ER ALL REPRESENTED ON THE BASIS OF THE BEST INFORMATION AVAILABLE AND B. ALL ELECTRICAL, MECHANICAL, AND PLUMBING WORK SHALL CONFORM WAY A5 TO PREVENT FIRE DEPARTMENT AGGES OR EGRESS IN THE LAKE ELSINORE, GA. 92530GRADINGORFOUNDATIONCONSTRUCTION. ARE SUBJECT TO VERI FICATION. PROPOSED OUTLETS AND FACILITIES MAY BE SUBJECT TO CHANGES IN TO THE REQUIREMENTS OF ALL LEGALLY CONTITUTED AUTHORITIES CONTRACTOR SHALL PROVIDE REQUIRED PROTECTION INCLUDING, BUT NOT EVENT OF A FIRE. (886) 255 -5189 HAVING JURISDICTION. LIMITED TO, SHORING, BRACING, AND ALL OTHER SUPPORTS (INCLUDING 14. AUTOMATIC FIRE SPRINKLER SYSTEM DESIGN AND INSTALLATION IS THE PLANS, OR WORK TO BE DONE, BEYOND COMPANY CONTROL. THE COMPANY MAKES REPRESENTATION COMPLETE "DESIGN- BUILD" RESPONSABILITY OF CONTRACTOR. PRIOR AS TO THE ADEQUACY OF SUCH OTHER FACILITIES OR THEIR GOMPLIANGE WITH APPLICABLE CODES AND 4. THE GENERAL BUILDING PERMITS SHALL BE PAID FOR BY THE OWNER TO INSTALLATION, SUBMIT TO THE ARCHITECT FOR REVIEW, COMPLETE I ORDINANCES. AND SECURED BY THE GENERAL CONTRACTOR. ALL OTHER REQUIRED INTEGRITY OF THE BUILDING. FIRE SPRINKLER SYSTEM DRAWIN65 WITH APPROVALS BY ALL AGENCIES PERMITS SHALL BE SECURED AND PAID FOR BY THE CONTRACTOR OR ENGINEERING OF SYSTEMS) NECESSARY TO MAINTAIN OVERALL STRUCTURAL SUBCONTRACTOR DIRECTLY RESPONSIBLE. ALL DEMOLITION AND GUTTING SHALL BE PERFORMED IN A MANNER AND BY METHODS WHICH ENSURE AGAINST DAMAGE TO EXISTING WORK. NV d z Nt O ZWd v J o d J J JdJ J N 3 O V N I VnI Q V W r W } Q u < Q z w Q Lu Nk V } e 0 DRAWN R omkTO O. CHECKED AL AOUIRM DATE II -20-06 SCALE JOB NO. SHEET ice.,. CITY OF LAKE ELSINORE CONDITIONS OF APPROVAL PROJECT NAME: MINOR DESIGN REVIEW OF A SINGLE - FAMILY RESIDENCE LOCATED AT 412 LANGSTAFF STREET (APN: 374 -061 -005) GENERAL CONDITIONS 1. The applicant shall defend (with counsel acceptable to the City), indemnify, and hold harmless the City, its Official, Officers, Employees, and Agents from any claim, action, or proceeding against the City, its Official, Officers, Employees, or Agents to attach, set aside, void, or annul an approval of the City, its advisory agencies, appeal boards, or legislative body concerning the commercial project, which action is bought within the time period provided for in California Government Code Sections 65009 and /or 66499.37, and Public Resources Code Section 21 167. The City will promptly notify the Applicant of any such claim, action, or proceeding against the City and will cooperate fully with the defense. If the City fails to promptly notify the Applicant of any such claim, or proceeding, the Applicant shall not, thereafter, be responsible to defend, indemnify, or hold harmless the City. 2. The decision of the Planning Commission shall be final ten (10) days from the date of the decision, unless an appeal has been filed with the City Clerk's Office pursuant to the provisions of Chapter 17.80 of the Lake Elsinore Municipal Code. 3. If the project proposes an outdoor storage tank, the applicant shall locate the unit within the side or rear yards. If location must be within the front yard, the applicant shall provide a method of screening subject to the review and approval of the Director of Community Development or his designee. 4. Minor Design Review approval of a single- family dwelling unit with a second unit located directly above the attached garages located at 412 Langstaff Street APN: 374 -061 -005) will lapse and become void one (1) year of the approval date unless a building permit is issued and construction commenced and the project is diligently being pursued toward completion. 5. All Conditions of Approval shall be reproduced upon page one of building plans submitted to the Building and Safety Division for Plan Check. 6. Prior to issuance of any grading or building permits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. 7. All materials and colors depicted on the plans and materials board shall be used unless modified by the Applicant and approved by the Community Development Director or designee. 8. All site improvements shall be constructed as indicated on the approved site plan and elevations, with revisions as noted herein. The applicant shall meet all required setbacks, and development standards pursuant to the High Density HD) zoning district of the Historic Elsinore Overlay District and Historic Elsinore Architectural Design Standards. Any revisions to the Minor Design Review attached hereto shall be processed in a similar manner as the original Minor Design Review. All plans submitted for Building Division plan check shall conform to the submitted plans as modified by the Conditions of Approval. 9. All windows shall use foam surrounds and/or other architectural -type features approved by the Community Development Director or designee. 10.AII necessary exterior /ancillary equipment shall be effectively screened from public view. All proposed screening methods shall be reviewed and approved the Community Developer Director or designee. 11.All roofing materials shall have a minimum Class "A" Fire rating, and so noted on the construction plans, prior to the issuance of a building permit. 12.The Applicant is to meet all applicable City Codes and Ordinances. 13.A cash bond of $1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state, subject to the approval of the Community Development Director or designee. 14.The Applicant shall comply with the City's Noise Ordinance. Construction activity shall be limited to the hours of 7:00 AM to 5:00 PM, Monday through Friday, and no construction activity shall occur on Saturdays, Sundays or legal holidays. 15.The Applicant shall comply with all requirements of the City's Grading Ordinance. Construction generated dust and erosion shall be mitigated in accordance with the provisions of Municipal Code, Chapter 15.72 and using accepted control techniques. Interim erosion control measures shall be provided thirty (30) days after the site's rough grading, as approved by the City Engineer. 16.Any exterior air conditioning or other mechanical equipment shall be ground mounted and screened so that they are not visible from neighboring property or public streets_ Air conditioning units and related equipment may not encroach more than two -feet (2') into the required minimum side yard setback. 17.Garages shall be constructed to provide a minimum interior clear space of twenty feet (20') x twenty feet (20') for two (2) cars and so noted on the plans. 18.The Applicant shall provide shrubs and plant materials as shown on the landscape plan. Any changes to this plan shall be subject to the approval of the Community Development Director or designee. The landscape plan improvements and plantings shall be fully installed prior to issuance of a Certificate of Occupancy. 19.Planting within fifteen feet (15') of ingress /egress points shall be no higher than 36 inches. 20.Driveways shall be constructed of concrete per Building and Safety Division standards. 21.All walls or fences located in any front yard shall not exceed thirty -six inches 36 ") in height with the exception that wrought -iron fences may be five feet (5') in height. Chain link fences shall be prohibited. Planning Commission Approved Febni 6, 2007 22.The applicant shall be required to remove and replace any fencing that is in poor condition. It will be the responsibility of the applicant to contact the effected neighboring property owners. If the existing fencing is in good condition, this requirement may be waived per the approval of the Community Development Director or Designee. 23.The applicant shall provide a flat concrete pad a minimum of 3'- 0" by 7'- 0" adjacent to the dwelling unit. The storage pad for trash barrels shall be concealed from public view. 24.The applicant shall submit a check in the amount of $64.00 made payable to the County of Riverside for a Notice of Exemption. The check shall be submitted to the Planning Division for processing within 48 hours of the projects approval. 25.The applicant shall place a weatherproof 3' x 3' sign at the entrance to the project site identifying the approved days and hours of construction activity and a statement that complaints regarding the operation can be lodged with the City of Lake Elsinore Code Enforcement Division (951) 674 -3124. 26.The proposed second unit shall comply with all requirements and provisions of Chapter 17.17 (Second Units) of the Lake Elsinore Municipal Code. PRIOR TO THE ISSUANCE OF BUILDING PERMITS 27.All walls and/or fencing need to be located off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a building permit. 28.The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. 29.The applicant shall pay park -in -lieu fees in effect at the time prior to issuance of building permits. 30.The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. 31.Prior to the issuance of any building permit for the Project, the Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(6)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in -lieu fee at the rate of $2.00 per square -foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square - footage within the perimeter of a structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square- footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. 32.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. 33.Prior to the issuance of a building permit, the applicant shall revise the construction plans to reflect that the proposed second unit does not exceed 800 - square -feet. 34.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty -four inch (24 ") box in size, prior to the issuance of a building permit. PRIOR TO THE ISSUANCE OF CERTIFICATE OF OCCUPANCY 35.7he Applicant shall plant twenty-four inch (24 ") box street trees along all street frontages selected from the City Street Tree List, a maximum of thirty feet (30') apart. Planting is subject to the approval of the Community Development Director or designee prior to issuance of a Certificate of Occupancy. 36.The applicant shall provide an irrigation system for landscaped areas onsite as shown on the landscape plans. The irrigation system shall be fully installed and operational prior to the issuance of a Certificate of Occupancy. 37.The Applicant shall provide a rain censor. The rain censor shall be installed prior to the issuance of a Certificate of Occupancy. 38.All exposed slopes in excess of three feet (3') in height shall have permanent irrigation system and erosion control vegetation installed, as approved by the City's Landscape Architect. A Planting and Irrigation Plan shall be submitted, approved and planted prior to the issuance of a Certificate of Occupancy. Fees are required for review of plans and inspections. 39.The building address shall be a minimum of four inches (4 ") high and shall be easily visible from the public right -of -way. Care shall be taken to select colors and materials that contrast with building walls or trim. Installation of building address shall be done prior to the issuance of a certificate of occupancy. 40.The applicant shall meet all Conditions of Approval prior to the issuance of a Certificate of Occupancy and release of utilities. 41.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit be owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto transferred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. Planning Commission Approved February 6, 2007 ENGINEERING DIVISION GENERAL 42.All Public Works requirements shall be complied with as a condition of development as specified in the Lake Elsinore Municipal Code (LEMC) prior to building permit. 43.The applicant shall submit a "Will Serve" letter to the City Engineering Division from the applicable water agency stating that water and sewer arrangements have been made for this project and specify the technical data for the water service at the location, such as water pressure and volume etc. Submit this letter prior to applying for a building permit. 44.Arrangements for relocation of utility company facilities (power poles, vaults, etc.) out of the roadway or alley shall be the responsibility of the property owner or his agent. 45.The applicant shall provide fire protection access and facilities as required in writing by Riverside County Fire. 46.In accordance with the City's Franchise Agreement for waste disposal & recycling, the applicant shall be required to contract with CR &R Inc. for removal and disposal of all waste material, debris, vegetation and other rubbish generated during cleaning, demolition, clear and grubbing or all other phases of construction. 47.All grading and street improvement plans submitted to engineering shall be drawn on 24" x 36" Mylar and be set into City's specific border and title block and include city s pec ific general notes for grading or street improvements respectively. Digital files for the border and the notes are available by request to "agutierrez @lake- elsinore.org ". STREET IMPROVEMENTS 48.The applicant shall construct all public works improvements from property line to one foot beyond centerline of Langstaff Street (the minimum pavement section shall be 3" Asphalt Concrete over 5" Aggregate Base ) and pavement transitions (2.5" AC over compacted native base) per approved street plans LEMC Title 12). All plans shall be approved and signed by the City Engineer prior to issuance of building permit (LEMC 16.34). 49.A California Registered Civil Engineer shall prepare street and alley improvement plans and specifications. All improvements shall be designed and constructed to Riverside County Road Department Standards, latest edition, and City Codes (LEMC 12.04 and 16.34). All street improvement plans shall show existing and future profiles at centerline of street, at top of curb and at centerline of the alley. The profiles and contours shall extend to 50' beyond the property limits on Langstaff Street centerline. 50.If the existing street improvements are to be modified, the existing street plans on file shall be modified accordingly and approved by the City Engineer prior to issuance of building permit. An encroachment permit will be required to do the work. 51.All work done under an encroachment permit for off -site improvements of utility lines shall be delineated on the street improvement plans and approved and signed by the City Engineer prior to issuance of building permits. 52.The applicant shall pay all fees and meet requirements of an encroachment permit issued by the Engineering Division for construction of off -site public works improvements (LEMC12.08, Res.83 -78). All fees and requirements for an encroachment permit shall be fulfilled before Certificate of Occupancy. GRADING 53.The developer shall obtain all necessary off -site easements for off -site grading from the adjacent property owners prior to issuance of grading permit approval. 54.The applicant shall apply and obtain a grading permit with appropriate security prior to any grading activity. 55.A grading plan stamped/signed by a California Registered Civil Engineer is required if the sum of the cut and fill in grading exceeds 50 cubic yards and the existing drainage flow pattern is substantially modified as determined by the City Engineer. The grading plan shall show volumes of cut and fill, adequate contours and/or spot elevations of the existing ground as surveyed by a licensed surveyor or civil engineer. All contours shall extend to minimum of 15 feet beyond property lines to indicate existing drainage pattern. The applicant shall apply and obtain a grading permit with appropriate security prior to grading permit issuance. 56.This property is within the Lake Elsinore specific boundary and therefore no import of soil is allowed at elevations below 1264.00. 57.The applicant shall provide soils; geology and seismic report, as part of this report address the requirement of the Alquist - Priolo Earthquake Fault Zoning Act. The applicant shall provide final soils report showing compliance with recommendations. 58. The applicant shall provide erosion control measures as part of their grading plan. The applicant shall contribute to protection of storm water quality and meet the goals of the BMP in Supplement "A" in the Riverside County NPDES Drainage Area Management Plan. 59.All grading shall be done under the supervision of a geotechnical engineer and he shall certify all slopes steeper than 2 to 1 for stability and proper erosion control. DRAINAGE 60.AI1 on -site drainage shall be conveyed to a public facility, accepted by adjacent property owners by a notarized letter of drainage acceptance, or conveyed to a drainage easement. 61.All natural drainage traversing the site shall be conveyed through the site, or shall be collected and conveyed by a method approved by the City Engineer. 62.All roof drains shall not be allowed to outlet directly through coring in the street curb. Roofs shall drain to a landscaped area. All driveways shall be sloped to drain into landscaping prior to entering street facilities 63.The applicant is to submit Hydrology and Hydraulic Reports for review and approval by City Engineer prior to issuance of grading permits. The developer Planning Commission Approved February 6, 2007 shall mitigate any flooding and/or erosion downstream caused by development of the site and/or diversion of drainage. FLOODING 64.Part of this lot is within the 100 year flood plane, the minimum finished grade elevation of the house floor shall be 1267' above sea level. FEES 65.The applicant is to pay all Capital Improvement and Plan Check fees (LEMC 16.34). The current traffic mitigation fee is $1,369.00; the current drainage fee is $359.00 (Nichols Street SE. Dist.) and the current TUMF amount is 9,693.00. The amount of fees shall be ad'Lted according to the fee schedule current at the time of payment. 66.The applicant is to provide in -lieu payments for future off -site public improvements prior to building permit. (Res. 86 -35) In -lieu payment shall be calculated by developers' engineer or architect and submitted for city engineers approval. The estimate shall be based on current cost of street improvements from property line to centerline of the street within the property limits, plus a 15% added cost for engineering and construction administration. STORMWATER/ CLEANWATER PROTECTION PROGRAM 67.The City of Lake Elsinore has adopted ordinances for storm water management and discharge control. In accordance with state and federal law, these local storm water ordinances prohibit the discharge of waste into storm drain system or local surface waters. This includes non -storm water discharges containing oil, grease, detergents, trash, or other waste remains. Brochures of "Storm water Pollution What You Should Know" describing preventing eaggmP su res are available at City Hall. PLEASE NOTE: The discharge of pollutants into street, gutters, storm drain system, or waterways - without Regional Water Quality Control Board permit or waver - is strictly prohibited by local ordinances and state and federal law. ELSINORE VALLEY MUNICIPAL WATER DISTRICT 68.Water and sewer is available to the project. The applicant shall request a 'will serve' letter for the service of water and sewer. COMMUNITY SERVICES DEPARTMENT 69.The applicant/developer is to pay park fees $1,600 per unit (I unit @ $1,600 each = $1,600). 70.The applicant/developer is to comply with all NPDES storm water requirements. 71.The applicant/developer is to participate in the City -wide LLMD. 72.The developer /applicant is to comply with all City ordinances regarding construction debris removal and recycling as per Section 8.32 of the Lake Elsinore Municipal Code. 73.The developer /applicant is to meet City, curb, gutter, and sidewalk requirements. 74.The City's Landscape Architect is to review all landscape and /or irrigation plans. Planning Commission Approved February 6, 2007 v, Ilk V V , V W ul O V / Q W r w d Q Z 111 Z Y W ii A DRAWN CHECKED AL Irat111eRC DATE OD-SI -Ot6 SCALE 114' - I' -0' JOB NO. SHEET d 5 a 8 d 0000z o03 m e a CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR 0) 412 LANGSTAFF ST. PAGE 1OF3 The Community Development Department has reviewed the construction drawings associated with the above referenced project and provides the following comments. THESE ISSUES MUST BE ADDRESSED PRIOR TO THE ISSUANCE OF BUILDING PERMITS. 1. All Conditions of Approval shall be reproduced upon page one of building plans submitted to the Building and Safety Division for Plan Check. (Please revise accordingly). 2. Prior to issuance of any grading or building permits, the applicant shall sign and complete an "Acknowledgement of Conditions," and shall return the executed original to the Community Development Department for inclusion in the case records. (This was submitted and signed by a Mr. Steve Beyler. However, Mr. Beyler is not listed as the applicant or property or owner within the project file. The applicant or property owner needs to sign or Mr. Beyler needs to provide written documentation that he empowered to sign or is the current property owner). 3. All roofing material shall have a minimum Class "A" fire rating, and so noted on the construction plans, prior to the issuance of a building permit. (Please revise accordingly). 4. A cash bond of $1,000.00 shall be required for any construction trailers placed on the site and used during construction. Bonds will be released after removal of trailers and restoration of the site to an acceptable state subject to thepJ approval of the Community Development Director or designee. (Please address this item ifyou will be utilizing a construction trailer. If you will not be using a construction trailer, please disregard this condition). 5. All walls and/or fencing need to be located off the property line and so indicated on the construction plans. If the Applicant proposes to place any walls and/or fencing on the property line he /she must submit a notarized agreement between the subject property owner and the adjacent property owner to the Planning Department prior to issuance of a building permit. (Please address accordingly). CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR (a. 412 LANGSTAFF ST. PAGE2OF3 6. The applicant shall provide assurance that all required fees to the Lake Elsinore Unified School District have been paid prior to issuance of building permits. Please provide assurances to the Planning Division that this condition has been met). 7. The applicant shall pay park -in -lieu fees in effect at the time prior to issuance of building permits. (Please provide assurances to the Planning Division that this condition has been met). 8. The applicant shall pay the Multiple Species Habitat Conservation Plan Fee MSHCP) Local Development Mitigation Fee (fee for density less than 8 du/ac) prior to obtaining building permits. (Please provide assurances to the Planning Division that this condition has been met). 9. Prior to the issuance of any building permit for the Project, Developer shall enter into an agreement with the City and the Redevelopment Agency of the City of Lake Elsinore to provide (a) 15% of the units constructed in the Project as affordable housing units in accordance with the requirements of Section 33413(b)(2) of the California Community Redevelopment Law (Health & Safety Code Sections 33000 et seq.), or (b) an alternative equivalent action as determined by the City which may include (without limitation) dedication of vacant land, construction of affordable units on another site, or payment of an in lieu fee at the rate of $2.00 per square foot of assessable space for each dwelling unit in the Project. For purposes of this condition, "assessable space" means all of the square footage within the perimeter of a residential structure, not including any carport, walkway, garage, overhang, patio, enclosed patio, detached accessory structure, or similar area. The amount of the square footage within the perimeter of a residential structure shall be calculated by the building department of the City in accordance with the standard practice of the City in calculating structural perimeters. (Please provide assurances to the Planning Division) IO.The applicant shall pay all applicable Library Capital Improvement Fund fee, prior to the issuance of a building permit. (Please provide assurance to the Planning Division that this has been met). II.Prior to the issuance of a building permit, the applicant shall revise the CITY OF LAKE ELSINORE COMMUNITY DEVELOPMENT DEPARTMENT CONSTRUCTION PLAN COMMENTS FOR A SFR LZ 412 LANGSTAFF ST. PAGE 3 OF 3 construction plans to reflect that the proposed second unit does not exceed 800 square -feet. (Please revise accordingly). 12.The applicant shall revise the revised landscape plan to indicate that all proposed trees will be a minimum of twenty-four inch (24 ") box in size, prior to the issuance of a building permit. (Please address this condition as well as providing a landscape plan that was approved by the Planning Commission). 13.The applicant shall submit a written covenant to the Community Developer Department and signed by the record owner, which is to be recorded against the property. The written covenant shall require that at all times either the single - family unit or the second unit be owner occupied and shall prohibit the rental of both units at the same time. It shall further provide that the second unit shall not be sold, or titled thereto transferred, separate an apart from the entire parcel. The written restrictive covenant shall further require that the City be notified of sale or transfer of the property upon the close of escrow or prior to the effective date of transfer if no escrow is used. (Please be advised that the above condition will be required at Occupancy). 14.For the proposed project located at 412 Langstaff Avenue, the Planning Commission approved a "Bungalow" style architecture and not a "Craftsman" style architecture. (Please revise the proposed project to match what was approved the Planning Commission). 15.Please attach the Planning Commission approved pre- liminary grading and drainage plan. If you have any questions or comments please do not hesitate to contact me at (951) 674 -3124 est. 295 or email at icarlson@lake-elsinore.org. Respect s ' Cads Associate Planner P vSwM1N Pm %%DRofSWtE a2 Vyfsett doe \GUUVUnurn 1'lae fommrnuQ H2 hn uff Svdx V n N V 1 V V! r A z w DI V 0 A tr W m N oc t DRAWN CHECKED AL AOt WO DATE 00-01 -03 SCALE 114' s V-0, JOB NO. SHEET di a n g5 i 8 000o' o03 g mm v S ao will s m OI m YI Ih O 1 m 40' -011 13'_611 5•_5" 20_II 4' -01' ' -4" 4' -1" 5' -101' 10' -6" TE P.) 604 ALSL .2051 ALSL 4n4l ALSL 6068 ALSL GLDR 26° LAVA F•4M /L Y B jTy VAULTED on P Jl TUB /SHOWER NOOK ONE PZ. FIBER. M. BEDROOM VAULTED VAULTED PANT. 2° K /TGHEN 6° A U M201 FRONT ° 4 26 zo C NQ ONE N r RANGE 26e TUB /SHOWER LAV 6 O PZ. FIBER. BEDROOM - -- N VAULTED 3' -211 , Y 22'X30" d A.A. O 26° 26° A 26 N 4" m TO ROOF VAULTED I VENT DUCT, 2°° m 'N/BACKDRAFT DAMPERS 6 26 d O 2°° 0 6 L /ii/NG BEDROOM BEN ° VAULTED VAULTED 2 VAULTED ° 6 6 4040 ALSL 4040 ALSL 6040 ALSL T MP) 41-11" 3' -S" -10" 7' -9" 4' -4" ENTRY PORCH Fl n I. 9' -1011 L 91 -411 L 111-0" L 9' -101j L All TA5LE 5— 11 u r tr r 1 I 1 tl1 fi I NN 1 I O I NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 5 TO 5.5 NUMBER OF BEDROOMS i- m OI m YI Ih O 1 m 40' -011 13'_611 5•_5" 20_II 4' -01' ' -4" 4' -1" 5' -101' 10' -6" TE P.) 604 ALSL .2051 ALSL 4n4l ALSL 6068 ALSL GLDR 26° LAVA F•4M /L Y B jTy VAULTED on P Jl TUB /SHOWER NOOK ONE PZ. FIBER. M. BEDROOM VAULTED VAULTED PANT. 2° K /TGHEN 6° A U M201 FRONT ° 4 26 zo C NQ ONE N r RANGE 26e TUB /SHOWER LAV 6 O PZ. FIBER. BEDROOM - -- N VAULTED 3' -211 , Y 22'X30" d A.A. O 26° 26° A 26 N 4" m TO ROOF VAULTED I VENT DUCT, 2°° m 'N/BACKDRAFT DAMPERS 6 26 d O 2°° 0 6 L /ii/NG BEDROOM BEN ° VAULTED VAULTED 2 VAULTED ° 6 6 4040 ALSL 4040 ALSL 6040 ALSL T MP) 41-11" 3' -S" -10" 7' -9" 4' -4" ENTRY PORCH Fl n I. 9' -1011 L 91 -411 L 111-0" L 9' -101j L All TA5LE 5— 11 u r tr r 1 I 1 tl1 fi I NN 1 I O I NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 5 TO 5.5 NUMBER OF BEDROOMS 1 2 3 2 5 4 5 5 4 5 6 FIRST HOUR RATING GALLONS 42 54 54 54 6-7 61 80 6-7 80 80 80 NOTE ON THE BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REQUIREMENTS AS LISTED ON THE MANDATORY MEASURES CHECKLIST" 5GALE:1 /4" = I' -O FLOOiR, PLAN NOTES I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL RECEPTACLES IN KITCHEN AND GARAGE SHALL BE 69. OUT 51DE RECEPTACLES SHALL BE WEATHER PROOF. b. LAMPS USED IN LUMINARIES FOR GENERAL LI&H7IN6 IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LE55 THAN 40 LUMENS PER WATT 1. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY BACK UP. 9. PROVIDE 30 "X 22" ATTIC ACCESS IO.FANS SHALL HAVE 5 AIR CHANGES PER HOUR 11. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT TH15 LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 3.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALL5 OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BAGKFLOW PREVENTION DEVICES AT ALL EXTERIOR HOSE BIBS. 15.6LAZIN6 IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN AGORDANGE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARG OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED P051TION AND WHERE THE BOTTOM EXF05ED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16. "ATTIC VENTILATION OPENIN65 SHALL BE COVERED WITH GORROVON- RESI5TAN7 METAL MESH WITH MESH OPENINGS OF I /4 -INGH IN DIMENSION." SECTION 1505.3. 11. "THE MANUFAGTURED WINDOW5 SHALL HAVE A LABEL ATTACHED GRTIFIED BY THE NATIONAL FENE57FRATION RATING COUNCIL (NFRC) AND SHOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A GER71FYINCv LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED. SEPARATE APPROVALS FOR ANY ALARM 5YS7EM5 MU57 BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLA55 OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEADS 25 GALLONS PER MINUTE FAUCETS: 2.2 GALLONS PER MINUTE (SINKS AND LAVS) NOTE: 1 NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING B. ABS PIPE FOR DRAINAGE, WASTE AND VENT PIPING 4. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF BUILDING SEWER AND BUILDING DRAIN. 5. PROVIDE 2 SO. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR 5HOWER OR TUB - SHOWER SHALL BE OF THE PRESSURE BALANCE OR THERMOSTATIC MIXING VALVE TYPE. 61 GALLON WATER HEATER I HR. RATINGS .6"1 MIN. PER MC, TABLE 5.1 PROPOSED SQUARE FOOTAGF- LIVING AREA = 600 50L ft PORCH = 240 50L ft GRAND TOTAL = 1,840 50 FT V) no V• ll V Ul fn V V tu ca V V Z V • to N V O Vl Q I--- f w } Z < w d V Q Z Lu Q N LI N } 0 DRAWN ROENI ORoZOo CHECKED AL ASUIMM DATE 11 -90-06 SCALE 1/4• • P -0 • M NO. SHEET 2 VENT TO OUTSIDEJA 2'2 "XI66A SEISMIC, ST FIN. FLR. BASE PLATFORMPOLSHALLBE ENGI ANCHORED WRA WATER HEATER T b P VALVE SHALL TERMINATE AT THE EXT. OF BALDING. PROVIDE ONE STRAP AT 1/3 TOP OF TANK ONE STEP AT 1/3 OF BOTTOM TANK. 1/2" DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT.. WATER HEATER STRAP DETAIL 61 GALLON WATER HEATER I HR. RATINGS .6"1 MIN. PER MC, TABLE 5.1 PROPOSED SQUARE FOOTAGF- LIVING AREA = 600 50L ft PORCH = 240 50L ft GRAND TOTAL = 1,840 50 FT V) no V• ll V Ul fn V V tu ca V V Z V • to N V O Vl Q I--- f w } Z < w d V Q Z Lu Q N LI N } 0 DRAWN ROENI ORoZOo CHECKED AL ASUIMM DATE 11 -90-06 SCALE 1/4• • P -0 • M NO. SHEET 2 F IGURRENTIABG /M/FS'TMENTIGD n r 100 -70 6A AGE DOOR I - 7' -O" 5' -6" I_ 12' -6" fro F FIRST FLOOR PLAN UNIT 115" FLOOR PLAN NOTE`S I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL REGEPTAGLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROOF. 6. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT 7. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY SACK UP. 9. PROVIDE 30 "X 22" ATTIC AGGE55 O.FANS SHALL HAVE 5 AIR CHANGES PER HOUR II. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT THIS LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALLS OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E BIBS. 15.GLAZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACORIDANGE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16. "AT7IC VENTILATION OPENINGS SHALL BE COVERED WITH CORROSION- RESISTANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSION." SECTION 1505.3. 1 -7. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRG) AND SHOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED, SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLASS OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEADS 2.5 GALLONS PER MINUTE FAUCETS: 2.2 GALLONS PER MINUTE (SINKS AND LAVS) 20' -4" 2 -GAR GARAGE GARAGE "B" 8' -0" GL6. o 2 LAYERS 5/5" TYP X IHR) GYP BRD TO ROOF SHEATHING BETWEEN GARAGE 8 LIVING AREA mm 20' -9" I -CAR GARAGE GARAGE 8' -O" GL6. I TO 1.5 13 5 TO 5.5 NUMBER OF BEDROOMS 2 LAYERS 5/8" TYP X VENT TO NF 5 N 2 e6 p 212 "XIbGA 3" DA. X 36" HIGH STEEL PIPE SEISMIC STRAP ?W F 4 EMBEDDED INTO GONG. ON A 6 H 12" 50. X 46" DP. GONG. PAD 54 54 FIN. FLR. BASE PLATFORM U4H 80 HEATING AND COOLIN6 EQUIPMENT IN A 80 WATER HEATER GARAGE AND WHICH GENERATES A GLOW, T d P VALVE SHALL TERMINATE AT THE EM. OF BUILDIN6. c0 SPARK OR FLAME SHALL BE INSTALLED 4" m VENT D T. W/ AT LEAST IS" ABOVE THE FLOOR LEVEL, BAGKDRAFT 6 W DAMPERS PROVIDE A WATER HEATER BLANKET. WHEN EF 15 BELOW 0.56 AN R -12 EXTERNAL BLANKET 15 REQUIRED P 8 T Q RELIEF VALVE TO TERMINATE OUTSIDE OF D GARAGE I -GAR GARAGE GARAGE "A" 2' -4" 8' -O" ILLS. N 2 LAYERS 5/8" TYP X IHR) GYP BRD TO ROOF to SHEATHING BETWEEN GARAGE 6 LIVING AREAW W n r 100 -70 6A AGE DOOR I - 7' -O" 5' -6" I_ 12' -6" fro F FIRST FLOOR PLAN UNIT 115" FLOOR PLAN NOTE`S I. ALL EXTERIOR DOORS SHALL BE WEATHER STRIPPED 2. WALL INSULATION SHALL BE R -13 3. ROOF INSULATION SHALL BE R -30 4. UNDER FLOOR INSULATION SHALL BE R -19 5. ALL REGEPTAGLES IN KITCHEN AND GARAGE SHALL BE CFI. OUT SIDE RECEPTACLES SHALL BE WEATHER PROOF. 6. LAMPS USED IN LUMINARIES FOR GENERAL LIGHTING IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT 7. ALL WINDOWS SHALL BE DUAL PANE 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE WITH BATTERY SACK UP. 9. PROVIDE 30 "X 22" ATTIC AGGE55 O.FANS SHALL HAVE 5 AIR CHANGES PER HOUR II. APPROVED SMOKE DETECTOR WITHIN 12" OF THE CEILING AT THIS LOCATION 12.PROVIDE EARTHQUAKE STRAPS AT TOP AND BOTTOM OF WATER HEATER 13.ROOF ATTIC HEATING OR A.G. EQUIPMENT ON BEARING WALLS OR BEAMS. FOR TRUSSED ROOFS, DOUBLE TRUSSES. 14.PROVIDE APPROVED BACKFLOW PREVENTION DEVICES AT ALL EXTERIOR H05E BIBS. 15.GLAZING IN THE FOLLOWING LOCATIONS SHOULD BE OF SAFETY GLAZING MATERIAL IN ACORIDANGE WITH SECTION 2406.4 ( SEE EXCEPTIONS): a). FIXED OPERABLE PANELS ADJACENT TO A DOOR WHERE THE NEAREST EXPOSED EDGE OF THE GLAZING 15 WITHIN A 24 -INCH ARC OF EITHER VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LE55 THAN 60 INCHES ABOVE THE WALKING SURFACE. WINDOW ADJACENT TO DOOR AT KITCHEN. 16. "AT7IC VENTILATION OPENINGS SHALL BE COVERED WITH CORROSION- RESISTANT METAL MESH WITH MESH OPENINGS OF 1/4 -INCH IN DIMENSION." SECTION 1505.3. 1 -7. "THE MANUFACTURED WINDOWS SHALL HAVE A LABEL ATTACHED GRTIFIED BY THE NATIONAL FENESTRATION RATING COUNCIL (NFRG) AND SHOWING COMPLIANCE WITH THE ENERGY CALCULATIONS." NOTE: ALL NEW GLAZING WILL BE INSTALLED WITH A CERTIFYING LABEL ATTACHED SHOWING THE U VALVE. NOTE: APPROVAL OF THESE PLANS BY THE BUILDING DEPARTMENT DOES NOT INCLUDE APPROVAL FOR ANY TYPE OF ALARM SYSTEM THAT MAY BE SHOWN OR REQUIRED, SEPARATE APPROVALS FOR ANY ALARM SYSTEMS MUST BE OBTAINED." DOORS AND PANELS OF SHOWER AND BATHTUB ENCLOSURES SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLASS OR APPROVED PLASTIC. MAX. FLUSH VOLUMES AND FLOW RATES WATER CLOSETS: 1.6 GALLONS PER FLUSH BLOWOUT TYPE EXEMPT) URINALS: 1.0 GALLONS PER FLUSH SHOWER HEADS 2.5 GALLONS PER MINUTE FAUCETS: 2.2 GALLONS PER MINUTE (SINKS AND LAVS) 20' -4" 2 -GAR GARAGE GARAGE "B" 8' -0" GL6. o 2 LAYERS 5/5" TYP X IHR) GYP BRD TO ROOF SHEATHING BETWEEN GARAGE 8 LIVING AREA mm 20' -9" I -CAR GARAGE GARAGE 8' -O" GL6. n r 80-70 GARAGE DOOR 0 NOTE: I. NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING 3. A55 PIPE FOR DRAINAGE, WASTE AND VENT PIPING 4. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF 5UILDIN6 SEWER AND BUILDING DRAIN, 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRE55UPE BALANCE OR THERMOSTATIC MIXING VALVE TYPE, zQ I TO 1.5 2 TO 2.5 5 TO 5.5 NUMBER OF BEDROOMS 2 LAYERS 5/8" TYP X VENT TO NF 5 IHR) GYP ORD TO ROOF p 212 "XIbGA SHEATHING BETWEEN SEISMIC STRAP ?W F 4 GARAGE It LIVING AREA n r 80-70 GARAGE DOOR 0 NOTE: I. NO SLIP JOINT CONNECTIONS 2. USE COPPER FOR WATER PIPING 3. A55 PIPE FOR DRAINAGE, WASTE AND VENT PIPING 4. PROVIDE GLEANOUT AT GRADE NEAR CONNECTION OF 5UILDIN6 SEWER AND BUILDING DRAIN, 5. PROVIDE 2 50. IN. PER 1000 BTU /H M MINIMUM FREE AREA OF RETURN AIR DUCTS OR OPPENIN65. 6. CONTROL VALVE FOR SHOWER OR TUB - SHOWER SHALL BE OF THE PRE55UPE BALANCE OR THERMOSTATIC MIXING VALVE TYPE, zQ I TO 1.5 2 TO 2.5 5 TO 5.5 NUMBER OF BEDROOMS 1 VENT TO NF 5 OUTSIDE AIR p 212 "XIbGA i SEISMIC STRAP ?W F 4 5 6 H 42 54 54 FIN. FLR. 67 BASE PLATFORM 80 SHALL BE 80 ENGI GLE ANCHORED WRA D 80 WATER HEATER T d P VALVE SHALL TERMINATE AT THE EM. OF BUILDIN6. PROVIDE ONE STRAP AT 1/3 TOP OF TANK ONE STEP AT 1/3 OF BOTTOM TANK. 1/2" DIAMETER EMT PIPES SHALL BE USED FOR THE STRUT. WATER HEATER STRAP DETAIL 6? GALLON WATER HEATER I HR. RATING .6 7 MIN. PER UBG TABLE 5.1 NOTE ON THE BUILDING PLANS ALL OF THE MANDATORY ENERGY CONSERVATION REQUIREMENTS AS LISTED ON THE MANDATORY MEASURES GHEGKL 15T" 2Xb 2X2 4X4 RIM . 2Xb GAP E RAIL 2X2 VERTCALS 4X4 POST RIM JOISTS 2) 1/2" DIA. MACHINE BOLTS 6 WASHERS AT EACH POST N I m N N N 5' -0" 4'-5" 2' -4" 2' -8" 6' -I" opt 4' -5" 4' -T I'_3" 4030 AALSL 2020 AL O L I- REF. ° o V SINK KITCHEN I BA 1 I 8' -0" GL6. 8' -0" GL6. N;HF6T TUB/ 6. RANGE Vi/ 8' -OGL I t- SHWR. OVEN 13ELOV 4HOO,D ABOi/ I 26 I 268 D/W I b I 26 LIVING RM. 26 6' -0" GL6. 6 BEDRM. I - - 8' -O" GLG. m BEDRM. 2 4'- 2- 214' -6 -6" Sr-GOND FLOOR PLAN UNIT "E3" TA5L=E 5 5040 ALSL O" _ 8' -II" NUMBER OF BATHROOMS I TO 1.5 2 TO 2.5 5 TO 5.5 NUMBER OF BEDROOMS 1 2 5 2 5 4 5 5 4 5 6 FIRST HOUR RATING GALLONS 42 54 54 54 67 67 80 67 80 80 80 COLIN& 4x4 POST r m m m Z z E 36" MIN. PLY. TREADS 6 RISERS _ LE55 THAN MIN. 2Xb DECKIN6 FLOOR 111W x l 2 -3/8" M.B. DECK -1015T5 GUARDRAIL DETA I LS WOOD RAILING 0m z AX. 8" RISE MIN. 9" RUN 4x4 POST 5/a" TIC PLY WD. 2x8 F.J. a 16" O.G. 4x14 STRINGER MIN. 3 m SOUARE fOOTACGE UPPER LEVEL 750 SO FT GARAGE "A" 502 SQ FT GARAGE "B" 42q SO FT GARAGE "G" 21-1 SQ FT TOTAL SQ. FT. I,b-15 SO FT J V 0) t" u O zz V v tJ w O V / Q Q ks) W 1J_J ._gin do d UA k j LL1 Q vQNW N DRAWN ROBERfO 0. CHECKM AL AWIRRE DATE 11 -30-08 SC,NE 1/4' - V -0' JOB NO. SHEET 3 Gd DOLOR GARVED WOOD(MEDIUM BROWN) LIGHTWEIGHT RAILING TOP PLATES O DARK OLIVE GREEN FIN. FLR. TOP PLATES WROUGHT IRON FENCE (ol HEIGTH — COLOR GARVED WOOD(MED UM BROWN) WROUGHT IRON FENCE 6' HEI6TH COLOR GARVED WOOD(MEDIUM BROI^ GLASS "A" EAGLE ROOFING SMG8402 SANTA CRUZ TILE ROOFING W/ 30# I G80# -4660 W 15/52" GDX PLl'1^O. SHEATHIN EjE GLASS "A" EAGLE ROOFING TRIM GOLOR # SMG5402 SANTA GRUZ BOUTIQUE SE16E TILE ROOF W/ 30# -FEL7 GBO# -4660 W 15/52" GDX PLYWD. SHEATHING STUCCO DOLOR X -86 SANDSTONE FIN. GRADE z DARK OLIVE GREEN COLOR BOUTIQUE BEI6E SCALE : GLASS "A" EAGLE ROOFING SMG8402 SANTA GRUZ TILE ROOFING W/ 30# CASEMENT WINDOWS TRIM COLOR BOUTIQUE BEIGE NN STUGGO COLOR X -86 SA DRIVEWAY 16E FRONT SCALE : 1/4 " =1' -O" WROUGHT IRON FENCE 6' HE16TH COLOR CARVED WOOD(MEDIUM BROWN) City Of Lake Elsinore Planning Division Approval Approved By to 0 i NTH 5ROWN) V v 111 I N N N UJ 1- V O Q w r w > tu w Q Q z w pC z < Q Q N w N > m ci 0 DRAWN RDBERM 0. CHECKED AL AGUIRRE DAT 11 -20—M SCALE 1/4' = 1'-0• JOB N0. SHEET 4 P IGURREN77/425G 11V155 ICOLOR GARVED WOOD(MEDIUM BROWN) LIGHTWEIGHT RAILING 1 z II 11111111111111111 11111111111 STUCCO COLOR H 3i IKJ TOP PLATES FIN. FLR. TOP PLATES FIN. FLR. FIN. GRADE GLASS "A" EAGLE ROOFING SMG8402 SANTA CRUZ TILE ROOFING W/ 30# I GBO# -4660 W 15/52" GDX PLYWD. SHEATHIN CASEMENT WINDOWS TRIM COLOR BOUTIQUE BEIGE STUCCO , COLOR X -86 SANDSTONE _ STUCCO COLOR X -86 SANDSTONE - — GARAGE DOORS TRIM COLOR BOUTIQUE BEIGE GLASS "A" EAGLE ROOFING 5MC5402 SANTA CRUZ TILE ROOF W/ 30# -FEL7 1050#_4660 W 15/32" GDX PLYWD. SHEATHING IM DOLOR BOUTIQUE BEIGE STUCCO COLOR X -86 SANDSTONE CASEMENT WINDOWS TRIM (COLOR BOUTIQUE BEIGE COLOR IOUE BEIGE Y.jEFT SCALE : TRIM i.11 i ill,f lll IC7HT SCALE : WOOD FENCE 6' HEIGTH AROUND PROPERTY COLOR CARVED WOOD(MEDIUM BROWN) i Y Q z K GLASS "A" EAGLE ROOFING SM(C8402 SANTA CRUZ TILE ROOFING W/ 50# I GBO# -4660 W 15/52" GDX PLYWD. SHEATHIN GLASS "A" EAGLE ROOFING 5MC8402 SANTA CRUZ TILE ROOF W/ 50# -FELT I CBO# -4660 W 15/52" GDX PLYWD. SHEATHING TRIM COLOR BOUTIQUE BEIGE CASEMENT WINDOWS TRIM COLOR BOUTIQUE BEIGE City Of Lake Elsinore Planning Division Approval nApp`i,/ ABU n WOOD FENCE 6' HEIGTH AROUND PROPERTY COLOR CARVED WOOD(MEDIUM BROWN) 5TUGGO COLOR X -56 SANDSTONE M COLOR BOUTIQUE BEIGE NG 1 D t V 1 n V/ V v J-1- -1 v V 7— r— ( V Vl N t V V1 Q D r W } Q z w Q UA Q N W V 5 ED N tr DRAWN a ERTO 0, CHECKED AL AGUIRRE DATE 11 -20-06 SCALE 1/4' - V -0' JOB NO. SHEEP 5 o z 3 IM DOLOR BOUTIQUE BEIGE STUCCO COLOR X -86 SANDSTONE CASEMENT WINDOWS TRIM (COLOR BOUTIQUE BEIGE COLOR IOUE BEIGE Y.jEFT SCALE : TRIM i.11 i ill,f lll IC7HT SCALE : WOOD FENCE 6' HEIGTH AROUND PROPERTY COLOR CARVED WOOD(MEDIUM BROWN) i Y Q z K GLASS "A" EAGLE ROOFING SM(C8402 SANTA CRUZ TILE ROOFING W/ 50# I GBO# -4660 W 15/52" GDX PLYWD. SHEATHIN GLASS "A" EAGLE ROOFING 5MC8402 SANTA CRUZ TILE ROOF W/ 50# -FELT I CBO# -4660 W 15/52" GDX PLYWD. SHEATHING TRIM COLOR BOUTIQUE BEIGE CASEMENT WINDOWS TRIM COLOR BOUTIQUE BEIGE City Of Lake Elsinore Planning Division Approval nApp`i,/ ABU n WOOD FENCE 6' HEIGTH AROUND PROPERTY COLOR CARVED WOOD(MEDIUM BROWN) 5TUGGO COLOR X -56 SANDSTONE M COLOR BOUTIQUE BEIGE NG 1 D t V 1 n V/ V v J-1- -1 v V 7— r— ( V Vl N t V V1 Q D r W } Q z w Q UA Q N W V 5 ED N tr DRAWN a ERTO 0, CHECKED AL AGUIRRE DATE 11 -20-06 SCALE 1/4' - V -0' JOB NO. SHEEP 5 i° IGURRENTIffBG /N!/E5175ENTIGD Al SELF CLOSING SOLID GORE WP /6FI 1 5/8" DOOR. IHR FIRE PROTECTED TIGHT FITTING BOA D TO F APoB5H TTHING I HOUR) GFI // BETNEEN VV5 AREA ALL PkALL5 S GEILIN6 GARA E LIGHTS TO BE a I CON LLED BY MANU LY -ON 5EN50R OF i N L Gia1911 GFI 5/8" GYP. BD. TYPE "X" BOARD TO ROOF 5HEATHING I HOUR) GFI BETWEEN GAR. S LIVING AREA ALL WALL5 d GEILIN6 GARAGE LIGHTS TO BE CONTROLLED BY MANUALLY -ON SENSOR d14011! AtaW 4rM 5/8" GYP. BD. TYPE "X" BOARD TO ROOF 5HEATHING I HOUR) 2O BETWEEN GAR. LIVING AREA GFI ALL WALL5 S CEILING 6FI PI GARAGE LIGHTS TO BE CONTROLLED BY MANUALLY -ON 5EN50R 6FI 6FI 1 aKGI'r91f i U `L FIRST FLOOR ELECTRICAL LAN UNIT 115" 1 INO.SCALE VAPOR PROOF x' /GAL 4/.,.5 77 4r/ort 5f /"Y SMOKE DETECTORS ARE REQUIRED ON THE GEILIN6 OR WALL AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO ROOMS USED FOR 5LLEPIN6 PURPOSES. IN ROOM IF ROOM HEIGHT 15 24" OR HIGHER THAN THAT OF CORRIDOR. ON THE GEILIN6 DIRECTLY ABOVE THE STAIRWAY WHERE 5LLEPIN6 ROOMS ARE ON AN UPPER LEVEL. IN THE BASEMENT AND ON EACH STORY. IN EACH SLEEPING ROOM. IN NEW CONSTRUCTION, SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED WITH A BATTERY BACK -UP. SMOKE DETECTORS FOR EX1571NC7 MAY BE BATTERY OPERATED. SECOND FLOOR ELECTRICAL PLAN UNIT 1I5" SEE SEC. 1O6 (B) I` O AVM, ALL AVr4WV &ME79 7D BE BP9 ` 2 -10 AMP ZW1CA7ID aaaar a A;lraoVv APROX 5/a OF THE 1 FIXTURESTO BE _ HIGH EFFICACY GFI 00W FANr L M I N 2D' UFO- UPS FI W166 Kip - o bA7' Gi mo y .mnam aox waw4wocr FCR AB C4WREW WAS PW ACC ATn" 40,04 LA:AIN V#5 A1PISF/ CM.-rANN 25' OF nE A/c C'C OR LOCA17ON B6• X 56' cow. OR F/B Aic PAD PROVIDE POSITIVE ELECTRICAL DISCONNECT SEE SEC. 509) L16HT gEC. 509 AL50 REOUIRLS CONVENIENCE OUTLET CONTROLS (RECEPTACLE) WITHIN 25' G EQUIPMENT v WORKINGSPACE AT CONTR0:.5 _ YIA 3o 250L OI FKYR Nb O YiAiU1 -AIR -'- all ACCES Y m PROVIDELA raRKINV 20' MAX PLATFORM MIN, 50' DEEP AT CONTROL SIDE 22 "x50• ACCESS OPENINb ATTIC HVAC ECUIR MST COMPLY WITH OR ANCHOR UNIT TO SEC, ° B ANP 1p .l PLATFORM. OF THE 1999 UMC. CONDENSATE DRAIN GY,4LL F /XTi/RE AND 210.10 of THE 1996 NEC. AT AN APPROVED GONVEN /ENGE m FAM2Y APCYI ro BE CONIR14 -m BY svirm OUTLET s•x!o• A7T}G HI6H EFFIGANGY LUMINARIES MUST BE PIN BASED b1D IYGfG ACGGS 7a PAII. a wens 15ATH ROOM LIGHTS AVE OCCUPANT CENSOR N I l GONVEN /ENGE t GENERAL LIGHTING FIXTURES IN BATHROOM AND KITCHEN 5HALL HAVE LAMPS WITH A EFFIGANGY OF AT LEAST 40 LUMEN PER WATT. TV ORPh'ON j Q K L/ DOORS AND PANELS OF 5HOWER AND BATHTUB ENGL05URE5 SHOULD BE FULLY TEMPERED, LAMINATED SAFETY GLASS G.4B /NET OR APPROVED PLA5TIG. h SUITABLE FOR NET LOCATIONS INO.SCALE VAPOR PROOF x' /GAL 4/.,.5 77 4r/ort 5f /"Y SMOKE DETECTORS ARE REQUIRED ON THE GEILIN6 OR WALL AT A POINT CENTRALLY LOCATED IN THE CORRIDOR OR AREA GIVING ACCESS TO ROOMS USED FOR 5LLEPIN6 PURPOSES. IN ROOM IF ROOM HEIGHT 15 24" OR HIGHER THAN THAT OF CORRIDOR. ON THE GEILIN6 DIRECTLY ABOVE THE STAIRWAY WHERE 5LLEPIN6 ROOMS ARE ON AN UPPER LEVEL. IN THE BASEMENT AND ON EACH STORY. IN EACH SLEEPING ROOM. IN NEW CONSTRUCTION, SMOKE DETECTORS SHALL RECEIVE THEIR PRIMARY POWER FROM THE BUILDING WIRING AND BE EQUIPPED WITH A BATTERY BACK -UP. SMOKE DETECTORS FOR EX1571NC7 MAY BE BATTERY OPERATED. SECOND FLOOR ELECTRICAL PLAN UNIT 1I5" SEE SEC. 1O6 (B) I` O AVM, ALL AVr4WV &ME79 7D BE BP9 ` 2 -10 AMP ZW1CA7ID aaaar a A;lraoVv APROX 5/a OF THE 1 FIXTURESTO BE _ HIGH EFFICACY GFI 00W FANr L M I N 2D' UFO- UPS FI W166 Kip - o bA7' Gi mo y .mnam aox waw4wocr FCR AB C4WREW WAS PW ACC ATn" 40,04 LA:AIN V#5 A1PISF/ CM.-rANN 25' OF nE A/c C'C OR LOCA17ON B6• X 56' cow. OR F/B Aic PAD PROVIDE POSITIVE ELECTRICAL DISCONNECT SEE SEC. 509) L16HT gEC. 509 AL50 REOUIRLS CONVENIENCE OUTLET CONTROLS (RECEPTACLE) WITHIN 25' G EQUIPMENT v WORKINGSPACE AT CONTR0:.5 _ YIA 3o 250L OI FKYR Nb O YiAiU1 -AIR -'- all ACCES Y m PROVIDELA raRKINV 20' MAX PLATFORM MIN, 50' DEEP AT CONTROL SIDE 22 "x50• ACCESS OPENINb ATTIC HVAC ECUIR PROVIDE SEISMIC BRACES MST COMPLY WITH OR ANCHOR UNIT TO SEC, ° B ANP 1p .l PLATFORM. OF THE 1999 UMC. CONDENSATE DRAIN N.SO, SEC. 211 5HALL TERMINATE AND 210.10 of THE 1996 NEC. AT AN APPROVED PAU IN ATTIC DETAIL ATTIC, ArCES OFFEMNG SHALL BE SIZED FOR THE REMOVAL OF THE LARGEST PIECE OF EQUIPMENT. sr aoLSL GEvv L /Gf r /rVG/Xf .4USr . 4Ns Q- /?ALL MGYJNTi Lr L /Gf/TF /,Yn/RE INEZ fY 6L /6NTF /X7L Eh/OT /ONG i ' , r TOGELL SR'FAGENTGE /L /f45L /6Hlf /,Y1LE'E HA di /N6GE /L /kSL /6HTF /X7LXEANTGEN JP PFAGEM NTGE/ L/ kSL /6hiF /•F 7EFTOGELL/T /aNGEN P REGESSfDL/6HTF /I .' " REGESDFLGY'E fNTL /6f/TF /YTL?E F REGESSEDFLGY PE fNTL /6NTf /.YTGRE FL,ENTL /6HTF /XTlRE L// /T GE /L /N6 SEEOE7A /L /ZV Q rOGEJl L/6HTF/,YTIh'E vQ VAPORFXGf FPEGE55EDL /6NTF /YT -//L A Pn'OVED EX//i1G5TfAN- .GFh1M /N- VfiYlEDTOGY/ /OEA /R FA SHALL BEGAPABLEDF5 .4 /RGH.4N6E5PER/,I R E.If/. 4C,. 5TNEATfY /FLGI RL /6f/TFAN- .GF IM /N- VENTEDTO YDEA /R REGESSfD/YgLL fYASHERL/6hTF/X7LRE PEGE55EDSTfPL /GHT s ir H s Jw/TGN B rArs/TGN d1 °- O /rNr/ER5{y /TGN a rErs B I LA*fr TO BE CnV"T m 1 J / 220 AMP DID/ I 1 OCCUPANT CENSOR c/RGAr v BA77,v I P 0. MIIIW=t*Wff YY7rJ( xr. 0 OAa Pc . P 1gM B I PNTRAO /INK ?,' /Vit LA>XX 1D A ACGV PDt UAtG. lOID - 15.D. BATH ROOM LIGHTS T HAV 1OGUPANTCENSORN ROOM LIGHT TO GUPANT CENSOR AI I C D B / Ea RGGP1 L /6Nr ro BE c ,vn% ICED BY R ALL EIIII Ncmam mCAr3f.PPL77///-W v 5/AINZ PRAM /S,! ??AMP REGEI7ACLE A/71E75 /NSrALLID IN D412-4/N6 W175 HBI SHALL BE PR07EC7El'JBYAN ARc FAtir G/Ra/lr INTER mm ALL LLdtmi c/R1.L479 TN.AT SLPPLY /2S vA. r, W/4" 1%4W, /fI 241 RELIDrA I-T 001475 /wrALLID IN Di18L /NS W/M BEDRA2Fo SYALL BE PR07ECrw BY AN ARC B FALLT c/RaAr l mmr-TER B ®A:A7Af Ll6Nr ro BE Aa mmw BY D /ASi¢ SMiTCN I ELECTRICAL PLAN UNIT A 1I //O VGONVG/PLEX lLET- HODEN OVGONVGYPLEXGY/TCET Q- / /OVGONVGZA7E aiLET- NALFHar a@=- 11DVGY/lLET 220 i 6R YiOFA /LT /NlfRRGPI DGYYfi'LE,Y/TLET 7 / 41f1 `RFPGY F6RGYIDFA T /N7E'R'TED GY f 'L 6 Y GYi1 Z ET AT FRONT ANO ,PEAR TAT A/GD /.DNNEGT .°GLR /NfRONT /S "GLREAS /DE GL /M.4rFGal TaL 11OVG /RC/ /TBREAKERFORAG GO A'ESP GE /L /rkSFAN G N/L ELFGr /G,4L SMu EOETKTGIPHARD lY/REOfY/BATTERrBAG,('d/P ANOAID /EAL.4rPM /HALL SLEEP /NGAREAS! /NTEXGDNNEGTEO zr'Gl7 /GAL PAAEL H- /Yi5EB /BfY/M N- ,PEr±VABLE BAGKFLO/Y REYfTi TERDEV/GEATREARA fOfRONT LAMP5 WITH A EFFIGANCY OF AT LEA5T 40 LUMEN PER MTT. SUITABLE FOR WET LOGATI0145 a I- I FA/ -16W TO BE LON7R9LEP BY W/7YM B, BED ROCML /BNr ip 9E C.OA7RGYID BY AD //R SM7rGN 1 f I ALL BIIII A/cAYCU/79 n"r 6LPPLY/sp VOLr, 5/NI LT- 10 -AW)II PMCLE am.E75 1N5rALLW /N ONB.LIAW WM BEDRCq'M3:1/GALL. BE PROTECTED RYAN ARO FMir c#wir /N7El@',P7BR a a] FOR X L ] ELEOTRIGAL NOTES I. ALL WORK SHALL COMPLY BY THE CURRENT N.E.G. 2. MAIN SERVICE SHALL BE 200 AMP. PANEL 3. INSTALL UFER BAR 4. ALL WIRING SHALL BE ROMEX TYPE 5. ALL RECEPTACLES IN KITCHEN, BATH, AND GARAGE SHALL BE 6FI. OUTSIDE RECEPTACLES SHALL BE WEATHER PROOF 6 LAMPS USED IN LUMINARIES FOR GENERAL L16H7IN6 IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT. 7. ATTIC FAU SHALL HAVE LIGHT AND SWITCH IF LOCATION (5 CHANGED) 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP AND INTERCONNECTED 9. PROVIDE 30 "x22" ATTIC ACGE55 10. FANS SHALL 5 AIR CHANGES PER HOUR II. ALL GEILIN6 FANS SHALL BE INSTALLED TO METAL BOXES OR EQUAL 12. AIR CONDITIONER CONDENSER UNIT SHALL HAVE DISGONNEGT 13. MAKE ARRANGEMENTS IF APPLICABLE FOR PRE -WIRE GABLE T.V., TELEPHONE, ALARM, INTERCOM, CENTRAL VAC, ETC. 14. BATHROOM RECEPTACLES OUTLETS SHALL BE SUPPLIED BY AT LEA57 ONE 20 -AMP BRANCH CIRCUIT. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. 15. MIN 20' UFER GROUND WITH BOND TO 6A5 8 WATER PIPING. 16. PROVIDE TWO OR MORE 20 -AMP SMALL APPLIANCE BRANCH GIRGUIT5 IN KITGHEN /DINING AREAS. 1-1. PROVIDE A MINIMUM OF TWO SEPARATE 20 -AMP APPLIANCE CIRCUITS FOR KITCHEN /DINING AREAS. IS. PROVIDE A SEPARATE 20 -AMP CIRCUIT TO SUPPLY REQUIRED LAUNDRY RECEPTACLE OUTLET IN EACH DWELLING UNIT. 19. RECESSED INCANDESCENT FIXTURES SHALL HAVE THERMAL PROTECTION 20. ALL BEDROOM BRANCH CIRCUITS SHALL BE ARC FAULT CIRCUIT PROTECTED. 21. ALL KITCHEN LIGHTS TO BE FLOURESGENT CAN LIGHTS W/ PIN BASE c v t u h : z V V Jf-u V rc1 Q V I I I.0 W } tu Ld W Q Oz vQNW CV A m N DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -30-08 SCALE 1/4' - 1' -0' JOB NO. SHEET 6 B m FAM2Y APCYI ro BE CONIR14 -m BY svirm s•x!o• A7T}G ALC1 Pat vex !G aat/ , UJ2G. flG. b1D IYGfG ACGGS 7a PAII. a wens 15ATH ROOM LIGHTS AVE OCCUPANT CENSOR N I l B I LA*fr TO BE CnV"T m 1 J / 220 AMP DID/ I 1 OCCUPANT CENSOR c/RGAr v BA77,v I P 0. MIIIW=t*Wff YY7rJ( xr. 0 OAa Pc . P 1gM B I PNTRAO /INK ?,' /Vit LA>XX 1D A ACGV PDt UAtG. lOID - 15.D. BATH ROOM LIGHTS T HAV 1OGUPANTCENSORN ROOM LIGHT TO GUPANT CENSOR AI I C D B / Ea RGGP1 L /6Nr ro BE c ,vn% ICED BY R ALL EIIII Ncmam mCAr3f.PPL77///-W v 5/AINZ PRAM /S,! ??AMP REGEI7ACLE A/71E75 /NSrALLID IN D412-4/N6 W175 HBI SHALL BE PR07EC7El'JBYAN ARc FAtir G/Ra/lr INTER mm ALL LLdtmi c/R1.L479 TN.AT SLPPLY /2S vA. r, W/4" 1%4W, /fI 241 RELIDrA I-T 001475 /wrALLID IN Di18L /NS W/M BEDRA2Fo SYALL BE PR07ECrw BY AN ARC B FALLT c/RaAr l mmr-TER B ®A:A7Af Ll6Nr ro BE Aa mmw BY D /ASi¢ SMiTCN I ELECTRICAL PLAN UNIT A 1I //O VGONVG/PLEX lLET- HODEN OVGONVGYPLEXGY/TCET Q- / /OVGONVGZA7E aiLET- NALFHar a@=- 11DVGY/lLET 220 i 6R YiOFA /LT /NlfRRGPI DGYYfi'LE,Y/TLET 7 / 41f1 `RFPGY F6RGYIDFA T /N7E'R'TED GY f 'L 6 Y GYi1 Z ET AT FRONT ANO ,PEAR TAT A/GD /.DNNEGT .°GLR /NfRONT /S "GLREAS /DE GL /M.4rFGal TaL 11OVG /RC/ /TBREAKERFORAG GO A'ESP GE /L /rkSFAN G N/L ELFGr /G,4L SMu EOETKTGIPHARD lY/REOfY/BATTERrBAG,('d/P ANOAID /EAL.4rPM /HALL SLEEP /NGAREAS! /NTEXGDNNEGTEO zr'Gl7 /GAL PAAEL H- /Yi5EB /BfY/M N- ,PEr±VABLE BAGKFLO/Y REYfTi TERDEV/GEATREARA fOfRONT LAMP5 WITH A EFFIGANCY OF AT LEA5T 40 LUMEN PER MTT. SUITABLE FOR WET LOGATI0145 a I- I FA/ -16W TO BE LON7R9LEP BY W/7YM B, BED ROCML /BNr ip 9E C.OA7RGYID BY AD //R SM7rGN 1 f I ALL BIIII A/cAYCU/79 n"r 6LPPLY/sp VOLr, 5/NI LT- 10 -AW)II PMCLE am.E75 1N5rALLW /N ONB.LIAW WM BEDRCq'M3:1/GALL. BE PROTECTED RYAN ARO FMir c#wir /N7El@',P7BR a a] FOR X L ] ELEOTRIGAL NOTES I. ALL WORK SHALL COMPLY BY THE CURRENT N.E.G. 2. MAIN SERVICE SHALL BE 200 AMP. PANEL 3. INSTALL UFER BAR 4. ALL WIRING SHALL BE ROMEX TYPE 5. ALL RECEPTACLES IN KITCHEN, BATH, AND GARAGE SHALL BE 6FI. OUTSIDE RECEPTACLES SHALL BE WEATHER PROOF 6 LAMPS USED IN LUMINARIES FOR GENERAL L16H7IN6 IN KITCHEN AND BATHROOM SHALL HAVE EFFICIENCY OF NOT LESS THAN 40 LUMENS PER WATT. 7. ATTIC FAU SHALL HAVE LIGHT AND SWITCH IF LOCATION (5 CHANGED) 8. ALL BEDROOMS AND HALL AREAS THAT ACCESS BEDROOMS SHALL HAVE SMOKE DETECTORS, HARD WIRE W/ BATTERY BACK UP AND INTERCONNECTED 9. PROVIDE 30 "x22" ATTIC ACGE55 10. FANS SHALL 5 AIR CHANGES PER HOUR II. ALL GEILIN6 FANS SHALL BE INSTALLED TO METAL BOXES OR EQUAL 12. AIR CONDITIONER CONDENSER UNIT SHALL HAVE DISGONNEGT 13. MAKE ARRANGEMENTS IF APPLICABLE FOR PRE -WIRE GABLE T.V., TELEPHONE, ALARM, INTERCOM, CENTRAL VAC, ETC. 14. BATHROOM RECEPTACLES OUTLETS SHALL BE SUPPLIED BY AT LEA57 ONE 20 -AMP BRANCH CIRCUIT. SUCH CIRCUITS SHALL HAVE NO OTHER OUTLETS. 15. MIN 20' UFER GROUND WITH BOND TO 6A5 8 WATER PIPING. 16. PROVIDE TWO OR MORE 20 -AMP SMALL APPLIANCE BRANCH GIRGUIT5 IN KITGHEN /DINING AREAS. 1-1. PROVIDE A MINIMUM OF TWO SEPARATE 20 -AMP APPLIANCE CIRCUITS FOR KITCHEN /DINING AREAS. IS. PROVIDE A SEPARATE 20 -AMP CIRCUIT TO SUPPLY REQUIRED LAUNDRY RECEPTACLE OUTLET IN EACH DWELLING UNIT. 19. RECESSED INCANDESCENT FIXTURES SHALL HAVE THERMAL PROTECTION 20. ALL BEDROOM BRANCH CIRCUITS SHALL BE ARC FAULT CIRCUIT PROTECTED. 21. ALL KITCHEN LIGHTS TO BE FLOURESGENT CAN LIGHTS W/ PIN BASE c v t u h : z V V Jf-u V rc1 Q V I I I.0 W } tu Ld W Q Oz vQNW CV A m N DRAWN ROBERTO 0. CHECKED AL AGUIRRE DATE 11 -30-08 SCALE 1/4' - 1' -0' JOB NO. SHEET 6 N ILI N Z d J SC A. FE FLANLAND ISn nn 5YM50L 0 0 0 W W W W O• W W b O W b O W W W W O W W W W W W W W W W W W W W W W W W W W W W W W W W W W W I W W W W W W W W W W I W W W W W W • W w map W FLANT I NO L=LG2E:ND 50TANIGAL NAME LA6ER5TROE4A INDIGA 'CHEROKEE' BUXUS MIGROPHYLLA JAPONICA AGAPANTHUS AFRIGANUS GOMMONNAME GRAPE MYRTLE JAPANESE BOXWOOD TURF LILY OF THE NILE NOTE: AUTOMATIC, IRRIGATION SYSTEM AND RAIN SENSOR TO GONSERV WATER 51ZE 2qq& 4 5 6AL. 5 6AL. I l NJ O z%Q z 0 HI l 111 1- m v z N 63 rO U W Q 1 W 1 1 , wI } W. o V W Q z llJ z ate[ Q UA V 4 0 DRAWN RODCRTO Owzw CHECKED AL A6UIRRC DATE I I -22-06 SCALE 1• - 10' -0• JOB NO. SHEET L - 24385 NANDINA AVE., SUITE A • M0RENO VALLEY, CA 92551 P110NE:951- 242 -1725 • FAX 951-242-0281 APPROVED ar `r FOR PERMIT ISSUANCEr4 „1; SCOTT FAZEKAS & ASSOCIATE$, By DATETheseplanshavebeenreviewedforaerenctot applicable codes and ordinance. Authorization Is hereby granted to issue a building permit pending approval by all applicable City agencies. The Issuance or granting of a permit based on approval of these plans shall not be construed to permit or approve any violation of the applicable codes or ordinance. No permit presumed to give F authority to violate or cancel the provisions of such nnfln5 snail no vallu. ABC INVESTMENTS LANGSTAFF ST. LAKE ELSINORE, CA. BRACING WOOD TRUSSES: COMMENTARY AND RECOMMENDATIONS TRUSS PLATE INSTITUTE, INC., 1976 However carefully wood trusses ere tlesI he d antl fabricamd all this is at stake in the final erection end bracing of o roofd Iloor system. It is et this critical siege of construction that many of the realty signAicam design assumptions are either fulfilled or ignoretl. II ignored, the consequences may result in a collapse of the INTRODUCTION structure. which at best is a substantial loss of time and materials. and which at worst could result in a loss of life. In recognition of the inherent safety of a property braced roof system, the apparent lack of knowledge of how, when, and where to install adequate bracing, and in the interest of public safety , the Truss Plate Institute, Inc., in consultation with its Component Manufacturers Council membership, has undertaken the preparation of these recommendalions. Substantial concentrated study and deliberative review by the TPI Technical Advisory Committee (comprising a membership of the chief structural engineers of member plate manufacturing companies, representatives of the academic Community, and independent consulting engineers) have been tlevated to this effort. Consultation with the TPI Component Manufacturers Council has resulted in bring'ng practical field handling and erection problems into a sharper focus. Inclusion of the tentative recommendations for on -site handling and erection procedures is one direct result of the consultations. It Is planned to study further and enlarge upon these tentative recommendations. While the recommendations lot bracing contained herein are technically sound, it is not intended that they be considered the only method for bracing a roof system. Neither should these recommendations be interpreted as superior to or a standard that would necessarily be preferred In lieu of an architect's or engineers design for bracing for a particular roof system. These recommendations for bracing wood trusses originate from the collective experience of leading technical personnel in the wood truss Industry, but most, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualited building designer, builder, or erection contractor. Thus, the Truss Plate Institute expressly disclaims any responsibility for damages m thearisingfro use, application, or reliance on the recommendations and information contained herein by building designers or by erection contractors. and I .mdn r) w gel.,a it =1 o..ns Figure 1(a) The Truss Plate Institute 'Design Specifications for Light Metal Plate Connected Woolf Trusses' are recommended for the design of individual wood trusses as structural components only. Lateral bracing as may be required by design to reducebucklinglengthofindividualtrussmembers, is a pad of the wood truss design and is the only bracing that will be specified on the truss design drawings. Lateral bracing is to be supplied in the sue specified and installed at the location specified on the truss design drawings by the builder or erection contractor. The building designer or inspector must ascertain that the specified lateral bracing is properly installed and that this bracing is sufficiently anchored or restrained by diagonal bracing to prevent its movement. and asisr bracing formal or other load The builder or erection contractor is responsible for proper wood truss handling and for proper tempera ryry bracing. He must assure that the wood trusses are not structurally, damaged during erection and that they are maintained in alignment before, during, and after installation. Temporary or erection bracing may follow, but not necessarily be limited to, the building designer's framing plan. It is recommended that erection bracing be applied as eacfi truss is placed in position. Figure 1(c) nominal lumber) be installed at apt to the lateral brace. Diagonal boar opposite side of the same member This bracing may be continuous or intermittent at the building designer's option; however. it is recommended that intermittent spacing not exceed 20 feet, or twice the horizontal run of the diagonal bracing. The ground braces should be located directly in line with all rows of top chard continuous lateral bracing. Otherwise, the top chord of the first truss can bend sideways and allow the trusses to shift. This shit, however slight, puts a tremendous strain on all connections of the bracing system, i.e., the weight of the trusses would then be added to any wind force or construction load such as bundles of plywood or roof shingles tending to tip the trusses over. All nailing of bracing should be done so that if the trusses should tend to buckle or tip, the nails will be loaded laterally, not in withdrawal. It is not recommended to nail scabs to the end of the builtling to brace the first truss. These scabs can break off or pull out, thus allowing a total collapse. As trusses are set In place, the builder or erection contractor must apply sufficient temporary bracing to hold the busses plumb, in alignment and In a safe condition until the permanent bracing. tlecking, and/or sheathing can be installed Temporary bracing should be not less than 2x4 dimension lumber and should be as long as practical for handling. The use of short spacer pieces of lumber between adjacent trusses is not recommended, unless used temporarily in preparation for immediate installation of longer continuous bracing (8 -feet minimum length). Temporary bracing lumber should be nailed with two double headed 16d nails at every intersection with the braced member. Pre -assembly of groups of trusses, on the ground, into structurally braced units which are then lifted into place as assemblies is an acceptable alternate to the oneat -a -time method. Exact spacing between trusses should be maintained as bracing is Installed to avoid the hazardous practice of removing bracing to adjust spacing as sheathing is applied. This act of adjusting spacing" can cause trusses to topple it a key connection is removed at the wrong time. Truss bracing must be applied to three planes of reference in the roof system to insure stability: L Top chord (sheathing) plane, 2. web member plane or vertical plane perpendicular to trusses, and 3. bottom chord (ceiling) plane. 1. Top Chord Plane. Most important to the builder or erection contractor is bracing in the plane of the top chortl. Truss top chords are susceptible to lateral buckling before they are braced or Figure 1(d) wane :mor we a.w i tviiin dm.i;ry• m •imw u. STAGE TWO: DuringTruss Erection the builder or erection contractor must take adequate precautions to assure that the wood trusses are not structurally damaged. Proper rigging, including the use of spreader bars and multiple pick -up points, where required is necessary to prevent damage during handling: tentative recommendations are presented in the Appendix hereto. It is most important to brace the first truss at the end of the building securely. All other trusses are tied to the first truss, thus sheathed. It is recommended that continuous lateral bracing be installed within 6 inches of the ridge line or center line and at approximately 8 feet to 10 feet intervals between the ridge line of sloped trusses or center line of flat trusses and the eaves. For double member trusses this spacing between laterals may be Increased to 12 feet to 14 feel. Diagonals, located between the lateral bracing and set at approximately 45 degree angles. forth the triangles required for stability in the plane of the top chord. NOTE: Long spans or heavy loads may require closer spacing between lateral bracing and closer intervals between diagonals, Figure 3(a) illustrates temporary bracing in the plane of the top chord for gable trusses. If possible, the continuous lateral bracing for the top chord should be placed on the underside of the top chord so that it will not have to be removed as the plywood decking is applied. The trusses are then held securely even during the decking process. It is equally important for the builder or erection contractor to install bracing in the plane at the top chortl for flat roof or floor trusses. The use of a similar bracing pattern is recommended for all flat trusses. Particular attention is directed to bracing at the end of flat trusses as shown in Figure 3(b), 2. Web Member Plana. It is also necessary to install temporary bracing in the plane or the web member. This bracing is usually imp rrz am mia...l R... w.la ircnnm,..eivA.. onap. M. form a.wiw M Figure 3(a) The design of wood trusses in accordance with TPI design criteria assumes: 1. Truss members are initially straight, uniform in cross section, and undonn in design properties. 2. Trusses are plane structural components, installed velliou braced to prevent lateral movement, and parallel to each other at the design spacing. 3. Truss members are pinned at joints for determination of axial forces only. 4. There is continuity of Chord members at joints for determination of moment stresses. 5. Compression members are laterally restrained at speogic mcatons or intervals. 6. Superimposed dead or live loads act vertically, wind loads are applied normal to the plane of the top chord, and concentrated loads are applied at a point. 7. In addition to the lateral bracing specified by the truss designer, the building designer will specify sufficient bracing at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. 8. The building designer (not the truss designer) will specify sufficient bracing and connections to withstand lateral loading of the enure structure. The theory of bracing is to apply sufficient support at right angles to the plane of the truss to hold every truss member in the position assumed for it in design. This theory must be applied at three stages. STAGE ONE: During Building Design and Truss Design individual truss members are checked for buckling, and lateral bracing is mspecified as required for each truss member. The buildin tleslgmarstspecifyhowthislateralbracingistobeanchoretlor restrained to prevent lateral movement should all truss members, so braced tend to buckle together as shown in Figure 1(b). This may be accomplished by: I Anchorage to solid end walls (Figure 1 (c)). 2. Diagonal bracing in the plane of web members (Figure 1(d)). 3. Other means as determined by the building designer. Figure 2(b) the bracing system depends to a great extent on how well the first truss is braced. One satisfactory method Is for the first truss top chard to be braced to a stake driven into the ground and securely anchored. The ground brace itself should be supported as shown in Figure 2 at' it is apt to buckle. Additional ground braces, in the opposite direction, inside the building are also recommended. Figure 3(b) installed at the same locations decried on the architectural Dian or permanent placing, and may oecome part or me permanent bracing. It is recommended that diagonal bracing be added at each web member requiring continuous lateral bracing. It none is specified it is recommended that it be placed at no grater than 16 feet intervals along the truss length for roof trusses and 8 feet intervals for floor trusses. It is not generally necessary for diagonal bracing to run continuously for the full length of the building but it is recommended that the spacing between sets of diagonal bracing not exceed 20 feel, or twice the horizontal run of the diagonal bracing. Rows of 2x6 strong -packs may also be used to brace floor trusses where diagonal bracing is impractical. Figure 4(a) illustrates diagonal bracing in the plane of the web members; Figure 4)b) Illustrates the lateral movement that may occur it lateral bracing is used without diagonal bracing. 3. Bottom Chord Plane. In order to hold proper spacing on fine bottom chard temporary bracing is recommended in the plane of the bottom chortl. Continuous lateral bracing at no greater than 8 feet to 10 feet on centers along the truss length in recommended full length of the building, nailed to the top M the bottom chord. e • • • • • • • • A • • i • • • • 1 PREMIER TRUSS, LLC 24385 Nandina Ave. Moreno Valley, CA 92551 951) 242 -1725 STRUCTURAL TRUSS CALCULATIONS ABC INVESTMENTS LANGSTAFF ST. LAKE ELSINORE, CA. The bound truss design drawings having an electronic seal and signature printed on each page have been reviewed and approved by the truss design engineer as indicated by the engineer's seal and wet signature on this cover page. This review and approval applies solely to the attached truss design drawing pages that are bound together. COMPUTRUS, INC. 31945 Corydon Rd., Lake Elsinore, Ca. 92530 19' -7' 105' -0' r-- 1 THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BULGING DESIGN. Above plan provided for truss placement only. Refer to truss calculation and engineering structural drawings for all further information. Building designer/ engineer of record are responsible for all non truss to truss connections. Building designer / engineerof record to review and approve of all designs prior to construction. Job M 70032 For: Plan: 1 Elev: BUNGALOW Drawn By: Checked By: Revision Dates Revision -1: Revision -2: Revision -3: i i 19' -7' 105' -0' r-- 1 THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BULGING DESIGN. Above plan provided for truss placement only. Refer to truss calculation and engineering structural drawings for all further information. Building designer/ engineer of record are responsible for all non truss to truss connections. Building designer / engineerof record to review and approve of all designs prior to construction. Job M 70032 For: Plan: 1 Elev: BUNGALOW Drawn By: Checked By: Revision Dates Revision -1: Revision -2: Revision -3: o n= 105 ©. r 3a' -6' 20' -6' 39' -81/2' 6-0• I 5 13-11' THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BUILGING DESIGN. M No.0005593 Exp. 9- 30 -j)9' Above plan provided for truss placement only. Refer to truss calculation and engineering structural drawings for all further information. Building designer/ engineer of record are responsible for all non truss to truss connections. Building designer /engineer of record to review and approve of all designs Prior to construction. Job #: 70032 For m Plan: 1 Elev: CRAFTSMAN Name: Address: 414 r Phone: Drawn By: Checked By: Revision Dates Revision -1: Revision -2: Revision -3: III II° 6' 2e 6 5 19'-7' THE TRUSSES HAVE BEEN REVIEW AND ARE CONSISTENT WITH THE BULGING DESIGN. 28' -6' 41 NO0065593 Exp 9- 1-1r -cc S /8-) 6' -e• Above plan provided for truss placement only. Refer to truss calculation and engineering structural drawings for all further information. Building designer/ engineer of record are responsible for all non truss to truss connections. Building designer /engineer of record to review and approve of all designs prior to construction. Job #: 70032 For: Plan: 1 IEIev: SPANISH k : By: Revision Dates 1: 2: 3: 1 • • • y CompuTrus. Inc. Manufacturing . Engtnerring • Computer Systems WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. 2. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 3. 1x3 compression web bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, must be designed and provided by designer of complete structure. CompuTrus assumes no responsibility for such bracing. 5. No load should be applied to any component until after all bracing and fasteners are complete, and at no time should any loads greater than design loads be applied to any component. 6. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss designs set forth by the Truss Plate Institute in "Bracing Wood Trusses, HIB -91 ", a copy of which will be furnished by CompuTrus upon request. GENERAL NOTES, unless otherwise noted: 1. Design to support loads as shown. DDesign assumes the top and bottom chords to be laterally braced at 2' -0" o.c. and at 12' -0" o.c. respectively. 3. 2x4 Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non - corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic design values of the CompuTrus Plate, indicated by the prefix "C ", see I.C.B.O. R.R. 4211 11. The CompuTrus Net Section Plate is indicated by the prefix "CN ", the designator (18) indicated 18 ga. material is used. All others are 20 ga. General Notes: OBracing to top and bottom chords not required, provided the chord members are braced throughout their length by continuous sheathing. i jun 2 -Pue 11:56a• A 0 i 0 p ®2 0 June 22, 2006 To Whom It May Concern: This is to verify that Premier Truss, LLC of Moreno Valley, CA is a subscriber in the Timber Products Inspection (TP) and General Testing and Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Premier Truss, LLC of Moreno Valley, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Premier Truss, LLC personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the ANSI/TPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP /GTI program, please contact Pepper Browne at (360) 449 -3840 ext. 11. Sincerely, it4 c " Brian Hensley Truss Manager — Western Division 105 SE 124th Avenue - Vancouver, Washington 98684 • 360/449 -3840 • FAX: 360/449-3953 P.O. Box 919 • 1641 Sigman Road • Conyers, Georgia 30012 • 770/922 -8000 • FAX: 770/922 -1290 IIIIIIIIIIIIIII CompuTvus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 6 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 3 WEBS: 2x 4 HE STD /STUD 1- 2 TO LATERAL SUPPORT c= 121HOC. UON. BC LATERAL SUPPORT c- - 12.00. VON. OVERHANGS: 17.3" 17.3' Reactions: 598 598 C -1x2.6 or equal at non - structural vertical members (non). 12 5.00 This design prepared from computer input by IIIIIII VIII VIII VIII VIII VIII VIIIIIII IIII PREMIER TRUSS DMB TRUSS SPAN 13'- 11.0' LOAD DURATION INCREASE = 1.25 + SPACED 24.0° D.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. Truss designed for 4x2 outlookers. 2x4 let -ins Of the same size and grade of structural top chord. Insure tight fit at each and of let -in. Connect with C- 2.5x4.3 at each end and C- 1.50.6 at center of board (u.c.n.). 4X2 OUTLOOKER NOTCHED CUT WITH CARE AT IN -LET AREAS ONLY. C -4x4.3 76 UBC 971TPI SINGLE MEMBER FORCES 41YR /GDF /Cq =1.25 TCM T 1= 0 8 1= 531 W 1= 47 T 2= -668 B 2= 533 W 2= 47 T 3= -531 B 3= 531 4. An lateral fame recisungelements such as temporary and permanent birches, q T 4= -531 5 CampuTma assumes no responsibility for such bracing. T 5= -668 6. DES. BY: EE fasteners are complete, and At no time should any leads greater than design T 6= 0 7R 6. Compumms has no control over end assumes no responsibility far the BEARINGS LOCATION REACTION RED'D AREA (SQ. IN.) O'- 0.0' 515 1.27 HE (405) 13'- 11.0" 515 1.27 HF (405) MAX LL DEFL = - 0.134" (L/1194) @ 83- 7.5" L /360 = 0.444' MAX TL DEEL = - 0.306' (L /522) @ B'- 7.5" L1240 = 0.667' MAX HORIZ. LL DEFL = 0.005" @ 13'- 7.5" MAX HORIZ. TL DEFL = 0.011" @ 13'- 7.5" CONE. 2: 2700.00 LBS DRAG LOAD. SHEARWALL 0.00 to 13.92 OTE: TRUSS DESIGN ASSUMES UNIFORM 12 SHEAR TRANSFER Q 5.00 NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -45 Right = -46 0 s Scale: 3/8" JOB NAME: Lanostaff - SAID 13 -11 -00 WARNINGS: 0 1. Read all General Notes and Warnings before construction at tresses. 1. 2. Builder and erection contractor should be advised al all depend Notes and o FILE NO.: 5A00 Waminga before construction commences. f1 3. 1x4 compression web bracing must be installed whale shown +, 3 0 s Scale: 3/8" JOB NAME: Lanostaff - SAID 13 -11 -00 noted'. 1 -04 -00 to be laterally braced at ess braced throughout Weir its where Shown ++ 1e respective contractor. a noncorrosive environment shown. Shim or wedge if rideslis, and placed so their center Plata, Indicated by the prefix 0 0 EXP. 3/31/09 WARNINGS: Go 1. Read all General Notes and Warnings before construction at tresses. 1. 2. Builder and erection contractor should be advised al all depend Notes and 2. FILE NO.: 5A00 Waminga before construction commences. 3. 1x4 compression web bracing must be installed whale shown +, 3 4. An lateral fame recisungelements such as temporary and permanent birches, qDATE: 10/30/2007 must be designed and provided by designer of complete structure. 5 CampuTma assumes no responsibility for such bracing. 5. No lead should be a pilled to any component until after all bracing and 6. DES. BY: EE fasteners are complete, and At no time should any leads greater than design loads be applied to any component. 7R 6. Compumms has no control over end assumes no responsibility far the SEQ.: 3688048 fabrication, handling, shipment and marallafian of components. 9, 7. This design is furnished s object o the limitations on truss designs set pads 10. by Tpl 1n MB -91 or TPVWTCA in SCSI 143 copies of which will be furnished by CompuTres upon request. 11 noted'. 1 -04 -00 to be laterally braced at ess braced throughout Weir its where Shown ++ 1e respective contractor. a noncorrosive environment shown. Shim or wedge if rideslis, and placed so their center Plata, Indicated by the prefix 0 0 EXP. 3/31/09 IIIIIIIIIIIIIII CompuTrus Inc. i] r e L 0 v of0 12 5.00 This design prepared from computer input by IIIIIIIVIIIIIIIIVIIIVIIIVIIIIIIIIIIIIIIII PREMIER TRUSS DMB 13 -11 -00 GIRDER SUPPORTING 22 -00 -00 LOAD DURATION INCREASE = 1.25 + LOADING TO UNIF LL( 320) +DL( 28.0)= 60.0 ELF 0'- 0.0" TO 131- 11.0" V BC UNIF LL( 159,0) +DL( 224.0)= 383.0 PLF 0'- 0.0' TO 131- 11.0° V BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. I pX AIIP1X giII ( 2 ) complete trusses required, Y v v Join together 2 ply with 3 "x.731 OIA GUN anailsstaggeredat: 12' oc throughout 2x4 top chords, 7' oc throughout 2x6 bottom chords, 12" o: throughout webs. C -4x6 UBC 97 /TPI 2 11= -5418 T 2= -3878 T 3= -3878 T 4= -5418 MEMBER FOR B 1= 4924 H 2= 4858 B 3= 4858 B 4= 4924 IS 41 W 1= W 2= W 3= W 4= W 5= ID: 224176 IR /GDF /Cq =1.25 TOM 12281510 278015101228 BEARINGS LOCATION REACTION REDID AREA (S0, IN.) 0'- 0.0' 3083 4.93 OF (625) 131- 11.0' 3083 4.93 OF (625) MAX LL DEFL = -0.046" (-0478) @ 6'- 11.5' L1360 = 0.444" MAX TL DEFL = - 0.107" (1-11495) @ 6'- 11,5" L/240 = 0,667" MAX HORIZ. LL OPEL = 0.013" @ 13'- 7,5' MAX HORIZ. TL OPEL = 0.030" @ 13' 7.5" COn 2, 2Z00._011B8 DRAG LOAq, NOTE: Truss designed in accordance with 12 DISC 97 reflecting a 70 mph wind load Q5 .00 (enclosed structure, Exposure C, height to 30 feet). 13 -11 -00 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: FILE NO.. SA01 2x 4 MSR 165OF 1- 4 BOTTOM CHORDS: 2x 6 DF 92 1- 4 DATE: 10/30/2007 WEBS: 2x 4 HE 3TD /STUD 1- 5 TC LATERAL SUPPORT o- 12 "OC. UON. DES. BY: EE DC LATERAL SUPPORT r- 12 "OC. UON. 7load. be applkd 1. any ramp. vent 7. i] r e L 0 v of0 12 5.00 This design prepared from computer input by IIIIIIIVIIIIIIIIVIIIVIIIVIIIIIIIIIIIIIIII PREMIER TRUSS DMB 13 -11 -00 GIRDER SUPPORTING 22 -00 -00 LOAD DURATION INCREASE = 1.25 + LOADING TO UNIF LL( 320) +DL( 28.0)= 60.0 ELF 0'- 0.0" TO 131- 11.0" V BC UNIF LL( 159,0) +DL( 224.0)= 383.0 PLF 0'- 0.0' TO 131- 11.0° V BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. I pX AIIP1X giII ( 2 ) complete trusses required, Y v v Join together 2 ply with 3 "x.731 OIA GUN anailsstaggered at: 12' oc throughout 2x4 top chords, 7' oc throughout 2x6 bottom chords, 12" o: throughout webs. C -4x6 UBC 97 /TPI 2 11= -5418 T 2= -3878 T 3= -3878 T 4= -5418 MEMBER FOR B 1= 4924 H 2= 4858 B 3= 4858 B 4= 4924 IS 41 W 1= W 2= W 3= W 4= W 5= ID: 224176 IR /GDF /Cq =1.25 TOM 12281510 278015101228 BEARINGS LOCATION REACTION REDID AREA (S0, IN.) 0'- 0.0' 3083 4.93 OF (625) 131- 11.0' 3083 4.93 OF (625) MAX LL DEFL = -0.046" (-0478) @ 6'- 11.5' L1360 = 0.444" MAX TL DEFL = - 0.107" (1-11495) @ 6'- 11,5" L/240 = 0,667" MAX HORIZ. LL OPEL = 0.013" @ 13'- 7,5' MAX HORIZ. TL OPEL = 0.030" @ 13' 7.5" COn 2, 2Z00._011B8 DRAG LOAq, NOTE: Truss designed in accordance with 12 DISC 97 reflecting a 70 mph wind load Q5 .00 (enclosed structure, Exposure C, height to 30 feet). 13 -11 -00 notedtwoiottom chords to be laterally Fretted at pectively unless braced throughout their aeing required where shown ++ onsibility of the respective Contractor. p be used In a non- conosive environment, se. I all supports shown Shim or wedge if Mnage is Crowded. 1 faces of truss, and placed so their center lines. inches. C.ShOd rs Plate, indicated by the poll. I 0 o 3/31/09 WARNMGS Go 1. Read an General Notes and Warnings before construction onrvsses. 1, Z ds and mortinncun°°nm should be advised of an General Notes and 2. FILE NO.. SA01 Warnings construction commences. 3. are compression wad bracing must be installed where shown +. 3 4. All lateral force resisting elements such as temporary and permanent bracing, 4DATE: 10/30/2007 must be designed and provided by designer of samplers structure. 5. CampuTms assumes no responsibility for such bracing. 5. No load should be thermal to any component until after all bracing and 6. DES. BY: EE fasteners are complete, and at no time should any loads greater than design 7load. be applkd 1. any ramp. vent 7. SEQ.: 3688049 6, Core uTrvs has no control over antl assumes no hasponslbilny, for the olanparon. bandana, smpmem and installation of components. 9. 7. This design is furnished subject to the limitations on truss designs set forth 10. by TPI in HIS-91 or TP WJRA in SCSI 1 43 copies of which will be modified by COmpuTms upon request 11. notedtwoiottom chords to be laterally Fretted at pectively unless braced throughout their aeing required where shown ++ onsibility of the respective Contractor. p be used In a non- conosive environment, se. I all supports shown Shim or wedge if Mnage is Crowded. 1 faces of truss, and placed so their center lines. inches. C.ShOd rs Plate, indicated by the poll. I 0 o 3/31/09 I (IIII II I II CampuTrus Inc. C- 0 of 0 Scale: 318" This design prepared from computer input by IIIIIII VIII VIII VIII VIII VIII VIIIIIII IIII PREMIER TRUSS DMB 13 -11 -00 GIRDER SUPPORTING 18 -09 -00 13 -11 -00 DUTCH SETBACK 4 -00 -00 FROM END WALL LOAD DURATION INCREASE = 1.25 + LOADING TO UNIF LL( 320) +OL( 28.0)= 60.0 PLF 0'- 0.0' TO 13'- 11,0" V BC UNIF LL( 134.0)+OL( 189.9)= 323.9 PLF 0'- 0.0° TO 13'- 11.0" V TO UNIF LL( 32.0)+OL( 28.0)= EGA PLF 4'- 0,0" TO 9'- 11.0" L BC UNIF LL( 0.0)+OL( 7.0)= 7.0 PLF 0'- 0.0" TO 13'- 11.0" V TO CORD LL( 64.0) +DL( 56.0)= 120.0 LBS Is 41- 0.0' L TO CONC LL( 54.0) +DL( 56.0)= 120,0 LBS @ 9'- 11.0' L BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 2 ) complete trusses required. Join together 2 ply with 3'x.131 CIA GUN nails staggered at: 12' oc throughout 2x4 top chords, 12' oc throughout 2x6 top chords, e' oc throughout 2x6 bottom chords, 12" oc throughout webs. 6 -11 -08 6- 11 -08 5 -01 -13 5 -01 -13 F 12 120# C- 2.50.4 120# 5.00 C- 1.5x4.3+ x5.00 C- 4x4.3+ 13 -11 -00 4 UBC 971TPI 2 T 1= -5834 12= o T 3= -5378 T 4= -5378 T 5= 0 T 6= -5834 LOCATION 0'- 0.0^ 13'- 11.0" 76 MEMBER FORCES 4WR /GOP /09=1.25 TOM 8 1= 5378 W 1= 1660 0 2= 5484 W 2= -128 B 3= 5378 W 3= -128 W 4= 1660 BEARINGSEACTION REO'D AREA (SO. IN.) 3017 4.83 OF (625) 3017 4.03 OF (625) MAX LL DEFL = - 0.055" (L/2909) @ 6'- 11.5" L /360 = 0.444" MAX TL DEFL = - 0.124' (L /1290) @ 6'- 11.5" L /24D = 0.667' MAX HORIZ. LL DEFL = 0.014" @ 13'- 7.5' MAX HORIZ. TL DEFL = 0.033" @ 13'- 7.5" OND.._z:_15 I)..G918SJ2BAG -L02D NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). 0 0 LUMBER SPECIFICATIONS General Note. ..less othanxim, noted: 1. Design to support loads as shown SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2. Design assumes the top and bottom Chords to be laterally braced at 2x 4 MSR 1650E 1- 2, 5- 6 FILE N0.: 5A02 2x 5 MISR 1650E 3- 4 2'-D' o.C. and at 1P -0" O.C. respectively unless braced throughout their ten Ih by continuous sheathing. BOTTOM CHORDS: 2x 6 OF #2 1- 3 3. 2x Pra act ands of lateral bracing required where shown ++ WEBS: DATE: 10/30/2007 2x 4 HF STD /STUD 1- 4 4 Instal Pation of truss IS the responsibility of the respective contractor. TO LATERAL SUPPORT <= 12'OC. VON. BC LATERAL SUPPORT <= 12 "OC. LION. 5. Design assumes trusses are lobe used In a non-fAnerce, environment, and am for "dry ndition "of use 6. Design full bearing EXP. 3131/09 DES. BY: EE NOTE: 1x3 BRACING AT 24 "OC JON. FOR assumes at ail suppers shown. Shim or wedge if narzsseti, 7. Design assumes edeauale drainage improvised. ALL FLAT TOP CHORD AREAS NOT SHEATHED C- 0 of 0 Scale: 318" This design prepared from computer input by IIIIIII VIII VIII VIII VIII VIII VIIIIIII IIII PREMIER TRUSS DMB 13 -11 -00 GIRDER SUPPORTING 18 -09 -00 13 -11 -00 DUTCH SETBACK 4 -00 -00 FROM END WALL LOAD DURATION INCREASE = 1.25 + LOADING TO UNIF LL( 320) +OL( 28.0)= 60.0 PLF 0'- 0.0' TO 13'- 11,0" V BC UNIF LL( 134.0)+OL( 189.9)= 323.9 PLF 0'- 0.0° TO 13'- 11.0" V TO UNIF LL( 32.0)+OL( 28.0)= EGA PLF 4'- 0,0" TO 9'- 11.0" L BC UNIF LL( 0.0)+OL( 7.0)= 7.0 PLF 0'- 0.0" TO 13'- 11.0" V TO CORD LL( 64.0) +DL( 56.0)= 120.0 LBS Is 41- 0.0' L TO CONC LL( 54.0) +DL( 56.0)= 120,0 LBS @ 9'- 11.0' L BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 2 ) complete trusses required. Join together 2 ply with 3'x.131 CIA GUN nails staggered at: 12' oc throughout 2x4 top chords, 12' oc throughout 2x6 top chords, e' oc throughout 2x6 bottom chords, 12" oc throughout webs. 6 -11 -08 6- 11 -08 5 -01 -13 5 -01 -13 F 12 120# C- 2.50.4 120# 5.00 C- 1.5x4.3+ x5.00 C- 4x4.3+ 13 -11 -00 4 UBC 971TPI 2 T 1= -5834 12= o T 3= -5378 T 4= -5378 T 5= 0 T 6= -5834 LOCATION 0'- 0.0^ 13'- 11.0" 76 MEMBER FORCES 4WR /GOP /09=1.25 TOM 8 1= 5378 W 1= 1660 0 2= 5484 W 2= -128 B 3= 5378 W 3= -128 W 4= 1660 BEARINGSEACTION REO'D AREA (SO. IN.) 3017 4.83 OF (625) 3017 4.03 OF (625) MAX LL DEFL = - 0.055" (L/2909) @ 6'- 11.5" L /360 = 0.444" MAX TL DEFL = - 0.124' (L /1290) @ 6'- 11.5" L /24D = 0.667' MAX HORIZ. LL DEFL = 0.014" @ 13'- 7.5' MAX HORIZ. TL DEFL = 0.033" @ 13'- 7.5" OND.._z:_15 I)..G918SJ2BAG -L02D NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). 0 0 WARNINGS: 1. Read an General Notes..a Warnings before construction of trusses. General Note. ..less othanxim, noted: 1. Design to support loads as shown V 5 4- \ ' l'tr{ 2. Builder and erection contactor should be advised of all General Notes and 2. Design assumes the top and bottom Chords to be laterally braced at V Q R OFILEN0.: 5A02 Warning: before cnnseruceinn commencer. 2'-D' o.C. and at 1P -0" O.C. respectively unless braced throughout their ten Ih by continuous sheathing. h GJJ. 2x4 cam ti bracingcompressionweg must be installed where shown •. 3. 2x Pra act ands of lateral bracing required where shown ++ DATE: 10/30/2007 4. Allmust be oratresisting ekme b such as temporarympl antl permanent bracing, must be considered and by designer 4 Instal Pation of truss IS the responsibility of the respective contractor. K provided ofcpofcomplete structure. CampuTrus assumes no moponslbllity for such bracing. s. No load be 5. Design assumes trusses are lobe used In a non-fAnerce, environment, and am for "dry ndition "of use 6. Design full bearing EXP. 3131/09 DES. BY: EE should applied to any component until after all bating and lazwnere are complete, and at no time should any loads greater than design loads be applied to any component. assumes at ail suppers shown. Shim or wedge if narzsseti, 7. Design assumes edeauale drainage improvised. 4X 30 JOj SEO.: 3688050 6. CampuTrus has no control over and assumes no asmasidility for the rabricatian, 6. Plates Shall be locates on both faces of buss, and placed so their center Ines worried with joint renter lines . Digits r ` . f handling, shipment and installation of components. 7. This design is furnished subject to the limitations on truss dezlgnr set more 9 indicate size of plate in inches. 10. For basic design values of the CampuTrus Plate, indicated by the prefix qTF 134 FbyTellsHIS -91 or TPIIWTCA in Best Lm copies .fwhich win be furnished C', see IC90 KR 4211 / ICC ESR -2529. CAL16 by CampuTrus upon reamod. 11. The CompuTNS NeI $ctrl an Plate is .led b the fete "CN "FNeP-_._ IIIIIIIIIIIIIII C=PUTrus Inc. r] 0 l-. 0 o 0 1 This design prepared from computer input by LUMBER SPECIFICATIONS BEARINGS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: REACTION REO'D AREA (S0, IN.) 2x 4 MSR 165OF 1- 4 AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, BOTTOM CHORDS: 401 0.99 HF (405) 2x 4 MSS 165OF 1- 2 - WEBS: PREMIER TRUSS LIMB 2x 4 IF STD /STUD 1 4. All Steel force resists, elements such as temporary and permanent bracing. TO LATERAL SUPPORT 1= 12 'OC. UON. 0.007' (L/9999) @ 5'- 5.0" L /360 = BE LATERAL SUPPORT <= 12 "OC. UDN. Design SSL S. Design asst OVERHANGS: 17,3" 17.3' 0.018' (L /6833) a 5'- 5.0" L1240 = Reactions: 484 484 Truss designed for 4x2 outlookers. C -1x2.6 or equal at non - structural TRUSS SPAN 10'- 10.0' vertical members (Don). r] 0 l-. 0 o 0 1 This design prepared from computer input by IIIIIIIVIIIIIIIIIIIIIVIIIVIIIIIIIIIIIIIIII BEARINGS BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATION REACTION REO'D AREA (S0, IN.) 2. Builder and- .-be.comradnr Should be advised of an Censol Notes antl AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, 0. O.D. 401 0.99 HF (405) 2 -0'o ,c an 101- 10.0" PREMIER TRUSS LIMB 4. All Steel force resists, elements such as temporary and permanent bracing. Trans ID: 224176 0.007' (L/9999) @ 5'- 5.0" L /360 = 0,342" Design SSL S. Design asst 7.4,OTf 1L1 -E 0.018' (L /6833) a 5'- 5.0" L1240 = 0.513' Truss designed for 4x2 outlookers. MAX HORIZ. LL TRUSS SPAN 10'- 10.0' URIC 97 /1PI SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM LOAD DURATION INCREASE = 1.25 T 1= 0 5 1= 437 W 1= 85 SPACED 24.0" O.C. T 2= 542 B 2= 437 NOTE: Truss designed in accordance with T 3= 542 UBC LOADING T 4= 0 12 (enclosed LL( 16,0) +DL( 14.0) ON TOP CHORD = 30.0 PSF feet). 5.00 C -04.3 x5.00 DL ON BOTTOM CHORD = 7.0 PSF 49 TOTAL LOAD = 37.0 PSF 1 -04 -00 10 -10 -00 WARNINGS: BEARINGS BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATION REACTION REO'D AREA (S0, IN.) 2. Builder and- .-be.comradnr Should be advised of an Censol Notes antl AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, 0. O.D. 401 0.99 HF (405) 2 -0'o ,c an 101- 10.0" 401 0.99 IF (405) 4. All Steel force resists, elements such as temporary and permanent bracing. MAX LL DEFL = 0.007' (L/9999) @ 5'- 5.0" L /360 = 0,342" Design SSL S. Design asst MAX TL DEFL = 0.018' (L /6833) a 5'- 5.0" L1240 = 0.513' Truss designed for 4x2 outlookers. MAX HORIZ. LL DEFL = 0.003' @ 10'- 6.5" DES. BY: EE 2x4 let -ins of the same size and MAX HORIZ. TL DEFL = 0.007' @ 10'- 6.5" Ioamsland, bea, r000mplem, comptoanycolcomponent. grade of structural top chord. Insure ONn T 1x00 00 LBS ORAL IoAO eight fit at each end of let -in. 5 -05-00 5 -05-00 NOTE: Truss designed in accordance with 4X2 OUT LOOKER NOTCHED CUT WITH UBC 97 reflecting a 70 mph wind load by HI-91 PlArrbyC,mp HmsupoTPNNTCA in SCSI 1- p]mpias of which will 6e Wmbnedwillbefurnished 12 CARE AT IN -LET AREAS ONLY. 12 (enclosed structure, Exposure C, height to 30 feet). 5.00 C -04.3 x5.00 Max Calculated Uplift: Left = -49 Right 49 1 -04 -00 10 -10 -00 1 -04 -00 notedewn. iottom chords to be laterally braced at pectively unless braced throughout their Anne reourred Where shown ++ supports shown. Shim or wedge if le is revded. as ounces, and placed so thou center 3. rpuTrus Plate, IndiCaled by the prefix 0 ic 0 CP. 3131/09 WARNINGS: General Notes, 1' Read all General Notes And Warnings before construction of trusses. 1. Design t0 SL 2. Builder and- .-be.comradnr Should be advised of an Censol Notes antl 2. Design asst FILE NO.: 5800 Warnings before construction nommancee, 2 -0'o ,c an J. 1z4 compression wen bracing must be installed where shown +. lenpth by Cr 4. All Steel force resists, elements such as temporary and permanent bracing. 4. InstalIm ac[b4. DATE: 10/30/2007 u,t be resigned ane - by aes,gnerolcomcing. mcwre. cam Design SSL S. Design asst Tms aumes no respaipopsayco tpforstunbasin and are for 5. No load should no component until after all bracing And 6. D¢Sl DES. BY: EE m fete, and At no time nnoma any loads gremrman design S$AoYnecessary. Ioamsland, bea, r000mplem, comptoanycol component. 7. Design asx B. arms has am for theandG. Cam arms has nucummlent line. cshall inarSEO.: 3688051 hhrlemmn.hanalmg, antshipmentpmen and nstamerno compoients 9, Digits IndiraDigits truss des. satiable 'l. mars design subject to the limitations on truss 10, For bees tlE by HI-91 PlArrbyC,mp HmsupoTPNNTCA in SCSI 1- p]mpias of which will 6e Wmbnedwillbefurnished 509 ICE by CompuTmz upon request. T11. ah¢ Cmppa 1 -04 -00 notedewn. iottom chords to be laterally braced at pectively unless braced throughout their Anne reourred Where shown ++ supports shown. Shim or wedge if le is revded. as ounces, and placed so thou center 3. rpuTrus Plate, IndiCaled by the prefix 0 ic 0 CP. 3131/09 I I II I I I I I CEJMPOMJE; Inc. 0 0 0 46 a 0 o 0 0 12 5.00 This design prepared from computer input by PREMIER TRUSS DMB 5 -05 -00 TRUSS SPAN 10'- 10.0° LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 15.0) +DL( 14.0) ON TOP CHORD = - 30.0 ESE UL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 ESE BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 5 -05 -00 176 DEC 97 /TPI SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TOM T 1= 0 B 1= 437 W 1= 85 T 2= -542 9 2= 437 T 3= -542 T 4= 0 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 401 0.99 HF (405) 10'- 10.0" 401 0.99 HE (405) MAX LL DEFL = - 0.007' (1-19999) @ 5'- 5.0" 1-13130 - 0.342' MAX TL DEFL = - 0.018" (1-16833) @ 5'- 5.0" L/240 - 0.513' MAX HORIZ. LL DEFL = 0.003" If 10'- 6.5' MAX HORIZ. TL DEFL = 0.007" @ 10'- 6.5' NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). 12 Max Calculated Uplift: Left = -49 Right = -49 15.00 1 -04 -00 10 -10 -00 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: FILE NO.. 5801 2x 4 MSR 165OF 1- 4 BOTTOM CHORDS: 2x 4 MS 1 65O 1- 2 DATE: 10/30/2007 WEBS: 2x 4 HF STD /STUD 1 TC LATERAL SUPPORT c- 12 "OC. UON. DES. BY: EE BC LATERAL SUPPORT c 12'OC. UON. OVERHANGS: 17.3" 17.3" Reactions: 484 484 0 0 0 46 a 0 o 0 0 12 5.00 This design prepared from computer input by PREMIER TRUSS DMB 5 -05 -00 TRUSS SPAN 10'- 10.0° LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 15.0) +DL( 14.0) ON TOP CHORD = - 30.0 ESE UL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 ESE BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 5 -05 -00 176 DEC 97 /TPI SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TOM T 1= 0 B 1= 437 W 1= 85 T 2= -542 9 2= 437 T 3= -542 T 4= 0 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 401 0.99 HF (405) 10'- 10.0" 401 0.99 HE (405) MAX LL DEFL = - 0.007' (1-19999) @ 5'- 5.0" 1-13130 - 0.342' MAX TL DEFL = - 0.018" (1-16833) @ 5'- 5.0" L/240 - 0.513' MAX HORIZ. LL DEFL = 0.003" If 10'- 6.5' MAX HORIZ. TL DEFL = 0.007" @ 10'- 6.5' NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). 12 Max Calculated Uplift: Left = -49 Right = -49 15.00 1 -04 -00 10 -10 -00 1 -04 -00 noted ig required where shown ++ bdlry of the respective contractor. usetl in a noncorrosive environment, supports shown. Shim or wedge If IS is Provided, as at truss, and placed so their Center isus. neuTrus Plate, indicated by the prefix 0 o CE CP. 3131/09 WARNINGS: Ge 1- Read all General Notes and Wamings before construcl -f d omm.... 1, 2. Builder antl -hon contractor should be advised of all General Noes and 2. FILE NO.. 5801 Warnings before construction commences. 2s4 compression web bracing must be installed where shown +. 3 4, All lateral force resisting elements such as temporary and permanent broung, DATE: 10/30/2007 must be designed and provided by designer of complete structure. 5, compuims assumes no responsibility for such bracing. S. No load should be applied to any component until after all bracing and 6, DES. BY: EE fasteners are comPlars, and at no um. should any loads greater than des, a 7loadsbeappliedtoanycomponenl. 8G. Coup has no control over and assumes no responsibility fortheSEQ.: 3688052 fabrication, handling, shipment and installation of components. 9, T. Thi, design is furnishotl subject to the limitations on truss designs set form 10. by TPI in HIB -91 or TPIMIrCA In SCSI 1 -03 copies of which will be furnished by CompuTrus upon request. 11. 1 -04 -00 noted ig required where shown ++ bdlry of the respective contractor. usetl in a noncorrosive environment, supports shown. Shim or wedge If IS is Provided, as at truss, and placed so their Center isus. neuTrus Plate, indicated by the prefix 0 o CE CP. 3131/09 IIIIII II I II IIII CompuTrus {lC. This design prepared from computer input by IIIIIII VIII VIII VIII VIII IIIIIIIIIIIIII IIII PREMIER TRUSS DMB Trans ID: 224176 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSA 165OF 1- 5 BOTTOM CHORDS: 2x 4 ME 1 65O 1- 3 WEBS: 2x 4 HE STD /STUD 1- 4 TC LATERAL SUPPORT c= 12 "OC. UON. SC LATERAL SUPPORT c- - 12 "OC. UON. OVERHANGS: 17.3" 0 0" Reactions: B91 799 C -1x2.6 or equal at non - structural vertical members loon). 0 0 lJ ri 0 k 1 -04 -00 12 5.001 11 -00 -00 C- 2.5x3.4 TRUSS SPAN 21'- 8.5' LOAD DURATION INCREASE = 1.25 + SPACED 24.0" O.C, LOADING LL( 16.D)+DL( 14.0) ON TOP CHORD = 30.0 PSI DL ON BOTTOM CHORD = 7.0 ESE TOTAL LOAD = 37,0 PRE BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM. CHORD LIVE LOADS ACT NON - CONCURRENTLY. Truss designed for 42 outlookers. 2x4 let -ins of the same size and grate of structural top chord. Insure tight fit at each end of let -in. Connect with C- 2.5x4.3 at each end and C- 1.5x2.6 at center of board (u.o.n.). C -4x4.3 12 4 0 Q5.00 4x2 OUTLOOKER NOTCHED CUT WITH R CARE AT IN -LET AREAS ONLY. l I \ C -1 .5x4.3 C- 2.5x4.3 C- 3x4.3(5) C- 2.5x4.3 C- 2.5X3.4 AT DIAGONAL INLETS TYP. 10 -00 -00 21 -08 -08 11-08 -08 C -3x4. etas, unless otherwise noted: to concur bads as showes . LED 97 1TPI SINI T 1= 0 T 2= -1566 T 3= -1424 T 4= 1387 T 5= -1524 iLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCD B 1= 1382 W 1= -325 B 2= 881 W 2= 548 B 3= 1333 W 3= 498 W 4= -286 BEARINGS LOCATION REACTION REO'D AREA (60. IN.) O'- 0.0" 803 1.98 HE (405) 21'- 8.5" 803 1.98 HE (405) MAX LL DEFL = - 0.046' (L /5510) @ 6'- 10.7" L /360 = 0.704' MAX TL DEFL = - 0,107' (L/2369) @ 6'- 10.7" L/240 = 1.056' MAX HORIZ. LL DEFL = 0.016' @ 21'- 5.0" MAX HORIZ. TL DEFL = 0.038' @ 21'- 5.0" COND. 2: 3300.00 LOS ORgG LOAD. SHEARWALL 11.00 to 21,67 OTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = -43 Right = 0 ce0 io M chords to be laterally braced at lively unless braced throughout their IO required where shown ++ bility of the respective contractor, used in a non -corrosive environment supports shown. Shim or wedge if pals Provided. es of truss and placed so their center s. as. nMuTms Plate, IntliWtetl by the prefix EXP. 3131109 7plaolof, WARWNGS: General 1. Read all General Notes and Warnings before canstmthm, of trusses. 1. nest 2. Builder and erection contractor should be adnsee of all Gnreral Notes and 2. Gesi FILE NO.: 5C00 Wammgs boom construction commences. 2'-P 3x4 Compression web bracing must be installed when SM1Own+, long 3. 4. All lateral force resisting .1mr -to such as temporary and permanent bracing, 2x 1rIns" DATE: 10/30/2007 must he designed and provided by designer of complete structure. 5. 5. antlCampairusassumesnoresponsibilityforsuchbracing. s. No load should be applied to any component until after an bracing and 6. Oesi DES. BY: EE roamers are complete, and at no time should any loads greater than design he. loads be applied to any component. 7. Gas i S.'bell SEG. : 3688053 6. Camp has no central ever and assume$ no responsibility for the line=, fabrication. he g, shipment one installation or components. 9 Chad T. This design is fumishee subject to the limitations on toss tlesigns at forth ni Fort by III in Al or TPV' MCA in SCSI 1 -03 copies of which will be lumished C ", by CompuTrus upon request. 11, The, C -3x4. etas, unless otherwise noted: to concur bads as showes . LED 97 1TPI SINI T 1= 0 T 2= -1566 T 3= -1424 T 4= 1387 T 5= -1524 iLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCD B 1= 1382 W 1= -325 B 2= 881 W 2= 548 B 3= 1333 W 3= 498 W 4= -286 BEARINGS LOCATION REACTION REO'D AREA (60. IN.) O'- 0.0" 803 1.98 HE (405) 21'- 8.5" 803 1.98 HE (405) MAX LL DEFL = - 0.046' (L /5510) @ 6'- 10.7" L /360 = 0.704' MAX TL DEFL = - 0,107' (L/2369) @ 6'- 10.7" L/240 = 1.056' MAX HORIZ. LL DEFL = 0.016' @ 21'- 5.0" MAX HORIZ. TL DEFL = 0.038' @ 21'- 5.0" COND. 2: 3300.00 LOS ORgG LOAD. SHEARWALL 11.00 to 21,67 OTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = -43 Right = 0 ce0 io M chords to be laterally braced at lively unless braced throughout their IO required where shown ++ bility of the respective contractor, used in a non -corrosive environment supports shown. Shim or wedge if pals Provided. es of truss and placed so their center s. as. nMuTms Plate, IntliWtetl by the prefix EXP. 3131109 7plaolof, 111111111111111 / CampuTrus Inc. Lz C10 0 17A 0 i e LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 MSR 1650F 1- 5 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 3 WEBS: 2x 4 HF STD /STUD 1- 4 TC LATERAL SUPPORT s- 12.00. UON. BC LATERAL SUPPORT r_ 12.00. UON. OVERHANGS: 17.3' 0.0" Reactions: 091 799 11-00 -00 This design prepared from computer input by 11111111111111111111111111111111111111111 IN PHEMIEH IHUSS DMB TRUSS SPAN 21'- 8.5" LOAD DURATION INCREASE = 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 7.0 PER TOTAL LOAD = 37.0 PER BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 12 C -4x4.3 12 5.00 4.011 a 5.00 C-1 .5x2.6 C-1 .5x2.6 C IIC -3x4.3 C-2.5x34 C-3x4.3(S) C- 2.5x3.4 10 -00 -00 - 11 -08 -08 1 -04 -00 - 21 -08 -08 Scale: 174" C -3x4. noted: es0 lu0 0 DEC 97 /TPI SIM T 1= O T 2= -1566 T 3= -1424 T 4= -1387 T 5= -1524 LE MEMBER FORCES 4%VR /GDF /Cq =1.25 TCM 8 1= 1382 W 1= -325 5 2= 881 W 2= 548 B 3= 1333 W 3= 498 W 4= -286 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 803 1.98 HF (405) 21'- 8.5" 803 1.98 HF (405) MAX LL DEFL = - 0.046' (L /5510) @ 6'- 10.7" L 1360 = 0.704" MAX TL DEFL = - 0.107' (1-72369) @ 6'- 10.7" L/240 1.056' MAX HORIZ. LL DEFL = 0.016" @ 21'- 5.0" MAX HORIZ. TL DEFL = 0.038" @ 21'- 5.0" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -43 Right = 0 g required where shown ++ Idy of the respective contractor, used is a ndnaorrosive environment, supports Shawn. Shim or wedge if le is rovitletl. me o truss, and placed so their center Ie nuuTrus Plate, indicated by the prefix 3131/09 WARNINGS: Go 1. Read all General Notes and Warnings before construction of tresses. 1. 2. Builder and erection contractor should be advised of all cenenl Notes and 2. FILE NO.: 5C01 Warnings before construction commences. 3.2aacumprersinn web bracing must be mstaned where shown., 3 4. All lateral force reaching elements such as temporary and pe manent bracing. 4 DATE: 10/30/2007 must be designed anddnnrcided by designer of complete stmcwm. S. for S. No load she uld be applied to any' component until after all bracing and 6. DES. BY: EE fasteners are complete, and at no time should any leads greater than design 7loadsbeappliedtoanycomponent. S 6. Comparms has no control over and assumes no responsibility for theSEQ. : 3688054 bencAlon, handling, shipment and installation of component,. 9, 7. This design is furnished subject to the ambient, on tress designs set four 10. by TPI in HIB -91 or TPIIWICA in SCSI 1 43 copies of which will be lumished by nampuTms upon request. 11. C -3x4. noted: es0 lu0 0 DEC 97 /TPI SIM T 1= O T 2= -1566 T 3= -1424 T 4= -1387 T 5= -1524 LE MEMBER FORCES 4%VR /GDF /Cq =1.25 TCM 8 1= 1382 W 1= -325 5 2= 881 W 2= 548 B 3= 1333 W 3= 498 W 4= -286 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 803 1.98 HF (405) 21'- 8.5" 803 1.98 HF (405) MAX LL DEFL = - 0.046' (L /5510) @ 6'- 10.7" L 1360 = 0.704" MAX TL DEFL = - 0.107' (1-72369) @ 6'- 10.7" L/240 1.056' MAX HORIZ. LL DEFL = 0.016" @ 21'- 5.0" MAX HORIZ. TL DEFL = 0.038" @ 21'- 5.0" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -43 Right = 0 g required where shown ++ Idy of the respective contractor, used is a ndnaorrosive environment, supports Shawn. Shim or wedge if le is rovitletl. me o truss, and placed so their center Ie nuuTrus Plate, indicated by the prefix 3131/09 I II I I II I II / b3mauTru9 Inc. s I FA i'm 0 0 This design prepared from computer input by 111111111111I111111111111111111II1111 fill 1111 z PREMIER TRUSS DMB LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 7 BOTTOM CHORDS: 2x 4 MSF 165OF 1- 3 WEBS: 2x 4 HF STD /STUD 1- 7 TO LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3" 0.0' React IC nS: 928 837 11 -00-00 12 5.00 C- 1.5x2.6 TRUSS SPAN 21'- 8.5" LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O.C. LOADING LL( 16.0)eDL( 14.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BC CONIC LL *DL= 75.0 LOS @ 11'- 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 10-08 -08 C- 2.5x4.3 12 C -4x4.3 -77715.00 4.0" C -3x6 - C -3x6 II as C- 1.5X2.6 5 -00 -00 0 2X6 v o C -3x4.3 C -4x6 C- 3x4.3(S) C- 2.5x3.4 C- 2.5x3.4 C- 2.5x3.4 10 -00 -00 Scale 21 -08 -08 0 o C -4x6 C- 3x4.3H 0 11 -08 -08 by TPIin HIB-91 or TPVWTCA in SCSI 1 -03 copies of which will be fumishad "C by CompuTrus upon request. 11. Thedeal as UBC 97 /TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1461 W I- I 2= -1650 6 2= 1208 W 2= T 3= -1379 B 3= 1391 W 3= T 4= -327 W 4= T 5= -333 W 5= T 6= -1371 W 6= T 7= -1591 W 7= 41VR /GDF /Cq =1.25 TOM 270274 936 938106241 192 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 640 2.08 IF (405) 21'- 8.5" 841 2.08 IF (405) MAX LL DEFL = - 0.050' (L/5069) @ 8'- 5.3' -1360 = 0.704' MAX TL DEFL = - 0.124" (1-12044) @ 8'- 2.5' L/240 = 1.056' MAX HORIZ. LL DEFL = 0.018" @ 21'- 5.0" MAX HORIZ_ TL DEFL = 0.044" @ 21'- 5.0" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -6 Right = 0 ceC atouttheir supports shown. Shim or wedge i1 as'of providedue nd placed so their center a. asRuTLus Plate. indicated by the prefix 3/31109 WARNINGS: GGeneral 1. Read all General Notes and Warnings before construction of emission. 11. Desi 2. Builder and eacuon contractor should be advised of an Coastal Notes and 22, Lear FILE NO.: 5CO2 WWarnings before construction commences. 22' -G" 2a4 compression web bracing must be installed where shown 4. lled9 4. All lateral force msisting elements such as tempos d- permanent bracing, 3 Ir DATE: 10/30/2007 mmust designed and provided by designer of complete structure. 4S Desi Corn Trvs assumes no responsibility - g S and S. No load should be applied to any component until after all brznng and 66. real DES. BY: EE rrenegers are complete, and at nutlme should any loads greater than using n 7 Desiloadsbeappliedtoanycomponent. 87 D 6. CompuTrus has no control over and assumes no responsibility for the llinesSEQ. : 3688055 ccbdcanen , handling, shipment and instalwlon of components. ss. Digit 7. This design is furnished object to the limitations an truss designs set forth lla Far as UBC 97 /TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1461 W I- I 2= -1650 6 2= 1208 W 2= T 3= -1379 B 3= 1391 W 3= T 4= -327 W 4= T 5= -333 W 5= T 6= -1371 W 6= T 7= -1591 W 7= 41VR /GDF /Cq =1.25 TOM 270274 936 938106241 192 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 640 2.08 IF (405) 21'- 8.5" 841 2.08 IF (405) MAX LL DEFL = - 0.050' (L/5069) @ 8'- 5.3' -1360 = 0.704' MAX TL DEFL = - 0.124" (1-12044) @ 8'- 2.5' L/240 = 1.056' MAX HORIZ. LL DEFL = 0.018" @ 21'- 5.0" MAX HORIZ_ TL DEFL = 0.044" @ 21'- 5.0" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -6 Right = 0 ceC atout their supports shown. Shim or wedge i1 as'of providedue nd placed so their center a. as RuTLus Plate. indicated by the prefix 3/31109 CompuTrus Inr. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(5) TOP CHORDS: 2x 4 MSS 1650F 1- 7 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 3 WEBS: 2x 4 HE STD /STUD 1- 7 TO LATERAL SUPPORT c= 12 "OC. VON. BC LATERAL SUPPORT <= 72 "00. UON. OVERHANGS: 17.3' 0.0" Rea 93ctions: 9 847 n 12 5.00 0 v o s - 04 -00 This design prepared from computer input by IIIIIIIVIIIVIIIVIIIVIIIVIIIIIIIIIIIIIIII PREMIER TRUSS DMB LOADS AS GIVEN 11 -00 -00 TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O,C. LOADING LL( 16.0)+OL( 14.0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PST Be GONG LL +DL= 75.0 LBS @ 111- 0.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C624a4433 11 -00 -00 12 Q 5, 00 nI ra 10 -00 -00 C- 2.5x3.4 +C - 2.5x3.4+ C- 2.5x3.4+ 22 -00 -00 12 -00 -00 0 0 ce UBC 97 /TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1487 W 1= T 2= -1678 8 2= 1243 W 2= T 3= -1413 B 3= 1489 W 3= T 4= -335 W 4= T 5= -335 W 5= T 6= -1414 W 6= T 7= -1680 W 7= 4WR /GDF /Cq =1.25 TOM 260273967967110274263 BEARINGS LOCATION REACTION PEO'D AREA (SO. IN.) 0'- 0.0' 852 2.10 HE (405) 22'- 0.0' 851 2.10 HE (405) MAX LL OREL = - 0.046' (L /5586) @ 13'- 9.5" L /360 - 0,714" MAX TL DEFL = - 0.113" (1-12274) @ 13'- 9.5" L/240 = 1.071" MAX HORIZ. LL DEFL = 0.019" @ 21'- 8.5' MAX HORIZ. TL DEFL = 0.046" @ 21'- 8.5' ONn e. 1500 on IBS ORAL LO NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load Closed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -5 Right = 0 Scale' 1/4" JOB NAME: Langstaff - 5CO3 pFOFESS1gU WARNINGS: 1 Read General Notes and Warnings before General Notes, unless otherwise noted ' CL4 , Q- R ' CA all construction orusses. fti. Builder and erection contractor should be advised of General Notes and 1. Design to support loads as shown. 2. Design assumes the top and bottom chords to be laterally braced at FILE NO.: 5CO3 all Warnings before construction commences. 2' -0 b.n and at 10' -0" o.c respectively unless braced throughout their h U C 3. 2x4 compression web bracing must Se installed where shown +. lenprth by continuous sheathing. t7 y DATE: 10/30/2007 6. All lateral force ncialing elements such as fare,.., and permanent bracing, be designed and b designer 3. 2X IRIpaG bodp ng Or lateral bracing required Where shown + + 4. Installation of mss is the resoonsibbity of the respective centrector. 4 yytr must provided y gnerof complete swcwre. CompuTus assumes no responsibility far such bracing, 5. Design assumes trusses are be used in a norfcorrosve environment. and are for dry condition' of use. Design EX P. .r // EXP. 3/31/00 DES. BY: EE S. No load should be applied to any component until after all bracing and Estimate, as complains, and a no new should any load. note, than dealgn loads be applied to any component. 6. assumes full bearing of all SUppo1155hown. Shim or Wedgelf necessary . 7. Design assumes eceyate drainage is frdvided. B. Plates be locate j /4 30, 07Jv'/ SEQ. : 3 688056 and assumtsnores Mppmsibil mr theS. core coons has nag, bncatioq handling, shall on both faces o truss, and placed so their center lines mincide with joint Center lines. C t4'TAr /S`NGIt` shipment shipment and installation oroompoaeo s. 7. rim, design is lumbered subject to the Iimmtons on truss designs set fugh g Digits indicate size of plate in inches. 10. For basic dii values of the Como Trus Plate, indicated by the prefix E' 6QQFbyTelInHIS -91 or TPLWTCA in 0CS11 -D9 copies of which will be furnished C ", see 1080 RR 4211 / ICC ESR -2529. CAL1 by CompuTrus upon requesl. 11. The COmpui Net Section Plate Is indicated by the prefix "CN_' the I (IIII II II IIII CompuTrus Inc. 0 11 -00 -00 12 5.00 D This design prepared from computer input by IIIIIII VIII VIII VIIIIIII VIII VIIIIIII IIII PREMIER TRUSS DMB TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0)rDL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BC GONG LL- DL- 75.0 LES @ 111- 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. C- 2.5x4.3 C -4x4.3 12 a 5.00 LUMBER SPECIFICATIONS C SIZE SPECIE GRADE PANEL(S) 0 TOP CHORDS: Warnings before constructed commences. Cm 2x 4 Ml 165OF 1- B 4, all blood farce resisting elements such as temporary and permanent bracing, q; BOTTOM CHORDS: must be designed and provided by designer of complete slraemre. 5, 2x 4 MSR 165OF 1- 3 S. No load should be applud to any component until after all bracing and 6, WEBS: fasteners are complete, and at no time should any loads graorthan design 1.. 2A 4 HF STO /STUO 1- 7 s. Core others has no control over and assumes no responsibility for Me TC LATERAL SUPPORT s- 12.00. JON. BC LATERAL SUPPORT c 12'OC. JON. by Ind in HIB -91 or 7POW7CA in SCSI 1-03 copies of which will be furnished OVERHANGS: 17.3" 17.3" Reactions: 935 935 0 11 -00 -00 12 5.00 D This design prepared from computer input by IIIIIII VIII VIII VIIIIIII VIII VIIIIIII IIII PREMIER TRUSS DMB TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0)rDL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BC GONG LL- DL- 75.0 LES @ 111- 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. C- 2.5x4.3 C -4x4.3 12 a 5.00 B I 1 -04 -00 0 10 -00 -00 C- 3x4.3(5) C- 2.5x3.4 C- 2.5x3.4 C- 2.5x3.4 22 -00 -00 12 -00 -00 WAFMNGS: Gre, C 1. Read an Commit summand Warnings before comerudinn of truces.. 1. L Builder andereclon Contractor should be advised of all General Notes and 2. 0 Warnings before constructed commences. Cm3. bA compression was bracing must be installed where shown s. 4, all blood farce resisting elements such as temporary and permanent bracing, q; DATE: 10/30/2007 must be designed and provided by designer of complete slraemre. 5, CompuTrus assumes no responsibility for such bracing. rr S. No load should be applud to any component until after all bracing and 6, 0 fasteners are complete, and at no time should any loads graorthan design 1.. 7loadsbeappliedtoanycomponentB s. Core others has no control over and assumes no responsibility for MeSEO. 3688057 tabri aadon. handling. shipment and moraaation of -mg .... to. 9 7. Th is design is furnished subject m the limitations on t- designs set forth 10. B I 1 -04 -00 0 10 -00 -00 C- 3x4.3(5) C- 2.5x3.4 C- 2.5x3.4 C- 2.5x3.4 22 -00 -00 12 -00 -00 1 -04 -00 UBC 97 1TPI SINGLE MEMBER FORCES T 1= 0 6 1= 1486 W 1= T 2= -1678 8 2= 1242 W 2= T 3= -1413 B 3= 1466 W 3= T 4= -335 W 4= T 5= -335 W 5= T 5= -1413 W 6= T 7= -1678 W 7= T 8= 0 76 4WR /GOF /Cq =1.25 TOM 260273967967110 273260 BEARINGS LOCATION REACTION AEO10 AREA (SO. IN.) 01- 0.0" 551 2.10 HF (405) 221- 0.0" 852 2.10 HF (405) MAX LL DEFL = - 0.046" (L /5586) @ 13'- 9.5" L /360 = 0.714' MAX TL DEFL = - 0.113" (L/2274) @ 13'- 9.5" L/240 = 1.071' MAX HORIZ. LL DEFL = 0.019" @ 21'- 8.5" MAX HORIZ, TL DEFL = 0.046' @ 21'- 8.5" NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 2 Right = -2 0 o 0 noted: wn. WAFMNGS: Gre, C 1. Read an Commit summand Warnings before comerudinn of truces.. 1. L Builder andereclon Contractor should be advised of all General Notes and 2. FILE NO.: 5604 Warnings before constructed commences. Cm3. bA compression was bracing must be installed where shown s. 4, all blood farce resisting elements such as temporary and permanent bracing, q; DATE: 10/30/2007 must be designed and provided by designer of complete slraemre. 5, CompuTrus assumes no responsibility for such bracing. rr S. No load should be applud to any component until after all bracing and 6, DES. BY: EE fasteners are complete, and at no time should any loads graorthan design 1.. 7loadsbeappliedtoanycomponentB s. Core others has no control over and assumes no responsibility for MeSEO. 3688057 tabri aadon. handling. shipment and moraaation of -mg .... to. 9 7. Th is design is furnished subject m the limitations on t- designs set forth 10. by Ind in HIB -91 or 7POW7CA in SCSI 1-03 copies of which will be furnished by Computes upon request. 11 1 -04 -00 UBC 97 1TPI SINGLE MEMBER FORCES T 1= 0 6 1= 1486 W 1= T 2= -1678 8 2= 1242 W 2= T 3= -1413 B 3= 1466 W 3= T 4= -335 W 4= T 5= -335 W 5= T 5= -1413 W 6= T 7= -1678 W 7= T 8= 0 76 4WR /GOF /Cq =1.25 TOM 260273967967110 273260 BEARINGS LOCATION REACTION AEO10 AREA (SO. IN.) 01- 0.0" 551 2.10 HF (405) 221- 0.0" 852 2.10 HF (405) MAX LL DEFL = - 0.046" (L /5586) @ 13'- 9.5" L /360 = 0.714' MAX TL DEFL = - 0.113" (L/2274) @ 13'- 9.5" L/240 = 1.071' MAX HORIZ. LL DEFL = 0.019" @ 21'- 8.5" MAX HORIZ, TL DEFL = 0.046' @ 21'- 8.5" NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 2 Right = -2 0 o 0 noted: wn. C lott om chords to be laterally braced at actively unless braved throughout their Cminorequiredwhereshown + + dii r*EX onsNility of the respective contractor. rr be used in a non- conomme environment, Ilsall 1.. supports shown. Shim or wedge d X 131109 trials is proylded. , ", "i v ] 4 faces of truss, an placed so Neir canter es. T/ /( ENG \C1F inches. CompuTrus Plate, inmoetad br me Prenx rFn 1a11F0? a IIIIIIIIIIIIIII CompuTrus 1IIC. This design prepared from computer input by IIIIIIIIIIIIIIIIIVIIIVIIIVIIIVIIIIIIIIIII PREMIER TRUSS OMB s 0 o I 1 -04 -00 0 TRUSS SPAN 22'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSI OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -00 -00 11 -00 -00 12 C -44.3 QS. OOL 4.0" 5.00 10 -00 -00 22 -00-00 12 -00 -00 LUMBER SPECIFICATIONS General SIZE SPECIE GRADE PANEL(S) S TOP CHORDS: 2x 4 MSR 165OF 1- 6 2. Dean BOTTOM CHORDS: wamings beore committee commences. 2x 4 MSG 1650F 1- 3 WEBS: f 2x 4 HE STD /STUD 1- 4 4. All lateral ! mu resisting elements such as temporary and permanent bracing, TC LATERAL SUPPORT r_ 12 "OC. UDN. DATE: 10/30/2007 BC LATERAL SUPPORT <= 12'OC. DON. 5. Desii, OVERHANGS: 17. 17.3' CampuTrus assumes no responsibility for such session. 093" Reactions: 897 7 s 0 o I 1 -04 -00 0 TRUSS SPAN 22'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSI OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -00 -00 11 -00 -00 12 C -44.3 QS. OOL 4.0" 5.00 10 -00 -00 22 -00-00 12 -00 -00 unless otherwise good loads as an 04- UBC 971TPI SIR T 1= 0 T 2= -1591 T 3= -1450 T 4= -1450 T 5= -1591 T 6= 0 LE MEMBER FORCES B 1= 1405 W 1= B 2= 906 W 2= B 3= 1405 W 3= W 4= 76 4WR /GDF /Cq =1.25 TCM 324 547547324 BEARINGS LOCATION REACTION REO'D AREA (S0. IN.) 0'- 0.0' 814 2.01 HE (405) 22'- 0.0' 814 2.01 HF (405) MAX LL DREL = - 0.048' (L/5354) @ 15'- 1.3" L/360 = 0.714" MAX TL DEFL = - 0.112' (L/2294) Is 15'- 1.3" L/240 1.071" MAX RORIE. LL DEFL = 0.017' @ 21'- 8.5° MAX HORIE. TL DEFL = 0.040' @ 21'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -40 Right = -40 0 o to be laterally barbed at as braced throughout their 1 where shown ++ supports shown. Shim or wedge if e is provided, as of truss, and placed so their center asnRuTLus Plate. indicated by the prefix EXP. 3/31/09 a 70/39 /0 "'. WnRNINGS: General 1. Read all General Name and Warnings before construction of trusses. 1. Des,, E. Builder and erection contractor should be advised of all General Notes and 2. Dean FILE NO.: 5CO5 wamings beore committee commences. a0'' 3. 2x4 compression web bracing must be installed where shown +. f 4. All lateral ! mu resisting elements such as temporary and permanent bracing, 3. ties4InStaDATE: 10/30/2007 must be designed and provided by dasignerof complete structure. 5. Desii, CampuTrus assumes no responsibility for such session. antl: 5. No load should be applied to any component until after all hosing and 6. Desii DES. BY: EE fasteners are complete, and at no time should any loads greater than design eceDes" leads be applied to any component. 7. 6 ,late SEQ.: 3688058 S. CompuTme has no control over and assumes no responsibility for the falmatiao, linehandling, shipment and Assistance of components. 9. 9 Dint 7. This design is furnished subjen to me limitations on truss designs set meth Far t by TPI in HIB -91 orTPVWTCA in SCSI 1-03 copies of which will be famished C ",: by 0ommi upon request. 11. The I unless otherwise good loads as an 04- UBC 971TPI SIR T 1= 0 T 2= -1591 T 3= -1450 T 4= -1450 T 5= -1591 T 6= 0 LE MEMBER FORCES B 1= 1405 W 1= B 2= 906 W 2= B 3= 1405 W 3= W 4= 76 4WR /GDF /Cq =1.25 TCM 324 547547324 BEARINGS LOCATION REACTION REO'D AREA (S0. IN.) 0'- 0.0' 814 2.01 HE (405) 22'- 0.0' 814 2.01 HF (405) MAX LL DREL = - 0.048' (L/5354) @ 15'- 1.3" L/360 = 0.714" MAX TL DEFL = - 0.112' (L/2294) Is 15'- 1.3" L/240 1.071" MAX RORIE. LL DEFL = 0.017' @ 21'- 8.5° MAX HORIE. TL DEFL = 0.040' @ 21'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -40 Right = -40 0 o to be laterally barbed at as braced throughout their 1 where shown ++ supports shown. Shim or wedge if e is provided, as of truss, and placed so their center as nRuTLus Plate. indicated by the prefix EXP. 3/31/09 a 70/39 /0 "'. s I VIII II II IIII CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MISS 165OF 1- 6 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 3 WEBS: 2x 4 IF STD /STUD 1- 4 TO LATERAL SUPPORT r_ 12 "0C. DON. BC LATERAL SUPPORT c 12 "OC. UON. OVERHANGS: 17.3" 17.3" Reactions: 897 B97 C 1x2.6 or equal at non - structural vertical members (non). 11 -00- 12 5.00L C-1 .5x4.3 0 v C -3x4.3 C 10 -00 -00 b L 1 -04 -o0 i Scale: 114' d This design prepared from computer input by IIIIIIIVIIIIIIIIVIIIVIIIVIIIIIIIIIIIIIIII PREMIER TRUSS DMB TRUSS SPAN 22'- 0.0' LOAD DURATION INCREASE - 1.25 + SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 ESE OIL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PIE BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. Truss designed for 4x2 outlookers. 2x4 let ins of the same size and grade of structural top chord. Insure tight fit at each end of let -in. Connect with C- 2.5x4.3 at each end and C- 1,5x2.6 at center of board (u.c.n.). C -4x4,3 4..0" 4X2 OUTLOOKER NOTCHED CUT WITH CARE AT IN -LET AREAS ONLY. 12 a 5.00 12 -00 -00 22 -00 -00 UBC 971TPI SINI T 1= 0 T 2= -1591 T 3= -1450 T 4= -1450 T 5= -1591 T 6= 0 76 iLE MEMBER FORCES 4WR/GOF /Cq =1.25 TOM B 1= 1405 W 1= -324 B 2= 906 W 2= 547 B 3= 1405 W 3= 547 W 4= -324 BEARINGS LOCATION REACTION REO'D AREA (SO, IN.) 0'- 0.0" 814 2.01 HE (405) 22'- 0.0" 814 2.01 HE (405) MAX LL DEFT = - 0.048" (L/5354) @ 15'- 1.3" L /360 = 0.714' MAX TL DEFL = - 0.112" (L/2294) @ 15'- 1.3" L /240 = 1.071' MAX HORIZ. LL DEFL 0.017" @ 21'- 8.5" MAX RORIZ. TL DEFL = 0.040' @ 21'- 8.5° OND. 2: 2900.00 LBS DRAG LOAD. SHEARWALL D.OD to 22.00 OTE: TRUSS DESIGN ASSUMES UNIFORM' SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). Max Calculated Uplift: Left = -40 Right = -40 0 ca 1 -04 -00 ruledJNT. lono" chortls to 6a lalemlly "awtl al rpechvely unless brawl throughout their 9. . dung requirad where shown ++ onsibtlily of the respective berbache o be used in a noncorrosive environment, Ise. I all supports shown. Shim or wedge it linage is providetl. 1 Laces of truss Imes. , and placed so their cantor Inches. oo R.Trus Plata, indicated by the prefix 3131/09 WARNINGS: GO 1. Read all General Notes and Warnings before cto strucfion of trusses. 1. 2. Builder and erection contractor should be advised of all General Notes and 2. FILE NO.. 5CO6 Warned. before consuucoen cammeeres. 3. 2x4 Compression web bracing must be installed where shown +. 3 4. All lateral farce resisting elements such as temporary antl permanent bracing, 4DATE: 10/30/2007 must be designed and provided by designer of complete structure. 5, CompuTrus assumes no responsibility for such bracing. S. No load should be applied to any component until after all bracing and 6. DES. BY: EE fasteners are complete, and at no time should any loads greater than design 7lead. be app! d to any companenL B. 6. Commit- has no control aver and assumes no responsibility for theSEQ. : 3688059 labricanon, handling, shipment and installation of components. 9, z. This design is furnished subject a the larsomns on truss designs set forth 10. by TVI in HIB -91 or IYYWTCA In SC311 -03 copies of which will be furnished by CompuTrus upon request. 11. UBC 971TPI SINI T 1= 0 T 2= -1591 T 3= -1450 T 4= -1450 T 5= -1591 T 6= 0 76 iLE MEMBER FORCES 4WR/GOF /Cq =1.25 TOM B 1= 1405 W 1= -324 B 2= 906 W 2= 547 B 3= 1405 W 3= 547 W 4= -324 BEARINGS LOCATION REACTION REO'D AREA (SO, IN.) 0'- 0.0" 814 2.01 HE (405) 22'- 0.0" 814 2.01 HE (405) MAX LL DEFT = - 0.048" (L/5354) @ 15'- 1.3" L /360 = 0.714' MAX TL DEFL = - 0.112" (L/2294) @ 15'- 1.3" L /240 = 1.071' MAX HORIZ. LL DEFL 0.017" @ 21'- 8.5" MAX RORIZ. TL DEFL = 0.040' @ 21'- 8.5° OND. 2: 2900.00 LBS DRAG LOAD. SHEARWALL D.OD to 22.00 OTE: TRUSS DESIGN ASSUMES UNIFORM' SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). Max Calculated Uplift: Left = -40 Right = -40 0 ca 1 -04 -00 ruledJNT. lono" chortls to 6a lalemlly "awtl al rpechvely unless brawl throughout their 9. . dung requirad where shown ++ onsibtlily of the respective berbache o be used in a noncorrosive environment, Ise. I all supports shown. Shim or wedge it linage is providetl. 1 Laces of truss Imes. , and placed so their cantor Inches. oo R.Trus Plata, indicated by the prefix 3131/09 0 111111111111111 / ComauTrus Inc. 7 LA 0 I I v v \/ LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MOP 1650F 1- 4 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 3 WEBS: 2x 4 HE STD /STUD 1- 5 TC LATERAL SUPPORT <= 12'0C. UON. BC LATERAL SUPPORT <= 72 "OC. UON. OVERHANGS: 17.3" 0.0" Reactions: 786 682 C -1x2.6 or equal at non - structural vertical members loon). This design prepared from computer input by 11111111111111111111111111111111111111111 IN PREMIER TRUSS LIMB TRUSS SPAN 18'- 8.5° LOAD DURATION INCREASE = 1.25 + SPACED 24.0° O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORO CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade of structural top chord. Insure tight fit at each end of let -in. Connect.with C- 2.5x4.3 at each and and C- 1.5x2.6 at center of board (u.o.n.). 11-00 -00 7 -08-08 I 12 C -4x4.3 12 5.00 4 Be Q 5.00 4X2 OUTLOOKER NOTCHED CUT WITH CARE AT IN -LET AREAS ONLY. C- 2.5x3.4 O ! o 0 C -4x4.3 C -3x4.3 k L 1 -04 -00 18 -08 -08 Scale: 1/4" C -4x4.3 C_ C -4x4.3 Cap noted: UBC 97 /TPI SIM T 1= 0 T 2= -1306 T 3= -1167 T 4= -660 iLE MEMBER FORCES B 1= 1147 W 1= 0'2= 637 W 2= B 3= 40 W 3= W 4= W 5= 7 AnTf11 )7 t 4WR /GOF /Cq =1.25 TEN 332558 161535679 BEARINGS LOCATION REACTION REO'D AREA (80. IN.) 0'- 0.0' 698 1.72 HE (405) 18'- B.S. 686 1.69 HF (405) MAX LL DEFL = - 0.029" (L/7499) @ 6'- 10.7' L /360 = 0.604" MAX TL DEFL = - 0.069" (L/3152) If 6'- 10.7' L/240 = 0.906" MAX HORIZ. LL DEFL = 0.009" @ 18'- 6.7" MAX HORIZ. TL DEFL = 0.020" @ 18'- 6.7" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -71 Right = -77 be laterally braced at droned throughout their mora [no- 4 i supports shown. Shim or wedge If leis provided. as of tmss, and placed so their center s. IRuTrus Plater indicated by the prefix 3131/09 WARNINGS Ge 1. Read all General NOW$ antl Warnings before construction of trusses. 1, 3. go,itar an erectlan contractor should be advised of all General Notes and 2. FILE NO.: 5C07 Warnings before construction commences. 3 pad compression web bracing must be installed where shown r. 3 4. All lateral force resisting¢ lememt s such as temporary and permanent bracing, 4 DATE: 10/30/2007 most he designed and provided by designer of complete structure. 5. Gompuias assumes no naponsi eld, lot such bracing. 5. No load should be applied m ad, component until after all bracing and 6. DES. BY: EE fasteners are complete, and at m time should any loads greater than design 7load. be applied to any component. 6 6. CampuTrus has no control over and assume, no responsiblfty for theSEQ. : 3688060 fa brmatem, handed, shipment and installation of components. g, 7. Th is design is furnished suspect o the limitations on truss designs set 10. by TPI in HIS-Al or TPLANTCA in SCSI 1 -e3 copies of which will be fumisbed by CampuTrus upon request. 11. C -4x4.3 Cap noted: UBC 97 /TPI SIM T 1= 0 T 2= -1306 T 3= -1167 T 4= -660 iLE MEMBER FORCES B 1= 1147 W 1= 0'2= 637 W 2= B 3= 40 W 3= W 4= W 5= 7 A nTf11 )7 t 4WR /GOF /Cq =1.25 TEN 332558 161535679 BEARINGS LOCATION REACTION REO'D AREA (80. IN.) 0'- 0.0' 698 1.72 HE (405) 18'- B.S. 686 1.69 HF (405) MAX LL DEFL = - 0.029" (L/7499) @ 6'- 10.7' L /360 = 0.604" MAX TL DEFL = - 0.069" (L/3152) If 6'- 10.7' L/240 = 0.906" MAX HORIZ. LL DEFL = 0.009" @ 18'- 6.7" MAX HORIZ. TL DEFL = 0.020" @ 18'- 6.7" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -71 Right = -77 be laterally braced at droned throughout their mora [no- 4 i supports shown. Shim or wedge If leis provided. as of tmss, and placed so their center s. IRuTrus Plater indicated by the prefix 3131/09 VIII IIIIIIIII ///\Comn npUTrnus Inc. n I m LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650F 1- 4 BOTTOM CHORDS: 2x 4 NSA 165OF 1- 3 WEBS: 2x 4 HF STOISTUD 1- 5, TO LATERAL SUPPORT v- DON. BC LATERAL SUPPORT <= 12 "OC. UON: OVERHANGS: 17.3" 0.0' Reactions: 706 682 12 tz nn o v 0 1 -04 -00 r 11 -00 -00 This design cprepared from computer input by IIIIIII VIII VIII VIII VIII VIIIIIIIIIIII IIII TRUSS SPAN 18'- 8.5" LOAD DURATION INCREASE = 1.25 r SPACED 24.0° D.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD = 30.0 PST OL ON BOTTOM CHORD = 7.0 PST TOTAL LOAD = 37,0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 7 -08 -08 i C -4x4.3 12 s nn 18 -08 -08 C-1 .5x2.6 2.5x3.4 UBC 97 /TPI SI NI T 1= 0 T 2= -1306 T 3= -1167 T 4= -660 LE MEMBER FORCES 6 1= 1147 VY I- 8 2= 637 W 2= B 3= 40 W 3= W 4= W 5= Trans ID: 224176 4WR /GDF /Cq =1.25 TIM 33255B 161535679 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.01 698 1.72 HF (405) 10'- B.S. 686 1.69 IF (405) MAX LL DEFL = - 0.029' (L/7499) @ 61- 10.7" L /360 = 0.604" MAX TL DEFL = - 0.069' (1-13152) @ 6'- 10.7° L/240 = 0.906" MAX HORIZ. LL DEFL = 0.009" @ 18'- 6,7' MAX HORIZ. TL DEFL = 0.020" @ 18'- 6.7' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph Wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -46 Right = 0 Scale: 1/4" JOB NAME: Langstaff - 5C08 Q ES$ /1ry< WARNINGS: GGeneral Notes, Unless othervlls¢ noted A QFOf E FILE N0.: 5C08 w2. Builder and erection contractor should be advised of all General Notes and 22. Oesl9n assllm¢s th2 fOp antl bottom Chortl4 f0 ba let Is bfacea al s 0U 3. 2z4 compression web bracing must be installed where shown +. eeoplll by contiguous sM1ealhing, ffj of I q to 111111111111111 v,//^ComiiuTvus Inc. a 0 a i 0 This design prepared from computer input by 11111111111111111111111111111111111111111 IN vvvvv -e PREMIER TRUSS DMB w OF LUMBER SPECIFICATIONS TRUSS SPAN 18'- 8.5' UBC 97 /TPI SINGLE MEMBER FORCES 44R /GDF /Cq =1.25 TOM LOAD DURATION INCREASE = 1.25 t T 1= 0 0 1= 1207 W 1= -357 W 7= 872 SIZE SPECIE GRADE PANEL(S) SPACED 24.0' O.C. T 2= 1367 B 2= 579 W 2= 269 W 8= -737 TOP CHORDS: T 3= 1044 B 3= 43 W 3= -665 2x 4 MSR 165OF 1- 6 LOADING T 4= -240 W 4= -665 BOTTOM CHORDS: LL( 16.0)IDL( 14.0) ON TOP CHORD = 30.0 PSF T 5= -304 W 5= 75 2x 4 MSR 165OF 1- 3 DL ON BOTTOM CHORD = 7.0 PSF T 8= -982 W 6= -75 WEBS: TOTAL LOAD = 37.0 PSF 2x 4 HF SID /STUD 1- 8 BC CONC LL +DL= 75.0 LEE @ 11'- 0.0" TO LATERAL SUPPORT <= 12.00. DON. BEARINGS BC LATERAL SUPPORT <= 12'OC, DUN. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATION REACTION REST AREA (SO. IN.) LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 01- OA" 729 1.80 HF (405) OVERHANGS: 17.3" 0.0" 181- 8.5" 730 1.80 HE (405) Sea if 0Is: 817 726 MAX LL DEFL = - 0.103" (1-12111) @ B'- 5.3" 1 = 0.604' MAX TL DEFL = - 0276" (L17B8) @ B'- 5.3" L/240 = 0.906" MAX HORIZ. LL DEFL 0.009' @ 18'- 6.7" MAX FORIE, TL OPEL = 0.022' @ 18'- 6.7" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height t0 30 feet). Max Calculated Uplift: Left = -14 Right = 0 11 -00 -00 7 -08 08 I 12 C- 2.5x4.3 12 5.00 C -4x4.3 a 5.00 4.0" C -3x6 C -3x6 C-1 .5X2.6 Go C -3x4.3 5 -00 -00 ° o 0 2X6 o v C- 2,5x4.3 C -4x6 C -4x6 C- 1.5x2.61 C- 2.5x3.4 C- 2.5x3.4 C- 2.5x3.4 L L y75# L 1 -04 -60 18 -08 -08 Scale: 1/4" JOB NAME: Langstaff- - 5CO9 WARNINGS: 1. Read all General Notes and War ied, before trusses. General Notes, unless otherwise noted 1, Design to loads Qj QiEC410y LO q 2p ( construction of E. Boaderantl contractor support as shown_ 2, Design assumes the top bottom Q` \'w1.t[ \ FILE N0.: 5C 09 erection should be advised of all General Notes and warnings hemp m,nshecfion commences. and chords to be laterally braced at 2' -0' .c. and at 11]'-0' o.c. respectively unless braced throughout their h V V' pressipn We , mus4. 2x1 com ti hra ur t be inztallea wM1ere shown a, 3. 4. /Il lateral lode resisting elements such as temporary bacing, teng0 by wntinuous sheathing. 3, 2x Im ad bndGing or lateral bracing required where shown ++ Pshon jy m DATE: 10/30/2007 and permanent run :roe aesignea and previeed by aslgnerm anmplefawemre. 4 IOSta of buss S the r¢s onslbl lty Of the respective WnlfadoL5. Design assumes eftssas o be C j compuirus assumes no responzibil, mr such haring, S. No load should be applied to any component until after all lacing and are used in a nonrnrrosive environment and are for :am, comilion' of use. 6. Design assumes full bearing at all supports shown. Shim of Wedge If EX. 3!31109 n DES. BY: EE fasteners are complete, and at no time should any loads greater than design loads be a lard to anpp y component. neWS3a)i Desi , assumes ad. Tate drainage is rovided. M P010CSI, 7 SEO 3688062 s. Compui has no control over and assumes no responsibili forth¢ 6. Plates shall be locatetl on both taws a hies, and laced so their centerp Digs minude With loins center lines. r'/ V 8 (_ I t`+ fA1Gfabrication, handling, Shipmentpment andhetm.fionm components. resumeI. This sign is fumishad Subject to the limitations on design¢ eef forth ADigitssecl esizeluplateh inches. 10. For bask tlesi n V21ues of the Comp Plate, In diUfed by the Prefixp T lF by TPI in HIB -91 or TVl'MTCA in BC511A3 copies of whicM1 will be fumizheabyWhich C ", Sao ICED 4211ICC ESR -252& 29. OF CAUFq' by compuTms upon request. 11. The Dig us Net Section Plate is indicated by the pfefi "GUS Igotlesinamr (18) indicates 18 ga. material is used,All others are 2b ga. 0 111111111111111 AcamouTrus Inc 0 Ii This design prepared from computer input by 111111111111111111111111111111111111111111111 Z -^^'' PREMIER TRUSS DMB LUMBER SPECIFICATIONS o TRUSS SPAN 22'- 0.0" o T 1= 2606LOADDURATIONINCREASE = 1.25 + SIZE SPECIE GRADE PANEL(S) SPACED 24.0" D.C. TOP CHORDS: T 2= 2768 0 2= 2x 4 MSG 165 OF 1- 6 206 LOADING BOTTOM CHORDS: T 3= 532 LL( 16,0)+DL( 14.0) ON TOP CHORD = 30.0 PSF 2x 6 OF 02 1- 6 65D OIL ON BOTTOM CHORD = 7.0 PSF WEBS: T 4= 466 TOTAL LOAD = 37.0 PSF 2x 4 HF STD /STUD 1 -10 2070 WHO- 2872 T 5= 2642 813 CONS LL +DL= 3020.0 LBS @ 18'- 10,5° TO LATERAL SUPPORT r- 12 'OC. UON. 2070 8C GONG LL +DL= 75.0 LOS @ 11'- 0.0" BC LATERAL SUPPORT <= 12"OC. VON. 7642 B 6= 6970 W 6= LOADS AS GIVEN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 2 ) complete trusses required. HANGER TO APPLY GONG. Join together 2 ply with 3"x.131 OIA GUN LOAD(s) TO ALL MEMBERS. nails staggered at - 12° oc throughout 2x4 top chords, IIprX'/ IIP ypIII 12' oc throughout 2x6 bottom chords, V w v 12° on throughout webs. Nate: Stagger splices on adjacent members. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 11 -00-00 11 -00-00 I 12 C- 2.5x4.3 12 5.001-- C - 4x4,3 X5.00 4.0" o C -3x9.4 0 0 C- 2.5x3.4 C -3x6 /' C -3x6 5 -00 C- 3x11.9 U9.4 C- 0 C- 1.5x2.6 C -5x6 C- 5x 5.1(S)C -5x6 0- 1.5x2.6 C- 2.5x3.413- 2.50.413- 2.5x3.4 C -2.5x6 10 -00 -00 22 -00 -00 12 -00 -00 x+ CL41 / 7_d_OFl111 O 7 o o T 1= 2606 B 1= i a 1= 342 W 7= Scale: 3/16" 0 0 C- 2.5x3.4 C -3x6 /' C -3x6 5 -00 C- 3x11.9 U9.4 C- 0 C- 1.5x2.6 C -5x6 C- 5x 5.1(S)C -5x6 0- 1.5x2.6 C- 2.5x3.413- 2.50.413- 2.5x3.4 C -2.5x6 10 -00 -00 22 -00 -00 12 -00 -00 x+ CL41 / 7_d_OFl111 O 7 BEARINGS LOCATION REACTION REG'D AREA (SO. IN.) 0'- 0.0' 1251 2.00 OF (625) 22'- 0.0' 3472 5.56 OF (625) MAX LL DEFL = - 0.020' (L/9999) IS 8'- 2.5" L/360 = 0.714" MAX TL DEFL = - 0.241" (LI1966) @ 13'- 9.5" L1240 = 1.071" MAX HORIZ. LL DEFL = 0.006' @ 21'- 8,5 MAX HORIZ. TL DEFL = 0.035" @ 21'- 8,5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). UBC 971TPI 2 MEMBER FORCES 4WR /GDF /Cq =1.25 TCM T 1= 2606 B 1= 2346 a 1= 342 W 7= 954 T 2= 2768 0 2= 2362 W 2= 206 W 8= 2960 T 3= 532 8 3= 2496 W 3= 65D W 9= 842 T 4= 466 B 4= 5156 W 4= 2070 WHO- 2872 T 5= 2642 B 5= 5132 W 5= 2070 g. indir'id. size of plate in inches. to. basic design Values of the CompuTrus Plate, indicated by the TF T s= 7642 B 6= 6970 W 6= 236 11. The Chain rus Net Section Plate is indicated b the prefix "CN" the tlesignator (18) indicates 18 ga. material is usetl. All others are 2b ga. BEARINGS LOCATION REACTION REG'D AREA (SO. IN.) 0'- 0.0' 1251 2.00 OF (625) 22'- 0.0' 3472 5.56 OF (625) MAX LL DEFL = - 0.020' (L/9999) IS 8'- 2.5" L/360 = 0.714" MAX TL DEFL = - 0.241" (LI1966) @ 13'- 9.5" L1240 = 1.071" MAX HORIZ. LL DEFL = 0.006' @ 21'- 8,5 MAX HORIZ. TL DEFL = 0.035" @ 21'- 8,5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). WARNINGS: 1. 1. Read all General Notes and Warnings befog construction of trusses. General Notes, unless otherwise noted: 1. Design leads LQ S.{p n, 1k. CAS, L Builder and erection contractorshould be advised of all General Notes and to Support as shown. 2. Design assumes the top and bottom t0 be laterally braced at C FILE NO.: 5C 10 Warnings before chords 2' -00 c,c, and at 10 -0" o.c. respectively braced throughout their c? construction commences. unless depth by Continuous sheathing. 3. 3x4 compression each bracing must be installed where shown +. 4. All lateral force resisting elements such as temporary and permanent bracing, 3. 2s lrtlPad b(id IOg or lateral GmCing required whefO Shown ++ muss W DATE: 10/30/2007 trustee it crowded by tie sig oar ur comp klz structure. zsz 4. Installation of is the respousibdity of the respective contractor 5. Design assumes trusses are l0 be used In a nBn{orrosive environment, cc cram TNS uamesanopu ponzlbmry for such bracing. and are for dry condition" of use S. No lead should be applied m any component until after an bracing and s. Design assumes full bearing at all supports shown. Shim or wedge if EXP. 3131/09 DES. BY: EE fasnnea are complete, and at no time should any loads greater than design loads be applied to any component. necessary. Design assumes adequate drainage is provitled. s. Plates be locate on both races truss, laced so their center 0/70130 oj LtdSEG. : 3668063 s. 0ompuirvs has no control over and assumes no res ponefbiltly for the resignation shall of and ores lines comcitle with joint Canter lines p s IEAG1dt.bn-tion. handling, shipment and of components. rniz design izmmishea subject ma limitations on muss designs"flose g. indir'id. size of plate in inches. to. basic design Values of the CompuTrus Plate, indicated by the TF by TPI in NI6-al or molae" A in goal t -03 copies of which win be mmem a For prefix C" see [COO T3R 4211 I ICC ESR -529. oYOFCAL1F by companies upon request. 11. The Chain rus Net Section Plate is indicated b the prefix "CN" the tlesignator (18) indicates 18 ga. material is usetl. All others are 2b ga. s 111111111111111 / CompuTrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- B BOTTOM CHORDS: 2x 4 MSR 165DF 1- 3 WEBS: 2x 4 IF STD/STUD 1- 7 TO LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12 "OC. VON. OVERHANGS: 17.3' 17.3" Reactions: 1006 1213 e 12 5.00 F/ 3x7.7 0-1 .5x2.6 This design prepared from computer input by 11111111111111111111111111111111111111111 IN PREMIER TRUSS EMS LOADS AS GIVEN 10 -00 -00 TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" D.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = - 30.0 POP DL ON BOTTOM CHORD = 7.0 PST TOTAL LOAD = 37,0 PIP TC UNIF LL+DL= 80.0 PLF 121- 0.0' TO 20'- 0.0" I BC GONG LL +DL= 75.0 LBS @ 11'- 0.0 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -00- C- 2.5x4.3 C -4x4.3 C -3x6 - U6 perCG \ 0 5 -00 -00 2X6 Cecil C- 4x6C- 3x6(S) C -4x6 C- 2.5x3.4+ C- 2.5x3.4 +C - 2.5x3.4+ 6 V759 12 -00 -00 22 -00 -00 WARNINGS: Go 1. Read all General Notes and Warnings before construction of trusses, 1_ 2. Builder and erection contractor should be advised of all General Notes and 2. FILE NO.. 5C14 0 V7o o DATE: 10/30/2007 must be designed and provided by designer of complete shucture. 5. 1-04-00 oauTm 5. Nol tl should be applied to any component until after all coming and 6, DES. BY: EE Scale: 1/4" e 12 5.00 F/ 3x7.7 0-1 .5x2.6 This design prepared from computer input by 11111111111111111111111111111111111111111 IN PREMIER TRUSS EMS LOADS AS GIVEN 10 -00 -00 TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" D.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = - 30.0 POP DL ON BOTTOM CHORD = 7.0 PST TOTAL LOAD = 37,0 PIP TC UNIF LL+DL= 80.0 PLF 121- 0.0' TO 20'- 0.0" I BC GONG LL +DL= 75.0 LBS @ 11'- 0.0 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 11 -00- C- 2.5x4.3 C -4x4.3 C -3x6 - U6 perCG \ 0 5 -00 -00 2X6 Cecil C- 4x6C- 3x6(S) C -4x6 C- 2.5x3.4+ C- 2.5x3.4 +C - 2.5x3.4+ 6 V759 12 -00 -00 22 -00 -00 UBC 971TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1649 W I- T 2= -1859 6 2= 1456 W 2= T 3= -1630 0 3 =. 1994 W 3= T 4= -380 W 4= T 5= -350 W 5= T 6= -1709 W 6= T 7= -2251 W 7= T 8= 0 I ir, 4YIR IGOF)Cq =1.25 TCM 20127711561156131404590 BEARINGS LOCATION REACTION SPOT AREA (S0. IN.) 01- 0.0' 923 2.28 IF (405) 22'- 0.0" 1130 2.79 HF (405) MAX LL DEFL = - 0.046' (L /5586) @ 13'- 9.5' L /360 = 0.714" MAX TL DEFL = - 0.250" (L/1027) @ 13'- 6.7' L/240 = 1.071" MAX RORIE. LL DEFL = 0.019" @ 21'- B.5" MAX RORIE. TL OEFL = 0.056" @ 21'- 8.5' ONn 2 2900 00 IRS DRAG. InAO NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). 12 Q 5.00 C-1 .5x4.3 0 o C -3x7.7 ° 1 -04 -00 unless otherwise noted pport loads as shown. most the top and bottom Words to be laterally braced at i at 1c,0 cz a respectively unless blood throughout their n1morous sheathing. 9m ngorlateralbracingrequiredwhereshow++ f truss is the restpponsibdity of the respective Contractor, mess trusses are to be used in a non- conosive environment, dry Condition" of use mas full bearing at all supports shown. Shim or wedge if Was atleaTate drainage is provided. 39 located on both faces of truss, . all placed so their center e With joint Center lines. e size of plate in inches. si n values of the Com uTrus Plata, indicated by the prolix EXP. 3/31/0 WARNINGS: Go 1. Read all General Notes and Warnings before construction of trusses, 1_ 2. Builder and erection contractor should be advised of all General Notes and 2. FILE NO.. 5C14 Warnings harem Construction commences. 3. 2x4 compression was bracing mueme installed when shown s. 3 4. All lateral force resisting elements such as temporary and permanent bracing, DATE: 10/30/2007 must be designed and provided by designer of complete shucture. 5. Co e assumes no simsmility Oar such bracing. n noauTm 5. Nol tl should be applied to any component until after all coming and 6, DES. BY: EE fasteners are Complete, and at no time should any loads greater than design loads be apphed to any component a. SEQ. : 3688064 6. Compuims has no comml over and assumes no responsibility for the fabrication, handling, shipment and installation of components. y T. Th uisdesignisfurnishedobject the limitations on truss design, set forth Ip by TPI in HIB -91 or TVlgazi in SCSI 1-03 copies of which will be furnished by Camputhis upon note". it UBC 971TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1649 W I- T 2= -1859 6 2= 1456 W 2= T 3= -1630 0 3 =. 1994 W 3= T 4= -380 W 4= T 5= -350 W 5= T 6= -1709 W 6= T 7= -2251 W 7= T 8= 0 I ir, 4YIR IGOF)Cq =1.25 TCM 20127711561156131404590 BEARINGS LOCATION REACTION SPOT AREA (S0. IN.) 01- 0.0' 923 2.28 IF (405) 22'- 0.0" 1130 2.79 HF (405) MAX LL DEFL = - 0.046' (L /5586) @ 13'- 9.5' L /360 = 0.714" MAX TL DEFL = - 0.250" (L/1027) @ 13'- 6.7' L/240 = 1.071" MAX RORIE. LL DEFL = 0.019" @ 21'- B.5" MAX RORIE. TL OEFL = 0.056" @ 21'- 8.5' ONn 2 2900 00 IRS DRAG. InAO NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). 12 Q 5.00 C-1 .5x4.3 0 o C -3x7.7 ° 1 -04 -00 unless otherwise noted pport loads as shown. most the top and bottom Words to be laterally braced at i at 1c,0 cz a respectively unless blood throughout their n1morous sheathing. 9m ngorlateralbracingrequiredwhereshow++ f truss is the restpponsibdity of the respective Contractor, mess trusses are to be used in a non- conosive environment, dry Condition" of use mas full bearing at all supports shown. Shim or wedge if Was atleaTate drainage is provided. 39 located on both faces of truss, . all placed so their center e With joint Center lines. e size of plate in inches. si n values of the Com uTrus Plata, indicated by the prolix EXP. 3/31/0 IIIIIIIIIIIIIII CompuTrus f1C. This design prepared from computer input by IIIII I VIII VIII III I VIII VIII VIII IIII IIII PREMIER TRUSS DMB LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) Ob TOP CHORDS: 2x 4 MSR 166OF 1- 8 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 3 WEBS: 2x 4 HE STD /STUD 1- 7 TIC LATERAL SUPPORT r- 12 "OC, JON. BC LATERAL SUPPORT <= 12 'DC, UON. OVERHANGS: 17.3' 17.3" Reactions: 960 1229 0 J 0 s 0 12 5.00L C- 1.5x4.3+ 0 v0 0 C- 2.5x6+ 10 -00 -00 y I 1 -04 -00 Scale: 114• LOADS AS GIVEN C -3x6 TRUSS SPAN 22'. 0.0" LOAD DURATION INCREASE = 1,25 SPACED 24.0' O.C. LOADING LL( 16.0)+OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = -7.0 ESE TOTAL LOAD = 37.0 PEE TC CORD LL+DL= 320.0 LBS @ 20'- 0.0' BC CORD LL +OL= 75.0 LBS @ 11'- 0.0' BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C- 2.5x4.3 C -4x4.3 m0 5 -00 -00 ° C -3x6 C =4x6 C- 3x4.3(S) C -4x6 C- 2.50.4+ C- 2.5x3.4 +C - 2.5x3.4+ 22 -00 -00 1 -00 -00 320 12 a 5.00 C\ 12 -00 -00 C -2 1 -04 -00 USC 97 /TPI SINGLE MEMBER FORCES T 1= 0 B 1= 1544 W 1= T 2= -1742 B 2= 1314 W 2= T 3= -1487 B 3= 1763 W 3= T 4= -364 W 4= T 5= -350 W 5= T 6= -1519 W 6= T 7= -2050 W 7= T e= o 76 4WR /GDF /Cq =1.25 TOM 24427410161016115378489 BEARINGS LOCATION REACTION REO'D AREA (SO, IN.) 01- 0.0' 877 2.17 HE (405) 22'- 0.0" 1146 2.83 HE (405) MAX LL DEFL = - 0.046' (L/5586) @ 13'- 9.5" L/360 = 0.714' MAX TL DEFL = - 0.154' (L /1668) @ 13'- 9.5" 0240 = 1.071' MAX HORIZ. LL DEFL = 0.019" If 21'- 8.5" MAX HORIZ. TL DEFL = 0.051" @ 21'- 6.5" NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). 0 0 0 WARNINGS: 1 Read all cereal Notes and Warnings before Peace. General Notes, unless otherwise noted, peslgn to Qa0 t' R, pQ' ' A4constructionof2. Builder and erection contractor should be advised of all General Nate. and 1. support oatls as shown. 2. Design assumes the lop anti boVom cM1¢rds to De laterally Oracetl at L R FILE NO.: 5C15 Warnings "Rom ronstructinn cema eneea. - 2' -0' o.c antl at tG' -0" o.c. respectively unless braced Nroughaut their VO 2. rompmin.m. wee bracing most be instated where stave +. tenoN by runtinuous sneaNing. 3. 2 %fmp cl bfltlA$Iing or lateral DraGng r¢qulr¢G wh¢le shown + 4, All lateral force aviaionelements such is temporary and permanent bracing, 4. Installation of 1N55 is Ne res ¢nsibility of Ne respective cnn\ractoc yal DATE: 10/30/2007 must be goer aprovided robeplme .bbnbm. 5. peslgn assumes trusses are 4o be usetl ina noncorrosive environment, IY C"mpuT aassume, ass beep no responsibilitycomponentsuch bracing, antl are for "tlry fAnaition "of use EXP.3 /31109 DES. BY: EE Nomadshe anys. Nstenesaoumbuain , andatnocomponent until attaraRReaganfastenerscomplain,andatnobm..nnme any maapgrexer man Resign 6. D¢ signassumesfullbearingatallsuppodsshown .Shimorwetlgeifnecessary. 30 /Oj pp to anycomporiandInarn Design assumes atlequate tlrainage ls rovltl¢d. bra both faws 1, /4 SEQ. : 3688065 S. compuirvz has no ever and assumes no mompaierrom far meuTrushas installation e. Plates shall located on o 1NSS, antl placetl so 1M1eir center Ines wintlde wjN joint wn er lines. S I jNT,Q ENGg, shipment and of cbmponenu. a. ship This design islurnshed supen on rmssThisdel.n is furnished mtshed 9 Digits mtliwte size ¢f plate in inUes. 10. FOr basic tlesigO Values o(the Comp TNS PIa \e, indicatetlb the refxyp FOFpassI-mu Copies will be fbyinBC511 -0][apiep of which wiu na furnished C" SBQ ICBO RR 4211 /Ii:C ESR -2529. OALIEO Compole- sloripwveeA by compuTms upon request. 11. Nhe CompuTe s Net Secfi an Plate is indicated by the prefer "CM'h fhe 0 11111111111 IN Xxx1hmmnlTrl)G Inr. 0, 0 0 s 4) 0 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MISR 1650F 1- 6 BOTTOM CHORDS: 2x 4 MSB 1650F 1-3 WEBS: 2x 4 HF STD/STUD 1- 4 TC LATERAL SUPPORT r- 12'OC. NON. BC LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3" 17.3' Reac Lions: 923 1192 12 5.00 0 v 2.5x6+ 1 -04 -00 1 C- 1.5x2.6 This lesion prepared from computer input bV 11111111111111111111111111111111111111111 IN PREMIER TRUSS DMB TRUSS SPAN 22'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PST TOTAL LOAD = 37.0 PSI TC CONC LL +DL= 320.0 LBS @ 20'- 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 C- 2.5x4.3+ C- 3x4.3(S) 10 -00 -00 22 -00 -00 11 -00 -00 12 ' X5.00 C-1 .5x2.6 7.4.OTI 1L) "E' , ro UBC 97 /TPI SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TCM T 1= 0 B 1= 1463 W 1= 322 T 2= -1654 B 2= 965 W 2= 545 T 3= -1513 B 3= 1621 W 3= 702 - T 4= -1634 W 4= -452 T 5= -1908 T 6= 0 BEARINGS LOCATION REACTION REO'D AREA (S0. IN.) 01- 0.0" 640 2.07 HE (405) 22'- 0.0" 1108 2.74 HE (405) MAX LL DEFL = -0.048" (L /5354) @ 15'- 1.3' L /360 = 0.714' MAX TL DEFL = - 0.125' (L/2055) @ 15'- 1.3' L/240 = 1.071" MAX HORIZ. LL DEFL = 0.017' @ 21'- 8.5' MAX HORIZ. TL DEFL = 0.043' It 21'- 8.5" NOTE: Truss designed in accordance witln UBC 97 reflectirl 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -14 Right = 0 C- 2.5x4.3 C -2.5x6 ° 12 -00 -00 1 -04 -00 WARNINGS: I Read an partial Notes and wamings before wnslmdmn of wises. General Notes, unless otherwise noted: 1. Design to support loads as shown. 1 FILE N0.: SC16 2. sunder sin erection mmaolar should be say ... it of an General Notes and warnings before commences. 2. Design assumes the top and bottom chords id be laterally braced at 2'-0" o c. and at 10'-0" 0.0. respenvely unless braced throughout their 5 Cr sconstruction 3, zx4 compression web bracing must be installed when shown +. IeO th by coh nuous sheathing. 3. 2z mPacl bridg ng or lateral bracing required where shown ++ fj y C All lateral force resisting elements such az temporary and permanent bating. 4_ Instal ofINSS Is the r¢5 Onslblllty Of the respective contractor. y DATE: 10/30/2007 gne.omustbedesignedandprovidedbydesignerof structure, 5. Design assumes trusses are to be used in a non- conoslve environment, tom rmz assumes no rozpu lmerlbiflty for such bracing, and a!¢ for "cry condition" Of use. EXP. S. No load should be applied to any component mail after all bracing and 6. Design assumed full bearing at all supports sti Shim o! Wedge if 3131/09 DES. BY: EE fasteners are complete, and at no rule :borne any mats greater thaner rewssary. r Taste appliedtoany component 7, Design assumes odequate drainage is provided. 9- Plates shall located on born faces of inks, and placed 50 that! center t1/4/3or0 `C SEQ. : 3688066 G. CompuTms has no control aver and assumes no responsibilih for the installation aescoincide to joint en(¢r lines. S irrV E G1Ng, smipmem and at components. fabrication, handling, 7. This assort is ruraleea subject la me sometimes or MSS aealgd, set form 9. Digits indicate see of plate in Inches. For basic d¢slgn Values of the COmpuTms Plater indicated by the prefix by "14 in HIS -91 or TPNNICA in 80511 -03 copies of which will be fumizM1ed C" see ICED NR 4211 l ICC ESR -1529. QF C.p1J by compuTms upon request. 11. tlesi naorr (18)sindiiindicates On. material a u¢ eof "ReXT" are2h ga. IIIIIIIIIIIIIII CompuMiinus l{lC. This design prepared from computer input by III IIIIIIII 'IIIIIIIIIIIIIIIIIIIIIIIIININ PREMIER TRUSS DMB r1 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 6 BOTTOM CHORDS: 2x 4 NOR 165OF 1- 3 DATE: 10/30/2007 WEBS: 1-04 - 2x 4 HF STD /STUD 1- 4 TO LATERAL SUPPORT <= 12"OC. CON. DES. BY: EE BC LATERAL SUPPORT c 12 "OC. UON. OVERHANGS: 17.3' 17.3° SEO.: 3688067 Reactions: 969 1175 r1 e 12 5.00 C- 3x7.7+ TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37,0 PSF TC UNIF LL +DL= 80.0 PLF 121- 0.0" TO 20'- 0.0" 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 C- 2.5x3.4+ C- 2.5x6+ - C- 3x6(S) 10 -00 -00 22 -00 -00 11 -00 -00 UDC 97 /TPI SINI T 1= 0 T 2= -1766 T 3= -1625 T 4= -1878 T 5= -2126 T 6= 0 176 LE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B 1= 1565 W 1= -319 B 2= 1071 W 2= 542 B 3= 1868 W 3= 841 W 4= -568 BEARINGS LOCATION REACTION REO'D AREA (80. IN.) 0'- 0.0" 885 2.19 HF (405) 22'- (1 1092 2.70 IF (405) MAX LL DEFL = - 0.048° (L/5354) @ 15'- 1.3' L /360 = 0.714' MAX TL DEFL = - 0.142' (L /1809) It 15'- 1.3' L/240 = 1.071" MAX HORIZ. LL DEFL = 0.017° @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.048" @ 21'- 8.5" CONO 2' 2900.00 LB$_OBAG_LOAO NOTE: Truss designed in accordance with ORD 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). 12 x5.00 C- 2.5x3.4 0 C -2.5X6 C -3x7.7 ° 12 -00 -00 I. 1 -04 -00 0 1. Read an canaraI Notes and Warnings before constmcib n of pusses. 1. o z. Runner and erection contractor should be advised of an General Notes and 2. o 3. 2x4 compression want bracing must be installed where shown h 3 4. All lam force resisting elements such as temporary and permanent bracing, 4DATE: 10/30/2007 oat be designed and provided by designer of complete structure. 5, 1-04 - CompuTms insamm. a. mspocibility for such bracing. 5. No load should be applied to any component until after all bracing and 6. DES. BY: EE Scale: 114" e 12 5.00 C- 3x7.7+ TRUSS SPAN 22'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37,0 PSF TC UNIF LL +DL= 80.0 PLF 121- 0.0" TO 20'- 0.0" 1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 C- 2.5x3.4+ C- 2.5x6+ - C- 3x6(S) 10 -00 -00 22 -00 -00 11 -00 -00 UDC 97 /TPI SINI T 1= 0 T 2= -1766 T 3= -1625 T 4= -1878 T 5= -2126 T 6= 0 176 LE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B 1= 1565 W 1= -319 B 2= 1071 W 2= 542 B 3= 1868 W 3= 841 W 4= -568 BEARINGS LOCATION REACTION REO'D AREA (80. IN.) 0'- 0.0" 885 2.19 HF (405) 22'- (1 1092 2.70 IF (405) MAX LL DEFL = - 0.048° (L/5354) @ 15'- 1.3' L /360 = 0.714' MAX TL DEFL = - 0.142' (L /1809) It 15'- 1.3' L/240 = 1.071" MAX HORIZ. LL DEFL = 0.017° @ 21'- 8.5" MAX HORIZ. TL DEFL = 0.048" @ 21'- 8.5" CONO 2' 2900.00 LB$_OBAG_LOAO NOTE: Truss designed in accordance with ORD 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). 12 x5.00 C- 2.5x3.4 0 C -2.5X6 C -3x7.7 ° 12 -00 -00 I. 1 -04 -00 otheowshe noted ads as shown. be laterally brawtl at Orawd lnroughout their rhorc chnwn t+ use. at all supports shown. Shim or wedge if ainage is prdvidetl. th Laws of truss, and placed so their center lines. comes. e CompuTrs Plate, indicated by the prefix 3/31/09 WARNINGS: G. 1. Read an canaraI Notes and Warnings before constmcib n of pusses. 1. z. Runner and erection contractor should be advised of an General Notes and 2. FILE NO.: 5C17 Warnings before eonstrurnon commences. 3. 2x4 compression want bracing must be installed where shown h 3 4. All lam force resisting elements such as temporary and permanent bracing, 4DATE: 10/30/2007 oat be designed and provided by designer of complete structure. 5, CompuTms insamm. a. mspocibility for such bracing. 5. No load should be applied to any component until after all bracing and 6. DES. BY: EE fastan.m are complete, and at no time should any loads greater than design loads be applied to any component. 7. SEO.: 3688067 d. ComPali ds no control over and assumes no responsmdih for the 8. handling, shipment and installation of components. g 7. This design is furnished mishedsubieco e limitations on mass designs set form 10. by TPI in HIS -91 or TPVWTCA in 9C511 -03 copies of which will be furnished by CompuTms upon request. 11. otheowshe noted ads as shown. be laterally brawtl at Orawd lnroughout their rhorc chnwn t+ use. at all supports shown. Shim or wedge if ainage is prdvidetl. th Laws of truss, and placed so their center lines. comes. e CompuTrs Plate, indicated by the prefix 3/31/09 111111 IIIIIIIII CC7mPuTru5 Inr;. This design prepared from computer input by IIIIIIIIIIIIIIIII VIII VIIIIIIII VIII IN IN PREMIER TRUSS OMB 0 0 r 12 5, D0-_ TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 3 4 C- 1.5x2,6 // // 22A" \\ C- 1.5x2.6 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 3 C-2 5x4.3 0-2. 2x 4 MSR 165OF 1- 6 BOTTOM CHORDS: 1 -04 -00 21 -00 -00 2x 4 MSR 165OF 1- 3 JOB NAME: Langstaff - 5D00 WEBS: 2x 4 HF STD /STUD 1- 4 1. Head all Donavan Notes and Warnings berare constructu n of busses. TC LATERAL SUPPORT v- 12.00. DON. 2. Dosi BC LATERAL SUPPORT I- - 12 "OC. CON. OVERHANGS: 17.3" 17.3" Reactions: B60 B60 0 0 r 12 5, D0-_ TRUSS SPAN 21'- 0.0' LOAD DURATION INCREASE = 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 3 4 C- 1.5x2,6 // // 22A" \\ C- 1.5x2.6 12 Q 5.00 UBC 97 /TPI SIN( T 1= 0 T 2= -1498 T 3= -1465 T 4= -1465 T 5= -1498 T 6= 0 76 ILE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B 1= 1317 W 1= -329 8 2= 858 W 2= 617 B 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION LEWD AREA (30. IN.) 01- 0.0" 777 1.92 HF (405) 21'- 0.0" 777 1.92 IF (405) MAX LL DELL = - 0.044" (1-15568) @ 15'- 0.3" L 1360 = 0.681" MAX TL OREL = - 0.103" (L/2378) @ 15'- CA' L1240 1.021" MAX HORIZ, LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL CELL = 0.035' @ 20'- 8.5" nND 2' 1500 GO IRS ORAS n1- AD NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height t0 30 feet), Max Calculated Uplift: Left = -4D Right = -40 0 C -3x4.3 ° 1 -04 -00 srwise noted:' i as shown. p antl bottom chords to be laterally braved at o. c. respectively unless braced throughout (heir leaching. il-I bracing required where shown ++ I. - omadn"ry of the respective contracto, . is are 4o be use, In a non conosly. environment, on" of use inning at all supports shown. Shim or wedge if rate drainage is rovitled. on both faces of truss, and placed so their center renter lines. date in inches. of tfte CompuTma Plate, Indicated by the prefix 3131/09 V: 3 C-2 5x4.3 0-2. 5x4.3 C- 3x4.3(5) L 8 -00 -00 13 -00 -00 1 -04 -00 21 -00 -00 Scale: 1/4' JOB NAME: Langstaff - 5D00 WARNINGS: General 1. Head all Donavan Notes and Warnings berare constructu n of busses. 1. Desi 2. Builder anderecbon contractor mould be advised of an General Notes and 2. Dosi FILE NO.: 5D00 Warnings before convection commences. 2e0g3. 2x4 compression we b branng must be instaned whemshown +. 3 1. F, 4. All latenllorw resisting elements such as temporary and permanent brzcing, 4 2x if DATE: 10/30/2007 must be desiebed and Pravided by designer of cemelere awenre. 5. Das CompuTrus assumes no responsibility for such bating. and 5. No load she old be applied to any component until hear all brzcing and 6. Desi DES, BY: EE fistmemaccomplee and at no time should any luaus greater than design me. loads pe applied to any wmsamaid. 7. Desa.'lab SEQ.: 3688068 6, Comforters has no central over and assumes no responsibility for the Iple_ fabrication. handling, shipment and mst,llmon of cam musts. 7. This design is fumished -opict to the limitations on truss designs set farm gip Far, by TPI in HIS -91 or TRUVOCA in BC511 -03 Copps of which will be furnished C" by Cem nt. upon request 11. The 12 Q 5.00 UBC 97 /TPI SIN( T 1= 0 T 2= -1498 T 3= -1465 T 4= -1465 T 5= -1498 T 6= 0 76 ILE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B 1= 1317 W 1= -329 8 2= 858 W 2= 617 B 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION LEWD AREA (30. IN.) 01- 0.0" 777 1.92 HF (405) 21'- 0.0" 777 1.92 IF (405) MAX LL DELL = - 0.044" (1-15568) @ 15'- 0.3" L 1360 = 0.681" MAX TL OREL = - 0.103" (L/2378) @ 15'- CA' L1240 1.021" MAX HORIZ, LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL CELL = 0.035' @ 20'- 8.5" nND 2' 1500 GO IRS ORAS n1- AD NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height t0 30 feet), Max Calculated Uplift: Left = -4D Right = -40 0 C -3x4.3 ° 1 -04 -00 srwise noted:' i as shown. p antl bottom chords to be laterally braved at o. c. respectively unless braced throughout (heir leaching. il-I bracing required where shown ++ I. - omadn"ry of the respective contracto, . is are 4o be use, In a non conosly. environment, on" of use inning at all supports shown. Shim or wedge if rate drainage is rovitled. on both faces of truss, and placed so their center renter lines. date in inches. of tfte CompuTma Plate, Indicated by the prefix 3131/09 A II1111111111111 ComPUTVUS Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 6 BOTTOM CHORDS: 2x 4 MSR 165OF t- 3 WEBS: 2x 4 HF STO /STUD 1- 4 TO LATERAL SUPPORT <= 12 "OC. VON. BC LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3" 17.3" Reactions: 860 860 9 12 5.00 11 This design prepared from computer input by IIIIIII VIII VIII VIII VIII VIII VIIIIIII IIII PREMIER TRUSS DMB TRUSS SPAN 21'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 ESE DL ON BOTTOM CHORD = 7.0 ESE TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. C -4x4.3 4.0" 12 Q 5.00 C -3x4. 1 -04 -00 otherwise noted. UBC 97 /TPI SINi T 1= 0 T 2= -1498 T 3= -1465 T 4= -1465 T 5= -1498 T 6= 0 Trans ID: 224176 LE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B In 1317 W 1= -329 B 2= 858 W 2= 617 E 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 777 1.92 HE (405) 21.'- 0.0" 777 1.92 HE (405) MAX LL DEFL = - 0.044" (L15568) @ 15'- 0.3" L136C = 0.631" MAX TL DEFL = - 0.103" (L/2378) @ 15'- 0.3" L/240 = 1.021" MAX HORIZ. LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL DEFL 0.035" @ 20'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Jplift'. Left = -40 Right = -4D 0 0 0 T chords to be laterally braced at Nely unless bacetl throughout their bJsequired where shovm ++ eof the respective contractor. d In a noncorrosive environme0l suppolis shown. Shim or wedge it le is pmvidetl. am of Wss, and placed so their Center 3s. nQtiTrgs Plate, indicated by the prefix EXP. 3/31/09 C-1 .5x2.6 / C- 1.5x2.6 0 0g- C -3x4.3 G- 2.5x4.3 C- 2.5x4.3 C- 3x4.3(5) 8 -00 -00 13 -00 -00 1 -04 -00 21 -00 -00 Scale: 1/4" JOB NAME: Langstaff - 5Do1 WARNINGS: General Notes, c t. Read an General News and Warnings boom con:wctlon of busses. 1- Design to sup 2. Builder and erection contractor should be advisee of an General Notes and 2. oesign assun FILE NO.: 5D01 wammgs b•mre •onwnian comm.naz 2'- o ^o.C. amb 1 2x4 compression who bracing must be installed where shown 4. length by lion 3. DATE: 10130j2007 2x ImPad of4. All literal farce resisting.lemeots suchas oure,wary anti ywhommnt bracing. 4. installation of in i structure. S. anSgO assundCampTeasassumesdnoresponsibilityforsuchpuporeibnirymrsachbreanq. anti are for s. No load should be applied to any component until after an Seeing and 6. Design assun DES. BY: EE fasteners are complete, and at no time should any loads greater than design necessary. loads W applied m any component. 7. Design angler 6. Plates Shall SEQ. : 3688069 6. Comp di has no control over and ass Massumesnoresponsibilityfor e lines canmda fabmcanon,handling,shipmentand installation of components g' Dlgils Mclean T. This design furnished subject to the limitations on muss design sal forthTPIinX10-91 or TPIMRCA 1n SCSI 143 co f which will b• famished 10' Cf basic despiesoeeICBC Sy Sy CompoTms upon request t t. ma CompuTl 12 Q 5.00 C -3x4. 1 -04 -00 otherwise noted. UBC 97 /TPI SINi T 1= 0 T 2= -1498 T 3= -1465 T 4= -1465 T 5= -1498 T 6= 0 Trans ID: 224176 LE MEMBER FORCES 4WR /GDF /Cq =1.25 TCN B In 1317 W 1= -329 B 2= 858 W 2= 617 E 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0" 777 1.92 HE (405) 21.'- 0.0" 777 1.92 HE (405) MAX LL DEFL = - 0.044" (L15568) @ 15'- 0.3" L136C = 0.631" MAX TL DEFL = - 0.103" (L/2378) @ 15'- 0.3" L/240 = 1.021" MAX HORIZ. LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL DEFL 0.035" @ 20'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Jplift'. Left = -40 Right = -4D 0 0 0 T chords to be laterally braced at Nely unless bacetl throughout their bJsequired where shovm ++ eof the respective contractor. d In a noncorrosive environme0l suppolis shown. Shim or wedge it le is pmvidetl. am of Wss, and placed so their Center 3s. nQtiTrgs Plate, indicated by the prefix EXP. 3/31/09 CommTrus This design prepared from computer input by 1111111111111111111111111111111111111 IN IN LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS' 2x 4 MSR 1650F 1- 6 - BOTTOM CHORDS: 2x 4 MSR 165OF 1- 3 WEBS: 2x 4 HF STO /STUD 1- 4 TO LATERAL SUPPORT c= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "0C. UON. OVERHANGS: 17.3" 17.3" Reactions: 860 860 LM PREMIER TRUSS OMB TRUSS SPAN 21'- 0.0" LOAD DURATION INCREASE = 1.25 t SPACED 24.0' D.C. LOADING LL( 16.0) +OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 10 -06 -00 10 -06 -00 12 C -4x4.3 12 c Ong iq nn C- 3x4.3(S) 8 -00 -00 13 -00 -00 - 21 -00 -00 L Bead all General Notes and Warnings before conatmmun of nuaeea. 1. S FILE NO.: 5D02 wammge before constitute., eammeneez. 3. 2x4 compression web ceding must be installed where shown a. 3' 0 c 4. All lateral force resisting elements such as temporary and permanent bracing, 4. DATE:. 10/30/2007 o sam Ca assumes suchb cing. for such bracing. 0 S. load should m[oano component until fi. applied dto any rma DES. BY: EE repomznouldbplete, load greatei thanamcomplete, anycopnet. enemtl am load, greater man a.eien LM PREMIER TRUSS OMB TRUSS SPAN 21'- 0.0" LOAD DURATION INCREASE = 1.25 t SPACED 24.0' D.C. LOADING LL( 16.0) +OL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 10 -06 -00 10 -06 -00 12 C -4x4.3 12 c Ong iq nn C- 3x4.3(S) 8 -00 -00 13 -00 -00 - 21 -00 -00 Notes, mtoa 0 o 0 noted UBC 97 /TPI SI NI T 1= 0 T 2= -1498 13= -1465 T 4= -1465 T 5= -1498 T 6= 0 7.4 OT(1L) -E rV LE MEMBER FORCES 4WR /GDF /Cq =1.25 TOP B 1= 1317 W 1= -329 B 2= 858 W 2= 617 B 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION REO'D AREA (SO. IN,) 01- 0.0" 777 1.92 HF (405) 211- 0.01 777 1.92 HF (405) MAX LL DEFL = - 0.044' (L /5568) @ 15'- 0.3" L 1360 = 0.681' MAX TL DEFL = - 0.103' (L /2378) @ 15'- 0.3" L /240 = 1.021" MAX HORIZ. LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL DEFL = 0.035' It 20'- 8.5" QQ2.00 L8S DRS NOTE. Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = -40 Right = -40 Gg required w rehe shown diry oftha respective dentradtor. usatl in a non<ovosive environment supports shown. Shim or Wedge if a Is provided, es of frogs, and placed so their dander s. es. nQuTrus Plate, indicated by the pre9x EXP. 3131/09 L Bead all General Notes and Warnings before conatmmun of nuaeea. 1. 2. Builder and erection comnctor should be aaWSei of an General Notes and 2. FILE NO.: 5D02 wammge before constitute., eammeneez. 3. 2x4 compression web ceding must be installed where shown a. 3' 4. All lateral force resisting elements such as temporary and permanent bracing, 4. DATE:. 10/30/2007 must berupdesigned pmvldMby designer complete wcwre. 5 sam Ca assumes suchb cing. for such bracing. S. load should m[oano component until fi. applied dto any rma DES. BY: EE repomznouldbplete, load greatei thanamcomplete, anycopnet. enemtl am load, greater man a.eienDamsbebearbeaocnncumpon B. SEQ. : 3688070 6. Co T. h n o tintover and assumesnorcompoientry for mehas tabncmog nanaling,edShipment antlhestmaron of components. g 1. iswmizneasubjecuom.nmM1ahues on was 1p, by infers by TPIin HIurs orn will besselmnn in aC31 1-03 copies of Which will be fumisnetl requesq by CompuTrvz upon request, 11. Notes, mtoa 0 o 0 noted UBC 97 /TPI SI NI T 1= 0 T 2= -1498 13= -1465 T 4= -1465 T 5= -1498 T 6= 0 7.4 OT(1L) -E rV LE MEMBER FORCES 4WR /GDF /Cq =1.25 TOP B 1= 1317 W 1= -329 B 2= 858 W 2= 617 B 3= 1317 W 3= 617 W 4= -329 BEARINGS LOCATION REACTION REO'D AREA (SO. IN,) 01- 0.0" 777 1.92 HF (405) 211- 0.01 777 1.92 HF (405) MAX LL DEFL = - 0.044' (L /5568) @ 15'- 0.3" L 1360 = 0.681' MAX TL DEFL = - 0.103' (L /2378) @ 15'- 0.3" L /240 = 1.021" MAX HORIZ. LL DEFL = 0.015' @ 20'- 8.5" MAX HORIZ. TL DEFL = 0.035' It 20'- 8.5" QQ2.00 L8S DRS NOTE. Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = -40 Right = -40 Gg required w rehe shown diry oftha respective dentradtor. usatl in a non<ovosive environment supports shown. Shim or Wedge if a Is provided, es of frogs, and placed so their dander s. es. nQuTrus Plate, indicated by the pre9x EXP. 3131/09 S IIIIIIIII(IIII CompuTrus Inc. This design prepared from computer input by IIIIIII VIII VIII VIII VIII VIIIIIIII IIII IIII e 0 rlL:J s 10 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(5) TOP CHORDS: 2x 4 RISE 1650F 1 -10 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HE STD /STUD 1 -11 TC LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. DON. OVERRANDS: 17.3' f].3" Reactions: 1511 -20 C -1x2.6 or equal at non - structural vertical members (van). 11 -11 -1 12 5.00 TRUSS SPAN 46'- 0.0" LOAD DURATION INCREASE 1.251.25 + SPACED 24.0" O.C. LOADING LL( 15.0)a0L( 14.0) ON TOP CHORD 30.0 PSF OL ON BOTTOM CHORD = 7.0 PSF' TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 23 -00 -00 11 -00 -08 11 -00 -08 11 -11 -08 Truss designed for 42 outlookers. WARNINGS: Get o 2.4 let ins of the same size and 1. 4X2 OUTLOOKER NOTCHED CUT WITH grade of structural tap chord. Insure FILE NO.: 5F00 CARE AT IN -LET AREAS ONLY. tight fit at each end of let -in. C -4x4.3 3. 2xa compression web bracing must be installed where shown +. 3' Connect with C- 2.5x4.3 at each end and 4. All latent force resisting elements such as tempers, and pmmaneat baring, 12 C- 1.5x2.6 at center of board (u.o.n.). 40" Q 5.00 C- 2.5x4.3 C- 2.5x4.3 6. C- 3x6(S) fasteners are complete, and at no time should any loads greater than design C- 2.5x4.3 76 C -3x7.7 C- 1.5x2.6 SEQ. : 3638071 1-3x4.3(S) g 7. This design is famished subject to the limitations on truss designs set forth 10. I+ by TPI in HID -91 or TPYWTCA in SCSI 1 -03 copies of which will be furnished by CompuTrus upon request. o o C- 3x11.9 C- 2.5x4.3 C- 2.5x7.7 0- 2.5x4.3 C -5x6 C- 2.5x4.3 C- 3x6(S) J C- M(S) I, 16 -00 -00 14 -00 -00 I 16 -00 -0S 39 -10 04 1 -04 -00 PROVIDE FULL BEARING. # 46 -00 -00 Scale: 1/8' C- 1.5X2.6 UBC 97/TPI SINI T 1= 0 T 2= -3061 T 3= -3012 T 4 -2371 T 5= -1530 T 6= -1530 T 7= -1363 T 8= 838 T 9= 843 T10= 0 ILE MEMBER FORCES B 1= 2743 W 1= 8 2= 2319 W 2= B 3= 1833 W 3= B 4= 1399 W 4= B 5= 995 W 5= B 6= - 691 W 6= W 7= W B= W 9= W10= W11= Trans ID: 224176 4WR /GDF /Cq =1.25 TCA 2855474856428028489642653023424U3 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0' 1424 3.52 HE (405) 39'- 8.5' 2102 5.19 HE (405) 46'- 0.0" -122 -0.30 HE (405) MAX LL DEFL = - 0.136" (L/3477) @ 13'- 6.6" L/360 = 1.314' MAX TL DEFL = - 0.315" (L /1501) @ 131- 6.6" L /240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 43'- 3.0" L /360 = 0.190" MAX TL DEFL = 0.000" (L/9999) @ 45'- 5.8' L/240 = 0.285" MAX TC PANEL LL DEFL = - 0.035" (L/1416) @ 43'- 3.0' L/180 = 0.275" MAX TO PANEL TL DEFL = - 0:000- (L /9999) @ 45'- 5.8' L/120 = 0.412" MAX HORIZ. LL DEFL = 0.047" @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.108" @ 39'- 8.5' rOTE. 2: 2500.00 LOS DRAG LOAD. SHEARWALL 0.00 to 46.00 TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -28 Right = -232 WARNINGS: Get o 1. Read an General Notes and Warnings before construction of trusses. 1. L contractor should be advised of all General Notes andlnbefore 2. FILE NO.: 5F00 Warnings ntruction commences. 3. 2xa compression web bracing must be installed where shown +. 3' 4. All latent force resisting elements such as tempers, and pmmaneat baring, DATE: 10130/2007 must ae car, gned and provided by designer of complete structure. 5. CompuTrus assumes no responsibility for such bracing. S. No load she uld be applied 1. any component until after all bracing and 6. DES. BY: EE fasteners are complete, and at no time should any loads greater than design leads be applied to any compunzn . 76 6. CompuTrus has no control over and assumes no responsibility for the SEQ. : 3638071 abmalnn. handling, shipment and mxWlgCwn clwnlpnMnla. g 7. This design is famished subject to the limitations on truss designs set forth 10. by TPI in HID -91 or TPYWTCA in SCSI 1 -03 copies of which will be furnished by CompuTrus upon request. 11. C- 1.5X2.6 UBC 97/TPI SINI T 1= 0 T 2= -3061 T 3= -3012 T 4 -2371 T 5= -1530 T 6= -1530 T 7= -1363 T 8= 838 T 9= 843 T10= 0 ILE MEMBER FORCES B 1= 2743 W 1= 8 2= 2319 W 2= B 3= 1833 W 3= B 4= 1399 W 4= B 5= 995 W 5= B 6= - 691 W 6= W 7= W B= W 9= W10= W11= Trans ID: 224176 4WR /GDF /Cq =1.25 TCA 2855474856428028489642653023424U3 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0' 1424 3.52 HE (405) 39'- 8.5' 2102 5.19 HE (405) 46'- 0.0" -122 -0.30 HE (405) MAX LL DEFL = - 0.136" (L/3477) @ 13'- 6.6" L/360 = 1.314' MAX TL DEFL = - 0.315" (L /1501) @ 131- 6.6" L /240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 43'- 3.0" L /360 = 0.190" MAX TL DEFL = 0.000" (L/9999) @ 45'- 5.8' L/240 = 0.285" MAX TC PANEL LL DEFL = - 0.035" (L/1416) @ 43'- 3.0' L/180 = 0.275" MAX TO PANEL TL DEFL = - 0:000- (L /9999) @ 45'- 5.8' L/120 = 0.412" MAX HORIZ. LL DEFL = 0.047" @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.108" @ 39'- 8.5' rOTE. 2: 2500.00 LOS DRAG LOAD. SHEARWALL 0.00 to 46.00 TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with DEC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -28 Right = -232 6 -01 -12 JLlQ If, e noted: hewn. bottom Words to be laterally braced at spectively unless braced throughout their bracing required where shown + + Ronsibgay of the respective contractor. e be used in a non - corrosive environment. ate. all suppods shown. Shim or wedge if oInage is provided, n faces of truss, and placed so their canter 3r lines. n inches. PC CompuTrus Plate. indicated by the prefix 3131/09 0 C- 3x11.9 +' o ANCHOR TO RESIST UPLIFT 6 -01 -12 JLlQ If, e noted: hewn. bottom Words to be laterally braced at spectively unless braced throughout their bracing required where shown + + Ronsibgay of the respective contractor. e be used in a non - corrosive environment. ate. all suppods shown. Shim or wedge if oInage is provided, n faces of truss, and placed so their canter 3r lines. n inches. PC CompuTrus Plate. indicated by the prefix 3131/09 0 0 0 e 11u11111111u1 rnmni Trl jG (nc This tlesion oreoaretl from comouter input DY 111111111111111111111111111111111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MIT 1650F 1- 6 WEBS: 2x 4 HF STD /STUD 1 -11 TO LATERAL SUPPORT <= 12 "OC. CON. BC LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3" 17.3° Reactions: 1382 -855 PREMIER TRUSS DMB TB USS SPAN 46'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" D.C. LOADING LL( 16.0)aDL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 23 -00 -00 23 -00 -00 11 -11 -06 11 -00 -08 11 -00 -08 11 -11 -08 I I 12 C -5.5x6 12 5.00 5.5" Q5.00 C- 3x6(S) C -3x4.3 3. 1- 1.5x2.6 C- 5x6(S)1.00" + C- 5.5x9.4 C- 2.5x4.3_ C- 1.5x2.6 C -7x7.7 0 0.25" 0.25" o C- 1.5x2.6 C- 5x11.9(S) c- s.sxs.a(s) o C- 3x11.9 0 2.50 2.50 C -7x7.7 12 12 i 39 10 04 1 -04 -00 20 -00 -00 Y 19 -08 -08 PROVIDE FULL BEARING.# 46 -00 -00 Is: 1/8' UBC 97 /TPI SIN( T 1= 0 T 2= -4994 T 3= -4185 T 4= -4111 T 5= -2755 T 6= -1432 T 7= -1398 T 8= 2922 T 9= 2965 T10= 0 LE MEMBER FORCES B 1= 4611 W 1= 8 2= 4614 W 2= B 3= 3411 W 3= B 4= 1633 W 4= B 5= -322 W 5= B 6= -2631 W 6= W 7= W 8= W 9= W10= W1 I= r„ 7 A TIT( 111 -F 4tVR /GDF /Cq =1.25 TOM 51708141726992180053144916693419448 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 01- 0.0" 1295 3.20 HE (405) 39'- 8.5" 3079 7.60 HE (405) 461- 0.0" -971 -2.40 HE (405) Caution: Note bearing area requirements, MAX LL DEFL = - 0.386' (L/1225) @ 12'- 2.8' L1360 = 1.314" MAX TL DEFL = - 0.896' (L/527) @ 121 - 2.8' _1240 = 1.971" MAX LL DEFL = 0.000' (L/9999) @ 45'- 5.8" L/360 = 0.190" MAX TL DEFL = 0.000' (L/9999) @ 45'- 5,8' L/240 = 0.285" MAX TO PANEL LL DEFL = 0.000' (L/9999) @ 45'- 5.8' L 1180 = 0.296" MAX TC PANEL TL DEFL = 0.001' (L/9999) @ 451- 5.8' L /120 = 0.437" MAX HORIZ. LL DEFL = 0.208" It 39'- 8.5" MAX HORIZ. TL DEFL = 0.479" @ 394 - 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -31 Right = -971 WARNINGS: Gei C -4x6 ANCHOR TO RESIST UPLIFT 1. Read all General Notes and Warnings before construction of tmsses. 1, 2. Builder and erection contractor should be adnsed of all General Notes and 2. FILE NO.: 5FO1 Warnings before eanstmction commences. 3. 2s4 coromado en weh Snc{ng must be installed where shown 4. 3' 4. All lateral force maisnmg elemen such as temporary and permanent bracing, ts DATE: 10/3012007 most be designed and provided by designer of complete someone. s. CompuTms assumes no responsibility for such bracing. s. No load should be applied to amy component until after all bracing and 6. DES. BY: EE fasteners am complete, and at no time should any loads greater than design leads be applied to any componam. 7. 8' a. CompuTms has no control over and zssumes no responsibility for me SEQ.: 3688072 fabdcatien, handling. shipment nd installation of components. 9. T. This design is furnished subject to the limitations on truss designs set forth 10. by TPl in RIB -91 orI IAP TI:A in BCS11 -03 copies of which will be furnished by CompuTms upon request. 11. UBC 97 /TPI SIN( T 1= 0 T 2= -4994 T 3= -4185 T 4= -4111 T 5= -2755 T 6= -1432 T 7= -1398 T 8= 2922 T 9= 2965 T10= 0 LE MEMBER FORCES B 1= 4611 W 1= 8 2= 4614 W 2= B 3= 3411 W 3= B 4= 1633 W 4= B 5= -322 W 5= B 6= -2631 W 6= W 7= W 8= W 9= W10= W1 I= r„ 7 A TIT( 111 -F 4tVR /GDF /Cq =1.25 TOM 51708141726992180053144916693419448 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 01- 0.0" 1295 3.20 HE (405) 39'- 8.5" 3079 7.60 HE (405) 461- 0.0" -971 -2.40 HE (405) Caution: Note bearing area requirements, MAX LL DEFL = - 0.386' (L/1225) @ 12'- 2.8' L1360 = 1.314" MAX TL DEFL = - 0.896' (L/527) @ 121 - 2.8' _1240 = 1.971" MAX LL DEFL = 0.000' (L/9999) @ 45'- 5.8" L/360 = 0.190" MAX TL DEFL = 0.000' (L/9999) @ 45'- 5,8' L/240 = 0.285" MAX TO PANEL LL DEFL = 0.000' (L/9999) @ 45'- 5.8' L 1180 = 0.296" MAX TC PANEL TL DEFL = 0.001' (L/9999) @ 451- 5.8' L /120 = 0.437" MAX HORIZ. LL DEFL = 0.208" It 39'- 8.5" MAX HORIZ. TL DEFL = 0.479" @ 394 - 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -31 Right = -971 6.01 -12 6.03- 081- ,04 -00 noise noted: as shown, g required where shown 4 4 bllity of the respective Contractor. need in a non -Comosive environment supports shown. Shim or wedge if is is provided. an, of those, and placed to their venter S' npuTrus Plate, indicated by the Prolix EXP. 3/31/09 0 o C -4x6 ANCHOR TO RESIST UPLIFT 6.01 -12 6.03- 081- ,04 -00 noise noted: as shown, g required where shown 4 4 bllity of the respective Contractor. need in a non -Comosive environment supports shown. Shim or wedge if is is provided. an, of those, and placed to their venter S' npuTrus Plate, indicated by the Prolix EXP. 3/31/09 IIIIIIII 1111111 CauTrus In . This design prepared from computer input by 1111111 VIII VIII VIIIIIIII VIIIIIIIIIIII IIII PREMIER TRUSS DMB Trans ID: 224176 7.4.01`1111 -Z LUMBER SPECIFICATIONS TRUSS SPA N 461 0.0' UBC 971TPI SINGLE MEMBER FORCES 4WR /GDF /Cq =1.25 TOM LOAD DURATION IREASE = 1.25 q T 1= 0NC B 1= 2790 W 1= -284 SIZE SPECIE GRADE PANEL(5) SPACED 24.0" O.C. T 2= -3112 B 2= 2365 W 2= 549 S TOP CHORDS T 3= -3063 B 3= 1883 W 3= -486 2x 4 MSR 1 65O 1 -10 LOADING T 4= -2419 B 4= 1462 W 4= 633 BOTTOM CHORDS: LL( 16.0),DL( 14.0) ON TOP CHORD = 30.0 PSF T 5= -1587 B 5= 1054 W 5= -795 2x 4 MS 1650F 1- 6 DL ON BOTTOM CHORD = 7.0 PSF T 5- -1588 B 6= 712 W 6= 892 WEBS: TOTAL LOAD = 37.0 PSF T 7= -1443 W 7= -112 2x 4 HE STD /STUD 1 -11 1 8= 866 W B= 401 BC CDNC LL-DL- 75,0 LESS @ 28'- 6.0" T 9= 866 W 9= 568 VON. TO LATERAL SUPPORT = 12 "= T10 0 W10= -2452 CC. BC LATERAL SUPPORT <= 12'C. VON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP W11= 404 LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. OVERHANGS: 17.3' 17.3" Reactions: 1531 -27 BEARINGS LOCATION REACTION REO'D AREA (SG. IN.) 0'- 0.0 1445 3.57 HE (405) 39'- 8.5" 2163 5.34 HE (405) 46'- 0.0" 129 0.32 HE (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.136' (L/3477) @ 13'- GA" L /360 = 1.314" 23 -00 -00 23-00 -00 9MAXLLDEFL = 0,000" (L/9999) @ 43'- 3.0" L /360 = 0.190" 11.11 -08 11 -00 -08 11 -00 -08 11 -11 -08 MAX TL DEFL = 0,000 "(L /9999)@ 45'- 5.8" L/240= 0.285' MAX TC PANEL LL DEFL = - 0.035" L/1553) @ 43'- 3.0' 1_1180 0.301' 12 SYMMETRICAL. C -40.3 12 MAX TO PANEL TL DEFL = 0.001" L/9999) If 45'- 5.8' 1_1120 = 0.448' TRUSS NOT MAX HORIZ. LL DEFL = 0.047' @ 39'- B.5" 5.00 ORIENTATION AS SHOWN. on X75.00 MAX HORIZ. TL DEFL = 0.112' @ 39'- 8.5" NOTE: Truss designed in accordance with C- 2.5x4.3/ 1 ° G-2. 5x4. LED 97 reflecting a 70 mph wind load C- 3x6(S) C- 3x4.3(5) (enclosed structure, Exposure C, height to 30 feet). C- 2.5X4,3 C -3x7.7 Max Calculated Uplift: Left = -8 Right =- -129 C- 1.5X2.6 C- 1.5X2.6 C -5x5.1 2X6 ° oy= o e C- 2,5x4.3 n C- 2.5x4.3 C- 2.5x7.7 C- 5.5x6(S)C- 2.5x4.3 C -5x6 C -5x5.1 ° C- 3x6(5) C- 2.5x4.3+ C- 2'5x4'3+ ANCHOR TO RESIST UPLIFT y A- RESTRAIN ENDS TO RESIST ROTATION yy75b 1 16 -00 -00 14 -00 -00 16 -00 -00Y 39 -10 -04 6 -01 -12 1 -04 -00 PROVIDE FULL BEARING,# 46 -00 -00 1 -04 -00 Scale: 1/8" JOB NAME: Lang staff - 5F02 i+QFESS /O WARNINGS: General Notes, unless Otherwise notetl'. 1. Read all General Notes and Warnings before constructoin of trusses, 1. Design to support loads as shown, w i. Builder and emc on c.mor or should be advised of an General Notes and 2. Design assumes the top and bottom chords to be laterally braced at h C) FILE NO.: 5FO2 Worries baron stmcrion commences, 2' -0' o.c. and at 10' -0" o c, respectively unless braced throughout their GJG 1 2,4 compression web hracmg must be installed where shown r. length by continuous sheathing. 4. All lateral lofts resisting elements such as temporary and permanent bracing, 3, 2x ImPaot brid Ing or lateral bracing required where shown a * cuss pIq DATE: 10/30/2007 muss be designed and provided by ass; Icom fete so-ucwre, 4. Installation of is the rasppmalmhby of the respacbve- ntraclaf. y Bnero p 5. Design D: - assumes trusses are le be used in a noncortosive environment compbidesassumes no responsibility for such bracing. "dryandarefor candifism of use S, No lead should be applied to any component until after all bracing and 6. Design assumes but boating at all suppers shown. Shim or wedge if I(1r EXP. 3/314 V p DES. BY: EE raa+anare are cnmpkt., and at nn ume should any lgaaagreaerman assign necessary. loads be applied to any component 7. Design assumes adequate drainage is provided. 8. Plates be Q- SEQ.: 3668073 e. compuRUs has no control ovicana assumes no responsibility forme shall Ioral@ on both faces of truss, and placed so their center Ines -,nod. with joint comer lines. Diets G ST E•1,!(g` \Cl @fabrication, handling, shipment and instelmtmn of components. 9 indicate size of plate in Inches. 7. This design is burnished subject to me impactors on mas designs sad torn td. For basic droll values of the Como Trus Plate, indicated by me prefix 9TFOFbyTPIinHIB -91 or TPVWICA in 9CS11 -e3 copies of which will be furnished C', sea ICED RR 42111 ICG EST -2529. CpL1F0 by CompbTms upon request, 11. The GompuTius Net Section Freels. indicated by the prefix "CN "Ftre II IIIIIIII I CampuTrus Inc. 0 This design prepared from computer input by PREMIER TRUSS DMB TRUSS SPAN 45'- 10.2" LOAD DURATION INCREASE = 1.25 r SPACED 24.0' O.C. LOADING LL( 16,0)-[L( 14,0) ON TOP CHORD = 30.0 ESE DL ON BOTTOM CHORD .= 7.0 ESE TOTAL LOAD = 37.0 PST BC CONO LL +DL= 75.0 LBS @ 28'- 6.0" LOADS AS GIVEN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, 11 -11 -08 11 -00 -08 11 -00 -08 11 -09 -12 12 C -4x4.3 12 5.000 4,0" X5.00 C- 3x6(S) C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3 C- 3x4.3(5) C -3x7.7 UBC 97 /TPI SINGLE MEI T 1= -3114 B 1= 2792 T 2= -3065 B 2= 2365 T 3= -2420 B 3= 1883 T 4= -1588 B 4= 1462 T 5= -1588 B 5= 1054 T 6= -1443 B 6= -712 T 7= 860 T 8= 866 DER W 1= W 2= W 3= W 4= W 5= W 6= W 7= W B= DROPS 4WR /GDF /Cq =1.25 TCN 285 W 9= BOB 551 W10= -2452 486 W11= -405 633796892 112402 BEARINGS LOCATION REACTION REO'D AREA (50. IN.) 01- 0.0" 1444 3.57 HE (405) 391- 8.5" 2165 5.34 HE (405) 45'- 10.2" -141 -0.35 HE (405) Gentian: Note bearing area requirements. MAX LL DEFL = - 0.136" (-13477) @ 13'- 6.6" L /360 = 1.314" MAX TL DEFL = - 0.323° (L /1464) @ 13'- 6.6" L/240 = 1,971" MAX LL OEEL = 0.(I00" (L)99%) @ 43`- 3.0" L/360 = 0.190" MAX TL DEFL = 0.000° (L/9999) @ 45'- 5.5" _1240 = 0.285" MAX TO PANEL LL DEFL = - 0.036" (L/1510) If 43'- 3.0" L/180 = 0.302' MAX TO PANEL TL DEFL = 0.001' (L/9999) to 45'- 5.8" L/120 = 0.446" MAX HORIZ. LL DEFL = 0.047" @ 391- 8.5" MAX HORIZ. TL DEFL = 0.112" @ 391- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Right = -141 C- 1.5x2. / \ \\ // C- 1.5x2.66 C -5x5.1 \ / /// * N O o VA 2X6 Aa 0 0 C- 2.5x4.3 C- 2.5x4.3 C- 2.5x7.7 C- 5.5x6(S)C- 2.5x4.3 C -5x6 4 C -5x5.1 C- 3x6(5) C- 2.5X4.3+ ANCHOR TO RESIST UPLIFT C-2.5x4.3+I A- RESTRAIN ENDS TO RESIST ROTATION L I 75 I 16 -00 -00 14 -00 -00 15 -10 -0 39 -10 -04 6 -00 -00 1 -04 -00 PROVIDE FULL BEARING.# 45 -10 -04 Scale: 1/8" JOB NAME: Lanq staff - 5F03 OQgGFESStp 1. WARNINGS General Notes, unless adsassh notedLRead andmrzlxmes and warnings ould bead medof eonorwae:. t Design assumes the a ndotto !, ' •r J I. warning. and ere cfian coretion r should be advised o1 all Gene nl Notes and 2. Design .. dssnd at the top and jda b Chards to be Teed 211, braced ttat v ICFILENO.: 5F03 4 omlmelom can :o-ocnon men, to ut i lepi c. and at lP-P' m,v respec8vely unless braced lhr¢ugtwut their yU J. A11 comp fro ion web bracing mun be ias tompwhere sheen+. lenpih aC mntlnuo o la alateral bra 6.in.- 'beo.iisind onvedi bit such as le of onryhe straum. permanent bracing, 4, Instal of os Or the required fth a respectivee25hown * DATE: 10/30/2007 mom be aesassu and no b aims. looped smazw,e, 4, Design assumes bur s. rm p, be of to pon rsive tarp. lac cam ims assumes no rem y 9mro 5, and err assumes busses are 1m be usatl In a nonaorta slue environment, pu pansibiliryforsd endsf err and are for "lo WntlW erring use5. No beers am c be lute, and any timemponem untyload all bracing and fi, Dealt ss aaau(Ilas fell bearing at ell suppOtls Shown. Shim or w¢tlg¢ f EXP. 3131/09 DES. BY: EE Bads be aadiedto an, and at zbame any load: sadamrHmndesign necessary_ mods uTms bee to conromponent. 8. Plates hallassumes loconga anDoth drainagefood is trust,a Q/ /9 30IGJ Q s. Lampaime ham m control .... na assumes no responsibility for the 8. Plates shall be located an both faces of toss, and placed so their center SEO.: 3688074 This design is Digs winctle wi,. joint plot. in nom S 1 NshipmenterneinmalaianplmmponenK9. Digits tin Bete size of plate h inches. % E G1 i. This design is lomishee solved Hose 43 espies an hie will be feet lone 10. For basic tlesign values o(tC SR- 52rus Plate, indicated by the prefix TC` 6F }4GF by Tpl in MB -91 or TpbWlCA in Has] 143 Copies of wLicb will be furnished C, sae ICB0 HR 4211 lCG ESR -2529, C.A1- by comvaims upon request. 11. The, CL2puTrys Net Section Plate is indicated by the prefix "ON _'Me to LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 1650F 1- 8 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HF STD /STUD 1 -11 TO LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12'OC. DON, 0 This design prepared from computer input by PREMIER TRUSS DMB TRUSS SPAN 45'- 10.2" LOAD DURATION INCREASE = 1.25 r SPACED 24.0' O.C. LOADING LL( 16,0)-[L( 14,0) ON TOP CHORD = 30.0 ESE DL ON BOTTOM CHORD .= 7.0 ESE TOTAL LOAD = 37.0 PST BC CONO LL +DL= 75.0 LBS @ 28'- 6.0" LOADS AS GIVEN BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, 11 -11 -08 11 -00 -08 11 -00 -08 11 -09 -12 12 C -4x4.3 12 5.000 4,0" X5.00 C- 3x6(S) C- 2.5x4.3 C- 2.5x4.3 C- 2.5x4.3 C- 3x4.3(5) C -3x7.7 UBC 97 /TPI SINGLE MEI T 1= -3114 B 1= 2792 T 2= -3065 B 2= 2365 T 3= -2420 B 3= 1883 T 4= -1588 B 4= 1462 T 5= -1588 B 5= 1054 T 6= -1443 B 6= -712 T 7= 860 T 8= 866 DER W 1= W 2= W 3= W 4= W 5= W 6= W 7= W B= DROPS 4WR /GDF /Cq =1.25 TCN 285 W 9= BOB 551 W10= -2452 486 W11= -405 633796892 112402 BEARINGS LOCATION REACTION REO'D AREA (50. IN.) 01- 0.0" 1444 3.57 HE (405) 391- 8.5" 2165 5.34 HE (405) 45'- 10.2" -141 -0.35 HE (405) Gentian: Note bearing area requirements. MAX LL DEFL = - 0.136" (-13477) @ 13'- 6.6" L /360 = 1.314" MAX TL DEFL = - 0.323° (L /1464) @ 13'- 6.6" L/240 = 1,971" MAX LL OEEL = 0.(I00" (L)99%) @ 43`- 3.0" L/360 = 0.190" MAX TL DEFL = 0.000° (L/9999) @ 45'- 5.5" _1240 = 0.285" MAX TO PANEL LL DEFL = - 0.036" (L/1510) If 43'- 3.0" L/180 = 0.302' MAX TO PANEL TL DEFL = 0.001' (L/9999) to 45'- 5.8" L/120 = 0.446" MAX HORIZ. LL DEFL = 0.047" @ 391- 8.5" MAX HORIZ. TL DEFL = 0.112" @ 391- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Right = -141 C- 1.5x2. / \ \\ // C- 1.5x2.66 C -5x5.1 \ / /// * N O o VA 2X6 Aa 0 0 C- 2.5x4.3 C- 2.5x4.3 C- 2.5x7.7 C- 5.5x6(S)C- 2.5x4.3 C -5x6 4 C -5x5.1 C- 3x6(5) C- 2.5X4.3+ ANCHOR TO RESIST UPLIFT C-2.5x4.3+I A- RESTRAIN ENDS TO RESIST ROTATION L I 75 I 16 -00 -00 14 -00 -00 15 -10 -0 39 -10 -04 6 -00 -00 1 -04 -00 PROVIDE FULL BEARING.# 45 -10 -04 Scale: 1/8" JOB NAME: Lanq staff - 5F03 OQgGFESStp 1. WARNINGS General Notes, unless adsassh notedLRead andmrzlxmes and warningsould bead medof eonorwae:. t Design assumes the a ndotto !, ' •r J I. warning. and ere cfian coretion r should be advised o1 all Gene nl Notes and 2. Design .. dssnd at the top and jda b Chards to be Teed 211, braced ttat v ICFILENO.: 5F03 4 omlmelom can :o-ocnon men, to ut i lepi c. and at lP-P' m,v respec8vely unless braced lhr¢ugtwut their yU J. A11 comp fro ion web bracing mun be ias tompwhere sheen+. lenpih aC mntlnuo o la alateral bra 6.in.- 'beo.iisind onvedi bit such as le of onryhe straum. permanent bracing, 4, Instal of os Or the requiredfth a respectivee25hown * DATE: 10/30/2007 mom be aesassu and no b aims. looped smazw,e, 4, Design assumes bur s. rm p, be of to pon rsive tarp. lac cam ims assumes no rem y 9mro 5, and err assumes busses are 1m be usatl In a nonaorta slue environment, pu pansibiliryforsd endsf err and are for "lo WntlW erring use5. No beers am c be lute, and any time mponem untyload all bracing and fi, Dealtss aaau(Ilas fell bearing at ell suppOtls Shown. Shim or w¢tlg¢ f EXP. 3131/09 DES. BY: EE Bads be aadiedto an, and at zbame any load: sadamrHmndesign necessary_ mods uTms bee to conromponent. 8. Plates hall assumes loconga anDoth drainagefood is trust,a Q/ /9 30IGJ Q s. Lampaime ham m control .... na assumes no responsibility for the 8. Plates shall be located an both faces of toss, and placed so their center SEO.: 3688074 This design is Digs winctle wi,. joint plot. in nom S 1 NshipmenterneinmalaianplmmponenK9. Digits tin Bete size of plate h inches. % E G1 i. This design is lomishee solved Hose 43 espies an hie will be feet lone 10. For basic tlesign values o(tC SR- 52rus Plate, indicated by the prefix TC` 6F }4GF by Tpl in MB -91 or TpbWlCA in Has] 143 Copies of wLicb will be furnished C, sae ICB0 HR 4211 lCG ESR -2529, C.A1- by comvaims upon request. 11. The, CL2puTrys Net Section Plate is indicated by the prefix "ON _'Me to 0 S 6 L 111111111111111 /,"'If'nmrliThISr Inr This desion oreclared from COmDUter input bv 11111111111111111111111111111111111111111 IN LUMBER SPECIFICATIONS SIZE SPECIE GRACE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- a BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HF STD /STUD 1 -11 TO LATERAL SUPPORT <= 12 'OC. NON. BC LATERAL SUPPORT <= 12 "DC. UON. C -1x2.6 or equal at non - structural vertical members (uon). PREMIER TRUSS DMB LOADS AS GIVEN TRUSS SPAN 45'- 10.2' LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O.C. LOADING LL( 16,0) +DL( 14.0) ON TOP CHORD = 30.0 POP DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BC CONC LL +DL= 75.0 LBS @ 28'- 6.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY, 23 -00 -00 22 -10 -04 11 -11 -08 11 -00 -08 11 -00 -08 11 -09 -12 12 C -4x4.3 12 5.00 4.3" -15.00 C -3x6 d - p" C -46 C- 3x6(S) C- 3x4.3( 5) IC -2.5X6 / C- 5.5x7.7 C- 2.5x4.3 C- 2.5x4.3 o IIC- 3x11.9 C -4x4.3 C -4x4.3 C- 3x7.7(5) C- 2.5X3.4 AT DIAGONAL INLETS TYP. UBC 9717PI SINGLE MEI T 1= -3114 B 1= 2792 T 2= -3065 B 2= 2365 T 3= -2420 B 3= 1883 T 4= -1588 B 4= 1462 T 5= -1588 B 5= 1054 T 6= -1443 B 6= -712 T 7= 860 T B= 866 IBERW 1= W 2= W 3= W 4= W 5= W 5= W 7= w 8= LL411 ORCES 4V'IR /GDF /Cq =1.25 TOM 285 W 9= 568 551 1,10= -2452 486 W11= -405 633796892112402 BEARINGS LOCATION REACTION REDID AREA (S. IN.) 01- 0.0" 1444 3.57 HE (405) 391- 8.5" 2165 5.34 HE (405) 45'- 10.2" -141 -0.35 HF (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.136' (L/3477) @ 13'- 6.6" L/360 = 1.314' MAX TL DEFL = - 0.323' (L/1464) @ 13'- 6,6" L/240 = 1.971' MAX LL DEFL = 0.000' (L/9999) @ 43'- 3.0" L /360 = 0.190' MAX TL BEFL = 0.000' (L/9999) @ 45'- 5,8" L /240 = 0.285' MAX TO PANEL LL DEFL = - 0.036" (L/1376) @ 43'- 3.0' L1180 = 0.275' MAX TO PANEL TL DEFL = 0,001" (1-19999) @ 45'- 5.8' L/120 = 0.412" MAX HORIZ. LL DEFL = 0.047' @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.112' @ 39'- 8.5' OND. 2 9100.00 Les DRAG LOAD. SHEARWALL 0.00 to 26.00 OTE: TA USS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with ITO 97 reflecting a 70 mph wind load enclosed structure, Exposure Or height to 30 feet). Max Calculated Uplift: Left = -250 Right = -310 N C- 2.5x4.3 typical at non - structural diagonal inlets. A 2X6 .^.A N v o C -4x7.7 CN18- 5.5x13.6(S) C- W.7 C- 3x11.9 0 0- 2.5x4.3+ C -5x5.1 ANCHOR TO RESIST UPLIFT C- 2.5x4.3+ A- RESTRAIN ENDS TO RESIST ROTATION 16 -00 -00 14 -00 -00 39 -10 -04 edge required at heel(s). 45 -10 -04 15 -10 -0 6- 006 -00 -000 PROVIDE FULL BEARING. (% otherwise noted . M chords to be laterally braced at ively unless braced throughout their 9 required where shown ++ bllity ofthe respective contractor. usetl in a non,-corrosive environment, suppeas stwwn. Shim or wedge A 1e Is moded. es o true , and placed so their center opuTms Plate, indicated by the prefix 3131109 WARNINGS: Ge 1. Read all General Notes and Warnings before .- sh -rian o1 trusses. 1, 2. and dat and erection contractor should be adaised al all General Notes and 2. FILE NO.: 5F04 Warnings tamses construction commencer. 3, 2a4 compression web bracing must be installed where shown a. 3 4. All lateral force resisting elements such as temporary and permanent bracing, 4 DATE: 10/30/2007 most be des igned and provided by designer of comPlem auumm. 5 CompuTms assumes no responsibility or such bracing. s. No load should be applied W any component until after all bracing and 6. DES. BY: EE armswrs areeomplea, arw a no dine shout. any foods greater then design loads be apps d to any n^mPOoown, 7. H' 6. Compultmr has no control over and assumes no responsibniry far the SEO.. 3688075 fabrication, handling. shipment and poollatiur of components, q 7. This design is furnished subject to the limitations on truss designs set forth 1p, by TPI in HI &91 or TP WNTCA in SCSI 1.3 copies of which w0I as IumisMd by CompuTrus upon request. 11. 15 -10 -0 6- 006 -00 -000 PROVIDE FULL BEARING. (% otherwise noted . M chords to be laterally braced at ively unless braced throughout their 9 required where shown ++ bllity ofthe respective contractor. usetl in a non,-corrosive environment, suppeas stwwn. Shim or wedge A 1e Is moded. es o true , and placed so their center opuTms Plate, indicated by the prefix 3131109 IIIIIIII III II'I CompuTrus (fl C. This design prepared from computer input by PREMIER TRUSS ONE 0 176 UPC 97 /TPI SINGLE MEMBER FORCES 401R /GDF /Cq =1.25 TCM T 1= -5178 B 1= 4791 W 1= -376 W 9= 168 LUMBER SPECIFICATIONS T 2= -4741 B 2= 4067 W 2= 531 W10= -831 3. euilaer and erection c.mndor should be aavisea of all General Notes antl TRUSS SPAN 45'- 10.2" T 3= -3482 B 3= 0 W 3= -845 Vill- 968 O C- 2.5x4.3 A T 4= -3483 B 4= 12 W 4= -362 W12= -3589 c o/- C- T 5= -1307 0 5= 1032 W 5= 15 W13= -457 length by continuous sheatninq 3. almatt bndping or ateml troche required Where shown ++ LOAD DURATION INCREASE = 1.25 T 6= -762 B 6= 271 W 6= 1325 C- 2.5x7.7 C- 3x6(S)C -4x4.3 C- 5.5x7.7 SIZE SPECIE GRADE PANEL(S) C- 3x4.3 +C T 8= 2633 W 8= -641 SPACED 24.0" O.C. 12 POTSHELF TO 2 -6" MAX. BEARINGS s. Design assumes full beating at all supports shown. Shim or wedge it 3/31/09 TOP CHORDS: fisarm, are completq and at no time should any loads greater than design loads be.11hed to any componem, 175 @1 A-RESTRAIN ENDS TO RESIST 01- 0,0" 1335 3.3U HF (405) g 17 -02 -08 12 -09 -08 39'- 8.5" 29913 7.40 HE (405) 2x 4 MSR 155OF 1- 8 6 -00 -00t LOADING MAX LL DEFL = - 0.401' (L/1179) @ 12'- 0.2" L /360 = 1.314" 17 -02 -08 1 MAX TL BOTTOM CHORDS: MAX LL LL( 16,0) +DL( 14.0) ON TOP CHORD = 30.0 PSF 45 -10 -04 2x 4 MSH 165OF 1- 7 MAX TC PANEL TL DEFL = 0.001' (L/9999) @ 45'- 5.8" L/120 = DL ON BOTTOM CHORD = 7.0 ESE MAX hi TL DEFL = 0.480' @ 39'- 8.5" WEBS: TOTAL LOAD = 37,0 ESE enclosed structure, Exposure C, height to 30 2x 4 HE STO /STUD 1- 5, 8 -11, 13 2x 4 MSR 165OF 6- 7, 12 BC CONC LL +DL= 75.0 LBS @ 28'- 0.0" TO LATERAL SUPPORT r- 12'OC. UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BC LATERAL SUPPORT <= 12 "OC. UON. LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, s 23 00 -00 22 -10 -04 1 11 11 -00 -08 11 -00 -08 11 -09 12 12 C- 5.5x9.4 12 5.00 9' x 5.00 C -5x 7.7(S) C- 1.5x2.6 C -3x4.3 C-3x4,3 1.00" 0-4x9.4 0 176 UPC 97 /TPI SINGLE MEMBER FORCES 401R /GDF /Cq =1.25 TCM C- 1,5x2.6 T 1= -5178 B 1= 4791 W 1= -376 W 9= 168 General Notes, unless otherwise noted: 1. Design to support loads as shown. C- 1.5x2.6 T 2= -4741 B 2= 4067 W 2= 531 W10= -831 3. euilaer and erection c.mndor should be aavisea of all General Notes antl 2. Design assumes the top and bottom chords to be laterally braced at T 3= -3482 B 3= 0 W 3= -845 Vill- 968 O C- 2.5x4.3 A T 4= -3483 B 4= 12 W 4= -362 W12= -3589 c o/- C- T 5= -1307 0 5= 1032 W 5= 15 W13= -457 length by continuous sheatninq 3. almatt bndping or ateml troche required Where shown ++ o T 6= -762 B 6= 271 W 6= 1325 C- 2.5x7.7 C- 3x6(S)C -4x4.3 C- 5.5x7.7 T 7= 2611 B 7= -2326 W 7= 2929 2.50 C- 7x11.9 C- 3x4.3 +C T 8= 2633 W 8= -641 ANCHOR TO RESIST UPLIFT 12 POTSHELF TO 2 -6" MAX. BEARINGS s. Design assumes full beating at all supports shown. Shim or wedge it 3/31/09 LOCATION REACTION REO'D AREA (SO. IN.) fisarm, are completq and at no time should any loads greater than design loads be.11hed to any componem, 175 @1 A-RESTRAIN ENDS TO RESIST 01- 0,0" 1335 3.3U HF (405) g 17 -02 -08 12 -09 -08 39'- 8.5" 29913 7.40 HE (405) GV S 1l,7 39 -10 -04 45'- 10.2" -865 -2.14 HE (405) 6 -00 -00t Caution: Note bearing area requirements. MAX LL DEFL = - 0.401' (L/1179) @ 12'- 0.2" L /360 = 1.314" 17 -02 -08 1 MAX TL DEFL = - 0.941' (1-1502) @ 12'- 0.2" L/240 = 1,971' it. the CompuT ous Net Section Plate is indicated b prefix "CN "Fthe MAX LL DEFL = 0.000' (L/9999) In 45'- 5.8' L /360 = 0.190" 30 -01 -04 MAX TL UEFL = 0.000' (1/9999) @ 451- 5.8' L/240 = 0.285" 45 -10 -04 MAX TC PANEL LL DEFL = 0,000' (L/9999) @ 45'- 5.8' L/180 = 0.293" MAX TC PANEL TL DEFL = 0.001' (L/9999) @ 45'- 5.8" L/120 = 0.432" MAX HORIZ. LL DEFL = 0.204' @ 39'- 3.5" MAX hi TL DEFL = 0.480' @ 39'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left - 0 Right 865 C- 1,5x2.6 WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. General Notes, unless otherwise noted: 1. Design to support loads as shown. C- 1.5x2.6 3. euilaer and erection c.mndor should be aavisea of all General Notes antl 2. Design assumes the top and bottom chords to be laterally braced at N O C- 2.5x4.3 A 2x6 A c o/- C- s, h< compression was homing must be instatkd where shown +. 4. All lateral force worsting elements such as tampoary and permanent bracing. length by continuous sheatninq 3. almatt bndping or ateml troche required Where shown ++ o o 3x11.9 C- 1.5x2.6 C- 2.5x7.7 C- 3x6(S)C -4x4.3 C- 5.5x7.7 C -3x7.7 2.50 C- 7x11.9 C- 3x4.3 +C 3x4.3+ C- 3x4.3+ ANCHOR TO RESIST UPLIFT 12 POTSHELF TO 2 -6" MAX. s. No lead should be applied In any map .... t until after an bating and s. Design assumes full beating at all supports shown. Shim or wedge it 3/31/09 L TO SUPPORT UP TO 30 PSF.1 fisarm, are completq and at no time should any loads greater than design loads be.11hed to any componem, 175 @1 A-RESTRAIN ENDS TO RESIST ROTATION l g 17 -02 -08 12 -09 -08 15 -10 -0 GV S 1l,7 39 -10 -04 Pma^ components. handling, shipment installation .f corn 7. IDis design is furnished subject to the imitations on truss designs aet /odh 6 -00 -00t by Tel in HIS-11 or TPI WTCA in SCSI 1 -b3 copies of which will be furnishes y 17 -02 -08 1 28 -07 -12 it. the CompuT ous Net Section Plate is indicated b prefix "CN "Fthe 15 -09 -00 S 30 -01 -04 45 -10 -04 PROVIDE FULL BEARINGA WARNINGS: 1. Read all General Notes and Warnings before construction of trusses. General Notes, unless otherwise noted: 1. Design to support loads as shown. 3. euilaer and erection c.mndor should be aavisea of all General Notes antl 2. Design assumes the top and bottom chords to be laterally braced at FILE NO.: 5FO5 Warnings before construction commences. 2'4Y o.c. and at 10'-0" o C. respectively unless braced throughout their s, h< compression was homing must be instatkd where shown +. 4. All lateral force worsting elements such as tampoary and permanent bracing. length by continuous sheatninq 3. almatt bndping or ateml troche required Where shown ++ gyy rsnd -t DATE: 10/30/2007 must be designed and pinvmetl b designer of complete sbummre. Y 4. InstalPatian of truss is the raspps nattily f the respective Contractor. 5. Design assumes trusses are to be used in a nonconosive environment, GO _ Computers assumes no respu ponzibury for such prating. and are far dry COndda rl' of use EYF EE s. No lead should be applied In any map .... t until after an bating and s. Design assumes full beating at all supports shown. Shim or wedge it 3/31/09 DES. BY: fisarm, are completq and at no time should any loads greater than design loads be.11hed to any componem, necessary. 7. Design assumes ad uate drainage is Provitled. SEG. : 3688076 Is ..mp.Tms has no comml over and Assumes no reap ... Hound for IDe fabrication. S. Ptates shah be locate on both faces tm5e, and placed so their Center lines Win0de win joint Center lines. GV S 1l,7Pma^ components. handling, shipment installation .f corn7. IDis design is furnished subject to the imitations on truss designs aet /odh 9 Digits indicate size of plate in Inches, 10. basic d ign 7Q by Tel in HIS-11 or TPI WTCA in SCSI 1 -b3 copies of which will be furnishes For values of the CompuLus Plate, indicated by the prefixC ", see ICBO RR 4211 / ICC ESR -2529. F CQfCAUF by compuirus upon request. it. the CompuT ous Net Section Plate is indicated b prefix "CN "Fthe IIIIIIIIIII/III DMPUTrus if1C. This design prepared from computer input by IIIIIIIVIIIVIIIVIIIVIIIVIIIIIIIIIIII /III PREMIER TRUSS DMB R C- 2,5x4.3 0 o C- 3x11.9 2.50 12 C-1 .5x2.6 C- 301.9 C -4x4.3 C -5.5x7 C- 701.9 C- 3x4.3(S) C- 2.5X3.4 AT DIAGONAL INLETS TYP, UBC 97 /TPI SINI T 1 =. -5091 B 1= T 2= -4651 B 2= T 3= -3388 B 3= T 4= -3390 5 4= T 5= -1252 5 5= T 6= -699 B 6= T 7= 2553 B 7= T 8= 2575 LE MEI470939800129772302273 IBERW 1= W 2= W 3= W 4= W 5= W 6= W 7= W a- 76 ORCES 4WR /GDF /Cq=1.25 TCN 380 W 9= 173 534 W10= -837 846 Wll= 923 363 W12= -3460 23 W13= -454 12632891669 BEARINGS LOCATION REACTION REST AREA (SO. IN.) 0`- 0.0" 1316 3.25 HF (405) 39'- 8.5" 2920 7.21 HE (405) 45'- 10.2" -843 -2.08 HE (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.401" (L/1179) @ 12'- 0.2" L /360 = 1.314" MAX TL DEFL = - 0.922' (L/513) @ 12'- 0.2' L/240 = 1.971" MAX LL DEFL = 0.000' (L/9999) @ 45'- 5.8" L/360 = 0.190" MAX TL DEFL = 0.000' (L/9999) @ 45'- 5.8' L/240 = 0.285" MAX TO PANEL LL DEFL = - 0.000' (L/9999) @ 45'- 5.8" L /180 = 0.293' MAX TO PANEL TL OEEL = 0.000' (L/9999) If 45'- 5.8" L/120 = 0.433" MAX HORIZ. LL DEFL = 0.205" @ 39'- 8.5" MAX HORZ. TL DEFL = 0.470" @ 39'- 8.5" MOTE: Truss designed in accordance with UDC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet(. Max Calculated Uplift: Left - 0 Right - -843 C -3x7.7 ANCHOR TO RESIST UPLIFT L 17 -02 -08 12 -09 -08 15 -10 -01 39 -10 -04 6 -00 -00 , 17 -02 -08 26 -07 -12 15 -09 -00 30 -01 -04 45 -10 -04 Scale: 1 /8' LUMBER SPECIFICATIONS TRUSS SPAN 45'- 10.2" 2. Suit dat And erection ca mourner should be advised of all General Notes and 2. FILE NO.: 5FO6 LOAD DURATION INCREASE = 1.25 SIZE SPECIE GRADE PANELS) SPACED 24.0" O.C. DATE: 10/30/2007 TOP CHORDS: CompuTrus assumes no respansibmty for such bracing, 2x 4 MSR 165DF 1- 8 DES. BY: BE LOADING BOTTOM CHORDS: SEO.: 3688077 LL( 18.0) +DL( 14.0) ON TOP CHORD = 30.0 POP 2x 4 MSR 165OF 1- 7 DL ON BOTTOM CHORD = 7.0 PSF WEBS: TOTAL LOAD = 37.0 PST 2x 4 HE STD/STUD 1- 5, B -11, 13 2x 4 MSR 165DF 6- 7, 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TC LATERAL SUPPORT c= 12.00. UON. BC LATERAL SUPPORT <= 12 "OC, JON, C -1x2.6 or equal at non - structural vertical members (non). 23 -00 -00 22 -10 -04 11 -11 -08 11 -00 -08 11 -00 -08 - 11 -09 -12 I 12 C- 5.5x9.4 12 5.00 a 9,4e D5.00 T C- 4x9.4(S) C- 1.5x2.6 3.7" C-3 x4.3 G- U4.3(8) 1.50" C -4x9.4 C-1 .5x2.6 / C-1 .5x2.6 R C- 2,5x4.3 0 o C- 3x11.9 2.50 12 C-1 .5x2.6 C- 301.9 C -4x4.3 C -5.5x7 C- 701.9 C- 3x4.3(S) C- 2.5X3.4 AT DIAGONAL INLETS TYP, UBC 97 /TPI SINI T 1 =. -5091 B 1= T 2= -4651 B 2= T 3= -3388 B 3= T 4= -3390 5 4= T 5= -1252 5 5= T 6= -699 B 6= T 7= 2553 B 7= T 8= 2575 LE MEI470939800129772302273 IBERW 1= W 2= W 3= W 4= W 5= W 6= W 7= W a- 76 ORCES 4WR /GDF /Cq=1.25 TCN 380 W 9= 173 534 W10= -837 846 Wll= 923 363 W12= -3460 23 W13= -454 12632891669 BEARINGS LOCATION REACTION REST AREA (SO. IN.) 0`- 0.0" 1316 3.25 HF (405) 39'- 8.5" 2920 7.21 HE (405) 45'- 10.2" -843 -2.08 HE (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.401" (L/1179) @ 12'- 0.2" L /360 = 1.314" MAX TL DEFL = - 0.922' (L/513) @ 12'- 0.2' L/240 = 1.971" MAX LL DEFL = 0.000' (L/9999) @ 45'- 5.8" L/360 = 0.190" MAX TL DEFL = 0.000' (L/9999) @ 45'- 5.8' L/240 = 0.285" MAX TO PANEL LL DEFL = - 0.000' (L/9999) @ 45'- 5.8" L /180 = 0.293' MAX TO PANEL TL OEEL = 0.000' (L/9999) If 45'- 5.8" L/120 = 0.433" MAX HORIZ. LL DEFL = 0.205" @ 39'- 8.5" MAX HORZ. TL DEFL = 0.470" @ 39'- 8.5" MOTE: Truss designed in accordance with UDC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet(. Max Calculated Uplift: Left - 0 Right - -843 C -3x7.7 ANCHOR TO RESIST UPLIFT L 17 -02 -08 12 -09 -08 15 -10 -01 39 -10 -04 6 -00 -00 , 17 -02 -08 26 -07 -12 15 -09 -00 30 -01 -04 45 -10 -04 Scale: 1 /8' PROVIDE FULL BEARING,# unless otherwise noted' pport loads as shown. Ties the top and bottom Chords to be laterally brdcetl at 1 at 10' -0" O.C. respectively unless braced throughout their C#noes sheathing. 91ng or lateral bracing required where shown + + f tones is the responsibility f the respective corrector, mss trusses are Qo be used in a noncorrosive environment. Ties ffulldbearing at all supports shown. Shim or wedge if Ties adequate drainage is provided. 3e located on both faces of truss, and placed so their center D with joint center Si,. ines. e se of plate In inches. si n values Gf the Com y rus Plate, indicated by the prefix EXP. 31'31/09 r. IVI BO / p i ,C WARNINGS: Go 1. Read all General Notes and Warnings before construction of busses. 1, 2. Suit dat And erection ca mourner should be advised of all General Notes and 2. FILE NO.: 5FO6 Warnings baton construction commences. 2. 2.4 compression web bracing must be installed where shown . 3' 4. All lateral farce rasiaing elements such as temporary and permanent facing, DATE: 10/30/2007 must be designed and Pointed! by designer of complete structure. s. CompuTrus assumes no respansibmty for such bracing, s. No lead should be applied to any component until after all bracing and 6_ DES. BY: BE fAsia...Am... Plate, and at no time should any loads greater than design 7loadsbeappliedtoanycomponent. R SEO.: 3688077 6. Oompurims has na control over and assumes no responsibility for the fabricatioq handling, shipment and imtail.emnofcomponents. g 7. This design is furnmeed subject m the limiations on truss designs set fodb 10 by TPI in 1116-11 or 7PIAVICA in Goal 1 4a copies of which will be Nmished by communes upon request. 11. PROVIDE FULL BEARING,# unless otherwise noted' pport loads as shown. Ties the top and bottom Chords to be laterally brdcetl at 1 at 10' -0" O.C. respectively unless braced throughout their C#noes sheathing. 91ng or lateral bracing required where shown + + f tones is the responsibility f the respective corrector, mss trusses are Qo be used in a noncorrosive environment. Ties ffulldbearing at all supports shown. Shim or wedge if Ties adequate drainage is provided. 3e located on both faces of truss, and placed so their center D with joint center Si,. ines. e se of plate In inches. si n values Gf the Com y rus Plate, indicated by the prefix EXP. 31'31/09 r. IVI BO / p i ,C i 111111111111111 / ComouTrus Inc 0 s L 0 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 16SOF 1- 8 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HE STD /STUD 1 -11 TO LATERAL SUPPORT <= 12 "0C. DON. BC LATERAL SUPPORT <= 12'OC. UON. 23 -00 -00 This design prepared from computer input by 11111111111111111111111111111111111111111 IN PREMIER TRUSS DMB TRUSS SPAN 45'- 10.2" LOAD DURATION INCREASE = 1.25 SPACED 24.G" O.C. LOADING LL( 16,0) +DL( 14,0) ON TOP CHORD = 30.0 PSF OL ON BOTTOM CHORD = 7.0 ESE TOTAL LOAD = 37.0 ESE BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 11 -11 -08 11 -00 -08 11 -00 -08 11 -09 -12 I 12 - C-5. 5x6 12 5. 00 5.5" Q 5.00 C -3x4.3 C- 5x6(5)1.00 ", C- 2.5x4.3 C i o C- 1.5x2.6 C- 5x11.9(5) C- 3o x11.9 02,50 12 20 -00 -00 C- 1.5x2.6 C C- 5.5x9.4 C- 1.5x2.6 C -7x7.7 - 0.25" C- 5.5x9.4(S) 39 -10 -04 45 -10 -04 2.50' C -7x7 12 19 -08 -08 UBC 97 /TPI SINGLE MEMBER FORCES 4WR 1GDF /Cq =1.25 TOM N C -4x6 ANCHOR TO RESIST UPLIFT 6 -00 -00 6 -01 -12 PROVIDE FULL BEARING.# T 1= 4997 B 1= 4615 W 1= 51 W 9= 1669 4 V '( R. Clt T 2= 4186 8 2= 4616 W 2= -710 11 -3419 to support loads as shown assumes the top bottom chords to be laterally braced at T 3= 4112 B'3= 3412 W 3= -141 W11= -450 2'-T and respectively unless braced throegtwut that, OX. and at 10' T 4= 2756 B 4= 1633 W 4= 727 Warnings beam construction commences. O" e.c. or my Confinuous T 5= 1432 B 5= -323 W 5= .992 J. 2.4 mmpreszion web predng most be lnstaNetl where sfiaxn +. 4. All lateral finme tonsure elements such as temporary and bracing, 2xT"h sheamin9.' 3. 2x ridpact bnding or lateral bracing required where shown ++ truss T 6= 1398 B 6= -2631 W 6= 180D DATE: 10/30/2007 T 7= 2923 W 7= -531 tG T 8= 2967 W S= -449 and are for "dry Condition" of use fir BEARINGS EXP. 3131/09 DES. BY: EE should be applied to any cymponem umil attar au #sting oneinnocent fasteners am carbide, and at artmr should any loads grcaterman design leads innocent! m pneanyams st LOCATION REACTION REO'D AREA (SO. IN.) SEQ.: 3688078 0'- 0.0" 1295 3.20 HE (405) 7 4 S Llq fNG\ 39'- B.5" 3061 7.61 HF (405) Digits mdiGle srze of 'talent inches. For basic desi4n 45'- 10.2" -983 2.43 HF (405) values of the Compunfree Plate. indicated by the ProlixC ", s¢¢CBE) RF 42111 CC ESR -2529. Caution: Note bearing area requirements. MAX LL DEFL = - 0.387' L/1222) @ 12'- 2.8' L /360 = 1.314" MAX TL DEFL = - 0.895' L /527) @ 12'- 2.8" L/240 = 1.971' MAX LL DEFL = 0.000' L/9999) @ 451- 5,8" L1360 = 0.190" MAX TL DEFL = 0.000' L/9999) @ 45'- 5.8" L/240 = 0.285" MAX TO PANEL LL OEFL = 0.000' (L/9999) @ 45'- 5.8" L 1180 = 0.296" MAX TC PANEL TL DEFL = 0.001" (L /9999) @ 45'- 5.8" L 1120 = 0.437" MAX HORIZ. LL OEFL = 0.208" @ 391 - 8.5" MAX HORIZ. TL DEFL 0.480" @ 39'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Right 983 N C -4x6 ANCHOR TO RESIST UPLIFT 6 -00 -00 6 -01 -12 PROVIDE FULL BEARING.# WARNINGS: General Notes, unless othem ise noted: 4 V '( R. Cltt. Read all unrest Name and Warnings thtyre construction of tmsss. 2. Builder and erecaun be Geneal Notes 1. Design2. Design to support loads as shownassumesthetopbottom chords to be laterally braced at R x O FILE N0.: 5FO7 centrally, should advised of all and 2'-T and respectively unless braced throegtwut that, OX. and at 10' Warnings beam construction commences. O" e.c. or my ConfinuousJ. 2.4 mmpreszion web predng most be lnstaNetl where sfiaxn +. 4. All lateral finme tonsure elements such as temporary and bracing, 2xT"h sheamin9.' 3. 2x ridpact bnding or lateral bracing required where shown ++ truss DIu DATE: 10/30/2007 Permanent mud be assigned and provided by designer of complete structure. y v 4. Installation of is the resonsibilit of the respective contractor, 5. Design assumes trusses are 4o be used in a nonunosive environment, tG GyrpuTm. asmmds no res pany ib n tiadr g s. No lode and are for "dry Condition" of use fir 1ll EXP. 3131/09 DES. BY: EE should be applied to any cymponem umil attar au #sting oneinnocent fasteners am carbide, and at artmr should any loads grcaterman design leads innocent! m pneanyams st 6. Design assumes full beating at all supports shown. Shim or wedge if necessary . Design assumes amayune drainage is provided. Plates shall be boost. on both faces of truss, and placed so their center SEQ.: 3688078 6. earn uTrus has no costal ores and assumes no responsibility for the bricatiyn, nanalin lines =mode with joint center, lines. 7 4 S Llq fNG\ g, shipment and idda6amn of components. 7. This design is furnished subledt to the braiandons an moss designs sJ bdh 9. to. Digits mdiGle srze of 'talent inches. For basic desi4n T[-- 0'2 by III in fli or TPINTRA in Best -d] _,.as of which van be fumishee values of the Compunfree Plate. indicated by the ProlixC ", s¢¢CBE) RF 42111 CC ESR -2529. pF CA1.1F by Campbell- upon request. 11. The Comparms Net Section Plate Is Indicated by the Gref1X "CN" thedesignator (15) indicates 16 ga. Materials used. All ohers are 2b ga. IIIIIIIIIIIIIII Cumpurrus Inc. LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MS 1650F 1- 5 WEBS: 2x 4 HE SID /STUD 1 -11 TC LATERAL SUPPORT <= 12 "OC. VON. BC LATERAL SUPPORT <= 12'OC. VON. OVERHANGS: 17.3° 17.3" Reactions: 1302 -865 i 0 i e 23 -00 -00 11 -11 -08 11 -00 12 5.00 C -3x4.3 C- 5x6(S)1.00" C- 2.5x4.3 0 0.25" o C- 1.5X2.6 C- 5xll.9(S) o C- 3x11.9 0 2.50 12 20 -00 -00 SC This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII PREMIER TRUSS DMB - C -5.5x6 C -7x7.7 39 -1 TRUSS SPAN 46'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY, 11 -11 -08 12 a 5.00 C- 3x6(5) C-1 .5x2.6 C- 5.5x9.4 C-1 .5X2.6 0.25" C- 5.5x9.4(5) 2.50' C -7x7 12 76 UBC 971TPI SINGLE MEMBER FORCES 4W /GDF /Cq =1.25 TCM 0 o C -4X611 o ANCHOR TO RESIST UPLIFT 04 E 6 -01 -12 y 19 -08 -08 6 -03- 081 - 104 -00 46 -00 -00 PROVIDE FULL REAPING.# T 1= 0 B 1= 4611 W 1= 51 1. Design to T 2= -4994 B 2= 4614 W 2= 708 21- o'o.C. T 3= -4185 B 3 = 3411 W 3= 141 4. instal la toDATE: 10/30/2007 T 4= -4111 B 4= 1633 W 4= 726 ntl are fr T 5= -2756 0 5= 322 W 5= 992 neegssan 7. Design a: T 6= -1432 B 6= 2631 W 6= 1000 Ines min nOg T 7= -1398 9. to me, 10. For basI W 7= 531 C', s¢¢ T B= 2922 11. - C nrt W 8= 449 T 9= 2965 W 9= 1669 T10= 0 W10= 3419 Wtt= 44B BEARINGS LOCATION REACTION REO'D AREA (S0, IN.) 0'- 0.0' 1295 3.20 HE (405) 39'- 8.5" 3079 7.60 HE (405) 46'- 0.0" 971 2,40 HE (405) Caution: Nate bearing area requirements. MAX LL DEFL 0.386" (L/1225) @ 12'- 2.8' L /360 1.314' MAX TL DEFL 0.896" (L /527) @ 12'- 2.8" L/240 1.971" MAX LL DEFL 0.000" (L/9999) @ 45'- 5.8" L /360 0.190' MAX TL DEFL 0.000" (-19999) @ 451- 5,8° L/240 0.285' MAX TC PANEL LL DEFL = 0.000" 09999) @ 45'- 5.8' L/180 = 0.296" MAX TO PANEL TL DEFL = 0.001" 1-19999) 0 45'- 5.8' 1_1120 = 0.437' MAX HORIZ. LL DEFL = 0.208" @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.479" @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left 31 Right 971 0 o C -4X611 o ANCHOR TO RESIST UPLIFT 04 E 6 -01 -12 y 19 -08 -08 6 -03- 081 - 104 -00 46 -00 -00 PROVIDE FULL REAPING.# otherwise noted'. bottom chords to be laterally house at spectively unless braced throughout their racing required where shown ++ ppons City of the respective mntrador. to be used in a nan<ormsive environment, useat all supports shown- Shim or wedge X aicoup is rovirded . th taws o INSa, and placard so their center in lines. I dram S. a CompuTEus Plate, indicated by the prefix 3131 ON WARNINGS: General Ni 1. Read all General Notes and Warnings before construction of tresses. 1. Design to 2. Builder and erection contractor should be advised of all General Notes and 2. Design b! FILE NO.: 5FO8 Warnings before construction commences. - 21- o'o.C. a. Z[4 compression web bracing must be installed where shown a. myth by 3. 2%fmpad 4. All lateral farce resisting¢ Nme nts such as temporary and permanent bracing, 4. instal la toDATE: 10/30/2007 gne proe...v designer of complete structure. most be nesi dared y p 5. Design re Co assure no nsponsiditiry for such pricing. ntl are froauim 5. Noi d should be applied to any component until after all bracing and 6. Des On Be DES. BY: EE tasomen are eumpNte, and a no time shored any leads ammer than de sign neegssan 7. Design a: loads be applied to any component e. Plates SEQ. : 3688079 a. compurms has no control over and assumes no resvonsibiliry for the fabrication, Ines minnOghandling, shipment and installation of components. design furnished to the limitations on 9. to me, 10. For basIbyInBC311 -00 cop'ez of which will be fumizMdbyM-91 in which will be burnishedi,uTrus C', s¢¢ p.TPUW(CAbyGompuTrusuponreauestCm 11. - C nrt otherwise noted'. bottom chords to be laterally house at spectively unless braced throughout their racing required where shown ++ ppons City of the respective mntrador. to be used in a nan<ormsive environment, useatall supports shown- Shim or wedge X aicoup is rovirded . th taws o INSa, and placard so their center in lines. I dram S. a CompuTEus Plate, indicated by the prefix 3131 ON 10 0 i IIIIIIIIIIIIIII ComoLlTruS Ind.. This design prepared from computer input by 111111111111111111111111111111111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 9 BOTTOM CHORDS: 2x 4 MSR 165OF 1. 6 WEBS: 2x 4 HF STO /STUD 1 -11 TO LATERAL SUPPORT <= 1P'OC. JON. BC LATERAL SUPPORT <= 12'GO. LON. OVERHANGS: 0, 0' 17 3' Reactions: 1425 -22 C -1x2.6 or equal at non - structural vertical members loan). 12 5.000- Truss designed for 42 outlaokers. 2x4 let -ins of the same size and grade of structural top chord. Insure tight fit at each end of let -in. Connect with C 2.SZ4.3 at each end and C- 1.5x2.6 at center of board (u.o.ri C- 3x6(S) C- 2.5x4./3 C-1 .5x4.3 /i%f( PREMIER TRUSS DMB TRUSS SPAN 46'- 0.0' LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 23 -00 -00 11 -00 -08 11 -00 -08 4X2 OUTLOOKER NOTCHED CUT WITH 12 CARE AT IN -LET AREAS ONLY. --,15.00 C -3x4.3 C -4x4.3 C- 2.5x4.3 C- 3x4.3(8) e- C -3x7.7 C-1 .5x4.3 USC 97 /TPI SINGLE MEMBER T 1= -3062 B 1= 2745 W 1= T 2= -3014 5 2= 2320 W 2= T 3= -2371 B 3= 1834 W 3= T 4= -1530 B 4= 1399 W 4= T 5= -1531 8 5= 995 W 5= T 6= -1363 B 5= -692 W 6= T 7= 838 W 7= T 8= 843 W 8= T 9= 0 W 9= ORCES 4WR /GOF /Cq =1.25 TIM 287 W10= -2342 549 W11= -403 48564280264896426530 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0' 1424 3.52 HF (405) 39'- 8,5" 2102 5.19 HF (405) 4fi'- 0.0" -122 -0.30 HF (405) MAX LL DEFL = - 0.136" (L/3477) @ 13'- 6.6" 1-1360 = 1.314" MAX TL DEFL = - 0.316" (L/1496) @ 13'- 6.6" L/240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 43'- 3.0" L /350 = 0.190" MAX TL DEFL = 0.011 (1-19999) @ 45'- 5.8' L/240 = 0.285" MAX TO PANEL LL DEFL = - 0.035' (L/1553) @ 43'- 3.0" L /180 = 0.301' MAX TO PANEL TL DEFL = - 0.000' (1-19999) @ 45'- 5.8" L/120 = 0.448" MAX HORIZ. LL DEFL = 0.047" @ 39'- 8.5' MAX HORIZ. TL DEFL = 0.108" Is 39'- 8.5" OND. 2: 4300.00 LES DRAG LOAD, SHEARWALL 0.00 to 46.00 OTE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Right = -348 5X6 oC -4x6 C- 2.5x4.3 C -3x4.3 C- . C -2. Sx 4.3 C- 3x6(5) C- M(S) ANCHOR TO REBIST UPLIFT L 16 -00 -00 14 -00 -00 16 -00 -0 1 6 39 -10 -04 6- 01 -12I 46 -00 -00 PROVIDE FULL BEARING. 1-04 -00 Scale: 1/8' JOB NAME: Lan staff - 51`09 pfy, WARNINGS: Genefal Notes, unless Otherwise noted Op pFESS r q r`C'•1/h' 1. Read all Cement Nntes and Warnings before wnstmdion of trusses. 3. Build,r and emotion contractor should be advised of all General Notes L Design to support loads as showed, 2. Desl gn assumes the top bottom Chords to be laterally braced at F FILE N0.: 51`09 and WVmiags before construction commences. and 2'-D' O.C. and at ID' -0' c c. respectively unless braced throughout their 3x4 compression web brsdng must be Installed where shown +, 4. Alllateral force usistlog threats as temporary and permanent bracing, ari by coe domed Sheathing. 12x lnip bridging or lateral trachea required where Shover4. Installation lino. the respective Contractor. fj y V DATE: 10/30/2007 must be designed and provided! by ieei of complete ewnme. y 9"er o p of is the ms oi- coulty of5. Design assumes tmsses are go Ce used In a nomadmddive environment, cC com ieas aezumes m nspu pansibius, for such bracing, and are for "dry Condition" of use. EXP. S. No load should be applied to any component until after all bracing and 6. Design assumes full bearing at all Supports shown. Shim or wedge if 3131/09 DES. BY: EE. testenem are complete, and x noume shoulders, loads greatarthan design necessary. loads be applbd to any -national. 7. Design assumes ade5G ate drainage is provided S. Plates shall be IoCate OUOn both faces of truss, and placed so their Center L F. SEQ.: 3688060 6. com Teas has no control over and assumes no respu ponzibilitybribe hard shipment installation lines COmdtle MIT joint center lines . S x ENG1N Tcation, handling, and of components. 7, design is furnished subject to me Ilmhabons on trues designs set to 9 DI its indicate size of late in inches. td. basic desi0n the qrFnimyrnlinHIB-91 or TrWVTdA in SCSI 143 copies of which will be furnished For Values of the Comp ides Plate, indicated by prefix C ", $ee ICBO RR 4211 I Ice ESR -2529. OF CAU4p2 by Compuins upon request. 11. The CompuTms Net Section Plate is indicated b the rzr ix "CN" the designator (18) indicates 16 ga. material is used. All. here are 2b ga. A 111111111111111 / ComouTrus Inc IS s s 0 0 This design prepared from computer input by 111111111111111111111111111111111111111111111 wv w\M-+ PREMIER TRUSS DMB LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HF STD /STUD 1 -11 TO LATERAL SUPPORT c= 12.00. UON. BC LATERAL SUPPORT c= 12'OC. UON. OVERHANGS: 16.0' 17.3" Reactions: 1605 -72 LOADS AS GIVEN TRUSS SPAN 46'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSI III. ON BOTTOM CHORD = 7,0 PSF TOTAL LOAD = 37.0 PSF - TC UNIF LL+DL= 85.0 PLF 25'- B.0' TO 371- 8.0" I' BC GONG LL +DL= 75.0 LBS @ 28' 6.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 23 -00 -00 23 -00 -00 11 -11 -08 11 -00 -08 1 11 -00 -09 11 -11 -08 i 12 C -4x4.3 12 5.00 L q 0 X5.00 4Y C- 2.5x4.3 1' C- 2.5x4.3 0 - 3x6(S) C -3x 7.7(S) C- 2.5x4.3 C -3x9.4 UBC 97 1TPI SINI T 1= 0 T 2= -3302 T 3= -3251 T 4= -2616 T 5= -1796 T 6= -1802 T 7= -1900 T B= 1029 T 9= 957 1710= 0 LE MEMBER FORCES B 1= 2964 W 1= B 2= 2545 W 2= B 3= 2065 W 3= B 4= 1769 W 4= B 5= 1458 W 5= B 6= - 793 W 6= W 7= W 8= l4 9= W10= W11= o n nri ii ILLY V 4WR /GDF /Cq =1.25 TCM 27954048363079410503132884573118469 BEARINGS LOCATION REACTION REG'0 AREA (30, IN.) 0'- 0.0" 1522 3.76 HF (405) 39'- 8.5" 2683 6.63 HF (405) 46'- 0.0" -174 -0.43 HF (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.136' (L/3477) @ 13'- 6.6' L/360 1.3141 MAX TL DEFL = - 0.353' (-11339) @ 13'- 6.6' L1240 = 1.971" MAX LL DEFL = 0,000' (L/9999) @ 43'- 3.0' L 1360 = 0.190" MAX TL DEFL = 0.000' (L/9999) @ 40'- 7.0' L/240 = 0.285" MAX TC PANEL LL DEFL = 0.035" (L/1553) @ 431- 3.0' L1160 = 0.301" MAX TC PANEL TL DEFL = 0.006" (L/8595) It 40'- 7.0" L/120 = 0,416" MAX HORIZ. LL OEFL = 0.047" @ 39'- 8.5" MAX HDRIZ. TL DEFL = 0.127" at 39'- 8.5" NOTE: Truss designed in accordance with USC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated - Uplift: Left = 0 Right = -174 o C- 7.5X2.6 C- 1.5x2.6 0 A 2X6 A o;i- o C; C- 2.5x4.3 C- 2.5x4.3 C -3x7.7 C- 3x6(S)C- 2.5x4.3 C -5x7.7 #C- 2.5x4.3 C -3x9.4 C -3x6 S C- 2.5x3.4 +C - 2.5x3.4 +C 2.5x3.4+ J ANCHOR TO RESIST UPLIFT 751. A- RESTRAIN ENDS TO RESIST ROTATION 1. 5 16 -00 -00 14 -00-00 16 -00 -00 y 39 -10 -04 6 -01 -12 I 1 -04 -00 PROVIDE FULL BEARING.# 46 -00 -00 1 -04 -00 e: 1/8" 3/31/09 WARNINGS General Notes, unless otherwise noted: 1. React all --aryl Notes and Wamings before construction a1 l'-.. 1. Design to suppdfl leads as stand, 2. eudder and erection contractor should be adviud of all San oral Notes antl 2. Design assumes the top and bottom Chords to be laterally braced at FILE NO.: 5F12 Warming. before constmew. ohnn ez. 2'-0' O.C. and at 10r-O" I.e. respectively unless braided throughout their 3. U. cmemse-W. web branng most be Installed when shown r. 4. All lateral laru insisting elements such as temporary and bracing, length by Continuous sheathing. 3. 2xtenpin broiling or lateral bracing required where she" .+ DATE: 10/30/2007 permanent mustbe designed and provided b designer of complete stNmure. v P 4' Instal Minn of Ihu s Is the axsppOhsiblliry of the respective Contractor. 5. Design assumes Ines.. to be Computes assumes no responsibility for arch boctng. are need In a non.hosiw, environment, and are for "dry cor lGon"of use. s. No load should be -tried Id any component until after all bracing and 6. Design assumes full bearing at all supports shown. Shim or wedge if DES. BY: EE lasteners as campkte, and a no time should any leads greater than design necessary. roads be applied to any component. 7. Design assumes ode ate drainage' is Grovudetl. SEQ. : 3688081 G. Campairus has no control over and asaomes no respmrsibnity for the labb"mma 8. Plates shall be locate On both faces of Imes, and Placed so their center lines Coincide with joint Writer li Des. handling, shipment and Installation of components. 9. Digits indicate sae of plate in inches. 7. This design is furnished subject to the limdaeons oa ord- designs set fail by Tpl in TPpvrtcA In BC511 1D. For basic desl0v values of the ComoUTNs Plate, incios ed by the prefix C ", C80Illor -m copies of which will be perished by compuims upon request. see RR 42111 CC ESR -2529. 11. The CompuTms Net Section Plate is indicated by the Ghd1V "CN" the designator (18) indicates 18 ga. material is used. All others are 20 ga. 3/31/09 IIIIIIIIIIIIIII / CCimnuTrus Inr. 0 s 0 On 0 This desiqn prepared from computer input by 11111111111111 IN LUMBER SPECIFICATIONS SIZE SPECIE GRACE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MSR 1650F 1- 6 WEBS: 2x 4 HE STD /STUD 1 -11 TO LATERAL SUPPORT <= 12 "OC. UON. BC LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3" 17.3" LOADS AS GIVEN Reactions: 1549 -63 TRUSS DMB TRUSS SPAN 46'- 0.0' LOAD DURATION INCREASE - 1.25 + SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSE OIL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF Tc CONC LL +DL= 450.0 LBS @ 37'- 8.0' BC CONC LL+DL= 75.0 LED a 28'- 6.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 23 -00 -00 23-00-00 11 -11 -08 11 -00 -08 11 -00 -08 11 -11 -08 12 5.00 C -4x4.3 4.0" 12 x5.00 C- 2.5x4.3 C- 2.5x4,3 C- 3x6(S) C- 3x7.7(5) C- 2.5x4.3 C -3x9.4 0- 1.5x2.6 - C- 1.5x2.6 C -5x5.1 A 2X6 Av C- 2.5x4.3 C- 2.5x4.3 C- 2.5x7.7 C- 3x6(S)C- 2.5x4.3 C- 5x7.7 #C -2.5x4 C- M(S) C- 2.5x3.4 +C - 2.5x3.4 +C - 2.5x3.4+ 175 A- RESTRAIN ENDS TO RESIST ROTATION 16 -00 -00 14 -00 -00 16 -00 -00 USC 971TPI SINi T 1= 0 T 2= -3155 T 3= -31D6 T 4= -2464 T 5= -1633 T 6= -1631 T 7= -1583 T 8= 963 T 9= 887 T1D= 0 ILE MEMBER FORCES B 1= 2830 W 1= 8 2= 2406 W 2= B 3= 1924 W 3= B 4= 1526 W 4= B 5= 1214 W 5= B 6= - 719 W 6= W 7= W B= W 9= W10- wl 1= 7 n n17 41 1Lc, 4WnJGDF)Cq=t25 TOM 283547485632795920148. 2874572711696 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0' 1462 3.61 IF (405) 39'- 8.5' 2631 .6.50 IF (405) 46'- 0.0" 165 -0.41 IF (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.136" (L/3477) If 13'- 6.6' L /360 = 1.314" MAX TL DEFL = - 0.330" (L/1433) @ 13'- 6.6' L/240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 43'- 3.0' L /360 = 0.190' MAX TL DEFL = 0.000" (L/9999) @ 41'- 5.7' L/240 = 0.285' MAX TC PANEL LL DEFL = - 0.035' (1-11553) @ 43'- 3.0" L/180 = 0.301" MAX TO PANEL TL DEFL = 0.049' (L /1006) @ 41'- 5.7" L/120 = 0.412' MAX HORIZ. LL DEFL = 0.047' @ 39'- 8.5' MAX HORIZ. TL DEFL - 0.116' @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = 0 Right = -165 0 o o ANCHOR TO RESIST UPLIFT 1 -04 -00 in chords to be laterally braced at lively unless braced throughout their Ig required where shown ++ uliry ne respective contractor, setl inoft a noncorrosive environment . Supports shown. Shim or wedge, if a is provided. of Wss, and plawtl so their center Plate, indicated by the prefix EXP. 3131/09 1 /o 130 /V7 aO 39 -10 -04 1 -04-00 PROVIDE FULL BEARING.# 46 -00 -00 Scale: 118' JOB NAME: Langstaff - 5F13 WARNINGS: Go 1. Read all General Nmes and Wamings before construction of Ins.., 1, 2. Builder and monaian connecte,houH be advised of all General Notes and 2. FILE NO.: 5F13 Warnings before construction commences. 3. 20 compression web bracing must be installed where shown 4, 3 4. All lateral force resisting elements such as temporary and permanent bracing, 4 DATE: 10/30/2007 must be designed and pravided by designer of complete structure. 5 CampuTrus assumes no responsibility for such bracing. 5. No load should be applied to any component until after all bracing and 6, DES. BY: EE Instance are complete, and at no time should any leads greener than design 7 load. be applied to any component. B 6. Core find, has no control over and assumes no responsibildy for the SEQ.: 3688082 fabrication, handling, shipment and installationof components , g 7. This design H furnished subject to the limitations on truss designs set forth 10. by TPI in HIS -91 or TPYWTOA in Boom 1 -03 copies of which will be furnished by COmpullmsupan mgoe L 11. USC 971TPI SINi T 1= 0 T 2= -3155 T 3= -31D6 T 4= -2464 T 5= -1633 T 6= -1631 T 7= -1583 T 8= 963 T 9= 887 T1D= 0 ILE MEMBER FORCES B 1= 2830 W 1= 8 2= 2406 W 2= B 3= 1924 W 3= B 4= 1526 W 4= B 5= 1214 W 5= B 6= - 719 W 6= W 7= W B= W 9= W10- wl 1= 7 n n17 41 1Lc, 4WnJGDF)Cq=t25 TOM 283547485632795920148. 2874572711696 BEARINGS LOCATION REACTION REO'D AREA (SO. IN.) 0'- 0.0' 1462 3.61 IF (405) 39'- 8.5' 2631 .6.50 IF (405) 46'- 0.0" 165 -0.41 IF (405) Caution: Note bearing area requirements. MAX LL DEFL = - 0.136" (L/3477) If 13'- 6.6' L /360 = 1.314" MAX TL DEFL = - 0.330" (L/1433) @ 13'- 6.6' L/240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 43'- 3.0' L /360 = 0.190' MAX TL DEFL = 0.000" (L/9999) @ 41'- 5.7' L/240 = 0.285' MAX TC PANEL LL DEFL = - 0.035' (1-11553) @ 43'- 3.0" L/180 = 0.301" MAX TO PANEL TL DEFL = 0.049' (L /1006) @ 41'- 5.7" L/120 = 0.412' MAX HORIZ. LL DEFL = 0.047' @ 39'- 8.5' MAX HORIZ. TL DEFL - 0.116' @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet) . Max Calculated Uplift: Left = 0 Right = -165 0 o o ANCHOR TO RESIST UPLIFT 1 -04 -00 in chords to be laterally braced at lively unless braced throughout their Ig required where shown ++ uliry ne respective contractor, setl inoft a noncorrosive environment . Supports shown. Shim or wedge, if a is provided. of Wss, and plawtl so their center Plate, indicated by the prefix EXP. 3131/09 1 /o 130 /V7 aO CompuTrus Inc. a 11 11 10 0 c 0 This design prepared from computer input by PREMIER TRUSS DMB LOADS AS GIVEN TRUSS SPAN 461- 0.0" LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37,0 PSF TO CONC LLIDL= 450.0 LOS @ 37'- 8.0' BC CONC LL +DL= 75.0 LBS @ 28'- 6.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 23 -00 -00 23 -00 -00 11 -11 -08 11 -00 -08 11 -00 -08 11 -11 -08 50# 12 C -44.3 41 12 5.00 4,3" ----15. 00 C -3x6 a ,p' C -4x6 C- 3x6(5) C- 3x7.7(S) C -2.5x6 C -5x7.7 C- 2.5x4.3 ' / C- 2.5x4.3 3x11.9 C -4x4.3 C -4x4.3 C- 3x7.7(5) C- 2.50.4 AT DIAGONAL INLETS TYP. ) 16 -00-00 14 -00 -00 39 -10 -04 46 -00 -00 Scale: 1/8' UBC 971TPI SINGLE MEMBER T 1= -3157 B 1= 2832 W 1= T 2= -3108 B 2= 2407 W 2= T 3= -2465 B 3= 1925 W 3= T 4= -1633 B 4= 1526 W 4= T 5= -1631 B 5= 1214 W 5= T 6= -1584 B 6- -720 W 6= T 7= 963 W 7= T 8= 687 W S= T 9= 0 W 9= 176 ORCES 4WR /GDF /Cq =1.25 TOM 284 W10= -2711 549 Wll= -696 486632795920148288457 BEARINGS LOCATION REACTION REG'U AREA (30. IN.) 01- C.O. 1462 3.61 HE (405) 39'- 8.5° 2631 6.50 HE (405) 46'- 0.0' -165 -0.41 HE (405) Caution: Note bearing area requirements, MAX LL DEFL = - 0.136' (L13477) @ 13'- 6.6" L /360 = 1.314" MAX TL DEFL = - 0.330" (L/1433) @ 13'- 6.6" L/240 = 1.971" MAX LL DEFL = 0.000" (1-19999) @ 43'- 3.0" L /36D = 0.190" MAX TL DEFL = 0.000" (L/9999) @- 41'- 5.7" L/240 = 0.285" MAX TO PANEL LL DEFL = - 0.035' (1-11416) @ 43'- 3.0' L1180 = 0.275' MAX TO PANEL TL DEFL = 0.049' (L/1006) @ 41'- 5.7' L1120 = 0.412" MAX HORIZ. LL DEFL = 0.047" If 39'- 8.5' MAX HORIZ. TL DEFL = 0.116" @ 39'- 8.5' ONO. 2: 9100.00 IRS DRAG LOAD. SHEARWALL 0.00 to 26.00 DIE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -230 Right = -333 v o C -3x9.4 C- 2.5x3.4 +C -5x5.1 C- 5.5x7.71 __ C -3x7.7 0 CN18- 3x13.6(S) ANCHOR TO RESIST UPLIFT C- 2.50.4 +I7Sd A-RESTRAIN ENDS TO RESIST ROTATION Wedge required at heel(s) LUMBER SPECIFICATIONS Gel SIZE SPECIE GRADE PANEL($) . TOP CHORDS: ipectively unless braced throughout their 2x 4 MSR 165OF 1- 9 2. BOTTOM CHORDS: warnings Islam sonurucomn commences. 2x 4 MISS 1650F 1- 6 fy WEBS: onsibdity of the respective contractor. 2x 4 HE STO /STUD 1 -11 4. All lateral force nsiang ¢lemons such as handue, antl permanent bracing, TO LATERAL SUPPORT <= 12'OC. BON, DATE: 10/30/2007 BC LATERAL SUPPORT <= 12.00. BON. 5 OVERHANGS: 0.0° 17.3° i Reactions: 1453 -65 II all supports shown. Shim or wedge if C -1x2.6 or equal at non - structural 6. vertical members (non). a 11 11 10 0 c 0 This design prepared from computer input by PREMIER TRUSS DMB LOADS AS GIVEN TRUSS SPAN 461- 0.0" LOAD DURATION INCREASE = 1.25 + SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37,0 PSF TO CONC LLIDL= 450.0 LOS @ 37'- 8.0' BC CONC LL +DL= 75.0 LBS @ 28'- 6.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 23 -00 -00 23 -00 -00 11 -11 -08 11 -00 -08 11 -00 -08 11 -11 -08 50# 12 C -44.3 41 12 5.00 4,3" ----15. 00 C -3x6 a ,p' C -4x6 C- 3x6(5) C- 3x7.7(S) C -2.5x6 C -5x7.7 C- 2.5x4.3 ' / C- 2.5x4.3 3x11.9 C -4x4.3 C -4x4.3 C- 3x7.7(5) C- 2.50.4 AT DIAGONAL INLETS TYP. ) 16 -00-00 14 -00 -00 39 -10 -04 46 -00 -00 Scale: 1/8' UBC 971TPI SINGLE MEMBER T 1= -3157 B 1= 2832 W 1= T 2= -3108 B 2= 2407 W 2= T 3= -2465 B 3= 1925 W 3= T 4= -1633 B 4= 1526 W 4= T 5= -1631 B 5= 1214 W 5= T 6= -1584 B 6- -720 W 6= T 7= 963 W 7= T 8= 687 W S= T 9= 0 W 9= 176 ORCES 4WR /GDF /Cq =1.25 TOM 284 W10= -2711 549 Wll= -696 486632795920148288457 BEARINGS LOCATION REACTION REG'U AREA (30. IN.) 01- C.O. 1462 3.61 HE (405) 39'- 8.5° 2631 6.50 HE (405) 46'- 0.0' -165 -0.41 HE (405) Caution: Note bearing area requirements, MAX LL DEFL = - 0.136' (L13477) @ 13'- 6.6" L /360 = 1.314" MAX TL DEFL = - 0.330" (L/1433) @ 13'- 6.6" L/240 = 1.971" MAX LL DEFL = 0.000" (1-19999) @ 43'- 3.0" L /36D = 0.190" MAX TL DEFL = 0.000" (L/9999) @- 41'- 5.7" L/240 = 0.285" MAX TO PANEL LL DEFL = - 0.035' (1-11416) @ 43'- 3.0' L1180 = 0.275' MAX TO PANEL TL DEFL = 0.049' (L/1006) @ 41'- 5.7' L1120 = 0.412" MAX HORIZ. LL DEFL = 0.047" If 39'- 8.5' MAX HORIZ. TL DEFL = 0.116" @ 39'- 8.5' ONO. 2: 9100.00 IRS DRAG LOAD. SHEARWALL 0.00 to 26.00 DIE: TRUSS DESIGN ASSUMES UNIFORM SHEAR TRANSFER NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -230 Right = -333 v o C -3x9.4 C- 2.5x3.4 +C -5x5.1 C- 5.5x7.71 __ C -3x7.7 0 CN18- 3x13.6(S) ANCHOR TO RESIST UPLIFT C- 2.50.4 +I7Sd A-RESTRAIN ENDS TO RESIST ROTATION Wedge required at heel(s) 16 -00- 6 -01 -12 PROVIDE FULL SEARING.# 1 -04 -00 nelea: wn. WARNINGS: Gel Mien chords to be laterally braced at 1. Read all Genenl Notes and Warnings before construction of 4usses. l ipectively unless braced throughout their 2. Builtleraad erection contractor shonitl be aevisetl of all Genenl Notes and 2. FILE NO.: 5F14 warnings Islam sonurucomn commences. fy 3. Us compression web bracing must be installed where shown a. onsibdity of the respective contractor. 4. All lateral force nsiang ¢lemons such as handue, antl permanent bracing, 34DATE: 10/30/2007 must be designed and provided by designer of complete structure. 5 Comp li assumes na msponsi di, for such bracing. II all supports shown. Shim or wedge ifs. No load should be applied to any component until after all instead and 6. DES. BY: EE mourners are complete, and at no time should any loads gamer than design load. be applree m any comp... nt 7. B' S. CompuTms has no control over and assumes no responsibility for the SEQ . : 3688083 fderralmn, handling, shipment and inddlation of cnmpon.m.. 7. This design is famished subject to the limitations on truss designs set high 10 by TPI in Mean or TPIMITCA in SCSI 1 -I3 copies of which will be banned by Canonici upon mgu..L 11. 16 -00- 6 -01 -12 PROVIDE FULL SEARING.# 1 -04 -00 nelea: wn. Mien chords to be laterally braced at h C ipectively unless braced throughout their eking required where shown ++ fy onsibdity of the respective contractor. X a be used in a noncorrosive environment, II all supports shown. Shim or wedge if 1n E!w 3 %31ro9 linage is rooddi C' /4 /'r' /°/ L lines o tmg is sad Placed stl their Lentef S t-1, inches. l / ENG \N xc Compui Plate, indicatetl by the prefix gTFfltr rAg ,EOQ a 1 11111 11 1 11 1111 a a IM s x` 1CompuTrus Inc. _ This design prepared from computer input by IIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANELS) TOP CHORDS: 2x 4 MSR 165OF 1- 6, 9 2x 4 MSR 210OF 7- B BOTTOM CHORDS: 2x 4 MSH 165OF 1- 7 WEBS: 2x 4 HE STD /STUD 1- 5, 8 -11, 13 2x 4 L1SR 165OF 6- 7, 12 TO LATERAL SUPPORT <= 12 "OC. VON. BC LATERAL SUPPORT <= 12 "OC. UON. LOADS AS GIVEN OVERHANGS: O.D. 17.3" Reactions: 1338 -889 TRUSS SPAN 46'- 0.0' LOAD DURATION INCREASE = 1.25 PACED 24,0' O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD = 30.0 PSF OIL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD - 37.0 PSF TO CONC LL+DL= 450.0 LOS @ 37'- 8.0" BC CONC LL +DL= 75.0 LHS @ 28'- 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. 23 -00 -00 23 -00 -00 11 -11 -08 11 -00 -08 11 -00 -08 11 -11 -08 i C- 5.5x9.4 451212 5.005.001--- 9' Q C- 5x7.7(S) C- 1.5x2.6 C 3x4.33.7 - C -3x 7.7(S) 1.00" C -4X9.4 C- 1.5x2.6 C- 1.5x2.6 UBC 97 /TPI SINGLE MEI T 1= -5191 8 1= 4803 T 2= -4755 8 2= 4000 T 3= -3496 8 3= 0 T 4= -3497 B 4= 13 T 5= -1311 B 5= 1038 T 6= -807 B 6= 321 T 7= 2950 B 7= -2552 T 8= 2894 T 9= 0 IBERW 1= W 2= W 3= W 4= W 5= W 6= W 7- W 8= W 9= Trans ID: 224176 OBCES 4WR /GDF /Cq=1.25 TOM 376 W10= -778 531 Nl11= 916 844 W12= -3998 362 W13= -760 1513332938645169 BEARINGS LOCATION REACTION REO'O AREA (SO. IN.) 0'- 0.0" 1338 3.30 HE (405) 39' 8.5" 3579 8.84 HE (405) 46'- 0.0' -9B8 -2.44 HE (405) Cartier: Note bearing area requirements. MAX LL DEFL = - 0.396" (L/1194) @ 12'- 0.2' L /360 = 1.314" MAX TL DEFL = - 0.946" (L/499) @ 12'- 0.2' L/240 = 1.971" MAX LL DEFL = 0.000" (L/9999) @ 45'- 5.8° 1_1360 = 0.190" MAX TL DEFL = 0.000" (L/9999) @ 411- 8.5' L/240 = 0.285" MAX TO PANEL LL DEFL = 0.000" (1_/9999) @ 45'- 5.8" L /180 = 0.290" MAX TO PANEL TL DEEL = 0.053" (L/925) @ 41'- 8.5" 1_/120 = 0.412" MAX HORIZ. LL DEFL = 0.201' @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.482' @ 39'- 8.5" NOTE: Truss designed in accordance with UOC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Right = -988 1.1 2X6 5x42- .3 Any A 4c0 o C- 3x11.9 C-1 .5x2.6 C- 2.5x7.7 C- UIS(S)C -4x4.3 C- 7x7.7 C- 3x7.7 0 2. 50 C- 7x11.9 C- 2.5x3.4 +C - 2.5x3.4 +C - 2.5x3.4+ ANCHOR TO RESIST UPLIFT 12 POTSHELF TO 2 -6" MAX. TO SUPPORT UP TO 30 PSF. 17-02 -08 12 -09 -08 39 -10 -04 17-02 -O8 A- RE3TRAIN ENDS TO RESIST ROTATION y 16 -00 -00 28 -09 -08 15 -09 -00 - 30 -03 -00 46-00-00 a- 6 -01 -12 1 PROVIDE FULL BEARING. WARNINGS: General Notes, unless otherwise noted. C,V F R, Cali [ 1. Read all General Notes and Warnings before construction of trusses. Z. Builder and erection comrech, be advised of an General Notes 1. Design to support loads as Shown. 2. Design assumes the top and bottom chords to be laterally braced at t FILE NO.: 5F15 shoo. and Warnings before construction commence :. 2' -D' .lees and at 10' -0- o.c, respectively Unless braced throughout their y V a. 2.4 compression web macro, most be installed" am shown +. 4. All lateral force resisting elements such as temporary and bacing, tenpin by continuous sheathing. 3. 2x matt bridging Or lateral bracing required where shown ++ rjyt DATE: 10/30/2007 permanent murtbe a.sf a and provided b designer ol<omplet• structure. 9 ^• v 4- InstalPation of truss is the respponsibility of the respective contractor, 5. Design assumes trusses 10 be in a non - corrosive environment tY compuirus assumes no responsibhiry bracing. are used dryforsum S. No load be m and are for Condition" of use. s. Design full bearing supports shown. Shim if Vf q M(1EXP. 3/31/09 DES. BY: EE should applied any component until after an bracing and listeners ere couples. and at be I ...homd any leads gmaror than design load. be applied t^ any component. assumes at all or wedge necessary. 7. Design assumes adeyate drainage is provided. s. compuirus has no control over and assumes no responsibility, forme 8. Plates shall be locates on both faces of truss, and placetl s0 their center tiTT < BNG NSEQ .: 3688084 labn<nim,hananng,smpmemand metalisman .teem ts, pen•^ m me limitations lines Coincide with joint Center lines. s D Bits indicate size of plate in Inches. 5j QFOF7. rnis design b fumizhed subject on truss designs set form by TPl N HI &91 ortPNNICA In SCSI 1 -03 copies be burnished 10. For basic design values or the Compul Plate, indicated by the prefixC ", see ICBO RR 4211 / ICC ESR CAL}(O of whisk will by compunuz upon request. 2529. 11. The CompuTrus Net Section Plate Is indicated by the prefu "CN" the tlesignator (18) indicates 18 ga. material is usatl. All others are 26 ga. a II III II I / CE3mi3uTrLis Inc. 0 U i 6 v v v v r ` This design prepared from computer input by 111111111111111111111111111111111111111111111 LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" 39 -10 -04 66 -01 -12 LOAD DURATION INCREASE = 1.25 a 3 SIZE SPECIE GRADE PANEL($) SPACED 24.0" O.C. L 17 -02 -08 228 -09 -08 1 TOP CHORDS: E 15 -09 -00 330 -03 -00 2x 4 MSR 1650F 3- 9 LOADING 46 -00 -00 PPROVIDE FULL BEARING.{ 2x 4 MSR 210OF 1- 2 LL( 16,0( +DL( 14.0) ON TOP CHORD = 30.0 PSF BOTTOM CHORDS: OL ON BOTTOM CHORO = 7.0 PSF 2x 4 1.1SR 1650F 3- 7 TOTAL LOAD = 37.0 PSF 2x 4 MSR 2IGOF 1- 2 Z. Builder and mmmmn contractor ctor should be advised of General Notes and 22. Design assumes the top and bottom Words to be laterally braced at v' - WEBS: TC UNIF LL-DL- 85.0 PLF 25'- 8.0" TO 37'- 8.0" I As 4 HF STD/3TU0 1- 5, B -11, 13 2x 4 MSR 1650F 6- 7, 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TO LATERAL SUPPORT <= 1" OC, JON. 2 BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 0,0" 16.0" Reactions: 1400 -746 C -1x2.6 or equal at non - structural vertical memi(tL) 23 -00 -00 23 -00 -00 l- 11 -11 -08 11 -00 -08 11 -00 -08 11 -11 -08 12 C- 5.5x9.4 12 5.00 9,q^ a 5.00 C- 1.5X2.6 C- 5.5x7.7(S)0.75" C-1 .5x2.6 C- 2.5x4.3 C-3x6(S) C -4x9.4 C- 1.5x2.6 UBC 97 /TPI SINGLE MEI T 1= -5476 B 1= 5069 T 2= -5049 B 2= 4365 T 3= -3602 B 3= 0 T 4= -3602 B 4= 14 T 5= -1484 B 5= 1308 T 6= -ft93 B 6= 677 T 7= 2627 B 7= -2266 T 8= 2570 T 9= 0 IBERW 1= W 2= w 3= W 4= W 5= W 6= W 7= W 8= W 9= iii ORCES 4WR /GDF/Cq=1.25 TCN 363 W10= -700 521 VVll- 789 840 W12= -4066 360 W13= -514 231496315761842 BEARINGS LOCATION REACTION REC T AREA (90. IN.) 0'- 0.0' 1400 3.46 HF (405) 39'- 8.5" 3393 8.38 HF (405) 0.0' -637 -2.07 HF (405) Caution: Note bearing area requirements, MAX LL DEFL = -0.357' (L/1324) @ 12'- 0.2" L1360 1.314" MAX TL DEFL = - 0.887' (L/533) @ 121- 0.2" L/240 = 1.971" MAX LL DEFL = 0.000' (L/9999) @ 45'- 5.8' 1_1360 = 0.190" MAX TL DEFL = 0.000" (L/9999) @ 40'- 9.7" L/24C = 0.285' MAX TO PANEL LL DEFL = 0.000' (1-19999) @ 45'- 5.8' L /180 = 0.294" MAX TO PANEL TL DEFL = 0.011" (L/4646) @ 40'- 9.7" 1_1120 0.412" MAX HORIZ. LL DEFL = 0.185" It 39'- B.5" MAX HORIZ. TL DEFL = 0.463" @ 39'- 8.5" NOTE: Truss designed in accordance with LED 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = 0 Hight = -837 o / 5x4.3 C- 3x11.9 C-1 .5x2.6 C- 3x11.9 0-3x4.3 C -7x7.7 C -3x7.7 12.50 C-7x11.9 C- 3x6(S) ANCHOR TO RESIST UPLIFT 12 C- 2.5X3.4 AT DIAGONAL INLETS TYP. 17 -02 -08 112 -09 -08 116 -00 -0 - 39 -10 -04 66 -01 -12L ( 3 L 17 -02 -08 2 28 -09 -08 11 -02 -70 E 15 -09 -00 3 30 -03 -00 46 -00 -00 P PROVIDE FULL BEARING.{ Cale: OOB NAME: : Lan staff - 5F16 yWARNINGS: G ygpFES.Sfp t, t. Read an Genera Notes and Warnings before construction of trusses. 1General Notes, unless otheryde noted 44 " Z. Builder and mmmmn contractorctor should be advised of General Notes and 22. Design assumes the top and bottom Words to be laterally braced at v' - 9 L J Campuii us InC. This design^ prepared from computer input by IIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIII I Trans ID: 224176 LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0' Gen¢21 Note., NOTE: Truss designed in accordance with 1. Read all General Notes and Wamings before construction of trusses. o LOAD DURATION INCREASE = 1.25 2. 6uilaeram erection contractor should be aavisea of an General Notes and UBC 97 reflecting a 70 mph wind load SIZE SPECIE GRACE PANEL IS) SPACED 24.0" D.D. enclosed structure, Exposure Ci height to 30 feet). TOP CHORDS: Scale: 3/8" 4. All hand force resisting elements such as ampanry and permanent bracing, designee mractm3, xm 4. Instal birth 2x 4 ROD 165OF 1- 2 LOADING CompuTms assumes no responsibility for such uniting. Max Calculated Uplift: Left = 0 Right = 0 BOTTOM CHORDS: LL( 16.0).DL( 14.0) ON TOP CHORD = 30.0 PSF lastenem art complete and m no time should any loads greaterthan design 2x 4 MSR 165OF 1 OL ON BOTTOM CHORD = 7.0 PSF SEQ.: 3688086 6. CompuTms has no mntral over and assumes no responsibility for the Ines coinuc TOTAL LOAD = 37.0 PSF 9 Digits minicar TO LATERAL SUPPORT <- 12 "OC. UON. 1p. Fal forgo dE IrCA into ace) by iPl in lNllef or TPN1'IfLA in BC31 J -03 espies of wM1icn wip be /umisbeaelor BC LATERAL SUPPORT c 12 "0C. UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP designator( AND BOTTOM CHORD LIVE LOADS ACT NON- CONCURRENTLY. 0 TRUSS DESIGNED FOR 4X2 OUTLOOKERS. 2X4 LET -INS OF SAME SIZE AND GRADE OF STRUCTURAL TOP CHORO.INSURE TIGHT FIT AT EACH ENO OF LET- IN.CONNECT 10 -00 -00 WITH C- 2.5X3.4 TYP @ 36' O.C. (DON). 10 -00 -00 12 C -tx2fi or equal at non- structural 4X2 OUTLOOKER NOTCHED CUT WITH vertical members (uan). 0-4X4.3 CARE AT IN LET AREAS ONLY. 5. 00 REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. 12 a 5.00 Continuous bearing 20 -00 -00 1 Gen¢21 Note., 1. Read all General Notes and Wamings before construction of trusses. o 2. 6uilaeram erection contractor should be aavisea of an General Notes and 2. Design asst. o Warnings bebm construction commences. C- 2.5x4.3 3. 2x4 compression web brznng must be installed where shown + 2x Scale: 3/8" 0 TRUSS DESIGNED FOR 4X2 OUTLOOKERS. 2X4 LET -INS OF SAME SIZE AND GRADE OF STRUCTURAL TOP CHORO.INSURE TIGHT FIT AT EACH ENO OF LET- IN.CONNECT 10 -00 -00 WITH C- 2.5X3.4 TYP @ 36' O.C. (DON). 10 -00 -00 12 C -tx2fi or equal at non- structural 4X2 OUTLOOKER NOTCHED CUT WITH vertical members (uan). 0-4X4.3 CARE AT IN LET AREAS ONLY. 5. 00 REFER TO COMPUTRUS STANDARD GABLE END DETAIL FOR COMPLETE SPECIFICATIONS. 12 a 5.00 Continuous bearing 20 -00 -00 noteu to be laterally braced at as braoed throughout their 1 where shown++ use. at all supports shown. Shim or wedge if image is pmvided. If faces of truss, and placed so their center r lines . norms. e ComquTrus Plate, Indicated by the prefix C- 2.5x4.3 0 I,o 3/31/09 WARNINGS: Gen¢21 Note., 1. Read all General Notes and Wamings before construction of trusses. 1. D¢61gn 10 sl 2. 6uilaeram erection contractor should be aavisea of an General Notes and 2. Design asst. FILE NO.: 5G00 Warnings bebm construction commences. 2-D "o. C. an 3. 2x4 compression web brznng must be installed where shown + 2x DATE: 10/30/2007 4. All hand force resisting elements such as ampanry and permanent bracing, designee mractm3, xm 4. Instal birth must be and provided by designer of complete structure. 5. ILardor' CompuTms assumes no responsibility for such uniting. and are for' and EE s, No load should be applied to any component until after all bragng and 6. Design DES. BY: lastenem art complete and m no time should any loads greaterthan design cieSsus31. necessary . loads be appled to any component 7. DesignassL B. Plates shall SEQ.: 3688086 6. CompuTms has no mntral over and assumes no responsibility for the Ines coinuc fabrimfinn, handling. shipment and mandranon of components. 9 Digits minicar This design i hatl an truss designs seHOdM1 1p. Fal forgo dE IrCA into ace) by iPl in lNllef or TPN1'IfLA in BC31 J -03 espies of wM1icn wip be /umisbeaelor O ", S¢¢ ICE by CompuTms upon request. 11. The Comptldesignator( noteu to be laterally braced at as braoed throughout their 1 where shown++ use. at all supports shown. Shim or wedge if image is pmvided. If faces of truss, and placed so their center r lines . norms. e ComquTrus Plate, Indicated by the prefix C- 2.5x4.3 0 I,o 3/31/09 L r 0 0 e 0 111111111111111 CamniTimiR Ins.. This design prepared from computer input by 1111111111111111111111111111111111111 IN IN PREMIER TRUSS DMB 4r, _1411n LUMBER SPECIFICATIONS 40.00 -00 DUTCH SETBACK 6 -00 -00 FROM END WALL UBC 97 /TPI 2 MEMBER FORCES 4WR /GDF /Cq =1.25 TOM 2. DBSIgn assumes the top and 60[lom CIIO(tl5 t0 be laterally b2fRtl at LOAD DURATION INCREASE = 1.25 + T 1= 0 B 1= 2850 W 1= 642 W11= -1422 SIZE SPECIE GRADE PANEL(S) lenplh by continuous sheathing. Q V T 2= -3070 8 2= 408 W 2= 2678 W12= 2150 TOP CHORDS: LOADING 5. Design assumes trusses are to Ce used In a namconoslve environment, T 3= -2882 B 3= -3812 W 3= 1562 W13= -702 2x 4 MSG 165OF 1-10 TO UNIF LL( 32.0) +DL( 28.0)= 60.0 FILE 0'- 0.0" TO 40'- 0.0' V T 4= 1130 B 4= -3812 W 4= 1514 BOTTOM CHORDS: TC UNIF LL( 48,0) +DL( 42.0)= 90.0 PLF 6'- 0.0" TO 34'- 0.0' L T 5= -840 B 5= -590 W 5= 1672 2x 4 MSR 155OF 1- 6 80 UNIF LL( (.0) +DL( 28.0)= 28.0 PLF 0'- 0.0' TO 40'- 0.0• V 16= -840 B 6= 1382 W 6= 3810 WEBS: by cempuirus upon request. 11. The Compulmis Net Section Plate is indicated by the prefix "CN" the T 7= 2062 W 7= 2526 2x 4 HE STD /STUD 1 -13 TC CONC LL( 160.0) +DL( 140,0)= 300.0 LBS @ 6" 0.0' L I B= -1332 W 8= 5262 TO CONC LL( 160.0) +DL( 140.0)= 300.0 UPS @ 34'- 0.0' L T 9= -1508 W 9= 3484 TO LATERAL SUPPORT <= 12.00. NON. T10= 0 W10= 1934 BC LATERAL SUPPORT <= 12.00. UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. OVERHANGS: 17.3' 17.3' 2) complete tr06526 required. INGS Reactions: 896 611 Join together 2 ply with 3'x.131 DIA GUN LOCATION REACTION RE AREA (90. I C -1x2.6 or equal at non- structural nails staggered at: 01- 0.0" 800 1,9] 1.9 NF (405) vertical members (uon). 12' oc throughout 2x4 top chords, 21'- 0.8" 5327 13.15 HE (405) 12' ac throughout 2x4 bottom chords, 401 - 0.0" 513 1.27 HE (405) TRUSS MGT SYMMETRICAL, 12' Gc throughout webs. MAX LL DEFL = - 0.097' 1-12551) @ 61 - 0.0" L /360 = 0.688" ORIENTATION AS SHOWN. 20-00-00 20-00-00 MAX TL DEFL = - 0.212" L/1167) @ 6'- 0.0" L/240 = 1.031" MAX LL DEFL = - 0.052" L/4230) @ 34'- 0.0" L /360 = 0.611" 12 -07 -13 7 -04 -03 7 -04 -03 12 -07 -13 MAX TL DEFL = - 0.113" L/1946) @ 34'- 0.0" LI240 = 0.917" 1 MAX HORIZ. LL DEFL = 0.034° @ 39'- 8.5' 300# 300# MAX HORIZ. TL DEFL = 0.073' @ 39'- 8.5' 02 OUTLODKER NOTCHED CUT WITH 12 CARE AT IN -LET AREAS ONLY. 12 Truss designed for 4x2 outlookers. NOTE: Truss designed in accordance with 5.00E a5. 00 2x4 let -ins of the same size and UBC 97 reflecting a 70 mph wind load C -4x4,3 grade of structural top chord. Insure enclosed structure, Exposure C, height to 30 feet). C -7X9.4 tight fit at Poch end of let -in. C 4X6 C -4X6 Connect with C- 2.5x4.3 at each end and Max Calculated Uplift: Left D Right = 0 1.5x2.6 at center of board (u.o,.). INT. 89 @ 21'- 0.8" C- 3x4.3(S) C- 3x4.3(S) C -3x11 C -4X6 1C- 9 C- 2.5X3,4 TYP AT HORIZONTAL INLETS. C- 1.5x2.6 I C- 1.5x2.6 0 0 0 o C -5x6 C -5x9.4 C -5x9.4 C -5x5.1 o o C -3x4.3 C- 2.5x3.4 C- 2.5x4.3 a 3.00 C- 3x4.3(5) 3.00` 12 12 d 6 -00.00 14 -00 -00 11 14 -00 -00 6 -00 -00 1 -0400 1, 21 -01 -12 18 -10 -04 1- 104 -00 b 6 -00 -00 28 -00 -00 6 -00 -00 1 PROVIDE FULL BEARING-# 40 -00 -00 Scale: 1/8" WARNINGS: 1. Read all General Notes and Winnings before Construction of treswi General Notes, unless Otherwise noted: 1. Design to support loads as shown. 3. Builder and erection contractor should he advised General 2. DBSIgn assumes the top and 60[lom CIIO(tl5 t0 be laterally b2fRtl at ly . FILE NO.: SHOO of all Notes and 2'-O' o.c. and at 10' -0" o.c. respectively unless moods throughout theirWarningsbeforeconstructioncmamanaas. lenplh by continuous sheathing. Q V 3. 204 compression web bracing must be incomes where shown .. 4. All lateral to ra rerouting elements such as temporary and permanent bracing, 3. 2x Ira act bind Qing or lateral braong required where shown a'+ 4. Instal shop Of 1was is the reappo diblllty of the rospenve Contractor. rgJy DATE' 10/30/2007 must designed and provided by designer of complete structure. P 5. Design assumes trusses are to Ce used In a namconoslve environment, q compuTrus assumes no malcmanihor for such brecing. and are for "dry condition, of use EE S. No load should be applied to any component until after an bracing and 6. Design assumes full beanng at all supports shown. Shim or wedge if EXP. 3/31109 DES. BY: ferroners am campletq and at no time should any loads greater than design loads be applied to any component. ecessary. 7. Design assumes adequate drainage is provided plate be located on both faces of truss, their S E0 3688087 S. Cor ims has no control over and assumes no respansmilM forte B. and placed so center rues WinCJtle with joint Canter lines. CS. l G• \`aVfabrication, handling, shipment and installation Of components, T. This design is mmishee zuNecuo the limitations on was designs set moh g. Digits oinag a side ofplate neinches. 1D. FOr basic desigre values of the ComvuTms Plate, indicated by the prefix s. OFbyTPIinHpiorTPl'WICA in BCSI 1 -03 copies of which will be lumished C ", see CBO RR 4211 I ICC ESR -2529. AL-1 by cempuirus upon request. 11. The Compulmis Net Section Plate is indicated by the prefix "CN" the dembrob or(18) indicates 18 ga. material is used. All others are 26 ga. rmm-tTrtlq )nr This design prepared from comouter inout 6V 11111111111111111111111111111111111111111 IN 0 0 0 0 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: 2x 4 HE STD /STUD 1, 3 9, 11 -13 2x 4 MSR 165OF 2, 10 TO LATERAL SUPPORT <= 12110C. UON. BC LATERAL SUPPORT <= 12 "OC, DON, OVERHANGS: 17.3" 17.3' Reactions: 534 405 PREMIER TRUSS DMB TRUSS SPAN 40'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 ESE DL ON BOTTOM CHORD - 7.0 ESE TOTAL LOAD = 37.0 ESE BC CONC LL-DL= 75.0 LBS @ 18'- 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 20-00 -00 20-00-00 12 -07 -13 7 -04 -03 7 -04 -03 12 -07 -13 5.00 C -4x9.4 Q 5.00 yam, C -5x9.4 C -3x7.7 C- 3x11.9 C- 3x4.3(S) ' 3- 3x4.3(8) C- 2.5x7.7 C -3x6 C- 1.5x2.6 , 5 -04 -03 1 _ C- 1.5x2.6- 0 o C -5x5.1 C -3x4.3 a 3.00 12 C -4x6 "" C- 2.5x7.7 C- 2.5x4.3 C- 3x4.3(S) C -5x5.1 o C- 2.5x4:3 o 3.00 12 I 6 -00 -00 14 -00 -00 14 -00 -00 6 -00 -00 1 -04i 00 21 -01 -12 18 -10 -04 1 - 1- 104 -00 1, 6 -00 -00 28 -00 -00 6 -00 -00 PROVIDE FULL BEARING.# 40 -00 -00 Scale: 118" UBC 97 1TPI SINGLE MEMBER T 1= 0 B 1= 1224 W I- T 2= -1349 6 2= 177 W 2= T 3= -1270 B 3= -422 W 3= T 4= 491 B 4= -422 W 4= T 5= 2321 B 5= -285 W 5= T 6= 3772 B 6= 556 W 6- T 7= 913 W 7= T B= -555 W B= T 9= -637 W 9= T10= 0 W10= 0 OBCES 4WR /GDF /Cq =1.25 TC1. 260 ei -562 1150 W12= 917 660 W13= -293 4601679265528592164651888 BEARINGS LOCATION REACTION REO'D AREA (50. IN.) 01- 0.0' 437 1.08 HE (405) 21'- 0.8' 2291 5.66 HE (405) 40'- 0.0" 305 0.76 HE (405) MAX LL DEFL = - 0.122" (L/2028) @ 151- 3.6' L /360 = 0.688" MAX TL DEFL = - 0.298" (L/630) @ 15'- 3.8" L/240 1.031' MAX LL DEFL = - 0.039" (1-15641) @ 34'- 2.4' L 1360 = 0.611" MAX TL DEFL = - 0.089' (1-12471) @ 34'- 0.0' L/240 = 0.917" MAX HORIZ. LL DEFL = 0.040' @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.095" @ 39'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -44 Right = -59 attheir supports shown. Shim or wedge if 3a is provided Pis of buss, and placed so their center es. nRuL. Plate, indicated by the prefix 3/31/09 30/07 '< WARNINGS: Ge 1. Read all General soles area Wamings belore construction of lusses. 1. 2. guilder and erection contractor should be advised of all General Notes snit 2. FILE NO.. 5H 01 aWmings before constmrno. ccanmenc.s. 3. 2xd compression wal forcing must be Installed where spawn a. 3 4. All lateral force resisting elements such as temporary and permanent bracing. DATE: 10/30/2007 must be designed and provided by designer of complete structure. 5: compuTmsassumesnoorsponsibilityforsuchboron. s. No load should be applied to any component until after an bnaing and B. DES. BY: EE fasteners are compleb, and at no lime should any loads greater than design 7 bads be applied to any component 6 6. CompuTms has no control near and assumes no responsibility for the SEQ. : 3688088 conic ion, handling, shipment and Installation of components. g, 7. This design is bmished subject to the limitations on tress designs set forth 10, by TPI m MB -91 or TPVWTCA in SCSI 143 copies of which win be furnished by CompuTrus upon orguest 11. UBC 97 1TPI SINGLE MEMBER T 1= 0 B 1= 1224 W I- T 2= -1349 6 2= 177 W 2= T 3= -1270 B 3= -422 W 3= T 4= 491 B 4= -422 W 4= T 5= 2321 B 5= -285 W 5= T 6= 3772 B 6= 556 W 6- T 7= 913 W 7= T B= -555 W B= T 9= -637 W 9= T10= 0 W10= 0 OBCES 4WR /GDF /Cq =1.25 TC1. 260 ei -562 1150 W12= 917 660 W13= -293 4601679265528592164651888 BEARINGS LOCATION REACTION REO'D AREA (50. IN.) 01- 0.0' 437 1.08 HE (405) 21'- 0.8' 2291 5.66 HE (405) 40'- 0.0" 305 0.76 HE (405) MAX LL DEFL = - 0.122" (L/2028) @ 151- 3.6' L /360 = 0.688" MAX TL DEFL = - 0.298" (L/630) @ 15'- 3.8" L/240 1.031' MAX LL DEFL = - 0.039" (1-15641) @ 34'- 2.4' L 1360 = 0.611" MAX TL DEFL = - 0.089' (1-12471) @ 34'- 0.0' L/240 = 0.917" MAX HORIZ. LL DEFL = 0.040' @ 39'- 8.5" MAX HORIZ. TL DEFL = 0.095" @ 39'- 8.5" NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -44 Right = -59 at their supports shown. Shim or wedge if 3a is provided Pis of buss, and placed so their center es. nRuL. Plate, indicated by the prefix 3/31/09 30/07 '< IIIIIIIIIIIIIII / CamPLTjrus IP1C. This design prepared from computer input by III I I VIII VIII VIII VIII 'llllull rill l ll 0 A C] 0 i LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1 -10 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 6 WEBS: Zx 4 HE STD /STUD 1, 3- 9, 11 -13 2x 4 MSR 165OF 2, 10 TO LATERAL SUPPORT <= 12 "OC. DON. BC LATERAL SUPPORT <= 12 "00. DON, OVER HANDS: 17,3" 17.3' Reactions: 534 405 TRUSS SPAN 40'- C.0' LOAD DURATION INCPEASE - 1.25 SPACED 24.0" O.C. LOADING LL( 16.0) +DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF Be CONC LL +DL= 75.0 LBS @ 18'- 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOADS AS GIVEN AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TRUSS NOT SYMMETRICAL. ORIENTATION AS SHOWN. 20 -00-00 20 -00 -00 12 -07 -13 1 7 -04 -03 7 -04 -03 12 -07 -13 12 5.00 C -3x7.7 C -3x4 C- 2,5x7,7 C-1 .5x2.6 C -4x9.4 12 9.4" ____15.00 C -5x9.4 C- 3x11.9 2 C- 3x4.3(S) C -3x6 5 -03 -111 I-RI 10 C- 1.5x2.6 0 0 C -5x5.1 C -46 0- 3x4.3(5) C- 2.5x7.7 C -5x5.1 o o C -3x4.3 C- 2.5x4.3 +C - 2.5x4.3 C- 2.5x4.3 0 C- 2.5x4.3+ a 3.00 C- 2.5x4.3+ 3.001 12 12 175# y 6 -00 -00 14 -00 -00 14 -00 -00 6 -00 -00 1 -04100 21 -01 -12 18 -10 -04 11 1104 -00 1, 6 -00 -00 28 -00 -00 6 -00 -00 L PROVIDE FULL BEARING.# 40 -00 -00 Scale: 1/8" UBC 97 /TPI SINGLE MEMBER T 1= 0 B 1= 1224 W 1= T 2= -1349 B 2= 177 W 2= T 3= -1270 B 3= -422 W 3= T 4= 491 B 4= -422 W 4= T 5= 2327 B 5= -285 W 5= T 6= 3772 B 6= 556 W 6= T 7= 913 W 7= T B= -565 W 8= T 9= -637 W 9= T10= 0 W10= Trans ID: 224176 OBCES 4WR /GDF /Cq =1.25 TOY 260 W11= -562 1150 V412= 917 660 W13= -293 4601679265528592164651BBB BEARINGS LOCATION REACTION - REO'D AREA (80. IN.) 0'- 0.0" 437 1.08 HF (405) 21'- 0.8" 2291 5.66 IF (405) 40'- 0.0" 306 0.76 HF (405) MAX LL OEFL = - 0.122" (L/2028) @ 15'- 3.8" L /360 = 0.688' MAX TL DEFL = - 0.298" (L/830) @ 151- 3,8" L/240 = 1.031" MAX LL DEFL = - 0.039" (L/5641) @ 34'- 2.4" L /360 = 0.611" MAX TL CELL = - 0.089" (L/2471) @ 34'- 0.0" L/240 = 0.917' MAX HORIZ. LL DEFL = 0.040" @ 39'- 6.5' MAX HORIZ. TL DELL = 0.095' @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind lead enclosed structure, Exposure Or height to 30 feet). Max Calculated Uplift: Left = -44 Right = -59 notedawn. motor chords to be laterally bracetl at beclively unless braced throughout their racing required where shown ++ onafill ity of the respective contractor. O be tl.ad In a non{onciove environment. fire, t all supports shown. Shinn or wedge if oinage a provided. h faces of truss, and placed so their Center linesinches. coc RuLus Plate, indicated by the prefix P. 3/31/09 o/ ao /07 -< WARNINGS: Go 1. Read an General Notes and Warnings before cnn4mmon on,nsses. 1. 2. Builder and recline contractor should be advised of all General Notes and 2. FILE NO.: 5H02 Warnings before nmarman commences. 2.4 mmpressum was bracing must be installed whore shown 1. 3 4 All force resisting elements such as temporary and permanent bracing, 42007DATE: 10/30/2007i mum be designed and pmNded by designer of templets structure. 5, CompoTfus assumes no responsibility for such hracing. 5. No load should be applied he any component until after all bracing and 6, DES. BY: EE fasteners am complete, and at no time should any loads greater than design leads be applied to any component. 7. B' 3688089 6. CampuTms has no control over and assumes no responsibility for theSEQ.: fabheamn, handling, manager a ad ordination of components., 9 7. This design is permitted subject to the umhatlons to mass designs set forth 10. byTPIinRiB-et or TPVWTCA in BCSI 1 -0l cupres of which will be furnished by CompuTms upon request. it UBC 97 /TPI SINGLE MEMBER T 1= 0 B 1= 1224 W 1= T 2= -1349 B 2= 177 W 2= T 3= -1270 B 3= -422 W 3= T 4= 491 B 4= -422 W 4= T 5= 2327 B 5= -285 W 5= T 6= 3772 B 6= 556 W 6= T 7= 913 W 7= T B= -565 W 8= T 9= -637 W 9= T10= 0 W10= Trans ID: 224176 OBCES 4WR /GDF /Cq =1.25 TOY 260 W11= -562 1150 V412= 917 660 W13= -293 4601679265528592164651BBB BEARINGS LOCATION REACTION - REO'D AREA (80. IN.) 0'- 0.0" 437 1.08 HF (405) 21'- 0.8" 2291 5.66 IF (405) 40'- 0.0" 306 0.76 HF (405) MAX LL OEFL = - 0.122" (L/2028) @ 15'- 3.8" L /360 = 0.688' MAX TL DEFL = - 0.298" (L/830) @ 151- 3,8" L/240 = 1.031" MAX LL DEFL = - 0.039" (L/5641) @ 34'- 2.4" L /360 = 0.611" MAX TL CELL = - 0.089" (L/2471) @ 34'- 0.0" L/240 = 0.917' MAX HORIZ. LL DEFL = 0.040" @ 39'- 6.5' MAX HORIZ. TL DELL = 0.095' @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind lead enclosed structure, Exposure Or height to 30 feet). Max Calculated Uplift: Left = -44 Right = -59 notedawn. motor chords to be laterally bracetl at beclively unless braced throughout their racing required where shown ++ onafill ity of the respective contractor. O be tl.ad In a non{onciove environment. fire, t all supports shown. Shinn or wedge if oinage a provided. h faces of truss, and placed so their Center linesinches. coc RuLus Plate, indicated by the prefix P. 3/31/09 o/ ao /07 -< 0 0 0 rifirarTlTrllc It-jr- Trio dPsinn nrPnnred fringe cmmnllter innut DV 111111111111111111111111111111111111111111111 LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1, 3- 8, 10 2x 4 MSR 210OF 2, 9 BOTTOM CHORDS: 2x 4 MSR 165OF 1- 5 WEBS: fix 4 HE STO /STUD 1, 3- 8, 10 2x 4 MSR 165OF 2, 9 TO LATERAL SUPPORT <= 12 "OG. USE. Be LATERAL SUPPORT <= 12 "OC. UON. OVERHANGS: 17.3' 17.3' Reactions: 1563 1563 PREMIER TRUSS DMB TRUSS SPAN 40'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 16.0)+DL( 14.0) ON TOP CHORD = 30.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 37.0 PSF BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON CONCURRENTLY. 20-00-00 - 20-00-00 12 -07 -13 7 -04 -03 7 -04 -03 12 -07 -13 12 C -5x5.1 12 5.001--- 5.0" x5.00 l C- 1.5x2.6 C- 1.5x2.6 C- 3x7.7(S) C. 3x7.7(5) C- 3x11.9 C- 3x11.9 C- 1.5x2.6 C- 1.5x2.6. o o C-7;<11.9 C -4x9.4 C- 3x6(S) C -4x9.4 C- 701.9 o o C- 5x11.9 C- 501.9 0 a 3.00 3.00L 12 12 J, 1 6 -00 -00 1 14 -00 -00 14 -00 -00 6 -00 -00 L-4 1- 041006 -00 -00 28 -00 -00 6 -00- 001 - 104 -00 40 -00 -00 Scale: 1 UBC 97 /TPI SIN' T 1= 0 T 2= -7017 T 3= -fi893 T 4= -3033 T 5= -3030 T 6= -3030 T 7= -3033 T 8 =. -6893 T 9= -7017 T10= 0 LE MEMBER FORCES 8 1= 6549 W 1= B 2= 3806 W 2= 8 3= 2065 W 3= B 4= 3806 W 4= B 5= 6549 W 5= W 6= W 7= W B= W 9= W10= 4WR /GDF /Cq =1.25 TON 4330601206315123112313151208306043 BEARINGS LOCATION REACTION REO'D AREA (50. IN.) 01- D.C. 1480 3.65 HF (405) 401- 0.0" 1480 3.65 HE (405) MAX LL DEFL = - 0.588° (L/804) @ 24'- 7.1' LOSS = 1.314" MAX TL DEFL = - 1.354' (L/349) @ 24'- 7.1' L/240 = 1.971" MAX HORIZ. LL OPEL = 0.370" @ 39'- 8.5" MAX HORIZ. TL DEFT = 0.850" @ 39'- 8.5' NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load enclosed structure, Exposure C, height to 30 feet). Max Calculated Uplift: Left = -24 Right = -24 EXP. 3t31f09 WAR W NGS: General Notes, unless otherwise noted t. Read an General Notes and Warnings before Causo-uaian of bosses. 1. Design to support loads as shown. 2. Builder and erection con -th r should be advised of all General Notes and 2. Design assumes no tap and bottom chords to be laterally braced at FILE ND.: 51-03 Warnings before construction commences. 2' -0' D.C. and at 10'-0" O.C. respectively unless braced throughout their a 2x4 compression was bracing must be installed where shown +. 4. All laleell fora resisting elements such as temporary and bracing. le pre by continuous sheathing. 3. 2x Ile ad bridging Or lateral bracing required where shown ++ DATE: 10/30/2007 permanent must be designed and provided by designer m<ompklezwnum. 4. InstalPation of truss is the rem onsibility of the respective Contractor. 5. Design assumes trusses are Qa be used in a non - corrosive environment, Computers assumes no responsibility on, ..in bracin, and Bra for 'di Condition" of Use S. No load should be applied to any component until error an baring and S. Design assumes full bearing at all supports shown Shim or wedge it DES. BY: EE fasteners am complete. and at no time should any loads greater than design leads be apples to any component. n0cemsah( 7. Panay cresumescafte on bat isof bovld0tl. B. Planar Stlall CB bC2Ie0 On both facRS o 1N 55, and placed so (hair center SEQ. : 3688090 6. Cars UTmz has no control over and assumes no responsibiblY for the Imes c intitle vntn joint motor lines. fabncaron. handling, shipment and iromare wn of components. 1. This Cast in is fumishea subject to the Idendimz on buss designs set town D' Digits indicateiso sizevaluesplate h inches. 10. For basic design values of the 529. Plafe, indicated by the prefixbyiIinNIa-et or TPVWTCp in ecsl l -m copies of which win be fuml :M1etl SR- C ", see ICBORR 4211 / CC ESR -1529. by campuTms upon request. 11. The CorepuTms Net Section Plate is indicated by the Grenx "CN" the designator (18)indiwles 18 ga. malarial is used. All others are 2b ga. EXP. 3t31f09 ICompuTvus IYIC. This design prepared from computer input by IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x 4 MSR 165OF 1- 3, 8 -10 2x 6 MSR 165OF 4- 7 BOTTOM CHORDS: 2x 4 MOB 165OF 1- 6 WEBS: 2x 4 HE STD/STUD 1- 9 TO LATERAL SUPPORT c- 12 "OC. UON. BC LATERAL SUPPORT I- - 12 'OC. LON. NOTE: 1x3 BRACING AT 24.00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED C -1x2.6 or equal at non - structural vertical members Lunn). 0 e 0 o 0 0 0 12 -07 -13 12 -07 -13 7 -01 -13 36N 12 5.00 40 -00 -00 DUTCH SETBACK 6 -00 -00 FROM END WALL LOAD DURATION INCREASE = 1.25 + LOADING TO UNIF LL( 32.0)+OL( 28.0)= 60.0 PLF 0' -. 0.0' TO '40'- TC UNIF LL( 48.0) +DL( 42.0)= 90.0 ELF 6'- 0.0" TO 34'- BC UNIT LL( 0.0)-DL( 28.0)= 28.0 PIT 0'- 0.0" TO 40'- TO CONC LL( 160.0) +DL( 140.0)= 300.0 LOS @ 6'- 0.0' L TO CONC LL( 160.0) +DL( 140.0)= 300.0 LED @ 34'- 0.0' L BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON - CONCURRENTLY. TRUSS DESIGNED FOR 4X2 OUTLOOKERS. 2X4 LET -INS OF SAME SIZE AND GRADE OF STRUCTURAL TOP CHORDANSURE TIGHT FIT AT EACH END OF LET- IN.CONNECT WITH C- 2.5X3.4 TYP @ 36' D.C. (UON). 14 -08 -06 12 -07 -13 9 -10 -14 10 -03 -08 7 -01 -13 4X2 OUTLOOKER NOTCHED CUT WITH 7 -01 -13 CARE AT IN -LET AREAS ONLY. .3008 C- 2.5x4.3 12 Q 5.00 C- 5.5x6+ 5x5.1(S) C- 5.5x6+ C -3x9.4 C- 2.5x4.3 C -2.5x6 C- 1.5x2.6 1 -04 -00 1/0" 0.25" C- 1.5x2.6 C- 5x7.7(S) Continuous bearing 40 -00 -00 C -2.5x6 0 o C- 2. Exit .3 ° 6 h 1-04-00 Notes, unless otherwise noted In to su000rt loads as shown. Trans ID: 224176 ONO Y 6200 00 195 DRAG IOAO NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load 0.0" V (enclosed structure, Exposure C, height to 30 feet). 0.0" L 0.0" V Max Calculated Uplift: Left = .196 Right = -196 INT. _ -18 @ 6'- 7.2" INT. _ -19 @ 13'- 2.7' INT. _ -28 @ 20'- 0.0" INT. _ -19 @ 26'- 9.3" INT. _ -18 @ 33'- 4.8" to be laterally braced at ss braced throughout their 8 where shown ++ supports shown. Shim or wedge if is is Provided, as of truss, and listed eft their center 23. nHuTrus Plata, indicated by the prefix 3/31/09 WARNINGS; Get 1. Read all General Notes and Warnings before construction at losses. 1. Z. Build" r and erection contractor should be advised of all General Notes and 2. FILE N0.' 5H04 Warnings before conatmctian commences. 3. h4 compression was brece, must Intensional where shown +. 3 C. All lateral farce resisting elements such as temporary and permanent bracing, 4 DATE: 10/30/2007 must be designed and provided by designer of complete structure. 5, CompuTrus assumes no reep -milk, for such bracing. S. No load should be applied to any component until after all bracing and 6. DES. BY: EE ta.tenem are complies, and at no time should any loads greater than design leads be applied to any component LB' 6. CampuTUs has no control over and... gross no responsibility for the SEQ. : 3688091 fabrication, handling. shipment and installation of components. 9 7. This design is fumi :had subject e the limitations on truss designs oat forth 10. by 7PI in Mai or TPYWIgoodAinBC 143 copies of which will be IumisMd by CopuTms upon request. 11. m 0 o C- 2. Exit .3 ° 6 h 1-04-00 Notes, unless otherwise noted In to su000rt loads as shown. Trans ID: 224176 ONO Y 6200 00 195 DRAG IOAO NOTE: Truss designed in accordance with UBC 97 reflecting a 70 mph wind load 0.0" V (enclosed structure, Exposure C, height to 30 feet). 0.0" L 0.0" V Max Calculated Uplift: Left = .196 Right = -196 INT. _ -18 @ 6'- 7.2" INT. _ -19 @ 13'- 2.7' INT. _ -28 @ 20'- 0.0" INT. _ -19 @ 26'- 9.3" INT. _ -18 @ 33'- 4.8" to be laterally braced at ss braced throughout their 8 where shown ++ supports shown. Shim or wedge if is is Provided, as of truss, and listed eft their center 23. nHuTrus Plata, indicated by the prefix 3/31/09 s 0 0 FOR GABLE ENDS UNDER 6' -8° IN HEIGHT GABLE END TRUSS MAY RESIST UP TO 18D LF DRAG LOAD, Com 1JTPLl6 . nrP ^MINIMUM GABLE STUD GRADE -2x4 STANDARD GRADE HEM -FIR PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN Manufacturin • En ineerin • DQm Utef ACCORDANCE WITH UBC TABLE 25 -I. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. CABLEEND C- 25x4.9 2) y 2.4 BRACE AT ATTACHo. WITHAT C-1 a6 Typical w_ CENTERLINE. ATTACH WITH i6a NAILS SHOWN IN O. 2) 211-11— " STRUCTURALTRUSSESV/ 4 G2.Sx4.9 16' MAX PLATE 2) BRACING FOR GABLE END FILE NO: GABLE END DRAG DATE: 01/01198 REF: 25 -15 DES: SC CUTOUT FOR 4x2 OUTLOOKER C- 2.5x43 (Spl) "' "-' CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 4x2 OUTLOOKER N 1 c` OFFSTUD 1x4 ADD -ON. ATTACH OVERSTUD 29017 A WITH 8d NAILS AT 9'0,c EXP. 3/31/07 7(( 412 OUTLOOKER DETAILS 0 0 CJ 0 FOR GABLE ENDS OVER 6'b' IN HEIGHT MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE HEM-FIR CompuTi'us. Inc. Manufacturin . En ineerin . Com uter l GABLE END TRUSS MAY RESIST UP TO 180 LF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WTH UBC TABLE 261. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATHING TO 2x4 BLOCKS WITH 3 -16d NAILS GABLE END EACH END 7r ed NAILS AT 6' NOTCHED PER 2x4 BRACE WITH 4 -16d NAILS OUTLOOKER 6-0'o.c. MAX 8d NAILS AT 6" o.c . GABLESTUD 16d at 24' o.d. L2 x4 BLOCK 146tl2-16d WITH AILTOENAIL 16dofEACHEND. 2 -t6tl 24. a C. 2 -16d e r 0 Typical Details For Shop Fabricated Valleys GoinPuTrI`Jr {SIC. Minimum grade or lumber shall be construction grade Hem -Fir or Doug. Fir Manufacmrin • En ineerin • Com uteri Svsrems VALLEY SCHEDULE VALLEY DETAILS A - 0' to 4' -0' 6 - 4' -1' to STE' 2x6 or as required C - 8' -1' to 12 TO' D - 12' -1' to 16-0,. E - 16' -1" to 20'-0' F - 20'-l' to 24 0" G - 24' -1' to 28' -0' Up to 6 " -0" Heel not required to end over truss LOAD DURATION INCREASE = 1.25 c- 25x4.3 SPACED 24 0 C. LOADING LL *DL ON TOP CHORD= 30 PSF DL ON BOTTON CHORD = 10 PSF' cae26 e -1x26 TOTAL LOAD = 40 PSF' 6 P CHORDREDUCTIONCSTRESSESSc -1x26 BOTTOM PSF REAKEN O ONLY to 16 r0' C U26 // \ \Gt 2.6 0.2 4x43 FILE NO'. VALLEY DETAILS DATE: 01/01198 REF: 15 -1 DES: SC SEC: S151514 UBC -97 C -1x26 C -tw3 6 W29017 EXP. 3131107 Cut to match slope of roof Bottom Chord ofV Iley Truss 2x4 ValleyTmyy a3 Top "and ar days Ni'lN65: t Read all General Notes one Warnings ..,a andanigion of trusses. 2 Suagodramere..A contractor snob. de advisee of all General Notes and Warnings torore construction commences. 3 TO compression Web bracing must de i mtaned where shown.. 4 An lamral force resson6 elements such as temporary and Perm anent bracing,,. t e designee and provider by designerorcompetestructureuscomf®rt— assumes no respopor such bracing. s No Joao he re be sari W any wmprnent unit after an bra cirg and fasteners are compete, and at no time mould any Iocas greater than design loads be applied to any component. 6 eam aParn nos no tomcat over and assume, no responsibility r the fabrication. handling. shipment and Installation or 7 Tm Pon anioAdesign is fur —mod aubf¢ct to the impa insh an eeslarte set radio by me rinds Plate msntut¢ In'Sracthg W000d Tresses. HIS 91- a copy of Winch will ed furnished by Compuimd upon nearest GENERAL NOTES, unless otherass noted'. 1 to eslgn to s upporz loads as anown. 2 oesgn assumes the top and Month chore, to be lateral braced a12 0' o¢. am at 12 -0' o.c. respectivery. s 2xa Impart bridging or lateral bracing recommended wrote show 4 matallation At truss is the resppranbtiity of the respegme cono-a , s Design assumes trossos a o be reed in non-corrosiveem, and are for-dry mora 'oI rise- a 6 0es gn ass es full bean, at all supplies shown. Shim or wedge it n¢C Ssary. 7 Design assumes assemble drainage is provided. 8 Plates shall be mcated on both faces of trade, and placed so their center tmars coincide whi joint center Imes. 9 digits indicate size of pate In Inches. 10 For basic design values of me Compatible Plate, indicated by the prefix 'C', see f C.a. o- R N 4,11 n The compuIIas Net Section Plate td retained by the prefix CN', the deatgnamr hel indicates 18 ga. ma.ernl is used All others are 20 ga. FOR THE SPANS NOTED BELOW, LUMBER SHALL BE OF THE MINIMUM GRADE AND SPECIE INDICATED Chord Size 240OF 210OF 195OF 180OF 165OF 145OF SS DF #1 &B DF 41 DF #2 DF SS HF #1 &B 11F #1 HF #2 HF 2x Top 6 Chord 2x4 Bosom yx4Chord IWEB MEMBERS - 2X4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN 'MEMBERS - 2x4 STANDARD OR STUD GRADE HEM - FIR, OR AS NOTED ON DESIGN ' s s Lm e 0 LompuTsus.Inc. Manufacturing . Engineering . Computer Systems Valley Jacks RIDGE BOARD at 24-o.c. —] FILE NO: CALIF FILL DETAIL DATE: 01/01/98 REF: 25,15 -1 DES: SC SEQ: 5151509 UBC -97 RitlgePudin RitlgePost Jack FJ Post Ritlge ` J Puein Jack Putlin DETAIL FOR CONVENTIONALLY FRAMED VALLEY FILL VALLEY JACKS SPACED 24" o . CLEAR SPAN NOT TO EXCEED 8' -0". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE G.S.I. LOADING. VALLEY PADS 1%6BR2- 2x4's. JACK POSTS 2x4'5 TO BE PLACED UNDER VALLEY JACKS AT NO MORE THAN 8' -0" o c AND NAILED TO JACK PURLINS. JACK PURLINS 2x4x4' -0' SPANNING OVER THREE TRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD MINIMUM 2x6 NO, 2 HEM FIR. RIDGE POST . 2x4 'a TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5' -0- o.c. AND NAILED TO RIDGE PURLIN. RIDGE PURLIN 2x4 WHOSE LENGTH 15 1f2 THE VALLEY WIDTH AT THE POINT INDICATED BY A RIDGE POST. NAILING PER U.B.C. 1997 SECTION A END WALL, GABLE END OR GIRDER TRUSS Valley Pad TRUSS AT 24' ac. A Jack Putlin J Ridge Pudin A 0 0 11 L 0 Cocnpu-Trus. VIC. Manufacturin • En ineerin • Com uter S stems SETBACK FROM END WALL DUTCH GABLE TRUSS SIDE VIEW TYPICAL END JACK SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE COMMON TRUSS DUTCH CABLE TRUSS END JACK TOP CHORD — I 4 I END JACK A ICK5 J TYPICAL — FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING HIP RAFTER Bottom Chord, Use Wedge at Corner Members or Where No Ceiling le Speatied. SETBACK FROM END WALL PER ENGINEERING EXP. 3131107 BIDE JACKS A ICK5 J TYPICAL — FOR SIZE AND ATTATCHMENT REQUIREMENTS SEE ENGINEERING HIP RAFTER Bottom Chord, Use Wedge at Corner Members or Where No Ceiling le Speatied. SETBACK FROM END WALL PER ENGINEERING EXP. 3131107 Im 0 m 0 0 Lm I llllllllllll F MBER SPECIFICATIONS: 2x 4 DF N78BTR or= 2x4 MSR_ 1650F ALT. END DETAIL C- 3x11.9{ 1111 M31111111111111111111 11- 3 -12 CORNER RAFTER SETBACK 8- 0- 0 FROM END WALL LOAD DURATION INCREASE = 1.25+ TOP chord LL (16 PSF) + DL 114 PSF) = 30 PSF Scale: 112' JOB NAME_ HIP RAFTER ovide support. I< c F Y v m m,erae re be rile,Wy eraRe0 Il" canf Dnns 4u-IIBC -97 Anver: 1.09 0L) -B yely ew re v6e gr+mr.mr..a.e- m.nem•.,r, ' mPPerts zh6wn. SFun or wedged r;mm l Tn olrV.,ganE Pr6cea re tpelr center eVll h/.[IIRMD.BI6xej/Ipp. COeWIEP 6.6nN6 wunm Rne, mtic>tm br D varu e etlieated by the marrz'CN'. the r Nw is used, AD mere + 10 g•. n.•e a c..ea n.rw.w w.eee. eew. me.weu•e •r au..e. 1.. euuew ne w•m.DUm..ne.b.:aa e. •eN•M.r.y D.•I x.m e,a w..a.w ea••. a..u..er.. m.,e.m. a.ln=•w a..•s a•moeu•n e. nn.n.e.ti.•te.:. .. s. OA -FE: ]/ 312002. _ r..be +.._.. s...•.a •...... e..' °' tic•.wn•.• n' nb<edwwa+w w•we.e nre e•t mra •. uee : ,..aw:.mnrw.•d e,.d.a 8. BES-'t3Y.'JAG ee.q..,.b.... a.. a.w...r b.a. were u.,eww• a- SEO.- 825689 b•tl. Le •K!W r• •ny e.perr,l. 6- Nww•eu.r.. e••+Im•r..w ww w.umn D.rww+•unvmm• g. he.rt ^..a•9.lban N 4.Y.o-n a! e.epru. 1 O. n ., I...i.d.Wa. <•IM eMyP•,. an Mv. lyM•Tme M• MIMe A'Yndp Wwd ynu•u. Ml®41 <l'. • qy.1 1). ovide support. I< c F Y v m m,erae re be rile,Wy eraRe0 Il" canf Dnns 4u-IIBC -97 Anver: 1.09 0L) -B yely ew re v6e gr+mr.mr..a.e- m.nem•.,r, ' mPPerts zh6wn. SFun or wedged r;mm l Tn olrV.,ganE Pr6cea re tpelr center eVll h/.[IIRMD.BI6xej/Ipp. COeWIEP 6.6nN6 wunm Rne, mtic>tm br D varu e etlieated by the marrz'CN'. the r Nw is used, AD mere + 10 g•. C Cumpumrus. Irlc. Manufacturing • En ineerin • Com user S stems 3 -1( I FILE NC DATE: REF: PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10' -O" AT HIP NO. 1 WITH CEILING LOAD OF 5psf I, Bottom chord of Hip i No.l 11- 2' -e" oc typical NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4 -16d nails. Bottom chords of end joints are attached with 3 -10d nails at each end of the pressure block. Hip No. 1 truss 3-104 Ci 0 0 e 0 J U x..1' CompuTs-us. {nc:. Manufacturin • Fn ineerin • Com uter SYSICrnS ALTERNATE FRAMING DETAIL AROUND 30" ACCESS TYPICAL ROOF TRUSS LAYOUT x 24" I 24' t 24 L 24- L 24• I 24' L 24" 1YYYY NOTE : REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT 24" 1 24" 1 21" A single member common (net 24" o.c.) 30" clear 21- L 24" 24" Y A <J Y EXP. 3/31107 Section A -A M GENERAL NOTES, unless otherwise noted: 1 Design to support loads as shown. 2 Design assumes the top and bottom chords to be laterally braced a1 2' -0" o.c. and at 12' -0" o.c. respectively. 3 2.4 Impact bridging or lateral bracing recommended where shown + +. 4 Installation of truss is the responsibility of the respective contractor. 5 Design assumes trusses are to be used in a non- corrosive environment, and are for "dry condition" of use. 6 Design assumes full basting at all supports shown. Shim or wedge if necessary. 7 Oeslgn assumes adequate damage is provided. 8 Plates shall be located on both faces of truss, and placed so their center lines coincide with joint centerlines. 9 Digits indicate size of plate in inches. 10 For basic design values of the CompuTrus Plate, indicated by the prefix "C ". see I.C.B.O. R.R. 4211 11 The CompuTus Net Section Plate is indicated by the prefix "CN ", the designator (18) indicates 18 go - material is used Ag others are 20 go, Ladder Frame Between trusses with 2x4 at 48" o.c. i • • s • C Inr-. 31945 Corydon Rd., Lake Elsinore, CA 92530 (951) 245 -9525 Fax (951) 245 -9805 Compression web bracing shown on CompuTrus designs is to resist buckling of those webs. An alternate method to brace 10 / 2x4 bracing shown on a single member truss is to attach "T" bracing. T bracing is a 2x member placed flat on the web as shown in the figures. 1- lx3/2x4 Brace Required 2 or 3- 10/2x4 Braces Shown See appropriate Compu frus See appropriate CompuTrus Engineering Engineering 2x4 T Brace 7-.*— Web 2x6 T Brace i Web 2x4 T Brace Web The T brace must be at least 80% of the web length and is attached with 8d nails at 3" o.c. throughout. If a 2x4 or 2x6 web requires a single brace, a 2x4 T brace may be substituted. If a 2x4 or 2x6 web requires 2 or 3 braces, a single 2x6 T brace or a 2x4 T brace attached to the top and bottom of the web may be substituted. The T brace(s) must be of equal or better material than the web. EXP. 3131107 r SLEGACY REPORT ER -4211 Reissued February 1, 2005 ICC Evaluation Service, Inc. BusinesslRegional Office • 5360 Workman Mill Road, WfitGa, Ca4fomia 90601 w (562) 699-0543 Regional Office • 900 Montclair Road, Suite q Birmingham, Nabama 35213 • (205) 599 -9800 WWW.icc-es.org Regional Office 4051 West Flfsmocr Road, Country Club Hills, Illinois 60478•(708) 799 -2305 Legacy report on the 1997 Uniform Building Code M DIVISION: 06 —WOOD AND PLASTICS Section: 06175 —Truss Plates COMPUTRUS TRUSS PLATES COMPUTRUS, INC. 31945 CORYDON ROAD LAKE ELSINORE, CALIFORNIA 92530 1.0 SUBJECT CompuTrus Truss Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: The CompuTrus Truss Plates are flat steel plates designed to connect wood truss members. The plates are manufactured from galvanized steel and come in various lengths and widths, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for trusses using truss plates described in this report. 2.2 Materials: The CompuTrus truss plates are punched from No. 18 gage 0.0454 inch (1.15 mm) base metal thickness] and No. 20 gage [0.0375 inch (0.95 mm) base metal thickness] G60- galvanized sheet steel complying with the mechanical requirements established in ASTM A 653 SO Grade 33 or higher. Each plate has 9.4 teeth per square inch of plate, each tooth is. approximately '/3 inch (8.5 mm) long and approximately 0.106 inch (2.7 mm) wide. The teeth are punched in pairs, with each pair spaced '14 inch (6.4 mm) on center along the width of the plate, and 0.85 inch (21.6 mm) on center along the length. Alternating rows of teeth are staggered 0.10 inch (2.5 mm) from adjacent rows. The 'CN" series plates are identical to the "C' series plates, except that every third row of teeth is omitted. Plates are 0.85 inch (21.6 mm) in length, and are available in widths of up to 12 inches 305 mm), in '/2-inch (12.7 mm) increments, as required by design. The plates are applied to truss members in pairs, with one plate on each face of each joint, using a power press constructed in accordance with the manufacturer's specifications. See Figure 4 for details of plate dimensions. 2.3 Allowable Loads: Tables 1, 2 and 3 provide allowable lateral loads, tension loads and shear loads, respectively, for the CompuTrus truss plates. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1 -1995. A copy of the ANSI /TPI 1- 1995 standard must be supplied to the building department when this is requested by the building official. 2.3.1 Lateral Resistance: Each CompuTrus truss plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, on the orientation of the teeth relative to the load, and on the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1 -1995. Table 1 provides allowable lateral loads for the truss plates. 2.3.2 Tension ,Resistance: Each CompuTrus truss plate must be designed for tension capacity, based on the orientation of the truss plate relative to the direction of load. Design fortension must be in accordance with Section 1122 of ANSI /TPI 1 -1995. Table 2 shows allowable tension loads for the truss plates. Additionally, the net section of the truss plates for tension joints must be designed using the allowable tensile stress of the metal, adjusted by the truss plate tensile effectiveness ratios shown in Table 2. 2.3.3 Shear Resistance: Each CompuTrus truss plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI /TPI 1 -1995. Table 3 shows allowable shear loads for the truss plates. Additionally, the net section of the truss plates forheel joints and otherjoints involving shear must be designed using the allowable shear values for the truss plates, adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load reduction factors for the metal plates, when they are applicable, must be considered cumulatively in the design of truss plates used in fabricated wood trusses: 1. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by a strength reduction factor, Qa, shown in Table 4, when the plates are installed in lumber by means of a single -pass, full- embedment roller system having minimum roller diameters equal to 18 inches (457 mm). This reduction does not apply to embedment hydraulic - platen presses, multiple roller presses that use partial embedment followed by full - embedment rollers, orcombinations of partial embedment roller presses and hydraulic - platen presses that feed trusses into a stationary finish roller press. When trusses are fabricated with single -pass roller presses, the calculations for the truss design submitted to the building CC -ES legacy re arss me trot In be construed as representing aesthetics or any other atrrrbutas not specifica7Ty addressed, a., are they m be construed as an endorsement of the subject of the r epan or a recommendarlon for iss rue Zhere is no a, by [CC Evaluation Service, Inc., express or imp /led, as to arty finding or other matter in this report, or as to any product covered by the report_ Copyright C 2005 Page 1 of 6 0 A 3e2of2 department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the CompuTrus truss plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the CompuTrus truss plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for CompuTrus truss plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, He, as follows: He= 0.85 - 0.05(12 tan 8 -2.0) where: 0.65sHas0.85 6 = Angle between lines of action of the top and bottom chords (shown in Figure 3). Where the top chord slopes are greater than 12:12(100% slope), this heel -joint reduction factor is not applied. 2.3.5 Combined Shear and Tension: Each CompuTrus truss plate must be designed for combined shear and tension capacity, based on the orientation of the truss plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Section 11.2.4 of ANSI /TPI 1 -1995. 2.3.6 Combined Flexure and Axial Loading: Truss plates designed for axial forces are only permitted as splices in the top and bottom chord when the splices are within 12 inches 305 mm) of the calculated point of zero moment. Design of truss plates at splices in the top and bottom chord that are not placed within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using truss plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the truss plates may be increased for duration of load in accordance with the code. Calculations must specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following information, at a minimum, should be specified by the design engineer: 1. Truss span, spacing, and slope or depth. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of truss plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. 7. Design calculations conforming to ANSI/TPI 1 -1995 and any adjustments to lumber and truss plate allowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabricator that has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2304.4.4 and 2321.3 of the code and Section 4 of ANSI /TPI 1 -1995. The allowable ER -4211 loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneumatic embedment presses; multiple roller presses that use partial embedment followed by full- embedment rollers, or combinations of partial embedment roller presses and hydraulic - platen presses that feed trusses into a stationary finish roller press or, if the adjustment factors given in Table 4 are used, single -pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum -18 -inch (457 mm) diameters. Plates embedded with a single -pass, full- embedment roller press must be preset, before passing through the rollerpress, by striking at least two opposite corners of each plate with a hammer. 2.6 Identification: The CompuTrus "C' Series plates are embossed with the designation "C -20" or "C -18," for the No. 20 gage or No. 18 gage plates, respectively. For the "CN" series, the No. 20 gage plate is identified by the designation "CN -20" embossed on the plate, and the No. 18 gage plate is identified by the designation "CN -18." 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1 -1995; and a quality control manual. 4.0 FINDINGS That the CompuTrus Truss Plates for Wood Trusses described in this report comply with the 1997 Uniform Building Coder (UBC), subject to the following conditions: 4.1 Plans and calculations are submitted to the building official for the trusses using truss plates described in this report. 4.2 The truss plates are designed to transfer the required loads using the design formulae in ANSIITPI 1 -1995. A copy of the ANSI /TPI 1 -1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads forthe truss plates complywith this evaluation report. 4.4 Truss plates are not permitted to be placed where knots occur in connected wood truss members. 4.5 Truss plates are installed in pairs on opposite faces of truss members. 4.6 Trusses using truss plates described in this report must befabricated bya truss fabricator approved by the building official, in accordance with Sections 2304.4.4 and 2321.3 of the UBC. 4.7 Allowable loads shown in the tables of this report may be increased forduration of load in accordance with the UBC. 4.8 Overpressed truss plates are not permitted. Overpressed plates occur when the truss plate is embedded into the lumber more than one -half the plate metal thickness. 4.9 Allowable loads shown in the tables of this report are not applicable to truss plates embedded in lumber treated with fire- resistive chemicals. 4.10 When a one -hour fire- resistive rating is required for trusses using CompuTrus plates, see evaluation report ESR -1338. This report is subject to re-examination in two years. n Page 3 of 5 TABLE 1- ALLOWABLE LATERAL RESISTANCE VALUES FOR THE COMPUTRUS TRUSS PLATESI,2 n ER -4211 For SI: I Ib. /inch2 = 6.89 kpa. I See Figure I for a description of plate orientation. 2Values are determined using the gross area method. 3Truss plates are installed in pairs on opposite faces of truss members. TABLE 2- ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES' PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL Species Specific Gravity AA EA AE EE Allowable Load Per Plater (pounds per square Inch of plate contact area) 1,310 Southern yellow pine 0.55 206 151 113 108 C -20 Douglas fir -larch 0.49 206 151 113 108 andC -IS Hem -fir 0.43 161 137 110 104 C -20 Spruce -pine -fir 0.42 161 137 110 104 49 Southern yellow pine 0.55 132 118 102 113 CN -20 Douglas fir -larch 0.49 132 118 102 113 ancCN-18 Hem -fir 0.43 106 109 114 114 732 Spruce- pine -fir 0.42 106 109 114 114 For SI: I Ib. /inch2 = 6.89 kpa. I See Figure I for a description of plate orientation. 2Values are determined using the gross area method. 3Truss plates are installed in pairs on opposite faces of truss members. TABLE 2- ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES' PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATEt 0° 90° 0° g0° Allowable Tension Load (pounds per lineal Inch per pair of plates) Tension Load Efficiency Ratio C -20 1,310 942 0.63 0.46 CN -20 1,514 937 0.75 0.46 C -18 1,619 1,080 0.62 0.42 CN -18 1,859 1,220 0.73 0.48 For SI: I Ibf /inch = 0.175 N /nom. I See Figure 2 far a description of plate orientation. 2The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. TABLE 3- ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR COMPUTRUS TRUSS PLATES For SI: I Ibf /inch = 0.175 N /nom. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Q„ FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM -I8- INCH - DIAMETER SINGLE -PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY' OR DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0.49 0.96 0.50 PLATE O° 1 30° 60° 00° 120° ISO- 0° 1 30° 60° Be- 120° 150° MODEL Allowable Shear Load pounds per lineal inch per pair of plates) Shear Load Efficiency Ratio C -20 609 120 1,106 1 801 423 506 49 0.59 0.91 0.66 0.35 0.42 CN -20 GIO 696 1,045 738 587 486 0.50 0.57 0.86 0.61 0.48 0.40 C -18 702 732 1,241 1,041 565 578 0.45 0.46 0.79 0.66 0.36 0.37 CN -18 647 787 809 860 703 508 0.42 0.51 0.52 0.55 0.45 0.33 For SI: I Ibf /inch = 0.175 N /nom. TABLE 4- ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, Q„ FOR COMPUTRUS TRUSS PLATES INSTALLED WITH MINIMUM -I8- INCH - DIAMETER SINGLE -PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY' OR C -20 and C -I8 0.49 0.96 0.50 0.96 CN -20 and CNA 8 0.49 0.87 0.50 0.87 The Qg values corresponding to the value "0.49;' above, apply to all wood species combinations having an average published specific gravity of 0.49 or lower: the Qg values corresponding to the value "0.50" apply to all wood species combinations having an average published specific gravity of 0.50 or higher. The Qg values shall be applied to all plate/wood orientations described in Figure 1. n 4 AE Orientation EE Orientation FIGURE 1 —PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Lengthf' '1 Width f r-a Page 4 of 5 ER -4211 LOAD Go LOAD LOAD 0000000010000000000000 LOAD 09000C9000 000000000100 G ° ° 00000000a00 0000a0000000 1000 0 aQ1 Oa, d Q 0a AA Orientation EA Orientation 4 AE Orientation EE Orientation FIGURE 1 —PLATE ORIENTATION FOR LATERAL RESISTANCE VALUES Lengthf' '1 Width f i00000000000 000000000000 0000000'00 00070000000 00000700000 000000000000 007'ao9 0g_olgca1 00 Plate Orientation 900 Plate Orientation FIGURE 2 —PLATE ORIENTATION FOR TENSION VALUES e e s FIGURE 3 —HEEL JOINTS TO WHICH THE REDUCTION FACTOR, Hp, APPLIES r-a i00000000000 000000000000 0000000'00 00070000000 00000700000 000000000000 007'ao9 0g_olgca1 00 Plate Orientation 900 Plate Orientation FIGURE 2 —PLATE ORIENTATION FOR TENSION VALUES e e s FIGURE 3 —HEEL JOINTS TO WHICH THE REDUCTION FACTOR, Hp, APPLIES Page 5 of 5 Y r i i i 35" 5" ER -4211 106• II a l--1 333' r— I LONGITUDINAL AXIS TYP. E s AN 1j0" .85" .35° .5" 1 I — - II CSI O O O O O O O O O O O O O O O O O O O O O O O O 25" 106" MODEL C -201 C -18 WIDTH TYP. 5" 25" 5" MODEL CN -201 CN -18 1os° FIGURE 4— COMPUTRUS PLATE DIMENSIONS 10" 85" 35" 5" 1j0" .85" .35° .5" 1 I — - II CSI O O O O O O O O O O O O O O O O O O O O O O O O 25" 106" MODEL C -201 C -18 WIDTH TYP. 5" 25" 5" MODEL CN -201 CN -18 1os° FIGURE 4— COMPUTRUS PLATE DIMENSIONS Diagonal bracing - repeat at approximately 20 feet intervals in length of building, Added diagonal Figure 4(b) bracing In the plane of the web members, prevents lateral movement. space 12 fish. to I1.0 uante, baking f.r rots. 7 space a teal on cenis L •ss bustling Trusses (typical) Continuous lateral bracing maintains spacing, but permits trusses to move 4 laterally, Diagonal bracing between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the builtling. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefor, left in place as permanent bmcing.,Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should bel limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any materials (such as gravel or shingles) should be 10 Diagonals form braced bay. Repeat at both ends and at approximately 20 feet Intervals. C III {•I_ ICI I 1'l1i e... . Figure 4(b) bracing In the plane of the web members, prevents lateral movement. space 12 fish. to I1.0 uante, baking f.r rots. 7 space a teal on cenis L •ss bustling Trusses (typical) Continuous lateral bracing maintains spacing, but permits trusses to move 4 laterally, Diagonal bracing between laterals placed at approximately 45 degrees is recommended for stability of the bottom chord. Diagonal bracing in the plane of the bottom chord is generally not required throughout the length of the building, but it is recommended that it be located at least at each end of the builtling. In most cases, temporary bracing in the plane of the bottom chord is installed at the locations specified on the architectural plan for permanent bracing, and is, therefor, left in place as permanent bmcing.,Figure 5 illustrates bracing in the plane of the bottom chord. Full bundles of plywood should not be placed on trusses. This construction load should bel limited to 8 sheets of plywood on any pair of trusses and should be located adjacent to the supports. No excess concentration of any materials (such as gravel or shingles) should be 10 Diagonals form braced bay. Repeat at both ends and at approximately 20 feet Intervals. C III {•I_ ICI I e... . Ii1I11 1 I1 I1 IM h,I LI_.I I ImI NEWS If I I,/I_I.I INI LI I I_ PM i ON I f1 ll ll fl 11! 10 WEINI01I I i /ii( i. •I I Avert iisilliiiiliiii,I bracingnearchortlneraloftop s Figure 6(b) If purlins are used space not to exceed the bucking length of the top chord, and adequately attached to the top chord, it is recommended that diagonal bracing be applied to the underside of the top chord to prevent lateral shifting of the purlins. Figure 6(a) illustrates the necessity for applying diagonal bracing in the plane of the top chord despite the use of closely spaced purlins. It is recommended that this diagonal bracing, as shown in Figure 6(b), be installed on both sides of the ridge line in all end bays. if the building exceeds 60 feet in length, this bracing should be repealed at Intervals no greater than 20 less. 2. Web Member Plane, The purpose of this bracing is to hold the trusses in a vertical position and to maintain the design spacing in addition, this lateral bracing may be required to shoran 13 Tagline Figure A(1) A suggested procedure for lilting trusses is illustrated in Figure A(1) it the truss span does not exceed 30 feet. Diagonal forms braced bay at approximately 20 feet intervals, repeat at both ends. Figure 5 Continuous lateral bracing spaced 8 feet Is 10 feet located at or near a panel point. Bottom chord of trussesTypical) placed on the trusses in any one area. The should be spread out evenly over large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location. and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural pads of the building (such as shear walls, ponal frames, bearing walls, columns, beams, etc.) to achieve total structural integrity, the buckling length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE). diagonal bracing or end anchorage is essential to stabilize the lateral bracing. 9 Diagonal bracing in the plane ofa the web members d also readusedtodistributeunequaldiaphragmstoadjacenttrussesandtorows oflateralforcestointheplanofshearwalls. Spacing of rows ofdiagonalbracingintheplaneathewebsisamatterdjudgmentthetobemadebythebuildingdesigner, and will depend upon the truss span, truss configuration, type of builtling, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing In the plane of the top chortl. For floor trusses in the cross bracing should be approximately 6 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral suppon to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, shear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize t he bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each and of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood buss industry but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Spreaderl 14 II II I1'r I1 11 Ii1I11 1 I1 I1 IM PMi ON I f1 ll ll fl 11! I I Ilfll ll ll ll Avert I/ A'I I Figure 5 Continuous lateral bracing spaced 8 feet Is 10 feet located at or near a panel point. Bottom chord of trussesTypical) placed on the trusses in any one area. The should be spread out evenly over large area so as to avoid overloading any one truss. All mechanical equipment should be located only on the trusses specifically designed to support it. It should not be dropped or even set temporarily in any other area unless the trusses are adequately shored. All floor trusses should be adequately shored if pallets of masonry materials are to be stored temporarily until the next higher walls are finished STAGE THREE: Permanent Bracing is designed and specified by the architect or engineer for the structural safety of the building. It is the responsibility of the building designer to indicate size, location. and attachments for all permanent bracing as required by design analysis. In general, it is desirable to design and locate all bracing so that it may work together with other structural pads of the building (such as shear walls, ponal frames, bearing walls, columns, beams, etc.) to achieve total structural integrity, the buckling length of a web member. As described earlier in the discussion of building design and truss design (STAGE ONE). diagonal bracing or end anchorage is essential to stabilize the lateral bracing. 9 Diagonal bracing in the plane ofa the web members d also readusedtodistributeunequaldiaphragmstoadjacenttrussesandtorowsoflateralforcestointheplanofshearwalls. Spacing of rows ofdiagonalbracingintheplaneathewebsisamatterdjudgmentthetobemadebythebuildingdesigner, and will depend upon the truss span, truss configuration, type of builtling, and the loading. Generally, for roof trusses, the spacing ranges from 12 feet to 16 feet depending upon how it relates to the bracing In the plane of the top chortl. For floor trusses in the cross bracing should be approximately 6 feet on centers. Lateral 2x6 strong -backs may also be used for some floor systems. Figure 1 and Figure 4 illustrate bracing in the plane of the webs. 3. Bottom Chord Plane. This bracing is required to maintain the truss design spacing and to provide lateral suppon to the bottom chord to resist buckling forces in the event of reversal of stress due to wind uplift or unequal roof or floor loadings. For multiple bearing trusses or cantilever conditions, portions of the bottom chord become compression members and should be braced laterally to resist buckling in the same manner as the top chord of simple span trusses. Bracing in the plane of the bottom chord is also designed to transfer lateral forces due to wind or seismic loads into side walls, shear walls or other resisting structural elements. Diagonals between continuous lateral bracing serve to stabilize t he bottom chord. It is recommended that one complete bay of diagonal bracing be installed at each and of any building, and additional such bays be located at specified intervals not to exceed 20 feet. Figure 5 illustrates the use of bracing in the plane of the bottom chord. These recommendations for bracing wood trusses have been derived from the collective experience of leading technical personnel in the wood buss industry but must, due to the nature of responsibilities involved, be presented only as a guide for the use of a qualified building designer, builder, or erection contractor. Spreaderl 14 II II I1'r I1 11 Ii1I11 1 I1 I1 IM I II II/Jl ll ll I f1 ll ll fl 11! I I Ilfll ll ll ll I/ A'I I Figure 6(a) etherroracing Permanent bracing must provide sufficient support at right angles to the plane to the truss to hold every truss member in the position assumed for it in design. In addition, permanent bracing must be designed to resist lateral forces imposed on the completed building by wind or seismic forces Permanent bracing may be subdivided into three, logical components: t. Top Ch.d Plano. This bracing a designed to resist lateral movement of the top chord. If plywood floor or roof sheathing Is properly applied with staggered loins and adequate nailing, a continuous diaphragm action is developed and additional bracing in the plane is generally not required, Some metal roofing materials may be dependent upon to act as a diaphragm when properly lapped and nailed. Selection and use of these materials is at the discretion of the building designer. 12 APPENDIX It is intended that his appendix contain only tentative h eused asa guide for cr its handlingandrecommendationstthatg g and erection until a more complete statement can ec prepared. There may be some instances in which additional precautions will be necessary. UNLOADING. If passible, trusses shall be unloaded on relatively smooth ground, They shall not be unloaded on rough terrain that would cause undue lateral strain that might result in distonion of truss joints. Dumping of trusses is an acceptable practice provided that the trusses are not damaged or excessively stressed in the act of dumping. The builder shall provide protection from damage that may be caused M on ese construction activity, STORAGE: Care shoultl he taken an as not to allow excessive bending of trusses or to allow lipping or topping while the trusses are banded or when the banding is removed. If trusses fabricated with fire retardant treated wood must be stored prior to erection, they should be stored in a vertical position to prevent water containing chemicals leached from the wood from standing on the pietas. A further precaution may be taken by providing a cover for the trusses that will prevent moisture from coming in direct contact with the trusses and which can be ventilated to prevent condensation. ERECTING TRUSSES: The truss erector or builder shall take the necessary precautions to insure that handling and erection procedures do not reduce the load- carrying capacity of the truss. Trusses shall be installed plumb, at specified spacing and inplane (i.e. trusses will be properly aligned). 15 Tagline of truss length Figure A(2) For truss spans between 30 feet and 60 feet a suggested lifting procedure is shown in Figure A(2). It should be noted that the lines from the ends of the spreader bar "toe -in." If these lines should toe - out. "they will tend to cause buckling of the truss. uuac mu9ni Tagline Approxlaninhy \ 2/3 to 3/4 of Ta linetrusslengthg Figure III For lifting trusses with spans in excess of 60 feel, it is recommended that a strong -back he used as Mu armed in Figure A93). The strong -back should be attached to me top chord and web members at intervals of approximately 10 feel Fort the strong -backs should be at or above the mid height of the truss so as to prevent overturning. The strong -back can a of any material with sufficient strength to safety carry the weight of the truss and sufficient rigidity to adequately resist bending of the truss. 16 17 e