Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
064-400-069
064-400-069 C3-0979 GOULD, BARBARA ENVIRONMENTAL 143(0(p BETHANY,MAGALIA NEW SINGLE FAMILY Q.2. HEALTH CLEARARANCE -, DATE 3'0-03 e l �i - s y, e S 1 g n Truss Take -off Design & Sales si stance Monte Call - 793 Camellia Dr - Paradise, CA 95969 (530) 811.4132 Of f ice (530) 811.4132 FAX TRUSS ENGINEERING APV 0�4- Ra 3 Gould Residence. 9 ad/ a Truswal Systems (800) 332-4045 l _ f 1 Job Name: GOULD Truss ID: Al Qty:1 " TC 2x4 DFL #11 8 BU. 8C 2.4 DFL # 1 8 BIT. Plating spec • AN51/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the GBL BLK 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT # 1607. MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY UBC -97 Code. Bldg Enclosed =Yes Truss Location = End Zone Loaded for 10 PSF non -concurrent BCLL. PLATING BASED ON GREEN LUMBER VALUES. ' - on the truss material at each bearing. Permanent bracing is required (byy others) to HurricaneJOcean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 31.75 R prevent rotation/toppling. See H10 -9l and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Mean roof height = 13.17 ft, mph = 80 Cl l V I'll. �P BUILDING DESIGNER MUST VERIFY GABLE LOADSI UBC Standard Occupancy, Dead Load - 21.0 psf ----------LOAD CASE # I DESIGN LOADS -------- [+] gable bracing required @ 58" intervals, Dir LPif LLDc RPlf R.L oc LL/TL plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). If exposed to wind load applied to fare. 'General TC Vert 182.00 0- 0.0 268.00 16- 0- 0 0.42 See Gable Details , C002065035. TC Vert 268.00 16. 0- 0 183.46 31- B-12 0.69 TC Vert 85.46 31- 8.12 84.00 32- 0- 0 0.64 W0: Drive_C_gould L00005 J00001 BC Vert 20.00 0- 0.0 20.00 31- 8-12 0.00 8 -3 0-4-3 1 16-M 15-8-12 1 2 3 4 5 6 78 9 10 11 12 13 14. 15 16 17 18 19 20 21 22 23 24 1 6r 00 -6.00 3-4 OVER CONTINUOUS SUPPORT 9- 15 4-4 0-5-13 y 2F 31-8-12Ild. 25 26 27 28 29 30 31 32 33 34 35 36388 39 40 41 42 43 44 45 48 47 C045982 7�v fin fn Exp: 12/31/06 4 TYPICAL PLATE: 1.54 Cl l V I'll. �P Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or"MX"(TWMX 20 ga.), positioned per Joint Details Report. plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/2,12003Circled WAR)MIGRead all notes on this sheet and give a copy of if to the Erecting Contractor. Cust: da This design is lot an individual Wilding component nor truss system. II has been based on specifications provided by the component manufacturer W0: Drive_C_gould L00005 J00001 and done in accordance with the current versions of TPI and AFPA design standards, No responsibility is assumed for dimensional accuracy. -- Dimensionsare to be verified by the component manufacturer and/or building designer prior ro fabrication. The building designer must ascertain that Dsgnr: ABCD #LC = 14 WT: 279# R �' A ,� VV the bads utilized on this design meet of exceed the loading imposed by the local Wilding code and the particular application. The design assumes that the lop chord is laterally braced by the roof or floor sheathing and the bottom Urofd is laterally braced by TC Live 38.00 psf DurFacs L=1.15 P=1.15 a rigid sheathing material directly ttached, unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component .. TC Dead 11.00 psf Rep Mbr Bnd 1.00 6=7KA SYSTEMS 44455 Northpark Dr. Shan not be placed in any environment that wiii cause IN moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle. install and brace IMs Truss In accordance with 'JOINT DETAILS' by Truswal,'ANSI/IPI 1•, WTCA F -Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of America Standard Design Responytxtnles, TIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 41-1I13•91) and 11-11B.91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located a1 D'Onotrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. Nw. Ste 800, Washington. DC 20036. TOTAL 59.00 pSf " DEF. Ratio: L/360 TC: L/360 Job Name: GOULD Truswal Sys(ems Plates are 20 ga. unless shown by "18"(18 ga.). "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss ID: A2 Qty: 10 BRG X•LOC REACT SIZE REQ'D 1 0- 1-12 1358 3.50" 1.50" TC 2x4 DFL #I & Btr. BC 2x4 DFL is 1 & BIT. Web b2cing required at each location shown. ® See standard details (7X01087001-001). Required bearing widths and bearing areas 2 18-10'4 2492 3.50" 2.28" WEB 2x4 DFL STANDARD Plabng spec ' ANSI/TPI - 1995 apply when truss not supported in a hanger. This truss is designed 3 31-10- 4 583 3.50" 1.50" PLATE VALUES PER ICBO RESEARCH REPORT # 1607. THIS DESIGN IS THE COMPOSITE RESULT OF using the UBC -97 Code. BRG HANGER NOTE 3 WS26 Loaded for 10 PSF non -concurrent BCLL. MULTIPLE LOAD CASES. Bldg Enclosed = Yes Hangers are not designed for horizontal bads. Mark all Interior bearing locations. Install Interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category = B SEE SIMPSON CATALOG TC Live Permanent bracing Is required (by others) to See HIO BldgLength = 90.00 ft, Bldg Width = 31.75 It FOR ADDITIONAL INSTALLATION NOTES tinned. unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector prevent rotationfloppling. -91 and NSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Men roof it, mph = 80 TIBC Standard hOocurpanj, Dead load = 21.0 psf ---LOAD CASE i 1 DESIGN LOADS ---- TC FORCE 02 BND CSI 1-2 -1765 0.02 0.47 0.49 pate corrosion. Fabricate, haMla, install and brace IhiS truss in "JOINT DETAILS' 'ANSIRPI Dir I-Plf L.Loc R.Plf R.Loc LVTL 2-3 -1760 0.03 0.47 0.50 O.C.Spacing 2 0 0 4445 Northpark Or. TC Vert 98.00 O- 0- 0 98.00 32-0-0 0.78 34 -1698 0.02 0.56 0.58 BC Vert 20.00 0-0-0 20.00 32-0-0 0.00 4-5 661 0.00 0.56 0.56 BC Dead 10.00 psf Type lbs X.L.ot LL/ft 5-6775 0.08 0.52 0.60 {1-118.91) and 11I8-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) t5 located at D'Onolno Drive, Madison. Wisconsin 53719. TC Vert 100.0 9-G-0 0.64 6-7 -731 0.00 0.52 0.52 If The American Forest and Paper Association (AFPA) is located at 1111 191h Street. NW, Ste 900, Washington, DC 20036, TC Vert 100.0 11- 6- 0 0.64 7-8 -739 0.00 0.47 0.48 DEF.Ratio: L/360 TC: L/360 BC FORCE AXL BND CSI 9.10 1485 0.21 0.15 0.36 10-11 836 0.04 0.26 0.30 11-12 -138 0.00 0.29 0.29 12-13 -308 0.00 0.29 0.29 13-14 -308 0.00 0.26 0.26 14-15 571 0.08 0.21 0.29 WEB FORCE CSI WEB FORCE CSI 2-10 -542 0. ED 12 -1708 0.89 4-10 942 OA412 -825 0.51 4-11 -9410.9$14 9410.42 5-11 1046 0.9614 -530 0.09 MAX DEFLECTION (span) : U999 IN MEM 10-I1 (LIVE) L= -0.09" D= -0.05" T= -0.14" 8-3 x 0-4-3 t 16-0-0 i 16-M 1 2 3 4 5 6 '7 8 6r 0 5-6 -6.00 21- -0-0i 32-0-0 9 10 11 12 13 14 15 OVER 3 SUPPORTS 9-2-15 -4 0-0-3 C045982 Exp: 12131106 CIV1'li. Truswal Sys(ems Plates are 20 ga. unless shown by "18"(18 ga.). "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/2/2003 WARIMGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component rot truss system. It has been based on specifications provided by the component manufacturer W0: Dfive_C-gould_1-00005_J00001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain mal DS nr: ABCD 9 #LC = 16 WT' 212# R S WA he loads utilized on this design meal or exceed the loading imposed by the local building code and the particular application. The design assumes /hat the lop chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced Dy a rigid sheathing material directly TC Live 38.00 psf DurFacs L=1.15 P=1.15 SYSTEMSShall ® tinned. unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector TC Dead 11.00 psf Rep Mbr Bnd 1.00 pate corrosion. Fabricate, haMla, install and brace IhiS truss in "JOINT DETAILS' 'ANSIRPI BC Live 0.00 psf O.C.Spacing 2 0 0 4445 Northpark Or. accordance with Dy Trusval, 1', WTCA 1' -Wood Truss Council COLO Springs, CO 80907 - at America Standard Design Responsidhhos, *HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {1-118.91) and 11I8-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) t5 located at D'Onolno Drive, Madison. Wisconsin 53719. If The American Forest and Paper Association (AFPA) is located at 1111 191h Street. NW, Ste 900, Washington, DC 20036, TOTAL' 59.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: GOULD Truss ID: B1 Ot : 2 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 797 3.50" 1.50" TC 2x4 DFL C l & BIT. BC 2x4 DFL @ 1 & BIT. Plating spec : ANSI/TPI - 1995 This truss Is designed using the 2 8- 1-12 4106 3.50" 1.81" WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. - UBC -97 Code. Bldg Enclosed =Yes 3 31-8-2 2605 3.50" 1.50" 4 39- 7- 0 603 3.50" 1.50" GBL BLK 2x9 DFL STANDARD BEARING REQUIREMENTS shown are based ONLY Truss Location = End Zone Thal One top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly 2x6 DFL 02 6 ,8 ,12 on the truss material at each bearing. Hurricane/Ocean Une = No, Exp Category = B TC FORCE AXL BND CSI 18 ,21 ,24 Mark all Interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT S 1607. Loaded for 10 PSF non -concurrent BCU.. Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 14.17 ft, mph = 80 1-2 439 0.03 0.72 0.75 2-3 991 0.04 0.72 0.76 + + + + + + ++ + + + + + + + + + + + + + + Nail pattern shown is for PIF loads only. Install Interior support(s) before erection. Permanent bract is required (by others) to UBC Standard fttpar�cy, Dead Load = 21.0 psf ----------LOAD CASE DESIGN 3-4 1183 0.06 0.85 0.91 4-5 -2042 0.01 0.85 0.86 Concentrated loads MUST be distributed to each equally. On hangers, prevent rotation toppling. See HIB -91 and 11 tT 1 LOADS ---------------- Dir LPIf L.Loc R.Plf R.Loc U4 TL 5-6 -1756 0.00 0.55 0.55 ply multi -ply with g use 3 nails min. Into the carrying rt1eRlher. ANS M1 1-1995; 10.3.4.5 and 10.3.4.6. May for TC Vert 182.00 0- 0- 0 223.00 8- 0. 0 0.42 6-7 498 0.02 0.47 0.49 7-8 413 0.02 0.31 0.33 For more than 2 ply, use additional fasten- use adequate staples gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADSI TC Vert 223.00 8-0-0 223.00 20.0. 0 0.34 TC Vert 223.00 20-0-0 182.00 24- 0- 0 0.70 8-9 174 0.010.31 0.32 ers as Indicated from the back plys, or use [+] gable bracing required @ 58" intervals, TC Vert 98.00 24- 0- 0 98.00 39- 8-12 0.78 any other approved detail (by others). .... + + + + + + + + + + + + + + + + + + if exposed to wind load applied to face. See 'General BC Vert 20.00 0- G- 0 20.00 39- B-12 0.00 BC FORCE AXL OND CSI 10-11 -116 0.00 0.58 0.58 PLATING BASED ON GREEN LUMBER VALUES. Gable Details", 0002065035. I1-12 -369 0.00 0.18 0.18 12-13 1498 0.06 0.14 0.20 2-PLYI Nail w/10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft 13-14 1498 0.06 0.19 0.26 14-15 1440 0.06 0.19 0.25 ATTACH SECONDARY TOP CHORD (IF SHOWN) WITH R2-4(MIN.) FOR 2 X 4 MATERIAL AND 15-16 1271 0.04 0.14 0.24 16-17 R3-6 (MIN.) FOR r2 X 6, @ 24" O.C. THIS -171 .04 IS IN ADDITION TO THE HEEL PLATES SHOWN. .14 .14 18-19 -77 0.000 0 28 0 28 THE SECONDARY) TOP CHORD MAY BE NOTCHED 1.5' DEEP DO NOT NOTCH B RCE 951 FORCE CSI (ssa) ALL PLATES MUSTAS BERED. FULLY INTACT AND 225 2-11 41301915 -225 0.06 � - PRESSED IN THE WOOD PER TPI. 2-12 -1398 0.8915 4310.09 4-12 -3422 0.6417 -2400 0.38 1-1 4-14 128 0A 17 -63S0.04 1 _ 20-0-0„ 1 gT-c 5-14 297 O.IS 18 233 0.05 4- 2-PLYS Ifr 8 9i MAX DEFLECTION (span) : REQUIRED600 34 6.00 L/999 IN MEM 10-11 (LIVE) L= -0.05" D= -0.03" T= -0.08" 10 -4 3-4 0-0-4 R -A 4-5-1 " T.D 4 • c.D-4 3-4 4-4 2.5-4 S=34 B-1-12 31-8-2 11 0 6 1 3-4 m 0-1-14 ,.5A 4-5-11 PO4-11-0439-8-12 10 11 12 13 14 15 16 17 18 19 TYPICAL PLATE: 1.5-3 OVER 4 SUPPORTS Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. _'- Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/2/2003 WAR"GRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component net truss system. II has been based on specifications provided by Ilse component manufacturer WO: DrIVe_C_gould_LM005_100001 and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. TR S WA Dimensionsam to be verified by In, component manuladuier angor building designer prior to fabrication. The building designer must ascertain that the bads utiliretl on This design meal or exceed the loading imposed by the local building code and tna particular application. The design assumes D nr• ABCD kLC = 20 WT: 518# TC Live 38.00 DurFacs L=1.15 P=1.15 Thal One top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly psf %itachad. unless otherwise noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bnd 1.00 SYSTEMSshall Northpark Df. not be paced in any environment that will cause the moisture content of me wood to exceed 19% andror cause connector Plate corrosion. Fabricate. handle. Install and brace this truss in accordance with 'JOINT DETAILS' by Truswal.'ANSInPI 1•, WTCA V -Wood Truss Council BC Live 0.00 psf O.C.Spadng 2- 0- 0 Colo Colo Springs, CO 80907 of America Standard Design Responsibiblies, YIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf p Design S g pec UBC -97 TrusPlus 6.0 Ver: T6.3.9 .(HIB -91) and NIB -91 SUMMARY SHEET' by TPI. Tho Truss Plate Institute (TPI) is located at D'Onofre Drive. Madison. Wisconsin 53719. ' The American Forest and Paper Association (AFPA) is located al 1111 191h Street. NW. Ste 900• Washington, DC 20036. TOTAL 59.00 pSf DEF.Ratio: L/360 TC: L/360 Job Name: GOULD Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Truss'ID: B2 Qt�: g, BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 704 3.50" 1.50" TC 2x4 DFL #I & BV. BC 2x4 DFL #I& BV. Web bracing required at each location shown. ® See standard details (1X01087001-001). UPLIFT REACTIONS 2 8- 1-12 2783 3.50".2.59" 3 35-10-4 2263 3.50" 2.41" WEB 2x4 DFL STANDARD 2x4 DFL #I& BU. 6-16 ••[PMI=PLATE MONITOR USED -See Joint R '� Support 1 -144 Ib This lass Is designed using the C_gould L00005_JO0001 PLATE VALUES PER ICBG RESEARCH REPORT B 1607. Plating spec ' ANSMI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF USC�rt Code. TC FORCE AXL OND CSI 1-2 1114 0.14 0.77 0.91 Loaded for 10 PSF non -concurrent BCLL. Mark all Interior bearing locations. MULTIPLE LOAD CASES. Bldg En Bldg Enclosed =Yes Truss Location =End Zone 2.3 1094 0.13 0.77 0.89 Install interior support(s) before erection. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. HurfkarwjOcean Une = No, Exp Category - 8 3.4 1310 0.18 0.66 0.84 4-5 -871 0.01 0.66 0.66 Right Overhany(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO 3" MAX.I PLATING BASED ON GREEN LUMBER VALUES. Bldg Length = 90.00 ft, Bldg Width = 40.00 It Mean roof height = 19.17 ft, mph - 80 5-6 -1155 0.010.59 0.61 Right Overhang Soffit loading = 0.0 TC Dead U8C Standard Occupancy, Dead Load = 21.0 psf 6-7 -4233 0.28 0.62 0.90 psf not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install arca brace this truss in accordance with 'JOINT DETAILS' by Truswal, 'ANS1nPl 1', WTCA 1' -Wood Truss Council BC Live 7-8 1096 0.16 0.33 0.49 O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of America Standard Design Resporsidlilies, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' 8-9 1039 0.14 0.25 0.39 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 9-10 1101 0.16 0.25 0.41 10 -OR 88 0.01 0.34 0.35 The American Forest and Paper Associalion (AFPA) is located at t t I l 19th Srre61, NW. Ste 800, Washington, DC 20036. 11 TOTAL 59.00 PSI` BC FORCE AXL OND CSI 11-12 -946 0.02 0.40 0.41 12-13 583 0.08 0.33 0.42 13-14 583 0.04 0.19 0.23 14-15 878 0.12 0.20 0.32 15-16 2695 0.36 0.33 0.69 16-17 2020 0.24 0.32 0.56 17-18 -904 0.00 0.13 0.13 WEB FORCE CSI WEB FORCE CSI 2-12 -645 0.915 -2190 0.64 4-12 -2599 0.6916 2656 0.36 4-14 551 0.2816 2094 0.92 5.14 -474 0.4517 -29910.55 5-15 553 0.2817 -322 0.05 1 20-0-0 I 20-0-0 1 2 3 4 5 g 7 8 9 101 MAX DEFLECTION (span) : U999 IN MEM 16-17 (LIVE)F6.00 L= -0.24" D= -0.13" T= -0.37", -6.00 MAX DEFLECTION (cant) : 5-6 U941 IN MEM 17-18 (LIV L= 0.05" D= 0.03" T- U.08" 10 -3 3-10 S=34 4-10 S=34 1.5-4 4-10 8- 1.5-4 11- -15 34 3-40-4-3 x = g S=3-4 6-6 a 0-4-3 7-7-4 i 438 1 _ _ 40-0-0 11 12 13 14 15 16 17 18 OVER 3 SUPPORTS ' - • 0045982 Exp: 12/31106 civil. "LU -6-U Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). �/�/ O WARNINGRead afl notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component hall truss system. 11 has been based on specifications provided by One component manufacturer WO: Drive C_gould L00005_JO0001 and done in accordance with the current versions of TPI and AFPA design standards. No respo rsibilily is assumed for dimensional accuracy. ' - - Dimensionsare to be verified by the component manufacturer andror buildingdesigner fabrication. The designer must ascertain that D nr. ABCD #LC = 27 WT: 281# TR S W/ appli the loads ulilireA on This design meal or exceed the loading imposed by the local building code and the particular application. The design assumes d particular p Thal the top chord is laterally braced by the roof or floor sheathing and the bottom is laterally TC Live 38.00 psf DurFacs L=1.15 P=1.15 ■poor chord braced by a rigid sheathing material directly %(ached. unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr 8nd 1.15 SYSTEMSshall 4445 Northpark Dr. not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install arca brace this truss in accordance with 'JOINT DETAILS' by Truswal, 'ANS1nPl 1', WTCA 1' -Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 of America Standard Design Resporsidlilies, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 08-91) aro HIB -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoldo Drive. Madison, Wisconsin 53719. The American Forest and Paper Associalion (AFPA) is located at t t I l 19th Srre61, NW. Ste 800, Washington, DC 20036. 11 TOTAL 59.00 PSI` DEF. Ratio: L/360 TC: 1./360 Job Name: GOULD Truss ID: B3 ON: 1 BRIG X -LOC REACT SIZE REQ'D 1 0- 1-12 802 3.50" 1.50- 2 8- 1-12 2241 3.50" 2.01" 3 35-10-4 2659 3.50" 2.46" TC FORCE AXIL BND CSI - 1-2 -430 0.00 0.84 0.84 2.3 220 0.00 0.84 0.84 3.4 242 0.03 0.74 0.78 4-5 -1507 0.02 0.74 0.77 5-6 -1904 0.03 0.96 0.99 6-7 -1573 0.02 0.95 0.97 7-8 -1884 0.02 0.58 0.60 8-9 1065 0.15 0.51 0.67 9-10 1063 0.15 0.26 0.41 10 -OR 88 0.01 0.39 0.40 BC FORCE AXIL BND CSI 11-12 271 0.04 0.38 0.42 12-13 1139 0.16 0.35 0.51 13-14 1139 0.07 0.37 0.44 14-15 1237 0.08 DAL 0.48 15-16 1747 0.110.41 O.S2 16-17 1747 0.24 0.14 0.38 17-18 1405 0.08 0.25 0.33 18-19 -874 0.01 0.15 0.16 WEB FORCE CSI WEB FORCE CSI 2-12 -63501615 -602 0.55 4-12 -19310.6817 -684 0.37 4-14 254 O.S)17 6820.30 5-14 90 0.06-18 -2838 0.89 5-15 7870.3B18 -3280.05 MAX DEFLECTION (span) : L1810 IN MEM 11-12 (LIVE) L= -0.12" D= -0.07" T= -0.18" MAX DEFLECTION (cant) : L1999 IN MEM 18-19 (LIVE) L= -0.02" D= -0.01" T= -0.03- 1044-3 t x 0-4-3 TC 2x4 DFL #1 & Btr. 8C 2x4 DFL #1 & Btr. WEB 2x4 DFL STANDARD GBL BLK 2x4 DFL STANDARD PLATE VALUES PERICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Mark all Interior bearing locations. Permanent bracingy, is required (by others) to prevent rotation/to ling. See HIB -91 and ANSVTPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. Right Overhangs) are not to be removed. OVERHANGS) MAY BE SHORTENED UP TO 3" MAX.I Right Overhang Soffit loading = 0.0 psf ®Webbradng required at each location shown. See standard details (TX01087001-001). Plating spec ' ANSVTPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Install interior support(s) before erection. Ma use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADSI [+) gable bracing required O 58" intervals, If exposed to wind load applied to face. See General Gable Details", CO02065035. 20-0-0 20-0-0 1 2 34 5 67 8 9 10 6� 00 5-6 -6.000 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Une = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 40.00 It Mean roof height = 14.17 ft, mph = 80 UBC Standard Occupancy Dead Load= 21.0 psf ---------LOAD CASE # 1 DESIGN LOADS -------- Dir L-Plf L.Loc R.Plf R.lnc LLJTL TC Vert 98.00 0-0-0 98.00 20- 6.0 0.78 TC Vert 138.00 20- 6- 0 108.00 28- 1- 4 0.74 TC Vert 108.00 28- 1- 4 138.00 35- 8.8 0.70 TC Vert 98.00 35- 8- 8 98.00 40- 0- 0 0.78 TC Vert 98.00 40- 0- 0 98.00 42- 0- 0 0.78 BC Vert 20.00 0- G- 0 20.00 40- D- 0 0.00 40-0-0 11 12 13 14 15 16 17 18 19 TYPICAL PLATE: 1.5-3 OVER 3 SUPPORTS C045982 Exp: 12131106 CIV1%- Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). /2/� L 2003 WARNWGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da - R , �� � SYSTEMS Colo Colo Northpark D!. Springs, CO 80907 TrusPlus 6.0 Ver: T6.3.9 This design is lot an individual building component not Truss system. 11 has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Oimensionsane to be verllied by the component manuladurer and/or building designer 9 xJ poor to land the p. The particular building anon. The ascertain es the bads utilized on This design meet or exceed the boding imposed by the tical building code and the particular application. The design assumes Thal the lop Mord is laterally braced by the tool or Moor sheathing and the bottom chord is laterally Orated by a rigid sheathing malarial directly 11,Med, unless otherwise nosed Bracing shown is for lateral support o1 componenl5 members only to reduce Duckling length. This component Mall net be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with 'JOINT DETAILS' by Truswal,'ANSI/TPI 1', WTCA 1' -Wood Truss Council of America Standard Design ' n Responsibilities, TIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' •(HIB -91) and NIB -91 SUMMARY SHEET' Dy TPI. The Truss Plate Institute (TPI) is located a1 D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. WO: Drive _C-gould L00005_]OOOOl - D nr: ABCD #LC = 27 WT: 335# TC Live 38.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf TOTAL 59.00 psf DurFars L=1.15 P=1.15 Rep Mbr find 1.00 O.C.Spacing 2- 0- D, Design Spec UBC -97 DEF.Rab'o: L/360 TC: L/360 Job Name: GOULD Truss ID: B4 Qty: 5 BRG X•LOC REACT SIZE REQ'0 1 0- 1-12 2403 3.50" 2.56" TC 2x4 DFL #I& & Btr. BC 2x4 DFL 01 & BV. Web bracing required at each location shown. ® See This truss Is designed using the 2 35-10-4 2848 3.50" 2.66" WEB 2x4 DFL STANDARD standard details (TX01087001.001). Plating spec ANSI/T'PI - 1995 UBC -97 Cada Bldg Enclosed = Yes - TC FORCE AXL BND CSI 1-2 -3925 0.25 0.610.87 PLT BLK 2x4 DFL #I& Btr. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF non -concurrent BOLL THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Truss Location = End Zone Hurricane/Ocean Line = No, Ex P Category = 8 2-3 -3722 0.13 0.57 0.70 PLATING BASED ON GREEN LUMBER VALUES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Bldg Length = 90.00 ft. Bldg Width = 40.00 R 3-4 -3462 0.11 0.610.72 4-5 -2716 0.07 0.61 0.68 Right Overha�lg(s) are not to be removed. 0 ERHANG(5) MAY BE SHORTENED UP TO 3" MAX Rep Mbr Bnd 1.15 Mean roof height = 14.17 R, mph - 80 pang, Dead Load = 21.0 psf UBC Stallard Occupancy, 5-6 -2459 0.05 0.68 0.73 6-7 -1890 0.03 0.68 0.71 1 Right Overhang Soffit loading = 0.0 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. 7.8 -2152 0.06 0.43 0.48 Colo Springs, CO 80807 8-9 1037 0.15 0.37 0.51 BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 9-10 1064 0.15 0.22 0.37 ID -OR 88 0.01 0.34 0.35 TOTAL 59.00 psf DEF.Ratio: L/360 TC: L/360 BC FORCE AXL BND CSI 11-12 3389 0.48 0.17 0.65 12-13 2646 0.37 0.15 0.53 13-14 2646 0.37 0.17 0.54 14-15 1860 0.12 0.35 0.47 15-16 2188 0.30 0.19 0.50 16-17 2188 0.30 0.12 0.43 17-18 1591 0.09 0.22 0.31 18-19 -876 0.01 0.14 0.14 WEB FORCE CSI WEB FORCE CSI 2.12 -584 0.815 -353 0.32 4-12 9110.4817 -9610.52 - +14 -98003111,17 9140.40 5-14 1158 0.81.18 -3117 1.00 5.15 534 0.2%18 -298 0.04 1 20-0-0 20-0-0 l5 MAX DEFLECTION (span); 1 2 34 67 8 9 10 t L/999 IN MEM 12.13 (LIVE) L= -0.20" D= -0.11" T= -0.31" 6r 00 6.00 ' MAX DEFLECTION (cant) : 1.1999 IN MEM IS -19 (LIVE) 5-6 L= 0.04" D= 0.02" T= 0.05" 4-4 S=3-4 10 -3 S=3-4 4-4 1.5-4 4-10 1.5-4 11- -15 6-6 3-7 3-4 0 4-3 3-4 S=3-6 0-4-3aQF ESS /n.. 2.5-4 3-4 = F=- -0 40-0-0 11 . 12 13 14 15 16 17 18 19 Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. /w/ Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1 O WARNNGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da ® This design is for an ifdmilual building componom nor truss system. It has been based on specifications provided by the component manufacturer WO: Drive and dversions one in accordance with the current of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. _C_gOUld_L00005_J00001 TR U S WA Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenaln that the bads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes Dsgnr: ABCD #LC = 21 WT: 281# TC Live 38.00 tnet the lop chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly psf DurFacs L=1.15 P=1.15 SYSTEMSshall %cached, unless otherwise rated. Bracing shown is for lateral support of components members only to reduce buckling length. This component not be placed in any environment that the exceed TC Dead 11.00 psf Rep Mbr Bnd 1.15 will cause moisture content of the wood to 19% and/or cause connector plate corrosion. Fabricate, handle• install and Mace this truss in 'JOINT 'ANSI/TPI BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. accordance with DETAILS' by Truswal, 1', WTCA l' -Wood Truss Council Colo Springs, CO 80807 of America Slandam Design Respousibimies. HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 {HIB -91) and 'HIB -91 SUMMARY SHEET' by TPI The Truss Plate Inshtute (1PI) is locatbd al D'OnalrO Drive• Madison, Wisconsin 57719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street. NW Ste 900• Washington, DC 20036. TOTAL 59.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: GOULD Truss ID: B5 Qtv: 1 10 -3 x 0-4-3 TC 2x4 DFL O1 & Bur. BC 2x4 DFL O1 & Btr. GBL BLK 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF non -concurrent BCLL. BUILDING DESIGNER MUST VERIFY GABLE LOADS/ [+) gable bracing required @ 58" intervals, if ex" to wind bad applied to face. See General Gable Details`, C002065035. Plating spec • ANSIMI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the.truss material at each bearing. PLATING BASED ON GREEN LUMBER VALUES. 20-0-0 20-0-0 1 2 3 4 5 6 7 8 9 101 12 13 14 15 16 17 18 19 20 22723 24 25 26 27 28 29 30 31 6�_ -6.00 1 3-4 This truss is designed using the UBC -97 Code. Bldg Ertdose� = Yes Truss l.ocatbn = End Zone Hurricane/Ocean Line = No, Exp Category = B Bldg Length = 90.00 ft, Bldg Width = 40.00 ft Mean roof height = 14.17 ft, mph 80 UBC Standard Occupancy, Dead Load - 21.01 114� _ 40-0-0 32 33 34 35 36 37 38 39 40 44243 44 45 46 47 48 49 50552 53 54 55 56 57 58 59 60 61 i TYPICAL PLATE: 1.5-4 OVER CONTINUOUS SUPPORT ' - • im C045982 w Exp: 12131/06 CIV1V Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/2/2003 WARIMIGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component not truss system. 11 has been based on specifications provided by the component manufacturer WO: Drive_CgouldL00005_J00001 ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. __ TRI ,�' A,� Dimensionsare to be verified by the component manufacturer and/or building designer prior to faluicalion. The building designer must ascertainS9 that he bads utilize l on this design meal or exceed the loading imposed by the local building code and the Particular application. The design assumes Dnr: ABCD #LC = 14 WT' 406# TC Live 38.00 DurFacs vV V that the top chord is laterally braced by the =1 or floor sheathing and the botlom chord is laterally braced by a rigid sheathing malarial directly psf L=1.15 P=1.15 trached, union otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bnd 1.15 ® SYSTEMS 44455 Northpark Dr. snail not be placed m any environment that will cause the moisture contnnl of the wood to exceed 19% and/or cause connector plate corrosion Fabricate, handle, mslall and brace this /run in accordance with 'JOINT DETAILS' by Truswal,'ANSIRPI 1', WTCA 1•.Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Colo Springs, CO 80907 Of Anwnica Standard Design Responsibbkues, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 pSf Design Spec UBC-97(HIB91) TrusPlus 6.0 Ver: T6.3.9 and 71113.91 SUMMARY SHEET' by TPI. The Trun Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 800, Washinglon, DC 20036. TOTAL 59.00 pSf DEF.Ratio: 1-/360 TC: L/360 Job Name: GOULD Truss ID: C1 ON - TC 2x4 DFL #1 & BIT. 8C 2x4 DFL #I & Bur. GBL BLK 2x4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BOLL. PLATING BASED ON GREEN LUMBER VALUES. Plating spat ' ANSI/1PI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Permanent brad ng Is required (b others) to prevent rotation top .ling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. BUILDING DESIGNER MUST VERIFY GABLE LOADSI [+) gable bracing required @ 58" Intervals, If exeosed to wind load applied to face. See General Gable Details", CO02065035. L 11-0-011-0-0 t 1 1 2 - 3 4 5 6 78 9 10 11 12 13 14 15 16 171 600 3-4 -6.0_ 0 OVER CONTINUOUS SUPPORT r 22-0-0 �'� 18 19 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 TYPICAL PLATE: 1.5-4 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No, Ex P Category = B Bldg Length = 90.00 ft, Bldg Width = 22.00 it Mean roof height = 11.92 ft, mph = 80 UBC Standard Occupancy Dead Load = 21.0 psf -- ------LOAD CASE #I DESIGN LOADS ------ Dir LPlf LLoc R.Plf R.Loc LL/TL TC Vert 182.00 0-0-0 243.00 II -G-0 0.42 TC Vert 243.00 11-0-0 182.00 22-G-0 0.70 BC vert 20.00 0-0-0 20.00 22-G-0 8.00 6-S-15 2 0-4-3 0045982 Exp: 12131106 CIVIL Truswal Systems Plates are 20 ga. unless shown by "16"(16 ga.), "H"(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7/2/2003 WARNNGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer WO: Drive_C—gould L00005 ]00001 and done in accordance with the Current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. — — T S WA Dimensionsare to be verified by the component manufacturer and/or buildingdesigner vJ got d fabrication. on. Tice ar building designer mull design ass; in that mo bads uuhreo on This design moor or exceed the loading imposed by the tical building coda and the particular application. The dosign assumes D nr: ABCD #LC = 14 WT: 168# TC Live 38.00 the lop chord is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly psf DUrFacs L=1.15 P=1.15 %mat Itached, unless otherwise noted Bracing shown is for lateral suppon of Components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bnd 1.00 � SYSTEMS shall not be placed in any environment that will rause the moisture Content of the wood to exceed 19% and/or cause Connector plate Corrosion. Fabricate. handle, install brace ]his truss in 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. and accordance with DETAILS' by Truswal,'ANSINPI 1', WTCA V -Wood Truss Council Colo Springs, CO 80907 of America Standard Design Responsibdnies, TIANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3,9 qHI&91) and -1118.91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located a1 D'Orlolrio Drive, Madison, Wisconsin 53719 " The American Forest arta Paper Association (AFPA) is located at 1111 19th Street. NW, SIB 800, Washington, DC 20036. TOTAL 59.00 psf DEF.Rat10: L/360 TC: L/360 Job Name: GOULD BRIG X -LOC REACT SIZE REQ -D 1 0- 1-12 1594 3.50" 1.70- 2 21-10-4 1594 3.50" 1.70" TC FORCE AXL BND CSI 1.2 -2236 0.04 0.43 0.47 2-3 -1957 0.04 0.43 0.46 3-4 -1957 0.04 0.43 0.46 4.5 -2236 0.04 0.43 0.47 BC FORCE AXL Bi CSI 6-7 1909 0.27 0.14 0.42 7-8 1264 0.18 0.14 0.32 8-9 1264 0.18 0.14 0.32 9-10 1909 0.27 0.14 0.42 WEB FORCE CSI WEB FORCE CSI 2-7 -503 0.13-9 688 0.30 3-7 688 0.399 -503 0.11 MAX DEFLECTION span): L/999 IN MEM 9-1 (LIVE) L= -0.08" D= -0.05" T= -0.13" TC Zx4 DFL O 1 & Btr. BC 2x4 DFL O 1 & BU. WEB 21 4 DFL STANDARD PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF non -concurrent BOLL. Truss ID: C2 Plating spec ' ANSVTPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. PLATING BASED ON GREEN LUMBER VALUES. 11-0-0 -0-0 1 2 3 4 5 600 -6.00 5-6 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss location = End Zone Hurrirane/Ooean Line = No, Exp Category = B Bldg Length = 90.00 It, Bldg Width = 22.00 It Mean roof height = 11.92 It, mph = 80 UBC Standard Oocupancy, Dead Load - 21.0 psf 6-S-15 0-4-3 d. C045982 in 7 22.0-0 f� 6 - 7 8 9 10 Exp: 12131106 ��FC4� , CAQ - Truswal Systems Plates are 20 ga. unless shown by'IWit 8 ga.), "H•(16 ga.), or "MX"(TWMX 20 ga.), positioned per Joint Details Report. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). �,�/2 WARIMGRead aH notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da - ® This design is for an individual Wilding component not buss system. It has been based on specifications provided by the component manufacturer WO: Drive versions and done in accordance with the current of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. _C_gould_LOW05_300WI rR us wA Dimensionsare to be verified by the component manufacturer and/or building designer prior to fabrication. The Wilding designer must ascertain that the loads utilued on this design meet or exceed the loading imposed by the local Wilding code and the particular application. The design assumes Dsgnr: ABCD #LC = 14 WT: 127# TC Live 38.00 Dur-Facs that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly psf L=1.15 P=1.15 tlaChad, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bnd 1.15 SYSTEMSshall hot W placed in any environment mat will cause the moisture content of the wood to exceed 19% and/or cause Connector plate Corrosion Fabricale, handle. Install bate 'JOINT BC Live 0.00 psf O.C.Spacing 2- 0- 0 44455 Northpark Dr. ad this truss in accardance with DETAILS' by'rruswal,'ANSI/TPI 1'. WTCA 1'•Wood Truss Council Colo Springs, CO 80907 of America Standard Design RosponsntiWies, 11ANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 TrusPlus 6.0 Ver: T6.3.9 -(HIB-91) and HIB -91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is Located at D'Onotrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street. NW, Ste 800, Washington, DC 70036. TOTAL 59.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: GOULD Truss ID: C3 Qty: 2 BRIG X -LOC REACT SIZE REQ'D 1 0- 1-12 4894 3.50" 2.61" TC 2x4 DFL 51 & Btr. BC Plating spec - ANSIMI - 1995 This truss Is designed using the 2 21-10-4 4598 3.50" 2.45" 2x6 DFL 51 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. UBC -97 Cade. Bldg Enclosed = Yes TC FORCE AXL BND CSI PLATE VALUES PER ICBO RESEARCH REPORT 51607. Loaded for 10 PSF non -concurrent BOLL. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. Truss Location = End Zone HurrfcanglOcean Line = No Exp Category = B - 1-2 -7791 0.26 0.42 0.68 2.3 -5323 0.07 0.23 0.30 Permanent bracing is required (by others) to + + + + + + + + + + + + + + + + + + + + + + , Bldg Length = 90.00 ft, Bldg Width = 22.00 ft 3.4 -5323 0.07 0.23 0.30 4-5 -7791 0.26 0.42 0.68 prevent rotation/to piing. See HIB -91 and NS[/TPI 1-1995; 10.3.4.5 and 10.3.4.6. PLATING BASED ON GREEN LUMBER VALUES. Nail pattern shown Is for PLF loads only. Concentrated loads MUST be distributed to Mean roof height = 11.92 ft, mph = 80 - UBC Standard Ocwpa j Dead Load= 21.0 psf shall not be paced in any environment mat win cause One moisture Content of the wood to exceed 19% and/or cause Connector pate Corrosion. Fabricate, handle, install aro brace this truss in accordance with 'JOINT DETAILS' by Twswal, 'ANSVTPI 1', WTCA V -Wood Truss Council 2-PLYI Nail w/10d BOX, staggggered ((NDS -97 each ply equally. On multi -ply with bangers, use 3 nails min. Into the carrying ---------LOAD CASE # I DESIGN LOADS -------- FORCE BC FORCE AXL OND CSI 'Sect. 12) in: TC- 2/ft BC- 3/ft WE85- 2/ft member. For more than 2 ly, use additional fasten- Dir L.Plf LLoc R.Plf R.Loc U.[TL TC 6-7 0.41 0.50 0.92 ers as Indicated from the back or use Vert 98.00 0- 0- 0 98.00 22- 0.0 0.78 SC 320.00 7-8 6842 0.41 0.36 0.77 B-9 6842 0.41 0.34 0.75 TOTAL 59.00 psf plys, any other approved detail (by others). Vert 0- 0- 0 320.00 22- 0- 0 0.60 9-10 6842 0.410.360.77 +++++++++++++++++.++++ 10-11 6892 0.410.50 0.92 WEB FORCE CSI WEB FORCE CSI - - 2-7 1840 0.4&B -2541 0.24 2-8 -2542 0.2M10 1840 0.41 3-8 4199 0.93 MAX DEFLECTION((span): L/999 IN MEM 9-10 (LIVE) L= -0.13" D= -0.07" T= -0.21" 5-1)-3 0-4-3 EEEAI i 11-0-0 , 11-0-0 , 2-PLYS 1 2 3 4 5 REQUIRED 600 -6.00 1 5-6 S=5-5 { 22-0-0-0 ' I 22-0-0 , 6 7 8 9 10 11 TYPICAL PLATE: 4-4 Truswal Systems Plates are 20 ga. unless shown by -18-(18g a. ), "H"(16 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Report. 7/2/2003 Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap With structural plates (or staple). WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component nor truss system. II has been based on specifications provided by the component manufacturer W0: Drive_C_gould_L00005_300001 and done in accordance with the current versions of TPI and AFPA design standards, No responsibility is assumed for dimensional accuracy. TR S WA Dimensionsare to be verified by the Component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that he batls utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes Dsgnr: ARCD #LC = 14 WT: 149# TC Live 38.00 DurFacs L=1.15 P=1.15 too Thal the lop chord is laterally braced by the l or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly psf Itached, unless otherwise noted Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bind 1.00 ® SYSTEMS 4445 Northpark Dr. shall not be paced in any environment mat win cause One moisture Content of the wood to exceed 19% and/or cause Connector pate Corrosion. Fabricate, handle, install aro brace this truss in accordance with 'JOINT DETAILS' by Twswal, 'ANSVTPI 1', WTCA V -Wood Truss Council BC Live 0.00 psf O.C.Spacing 2- 0- 0 Coto Springs, CO 80907 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Truslolus 6.0 Ver: T6.3.9 {HIB -91) arid 'HIB -91 SUMMARY SHEET' by TPI The Truss Plate Institute (TPI) is located at D'Onolno Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste Bob. Washington, DC 20036. TOTAL 59.00 psf DEF.Ratio: L/360 TC: L/360 Job Name: GOULD BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #I& & Btr. 1 0- 1-12 450 3.50" 1.50" BC 2x4 DFL 01 & Btr. 2 4-1-12 468 3.50" 1.50" WEB 2X4 DFL STANDARD and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. PLATE VALUES PER IC80 RESEARCH REPORT C 1607. TC FORCE AXL BND CSI Permanent bracing is required (b others) to 1-2 151 0.00 0.55 0.55 prevent rotaUon/[oppling. See HIB -91 and rte bads utitizad on this design meal or e.ceed the loading imposed by the local building code and the particular application. The design assumes ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. BC FORCE AXL BND CSI 3-4 52 0.D0 0.43 0.43 WEB FORCE CSI WEB FORCE CSI 2-4 -3670.05 TC Dead 11.00 psf MAX DEFLECTION (n) L/999 IN MEM 3-4 LIVE) SYSTEMSshall L= -0.04" D= -0.02 T= -0.05" BC Live 0.00 psf 2--4 0�8 - Truss ID: M1 Plating spec ' ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. BEARING REQUIREMENTS shown are based ONLY on the truss material at each bearing. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (If any) require additional consideration (by others) for horiz. loads on the bldg. 1 2 6.0 2-14 This truss Is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No, Exp Category - B Bldg Length = 90.00 (C Bldg Width = 40.00 ft Mean roof height 10.01 R, mph = 80 _ UBC Standard Occupancy Dead Load = 21.0 psf -------LOAD CASE it f)ESIGN LOADS ------ Dir LPIf L.Loc R.Pif R.L.oc LLITL TC Vert 182.00 0-0-0 206.00 4-3-8 0.71 BC Vert 20.06 0-0-0 20.00 +31-8 6.00 I 9 4-5-8 41, - • d. C045982 - Exp: 12/31106 " Truswal Systems Plates are 20 ga. unless shown by "18"(18 ga.), "H"(16 ga.), or "MX'(TWMX 20 ga.), positioned per Joint Details Repon. �/1 1w/woo Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: da This design is for an individual building component not truss system. a has been based on specifications prodded by the component manufacturer WO: Drlve_C-gcfuld L00005�00001 - and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensionsare to be verilied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenain that DS nr• ABCD #LC = 13 WT' 19# 9 - TR S WA rte bads utitizad on this design meal or e.ceed the loading imposed by the local building code and the particular application. The design assumes TC Live 38.00 psf DurFacs L=1.15 P=1.15 Iha1 the lop chord is laterally braced by the roof or floor sheathing aro the bottom chord is laterally braced by a rigid sheathing material directly Ilarmed, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component TC Dead 11.00 psf Rep Mbr Bnd 1.00 SYSTEMSshall rot he placed in any environment mat will cause the moisture content of the woof to eased 19% and/or cause connector plate corrosion. Fabricate, 'JOINT BC Live 0.00 psf O.C.Spadng 2- 0- 0 4445 Northpark Dr. handle, install and brace this truss in accordance with DETAILS' by Truswal,'ANSIrTPI 1', WTCA 1' -Wood Truss Council Colo Springs, CO 80907 of America Standard Design Responsibilities. 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 ' TrusPlus 6.0 Ver: T6.3.9 4HIB-91) and 1118.91 SUMMARY SHEET' by TPI. The Truss Plale Institute (TPI) is localed at D'Onolno Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at t t 11 19th Slreet. NW. Ste 800, Washington, DC 20036. TOTAL 59.00 psf DEF.Ratio: L/360 TC: L/360 PEAK PLATE: 3-4 (2x4) 5-5 (2x(;) 6.6 12x81 BC SPLICE; 3-4 (2x4) 5-5 (2x6) _ 6-6 (2x8) A MAXIMUM 40 PSI: LIVE LOAD. 80 MPII WIND EXI'nSURF (., LESS T LAA1 vn'-O" WAIL IIEIGIIT. ® N 1.5-3. TYPICAL. /q-.�� MESSyFyc RACING DETAILS • T Q IT J No 0 5982 ') E p. 1 31/02 �sr.- CMI - 'I. MAXIMUM V-0" EAVE WITH 1� BLOCKS @ 32"o.c. OR 2'-0" EAVE 6'-0" MAXIMUM MAXIMUM, WITH 4 x 2 N2 OR IJ I'll.' BRACE SPACING OUTLOOKERS CUT INTO GABLE @ 32"o.c. 2x4 #2 MINIMUM CONTINUOUS / STRONGBACK BRACED TO ROOF STRUCTURE AT 6'-0" MAXIMUM. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10" CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 4'-1.5'CLEARSPAN, 80 MPH CONTINUOUS BEARING WALT. MINIMUM GRADE CHORDS AND i STUDS 2x4 STUD/STANDARD. l ST(IDS TO BE MAXIMUM 24"o.c. I PLATE: 3-4 12x4► 5-6 (2x6) (2X8) BRACE I WALL BRACING PER B1 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24' D.C. TO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL REQUIREMENTS SHOWN) 2x4 SOLID BLOCK WITH 3-16d NAILS IGABLE STUD SHEATHING TO GABLE Bd AT 6" o.c. / [A. END AND lid tJAll-S FROM SHEATHING / TRUSS. Rd AT 6" ox. I'D BLOCK AT 6"o.c. 1 Y " NOTCH @ 32" o.c. II CODE :;1 .i.cuu; IJATE MODEL 20 UBC CONTINUOUS 2/11/99 GABLE DETAILS -IOU IV F1 I t.J J 1.16d SOLID BLOCK \ WITH 2=16d TOE - 2.16d NAILED EA. END 2.16d 116d AT 24' o.c. l6d AT x 24'a. C. WAnNING Read all notes on this street and give a copy of it to the Erecting Contractor. �}J �pI1���� this tlestgn is for an mdw"luai building component. it has been based on specifications pro"Ned by the component manufacturer and done in IriS.>' accordance v.nb me current versions o1 IPI and AFPA design standards. No responsibility is assumed rot dimansional accuracy. Dimensions are 16 he —d,. ,l by Lha Coinpunanl rilamrlacii—i and.'ot Uuildnig designer prior to rabip-bon Tho budding designer shall ascertain that the loads 11111t nnhh:ud do Iles ddsiUn meet Of e.l:edd tale loading unposed by the lor;al budding cede 11 is assume:) Ilial the lop chord is laterally Graced by the ,it or hien stieaminy and the bolonr ehold is laterally Waced by a rigid sheatUing material directly attachud. unlass olhetvrise noted. Bracing � r, son.v1,,:: I:,, I:dc,al support of conrynynoms momUdrs only to reduce buct.bng lan(lh. Phis component shall not be plitCod in any environment that ®mrAlw1 ►�rA SIM AM. ` 4'MS r. tll fd,isd Did 1-61— Contain ul Ibu wubd —.ed 19.1 al.&- Cause Connector plata Corrosion Fabricate. handle. Install and brace this buss in II1115V.A1. SYb. AS COW )NAI ION a. coidan;e .+tib the Iullo'.rmlg sidw,uds' '1RUSCOIA MAIWAL' by Tru5Wal.'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED •.IiOU 1RUSSE� IOSTBBI.'NANUI.IIIG INSTAI.UNG AFib BRACING METAL PLATE CONNECrED WOOD TRUSSES'. (H186r) and 'HIB -91 51,:.Ildah'r ShEE F' by IPI TIIe Truss PIaIJ lostduld 11 Pills Iocabid at 567 DOnoblo Uuve, Madison, Wisconsin 53719. The American Forest and co f',ti:,, A—c,al,un IAFPAI is locales at 1250 Connecticut Ave. NW, Sta 200. WmAthillon, OC 20036. 1 1 1 1 1 f Structural Calculations for Gould Residence APN: 064-400-069 Butte County, CA June 25, 2003 ii. Prepared by: Mark Wegener, PE P.O. Box 2493 03-70777 '1 Paradise, CA 95967 BUTTE COUNTY BUILDiN UE � T T APPROVED i 7/io Oo 3 P-11. 1, 1 1 Structural Calculations for Gould Residence APN: 064-400-069 Butte County, CA June 25, 2003 Prepared by: Mark Wegener, PE P.O. Box 2493 Paradise, CA 95967 ■ � FWegener Engineering ' Project: Barbara Gould Residence Location: APN: 064-400-069, Butte im Date: June 25, 2003 CA By: mw Ch: Sht: SI't�1Z.t�1- �I L�� c.I;�GIL Conn's W, J To Is, 1 O�j 1'5' TO z� Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA By: mw Ch: Sht: �TE7z,� `�c�l r� • ���� � �` L ctiL> 0�0 - _ A Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA By: mw Ch: Sht: 3 C e= I ,CA. Ge,= I ,lam I�ro7� 4 " o Z.0 S - ► I Zv t1E�N I I� ZO IS -Ian Z(� 60 LO -10 4-o Go 3 0 O 37Ll Z �J Z NET O _ U Z � L N� ►.sP��FT ; IZ IZo -Z �a � 144 k Oso I ZIoO - .A o ZZ C5� AzA ,�5 . IT] IT-] F1 Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA By: mw Ch: I Sht: �A OIL c� 3U� 1\ QOT- �CwL,)' 1U ) I:lc) SIA it 0 C, M. l/`t,1zIZAl 0 Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA lBy. mw Ch: Sht: 57, , �Zo 2?$1� FOT7, ROOF SHTG & NAILING PER FRAMING PLAN -� LS -30 9) 24.. C.C. LONG LEG TO BLOCK E IN EN it i EN L CEILING DBL. TOP PLATE WITH 48" MIN SPLICE. WALL SHTG & NAILING EA. SIDE PER FRAMING PLAN. Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA By: mw Ch: Sht: cj I�TZ�r� G 4 Ilo i4- tc5 70 I 7.0 `1,ZS ISS w Wegener Engineering ' Project: Barbara Gould Residence Location: APN: 064-400-069, Butte County, CA 1 1 1• 1 1 1 OT 21 1A Date: June 25, 2003 By: mw Ch: Sht: to UL GMST�IIo '-J �`��L��i-�L w/ S�t�-,� o `- i ►�l _ ���J�� SNEr,-rz��t ��S �i 4� T9 ®r 0 r t4 1 1 1 � 0 r t4 Wegener Engineering Project: Barbara Gould Residence Date: June 25, 2003 Location: APN: 064-400-069, Butte County, CA By: mw Ch: I Sht: �frZLsn �S+cti� lr�o� C.NCt_! 1L 1;;� . LO BIZ-- LJi►�n� L�^-� ; �U� M,.� �wN. IZIo oZ oL �L2 IL Wegener Engineering Project: Barbara Gould Residence Location: APN: 064-400-069, Butte ZEy�-��ea7�N -Tiz �S 7L-, -E-E �'xrA-J 'gd-3i- IAVIc\rl. Date: June 25, 2003 CA By: mw Ch: Sht: �} ��E �xIZt�F No - ,?7Ec q U1 -2E 6Y -to T:7F <jEE EtvE` aLL LSE �;-O �� i -r �.,� �Z� d � �y X-1 ti't' �cJ K t. -Aa -TzLy�,> : L.Y�� o;4�o 16-d CAZ--E.;( l cc?ic lob I�� �° �►�z,,--�, t,.�r�LL.'.���� Ltvirj�,,IZ,�...I�J��� Z11 to /Tx = I �S. oP�� C.-zrld Wegener Engineering Project: Barbara Gould Residence Location: APN: 064-400-069, Butte Countv. CA 2: June 25, 2003 mw Ch: Sht: 1.0 LGeneral Information / �I Calculations are designed to 1997 NDS and 1997 UBC Requirements ' ' Mark Wegener, PE P.O. Box 2493 Title: Dsgnr: Job # Date: 10:31 PM, 26 JUN 03 Paradise, CA 95967 Description ' Center DL Left Cantilever DL Right Cantilever DL Scope 359.00 #/ft LL 757.00 #/ft #/ft LL #/ft #/ft LL #/ft Max Stress Ratio Rev: 560100 user: KW 0604973. Ver 5.6.0, 2 -Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 c:\ec55\gould residence.ecw:Calculations ' Description Rear Porch Roof Beam 10.8 k -ft Maximum Shear " 1.5 LGeneral Information / �I Calculations are designed to 1997 NDS and 1997 UBC Requirements ' ' Section Name 6x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.500 in 11.500 in Sawn 1.150 Pin -Pin 32.000 pcf Center Span 8.75 ft .....Lu 0.00 ft Left Cantilever It .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Douglas Fir - Larch, No.1 Fb Base Allow 1,350.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Full Length yt Uniform Loads Span= 8.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin ' Center DL Left Cantilever DL Right Cantilever DL 359.00 #/ft LL 757.00 #/ft #/ft LL #/ft #/ft LL #/ft �I Beam Design OK Span= 8.75ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.940 : 1 Maximum Moment 10.8 k -ft Maximum Shear " 1.5 5.8 k ' Allowable 15.7 k -ft Allowable 6.2 k Max. Positive Moment 10.81 k -ft at 4.375 ft Shear: @ Left 4.94 k Max. Negative Moment 0.00 k -ft at 8.750 ft @ Right 4.94 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in ' Max @ Right Support 0.00 k -ft @ Center 0.066in Max. M allow 15.68 Reactions... @ Right 0.000in ' Ib 1,070.53 psi Fb 1,552.50 psi fv Fv 91.92 psi Left DL 1.63 k 97.75 psi Right DL 1.63 k Max Max 4.94 k 4.94 k Deflections ' Center Span... Deflection Dead Load -0.044 in Total Load Left Cantilever... -0.134 in Deflection Dead Load 0.000 in Total Load 0.000 in ...Location 4.375 ft 4.375 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,380.2 785.74 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.066 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs ' Bending Analysis Ck 26.035 Le 0.000 ft Sxx 121.229 in3 Area 63.250 int Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb ' @ Center 10.81 k -ft 83.59 in3 1,552.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,552.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,552.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.81 k 5.81 k Area Required 59.480 in2 59.480 in2 Fv: Allowable 97.75 psi 97.75 psi Bearing @ Supports ' Max. Left Reaction 4.94 k Bearing Length Req'd 1.438 in Max. Right Reaction 4.94 k Bearing Length Req'd 1.438 in Mark Wegener, PE Title: Job # P.O. Box 2493 Dsgnr: Date: 10:31PM, 26 JUN 03 Paradise, CA 95967 Description Scope Rev: 560 i 00 User: KW 0604973. Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 2 (c)1983 2002 ENERCALC Engineering Software c:\ec55\gould residence. ecw:Calculations Description Rear Porch Roof Beam LQuery Values 'M,VV, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 4.94 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Mark Wegener, PE Title : Job # P.O. Box 2493 Dsgnr: Date: 10:36PM, 26 JUN 03 Paradise, CA 95967 Description Scope Rev: 560100 L, User: KW-0604973. Ver 5.6.0, 2-Sep-2002 TI111I�e1' COIUimn Design Page 1 (c)1983.2002 ENERCALC Engineering Software I 9 c:\ec55\gould residence. ecw:Calculations Description Rear Porch Post Dead Load General Information / Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section 6x6 . Total Column Height 8.00 ft Le XX for Axial 8.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 8.00 ft Column Depth 5.50 in Fc - 925.00 psi Lu XX for Bending 8.00 ft Width 5.50 in Fb 1,350.00 psi Sawn E - Elastic Modulus 1,600 ksi Column OK Douglas Fir - Larch, No.1 Depth= 5.50in, Total Column Ht= 8.00ft Dead Load Live Load ShortTerm Load Axial Load 3,162.00 lbs 6,718.00 lbs 0.00 lbs Eccentricity 0.000in =Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 8.00ft DL+LL DL+LL+ST DL+ST fc : Compression 326.61 psi 326.61 psi 104.53 psi Fc: Allowable 774.96 psi 774.96 psi 774.96 psi fbx : Flexural 0.00 psi 0.00 psi 0.00 psi F'bx : Allowable 1,350.00 psi 1,350.00 psi 1,350.00 psi Interaction Value 0.4215 0.4215 0.1349 Stress Details Fc: X -X 774.96 psi For Bending Stress Calcs... Fc: Y -Y 774.96 psi Max k'Lu / d 50.00 F'c : Allowable 774.96 psi Actual k'Lu/d 27,91 F'c:Allow' Load Dur'Factor 774.96 psi Min. Allow k'Lu / d 11.00 F'bx 1,350.00 psi Cf:Bending 1.000 F'bx' Load Duration Factor 1,350.00 psi Rb: (Le d / b^2)A .5 5.667 For Axial Stress Calcs... Cf : Axial 1.000 Axial X -X k Lu / d 17.45 Axial Y -Y k Lu / d 17.45 Mark Wegener, PE 0.000 ft Title: Area 39.375 in2 P.O. Box 2493 Center Dsgnr: Job # Date: 10:52PM, 26 JUN 03 Paradise, CA 95967 Max Moment Description : 141 DL #/ft Scope 1,265.00 psi Rev: 560100 Right Cantilever DL #/ft User: KW.3.2002 ENE, Ver 5.6.0. 2 ening S02 (c)1983 2002 ENERC LC Engineering Software General Timber Beam Page 1 Summary Shear Analysis @ Left Support c:\ec55\gould residence.ecw:Calculations Description 6'-0" Header @ Bearing Wall Design Shear General Information 4.23 k Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Beam Width 38.732 in2 Center Span 6.00 ft .....Lu 0.00 ft Beam Depth 3.500 in 11.250 in Left Cantilever ft .....Lu Right Cantilever ft 0.00 ft Member Type Sawn .....Lu Douglas Fir - Larch, No.1 0.00 ft Bm Wt. Added to Loads 4.10 k Fb Base Allow 1,000.0 psi 1.874 in Load Dur. Factor 1.150 Fv Allow 95.0 psi 4.2 k Beam End Fixity Pin -Pin Fc Allow 625.0 psi Allowable Wood Density 32.000pcf E 1,700.0ksi 6.15 k -ft at 3.000 ft Shear: 0.00 k -ft at 6.000 ft Full Length Uniform Loads 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb Center DL 435.00 #/ft LL 923.00 #/ft Max Moment Sxx Read Left Cantilever DL #/ft LL #/ft 1,265.00 psi @ Left Support Right Cantilever DL #/ft LL #/ft 0.00 k -ft 0.00 in3 Summary Shear Analysis @ Left Support @ Right Support Design Shear 4.23 k 4.23 k Area Required 38.732 in2 Beam Design OK Span= 6.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin 109.25 psi Max Stress Ratio 0.984 ; 1 Max. Left Reaction 4.10 k Maximum Moment 1.874 in 6.2 k -ft Maximum Shear * 1.5 4.2 k Allowable 7.8 k -ft Allowable 4.3 k Max. Positive Moment Max. Negative Moment 6.15 k -ft at 3.000 ft Shear: 0.00 k -ft at 6.000 ft @ Left 4.10 k @ Right 4.10 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.027 in Max. M allow 7,78 Reactions... @ Right 0.000in fb 999.68 psi tv 107.47 psi Left DL 1.33 k Max 4.10 k Fb 1,265.00 psi Fv 109.25 psi Right DL 1.33 k Max 4.10 k Deflections Center Span... Dead Load Total Load Left 11 Cantilever... Dead Load Total Load Deflection -0.018 in -0.056 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Deft 0.0 0.0 ...Length/Deft 3,928.4 1,275.44 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.027 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.181 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 6.15 k -ft 58.34 in3 1,265.00 psi @ Left Support 0.00 k -ft 0.00 in3 1,265.00 psi @ Right Support 0.00 k -ft 0.00 in3 1,265.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.23 k 4.23 k Area Required 38.732 in2 38.732 in2 Fv: Allowable 109.25 psi 109.25 psi Bearing @ Supports Max. Left Reaction 4.10 k Bearing Length Req'd 1.874 in Max. Right Reaction 4.10 k Bearing Length Req'd 1.874 in Mark Wegener, PE Title: P.O. Box 2493 Dsgnr: Paradise, CA 95967 Description Scope: Rev: 560100 User: KW -3.2002 ENE. Ver 5.6.0, Engineering 002 General Timber Beam (c)1983�2002 ENERCALC Engineering Software Description 6'-0" Header @ Bearing Wall Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k -ft @ Right Cant. Location = 0.00 ft 0.00 k -ft @ Left Cant. Location = 0.00 ft 0.00 k -ft Shear 4.10 k 0.00 k 0.00 k Job # Date: 10:52PM, 26 JUN 03 , Page 2 \ec55\gould residence.ecw:Calculations Deflection 0.0000 in 0.0000 in 0.0000 in Mark Wegener, PE Title: Job # P.O. Box 2493 Dsgnr: Date: 11:08PM, 26 JUN 03 Paradise, CA 95967 Description Scope : I Lo" LRev: 560100 User: KW.0604973. Ver 5.6.0. 2 -Sep -2002 General Timber Beam Page 1 (c)1983-2002 ENERCALC Engineering Software c:\ec55\gould residence. ecw:Calculations Description Garage Door Header General Information 0.000 ft , Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 3.5x11.875 Center Span 16.33 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft ..Lu 0.00 ft Member Type Left Cantilever DL Truss Joist - MacMillan, MicroLam 1.9 E Bm Wt. Added to Loads LL #/ft Fb Base Allow 2,600.0 psi Load Dur. Factor 1.150 Fv Allow 285.0 psi Beam End Fixity Pin -Pin Fc Allow 750.0 psi Wood Density 32.000 pcf E 1,900.0 ksi LFull Length Uniform Loads 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 Center DL 54.00 #/ft LL 114.00 #/ft Sxx Read Allowable fb Left Cantilever DL 5.91 k -ft #/ft LL #/ft @ Left Support 0.00 k -ft Right Cantilever DL 2,990.00 psi #/ft LL #/ft 0.00 in3 2,990.00 psi Summary @ Left Support @ Right Support Design Shear 1.91 k 1.91 k Area Required 5.828 in2 5.828 in2 Beam Design OK Span= 16.33ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Bearing @ Supports Max Stress Ratio 0288 : 1 Max. Left Reaction 1.45 k Bearing Length Req'd Maximum Moment Max. Right Reaction 5.9 k -ft Maximum Shear * 1.5 1.9 k Allowable 20.5 k -ft Allowable 13.6 k Max. Positive Moment 5.91 k -ft at 8.165 ft Shear: @ Left 1.45 k Max. Negative Moment 0.00 k -ft at 16.330 ft @ Right 1.45 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.164in Max. M allow 20.50 Reactions... @ Right 0.000in fb 861.85 psi fv 45.96 psi Left DL 0.52 k Max 1.45 k Fb 2,990.00 psi Fv 327.75 psi Right DL 0.52 k Max 1.45 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.109 in -0.306 in Deflection 0.000 in 0.000 in ...Location 8.165 ft 8.165 ft ...Length/Defl 0.0 0.0 ...Length/Deft 1,797.3 641.27 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.164 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 20.444 Le 0.000 ft Sxx 82.259 in3 Area 41.563 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Read Allowable fb @ Center 5.91 k -ft 23.71 in3 2,990.00 psi @ Left Support 0.00 k -ft 0.00 in3 2,990.00 psi @ Right Support 0.00 k -ft 0.00 in3 2,990.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.91 k 1.91 k Area Required 5.828 in2 5.828 in2 Fv: Allowable 327.75 psi 327.75 psi Bearing @ Supports Max. Left Reaction 1.45 k Bearing Length Req'd 0.551 in Max. Right Reaction 1.45 k Bearing Length Req'd 0.551 in Mark Wegener, PE Title: Job # P.O. Box 2493 Dsgnr: Date: 11:08PM, 26 JUN 03 Paradise, CA 95967 DescriptionI� Scope e":560100 User: KW0604973, Ver 5.6.0. 2 -Sep -2002 General Timber Beam Page 2 (c)1983.2002 ENERCALC Engineering Software c:\ec55\gould residence. ecw:Calculations Description Garage Door Header Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 1.45 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 1 1 1 1 1 i 2 6 '' 3x5 --- 19 17 18 15 2x4 - 5xe = 3x4 = 5.8 3.4 7 14 3.4 = 3x4 � e sxs 0 its 13 12 3x1 = - 1.5x4 .I ' - Truss Type Oty y 'Job'ss 88754966 4000 GOULD A DBL. HOWE 6 1 400 307 6573 65.13 65.13 (optional) ROSS.ORLPNDCA93963 707 Tenc-u--_r 25 07:44:38 2003 Page 1 4201SsNov0dusrsTROJAN ' .-2 .0.0 . - '�-0.7-_.._-. 13-63 02 _-.- 20-0.0 _ _...- _... __ 265.1] __...-_ _ 3211 9_--_._-_ X0.40 - 00 - 2-0-0 707 65.13 65.13 65.13 6513 707 2-0d Scale = 1:8E.3 5x5 - ' e LOADING TCLL 'TCDL BCLL BCDL (psf) 38.0 10.0 0.0 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 1 Reo Stress Incr YES Code UBC97/ANSI95 CSI TC 0.86 BC 0.56 WB 0.99 i 2 6 '' 3x5 --- 19 17 18 15 2x4 - 5xe = 3x4 = 5.8 3.4 7 14 3.4 = 3x4 � e sxs 0 its 13 12 3x1 = - 1.5x4 .I 'LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV-G TOP CHORD Sheathed or 243-1 oc puffins. BOT CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std-G'Except- 6-0-0 oc bracing: 2-18,17-18. 6-15 2 X 4 DF NoA&Btr-G, 4-16 2 X 4 DF No.1&Btr-G WEBS 1 Row at midpt 5-15,.7-15 5-15 2 X 4 OF No.1&Btr-G, T-15 2 X 4 DF No.1&Btr-G 8-14 2 X 4 DF No.t&Btr-G t ' 'TCP CHORD BRACING,@ 24" O.C.. UNLESS RIGIDLY SHEATHED, BOTTOM CHORD REACTIONS (Ib/size) 18=2705/0-3-8, 10=2156/0-0-8 CONTINUOUSLY BRACED 9 10'0' O.C. UNLESS RIGIDLY SHEATHED. LATERAL Max Hoe 18=-114(load case 5) BRACING OF :"EB iAUMBERS, '04HERE REQUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRAGING (WHICH IS ALWAYS REQ'D) REFER TO TPI ' Max Uplift 18=-568(load case 7), 10=-342(load case 7) PUBLICATION HIB -9 i BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. Max Grav 18=2705(load case 1), 10=2238(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42. 2-3=945, 3-4=-1163. 4-5=-2062, 5-6=-1855. 6-7=-1855, 7-8=-2645. 8-9=-3394. 9-10=-3701, ' 10-11=42 BOT CHORD 2-18=-843. 17-18=-743,16-17=1040,15-16=1844. 14-15=2366,13-14=3036,12-13=3273, 10-12=3275 WEBS 4-17=-1288. 5-16=-337.6-15=1037.7-14=471.8-1,3=256, 416=917.5-15=-267.7-15=-1023. 8-14=-764, 3-18=-2651. 3-17=2245, 9-12=55.9-1:3=-299 ' NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceaniine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per - ' UBC97/ANSI95 If end verticals or cantilevers exist, they are exppsed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per OQ�QFESS/ONS 'Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. tr ' z LOAD CASE0: C 17180 S) Standard * EXP. 08/30/05 CNtX. WARNING - Verilc design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE . OFCAVrr Design valid for use only with btlTek ccnnectors. This design is based only upon pararmeters shown, and is for an individual - - - MarCtl 25, 2003 building component to be installed and loaded vertically. Applicability of design parrameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing showln is for lateral support of individual- -- web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector: N nAdditional Permanent bracing of the overall structure is the responsibility of the buildimg designer. For general guidanc' ..regarding fabrication, quality control, storage, delivery, erection,. and bracing, consujlt OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recormmendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. - 400 707 1303 2000 265-13 32.11-9 4000 400 307 6573 65.13 65.13 6513 707 ' Plate Offsets (): [9:0-2-4.0-3-0], [10:0-1-13, dge , [15:0 LOADING TCLL 'TCDL BCLL BCDL (psf) 38.0 10.0 0.0 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 1 Reo Stress Incr YES Code UBC97/ANSI95 CSI TC 0.86 BC 0.56 WB 0.99 DEFL in Vert(LL) -0.17 Vert(TL) -0.27 Horz(TL) 0.09 1st LC LL Min Udefl (loo) 14 13-14 10 = 360 Udefl >999 >999 j n/a PLATES GRIP M1120 220/195 Weight 218 Ib 'LUMBER BRACING TOP CHORD 2 X 4 DF No.1&BV-G TOP CHORD Sheathed or 243-1 oc puffins. BOT CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 DF Std-G'Except- 6-0-0 oc bracing: 2-18,17-18. 6-15 2 X 4 DF NoA&Btr-G, 4-16 2 X 4 DF No.1&Btr-G WEBS 1 Row at midpt 5-15,.7-15 5-15 2 X 4 OF No.1&Btr-G, T-15 2 X 4 DF No.1&Btr-G 8-14 2 X 4 DF No.t&Btr-G t ' 'TCP CHORD BRACING,@ 24" O.C.. UNLESS RIGIDLY SHEATHED, BOTTOM CHORD REACTIONS (Ib/size) 18=2705/0-3-8, 10=2156/0-0-8 CONTINUOUSLY BRACED 9 10'0' O.C. UNLESS RIGIDLY SHEATHED. LATERAL Max Hoe 18=-114(load case 5) BRACING OF :"EB iAUMBERS, '04HERE REQUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRAGING (WHICH IS ALWAYS REQ'D) REFER TO TPI ' Max Uplift 18=-568(load case 7), 10=-342(load case 7) PUBLICATION HIB -9 i BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. Max Grav 18=2705(load case 1), 10=2238(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42. 2-3=945, 3-4=-1163. 4-5=-2062, 5-6=-1855. 6-7=-1855, 7-8=-2645. 8-9=-3394. 9-10=-3701, ' 10-11=42 BOT CHORD 2-18=-843. 17-18=-743,16-17=1040,15-16=1844. 14-15=2366,13-14=3036,12-13=3273, 10-12=3275 WEBS 4-17=-1288. 5-16=-337.6-15=1037.7-14=471.8-1,3=256, 416=917.5-15=-267.7-15=-1023. 8-14=-764, 3-18=-2651. 3-17=2245, 9-12=55.9-1:3=-299 ' NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceaniine, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per - ' UBC97/ANSI95 If end verticals or cantilevers exist, they are exppsed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per OQ�QFESS/ONS 'Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 10. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. tr ' z LOAD CASE0: C 17180 S) Standard * EXP. 08/30/05 CNtX. WARNING - Verilc design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE . OFCAVrr Design valid for use only with btlTek ccnnectors. This design is based only upon pararmeters shown, and is for an individual - - - MarCtl 25, 2003 building component to be installed and loaded vertically. Applicability of design parrameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing showln is for lateral support of individual- -- web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector: N nAdditional Permanent bracing of the overall structure is the responsibility of the buildimg designer. For general guidanc' ..regarding fabrication, quality control, storage, delivery, erection,. and bracing, consujlt OST -88 Quality Standard, DSB- 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recormmendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek Industries, Inc. - jGOULD AGE DBL. HOWE $S�RLAND CA 95983 2-04 20-0-0 -- -- - - ----- - - PI -ULD-RANDALL -- -- - _..-- - -- y R8754967 1 1 - (optional)_ 4.2-0-1" SRI s Nov 16 2000 MTek Industries, Inc. Tue Mar 25 00745:03 2003 Page 1 40-0-0 -, 424.0 20-0-0 -- - ---- 2-0-0 3x8 = 1 18 .� 1817 1920 � S. 00 • 1i 15 21 u z2 \ 12 //% ;i it 24 ss /�/ I 'i ii 27 28 5x7, 7 8 %'- I� 8. ' II, t�I \ 1 9 5:7J 8 i ! ii Iii ��!� ,I 30-332 i 33 y34• 2�/� ,\ b 3.5 - 64 83 82 61 60 59 58 57 56 55 54 53 5251 50 4948 47 46 45 W 43 42 41 40 39 38 37 36 3x5 3x8 = sole = 1:88.3 15-53 2 X 4 DF Nb. t &BV. -G; 1652 2 X 4 DF No. t &BU -G 20-48 2 X 4 DF No.1&Btr-G, 21137 2 X 4 DF No.1&Btr-G REACTIONS (Ib/size) 2--417/40-0-0, 50=14/40-0-0,34=417/40-0-0, 51=100/40-0.0, 49=100/40-0-0. 64=145/40 -0 -0,63=162140 -0 -0,z62 --145/40-M. 61=151/40.0-0, 60=149/40-0-0, 59=149/40-0-0, 58=149/40-0-0, 57=149/40-0-0. 56=149/40-0-0, 55=151/40-0-0, ' 54=145/40-0-0. 53=155/40-0-0,52--108140-0-0,48=108/40-", 47=155/40-0-0, 46=145/40-0-0.45---151/4G-0-0, 44=149/40.0-0, 43=149/40-0-0, 42=149/40-0-0, 41=149/40-0-0, 40=149/40-0-0. 39=151/40-", 38=145/40-0-0,37=162140-0-0. 36=145/4040-0 Max Horz 2=-107(ioad case 5) ' Max Uplift 2=-131(load case 7), 34=-131(load case 7), 63=-67(load case 6). 62=-22(load case 7), 61=-33(load case 7), 60=-31 (load case 6), 59=-31 (load case 7), 58=-31 (load case 6). 57=-31 (load case 7), 56=-31 (load case 7), 55=-31 (load case 6), 54--29(load case 6), 53=-07(load case 7), 52=-14(load case 7), 48=14(load case 7), 47=-47(load case 7), 46=-29(load case 5), 45=-31 (load case 5), 44=-31 (load case 7), 43=-31 (lead case 5), ' 42=-31 (load case 5), 41=-31(load case 7), 40=-31 (load case 5), 39---33(load case 7), 38=22(load case 7), 37=-67(load case 5) Max Grav 2=497(load case 2), 50=31 (load case 4), 34=497(load case 3), 51=123(load case 2), 49=123(load case 3), 64=165(load case 2), 63=192(load case 2), 62=169(load case 2), 61=176(load case 2). 60=174(toad case 2), 59=175(Ioad case 2), 58=175(load case 2), ' 57=175(load case 2), 56=175(load case 2). 55=177(load case 2), 54=1690oad case 2), 53=181(load case 2), 52=126(load case 2), 48=126(load case 3), 47=181(load case 3), 46=169(load case 3), 45=177(load case 3), 44=175(load case 3), 43=175(load case 3), 42=175(load case 3), 41=175(load case 3), 40=174(toad case 3), 39=176(load case 3), 38=169(load case 3), 37=192(load case 3), 36=165(load case 3) ) TOP CHORD BRACING @ 24' O.C., UNLESS RIGIDLY SHEATHED, BOTTOM CHORD CONTINUOUSLY BRACED. @ 10'0. O.C. UNLESS RIGIDLY SHEATHED. LATERAL ' BRACING OF WEB MEMBERS. WHERE REQUIRED. ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REO -D) REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. H AContinued on pa e 2 WARNING- �erify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MrTek connectors. This design is based only upon pararneters shown, and is for an tndlvfduel -`_ --- • --'- - - - - building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shoatm Is for lateral support of lndivfduaf web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erectoG- KI,Additional permanent bracing of the overall structure (a the responsibility of the building designer. For generalguidance..regarding fabrication, quality control, storage, delivery, erection, and bracing, consluh OST -88 Quality Standard, DSW.:- - 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss - -: J --- Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53712 (�IGjek (-JUStrtlesr-Inc. ,OionsS/\ ANnI CJCA. EX� -March 25,2003 40-0-0 Plate Offsets ( Y): [5:0-0-11,0-3-0). 31:0-0-11,03-0 LOADING (psf) 1 SPACING 2-0-0 CSI I DEFL in (loc) Vdefl PLATES GRIP TCLL 38.0 Plates Increase 1.15 I TC 0.39 ! Vert(LL) n/a - Na M1120 185/148 TCDL 10.0 1 Lumber Increase 1.15 BC 0.14 Vert(TL) 0.06 1-2 >408 ' BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(rL) 0.01 34 Na BCDL 8.0 Code UBC97/ANSI95 j (Matrix) 1st LC LL Min Vdefl = 360 Weight 309 Ib LUMBER BRACING TOP CHORD 2 X 4 DF No.t&BV-G TOP CHORD Sheathed or 6-0-0 oc purlins. ' BOT CHORD... 2 X 4 DF No.1&Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'OTHERS 2 X 4 HF Std 'Fxcept' WEBS 1 Row at midpt -""" " 1751, 19-49, 15-53.16-52,20 8, 47512X4 DF Not&Btr-G 19-492X4 DF Not&BV-G 21-47 15-53 2 X 4 DF Nb. t &BV. -G; 1652 2 X 4 DF No. t &BU -G 20-48 2 X 4 DF No.1&Btr-G, 21137 2 X 4 DF No.1&Btr-G REACTIONS (Ib/size) 2--417/40-0-0, 50=14/40-0-0,34=417/40-0-0, 51=100/40-0.0, 49=100/40-0-0. 64=145/40 -0 -0,63=162140 -0 -0,z62 --145/40-M. 61=151/40.0-0, 60=149/40-0-0, 59=149/40-0-0, 58=149/40-0-0, 57=149/40-0-0. 56=149/40-0-0, 55=151/40-0-0, ' 54=145/40-0-0. 53=155/40-0-0,52--108140-0-0,48=108/40-", 47=155/40-0-0, 46=145/40-0-0.45---151/4G-0-0, 44=149/40.0-0, 43=149/40-0-0, 42=149/40-0-0, 41=149/40-0-0, 40=149/40-0-0. 39=151/40-", 38=145/40-0-0,37=162140-0-0. 36=145/4040-0 Max Horz 2=-107(ioad case 5) ' Max Uplift 2=-131(load case 7), 34=-131(load case 7), 63=-67(load case 6). 62=-22(load case 7), 61=-33(load case 7), 60=-31 (load case 6), 59=-31 (load case 7), 58=-31 (load case 6). 57=-31 (load case 7), 56=-31 (load case 7), 55=-31 (load case 6), 54--29(load case 6), 53=-07(load case 7), 52=-14(load case 7), 48=14(load case 7), 47=-47(load case 7), 46=-29(load case 5), 45=-31 (load case 5), 44=-31 (load case 7), 43=-31 (lead case 5), ' 42=-31 (load case 5), 41=-31(load case 7), 40=-31 (load case 5), 39---33(load case 7), 38=22(load case 7), 37=-67(load case 5) Max Grav 2=497(load case 2), 50=31 (load case 4), 34=497(load case 3), 51=123(load case 2), 49=123(load case 3), 64=165(load case 2), 63=192(load case 2), 62=169(load case 2), 61=176(load case 2). 60=174(toad case 2), 59=175(Ioad case 2), 58=175(load case 2), ' 57=175(load case 2), 56=175(load case 2). 55=177(load case 2), 54=1690oad case 2), 53=181(load case 2), 52=126(load case 2), 48=126(load case 3), 47=181(load case 3), 46=169(load case 3), 45=177(load case 3), 44=175(load case 3), 43=175(load case 3), 42=175(load case 3), 41=175(load case 3), 40=174(toad case 3), 39=176(load case 3), 38=169(load case 3), 37=192(load case 3), 36=165(load case 3) ) TOP CHORD BRACING @ 24' O.C., UNLESS RIGIDLY SHEATHED, BOTTOM CHORD CONTINUOUSLY BRACED. @ 10'0. O.C. UNLESS RIGIDLY SHEATHED. LATERAL ' BRACING OF WEB MEMBERS. WHERE REQUIRED. ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REO -D) REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. H AContinued on pa e 2 WARNING- �erify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MrTek connectors. This design is based only upon pararneters shown, and is for an tndlvfduel -`_ --- • --'- - - - - building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shoatm Is for lateral support of lndivfduaf web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erectoG- KI,Additional permanent bracing of the overall structure (a the responsibility of the building designer. For generalguidance..regarding fabrication, quality control, storage, delivery, erection, and bracing, consluh OST -88 Quality Standard, DSW.:- - 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Truss - -: J --- Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53712 (�IGjek (-JUStrtlesr-Inc. ,OionsS/\ ANnI CJCA. EX� -March 25,2003 Job _ ...._- -Truss - ....- ----' Truss Type -- - ------ -Qty --... PTy. ... 6OULD-9A96ALL R8754967 GOULD AGE DBL. HOWE t 1 (optional) ---- - - -- — ---. _ - - - - - - -- -- ---- - - - -- - ---- -- -- -- ��OJAN TRUSS, ORLAND OA 95963 4.201 SR1 s Nov 16 2000 tvfiTek Iridustnes. Inc. Tue Mar 25 07:45:03 2003 Page 2 FORCES (lb) - First Load Case Only TOP CHORD 1-2=84, 2-3=-88. 3-4=-44, 4-5=-41. 5-6=16,6-7=16. 7-8=16, 8-9=16. 9-10=16. 10-11=16. 11-12=16. 12-13=16. 13-14=15, 14-15=17. 15-16=14. 16-17=-26, 17-18=-43,18-19=-43.19-20=-26.20-21=-43.21-22=-40. 22-23=-43.23-24=-42.24-25=-42.25-26=-42. 26-27=-42, 27-28=112. 28-29=-42. 29-30=112. 30-31=16, 31-32=141, 32-33=-44, 33-34=-88. 34-35=84 BOT CHORD 2-64=12. 63-64=12, 62-63=12. 61-62=12. 60-61=12. 59-60=12. 58-59=12. 57-58=12. 56-57=12. 55-56=12, 54-55=12, 53-54=12, 52-53=12. 51-52=12, 50-51=12. 4950=12. 4849=12.47-48=12,46-47=1 2. 45116=12. 44-45--12.43-44=12.42-43=12.41-42=12. 40-41=12, 39-40=12. 38-39=12. 37-38=12. 36-37=12. 34-36=12 WEBS 17-51=-93, 19-49=-93. 3-64=-161, 4-63=-121, 6-62=-129,7-61=-128, 8-60=-128.9-59=-128.10-58=-128,11-57=-128,12-56=-128. 13.55=-130. 14-54=-124. 15-53=-133.16-52=-91, 20148=-91, 21-47=-133,22-46=-124.2345=-130.24-44=-128,25-43=-128. 26 -42= -128.27111= -128.2840=-128,29-39=-128.30-38=-129.32-37=-121,33-36=-161 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek 'Standard Gable End Detail' 3) All plates are 1.5x4 M1120 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 50, 34, 51, 49, 64, 63, 62, 61, 60, 59, 58, 57, 56, 55 , 54, 53, 52, 48, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, and 36. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard I' I I WARNING - Veri,6, design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 7 - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer— not truss designer. Bracing shown is for lateral support of individual' web members only. Additional temporary bracing to Insurti stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing,'conaUt OST -88 Quality Standard, DSB• 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues - - - Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53719 MiTek Industries, Inc. I I WARNING - Veri,6, design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 7 - Design valid for use only with MITek connectors. This design is based only upon parameters shown, and is for an individual - building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component Is responsibility of building designer— not truss designer. Bracing shown is for lateral support of individual' web members only. Additional temporary bracing to Insurti stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing,'conaUt OST -88 Quality Standard, DSB• 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues - - - Plate Institute, 583 D'Onotrlo Drive, Madison, WI 53719 MiTek Industries, Inc. •- - - S__7tr obuss - � TrussType --- �.- Pty - -COULD-RANDALL , ' R8754968 GOULD .B CATHEDRAL 9 1 _ (optional) TROJAN TRUSKS. O K_WE CA 95963_ 4.201 SR1 s Nov 16 2000 M- a Industries. Inc. -Tue Mar 25 07:45:12 2003 Page 1 ' •2-0-0 45.5 ..___ 8.4-0 __.. 72.2•t0 _ -18.13 20.0-0 263.13 2-0-0 ass 3-10-11 3-10-11 3-10-11 3-10.11 63-73 63.13 roc 2.40 Scale = 1:e9.4 Sas = 7 5x9:- �^ 800 t2 1.50.4 >j>�3x7 - - j �:%•l�.�/� � '�\\�\ I�ir� ji j '// 8x6 -Ss f0310 17 49cp if o: 3.5 18 8.00 t2 15 14 13 4xe = \ 5x8 M1120H = 5x8 = 30 = 30 = 4-0-0 4-3,8 11.94 19.18 26.5.13 32.11.9 40-" 4.00 0.318 raa 70.0 7-23 63.13 7-9a 'late Offsets ( [3:0-3-8.03-0). [10:0-2-4,0-3-01. T11:0-0-1.0-0-1). 15:0-6-0.0-2-8 , 18:0:4--.0 2-8 LOADING (psf) SPACING 2-0-0 ' CSI DEFL in (loc) Udefi -- PLATES GRIP TCLL 38.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.32 16`- >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 i BC 0.59 Vert(TL) -0.59 15-16 >719 I M1120H 1651146 BCLL 0.0 ` Rep Stress Incr YES I WS 0.98 Horz(rL) 0.37 11 Na ' BCDL 8.0 j Code UBC97/ANSI95 I 1st LC LL Min Udefl =360 ' I Weight: 215 Ib 1 NOTES ' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the platre grip increase is 1.33 '2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Ail plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load none or current with any other live loads per Table No. 113-13, UBC -97. Q�pFESs/ON�. '6) A plate rating reduction of 20% has been applied for the green lurnber members 7) Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)18. �� �'C+ ANQI,,\ 8) One RT7 USP connectors recommended to connect truss to beraring walls due to uplift at jt(s)11. 9) This truss has been designed with ANSUTPI 1-1995.criteda. lll CC C17180 �� " ' LOAD CASE(S) Standard EXP. 06/30/05 CIVIL q .0F CAI.03 - - WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE -_ _-- sign valid for use only with MfTek connectors. This design is based only upon parama3ters shown, and is for an individual .-MarchZ5,2003 -" building component to be Installed and loaded vertically. Applicability of design parameaters and proper Incorporation ofCd ponent Is responsibility of building designer - not truss designer. Bracing shown: -is for lateral support of individuel members only. Additional temporary bracing to Insure stability during construetiron Is the responsibility of.the eraeor. yitional permanent bracing of the overall structure is the responsibility of the bulliding designer. For general guldance :_-rding fabrication, quality control. storage, delivery, erection, and bracing; consullt QST48 Quality Standard, DS& _ 89'Bracing Specification, and HIB -91 Handling Installation and Bracing Reconnmendation available from Truss =_ 'Plats Institute, 583 D'Onofrlo Drive, Madison, w1 S3719 M1Tek indu'strie's, Inc. . -- LUMBER BRACING TOP CHORD 2 X 4 DF No, 1&Btr-G TOP CHORD Sheathed or 2.6-14 oc purlins. BOT CHORD 2 X 4 OF No.1&Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ' WEBS 2 X 4 OF Std -G *Except* 6-0.0 oc bracing: 2-18 - 6-16.2 X 4 OF No. 1&Btr-G, 7-15 2 X 4 OF No. 1&Btr-G 5-95 oc bracing: 17-18. 9-14 2 X 4 OF No. t&Btr-G, 3-17 2 X 4 OF No. 1&Btr-G WEBS 1.Row at midpt 6-15, 8-15 6-15 2 X 4 DF No.1 &Btr-G, 8-15 2 X 4 DF No.1 &Btr-G REACTIONS (Ib/Size) 18=2716/0-3$, 11=21.4510-3-8 TOP CHORD BRACING @ 24" 0. C.. UNLESS. RIGIDLY SHEATHED, BOTTOM CHORD (lb/size) CONTINUOUSLY BRACED @ 10'0° O.C. UNLESS RIGIDLY SHEATHED. LATERAL Max 18=2716/ Case 6) BRACING OF WEB MEMBERS, WHERE REQUIRED. ARE AS SHOWN ABOVE FOR ADDITIONAL Max Uplift 18=-575 load case 7 , 11==340(load case 7 P ( ) ) PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REO'D) REFER TO TPI 'Max FORCES (lb) Grav 18=2716(load Case 1), 11=2232(load Case 3) PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. - First Load Case Only TOP CHORD 1-2=42, 2-3=936, 3-4=2838, 4-5=-5299, 5-6=-5389, 6-7=-1859, 73=-1770, 8-9=2621, 9-10=3370, 10-11=3646, 11-12=42 ' BOT CHORD WEBS 2-18=-834,17-18=-1176,16-17=28311,15-16=247?, 14-15--2344,13-14=3015,11-13=3225 5-16=-422, 6-16=3687, 7-15=1128, 8-14=477, 9-14=-765, 9-13=243, 3-18=2134, 4-17=-1768, 3-17=3590.4-16=2218.6-15=-1505,10-13=-250,B-15=-1046 NOTES ' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load. 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the platre grip increase is 1.33 '2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Ail plates are M1120 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load none or current with any other live loads per Table No. 113-13, UBC -97. Q�pFESs/ON�. '6) A plate rating reduction of 20% has been applied for the green lurnber members 7) Two HCDP Hughes connectors recommended to connect truss to bearing walls due to uplift at jt(s)18. �� �'C+ ANQI,,\ 8) One RT7 USP connectors recommended to connect truss to beraring walls due to uplift at jt(s)11. 9) This truss has been designed with ANSUTPI 1-1995.criteda. lll CC C17180 �� " ' LOAD CASE(S) Standard EXP. 06/30/05 CIVIL q .0F CAI.03 - - WARNING -Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE -_ _-- sign valid for use only with MfTek connectors. This design is based only upon parama3ters shown, and is for an individual .-MarchZ5,2003 -" building component to be Installed and loaded vertically. Applicability of design parameaters and proper Incorporation ofCd ponent Is responsibility of building designer - not truss designer. Bracing shown: -is for lateral support of individuel members only. Additional temporary bracing to Insure stability during construetiron Is the responsibility of.the eraeor. yitional permanent bracing of the overall structure is the responsibility of the bulliding designer. For general guldance :_-rding fabrication, quality control. storage, delivery, erection, and bracing; consullt QST48 Quality Standard, DS& _ 89'Bracing Specification, and HIB -91 Handling Installation and Bracing Reconnmendation available from Truss =_ 'Plats Institute, 583 D'Onofrlo Drive, Madison, w1 S3719 M1Tek indu'strie's, Inc. . -- ob Truss Truss Type Qty Ply GOULD-RANDALL R8754969 GOULD :BGE CATHEDRAL 1 1 i i --- — - ----- -- - (optional) 'TROJAN TRUSS, ORLAND CA 95963 4.201 SR1 s Oct 17 20022 MiTek Industries. Inc. Mon Mar 24 14:09:31 2003 Page 1 i -2.0.0 4-5-5 8-4-0 t2-2.10 - 16-7-5 - -20-0-0,-__---26513 _ 32 0 40.0.0 42.0-0 2-0.0 4-5-5------ 3-10.11 .---- 110-11 3.10.11 3.10-11 6513 56.4 • ' 5x5 _ 8 3x4 7 3x4 ' 1.5x4 6 3x4 3x4 4 3x4 5 ' X8.00 12 3x4 q \- 3-1 i -18"•. j I /� 5x8 N.1 2 �/ 19 i 3x4 - � r 5X8 — I 20 6.00 712 17 16 15 5x6 = 5x8 - 3x4 - 3x4 - 4-0-04-38 11-9-8 1¢38 26513 32b0 1 4-0-0 0-3-8 7-6-0 7-6-0 7-2-5 5-64 . . LOADING (psf) SPACING 2.0-0 CSI ' TCLL 38.0 i Plates Increase 1.15 TC 0.62 TCDL 10.0 Lumber Increase 1.15 BC 0.42 I BCLL 0.0 I Rep Stress Incr YES WB 0.55 ' BCDL 8.0 j Code UBC97/ANSI95 — LUMBER ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.13, UBC -97. — 8.0-0 2-0-0 Scale = 1:80.0 1.5x4 ; 3x4 11 / 13 A 5x8 'T o 40-0-0 DEFL in (loc) 1/dell PLATES GRIP I Vert(LL) -0.18 17-18 >999 M1120 220/195 i Vert(TL) -0.33 17-18 >996 WEBS 6-18=-433, 7-18=-193, 8-17=631, 9-16=-532, 10-16=1137, 10-15=-1572, 4-20=-865, Harz(TL) 0.00 n/a I i 1st LC LL Min Ildefl = 360 ... _ :Weight: 218 Ib BRACING TOP CHORD 2 X 4 OF No.1 &Bfr-G TOP CHORD Sheathgd or 51-8 oc purlins. 'BOT CHORD 2 X 4 OF No.1 &Btr-G BOT CHORD. Rigid cf iling directly applied or 4.5-4 oc bracing. WEBS 2 X 4 OF Std -G *Except*. WEBS' 1 Row at midpt 7-17,9-17 7-18 2 X 4 OF No.1 &Btr-G, 8-17 2 X 4 OF No.1 &Btr-G 10-16 2 X 4 OF No.1&Btr-G 7-17 2 X 4 OF No.1 &Btr-G, 9-17 2 X 4 OF No.1 &Btr-G ' REACTIONS (Ib/size) 2 = 331/0-3-8, 20 =1932/0-3-8, 13 = 736/0-3.8, 15 =1860/0-3.8 Max Harz 2=-263(load case 21, 20=19291load case 1), 13=-6620oad case 11, 15=-1304(load case 2) ! ' Max Uplift 2=-660oad case 7), 20=-303(load case 7), 13=•1361load case 7), 15=-282(load case 7) Max Grav 2 = 393(load case 2), 20 = 2011 (load case 2), 13 = 797(load case 3), 15=1860(load case 1) FORCES 11b) - First Load Case Only ' TOP CHORD 1-2=42, 2.3=252. 3-4=252, 4-5=-987, 5-6=-1138, 6-7=-1246, 7-8=-1286, 8-9=-1234, 9-10=-1269, 10-11 =-214, 11-12=-717, 12-Q=-717, 13-14=42 BOT CHORD 2-20=0, 19-20=-2238, 18-19=-919, 17-18=-502, 16-17=-569, 15-16=-1512, 13-15=0 WEBS 6-18=-433, 7-18=-193, 8-17=631, 9-16=-532, 10-16=1137, 10-15=-1572, 4-20=-865, 5-19=-462, 5-18=135, 7-17=-279, 11-15=-504, 9-17=-42, 4-19=1181 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, from hurricane noFESS/O using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE O C• ANO 7� ' 'they 7.93 per UBC97/ANSI95 If end verticals or cantilevers exist, are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1..33, and the plate grip increase is 1.33 2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. cc C 17180 ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16.13, UBC -97. * EXP, 06/30/05 5) A plate rating reduction of 20% has been applied for the greeni lumber members. 6) Non Standard bearing condition. Review requiread. CIV1l- ��Q' �TFOFCAI.IF�� �tirlUAdZbdA�e Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE _- - Design valid for use only with MiTek connectors. This design is based only upon parAmeters shown, end is for an individual - - - --- - - - - - - March 25, 2003 building component to be installed and loaded vertically. Applicability of design Parameters and proper incorporation of - component is responsibility of building designer — not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during ronstrucl;lon is the responsibility of the erector. ��1iu -' - - - - Additional permanent bracing of the overall structure is the responsibility of the butilding.designer. For.general guidance - regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB-� - 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recomtmendatlon available from Trusn-- - . - - • Plate Institute, 593 D'Onofrlo Drive. Madison, col 53719 _ - - __ MiTek Industries, Inc. -'• ob Truss Truss Type Qty Ply GOULD-RANDALL I-- — R8754969 GOULD BGE CATHEDRAL 1 1 (optional) TROJAN TRUSS, ORLAND CA 95963 4.201 SR1 s Oct 112002 MiTek Industries, Inc. Mon Mar 24 14:09:31 2003 Page 2 i j LOAD CASEIS) Standard !1' TOP CHORD BRAC;NG @ 24" O.C.. UNLESS RIGIDLY SHEATHED. BOTTOM CHORD CONTINUOUSLY BRACED @ 10'0- O.C. UNLESS RIGIDLY SHEATHED.' LATERAL BRACING OF WEB MEMBERS. WHERE REQUIRED. ARE AS SHOWN ABOVE FOR ADDITIONAL ' PERMANENT AND TEMPORARY BRACING IWHICH IS ALWAYS REO'DI REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. i t 1 ®WARNING - Venf}• design parameters and READ NOTES ON THIS AND REVERSE SIDE.BEFORE USE Design valid for use on with MFTek connectors. This design is based on -- - -- - - - - g ty 9 h upon parmmeten; shown, and b for en individual - building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of, component Is responsibility of building designer - not truss designer. Bracing shown is, for lateral support of indriidual-- :. Meb members billy. Additional temporary brecing to Insure stability during consinrctbri is.'tAe iesponsib lity of the erector.-.. Additional permanent bracing of the overall structure Isthe responsibility of. the buniding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, eonssuh OST -88 Quality Standard, DSB- 89 Bracing Specification, and MIB -91 Handling Installation and Bracing Recommendation available from Truss - Plate Institute, 583 D•Onotrlo Drive, Madison; cal 53719 IVU'Tek Industries, Inc. - M V0bUL Truss Truss Type --- ------ ---- .--- . - _ - - - Qty Ply GOULD-RANDALL R8754970 DC 0.56 Vert(LL) -0.16 11 >999 MOD. QUEEN 10 1 loptionall - - - - - - - 95963-'-"--'-----4.26Y- TROJAN TRUSS, ORLAND CA -10-3 _ SR1 s Oct 17 2002 MiTek Industries, Inc. Mon Mar 24 14:09:32 2003 Page 1 16.0-0 21.1-t3 ._---26.310 32-0-0 3C-0-0 BCLL 2.0-0 58-6 5-1.13 51-13 5-1-13 51-13 58.6 2-0-0 Scale = 1:65.9 4x4 _.. 5 3x4 \ 3x4 6.00 ' 12 46 1 x4 1x4 /! 7 3 /i \`. 8 2 /� \ 4X7 .= 12 11 10 4X7 = 3x4 - 5x8 - 3x4 - e 3 s to -o -o 23.8-11 32.0.0 8.3-5 7-8.11 7.8-11 8-3.5 N 9,Q _ O LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 38.0 Plates Increase 1.15 TC 0.56 Vert(LL) -0.16 11 >999 M1120 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.59 VertlTU -0.30 11-12 >999 component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual BCLL 0.0 j Rep Stress Incr YES WB 0.71 Horz(TL) 0.10 8 n/a -Additional permanent bracing of the overall structure Is the responsibility of the-bui0ding designer. For general guidance BCDL 8.0 j Code UBC97/ANS195 I 1st LC LL Min I/deft = 360 � Weight: 154 Ib � LUMBER — BRACING TOP CHORD 2 X 4 OF No,1 &Btr-G TOP CHORD Sheathed or 3-3-7 oc purlins. BOT CHORD 2 X 4 OF No.1 &Btr-G BOT CHORD i Rigid ceiling directly' applied or 10-0-0 oc bracing. . WEBS 2 X 4 OF Std -G *Except* , 4-11 2 X 4 OF No. 1 &Btr-G, 5-11 2 X 4 DF No.1 &Btr-G TOP CHORD BRACING @ 24- O.C.,' UNLESS RIGIDLY SHEATHED, BOTTOM CHORD 6-11 2 X 4 OFNo. 1 &Btr-G CONTINUOUSLY BRACED @ 10'0" O.C. UNLESS RIGIDLY SHEATHED. LATERAL BRACING OF WEB MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL REACTIONS (Ib/size) 2 = 1982/0-3-8, 8 = 1982/0-3-8 PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REO'D) REFER TO TPI ' Max Horz 2 = 93(load case 6) PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. Max Uplift 2=-335(load case 7), 8=-335(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=42, 2-3=-3142, 3-4=-2787, 4-5=-1959, 5-6=-1959, 6.7=-2787, 7-8=-3142, 8-9=42 BOT CHORD 2-12=2788, 1 t-12=2287, 10-11 =2287, 8-10=2788 WEBS 3-12 =-429, 4-12=484, 4-11 =-779, 5-11 = 1257, 6-11 =-779, 6-10=484, 7-10=-429 NOTES ' 11 This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 8. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. I LOAD CASE(S) Standard Q�pFESS/ A T w- C 17180 �) MJ) EXP 06/30/05 C'V' ��P ®WARNING �q'cOFCR�' � - Verir: design parnmerers and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE 8 - - Design valid for use Only with MITek connectors. This design is based only upon parameters shown, and Is for an individual .. ''-.:':-_. -� :-�;= = ::� - -. : - - .. - -_; = March 25,2003 - building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construcnlon is the responsibility of the erector. ty-- -Additional permanent bracing of the overall structure Is the responsibility of the-bui0ding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, conswit OST -88 Quality Standard, DSB- - - - -. 89 Bracing Specification, and HIB -91 Handling Installation and Bracing Recommendation available from Trues --- - Plate Institute, 583 O'Onotrlo Drive, Madison, WI 53719 MiTek industries, Inc. ' j -.b---- Truss - - Truss Type ------- - ----- - Qiy - Ply GOULD-RANDALL --- R875497.1 GOULD CGE MOD. QUEEN 1 1 __ (optional) ROJAN TRUSS. ORLAND CA 95963 4.201 - SR1 s Oct 17 2002 MiTek Industries, Inc. Mon Mar 24 14:09:34 2003 Page 1 2 0 0 16-0-0 3x4 = 32-0-0 , 34-0.0 - --'-- 16.0-0 -----------2-0-0 .. 14 1213 .s 16 6.00 12 11 r ��\ 17 10 i \��16 19 8 e �,\ 20 7 `\ 21 m 5 23 3 4j i \2\ 25 2 26 ij o 3x4 = 50 49 48 47 46 45 44 43 42 4140 39 3637 36 35 34 33 32 31 30 29 28 3.4 = 3x4 = 32-0-0 32-0-0 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deft I PLATES TCLL 38.0 Plates Increase 10.0 Lumber Increase 1.15 1.15 ( TC 0.39 BC 0.14 Vert(LL) n/a - n/a i M1120 Vert(TL) 0.06 1-2 >408 i ITCDL BCLL 0.0 ( Rep Stress Inc r YES WB 0.14 Horz(TL) 0.01 26 n/a BCDL 8.0 ( Code UBCS71ANSI95 I (Matrix) 1st LC LL Min I/deft = 360 Weight: 212 Ib LUMBER ' ' BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G TOP CHORD Sheathed or 6-0.0 oc purlins. ' BOT CHORD` 2 X 4 DF. No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc'bracing. i OTHERS 2 X 4 HF Std j REACTIONS (lb/size) 2 = 419/32-0.0, 39 =14/32-0-0, 26 = 419/32-0-0, 40 = 98/32-0-0, 38 = 98/32-0-0, (' 50 =145/32-0-0, 49 =162/32-0-0, 48 =145/32-0-0, 47 =151 /32-0-0, 46 =149/32-0-0 45 =149/32-0-0, 44 =149/32-0.0, 43 =150/32-0-0, 42 =149/32-0.0, 41 =110/32-0-0, 37 =110/32-0-0, 36 =149/32-0-0, 35 =150/32-0-0, 34 =149/32.0.0 33 =149/32-0-0, 32 =149/32-0-0, 31 = 151 /32-0-0, 30 =145/32-0-0, (' 29 =162/32-0-0, 28 =145/32-0-0 Max Horz 2=890oad case 6) c Max Uplift 2=-140(load case 7), 26=-140(load case 7), 49=-66(load case 6), 48=-22(load case 7), 47=-33(load case 7), 46=-31(load case 6), 45=-31(load case 7), 44=-31(load case 6), 43=-31(load case 6), 42=-4:2(load case 7), 41=-130oad case 6), 37=-12(load case 7), 36=-42(load case 5), 35=-31(load case 5), 34=-31(load case 7), 33=-31(load case 7), 32=-31(loacf case 5), 31=-33(load case 7), 30=-22(load case 7), 29=-66(load case 5) Max Grav 2 = 4990oad case 2), 39 = 31 (load case 4), 26 =499(load case 3), 40=118(load case 2), 38 =1 18(load case 3), 50=165(load case 2), 49=192(load case 2), 48=169(load ' case 2), 47 = 176(load case 2), 46 =1 74(load case 2), 45=175(load case 2), 44=1750oad case 2), 43=176(load case 2), 42=175(load case 2), 41=130(load case 2), 37=130(load case 3), 36=175(load case 3), 35=176(load case 3), 34 = 175(load case 3), 33=175(load case 3), 32=174(load case 3), 31=176(load case 3), 30=169(load case 3), 29 =1 `92lload case 3), 28=165(load case 3) ' FORCES (Ib) - First Load Case Only TOP CHORD 1-2=83, 2-3=-93, 3-4=-49, 4-5=-46, 5-6=-4.7, 6-7=-47, 7-8=-47, 8-9=-47, 9-10=-46, 10-11 =-47, 11-12=-47, 12-13=-31, 13-14=-47, 1415=-47, 15-16=-31, 16-17=-47,- 17-18=-47, 18-19=-46, 19-20=-47, 20-21 =-147, 21-22=-47, 22-23=-47, 23-24=-46, 24-25=-49, 25-26=-93, 26-27=83 BOT CHORD 2-50= 16, 49-50 =16, 48-49 -16, 47-48 16,146-47 -16, 45-46= 16, 44-45 16, 43-44 =16, 42-43 =16, 41-42 =16, 40-41 =16, 39-40 =16, 38:39 =16, 37-38 =16, 36.37 =16, 35-36 =16, 34-35 =16, 33-34 =16, 32-33 =16, 31-32 =16, 30.31=16, 29-30 =16, 28-29 =16, 26-28 =16 .I 13 - -48=-129 6-47=-128, 7-46=-128, � 8-45=-128, 9-44=-128,,10-43=-129, 11-42=:-127, 12.41=-93, 1&37=-93, -17-36= ,- tiriUAd AUA56geVerify design parameters and READ NOTES' ON THIS AND REVERSE SIDE BEFORE USE 1 Design valid for use only with MITek Connectors. This design is based only upon paratmeters shown, and is for an Individual " i building component to be installed and loaded vertically. Applicability of design parrameters and proper incorporation of- - component is responsibility of building designer - not truss designer. Bracing showrn Is for lateral support of Individual _ web members onty-Additional temporary bracing to'insure4tability during constructhon is the iesponsibiiiCy, of the elector. 1w _ Additional permanent bracing of the overall Structure le the responsibility of the builldlng designer.'For general guidance , regarding fabrication, quality control, storsge,_delivery, erection,'and bracing, cort%uli OST -88 Quality Stendard,'DSB- . 89 Bracing Specification, and HIS -91 Handling Installation and Bracing (lOcOrmmendalfon available from Truss M1 �M-J Plate Inatttute, 583 D'Onotdo Drive, Madison, WI 83719 "Tek US�IeSr Inc. I Scale = 1:71.2 GRIP 185/148 Q �pFESSIf\ -�`C17180 * EXP. 06/30ro5 ClVIL P 9 e0FCAI Ir March 25,2003 ------------- - - - — ---- - -- - - - -- -- Ub' Trus-s Truss Type Qty Ply GOULD-RANDALL R8754974 GOULD CGE MOD. QUEEN 1 1 (optional)__ _ , _ ROJAN TRUSS, ORLAND CA °5963 4.207 SRt sOct 17 2002 MiTek Industries. Inc. Mon Mar 24 14'09:342003 Page 2 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load 'and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek 'Standard Gable End Detail" All plates are 1 x4 M1120 unless otherwise indicated. I Gable requires continuous bottom chord bearing. Gable studs spaced at 1.4.0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. A plate rating reduction of 20% has been applied for the green lumber members. 1 One R77 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 39, 26, 40, 38, 50, 49, 48, 47, 46, 45, 44, 43, 42, 41, 37, 36, 35, 34, 33, 32, 31, 30, 29, and 28. -. . This truss has been designed with ANSI/TPI 1-1995 criteria. �OAD CASE(S) Standard TOP CHORD BRACING .7 24'• O.C., UNLESS RIGIDLY SHEATHED, aOTTOM CHORD CONTINUOUSLY BRACED a 10'0" O.C. UNLESS RIGIDLY SHEATHED. LATERAL BRACING OF WEB MEMBERS. WHERE REOUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL ' PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQ'DI REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. ® WARNING - Verify design parameters and READ NOTES -ON THIS AND REVERSE SIDE BEFORE -USE Design valid for use onty with MITek connectors. This design Is based only upon paramleters shown, and is for an individual Ibuilding component to be installed and loaded vertically. Applicability of design paranneters and proper incorporation of component is responsibility of building designer.— not truss designer. Bracing shOwn,,, is for lateral support of individual web members only. Additional temporary bracing to Insure stability tluringtoristructimn to Ne responsibility of the erector,_ Additional permanent bracing of the overall structure is the responsibility of the builiding designer. For general guidance ' regarding fabrication, quality control, storage, delivery, eredlon, and bracing, constult GST -88 Quality Standard, DSB• � I89 Bracing Speolficatlon, and HIB -91 Handling Installation and Brecing Recormmendation available from Trues Plate Institute, 593 D'Onofrlo Drive, Madison, WI 53719 , MiTek industries, Inc. ob Truss Truss Type - Qty Ply GOULD-RAIVDALL R8754972 i GOULD D FINK .4 1 (optional) _---_ 1ROJAN TRUSS, ORLAND CA 95963 4.201 __§R s Oct 17 2002 MiTek Industries, Inc. Mon Mar 24 14:09:35 2003 Page t 2-0-0 -----.5-35- - _-- - - -_-._- _ 111-0-0 162.11 --- 22-0-0 - - - - -- 24-0.0_ - 2-0.0 5.35 52.11 52-11 5-45 2-0-0 Scale = 1:46.7 6.00 12 1x4 3 CKN I � i 2 X01 I 3.6 - 4x4 = 4 9 3x4 8 3x4 = 7-63 14.5-13 22-0.0 7.63 6.11-10 7.63 6 .N _ 7.V H � O - - 3x6 Mate Offsets (X,Y): [2:0-2-12.0-1-81,[6:0-2-12.0-1-81 OADING i (psf) i SPACING 2-0-0 CSI DEFL in (loci Udefl PLATES GRIP TCLL 38.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.07 8-9 > 999 I MII20 220/195 TCDL 10.0 I Lumber Increase 1.15 BC 0.45 Vert(TL) -0.15 8-9 >999 CLL 0.0 Rep Stress Incr YES ! WB 0.30 Horz(TL) 0.04 6 n/a CDL 8.0 I - Code - UBC97/ANSI95 I -- 1st LC LL Min 1/dell = 360 - I Weight: 95 Ib SLUMBER BRACING F( TOP CHORD . 2 X 4 OF No.1 &Btr-G a TOP CHORD Sheathed'pr 4-3-9 oc purlins. OT CHORD 2 X 4 DF No. 1&Btr-G BOT CHORD Rigid'ceili¢g directly applied or 10-0-0•oc bracing. EBS 2 X 4 OF Std -G REACTIONS (Ib/size) 2 = 1422/0-3-8, 6 = 1422/0-3-8 TOP CHORD BRACING @ 24' O.C., UNLESS RIGIDLY SHEATHED, BOTTOM CHORD I Max Horz 2=-67(load case 5) CONTINUOUSLY BRACED @ lb'0' O.C. UNLESS RIGIDLY SHEATHED. LATERAL BRACING OF WEB MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL Max Uplift 2=-2621toad case 71. 6=-262(load case 7) PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REG -01 REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. FORCES Iib) - First Load Case Only TOP CHORD 1-2=42, 2-3=-1932, 3-4=-1655, 4-5=-1655, %-6=-1932, 6-7=42 EOT CHORD 2-9 =1714, 8-9 =1174, 6-8 =1714 EBS 3-9=-438, 4 9=573, 4-8=573, 5-8=-438 NOTES 11) This truss has been designed for the wind loads generated by E30 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100'mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 --- 21 Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live Eoad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green .lumber members. '6) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at )t(s) 2 and 6. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard �"pFESS/\ C 17180 z a * EXP. 06/30/05 CMIL WARNING - Verijj- design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE = ` - Design valid for use only with MRek connectors. This design is based only upon paramteters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design paranrleters and proper incorporation of --` Icomponent is responsibility of building designer- not truss designei. Bracing sh0wrh is for lateral support of Individual - web members only. Additional temporary bracing to Insure'stability during construeu(on Is the responsiblllty, of the erector. Additional permanent bracing of the overall structure Ia the responsibility of the bulgding designer. For general guldenee' - - - regtirding fabrication. Quality control, storage; delivery. erection, and bracing, cons(uh DST_" C1isiity Standard, DS8- 89 Bracing Specification, and MIB -91 Mandling Installation and Bracing ReeoRnmendation available from Truss (Plate Institute, 390 D'onotrlo Drive, Madlsoo,'WI 30719 - - �Ttk IrAili fiCS, IflC. Truss---------- Truss' Type Qtypiv; Z�dijff.RAKbACL R8754973 tULD DGE FINK 1 1 (optional) SR1 Tdc_tff�_002 Miltei-k-Industries, �ROJAN TRUSS, 5-R-1 Inc. n Mar 24 14:09:36 2003 Page 1 -2-0-0 11-0-0 22-0-0 .24-0-0 11-0.0 11-0-0 2-" Scale 1:46.7 3x4 10 9 8 12 6.00 12 7 13 6 4 C? 15 G. 4 16 u� 3 17 18 i CIA 2 C? 01 3x4 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3.5 22-0-0 22-0.0 Mate Offsets (X,Y): [2:0-1-12,0-1-81 IROADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl i PLATES GRIP TCLL 38.0 Plates Increase 1.15 TC 0.39 I Vert(LL) n/a n/a M1120 185/148 10.0 Lumber Increase 1.15 BC 0.17 Vert(TL) 0.06 1-2 >408 JCDL CLL 0.0 13 Rep Stress Incr YES W 0.09 Horz(TL) 0.00 18 n/a I CDL 8.0 i Code UBC97/A.NSI95 (Matrix) I 1st LC LL Min. I/defl = 360 Weight: 118 lb LUMBER' BRACING P CHORD 2 X-4 OF No:I&Btr-G TOP CHORD Sheathed or 6-0-0 oc'purlins. OT CHORD. 2 X I OF No. 1 &Bir -G BOT CHORD Rigid ceiling directly applied or 110-0-0 oc bracing. THEFTS 2 X 4 HF Std • REACTIONS (lb/size) 2 = 420/22-0-0, 18 419/22-0-'0, 27 = 1122/22=0-0, 26 =168/22-0-0, 33 = 145/22-0-0, 32 =162/22-0-0, 31 = 145/22-0-0, 30 -151/22-0-0, 29 =152/22.0-0, 28 = 123/22-0-0 , 25 = 167/22-0-0. 24 =145/22-0-0, 23 =152/22-0-0, 22 = 139/22-0-0, 21=190/22-0-0, 20=48/22-0-0 Max Horz 2 = -63(load case 5) Max Uplift 2=-156(load case 7), 18=-168(load case 7), 32=-66(load case 6), 31 =-22(load case 7), 30=-33(load case 6), 29=-35(load case 7), 28=-321load case 7), 25=-43(load case 7), 24 = -30(load case 5), 23 = -3:i(load case 7), 22 = -22(load case 7), 21 =-69(load case 5) Max Grav 2 = 500(load case 2), 18 = 4990oad case 3), 27 = 147fload case 2), 26 = 198(load case 3), 33 = 165(load case 2), 32 = 192(Ioad case 2). 31 = 169(load case 2), 30 = 177(load case 2), 29 = 177(Ioad case 2), 28 = 145(load case 2), 25 = 196(load case 3). 24 = 170(load case 3), 23 = 178(load case 3), 22 = 1630oad case 3), 21 = 224(load case 3), 20=77(load case 4) FORCES (lb) - First Load Case Only CHORD 1-2=83, 2-3=-97, 3-4=-52, 4-5=-49, 5-6=-50, 6-7=-50, 7-8=-51, 8-9=-41, 9-10=-47, �OP 10-11 =-51, 11-12=-55, 12-13=-48, 13-14=-50, 14-15=-'50, 15-16=-51, 16-17=-39, 17-18=-89, 18-19=83 BOT CHORD 2-33= 19, 32-33 =19, 31-32 =19, 30-31 =19, 2S-30= 19, 28-29 =19, 27-28= 19, 26-27 =19, 19, 18-20=19 FESS/O 25,26 =19, 24-25 =19, 23-24= 19, 22,23 =19, Z1,22 =19, 20-21 = EBS 9-27=-103, 11-26=-142, 3-33=-161, 4-32=-121, 5-31 =-129, 6-30=-128, 7-29=-130, A 8-28=-106, 12-25=-143, 13-24=-125, 14-23--128, 15-22=-126, 16-21=-140, 17-20=-97 1[ NOTES This truss has been designed for the wind loads generated by EP.0 mph winds at 25 ft above ground level, C 17180 '1) using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimeinsions 45 ft by 24 ft with exposure C ASCE EXP 06/30/05 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they- are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1-3:3, and the plate grip increase is 1.33 CIVIL OF CA" tirWA*NhVQe Verify design parameters and READ NOTES (,9N THIS AND REVERSE SIDE BEFORE USE Design valid for use only with MITek connectors. This design is based only upon paraTwers shown, and is for an individual .-,-..,-`-.-March 25, 2003 building component to be installed and loaded vertically. Applicability cif design parameters and proper incorporation of component is -responsibility of building designer - not truss designer. Bracing showm, is for lateral support of individual eb members only. Additional temporary bracing to Insure stability .du ring . c0nWnJ aQ)n is the responsibility of the erector. Alddiflonal Permanent bracing of the overall structure Is the responsibility of the buffiffing designer. F . or general guidance . regarding fabrication, quality control, storage, delivery, erection, and bracing. co nault., 6ST48 Duality Standard, OSB - 89 Bracing Specification, and M113-91 Handling Installation ind'SnIcIng ROcanirmenclation available from Truss p" Plate Institute, 583 Wonotrio Drive, Madison, WI 53719 MiTek Industries, Inc. kb__1 Truss Truss Type Qty 7,PyR8754973 ULD ; DGE FINK 1 1 _ . Ioptional) TROJAN TRUSS ORLAND CA 95963 41201 SR7 s Oct 17 2002 MiTek Industries, Inc. on Mar 24 14:09:36 2003 Page 2 90TES 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail' 1All plates are 1x4 M1120 unless otherwise indicated. Gable requires continuous bottom chord bearing. ) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 7) A plate rating reduction of 20-6 has been appliedJor the green lumber members. '8) One RT7 USP connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 18, 27, 26, 33, 32, 31, 30, 29, 28, 25, 24, 23, 22, 21, and 20. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. 'LOAD CASE(S) Standard TOP CHORD BRACING @ 24- O.C., UNLESS RIGIDLY SHEATHED. BOTTOM CHORD CONTINUOUSLY BRACED @ 10'0" O.C. UNLESS RIGIDLY SHEATHED. LATERAL ' BRACING OF WEB MEMBERS, WHERE REQUIRED. ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQ'DI REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. A- WARNING - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE OMgn_valid for use only with MI7ek connectors. This design Is based only upon parameters shown, and Is for an individual - `=- building component to, be Installed and loaded vertically. Applicability of design parameters and proper Incorporation of- com n1-li responsibility of building designer — not truss designer. Brad shown la for lateral au -.- Done D� y 0 9 0 n0 Ppon of Individual -- -_web membea onty,Addkanal temporary bracing to insure stability during construction is the;responalbllity, of.the,emetor. Addttonelpennanenf bra eing of the oveiell eV_ueiu%la Me responilbillry of tris bi 116ng designer. For general guklanee =•regarding fabrication, quality control, storage,'delivery, erection end Dradng consul! OST 1!a Quality Standard, DSB -a9 Bracing Specification, and HIB -91 Handling Installation enA Bracing tiecomrnenditlon available from.Truse Plata Institute, 583 D'Onofrlo Drive, Madison, WI 53719 . - (HitA _JuimeSr Inc. P a� • -- - --T-- —uss T -type - - --- -- - ---- b •Truss rQty Ply GOULD-RANDALL R8754974 , GOULD : DGIR DBL. HOWE 1 3 (optional) ROJAN TRUSS, bRLAND CA 95963 4.201' SR7 s bct 17 2002 MiTek Industries, Inc. Mon Mar 24 14:09:37 2003 Page 1 -2-60 4-5.6 7-6-11 11-0-0 2-0-0 ----�- -� 4-5-6 -------- 135 �---...----'}Ss �- 14-15 17.6.10 22-0-0 24-0.0 3.3.5 3.3.5 4.5.6 2-0-0 Scale = 1:50.6 4x7 5 3.9 6.00 12 5 i 4 6 3x6 \ \� 3x6 C? 3 � /l \ j j UH28 i % ; : \� �,\ / : ;�\ UH28 CV UH28 UH28 UH28 UH28 5x8 = 14 13 12 11 10 5x8 ' 4x8 i 3x10 ;i ex6 - 8x8 = 6x6 = 8x8 = 4x8 UH28 UH28 UH28 UH28 UH28 UH28 4-5.8 7$11 11-0-0 14-15 17b10 22-0.0 .. 4-5.6 115 115 315 115 4-5.6 late Offsets MY): 2:0-1-12, Edge], [2:0-11-4,0-1-121, [8:0-11-4,0-1-121, [8:0-1-12,Edgel, 110:0-4-0,0-6-41, 111:0-2-12.0-4-41, 113:0-2-12 rLA_Al LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl PLATES GRIP CLL 38.0 ! Plates Increase 1.15 TC 0.69 1 Vert(LL) -0.24 11-12 >999 i MII20 220/195 CDL 10.0 Lumber Increase FBCLL 1.15 ! BC 0.72 Vert(TL) -0.33 12-13 >788 I ' 1 0.0 f Rep Stress Incr NO WB 0.89 i Horz(TL) 0.08 8 n/a ) BC BCDL 8.0 1 Code U97/ANSI95 1st LC LL Min Well = 360 Weight: 430 Ib ' BRACING -,LUMBER TOP CHORQ 2 X 4 OF No. 18,Btr:G TOP CHORD Sheathed of 4-7-5 oc purlins. 1 BOT CHORD 2 X 8 OF SS -G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 DF Std -G *Except* 5-12 2 X 4 OF No.1&Btr-G 'REACTIONS (Ib/size) 2 =1 1058/0-4-8 (input: 0-3-8), 8 =1 1058/0-4-8 (input: 0-3-8) Max Horz 2 = 67(load case 6) Max Uplift 2=-1639(load case 7), 8= 1639(load case 7) Max Grav 2=12682(load case 2), 8=12682(load case 3) 'FORCES (Ib) - First Load Case Only TOP CHORD 1-2=48, 2-3=-19816, 3-4=-1 6000, 4-5=-12243, 5-6=-1 2243, 6-7=-1 6000, 7-8=-19816, 8-9 = 48 BOT CHORD 2-1 4=1 7804, 13-14=1 7804, 12-13= 1 4310, 11-12= 14310, 10-11=17804, 8-10=17804 'WEBS 3-14=3425, 4-13=5203, 5-12= 10636, 6-11=5203, 7-10=3425, 3-13=-4151, 4-12=-5101, 6-12=-5101, 7-11 =-4151 NOTES ' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 '2) Design load is based on 38.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads i per Table No. 16-8, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. ,0 OFESS/\ _t C• ANn� '6) WARNING: Required bearing size at joint(s) 2, 8 greater than inOut bearing size. C 17180 7) Three RT7 USP connectors recommended.to connect truss to fearing walls due to uplift at jt(s) 2 and 8. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. * EXP. 06/ O 5 .9) Girder carries tie-in span(s): 32-0-0 from 0-0-0 to 22-0-0 CIVIL �tirldfBdtl)f!/pje Verify design parameters and READ NOTES; ON THIS AND REVERSE SIDE BEFORE USE Deal .valid f6 use a with NITek connectors. This design Is based on a 9n r+h g ry upon D?ramlgters shorn, and is for an Individual March 25, 2003_: =_s-_ _ building component to be Installed and loaded vertically. Applicability o1 design pa remetere and proper incorporation of component la responsibility of building dealgner — not truss designer. Bracing Moftn 11 for lateral support of Individual ` Zb members only: Additional temporary bracing to Insure stability during eonsuuetvon k the reaponelDillry of Me erector. .. Additional permanent bracing of the overall structure is the responsibility of tfie buillding dealgner. For general guidance regarding fabrication, quality control, storage. dellverj erection, and bracing. constell QST.88 Quality Standard, DS13- =88 n-,- and Mt8•91 Handling Installation and Bracing Raeonhmandatlon available from Truss- _- M". 583 D'Onotrio Drive, Madison, WI 53716 MTek Industries,. Inc. " .. - :�.. -- - -- _ .... -- b Truss Truss Type Qty Ply GOULD-RANDALL _ R8754974 ' GOULD DGIR DBL. HOWE :1 3 (optional) ROJAN TRUSS, ORLAND CA 95963 4.201 SRt s Oct 172002 MiTek Industries, Inc. Mon Mar 24 14:09:37 2003 Page 2 �OTES 101 3 -ply truss to be connected together with 1 Od Common(. 148'x3') Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 3 rows at 0-5-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 1) Use Hughes UH28 (With 20d nails into Girder & 20d nails into Truss) or equivalent spaced at 2-0.0 oc max. starting at 0-1.12 from the left end to 21-10-4 to connect truss(es) ??? 0 ply 2 X 4 DF) to front face of bottom chord. 02) Fill all nail holes where hanger is in contact with. lumber. Ol AD CASE S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) IVert: 2-8=-903.8, 1-5=-96.0, 5-9=-96.0 TOP CHORD BRACING @ 24' O.C., UNLESS RIGIDLY SHEATHED, BOTTOM CHORD ' CONTINUOUSLY BRACED @ 10'0' O.C. UNLESS RIGIDLY SHEATHED. LATERAL BRACING OF WEB MEMBERS, WHERE REQUIRED, ARE AS SHOWN ABOVE FOR ADDITIONAL PERMANENT AND TEMPORARY BRACING (WHICH IS ALWAYS REQ'D) REFER TO TPI PUBLICATION HIB -91 BRACING WOOD TRUSSES COMMENTARY AND RECOMMENDATION. EA WARNING - Verifp design parameters and READ NOTES `ON THIS AND REVERSE SIDE BEFORE USE Design valid for use only with Mrtat connectors. Thladesign 6 based only upon PalmOmeters shmim, and Is for an Individual building component to be Installed and loaded vertically. AppllcabfiNy of design Paratmeters and proper Incorporadon of component Is responsibility of building designer - not tnisa designer. Bracing tdiowin is for lateral support of tndlvidual .; web members only. Additional temporary' bracing to trnaure stability during eanatrLIftion Is the responsibility of the erector. Additional permanent bracing of the overab etrircture fs the resporielbtlity`ort the boarding designer. For general guldance regarding fabrication, quality controlstorage, dell4O. erection. and Cradrig, consulh pST g9 Quality Standard, DSB- 99 Bracing Specification. and NIB -91 Handiing'htstaBaUon utd Bnehig Raeonnmandatlon available from Truss . - e Tek II1duSh1@Sr Inc. Plata trnstitute, 693 D'Oriohb Drive, Ysdlsoe, tNl ttt'J1t1 `'- ; ` "i'• Nlt. Dec 17 02 11:3Ba p.2 I OWNER -BUILDER VERIFICATION Attention Property Owner: An "owner -builder" building permit has been applied for in your name and bearing your signature. Please complete and return this information at your earliest opportunity to avoid unnecessary delay in processing and issuing your building permit. No building permit will be issued until this verification is received. 1. I personally plan to provide the'or labor and materials for construction of the proposed property impro�ment : YES NO ❑ 2. I HAVE /HAVE NOT ❑ signed an application for a building permit for the proposed work 3. I have contracted with the following person (firm) to provide the proposed construction: NAME: . ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 4. I plan to provide portions of this work, but I have Hired the following person to coordinate, supervise, and provide the major work: NAME: ADDRESS: CITY: PHONE: CONTRACTOR'S LICENSE NO. 5. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated: NAME ADDRESS PHONE TYPE OF WORK SIGNED: - pe PROPERTYOWNER:ii,/.�.y��� _ SOCIAL SECURITY NUMBER: o<DATE: NOTE. This Owner -Builder Verification is required by Section 19831 and 19832 of the California Health and Safety Code. This verification must be completed and returned to our office before we are permitted to issue the permit. OVER Dec 17 02 11:37a y p�.,l .w CWz Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of property improvements specified. For your protection, you should be aware that as "owner -builder" you are the responsible party of record on such a permit. Building permits are not required to be signed by property owners unless they are personally performing their own work. If your work is being performed by someone other than yourself you may protect yourself from possible liability if that person applies for the proper permit in his or her name: ' ' Contractors are required by law to be licensed and bonded by the State of California and to have a business license from the city or county. They are also required by law to put their license number on all permits for which they apply. If you plan to do your own work, with the exception of various trades that you plan to subcontract, you should be aware of the following information for your benefit and protection: 0 If you employ or otherwise engage any persons other than your immediate family, and the work (including materials 'and other costs) is $300 or more for the entire project, and such persons are not licensed as contractors or subcontractors, then you may be an employer. 0 If you are an employer, you must register with the State and Federal Governments as an employer and you are subject to several obligations including state and federal income tax withholding, federal social security taxes, workers compensation insurance, disability insurance costs, and unemployment compensation contributions. 0 There may be financial risks for you if you do not carry out these obligations, and ihese risks am especially serious with respect to worker's compensation insurance. 0 For more specific information about your obligations under Federal Law, contract the Internal Revenue Service (and, if you wish, the U.S. Small Business Administration). For more specific information about your obligations under State Law, contact the Department of Benefit Payments and the Division of Industrial Accidents. If the structure is intended for sale, property owners who are not licensed contractors are allowed to perform their work personally or through their own employees, without a licensed contractor or subcontractor, only under limited conditions. A frequent practice of unlicensed persons professing to be contractors is to secure -an""ownerbuilder" building permit, erroneously implying that the property owner is providing his or her own labor and material personally. Building permits are not required to be signed by property owners unless they are performing their own work personally. Information about licensed contractors may be obtained by contracting the Contractors State License Board in your community. or at 1020 N Street, Sacramento, CA 95814. PIease complete the "Owner Builder Verification" on the reverse side of this form so that we can confirm that you are aware of these matters. The building permit will not be issued until the verification is returned. Sinarel , 'r !. �, blicha 1 C. Vieiia, C.B.O. Manager, Building Inspection' NOTE: This Owner -Builder Information is required by Section 19830 of the California Health and Safety Code. OVER A_ ` - NOTES RESIDENTIAL -` ' PERMIT NO. _ 064-400{06903-0979 GOULD,' BARBARA , BETHANY, MAGALIA I r-, ' ;9r 44 SPECIAL CONDITIONS CHECKED By -SRA a; - FLOOD CERTIFICATE REQ.,' _ FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS,, l VERIFY ` ,fit f ' •. - USE PERMIT CONDITIONS ' Y r 4i-ERSUB-STANDARD HOUSING LET ' _ - 'i _ . - •OFFICE COP:Y��S' GAS :.'� Meter By Date fff ELECTRIC Meter By l i� 03 - JOB FINALED (Date) Signature J=OK 0 = Not OK Not . = NotReadyable MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Soils; Special MH Support Sketch 3. Sewer; Location -Test -Fall -C/O -Concrete 4. Water; Location -Test -Easement Needed (Sketch) 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 6. Gas; Location -Test -Wrap;-/ /" L 'ft. / P Nat. or/ /" L "ft./ P LPG. 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date . Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 7. Well Clearance & Disconnect 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 8. Utility Clearance 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors Date Electric Card B-1 Date Card B-1 Date Siding; Nailing -Veneer -Stucco -Mesh Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s Ext.; Steps -Doors -Landings 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Gas; MH Test -Demand -Valve -Connector 4. Electricity; MH Test -Crossovers -Breakers -Clearances 5. Drain; MH Test -Fall -Flex Connector 6. Water; MH Test -Regulator -Connector 7. Water and Sewer Connected -C/O to Grade -HD Approval 8. Gas and Electricity Tagged 9. Tie Downs -Type -Installation Cert. 10. Exits; Insp.-Sketch 11. Cert. of Occupancy Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PERMANENT END SYSTEM (ONLY) 1. Zoning Requirements -Setbacks -Easements 2. Footings; Size -Spacing -Marriage Line 3. Blocking 4. Gas; MH Test -Demand -Valve 5. Electricity; MH Test 6. Water; MH Test 7. Water and Sewer Connected 8. Gas and Electricity Tagged 9. Exits 10. License Decals 11. Verify #'s with Office Date Card B-1 Date Card B-1 Date . Card B-1 Date Card B-1 MISCELLANEOUS Date DECKS, COVERS, CARPORTS, GARAGES (Plans) OK except #'s 1. Zoning Requirements -Setbacks -Easements 2. Footings; Soils -Size -Depth -Spacing -Connectors -Steel 3. Decks, Girders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg.; Sills-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof;•Shthg-Roofing 11. Ext.; Steps -Doors -Landings 12. Braced Wall Panels Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except #'s 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining . 4. Elec.; Receptacles and Lighting, Distance-GFI 5. Elec.; Pool Lighting; 15 Volts-GFI 6. Elec.; Enclosures; Conduit Entries -Terminals -Listed 7. Elec.; Bonding; Metal w/5' -Circulating Equip. -Heater 8. Elec.; Grounding; Equip. w/5' Circulating Equip. -Pool Lghtg. Boxes- Enclosures- Panel boards- Ins. to Main Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test 11. Light Niche 12. Enclosure; Fencing -Alarms Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 J=OK 0 = Not OK - = Not Applicable . = Not Ready RESIDENTIAL (Single & Duplex) Date UND15AFLOOR (Plans) OK except #'s %/'Ft ., Garage; Sols feel-Elec. Grnd. ,e,'_/" Ftg. Depth 4. g., Porches & Decks; Soils -Steel-/ /" Ftg. Depth emwalls, Main; Steel-Blockouts-Wrapped HOld Downs and Special Anchors t I �7 Slab, Steel -Wrapped rs-Fire lace Ftg.-Steel . D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test F, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11,1^ater Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground Ducts; Clearance -Material -Support -Ins. 1 Irders-Sills-Anchor Bolts-Joists-Vents-Crippies ,i&-"A'Laess & Ventilation .,"Insulation Date 0'" and B-1 L t • Date Card B-1 DateCard B-1 Date Card B-1 Date U BIN er it) OK except #'s 1VZ Water Htr.; Vent -Access -Combustion Air Baffle 1„Water Pipe; Test & Anchor -Nail Protection lat D.W.V.; Test Fittings & Anchor -Nail Protection 20. Xower Pan; Test, First Floor -Tub Access 2VGas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B Date Card B-1 Date ELE¢TRICAL (Permit) OK except #'s 7. Elec. Receptacles Spacing -Lights & Switches at Doors 6 ize Boxes & No. of Conductors Stapled 7.omex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 2 Appliance Circuits in Kitchen & C ductor Size GFI 34/ Subfeed Wire Size/ /ga. Cu or -A. . Wire Size/ /ga r Al Range Circle/ /ga Cu or AI n Circ. / /ga Cu or Al r�-sulated Neutral O Yes El No Service -Riser Conductors & Ground Main Disconnect ui . Clearances Panels-Motors-Mech. Equip. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MEC ANICAL (Permit) OK except #'s 3 A.C. Ducts Insulation & Support ent Fan, Exhaust above insulation nZ 2T yCondensate Drain & Overflow, Size & Grade iFurnace-Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Pla orm if Furnace in Attic Date ! ( / Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FRAMING (Permit) OK except #'s Sills Proper Materials & Anchors �GValls Studs -Nailing Spacing & Braces -Plates -Sound /Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) ire Stops, Furred Ceilings -Stairs -Chasers -Tubs 40 Headers & Beams -Size & Bearing Date FRAIVVNG (Continued) 47. H ers-Post Caps -Anchors -Connectors 48 ling. Joist-Rftr. Ties-Purlin-Roll Brac.-Tru thting.-Rtng. 4 . Vreplace Ties or Type A Flue -Fireplace Throat Clearance Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51 Bdrm. Windows or Exiting Doors -Sill Ht Dimensions 5 53Zroperly Garage Fire Protection Framing annLl Line Firewall & Openings 4. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 5/Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 50t"Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 5L, -'Siding -Nailing Veneer o Mesh -Drip Screed -Fd. Vents-Underflr. Access 5 Glazing Area -Glass Protection -Skylights -Plastic Q C Shear Walls; Nailing -Bolts .T v 61,. Arace Interior/Exterior Wall Panel lb Insulation-Walls-Ceili gs 63. Infiltration -W s- V dows Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FI (Plans) OK except #'s xt. Steps -Door & Sidelight Protection -Landings 6S./Smoke Detector Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 07. edroom Exiting 6 . .F.I. & Bath Fixtures & Tub Access -Spa 6V/ Elec. Trim & Subpanel, Breaker Sizes & Labels 7 Stairs & Rails 7 .,Fireplace or Stove, Clearance -Hearth 7 ,/Elec. Outlets at Wood Panel, Int. & Ext. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 7 ./Elec. Outlets & Receptacles at Kit. Counter Garage Fire Door; Swing -Landing -Closure Z6�. Duct in Garage -Damper Wtr. Htrr- Vents -Clearance -Comb. Air Connector-P.R.V. ) in G r e; Above Floor-Mech. Protection 51�d &'J' ” Mech. Equip. Listed for Location 719.,Elec. Receptacles in Garage (F.F.I.)-Romex Protection EKAsulation-Foam-Looked in Attic Guard Rails & Deck Construction -Post Caps Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth _ Clearance Looked under Floor O Yes Following Instld./Drive O Yes No/Walks O Yes PNo/Planters O Ye No X84 -Stucco Brown -Finish 2!:t -C. Unit Disconnect, Electrical -Plumbing Be Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings ater Well, Disconnect, Electrical, Plumbing Exterior Elec. Trim, G.F.I. Receptacle -Underground ,Ventilation Throughout House ` . Glass Protection 91<Corrections from Previous Inspections Ji 92. Pas est -Meters Tagged, Gas -Electric 93' ef& Sewer Connected -C/O to Grade -HD Approval nergy Compliance Certificate -Other Certificates ` 0' Address Posted --96—fire Sprinkler Date 3 1/0; Card B-1 Date Card B-1 Date 7, 2 �/ Card B-1 Date Card B-1 Date r Card B-1 Date Card B-1 Comments at Final: ' COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive o Oroville, California 95965 • Telephone (530) 538-7541 2 P � (Rev. 12/96) APPLICATION AND PERMIT6 J ASSESSOR PARCEL NUMBER 9 ZONING BUILDING PERMIT OWNER COULD BARBARA T.'LI31FMNE SO. FT. OCC. BUILDING VALUATION R 7 -1,116 - . OWNERS MAILING ADDRESS PO BOX 64. MAGALIA CA o / U CONTRACTORS NAME 0 W LV M TELEPHONE269 _ coy 1,497- -- CONTRACTORS MAILING ADDRESS CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total valuation $ 85.721 ARCHITECT OR ENGINEER LICENSE NO. Filing Fee $ 20.00 Permit Fee $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checking Fee $__ BUILDING ADDRESS NTV Energy Plan Checking Fee $ 2-1-00 $ PERMIT FEE $ o0 LOT NO. SUBDNISIONSNAME PARCEL MAP �..i PLUMBING PERMIT Filing Fee 20.00 USEOFSTRUCTUREEach 1 SF M(Duplex ❑ Mobilehome ❑ Other SPECIFY Trap 9 7.00 9 Solar or heat pump water heater 23.00 Water piping 15.0015.00 Each as water heater or vent 15.00 TYPE OF WORK New NX Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: 3 BER -00M Gas piping system 1 - 5 outlets 15.00 Building sewer 15.00 Home S G W @20.00 PERMIT FEE $ ELECTRICAL PERMIT Filing Fee 20.00 000V OR LESS Main Service zo.A OR LESS 23.00 23.00 LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect.PSING License Class Lic. No. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exampt from the Contractors License La for the following reason: tZ] I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. ❑ 1 am exempt under Sec. _, Business and Professions Code for this reason Main Service 200A TO 1000A NEW CONST. DWELLING occuP. OR ADONS. ( a ACC. mss. SC 3.5¢Fr: 65.10 NEW T. OUTLET NONREOSIO. MULTI- 97,50 6 OUTLET LE OWER APPARATUCIR.S EX. OCCLI OUTLET ORFDRURES �0 �': o Ex. Occup. ouTLErs_RE�SID.OEA 5.00 Temporary Service23.00 2-3JO-f." Mobile Home Facilities 20.00 Misc. Wirina 23.00 PERMIT FEE S ' �S , y 10 WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: ❑ 1 have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ❑ 1 have and will maintain workers' compensation Insurance, as required by Section 3700 of the Labor Code, for the performance of work for which this permit is Issued. My workers' compensation insurance carrier and policy number are: Carrier Policy Number (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) I certify that in the performance of the work for which this permit is Issued, I shall not employ any person in any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply with those provisions. X ��i1�i Date Signature of Applicant - Iff Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 60" deep and demolition or nstruction of structures over 3 stories in height. Receipt No. 'j .�a WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -I S ECTOR GOLD NRO -APPLICANT MECHANICAL PERMIT Filing Fee 20.00 Heating 15.00 Cooling Hood 6.50 Ventilation PERMIT FEt $ 56- sn Mobile Home Installation Fee $ En rgy Inspection Fee $ occ CONST. TO AL FEE $370, 82. HAZ. D. FEES IM CD PARC PD HD ISSUE This permit is hereby issued under the applicable provisions of the Butte County Code and/or Resolutions to do work indicated above for which fees have been paid. B Date ,p`' PERMIT EXPIRES ON r7 / r7 - V `Y Date r 3 72 3 1 ZQO' LOERKE INSULATION CO., INC. INSULATION CERTIFICATE W366 BC-mA,► y C 2C L E t-kAE t,, NUMber and 399M Number DESCRIFTION OF Wj • 9. ROOF Material Thickness (Inches) 2. CEIUNC Batt or BWftt Type—E&@nnbw tt t Thwums (mches) 13 Brand Now Thermal R (R Vahte) Brand Name Johns Manville Thermal Resistance (R -Value) Loose Fill Type , Fitr lass Brand Name Johns Manville Contradwis min. In led welghtiR sq. tb. Mintimum Thickmss Inches. Manufa stalled welW per square toot to achieve The vW R Value) 3. EXTERIOR WALL Material ERmu us DAN Thickness (indiesl 3. 5 4. RAISED FLOOR Matmial .fJb=lass_um Thirggtess (Inc�resl � • S 5. SLAB FLOOR / PERIMETER Material - BMW Name Johns Mamrme Thermal Resistance (R VahreL EWA Name Johne Manville Thermal Resistance (R Value) "►�lG Brand Name Thi The nal ReslsW= •slue) Perhrreter insulation (incheal 8. FOUNDATION ALL Material Name Thi (inches} erma l Resisbwm (R -Value) DECLARATION R � �bwLjVwp n� bu Ir artMlani rm npe eg )sin f compliance, aj7 C.L.�'''_ t1. k-4• C73 LOERKE INSULATION CO., INC. Ce ( 9- Swahm, Date m GentraCtose) rr mm— aw—mftml WE e�me C�lerter8 eftbcon Co, ame) Or Or COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE df OWNER PERMIT NO. A routine inspection indicates that the following violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this matter, or need additional.explanation, please contact. this office immediately. R p� ►� < < ,,�e��� ids i�,�C e �Y �d r ti v! • :f Date /l/ pa Inspector REV 10/92 w COUNTY OF BUTTE- " ? BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, CA • (530) 891-2751 7 County Center .Drive !t Oroville, CA. (530) 538-7541 OWNER `�' — PERMIT NO. i A routine inspection indicates thatthe.tfollowing violations of butte county Ordinances exist at the above address and should be corrected. Please notice this office when correction of work is completed. If you have any questions pertaining to this mattei, pr need additional explanation, Please contact this office immediately. f i- i F' Ir �. 1i; < R i' Date 7 Inspector REV 10/92 / r COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street • Chico, -CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 538-7541 CORRECTION NOTICE OWNER PERMIT NO. A routine inspection,indica.tes that the following violations of butte county Ordinances exist at the above address andYsiiou be corrected. Please notice this office when correction of work is completed. If you h any questions pertaining to this matter, or need additional explanation, please contact t • office immediately. r - L.Ch At)3 F C11 (./ 15;rlCrn' o.Yt i Y Date Inspector w' REV 10/92 4—'. 1 r .. 1 `'14 ..n. .r . -. ...- m ss -.. ✓mo w, -ti.. ti.. - �v. ..^..-rr�n•.v l+°'�9^^ COUNTY OF BUTTE BUILDING DIVISION ,.p DEPARTMENT OF DEVELOPMENT SERVICES 411 Main Street •Chico, CA • (530) 891-2751 7 County Center Drive • Oroville, CA • (530) 53877541 CORRECTION NOTICE OWNER ' A routine inspection indicates that the following b'- above address and should be corrected. Ple< ' completed. If you have any questions pertairyl please contact this office immediately. U. 111-16 1411 r)-3 -a97 PERMIT NO. dations of butte county Ordinances exist at the notice this office when correction of work is to this matter, or need additional explanation, • " a � / , � `��� /%mil -Z //�/� ��v�i/� �+NR'A 1t��.iW'�'�iy/K�._w-�--�.+►e �_. c-,C'X+�: H. .'c - .,r---i-.-_..,�,A�,..�, e�--� � .ySr+^rar i�---'tiY'^' _.. _.•... ,. H. COUNTY OF BUTTE -DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING DIVISION 7 County Center Drive, Oroville, CA 95965 Phone (530)538-7541 Fax (530)538-2140 PERMIT APPLICATION DATA SHEET �IJ"f' `/w[ / l , OWNER: �J � ASSESSOR PARCEL NUMBER CJ(f 00 _ 0(p9 Proposed Building Use: O S - F Counter Technician: V Date: LI -0) Itrequired in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. Zp1___Plot plans, or 4 sets, signed by the preparer of the plans. Complete plans, Or 4 sets, signed by the preparer of the plans. ngineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. l gineered truss details and layouts in duplicate. No faxes! 5. Energy compliance design and supporting documentation in duplicate. 06. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation plans, all in duplicate. 'T. Metal buildings: (A) Metal Building Plans, (B) Foundation plans and calculations in triplicate, (C) Elevation views in triplicate. (D) Floor plans in triplicate. All of these must be stamped and wet -signed b the he en ig neer. Items required for initial plan review. If checked items have not been received, plan review cannot proceed. The permit will be indexed and returned to the plan review line-up when required items are received. Date Received By ❑ 8. Flood Elevation Certificate, wet -stamped and signed, in duplicate ................................ ❑ 9. Plot plan and business license approval from the City of Biggs .................... .., ........... ❑ 10. Letter of intent for non-residential buildings......................................................... ❑ 11. Detached Accessory Building Form filled out by the owner ..................................... ❑ 12. Hazardous Material Form................................................................................ ❑ 13. Other ... R manningitems needed to issue the permit. (May require additional planreviewupon receipt of the following items.) .C). � t 4. Fees as shown on the attached Schedule of Fees Due Sheet... () .................... V6. ement of Intent for Non -heated and A/C Buildings .................................... ...,.:,.,.,' itation and plot plan approval from the Environmental Health Deparime in�of Chico Plumbing permit .......................... -�ifornia Department of Forestry plan approval aid. n' 6 ll Q �....... ❑ 19. Planning approval for (A) Use: O K (B)Parking: (C) Parcel C eck: '1 V2Contact Land Development about ❑ Improvements, ❑ Drainage..............................._ Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). ❑ 22. Pre -Inspection for required ................ ❑ 23. Contractor's license information. (Number, Name Style, Classification) ...................... 24 orker's Compensation Carrier and Policy Number ..............:.............................. 5. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... 2Letter of Signature authorization.................................................................... Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance............................................................... '❑ 29. Existing violations and/or expired permits......................................................... ❑ 30. ❑ Grant Deed, ❑ M.H. Title/Statement of Facts, ❑ Letter from Legal Owner, ❑ Check to H.C.D. $ ❑ 31. Other: �en issued Telephone tu and hold for pickup. i I have been informed of the above items and requirements for obtaining a building permit. �4pplicant: 1 T Date: hle) 3 1. Index permit application for the above items numbered: an Check Letfer 2. Additional items required Contractor, designer, owner, was advised of the above data by ❑ phone, ❑ mail, ❑ counter, by Date: Contractor, designer, owner, was advised of the aboved a by ❑ phone, ❑ mail, ❑ counter b Date: Plans reviewed by: Date: Plans approved by: L$ Date: ' Structural reviewed by: Date: O 03 Structural approved by: Date: 7 1 p d Note transfer by: Date: Yellow: Building Division E.H. USE ONLY 03 ^o(� %� Rot Ren Ariechad _/ May Ren AtUmhad TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance Owner Location AP# Plan Approved for. Sewage Disposa Clearance for welling. Other i � n Hold final for: Final clearance O.K. for: NOTE: A Erivrronmental Health Specialist 8/96 Public Private Well Date COUNTY OF BUTTE DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE (530) 538-7541 SCHEDULE OF FEES DUE •'C� 10X1:7 PRO S -BUILDING USE BUILDING PERMIT FEES Balance Due ........................ $ Additional Fees Due ................. $ Additional Fees Due ................. $ Revised Plan Checking Fee .............$ 12. 3. S RIFF FEES (paid at Building Division) l / _ /` (� Residential ...................... x $360.00 = $ l�S Units Commercial (sq. ft.) ............... x $0.03 = $ Sq. ft. 4. URBAN AREA FEES (paid at Building Division) Residential .......:........... —x_=$ # Units Amt. Commercial (sq. ft.) ............ —x—=$ Sq. ft. Amt. 5. RECREATIONAL DISTRICT FEES (paid at District Office) (Available after Plan Check) THERMALITO DRAINAGE DISTRICT FEES $510.00 (paid at Building Division) 7. SRA FIRE INSPECTION AND PLAN CHECK $89.00 (paid at Building Division) 8. WATER TENDER FEES (Battalion # ) $200.00 (paid at Building Division) 9. CSA 87 TRAFFIC FEE $2500.00 (paid at Building Division) 10. OTHER A.P. # C6T DATE 14—.q —03 KCE u3 . 3 -=t 5563 DATE REC. 7-r ri-0.3 _,rP_ At time of permit application, I was advised the above fees are required to be paid prior to issuance of the building permit. These fees may be changed during the plan checking process. APPLICANT b1�1� ��1�-�% , DATE X/3r v Pursuant to Government Code Section 66020, you are hereby notified that items 2, 3, 4, 5, 6, 7, 8, 9, and 10 above may have been imposed on your project. You have 90 days from the date of approval of the project or from the imposition of the above mentioned items during which you may protest. The requirements for a protest are specified in Government Code Section 66020(a). Original - Buiding Div. 2nd Copy - Applicant 3rd Copy - Owner (Rev. 6100) School District A.P. Number O Property Owner Property Location/Address Subdivision BUTTE. COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) . �j Building Department No. City County Lot No. 0-, -'3 -097 Residential Development Sq. Footage /-5 5zl 0 No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # "(No foundation inspection): ................................................................................................................... rci I/Industrial Sq. Footage Add' ion (Including Exterior oofed Areas) -� -7117 4� Department Representative Da4 Moor rlans rewewea Dy scnooi uistrict versonneu Dis '¢t Identification No. xJ-3—/-73 Ylrlhl—'�School District certifies that- . (Applicant) U -� /-7 - 3� (Street Address) (Phone Number) (City) , (State) (Zip Code) has complied with the requirements of Resolution No. representing square feet. r School District Representative Paid by Check N / Remarks: by payment of $ s� v 11AB 2926 $ FULL MITIGATION $ Date r �r Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the,,fees in any court action. If, subsequent to'the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable. Local Planning Agency that this project is being reviewed under the California Environmental Quality Act ICEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (applicant), Yellow (building department), Pink (school district► feeform.xls (10/98)dmm d v v �7 O ::y� , Q C')7 -0z S1 SU :5 CO CO C) c9 (S) —n -73 N 73 ` CC) 70 c9O (SZ, ($1 z C') v vN �O K -t 41 p O chi C T� l< 713 7713 � � � CJI CD � �' N QO C)w� n73 ZFN O � c9 CO CO Cn rt C) C) Fn C9 C- Cb O � vt4 C9 c9 N Q c9 ♦'1 CD C) v CO u CO QO C31 Cry O Qp cO N I p � 7 -O 77- c) O �— a 7z co c9 C> 7 v tS� (Si CD C) v CO u CO QO C31 Cry O Qp cO N I • July 2, 2003 Wegener Engineering P.O. Box 2493 Paradise, CA 95969 Department of Development Services Building Division 7 County Center Drive Oroville CA 95965 Attention: Philo Hunt, P.E. Re: Building Permit Number: 03-0979 Plan Check Comment Response Dear Philo: • Enclosed herewith, please find two sets of structural calculations for your review on the above referenced subject matter. The following Responses to Comments are addressed using your numbering system and pertain to structural items only. Non-structural comments are addressed under separate cover by others. 1. Truss layout is provided, along with referenced trusses, on drawing sheet 3 of 5 and on calculation sheet 7. 2. Lateral calculations of the front and rear of the residence are addressed in the structural calculations. All pertinent engineering is included on the drawings, which are stamped and wet signed. 3. I have reviewed the truss calculations and found them to comply with my design. This correspondence is to serve as a letter confirming the acceptance of the truss package included with structural calculations. 4. The footing sizes supporting the girder truss have been addressed and are reflected on the foundation plan and correspond to structural calculations. Supports for the girder truss are also called out on the plans. 5. The rear porch beam footings are designed for truss and deck loads. 6. Long span beams and typical headers have been engineered and reflected on the drawings. Truss loads are incorporated into the design. If you have any questions, please feel free to call me at (530) 873-7731. Sincerel , Mark Wegener, P. . >e rj z., nil "41 4 ■ Was IM sawim I June 4, 2003 Barbara Gould P.O. Box 64 Magalia, CA 95954 Department of Development Services Building Division 7 County Center Drive Oroville,'CA 95965 (530) 538-7541 (530) 538-2140 FAX Assessor Parcel Number: 064-400-069 Building Permit Number: 03-0979 Thank you for submitting the plans for your building project. The plans have been reviewed, and the plan examiner's comments are listed below. Please respond in writing to each item by completing and returning the enclosed PLAN REVIEW RESPONSE FORM. Your complete and clear response will expedite the re -check and approval of this project. NOK -STRUCTURAL COMMENTS: You must provide fire protection on your garage lid (RC channel at 16" Oc.) and all garage walls. I have noted the plans. ST kTCTURAL COMMENTS: vide truss layouts from the truss manufacturer. ;/rhce front and rear of the house do not comply with bracing requirements of the 2001 CBC. . Provide a lateral analysis of the front and rear by an engineer or architect. Have him put all of his requirements on the plans and stamp and sign them. Have your architect or engineer provide a letter that he has reviewed the trusses and they c mply with his design. ave your architect or engineer calculate footing sizes for the girder truss, and call out the pports-on_the plans. ave your architect or engineer size the rear porch beam footings to support the truss and deck loads. Have your engineer or architect calculate beams and headers using the truss loads. If you wish to discuss any of these requirements, please call (530) 538-7541 between the hours of 1:00 p.m. and 4:00 p.m., Monday through Friday. To discuss non-structural items, ask for Linda. Philo will answer your structural questions. Please refer to your Data Sheet for remaining non -plan check items. (You received this form when you applied for your permit.) The counter staff will answer any questions concerning the Data Sheet. Umda Simpson Philo Hunt, P.E. Plans Examiner Plan Check Engineer 1 of 2 4 \ wrop j 40- ■ L ICO BUSINESS FDFtneS k (xw) M-501 t roan rDr VG ... wrop j 40- ■ L ICO BUSINESS FDFtneS k (xw) M-501 t roan rDr VG • 0 is SITE PLAN REVIEW APPLICATION Date: AP# -4-00--D� Permit Number (if applicable) APPLIQNTMFORMATION Parcel Size: ' Owners Name:' A} -kA- 60,w Owners Address: Telephone No.: Situs Address: Proposed Use: Residential New Single Family Residential ❑ Single Family Addition ❑ Mobile Home ❑ Residential Accessory ❑ Permanent Second Dwelling ❑ Temporary Mobile Home (Aunt Minnie) ❑ Temporary Travel Trailer, ❑ Multi -family Non-residential ❑ New Commercial ❑ Commercial Addition ❑ New Industrial ❑ Industrial Addition ❑ Single Family Remodel ❑ Commercial Remodel ❑ Industrial Remodel Ot r Septic ❑ Well ❑ Agricultural Exempt Building ❑ Other: Brief Explanation (if necessary): DO NOT WRITE BELOW THIS LINE BUTTE COUNTY APR - 2 2003 DEVELOPMENT SERVICES DEVELOPMENT SER VICES INFORMATION (For Staff Use) iff Approved ❑ Conditionally Approved ❑ Resolve Problems Prior to Approval Site Plan Stamped Approved By Date L4 -'2-- 2—nn___ ___ 1 ..4'C I . t 0 ALL ITEMS CHECKED APPLY TO THE PROPERTY Parcel Is In: • ® Snow Load Area: T -z 2--g& 7 -F-i- , ❑ Land Conservation Act Minimum Acreage: El Verify residence can be built per contract El Nitrate Action Plan (See Environmental Health for standards) ElWatershed Protection Overlay Zone (See attached standards and requirements) ❑ Expansive Soils (Test for expansive soils and if verified proper foundation design required) ® SRA - (CDF to determine specific requirements) ❑ 100 -Year Flood Plain: (See attached) • Flood Zone: X • Flood Panel No.: D'—) by Index Date: ❑ Sacramento River Reclamation District (Approval must be obtained from the California Reclamation Board) ] Feather River Reclamation District (Approval must be obtained from the California Reclamation Board) ] North Chico Specific Plan (See Development Fees Section and attached standards and requirements) ] Chapman/Mulberry (See attached standards and requirements) ] Cohasset Area (See attached standards and requirements) Grading Zone (See attached handout) Use Requires: ❑ Use Permit ❑ Minor Use Permit ❑ Administrative Permit ❑ Minor Variance ❑ Variance ❑ Detached Building Use Form ❑ Encroachment Permit ❑ Agricultural Worker Affidavit ❑ Agricultural Acknowledgement Statement Zoning: —� Applicable Building Setbacks: Zoning Code. Streets & Highways Fire Prevention Subdivision Map Front E> D e - t- Side Side Street Rear S p Height. Waterway N/A N/A N/A ❑ Setbacks drawn on site Plan. ❑ CDF approval needed for encroachments into SRA setbacks. Page 2 of 5 V Applicable Development Fees: • Standard Fees Amount Formula ❑ Fire. ❑ School* ❑ Parks/Recreation ❑ Roads —'-- ❑ Sheriff ❑ Drainage --- ❑ NCSP/CSA 87�— ❑ Chico Urban Area, — Road -- ❑ Thermalito Impact --' ❑ Other —= Subdivision Map Special Fees —'___------------------------- ------ ----— -------- ❑ Water Tender ❑ Road Improvement --- ❑ North Oroville Area --' ❑ Other (per map) • * Check with school district to verify actual fee if pre -application review. A final determination will be made at the time, the building permit, e , Parcel Created By ❑ Deeds: Date of Creation: Legal Access Provided: Deed of Reference: ❑ No ❑ Yes Parcel Frontage on Publicly Maintained Road:' Legal Access Required ❑ No ❑ Yes ❑ ❑ Yes, Road Name: Complies with CountyStandards for Deed Creation: ❑ No ❑Yes Comments: ❑ Parcel Deemed to be legal ❑ Verify Legal Parcel ❑ Verify Legal Access ElObtain a Certificate of Compliance []Provide Deed of Creation ❑ Obtain a Merger ❑ Obtain a Lot Line Adjustment ❑ Comply with Old Subdivision Lot Ordinance (Maps recorded prior to Book 17 of Maps Page 23). El Construct road to: El Meet Parcel g size required by zone ❑ Meet current Environmental Health Department requirements • ------------------------------------------------------------------------------------------------------------------------ N Subdivision Map/Parcel Map: Map Date of Recording: B Lot: J-2--- ❑ Use Permit/Minor Use Permit Permit Number: e.)-�4S-M i�30 r Book: �`� Page: �8 Date of Approval: Parcel Map/Subdivision Map/Use Permit Conditions ❑ Comply with the following Conditions of Approval: ❑ Meet the Fire Safe Regulations of Butte County and P.R.C. 4290 • ❑ Automatic fire suppression sprinkler systems shall be installed in accordance with the National Fire Protection Association Standard for installation of sprinkler systems in one and two family dwellings and mobile homes, NFPA Standard. 13D, unless a pressurized community water system, with hydrants that meet the Fire Department specifications, serves the parcel. ❑ Wood stoves and fireplace inserts shall be EPA approved and designed to meet the emission requirements of the California Clean Air Act of 1988, as amended. • ❑ Provide an erosion control plan for building and land disturbance. The Erosion Control Plan must be prepared by a registered civil engineer or other qualified professional and be submitted to and approved by the Department of Public Works. ❑ In lieu of a pressurized water system or water storage tank, payment into the appropriate Battalion Water Tender Fund may be required. ❑ Measures shall be taken to control fugitive dust emissions from all driveway and other civil construction associated with residential development. Approved dust control measures are found. in the fugitive dust control plan for the site approved by the Butte County Air Quality Management District, a copy of which can be obtained from the Butte County Department of Development Services, Building Division." ❑ Engineered foundations are required. ❑ Class A roofs are required. ❑ Property owners responsible for roa 0 Page 4 of 5 • ti h� • Summary of Specific Requirements: 0 ------------ This information provided in this summary is based on the application information and on the best available data at the time of review. C:1L MABuilding Permit Site Plan Reviewl.doo AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DIVISION 7 COUNTY CENTER DRIVE OROVILLE, CA 95965 0 3 --6 09 2003-0021 10,4 C& Recorded Official Records Count yEf CANDACEUUJJT. 6RUBBS Recorder ROSEMARY DICKSON Assistant 01:14PM 03 -Apr -2003 REC FEE 10.00 COPIES 2.50 MaryR Page 1 of 2 AGRICULTURAL STATEMENT OF ACKNOWLEDGMENT 9� FOR RESIDENTIAL DEVELOPMENT W0 Section 26-8 of the Butte County Code required this acknowledgment to be recorded prior to issuance of a building permit. The property described herein is adjacent to land or included within an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort from the use of agricultural chemicals, including, but not limited to herbicides, pesticides, and fertilizers; and from the pursuit of agricultural operations including, but not limited to cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural purposes and residents within said zones and on adjacent property should be prepared to accept such inconvenience or discomfort from normal, necessary farm operations. All that real property situate in the County of Butte, State of California, described as follows: Date PROPERTY OWNERS: State of California County of ,/gLAi c, fir- ,.:.:'�1l��7Yl • personally appeared Ar "R, .-C. Cir" l rl personally known to me (or proved to me on the basis of satisfactory evidence) to be the person{*] whose name(, is/are subscribed to the within instrument and acknowledged to me that -be/she/they executed the same in his/her/thei* authorized capacity(ies), and that bybis/herA*e4F signature(&Yon the instrument, the person4} or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my ha and official seal. Signatu Seal: JAMES LAMAR KINSER L19 COMM. #1377185 // NOTARY PUBLIC CALIFORNA A.P. # Q b �{ —� - (�� 9 BUTTE COUNTY n. My Comm. Expires Sept 28, 2006 J�4' R� Order No. 303773 EXHIBIT "ONE" PARCEL I: Lot 32, as shown on that certain Map entitled, "Paradise Pines Unit No. 5", filed in the Office of the County Recorder of Butte County, California, on August 20, 1970, in Book 35, of Maps, at Page(s) 88, 89, 90 and 91. Certificate of Correction was Recorded December 2, 1970, in Book 1648, Page 2, Official Records of Butte County. EXCEPTING THEREFROM all minerals, oil, gas, asphaltum and other hydrocarbon substances, with provision that any and all mining operations shall be done from orifices outside the surface area of the land described herein, and that no damage shall be done to the surface of said land. PARCEL II: A non-exclusive easement over Lots A, B, C and D (the common areas) of said Paradise Pines Unit No. 5 for ingress, egress and the uses and purposes set forth in the Declaration of Covenants, Conditions and Restrictions. Assessor's Parcel No: 064-400-069 ENCROACHMENT PERMIT County of Butte Department of Public Works 7 Count Center Drive Oroville, CA 95965 Phone (530) 538-7157 Ext. 2016 Fax: (530) 5384356 Download Forms: www.buttecounty.net/publicworks/forms.htnll NOTIFY COUNTY 24 HOURS BEFORE WORK IS TO BE DONE Permit Number District , Phone (530) 538-7157 Ext 2016 CD 3 O y 7% E APPLICATION I / WE, the undersigned, hereby apply to the County of Butte for an encroachment permit to do the following work under or over the County roads and highways, all in accordance with County ordinances and general laws. All information except signature must be typed or legibly tinted 1. Applicant's N e: 1 a. Company Name: 2. Address: v _ 3. Phone: 4. Assessor's Parcel Number. p S. Location of Work to be Don 2.5 11V3 4 6. Applicant's Sign , 7. Date: L/ 0 2 CONTRACTOR'S INFORMATION 8. Contractor's Name 9. Address 10. Phone: 11. Fax: 12. Contractor's License Number. 13. Certificate of Insurance: Yes ❑ No: ❑ 14. Contractor's Signature: 14a. Date Signed: 15. Authorized Agent: TYPE OF WORK TO BE DONE 16. Please Check: Curb: ❑ Gutter. Sidewalk: ❑ 17. Driveway (List Type): r S 3 I 18. Other. PERMIT GRANTED In compliance with the above request, and subject to all terms, conditions (including those on page 2 of this permit form) and special conditions written below, ermission is hereby granted. 1 19. Conditions .— 1, L WV\ `� o R2— c7 t' �-oQ ..► A— © C.oG,3 G T ei O IJ C O w p3 Z J IST S O e. ✓17 M rl 0,A Underground Service Alert .S.A. must be notified two working days prior to any excavation. 800-227-2600 20. 21 All work shall conform to accompanying: Detail W Plans ❑ Special Conditions 21. Date Issued 22. Expiration Date: 1 )O , l 23 Surety: C 5 09 01 ! 7 Mike Crlunp, Director of Public Works BY "Note: If permits are faxed to any number besides (530) 538-4356, they can be delayed up to'one ek. Page 1 of 2 General Conditions — See Page 2 ^"..moi•*Tf^� :. y .. :', .: , ' w a, I T . l t