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HomeMy WebLinkAbout027-020-006/"KS� WITHOUT PERMITS /;30/92 c. ot, ek 7-1 -,Y-27-02-06 :;2erWt1- 9V�A 027 MURRAY,lliam J 27-.02-06 -�P, E 4+ MURRAY, Will%ia "J165 Su, Dr, Oroville Summit r, Aa--Exempt-ion e -r- 165 Summit Ave,-O,oville m* P d� b s cofit:31akes AFfor le Housing 1.4 storage tractor, grain" hay, V2 9 9F (mhu) ELEC GAS 0,f COMPACTION TEST REQ 14) SUPPORT STRUCT REQ RE 027-02-0-006, 91-3505 MURRY W I L Am CONTR: RL, ALBEP.T—..... T 0 1615- SU IT T AVE, OROVI'LLE MHI. 027-02-0-006 93-474 B MURRAY, WILLIAM 165 SUMMIT AVE, OROVILLE' 2 OPEN DECK/SF 027-020-006 03-2286,' 27 MTjRRAY, .WILLIAM,.--.��—,.7l.--- "�i 65SfJMMiT' AVE, OROVILLE., 1CD;fHS NALE t 3 ;r,EX MH PERM FND EX SITE 027-'020-006 04-1659 `JMURRAY, WILLIAM 165 SUMMIT DR, OROVILLE Cont:.OWNER� (`-`AG'-BUILDING ./027020f666 '7 " T ';Ag - -"xFnlp ADD TO EX AG BLDG:'HORSE STAtl SUMMIT I LUNDBERG4,MARKI&SUSAN.!".,,��,,-'4 .,-.I 0 PAUL KROHN, P.E. 333 MAIN ST, SUITE 220 • CHICO, CA MAIL: P.O. Box 3276 • CHICO, CA 95927-3276 • cell: 530.342.2926 email: paulfkTohn(k nail.com Butte County Building Department Re: Floor and roof truss design for Lundberg residence, 160 Summit Road, Oroville, CA I have reviewed the calculations and design for floor trusses (Job name: Lundberg Floors) and roof trusses (Job name: Lundberg Residence) for the above job by Homewood Truss and certify that the proper loads have been applied and that the trusses conform to the structural and geometric requirements of the plans. The truss calc package is dated 1/27/12. _ S.inc_erely., Paul Krohn QapFES310 '10 e<ofkREST F'y CP Q�J of � o� No. C 30 * EXP, `� 3 CML r • - �' CI11.1� PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE OMPLIANCE DATEI BY s 1gI1 Truss Takeoff Design & Sales 0 slsta.nce Monte Call. - 193 Camellia Dr. - Paradise, CA 95969 (530) 817-4112 Office (510) 811-4112 FAX TRUSS ENGINEERING BUTTE COUNTY BUILDING DIVISION ..APPROVED Lundberg Residence Floor 1/27/2012 REFER TO. APPROVED . s. FiLANS..FOR ADDITIONAL' NOTES. AND INFORMATION . FOR _THIS PROJECT . Homewood Truss Truswal Systems mer: VISION: BP# P O - /9gy N: .e ,E COPY PERMIT#61=16.84— BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C DEOMPLIANC DATE 2 gY (530) 743 - 8855 (800) 322-4045 Job Name: Lundberg Floors Truss ID: F1 Qty: 8 BRC X -LOC REACT SIZE REQ'D TC 4x2 DFL R1 + + + + + + + + + + + + + + + + + + + + + + Dsgnr: cnm #LC - 6 WT: 186# 1 0- 1- 5 996 2.62" 1.50" BC 4x2 DFL B1 ® For floor applications (not roofs), 2x6 min. bridging utlaed on min design mem ar exceed me loading Imposed by me local building code and the particular application. The design assumes mm me top chord T R U S WA L 2 17- 4-14 2031 3.50" 3 29- 9- 6 708 3.50" 1.50 1.50" WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 9-21 strongback bridging, or cross (per ANSI/TPI), is required at 10' O.C. or less. noted, 1,ing shown is for Island support of components members only to reduce budding leallth. This component wall nut be placed In any that will cause the moisture content of the wood to exceed 19%endfor cause connector plate co-Im. F bdut% hands, instal *Joint TC Dead 11.00 psf BC Live 0.00 psf BRG REQUIREMENTS shown are based ONLY Plates outside the truss perimeter are + + + + + + + + + + + + + + + + + + + + + + O.C.Spacing 2- 0- 0 4445 Nonnpa,a D,. sr.102, Coro. spas. CO 00907 on the truss material at each bearing designed for the location shown only (DO NOT Ribbon blocks have not been designed to VIA -[.53719. The American Forest and Pop. Assadetion(AFPA)islocated at11111gmStreet ,NW, St. 800.Wominglon,DC20038. Bldg Code: CBC -07 MAX DEFLECTION (span) : MOVE!) Trim to match profile if necessary. support the point load(s) shown. L/698 MEM 3-4 (LIVE) LC 6 Designed per ANSI/TPI 1-2002 They may be attached with (4)IOd nails. L- -0.30" 0. -0.14" T= -0.43" This design does not account for long term Loads at the truss ends must be applied 3oinc Locations ® time dependent loading (creep). Building directly to the chord. i o- o- a 13 27- 2-14 Designer must account for this. _ Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. 2 2- 8- 4 14 29-11- 2 THIS DESIGN IS THE COMPOSITE RESULT OF Refer to Joint QC Detail Sheets for 3 s- z- 4 15o- o- o 4 7- 9-14 16 s- 2- 4 MULTIPLE LOAD CASES. Cq factors and Rotational Tolerances. S 9 -ll- 6 17 7- 9-14 HANGERS SHOWN '(IF ANY) ARE BASED ON 1.5" IRC/IBC truss plate values are based on 612- 4- 2 18 9-11- 6 NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS testing and approval as required by IBC 1703 7 14- 1- 8 19 10-11- 2 FOR MULTIPLY CARRYING MEMBERS. HANGERS and ANSI/TPI and are reported in available 814-10- 2 io 12- 4- 2 9 17- 4-14 a 17- 4-14 SPECIFIED ARE BASED ON TYP. MANUFACTURER'S document ESR -1118. 10 19-u-10 22 22- s-10 PUBLISHED TABLE VALUES. REFER TO Mark all interior bearing locations. U 2z- s-10 z3 24- 8-14 MANUFACTURER FOR OTHER NAILING OPTIONS. Install interior support(s) before erection. - 12 24- aMEM 24 2 20 psf bottom chord live load NOT required PLATING BASED ON GREEN LUMBER VALUES. CES: CRITICAL MEMBER FORCES: TC COMP. OUR, / TENS.(WR.) CSI on this truss, per IBC/IRC requirements for 1-2 0 1.00 / 0.27 attics with limited storage. Panel Lengths 2-3 -28z3 1.00 / 3-4 -2822 1.00 / 0.42 0.73 Std - 2-5-4 4-5 -31za 1.00 / 0.74 3-4 2-6-2 5-6 2-3-4 5-6 -2341 1.00 / 6-7 -2340 1.00 / 7_9 _:3.e l.ee, e-9 / 1288(1.00) 0.71 0.30 0.33 0.59 BUTTE COUNTY 9-10 / 1288(1.00) 0.59 10-11 -1508##1.00 / 12-13 -1517 1.00 / 1sz011.00 0.82 0.59 (� ` ! ![� BUILDING DIVISION ISION 13-14 / 0(1.00) 0.46 BC COMP.(WR.)/ TENS. WR. 15-16 / 1685 1.00 16-17 / 3127 1.00 CSI 0.53 1.00 \\V.J/ APPROVED 17-18 / 3124 1.00 1.00 ,//�\` 18-19 / 3lle 1.00 19-20 / 3118 1.00 952 1.00 0.99 0.69 0.38 11 2-5�-4� ���l 1l��2��-��1-�1--2JJ H� 1� 20-21 / 21-22 -477(1.00)/ 7o21.ao 22-23 / 1518 1.00 o.4a 0.65 f� 81010 23-7-4 23-24 / 1078 1.00 0.S3 YB COMP. WR. / TENS.(DUR.) CSI 1 2 3 4 S 6. 7 B 9 1O 11 12 13 14 1-15 -128((1.00 / 2-1S -1876(1.00 / 0.02 0.36 2-16 / 1263(1.00) 1-�7 -1441.00% 0.64 n, O's 0.1z SX 1oef1.00 a-17 -1441.00/ 8111:0810.04 4X12 3X4 1.5X3 4X10 1.5X3 s -le -211.00/ 217(((1.00 s-zo -llzl1.00/ 0.11 0.z1 1.5X3 1.5X3 3.5X5 W=3X4 2X3 1.5X3 4X8 1.5X3 6-20 -26511.001/ 32(1.00) 0.04 T T 8-20 , 1589 1.00 e-21 -2224(1.00)/ 0.81 0.43 1-4-0 1-4-0 9-21 -292((1.003/ 0.02 1 1- 10-21 -1617 1.00 / 10-22 / u21(1.00) 0.31 0.57 o.os 3.5X10 1.5X3 4X10 5X20 4X12 3.5X5 4X ROFES$i"''9 11-zz-3easl.00/ 12-:3 -162 1.00 / 70(1.00) 1.00 491(1.00) 0.04 1X3TIE 1.5X3 0.25 3X4 1X3 TIE �0 J Q 13-23 -6s / W --3.5X6 17-4-14 14.244 1121 1.00 % 0.02 aJ-8 N=1X3 Z' f W . liil' 7 to f 15 16 17 18 19 20 21 22 23 24 'r 29-11-2 1 CIV11. All connector plates are tTWBCG Wave 20 ga., unless proceded by "H" for High Strength 20 ga., "S" for Super Strong? t Plates are to be positioned peer Joint Det II Reports. Circled pplates and false frame plates 1 /27/2012 are otoned as shown above. Shift able stud plates to avoid overly with structural plates or staple). 268 - Homewood TCrAuss Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance DIR: Drive�097071LL00009_J00001 (CA) This design is for an individualwadngcomponent net trusseymem. nhasbowbandonwa8cationsprovidedbythecomponemmanufacture WO: Dri ve�097071LL000 ® end done in accordance with the current versions m TPI and AFPA design mandards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: cnm #LC - 6 WT: 186# are to barednedbythe component manufacturer endforbWdingdesigner prior tofabrication, Thebuldngdesignermust -wain that me fee& TC Live 40.00 psf Li veDu r L=1.00 P=1.00 utlaed on min design mem ar exceed me loading Imposed by me local building code and the particular application. The design assumes mm me top chord T R U S WA L Is laterally traced by the roof or floor shea0dng and the bottom chord is laterally braced by a dgid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMSenvironment noted, 1,ing shown is for Island support of components members only to reduce budding leallth. This component wall nut be placed In any that will cause the moisture content of the wood to exceed 19%endfor cause connector plate co-Im. F bdut% hands, instal *Joint TC Dead 11.00 psf BC Live 0.00 psf Rep Mbr Bind / Comp / Tens 1.15 / 1.10 / 1.10 ROS Building Components Group, Inc. and brace this truss In accordance with sire following standards: and Cubing Dead Reports' available as output from Troswai software, 'ANSIfrPI 1', WTCA 1'• Wood Truss Council of America Standard Design Responsibl8ties,'BUILDIND COMPONENT SAFETY INFORMATION BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Nonnpa,a D,. sr.102, Coro. spas. CO 00907 583 D'Onafdo Drive, Mads, (SCSI 1-03) and'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located m en TRUSPLUS 6.0 VER: T6.5.14 VIA -[.53719. The American Forest and Pop. Assadetion(AFPA)islocated at11111gmStreet ,NW, St. 800.Wominglon,DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg BRG X -LOC REACT SIZE REQ'D 1 0- 1- 5 822 2.62" 1.S0" 2 13- 4- 0 815 2.00" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/529 MEM 3-4 (LIVE) LC 4 L- -0.30" D- -0.13" T- -0.43" Joint Locations 1 0- 0- 0 7 13- S- 0 2 2- 6-12 8 0- 0- 0 3 S- 0-12 9 S- 0-12 4 7- 9-14 10 7- 9-14 5 9- 1 fi 11 9 -ll- 6 6 10-10- 4 12 13- 5- 0 CRITICAL MEMBER FORCES: TC Co4P. WR. / TENS.(DUR.) CSI 1-2 0 1.00 / 0.15 2-3 -2123 1.00 / 0.34 3-1 -1122 1.00 / 0.62 4-5 -1898 1.00 / 0.82 S-6 -1881 1.00 / 0.82 6-7 0 1.00 / 0.19 BC CCMP.(DUR.)/ TENS.jr:. RCSI8-91276000509-10 / 190700 09510-11 / 18981.00 0.94 11-12 / 13421.00 0.83 lR COMP. DUR. / TFNS.(DUR.) CSI 1-8 -114((1.00 / 0.01 2-9 -1436(1.00 941(1.00) 0.48 3-9 -364(1.00 / 0.05 4-9-150(1.ST 353(1.00) 0.18 4-10 -148((1.003/ 0.02 5-11 -S7fi 1.00 / 0.08 6 -ll / 993(1.00) 0.50 6-12 -1507 1.00 / 0.28 7-12 -130 1.o0 / 0.01 Floors TC 4x2 DFL SS WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 1-8, 7-12 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5•' NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. z-5-4 1 2 3 2.5X4 4X8 1.5X3 T 3X10 4X8 Ot8 Truss ID: F2 + + + + + + + + + + + + + + + + + + + + + + ® For floor applications (not roofs), 2x6 min. stronggback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. + + + + + + + + + + + + + + + + + + + + + + Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)10d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN /T and are reported in available document ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. z -o -O 8-1 4 5 6 5X12 3X4 1.5X3 1.5X3 5X6 4 . BUTTE COUNTY BUILDING DIVISION APPROVED - Panel ■ P O M ED 7 2.5X4 AT 4X8 �e 9 13-5-0 10 11 12 All connector plates are ITWBCG Wave 20 Be., unless receded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail F�eports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Panel Lengths Std . 2-3-12 2-3 2-5-4 3-4 2-7-10 5-6 0-10-2 1Vtl. 'e N 268 - Homewood Trr�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. DIR: Design Assistance DIR: Drive�_097071LL00009_]00001 ® This design lafor anIndridambwdn9rAn,ponamnot tm� system n nes been based on epedn4retion. provided by the component manufacturer Dim end done in erxardenee with the anent verdona d TPI and AFPA design etendaraa. No responsibility is assumed far dimensional ettumry. Olmenalana are to be vedned by the componerd manufacturer andror building designer prior to fabrication. The building designer muss ascertain that the loads WO • Dri ve_I_097071LL000 Ds nr• cnm #LC = 4 WT: 84# 9 TC Live 40.00 psf Li veDu r L=1.00 P=1.00 utilized on this design meal or exceed the loading Imposed by the local building code and the particular application. The design assumes mat the top chord T R U S WA L ® SYSTEMS /lB11V Building Components Group, Inc. Is laterally braced by the roof or poor sheathing and the bottom chord Is laterally braced by a right sheathing material dbectly attached union otherwise nded'ong ahownle h"". support of o prhenb members only to (educe budding length. This component shall not be placed in a"TC erhviranmem th� will teats the moisture cometh d me wood to exceed 1B%and or cause connector qma cortmion. Fabricate• hands, times end brace this Iniac in accordance with the following standardr:'Joint and Cutting oataa Reports' evallahie as output from Truawd software, •ANSIfTPI 1. WTCA V- Wood Trus Council of Amedce Standard Design Responsibilities. •BUILDING COMPONENT SAFETY INFORMATION- TC Snow(Pf) 0.00 psf Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDu r L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- .0- 0 4445 Northpark Or. Stra. 501, Colo. Spgav CO 60907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI t-03) and 13CSI SUMMARY SHEETS' by WrCA and TPI. The Tinea Plate Institute (TPI) is located a1583 D'Onofdo Drive, Madson. Weemialn53719. The American Forest and Paper Association (AFPA)ialocated atIII11gin Sbee(NW. St. 800,WaWnglon•DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg BRG X -LOC REACT SIZE REQ'D 1 0- 1- 5 889 2.62" 1.50" 2 15- 7- 6 2063 3.50" 1.50" 3 29- 5- 0 747 2.75" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/751 MEM 3-4 (LIVE) LC 6 L- -0.25" D- -0.12" T- -0.37" Joint Locations 1 0- 0- 0 15 29- 6- 6 2 2- 8- 4 16 0- 0- 0 3 S- 2- 4 17 S- 2- 4 4 7- 9-14 18 7- 9-14 5 9-11- 6 19 9-11- 6 6 10- 6-10 20 10- 6-10 7 13- 0-10 21 ll- 3- 6 814- 1- 8 22 15- 7- 6 9 15- 7- 6 23 19- 6- 6 10 18- 2- 2 24 20- e- 2 11 20- 8- 2 25 22- 9-14 1z zz- 9-1a 26 21 -ll- 6 13 24 -ll- 6 27 29- 6- 6 14 26-10- 2 CRITICAL MEMBER FORCES: TC COMP. OUR / TENS.(DUR.) CSI 1-2 0 1.00 / 0.22 2-3 -2395(1.00 / 0.37 3-/ -2395((((1.00 4-s -z3ea 1.00 5-6 -2372 1.00 / 0.91 6-7 -1982 1.00 / 0.28 7-8 / 1626(1.00) 0.46 8-9 / 1626 1.00 0.62 9-10 / 1626 1.00 0.62 10 -ll -14311.00/ 0.29 31-12 -14331.Oo/ 0.41 12-13 -17111.00/ 0.41 13-14 -169911.001/ 0.40 14-15 / 0(1.00) 0.30 BC COMP.(UUR.)/ TENS. OUR CSI 16-17 / 1467 1.06 0.34 17-18 / 2391 1.00 0.67 18-19 / 2384 1.00 0.86 19-20 / 2044 1.00 0.80 20-21 -s37 l.00 / 866 1.00 0.v 21-22 -s37 1.00 / 866 1.00 0.41 22-23 -322 1.00 / 398 1.00 0.32 23-24 -322 1.00 / 398 1.00 0.21 24-25 / 1712 1.00 0.48 25-26 / 1711 1.00 0.53 26-27 / ll71 1.00 0.43 IB COMP. OUR. / TENS.CWR.) CSI 1-16 -128 1.00 / 0.02 2-16 -1634 1.00 / 0.32 2-17 / 1031(1.00) 0.52 3-11 -339 1.00 / 0.05 4-17 -248 1.00 / 405(1.00) 0.21 4-18-2040.0 1.00 / 0.03 6: 19 "652 1.00 � 1249(1.00) 0.63 6-20 -804(1.00)/ 0.11 7-20 / 1383(1.00) 0.70 7-22 -2065(1.00)/ 0.40 1 X 9-22 -275((1.00))/ 0.02 10-22 -1858 1.00 / 0.36 10-24 / 1230£1.00; 0.62 11-24 -264(1.00)/ 1 1.00 0.04 12-24 -606(((1.003)/ 0.10 1I -IS 51 1.00 / 78(1.00) 0.04 13-z6 -235 1.00 / 2((1.003 0.03 14-26 / 645 1.00 0.33 14-27 -1306(1.00)/ 0.25 15-27 -131(1.00)/ 0.02 Floors TC 4x2 DFL #1 4x2 DFL #1 6 8tr. 1-8 8C 4x2 DFL #1 4x2 DFL SS 16-21 WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 9-22 Lumber shear allowables are per NDS. Plates outside the truss perimeter are designed for the location shown only (DO NOT MOVE!) Trim to match profile if necessary. Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. 1� H 8-10-10 Truss ID: F3 + + + + + + + + + + + + + + + + + + + + + + ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. + + + + + + + + + + + + + + + + + + + + + + Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)10d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Mark all interior bearing locations. Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. tf � 1 23-10-10 2 3 4 5 6 7 8 9 10 11 12 13 14 15 4X14 4X12 4X10 3X4 6X6 2X3 3X4 4X8 1.5X3 1.5X3 1.5X3 W=3.5X4 1.5X3 1.5X3 1.5X3 140 4X8 3X10 1.5X3 3 TIE 6X6 4X6 0-g-8 W=3X4 5X20 " W=3X4 3X4 3.5X10 -6 1.5X3 16 17 18 192021 22 23 24 25 26 27 29-6-6 All connector plates are ITWBCG Waw 20 ga., unleae ppi Strength. Plates are to be poafUoned par Joint Detail Re are poslt!oned as shown above. Bhik gable stud plates 20 ga., "S" for Super 4 BUTTE COUNTY IN BUILDING uviAppFIOVED 14 O 1X3 TIE Panel Lengths ' Std - 2-5-4 3-4 2-6-2 5-6 0-5-12 11-12 2-0-4 13-14 1-10-0 1/27/2012 268 - Homewood TCr�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: Design ance DIR: Dr1Ve_I_097071J�L00009_J00001 97071 ® C This design Is for anindividuNWildingcomponent nmWsssystem. It has bum based anspecifications provided lrymecomponent manufacturer and done in accordance with the urrem versions of TPI and AFPA design standards. No responsibili y is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer andlor building designer prior to fabrication. The Hiking designer must ascertain that me loade W0: Dri ve-T-0970711_L000 Dsgnr: cnm #LC = 6 WT: 188# TC Live 40.00 psf Li veDu r L=1.00 P=1.00 ubtized on Ws design meet or exceed the rooting Imposed by me local buldng code and the particular appication. The design assumes that me top chord T R U S WA L ® SYSTEMS ROW Building Components Group, Inc. Is laterally braced by the fact orflow sheathing and the bottom mord is laterally braced by a field sheathing material directly attached, ualessotherw(aa noted. Brodie shown Is for lateral support of components members only to reduce budding length. This component sha8 not be placed in any errycause Fetriate,hands. Instag and brace this wss in accordance with the flowing stendardic'Joim and Cutting Dead Reports' available as output from Tnmwd software. 'ANSI/TPI 1'. WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION'- TC Snow(Pf) TC Dead BC L 1 ve BC Dead 0.00 psf 11.00 psf 0.00 psf 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 4045 Nonhpara Or. Ste. fat, Coro. Sp9a., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) end'BCSI SUMMARY SHEETS' by IATCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafria Drive, Megson, V'Aseonsin53719.ThoAmericanForestandPaperAnociatim(AFPA)islocatedat11111MSurestNW,Ste800.WaaNngtorLDC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberq Floors Truss ID: F4 - Qty: 7 BRG X -LOC REACT SIZE REQ D.. 1 0- 1- 5 914 2.62" MO.. 2 14-10- 5 906 2.56" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/605 MEM 3-4 (LIVE) LC 4 L- -0.29" D- -0.13" T- -0.42" Joint Locations 1 0- 0- 0 8 0- 0- 0 2 2- 6-12 9 5- 0-12 3 S- 0-12 10 7- 9- 8 4 7- 9- 8 11 9-11- 0 S 9-11- 0 12 12- 1- 0 6 12- 1- 0 13 14- 8- 8 TC COPIP. DUR. / TENS.(MR.) CSI 1-2 0 1.00 / 0.24 2-3 3-4 -2475 1.00 / -2474 1.00 / 0.43 0.76 4-5 -2s49 l.ao / 0.75 5-6 6-7 -1600 l.00 / -1578 1.00 / 0.73 0.63 Bc CD4p.(DOR.)/ TENS. DUI* CSI 8-9 9-10 / / 1458 1.00 0.43 2556 1.00 0.86 10-11 / 2549 1.00 0.90 11-12 12-13 / / 2538(1.00 0.90 2(1.00 0.12 MB COMP.- TENS-Uvit.) CSI 1-8 -122((1.00 / o.ol 2-8 2-9 -1640(1.00 / / 0.31 1129(1.00) 0.57 3-9 4-9 -330((1.00 / -412(1.0() / 0.05 140(1.OD) 0.08 " 4-10 5-11 -159C(1.00 / / 28((1.003 0.02 255 1.00 0.13 S-12 -1158(1.00)/ 0.20 6-1Z 7-12 7-13 -306(1.00)/ / / 12(1.00) 0.04 1748((1.003 0.53 35 1.00 0.02 T TC 4x2 DFL 81 SC 4x2 DFL N1 & Btr. WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 1-8, 12-7 SLIDER 4x2 DFL STANDARD Designed per ANSI/TPI 1-2002 Thisdesign does not account for long term time dependent loading (creep)• Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. + + + + + + + + + + + + + + + + + + + + .. ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. + + + + + + + + + + + + + + + f + + . + + + Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)10d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. ao 2-D-8 8_10_ ■l PUTTS COUNTY gUlLDING uvi sioN ppR V D f-V OR1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 7hie design is for an Individual building component not Was system D ha been based m specifications provided by Me component manufacturerWO and done in accordance vAM the current versions of TPI and AFPA design standards, No responsibility Is assumed for dmeneanal accuracy. Dimensions are - be verified by "" -PatternmmWacturm and/or buldng designer prior to fabdralion. The buddng designer must ascertain that me loads 7n WT' 95# 2X3 40.00 psf 1.5X3 5X6 T R U S WA L ® SYSTEMS ATW Building Components Group, Inc. is loterady braced by the foot or floor sheathing and the bottom chord Is laterally braced by a rigid shearing material directly attached. urdmothervdae noted. BradngehovmlaforlateralsupportofcomponentsmemberamlytoreducebuddinglengtR Tliscomponemahallnotbeplacedinarry t of the wood to exceed l8%and/or use connector plate corrosion. Fabricate, hands, install nt Mcause the moisture mmca environmeat vAl m and brace We buss in accordance with the rolovAng starowds:'Jolm and Cutting Detail RePadw available an output from Tnuewal software, •ANSfTPI 1, WI CA 1'- Wood Truss Council of America standard Design Responsibilities, 'SLO DING COMPONENT SAFETY INFORMATION'- TC Snow(Pf) TC Dead BC Live BC Dead 0.00 psf 11.00 psf 0.00 psf P 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Brill / Comp / Tens 1.15 / 1.10 / 1.10 O. C. Spaci ng 2- 0- 0 4048 Northpark Or. stn. 102• Colo. Spire., CO 80907 (SCSI 1.031 and'SCSI SUMMARY SHEETS' by 1NrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onddo Drive, Madam, 1.5X31 1/2" GAP MAX 8 9 10 11 12 13 I 14-11-9 1 All connector plates are ITWBCG Wave 20 ga., unless vreeeded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). Panel Lengths : Std =2-5-4 1-2 2-3-12 3-4 2-7-4 5-6 2-0-8 1/27/2012 268 - Homewood Truss � ® J WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. 7hie design is for an Individual building component not Was system D ha been based m specifications provided by Me component manufacturerWO and done in accordance vAM the current versions of TPI and AFPA design standards, No responsibility Is assumed for dmeneanal accuracy. Dimensions are - be verified by "" -PatternmmWacturm and/or buldng designer prior to fabdralion. The buddng designer must ascertain that me loads Cost: Design Assistance DIR: Drive�_097071LL00009_]00001 • Dri ve_I_0970711_L000 Dsgnr: cram #LC = 4 WT' 95# TC Live 40.00 psf Li ve Du r L=1.00 P=1.00 ubloed on this design meet or exceed the loading imposed by the local holing code and the particular application. The design assumes that the top chord T R U S WA L ® SYSTEMS ATW Building Components Group, Inc. is loterady braced by the foot or floor sheathing and the bottom chord Is laterally braced by a rigid shearing material directly attached. urdmothervdae noted. BradngehovmlaforlateralsupportofcomponentsmemberamlytoreducebuddinglengtR Tliscomponemahallnotbeplacedinarry t of the wood to exceed l8%and/or use connector plate corrosion. Fabricate, hands, install nt Mcause the moisture mmca environmeat vAl m and brace We buss in accordance with the rolovAng starowds:'Jolm and Cutting Detail RePadw available an output from Tnuewal software, •ANSfTPI 1, WI CA 1'- Wood Truss Council of America standard Design Responsibilities, 'SLO DING COMPONENT SAFETY INFORMATION'- TC Snow(Pf) TC Dead BC Live BC Dead 0.00 psf 11.00 psf 0.00 psf P 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Brill / Comp / Tens 1.15 / 1.10 / 1.10 O. C. Spaci ng 2- 0- 0 4048 Northpark Or. stn. 102• Colo. Spire., CO 80907 (SCSI 1.031 and'SCSI SUMMARY SHEETS' by 1NrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onddo Drive, Madam, TRUSPLUS 6.0 VER: T6.5.14 YNacorad. 53718. Th. Anted- Foreatand Paper Association (AFPA)islocated at111119th Street NN. Ste 800.WmItingtm,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lund =3oint Locations ®" 1 0- 0- 0 7 0- o- 0 2 1- 4- o 9 1- 4- 0 3 2- 8- 0 9 2- 8- 0 4 4- o- 0 10 4- 0- 0 s s -a0 a S-4-0 6 S-11- 8 12 S-11- 8 Floors TC 4x2 DFL #1 SC 4 X2 DFIL #1 GBL BLK 4x2 OFL STANDARD Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer io Joint OC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER MAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 1 2 Truss ID: F5 + + + + + + + + + + + + + + + + + + + + .. ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. ++++++++++++++++++++++ Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)10d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Mark all interior bearing locations. Install interior support(s) before erection. May useadequate staples for gable blocks. This truss is designed to carry a max Top chord load of 0 Plf Vertical. Adequate bracing or sheathing is required to prevent the truss from racking due to lateral loads. Lateral loads and their connections are the responsibility of the building designer. 3 4 5 6 BUTT{�E Cr®� I`��tNTYBUILDIp APPROVED Panel Lengths Std - 1-2-8 1-2 1-0-4 5-6 0-3-12 T T - 14--0 1-4-01 1 _r i 1 1X3 1X3 TIE f ESS 2X3 1 OVER CONTINUOUS SUPPORT 2X3 Q J ^ 4' ' ti v�P ty 7 8 s 10 t 11 12 -. T- 5-11-8 e w C} tIN 7 try TYPICAL PLATE: 1.5X3 /( J CIV ax CAS All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be Joint Detail Reports. Circled plates and false frame plates - positioned per are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Truss Read all notes on this sheet and give a copy of it to the Erecting Contractor' Dust: Design Assistance component not Wee This design is for en.- It has been based onspecifications provided by the component manufacturer=mcy.Dim DIE: Driv�I_097071LL00009_]00001 W0: Orive_I_097071LL000 ® vAual.miring and done in accordanr<vdm me anent vemlona of TPl and AFPA aeelgn etandarae. No resporrsibiiity Is assumed for dimensional ecwrery. Dimensions AF,A Dsgnr• cnm nLD = 2 tui' 371E are to be verified by the component manufacturer andfor bulking designer prior to fabrication. The btaldng designer must ascertain that the loads ualaed on 01, design meet or exceed me 11111"0 Imposed by the local building code and the particular application. The design aawmes met the top mord TC Live 40.00 psf Li veDu r L=1.00 P=1.00 T R U S WA L is laterally braced by the roof or floor sheaving and the broom mord ie laterally braced by a rigid sheathing material directly attached, union omerwiee- TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1:15 ® SYSTEMS noted. Icing sh—isfar leteralsuppertIcomponentemembenoNy1.reduce budding lengm. This component shall nut beplaced Inany environment that will cause me moisture cement of me wood to exceed 19%and/or came connector date corrosion. Fabricate, hands, install TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens and brace this truss in accordance Win me fdloWng standards: 'Joint and Cutting Detail Reports' available u output from Trmwal Balt mare, BC Live 0.00 Psi` P 1.15 1.10 1.10 / / 1M Building Components Group, Inc. 'ANSVTP1 V, VVTCA V. Wood Truss Council of America Standard Design Responsibilities. SUILDING COMPONENT SAFETY INFORMATION. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Norrhpan" Dr. Ste. 102, Colo. Spgs, CO W907 (BCSI 1-031 and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truax Pima Institute (TPI) Is located a1583 D'Onofdo Drive, Madaon, TRUS PLUS 6.0 VER: T6.S.14 Weconsin53719. The American Forest and Paper Assodation(AFPA,)islocated at111119th Street NW. Ste 800.W shingmn,DC20036. Bldg Code:. CBC -07 DEFL RATIO: L/360 TC: L 48 Job Name: Lundberg Floors Truss ID: F6 Qty: 3 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 478 3.50 1.50" 2 6- 2-12 414 5.50" 1.50" 3 10- 4-14 389 2.00" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) L/999 MEM 3-4 (LIVE) LC 1 L. -0.03" D- -0.01" T- -0.04" ® Joint Locations �1 0- 0- 0 7 10- S-14 2 2- 3- 0 6 0- o- o 3 3- 1-12 9 3- 1-12 4S- 3- 4 10 S- 3- 4 S 6- 2-12 116- 2-12 6 8- 1- 4 12 10- 5-14 CRITICAL MEMBER FORCES: TC COMP.(D(IR.)/ TENS.(DUR.) CSI 1-2 / 0(1.00) 0.16 2-3 -640(1.00)/ 0.16 3-4 -644((((1.003))/ 0.29 4-5 -460 1.00 / 0.28 5-6 -460 1.00 / 0.22 6-7 0 1.00 / 0.22 Sc COMP.(DUR.)/ TTNS. OUR. CSI 8-9 / 542 1.00 0.20 9-10 / 644 1.00 0.21 10-11 / 643 1.00 0.26 11-12 / 419 1.00 0.22 WB COMP. WR. / TENS. (011R.) CSI 1-8 -112((1.00 / 0.02 2-8 -635(1.00 / 0.11 2-9 / 198(1.00) 0.10 3-9 -111(1.00)/ 0.02 4-10 / 33(1.00) 0.02 4-11 :13L411'(11:0000)'/ 348 1.00 / 0.05 5-11 -115 1.00 / 37(1.00) 0.01 6-11 -118 1.00 / 219(1.00) 0.11 6-12 -491 1.00 / 0.08 7-12 -96 1.00 / 0.01 TC 4x2 DFL #1 BC 4x2 DFL #1 WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 5-11 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. T 1.4-0 1 1X3 TIE ...................... ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. ..................... . Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)101 nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Mark all interior bear' @ locations. Install interior supports) before erection. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 243-0 4 8 -0-0 o s� 8 9 10 11 12 10-5-14 All connector plates are ITVVBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). T 1.4-0 T 1X3 TIE BUTTEE CC3l'K'TV BUILDiNG DIVISION APPROVED Panel Lengths : Std - 2-0-0 2-3 0-10-0 4-5 0-9-4 6-7 1-10-10 268 - Homewood Trr�uys WARNING Read aii notes on this sheet and give a copy of it to the Erecting Contractor.DIR: CU51: Design Assistance Or1VeI_0970711_L00009_J00001 ® This design isfor anlndiAdualbu0dngcomponent not truss system Ohasbeenbasedansped6cationsprovidedbythecomponentmanufacturm and done In accordance with the current versions of TR and AFPA design standards, No responsibility is assumed for dmenslenst accuracy. Dimensions ere as be verified by the component manufacturer and/or buidng designer piorto fabdceeon. The bolding designer must ascertain that the Ideas WO: Drive Dsgnr: cnm -I -0970711-L000 #LC = 6 Wr: 69# TC Live 40.00 psf Li veDu r L=1.00 P=1.00 uelaed on W e design meet dr exceed the leading Imposed by the local building code and the particular application. The design assumes that the top Nord T R U S WA L Is late= braced by the real or floor sheathing and the bottom Mord Is laterally braced by a dgld sheathing material drectly attached, urdess otherWee TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS 07W Building Components Group, Inc. noted &wing Mown la for iteral support of componems members only to reduce budding length. This component shall not be placed in any environment that will cause the moisture consent of the wood to exceed 19% and/or cause connector pate corrosion. Fabricate, han le, InnaB and brace this trues in accordance Wth the fctloWng standards:'Joim and Cutting Detail Report' available as output from Tnrswal sainvere, 'ANSVITIV,V4TCAV-WoodTruesCouncilofAmericaStandardOselgnResponabilities.'BUILDINGCOMPONENTSAFETYINFORMATION- TC Dead BC Live BC Dead 11.00 psf 0.00Sf P 10.00 psf Rep Mbr Bnd 1.1$ O.C.Spacing / Comp / Tens / 1.10 / 1.10 2- 0- 0 445 Nonhpanr W. Sta. 102, Colo. Spgs., CO 50907 TRUSPLUS 6.0 VER: T6.5.14 ate 1nsde (TPI) to located at 583 Onoirio Drive, Made.. (BCSI 1-03) and'BCSl SUMMARY SHEETS' by WrCA and TPI. The T- RMD' W -sin 53719. Th. American Forest and Paper Association (AFPA) Is located at I I I 1 1 gm StroK NN. Ste 800. Washington, OC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Floors Truss ID: F7 Qty: 1 ®Iotnt Locatt ons ®- 1 0- o- 0 7 0- o- o TC 4x2 DFL #1 BC 4x2 DFL #1 + + + + + + + + + + + + + + + + + + + + + + ® For floor applications (not roofs), 2x6 min. ® 2 1- 4- 0 8 1- 4- o GBL BLK 4x2 DFL STANDARD strongback bridging, or cross bridging (per less. ere to be verified by the component manufacturer and/or Wilding designer pdor to fabrication. The bulldng designer must escartain that the loads 3 2- e- 0 9 2- 0- o o Designed per ANSI/TPI 1-2002 ANSI/TPI), is required at 10' O.C. or 9�1 TY 4 4- o- 0 10 4- o- 5 S- /- 0 ll S- 4- 0 This design does not account for long term 9 9 + + + + + + + + + + + + + + + + + + + + + + `�j BUTTE®' 6 6- 7- 8 12 6- 7- 8 time dependent loading (creep). Building Ribbon blocks have not been designed to support the load(s) shown. d� CRITICAL MEMBER FORCES: Designer must account for this. Refer to Joint QC Detail Sheets for point They may be attached with (Q10d nails. \V! �� �� DIVISION J7W Building Components Group. Inc. Cy factors and Rotational Tolerances. Loads at the truss ends must be applied BUILDING 2X3 THIS DESIGN IS THE COMPoSITE RESULT OF directly to the chord. TRUSPLUS 6.0 VER: T6.5. 14 MULTIPLE LOAD CASES. /TPIplat 1value sect. 4. Refer to ANStruss DEFL RATIO: L/360 TC: L/4801 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" based IRC/IBC truss plate values are based on ����� NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS testing and approval as required by IBC 1703 in FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S and AN5I/TPI and are reported available document ESR -1118. PUBLISHED TABLE VALUES. REFER TO May use adequate staples for gable blocks. MANUFACTURER FOR OTHER NAILING OPTIONS. This truss is designed to carry a max PLATING BASED ON GREEN LUMBER VALUES. Top chord load of 0 Plf Vertical. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for Adequate bracing or sheathing is required attics with limited storage. to prevent the truss from racking due to lateral loads. Lateral loads and their connections are the responsibility of the Panel Lengths building designer. Std - 1-2-8 1-2 1-0-4 5-6 0-11-12 2 3 4 5 6 T 268 - Homewood Truss Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance This design isfor anIndividual dds ldinacomponentnotW"am. It has been based onspecifications provided bythe component manufacturer DIR: Drive_I_097071LL00009_J00001 097071L000 W0: Dri ve_LL ® T Dsgn r: enm #LC = 2 WT: 39# ere to be verified by the component manufacturer and/or Wilding designer pdor to fabrication. The bulldng designer must escartain that the loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 vbhaea on ws design most sir exceed me loading Imposed by me local bugding code and me particular application. The design assumes that me top chord T R U S WA L ie ImeZ braced by the roof or floor shooting and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted. 0redngahownisforlstandsupportofcomponentsmembenonytoreducebuddnglength. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that wig cause the moisture corm rd of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, insm0 'Joint 00 0.psf BC Live P 1.15 / 1.10 / 1.10 J7W Building Components Group. Inc. and brace this truss in accordance with me fagowing standards: and Cutting Damn Reports' avelleble as output from Truswal software, 'ANSl1TP1 1'. WTCA V. Wood Truss, Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- 1X3 TIE OVER CONTINUOUS SUPPORT 1X3 TIE 2X3 2X3 8 9 6-7-8 10 11 121 TYPICAL PLATE: 1.5X3 All connector plates are ITVJBCG Wave 20 ga. unless preceded by "H" for High Strength 20 ga., "S" for Super 1 �►.„! Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/201 268 - Homewood Truss Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance This design isfor anIndividual dds ldinacomponentnotW"am. It has been based onspecifications provided bythe component manufacturer DIR: Drive_I_097071LL00009_J00001 097071L000 W0: Dri ve_LL ® end done In accordance with the nrnent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional aoctrmry. Dimensions Dsgn r: enm #LC = 2 WT: 39# ere to be verified by the component manufacturer and/or Wilding designer pdor to fabrication. The bulldng designer must escartain that the loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 vbhaea on ws design most sir exceed me loading Imposed by me local bugding code and me particular application. The design assumes that me top chord T R U S WA L ie ImeZ braced by the roof or floor shooting and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted. 0redngahownisforlstandsupportofcomponentsmembenonytoreducebuddnglength. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that wig cause the moisture corm rd of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, insm0 'Joint 00 0.psf BC Live P 1.15 / 1.10 / 1.10 J7W Building Components Group. Inc. and brace this truss in accordance with me fagowing standards: and Cutting Damn Reports' avelleble as output from Truswal software, 'ANSl1TP1 1'. WTCA V. Wood Truss, Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION'- BC'Dead 10.00 psf O.C.Spacing 2- 0- 0 1445 Abnhpva W. St. 102, Colo. Spge., CO 00907 (BCSI 1.03) and SCSI SUMMARY SHEETSby WTCA and TPI. The Tats Plate Institute (TPI) is located at 583 D•Onordo Drive, Madison, TRUSPLUS 6.0 VER: T6.5. 14 Naacondn53719.Th. Armed= Forest and PaparAssociation (AFPA)Islocated at111119MStreet NW, Ste 8Do.washington.DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberg Floors Truss ID: F8 Cust: Design Assistance Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 4x2 DFL 81 + + + + + + + + + + + + + + + + + + + + + + UPLIFT REACTION(S) • 1 0- 1-12 618 3.50 1.50 BC 4x2 DFL 91 ® For floor applications (not roofs), 2x6 min. Support 3 -450 lb 2 12- 8-12 1721 5.50" 1.50" 3 16-10-14 82 2.00" 1.50" WES 4x2 DFL STANDARD 2-4x2 DFL STANDARD 8-15 strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. T R U S WA L is laterally braced b7 the roof or poor sheathing and the bosom chord is laterally braced by a rigid sheathing material drecdy attached, urdess otherwise BRG REQUIREMENTS shown are based ONLY Designed per ANSI/TPI 1-2002 + + + + + + + + + + + + + + + + + + + + + + noted Bracing shown ie for lateral supportot components members only to reduce budding length This component shall not be placed in any environment that will cause the mdaturecontent ofthe wood toexcead19%andlormuse connector plate corrosion. Fabricate. hands, install ® �0! t on the truss material at each bearing This design does not account for long term Ribbon blocks have not been designed to BC Live 0.00 psf BUTTE N MAX DEFLECTION (span) : time dependent loading (creep). Building support the point load(s) shown. O.C.Spacing 2- 0- 0 I /YorMpara Dr. Sia. f02. Cob. Sppa" CO x0907 L/999 MEM 13-14 (LIVE) LC 5 L- D- -0.06" Tm -0.18" Designer must account for this. for They may be attached with (4)IOd nails. Loads the truss ends be applied TRU 6.0 VER: T6.5.14 BUILDINGDIVISION �i -0.12" m- 3oi nt Locations ® Refer to Joint QC Detail Sheets Cq factors and Rotational Tolerances. at must directly to the chord. � V 1 0- a- 0 9 14-1a- 4 THIS DESIGN IS THE COMPOSITE RESULT OF Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. 2 2- 1- 0 10 16-]1-14 0_ o- o MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on 3 3- 1-12 11 4 5- 3- 12 3- 1-12 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testin and approval as re ui red b IBC 1703 q y in APPROVED s 6- 5-12 13 5- 3- 4 2 6 B- 6- a 14 B- 6- 8 NAILS FOR 1 -PLV AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS and ANSI/TPI and are reported available document ESR -1118. 7 10- 7- 4 15 12- 8-12 SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Mark all interior bearing locations. e 12- 9_12 16 CES: 4 CRITICAL MEMBER FORCES: PUBLISHED TABLE VALUES. REFER TO Install interior sup ort(s) before erection. 7c COMP. OUR. / 7EM5.CWR.) csI MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 1-2 0 1.00 / 0(1.00) 0.19 2-3 / o.s7 20 psf bottom chord live load NOT required -10941.00 3-4 -uoa 1.00 / 0.s7 on this truss, per IBC/IRC requirements for 4_5 -1103 1.00 / 0.30 attics with limited storage. 5-6 -608 1.00 / 0.17 6-7 -608 1.00 / 0.19 Panel Lengths 7-e / vnl.00? o.s4 Std - 2-0-0 8-9 / 1777 1.00j3 S. 2-3 0-10-0 4-5 1-1-12 8-10 0(1.00)/ 0 1.00 0.22 9-10 1-10-10 BC COMP.(DUR.)/ TENS.WR. CSI ll -12 / 790 1.a0 0.38 113 11 100 044 13-14 % 064 1.00 0.35 21 15 16 -829(1.00)% 0:21 yR COMP. WR. / TENS.(DUR.) CSI 1-11 _118 1.00 / 0.02 -926 1.00 2- 2 561(1.00) 0.29 3-12 -339(1.00 / 0.0S 413 _112f1.0a3/ 7(a.9a3 a.a2 I 0 1 ' ; 5-13 / 211 1.00 O.11 s-14 _s12�1.003/ 0.x9 4 2� 6-14 -209 1.00 / 0.09 7-14 / 1124(1.00) 0.57 7-15 -1582 1.00 / 0.27 -12 1 2 3 4 5 6 7 8 9 10 8-15 0.02 0.02 9-15 -1253 1.00 / 0.21 9-16 / 972(1.00) 0.49 10-16 -98(1.00)/ 0.01 3.5X6 2.5X4 4X10 1.5X3 1.5X3 1.5X3 1.5X3 2X3 4X8 1.5X3 1j- 1 j- 3.5X4 3X4 3.5X10 4X12 3.5X6M F ESS l 1X3 TIE 3X6 1X3 TIE QRD o 12-8-12 �p ,i rin 11 12 13 14 15 16 w W IN 7 to M 16-11-14 J All connector plates are ITWBCG Ways 20 ga., unless preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates 1/27/2012 are poal0oned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 268 - Homewood Truss A NG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance This design ie for an Indvidusi budding component not truss "atom. H has been based on apecificaaons provided by the component manufacturer DIR: O ri Vf~I_097071 1_000009_) 00001 ve_I_097071J_L0 WO: D00 ® :nd done in accordance with the current versions of TPI and AFPA design standards No responsibility la assumed for dimensional accuracy. Dimensions Dsgnr: cnm #LC = 6 WT: 110# ere to be veriaedby the component manulacnaer andlor Wldng designer prior to fabrication. The Melding designer must ascertain tthatthe loads TCLive 40.00 psf Li veDu r L=1.00 P=1.00 unshed on this design meet or aueed the loading imposed by the local building code and the particular application. The design amumeethat the top Nord T R U S WA L is laterally braced b7 the roof or poor sheathing and the bosom chord is laterally braced by a rigid sheathing material drecdy attached, urdess otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted Bracing shown ie for lateral supportot components members only to reduce budding length This component shall not be placed in any environment that will cause the mdaturecontent ofthe wood toexcead19%andlormuse connector plate corrosion. Fabricate. hands, install TC Dead 11.00 psf Rep Mbr Bind / Comp / Tens and brace this truss In accordance vvith the following standards: 'Joint and Cumng Detail Reporfn' avallable as oulp t from Truswal software. BC Live 0.00 psf 1.15 / 1.10 / 1.10 SM Building Components Group, Inc. 'ANSIrrPl 1', WTCA I'_ Mod Truse Coundl of America Standard Design Responsibililies. BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 I /YorMpara Dr. Sia. f02. Cob. Sppa" CO x0907 SCSI 1.031 and SCSI SUMMARY SHEETS' by WfCA and TPI. The Truss Plate Institute (TPI) Is located m 583 D'Onmdo Drive, Madson, TRU 6.0 VER: T6.5.14 V17xanen53719.ThaAmericanFaestendPeperAssodetioniAFPA)lslocatedet111119thStreelNW,Ste8o0,Weehingon,DC2003B. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lund ® loin[ Locations 1 0- 0- a 11 0- o- o 2 1- 4- 0 12 1- 4- 0 3 2- 8- 0 13 2- 8- 0 4 4- e- a 14 4- 0- o s s- 4- a 15 5- 4- o 6 6- 8- 0 o- 8- 000 7 e- o- 0 12 e- 8 9- 4- 0 18 9- 4- 0 9 10- 8- 0 19 lo- 8- o 1n 11-10- a 20 11-10- 8 Floors TC 4x2 OFL Al BC 4x2 DFL dl GBL BILK 4x2 DFL STANDARD 2-4x2 DFL STANDARD 1 ,10 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Truss ID: F9 + + + + + + + + + + + + + + + + + + + + .. ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. + + + + + + + + + + + + + + + + + + + + + + Ribbon blocks have not beendesigned to support the point load(s) shown. They may be attached with MID nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. May useadequate staples for gable blocks. This truss is designed to carry a max Top chord load of 0 Plf Vertical. Adequate bracing or sheathing is required to prevent the truss from racking due to lateral loads. Lateral loads and their connections are the responsibility of the building designer. 2 13U i TE COUNTY 13UILDING DIVISION APPROVED Panel Lengths : Std . 1-2-8 1-2 1-0-4 9-10 0-10-12 • All connector plates are ITWBCG Wave 20 Be., unless Preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false fame plates 1 /27/2012 are positioned as shown above. Shift able stud plates to avoid overly with structural plates or staple). 1 2 3 4 5 6 7 8 9 10 Cust: Design Assistance J) 2X3 2X3 ® T Dsgnr• cnm NLC = 2 WT: 63# are to be vedffed by the component manufacturer and/or bulling designer Prior to fabrication. The building designer must amenein that me loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 utilized on we design meet or exceed oe meting imposed by me local balding code and the particular application. The design assumes that me top chow T R U S WA L Ie Identify braced by the of or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, urdess otherwise TC $nOW(Pf) D.DD psf SnowDur L=1.15 P=1.1S T noted. ImcingehownlsfarIslandsuppondcomponentsmembersa*toreducebucidinglength. This component shall nut be placed In any environment that wit cause the moisture centers of the wood to exceed 19% and/or mum connector plate corrosion. Fabricate. hands.InsleO TC Dead 11.00 psf Rep Mbr Bind / Comp / Tens and brace this buss in accordance with me following standards: 'Joint and Cutting Detail Repads' evalahie es output film Truswd software, BC Live D.DD psf P 1.15 / 1.1D 1.1D / #7W Building Components Group, Inc. 'ANSIrTPI 1', WTCA V. Wood Truss Coundl of Amedca Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4443 NmMpva Dr. Sm. 102, Cob. Spga, CO 80907 (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TP) is located at 583 D'Ondrio Drive, Madison, � TRUS PLUS 6.0 VER: T6.5.14 Wsconsin 53719. The Ametictin Forest and Paper Association (AFPA) Is located at 11 it 19th Street NW. Ste 800. washington. DC 20038. Bldg Code: CBC -07 DER RATIO: L/360 TC: L 48 T 2X3 OVER CONTINUOUS SUPPORT 2X3 11 12 13 14 15 16 17 18 19 20 D-8 TYPICAL PLATE: 1.5X3 2 13U i TE COUNTY 13UILDING DIVISION APPROVED Panel Lengths : Std . 1-2-8 1-2 1-0-4 9-10 0-10-12 • All connector plates are ITWBCG Wave 20 Be., unless Preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false fame plates 1 /27/2012 are positioned as shown above. Shift able stud plates to avoid overly with structural plates or staple). 268 - Homewood Truss QR G Read all notes on this sheet and give a co of it to the Erectin Contractor. 9 PY 9 Cust: Design Assistance J) This design is for an in6tidud building component not truss "am. h has been based on specifications provided by me component manufacturer DIR: Drive—I_0970711_L00009_JO0001 W0: Dri ve_I_097071LL000 ® and done In accordance with the wrremverdons or TPI and AFPA design standards. No responsibility le assumed for dimensional accuracy. Oimendona Dsgnr• cnm NLC = 2 WT: 63# are to be vedffed by the component manufacturer and/or bulling designer Prior to fabrication. The building designer must amenein that me loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 utilized on we design meet or exceed oe meting imposed by me local balding code and the particular application. The design assumes that me top chow T R U S WA L Ie Identify braced by the of or floor sheathing and the bottom chord is laterally braced by a rigid sheathing malarial directly attached, urdess otherwise TC $nOW(Pf) D.DD psf SnowDur L=1.15 P=1.1S ® SYSTEMS noted. ImcingehownlsfarIslandsuppondcomponentsmembersa*toreducebucidinglength. This component shall nut be placed In any environment that wit cause the moisture centers of the wood to exceed 19% and/or mum connector plate corrosion. Fabricate. hands.InsleO TC Dead 11.00 psf Rep Mbr Bind / Comp / Tens and brace this buss in accordance with me following standards: 'Joint and Cutting Detail Repads' evalahie es output film Truswd software, BC Live D.DD psf P 1.15 / 1.1D 1.1D / #7W Building Components Group, Inc. 'ANSIrTPI 1', WTCA V. Wood Truss Coundl of Amedca Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4443 NmMpva Dr. Sm. 102, Cob. Spga, CO 80907 (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TP) is located at 583 D'Ondrio Drive, Madison, TRUS PLUS 6.0 VER: T6.5.14 Wsconsin 53719. The Ametictin Forest and Paper Association (AFPA) Is located at 11 it 19th Street NW. Ste 800. washington. DC 20038. Bldg Code: CBC -07 DER RATIO: L/360 TC: L 48 Job Name: Lundberg Floors Truss ID: F9A Qty: 1 .>® tai nt Locaii arts 1 0- 0- 0 9 0- o- o TC 4x2 DFL #1 BC 4x2 DFL #1 + + + + + + + + + + + + + + + + + + + + + + ® For floor applications (not roofs), 2x6 min. ■ I ■ x 1- 1- 0 10 1- 4- o GBL BLK 4x2 DFL STANDARD strangback bridging, or cross bridging (per 4445 Northpark Dr. Sta. 102, Colo. Spas, CO 80907 TRUSPLUS 6.0 VER: T6.5.14 3 2- a- 0 11 2- s- 0 2-4x2 DFL STANDARD 1 ANSI/TPI), is requt red at 30' O.C. or less. I�a� ^ s . 4 4-0-0 12 4-0-0 46 S- 1- 0 13 5- 4- 0 Desi ned er ANSI/TPI 1-2002 9 P ++++++++++++++++++++++ �, !6 J! ii._� fV' '14V1 6 6- e- 0 14 6- e- 0 7 e- 0- 0 15 s- o- o 8 8- 4- 0 16 8- 4- o This design does not account for long tem time dependent loading (creep). Building Designer must account for this. Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)10d nails. YiJI - �UI�/��� DIVISION CR1TICAL MEMBER FORCES: Refer to Joint QC Detail Sheets for Loads at the truss ends must be applied Cq factors and Rotational Tolerances. directly to the chard. THIS DESIGN IS THE COMPOSITE RESULT OF Refer to 1-2002 sect. 4. • MULTIPLE LOAD CASES. truss plat based IRC/IBC truss plate values are based on APPROVED HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testingg and approval as required by IBC 1703 NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and AN and are reported in available FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S May use adequate staples for gable blocks. PUBLISHED TABLE VALUES. REFER TO This truss is designed to carry a max MANUFACTURER FOR OTHER NAILING OPTIONS. Top chord load of 0 Plf Vertical. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required Adequate bracing or sheathing is required on this truss, per IBC/IRC requirements for to prevent the truss from racking due to attics with limited storage. lateral loads. Lateral loads and their connections are the responsibility of the Panel Lengths - building designer. td'1-2-8 1-2 1-0-4 7-8 0-1-12 2 3 4 5 6 78 2X3 OVER CONTINUOUS SUPPORT 9 10 11 12 13 14 16 I 8-4-0 1 TYPICAL PLATE: 1.5X3 + All connector plates are ITWBCG Wave 20 Be., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength: Plates are to be positioned per Joint Detail Repo As. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 268 - Homewood TCr�u�5 _ ® 1 tie as ■ I ■ ■ I ■ ■ I ■ ■ I ■ ■ I ■ ■ ■ I I ■ ■ r SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sta. 102, Colo. Spas, CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by VYfCA and TPI. The Truss Plate Institute (M) is located at 583 O'Onofdo Drive, Madison, ' W—Wn53719.TheAmericanForestandPaperAssociation(AFPA)islocatedatfill19thStreet,NW.Ste800,Washington,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 2X3 OVER CONTINUOUS SUPPORT 9 10 11 12 13 14 16 I 8-4-0 1 TYPICAL PLATE: 1.5X3 + All connector plates are ITWBCG Wave 20 Be., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength: Plates are to be positioned per Joint Detail Repo As. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 268 - Homewood TCr�u�5 _ ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. ThisonedesignIs ford Individual a curre component net trues system. n has tad based anspecificationsprovided f the component manufacturer and done in accordance Mico the s>tnerrt versions of TPI and AFPA design standards. No responsibility is assumed for dimensional eccurery. Dimensions are to be verified by the component manufacturer andlor bueding designer prior to fabrication. The building designer muni ascertain that the loads Dust: Design Assistance DIR: Drive_1_0970711_L00009_]00001 WO. Dri ve�_097071LL000 Dsgnr: trim :QLD = 2 I7/r' 46� TC Live 40.00 psf Li veDu r L=1.00 P=1.00 uniaed ontlda design m1111 exceed the laading Imposed by the local budding code and the particular application. The design assumes that the top chord T R U S WA L ®SYSTEMSenvironment RBW Building Components Group, Inc. is laterally braced by the roof or floor sheathing and the bottom Mord is laterally braced by a rigid sheathing material dimody attached, union otherwise noted. Brocing he— 111*11111 support of components members wity to reduce budding length. This component shelf not be placed in any that Mie cause the moisture content of the wood to exceed 19% endlor cause connector plate corrosion. Fabricate, hands, Insta and brace this hues in accordance with the fellowing standards: 'Joint and Cutting Detail Roper&available as output from Tmawal software. 'AMSVrPI 1. WrCA t'. Wood Truss Council of America Standard Design Responsibimies,'BUILDING COMPONENT SAFETY INFORMATION. TC Snow(Pf) 0.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Sta. 102, Colo. Spas, CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) and 13CSI SUMMARY SHEETS' by VYfCA and TPI. The Truss Plate Institute (M) is located at 583 O'Onofdo Drive, Madison, ' W—Wn53719.TheAmericanForestandPaperAssociation(AFPA)islocatedatfill19thStreet,NW.Ste800,Washington,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberg Floors Truss ID: F10 My: 2 joint Locations ® i TC 2x4 DFL #1 BC 2x4 DFL #1 Designed per ANSI/TPI 1-2002 This design does not account for long term This design le for an indadW bulldng component net I- system. It has been based an specifications provided by me component manufacturer o- o- 0 5 g- o- o 2 1- 4- 0 6 1- 4- 0 GBL BLK 2x4 DFL STANDARD time dependent loading (creep). Building Adequate bracing or sheathing is required 3 2- 5- 0 7 2- e- o 3-10-10 Refer to 3oint QC Detail Sheets for Designer must account for this. to prevent the truss from racking due to 4 3-10-10 It CRITICAL MEMBER FORCES: Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF lateral loads. Lateral loads and their TC Snow(Pf) 0.00 psf IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. connections are the responsibility of the TC Dead 11.00 psf testing and approval as required by IBC 1703 HANGERS SHOWN (IF ANY) ARE BASED ON 1.S" building designer. BC Lof o Live o.o P and ANSI/TPI and are reported in available document ESR -1118. NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS and brace glia truss in accordance Win me foOovwing standarde:'Joint and Cutting Detail Reports' available as output from Truavral a&K.'e, 'AMSVfPI t', WrCA V. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf Loaded for 10 PSF non -concurrent BCLL. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onmdo Drive, Madison, Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Wsconsin53719. The Asnedcan Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, VVehington, DC 20G36. Bldg Code: CBC -07 PLATING BASED ON GREEN LUMBER VALUES. May use adequate staples for gable blocks. 20 psf bottom chord live load NOT required BUILDING DESIGNER MUST VERIFY GABLE LOADS on this truss, per IBC/IRC requirements for AND EAVE LOADS, IF APPLICABLE. THIS TRU55 BUTTE COUNTY attics with limited storage. - IS DESIGNED TO SUPPORT THE LOADS SPECIFIED ' BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. �UILDI N G DIVISION [+ gable bracing required 0 S6" intervals, Se expposed to able load applied to face. • - See IIWBCG't Gable loading Details. pas� AP ■ R� VE 140 2-&0 1 �;O—1 210 2 3 4 OVER CONTINUOUS SUPPORT I 5 6 7 3-10-10 81 1-4-0 1-40 1-2-10 140 2-80� 31010 TYPICAL PLATE: 1.5X3 All connector plates are ITWBCG Wave 209a.. unless Dr Strength: Plates ana to be positioned perJointOetall Re are positioned as shown above. Shift gable stud plates 20 ga., "S" for Super tme plates slates (or staple). 140 268 - Homewood T�r�u�s WARNING it to the Erecting Contractor. Design Assistance Read all notes on this sheet and give a copy of IR: Dri ve_I_0970711_L00009_]00001 DZR: This design le for an indadW bulldng component net I- system. It has been based an specifications provided by me component manufacturer W0: Dri ve�0970713_L000 y ® and done in accordavent me me current v-.- of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: Clint #LC= 7• NST: 20# are to be verified by me component manufacturer and/or building designer prior to fabrication. The building designer must ascertain mm me loads 1:1,1 TC Live 40.00 psf LiveDur L=1.00 P=1.00 uefired an bins design meet - escead the loading imposed by the local building codo and the particular application The design assumes that the top chord TRUSWAL is lateraiy braced by the roof or floor shemling and the bottom chord is laterally braced by rigid shealNng material directly aaarhed, unless omervlsa TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 gradrtgehownisfor lateral support of components membernonytoreduce wddinglength. This component shall net be Placed in any TC Dead 11.00 psf Rep Mbr Bnd / Comp /.Tens ®SYSTEMS nvi nmemthat vacause the moisture content ofthe mod toeaceed19%and/or cause connector oato corrosion. Fabricate. hands, install BC Lof o Live o.o P l.ls / l.lo / l.lo IM Building Components Group, Inc. and brace glia truss in accordance Win me foOovwing standarde:'Joint and Cutting Detail Reports' available as output from Truavral a&K.'e, 'AMSVfPI t', WrCA V. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4615 Nodhpara a. Sts fat, colo. slags., co 60907 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onmdo Drive, Madison, TRU SPLUS 6.0 VER: T6.5.14 Wsconsin53719. The Asnedcan Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, VVehington, DC 20G36. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/481 Job Name: Lundberg Floors Truss ID: F10A Qty: 1 TC 2x4 DFL #1 Designed per ANSI/TPI 1-2002 ® loint Locations 0- o- o a a- ® o- 0 BC 2x4 DFL #1 This design does not account for long term 1-4-0 �� 2-8-0 4-0.04-0.0 5-40 6.8-0 8-0-12 1 1 1- 4- 0 9 1- 4- 0 GBL BLK 2x4 DFL STANDARD time dependent loading (creep). Building 3 2- 8- 0 20 2- a- o Refer to Joint OC Detail Sheets for Designer must account for this. 1/27/2012 4 4- o- 0 11 4- o- 0 o C factors and Rotational Tolerances. q THIS DESIGN IS THE COMPOSITE RESULT OF uldiln on we design meet or exceed the loading imposed by the local building code and the pamcular apgicaoon The design assumes that the cop chord s s- 4- 0 12 s- a- sappr platevalues based MULTIPLE TC Snow(Pf) 0.00 psf 7 s- 0-12 14 a- o-12 testing andIBC requiredIBC 1703 SHOWNLOAD HANGERS(IFSANY) ARE BASED ON 1.5" Rep Mbr Bnd / Comp / Tens 1.15 1.10 1.10 / / O.C.Spacing 2- 0- 0 CRITICAL MENSER FORCES: (SCSI 1-03) end BCSI SUMMARY SHEETS' by W7CA and TPI. The Tram Rate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, and ANSI/TPI and are reported in available NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS BUTTE ���lil COUNTY W,conadn 53719. The American Forest and Paper Association (AFPA) Is located at I I I I I M Street NW, Ste 600. Washington. DC 20036. Bldg Code: CBC -07 document ESR -1118. FOR MULTIPLY CARRYING MEMBERS. HANGERS ilii ���111 i Loaded for 10 PSFlb non -concurrent BOLL. Loaded for 200 lb non -concurrent moving BOLL SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO �+ �IyL �'� BUILDING DIVISION Drainage must be provided to avoid ponding. MANUFACTURER FOR OTHER NAILING OPTIONS. for blocks. PLATING BASED ON GREEN LUMBER VALUES. load NOT May use adequate staples gable BUILDING DESIGNER MUST VERIFY CABLE LOADS /� Q'1 20 sf bottom chord 11Ve required on this truss, per IBlive requirements for AND SAVE LOADS, IF APPLICABLE. THIS TRUSS �� attics with limited storage. IS DESIGNED TO SUPPORT THE LOADS SPECIFIED J(_,�\ r�.{` BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. ' [+) gable bracing required 0 56" intervals, _ if exposed to Innd load applied to face. 'See ITWBCG's Gable Bracing Details. Adequate bracing or sheathing is required to prevent the truss from racking due to lateral loads. Lateral loads and their connections are the responsibility of the building designer. 14-0 1-40 1--0_� 1-4-0 _ 1-4-0 � 1-4-12 1-4-0-1 2-8-0 4-0.0 � 5-4-0 6.8-0 8-0-12 1 2 3 4 5 6 7 OVER CONTINUOUS SUPPORT 8-0-12 18 9 " 10 11 12 13 14 1-4-0 1-40 1-40 11� 1 1 -4 - df' 1 ' 1-4-0 �� 2-8-0 4-0.04-0.0 5-40 6.8-0 8-0-12 civt�- TYPICAL PLATE: 1.5X3 _ OF, 1 E�L� All connector plates are ITWBCG Wave 20 ga., unless ppreceded by "H" for High Strength 20 ga., "S" for Super - Strength. Plates are to be positioned per Joint Detail Ropens. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple), 1/27/2012 - Homewood Truss ® A G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Tide design is for an individual building component not tense system It has been based an spedflcadons provided by the comDonem manulacturer and done in accordance with the anent versions at TPI and AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ere to be ved8ed by the component manufacturer andlar building designer prior to fabrication. The building designer must ascedain that the loads Cust268 DIR: Design Assistance DIR: Dr1Ve_I_097011LL000O9_JOOOOl WO: r: ve_1_097071LL000 Dsgnr: cnm #LC = 12 WT: 39# uldiln on we design meet or exceed the loading imposed by the local building code and the pamcular apgicaoon The design assumes that the cop chord TC Live 40.00 psf Li veDu r L=1.00 P=1.00 T R U S WA L Is laterally braced M the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheetNng material directly attached, unleas omervriss TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS 07W Building Components Group, Inc. noted, Breang sho,vn is for lateral wpport of emponents members anly to reduce buckling length. TNscomponent shall not beplaced Inany emim--that wiu cause the moisture content of the wood tu exceed 19%and/or cause connectm plat. corrosion. Fabricate, hands, InetaO and brace this truss in accordance Wth the fallowing mandards: Joint and Cutting Detail Reports available as output from Tn sural sofhvare, 'ANSVTPI 1'. VVrCA V - Wood Truss Council of Arnefl= Standard Design Responsibilities, SUILDING COMPONENT SAFETY INFORMATION - TC Dead 11.00 psf BC Live 0.00 psf p BC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 1.15 1.10 1.10 / / O.C.Spacing 2- 0- 0 4445 Northpark Dr. Sts 102, Cole. Spgs., CO 60907 (SCSI 1-03) end BCSI SUMMARY SHEETS' by W7CA and TPI. The Tram Rate Institute (TPI) Is located at 583 D'Onofrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5. 14 W,conadn 53719. The American Forest and Paper Association (AFPA) Is located at I I I I I M Street NW, Ste 600. Washington. DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Floors Truss ID: F11 Qty: 4 BRG X -LOC REAR SIZE REQ'D 1 0- 1-12 778 3.50" 1.50" 2 12- 7- 6 775 2.75" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) L/47I MEM 9-10 (LIVE) LC 3 L- -0.31" D. -0.13" T- -0.43" ® Joint Locations 1 0- o- 0 7 0- 0-10 2 3- 1-12 8 3- 1-12 3 5- 3- 4 9 5- 3- 4 4 7- 6- 8 10 7- 6- 8 5 10- 0- 8 11 12- a-12 6 12- 8-12 CRITICAL MEMBER FORCES: TC COMP. WR. / TEMS.(WR. CSI 1-2 0((1.00))/ 0(1.00 0.89 2-3 -1616(1.00)/ 0.92 3-4 -1931(((1.003)/ 0.74 11 -1929 1.00 / 0.39 5-6 0 1.00 / 0.I6 BC CO4P.(DUR.)/ TENS. OUR.)CSI 7-a / 1599 1.00 0.88 8-9 / 1616 1.00 0.95 9-10 / 1627 1.00 0.96 10-11 / 1232 1.00 0.44 WB CORP. (DUR.)/ TFNS. WR. CSI 1-7 -133(1.003/ 22 1.00 0.02 ,_8 -1741(1.00 277(1.00) 0.14 3-9-235 1.00 / 0.03 3-10 64 1.00 / 453(1.00) 0.23 4-10 -336(1.00)/ 0.05 5-10( )/ 774(1.00) 0.39 6-11 07 -1128(1.00)% 0.02 TC 4x2 DFL #1 BC 4x2 DFL #1 & Btr. WEB 4x2 DFL STANDARD Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. T ,-4-0 1 1X3 TIE ++.................... ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. ..................... . Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with (4)IOd nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required onthis truss! per IBC/IRC requirements for attics with limited storage. 2-0-0 2-1-12 2-5-4 a z- 1.5X3 4X8 3X4 1.5X3 4X8 1.5X3 7 8 9 10 11 I 12-8-12_ I All connector plates are 1TWBCG Wave 20 ga., unless preceded by "H" for High Strength ZO ga., "S" for Super Strength. Plates are to bd positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). BUTTE COUNTY BUILDING DIVISION APPROVED 1X3 TIE Panel Lengths Std - 2-5-4 1-2 2-10-0 3-4 2-1-12 268 - Homewood Truss 4 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: Design Assistance DIR: nvaselem HhaabeenbaaedenapeancaeonaPmvidedbymammponen<menureca,rer TNaded�iarorenln®viaumbuadneWmPoneninasy end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensions! eaurery. Dimensions eretabeveri0edby NecomponemmenWaslur,"cL'.rbuillngdedgnerpdorto/ebd.I-, Thebuil®ngdedgnermuetesceneinthmmelaeas ualsted on this design meet or exceed the loading Imposed by me local building code and the particular application. The design assumes that the top chord v_097071LL00009_J00001 WO: DririveI__0970711_L000 Dsgnr: cnm 1lLC = 4 i'/r: BD# TC Live 40.00 psf Li veDu r L=1.00 P=1.00 T R U S WA L ® SYSTEMS JTW Building Components Group, Inc. Is laterally braced by me roof or floor sheaving and the bottom cited is laterally braced by a dgid shedding material directly attached. urdeea otherwise road. Bracing shown is for lateral support of components members only to reduce budding length, This component shall not be placed In any envirwig nt m onment that cause the moisture commit the wood to exceed 19% endlor cause connector plate corrosion Fabricate, handle, frwta8 e nd brace tNtrues in accordance vvM thefmoWng standards: *Joint and Cutting Detail Reports avallable as output from Trvswal software. •ANg7rPl1',Wf V -Wood Truss councilofAmericaStandardDesignResponsibilibes,'BUILDINGCOMPONENTSAFET'INFORMATION'• TC Snow(Pf) 0.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 4445 Northport* Dr. Ste, 102, Colo. Sega., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (BCSI 1-03) and SCSI SUMMARY SHEETS by WTCA and TPI. The Tens Plate Institute (TF1) Is located at 583 D'Onolrio Drive, Madison. VlAsconsm 53719. The American Forest and Paper Association (AFPAJ is located at 1111i9thBoost NW, Ste 800,Washingtmr,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L 36 Job Name: Lundberg Floors Truss ID: F12 Qty: 2 BRG X -LOC REAR SIZE REQ'D TC 4x2 DFL #1 ++++++++++++++++++++++ and done in accordance Wth the ounent vendons of TPI and AFPA design standards. No responsibilityis assumed for dimensional accuracy. Dimensions Dsgnr: Crim #LC = 6 WT: 168# 1 0- 1-12 671 3.50 1.50" 4x2 DFL SS 7-13 ® For floor applications (not roofs), 2x6 min. bridging ar application. The design assumes at the top chord uII2,d on this design meet ora:cold m 11 -da men, Imd by the local building code and the panwm 2 12- 8-12 1891 3.50" 3 27- 1-15 842 2.75" 1.50" 1.50" BC 4x2 DFL #1 WEB 4x2 DFL STANDARD strongback bridging, or cross (per ANSI/TPI), is required at 10' O.C. or less. ® SYSTEMS noted. "I'. shown is for lemml support at components members ony to reduce budding length. Me component shag nor be placed In any enviranmentthat Will cawse the moisture camera of the wood In exceed 1951 angor cause connector date cavo ion. Fabricate, hand., Install BRG REQUIREMENTS shown are based ONLY 2-4x2 DFL STANDARD 1-14, 6-19 + + + + + + + + + + + + + + + + + + + + + + BC Dead 10.00 psf ����� �o� ty COUNTY on the truss material at each bearing 23-13 Ribbon blocks have not been designed to �, MAX DEFLECTION (span) L/SOS MEM 22-23 (LIVE) LC 5 SLIDER 4x2 DFL STANDARD Lumber shear allowatrus are per NDS. support the point load(s) shown. They may be attached with (4)10d nails. r II® w , BUILDING ®��� DIVISION L- -0.34" D= -0.20" T= -0.54" 3oint lo<ati ons 1 2 o- D- 0 13 27- o- 1 Plates outside the truss perimeter are MOVE!) T for the location shown only (DO NOT MOVE.) Trim to match profile if necessary. Loads at the truss ends must be applied directly to the chord. Refer to 1-2002 sect. 7.5.2.4. Q� ^ y �� z 3- 1-u 14 0- o- o This design does not account for long term ANSI/TPI Designed per ANSI/TPI 1-2002 per (if4r/\i a\Y/ � APPROVED 3 S- 3- 4 15 3- 1-12 4 7- e- 0 16 5- 3- 4 time dependent loading (creep). Building P 9 P 9 Refer to Joint QC Detail Sheets for ti �� 5 10- 2- 0 17 7- 8- o Designer must account for this. Cq factors and Rotational Tolerances. 6 12- 8-12 1s 9- 0- 1 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 7 14- 1- 8 19 12- 8-1z testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. 8 1S- 3- 8 20 17- 6-1a 19- 0- 1 and ANSI/TPI and are reported in available HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" 9 17- 6-10 21 10 19- 8- 2 22 19- 8- 2 document ESR -1118. NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS 11 21-10- 9 23 24- 4- 9 Mark all interior bearing locations. FOR MULTIPLY CARRYING MEMBERS. HANGERS 12 24- 4- 9 24 z7- o- 1 Install interior support(s) before erection. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S CRITICAL MD18ER FORCES: TC COMP. ((((WR. ))))/ TENS. WR.) csI PLATING BASED ON GREEN LUMBER VALUES. PUBLISHED TABLE VALUES. REFER TO 1-2 o1.Do/ 0(1.00) 0.66 20 psf bottom chord live load NOT required MANUFACTURER FOR OTHER NAILING OPTIONS. Panel Lengths 2-3 -125s 1.00 / 0.68 a.4s on this truss, per IBC/IRC requirements for Std m 2-5-4 3-4 -1217 1.00 / 4-5 -1216 1.00 / 0.35 attics with limited storage. 1-2 2-8-8 3-4 2-3-4 5-6 / 1332 1.00 0.63 8-9 2-2-6 10-11 2-1-11 i -e % ilii 1.0 0:63 32 2098 1.00 / 8-9 :'2012'4"1:0.00'// 9-10 -2124 1.00 / 0.86 0.86 30-11 -2114 1.00 / 17-13 -1514 1.00 / 0.71 0.37 eC CO4P.(DIIR.)/ TENS. OUR CSI 14-15 / 1213 1.00 16-16 / 1254 1.00 0.73 0.75 2-j-4� 15-17 / 1254 1.00 17-18 -110 1.00 / 286 1.00 0.75 0.31 t 18-19 -110 1.00 / 286 1.a0 19-20 -542 1.00 / 1023 1.00 0.22 0.68 u2-0-0 2-3�-4 0-D 20-21 / 2124 1.00 21-22 / 2124 1.00 0.90 0.71 1�� 42_ 8 18-7_6 22-23 / 2173 1.00 23-24 0(1.00)/ 1 1.00 0.79 0.33 1 caNP. DUR. / TENS. WR. CSI 1 2 3 4 5 6 7 8 9 10 11 12 13 1-14 -149((1.003/ 6�1.00� 2-14 -1356(1.00)/ 0.01 0.29 2X3 2-15 / 1 (1.00) 3-16 -132 1.00 /(11.00)) 0:12Q 0 0 3X4 4X12 2.5X6 1.5X3 3-17 -352 1.00 / 80 1.00 4-17 -312 1.00 / 0.06 0.04 3.5X6 4X10 W=3X4 1.5X3 5X6 s-17 / 1078(1.00) 0.55 2.5X4 1.5X3 2X3 1.5X3 1.5X3 5-19 -1649(1.00 / 6-19 -311(1.00 / 0.32 0.03 T 8-19 -1876(1.00 / 8-20 / 1413(1.00) 0.36 0.73 1-4-0Len 1 i0 519 1.00 / 9-20 _!113",'1':000.'// 10-22 -53 1.00 / 131 1.00 0.07 _L 0.07 11 22 :70 1.00 / 191f1.00� 11-23 ao0 1.00 / 12-23 -310 1.00 / o.l0 0 of TIE 3.SX 1.5X3 W=3X4 1.5X3 3.5X10 4X6 3X4 4X12. W=3.5X5 1.5)C3112" GAP MAX II E$$ ^,. 13-23 / 1677(1.00) 13-24 -2(1.00)/ 10 1.008 0. 0.00 \. .. - ,• w (WX IN . 7 Co rn rin 14 15 16 17 18 19 20 2122 23 24 t 27-3-5 r t All connector plates are rTWBCG Wave 20 ga., unless preceded by "H" for High Strength IO Be., "S" for Super Strep gth. Plates are to be positioned per Joint Detail Reports. Circled Plates and false fame p 1 tes P , 1 /27/2012 are ositioned as shown above. Shift site stud Isles to avid ovaria with sINCLYreI later or rte le . 268 - Homewood Truss (CA) Read aH notes on this sheet and give a copy of it to the Erecting Contractor. Curt: Design Assistance DIR: Drive_>✓097071LL00009_J00001 .Ithasbasebasedonspecifcationadedtythecomponentmanufacturer Thin dedanIsfor anmdhidumbuddigcomponemnwwsssymemwow W0: D rive_L0970711_L000 ® and done in accordance Wth the ounent vendons of TPI and AFPA design standards. No responsibilityis assumed for dimensional accuracy. Dimensions Dsgnr: Crim #LC = 6 WT: 168# are to be verified by the component manufacturer and/or bulding designer prlorto fabrication. The building desipier must ascertain Dist the loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 ar application. The design assumes at the top chord uII2,d on this design meet ora:cold m 11 -da men, Imd by the local building code and the panwm T R U S WA L is laterally braced by the rom or now sheathing and the bottom chord is laterally braced by a rigid sheathing material drecsy attached, unim otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. "I'. shown is for lemml support at components members ony to reduce budding length. Me component shag nor be placed In any enviranmentthat Will cawse the moisture camera of the wood In exceed 1951 angor cause connector date cavo ion. Fabricate, hand., Install TC Dead 11.00 psf BC Live 0.00 sf P Rep Mbr Slid / Comp / Tens 1.15 / 1.10 / 1.10 07W Building Components Group, Inc. and brace this trues in accordance with me following mandards:'Joim ort' end Cutting Detail Repavailable as output from Truewal softwwe, 'ANSIrrPI 1•, VVfG V- Wood Truss Council of America Standard Design Responsibl6ties,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 NanApwk Or. St. 102, Colo. Spire., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and T%. The Truss Plate Institute (TPI) is located at 583 D'Onmrio Drive, Modson, TRUSPLUS 6.0 VER: T6.5.14 1 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at11ItI9MStreet, NW, Ste8D0,Washington. DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Floors Truss ID: F13 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 4x2 DFL #1 + + + + + + + + + + + + + + + + + + + + + + 1 0- 2-12 858 5.50 1.50" 4x2 DFL 55 8-15 ® For floor applications (not roofs), 2x6 min. 2 15- 2-12 2000 3.50" 1.50" BC 4x2 OFL #1 strongback bridging, or cross bridging (per 3 29- 7-15 843 2.75" 1. SO" WEB 4x2 DFL STANDARD ANSI/TPI), is required at 10' O.C. or less. BRG REQUIREMENTS shown are based ONLY 2-4x2 DFL STANDARD 1-16, 9-22 + + + + + + + + + + + + + + + + + + + + + + ����� on the truss material at each bearing 26-15 Ribbon blocks have not been designed to COUNTY 1�� p NT , MAX DEFLECTION (span) : SLIDER 4x2 DFL STANDARD support the point load(s) shown. fit,,// J ! '� L/522 MEM 25-26 (LIVE) LC 5 Places outside the truss perimeter are They may be attached with (4)10d nails. L� -0.33" D- -0.20" T_ -0.53" designed for the location shown only (DO NOT Loads at the truss ends must be applied BUILDING Di'✓i5 i® N ® loint Locations ® MOVE.) Trim to match profile if necessary. directly to the chord. 1 0- o- 0 15 29- 6- 1 Designed per ANSI/TPI 1-2002 Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. 2 2- B- 4 16 0- 0- o Refer to Joint QC Detail Sheets for This design does not account for long term 3 4- 1-10 17 a- 1-10 Cq factors and Rotational Tolerances. time dependent loading (creep). Building APPROVED 0 p 1 s- 7-12 18 s- 7-12 \Vp 5 7- 9- a 19 7- 9- a THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. 6 10- 2- 0 20 9- 0-11 MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on 7 12- B- 0 21 10- 2- a HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 s 14- 1- s 22 1s- 2-12 NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and ANSI/TPI and are reported in available 9 1S- 2-12 23 18- 1- 8 1017- 9- 8 24 20- 0-10 FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. 11 20- 0-10 25 22- 2- 2 SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Mark all interior bearing locations. ' 32 2z- 2- 2 z6 26-10- 9 PUBLISHED TABLE VALUES. REFER TO Install interior support(s) before erection. 13 24- 1- 9 27 29- 6- 1 MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 14 26-10- 9 CRITICAL MFMBE0. FORCES: 20 sf bottom chord live load NOT required TC COMP. WR. / TENS.CWR.) csi on this truss, per IBC/IRC requirements for Panel Lengths 1-2 0 1.00 / 0 1.00 0.21 Std - 2-5-4 i-3 -18001.00 / 0.24 attics with limited storage. 1-2 2-3-12 2-3 1-4-10 3-4 -2182 1.00 1-s -z192 1.Oa 3-4 1-4-10 5-6 2-3-4 5-6 -1798 1.00 / 0.37 10-11 2-2-6 12-13 2-1-11 6-7 -1797 1.00 / 0.31 7-s / 1231(1.00) 0.41 8-9 / 3231(1.00) 0.42 9-10 / 1231( 1.00) 0.42 10-11 -2102(1.00 / 0.83 11-12 -2128(1.00 / 0.82 12-13 -2128(((1.00 / 0.71 13-14 -1539 1.00 / 0.30 14-15 -1515 1.00 / 0.37 2-5-4 BC COMP.(DUR.)/ TENS. WR. CSI 16-17 / 1284 1.00 0.35 17-18 / 1833 1.00 O.S7 , 2-0-0 2-3� 2-0-D4-4 18-19 / 2192 1.00 0.66 H�� 19-20 / 2191 1.00 0.62 6y 21-1-6 20-21 / 2191 1.00 0.53 21-22 / 645 1.00 0.32 22-23 -4 S1(1.o0)/ 1028 1.00 0.33 23-24 -451 1.00 / 1026 1.00 0.67 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 24-2S / 2128 1.00 0.88 2s-26 / 2175 1.oO 0.78 2X3 26-27 0<1.00)/ 0 0.90 0.32 We COIP. WR. / TENS.(WR.) CSI 4X12 1.5X3 1-16 -141€1.00/ 0.01 4X8 1.5X3 1.5X3 W=3X4 1.5X3 1.5X3 2-17 -14s1 1.00 678(1.00) G.34 2.5X4 3X4 3X4 4X12 2X3 1.5X3 2.5X6 5X6 3-17 -389(1.00)/ 0.05 T 3-18 / 630(1.00) 0.32 T 4-18 -267 1.0o / 0.04 1-0-0�lj 1-4-0 5-19 -66 1.00 / 107(1.00) O.OS 1 -L 5-21 -689 1.00 / 0.13 rl 6-21 -287 1.00 / 0.04 3.5X4 1.5X3 5X20 W=3X4 3X4 4X12 1.5X31/2 GAP MAX ESB / 7-21 / 1323(1.00) 0.67 3.5X10 3X4 W=3.5X5 4X6 I1 7-22 -1916 1.00 / 0.37 9-22 -312((1.003/ 0.03 4X10 152-12 10-22 -1851(1.00)/ 0.36 10-x4 / 1437(1.00) 0: 37 1X3 TIE 11-24 -5321.00 / 0.07 12-2S -4911.00 / 120(1.00) 0.06 13-25 -3631.00 / 180(1.00) 0.09 I 13-26 -7021.00 14-26 -3101.00 / 0.04 15-26 / 1679 1.00 0.51 to t1, �i11. 7 Co M 1s -v 1(1.00)/ 9f0.90 0.00 16 17 18 19 20 21 22 23 24 25 26 27 -] 239-5 1V14 All connector plates are frWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates 1 /27/2012 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. 268 - Homewood Read all notes on this sheet and give a copy of it to the Erecting Contractor. Design Assistance A (CA) This design is for anindividudW3dingcomponent not trusesystem. it has been based anspedficaaomprovided by the component manufacturer DUI:: DIR: Drive_I_097071LL00009_]00001 WO: D rive -T -0970711-L000 ® and done In accordance with the current versiam at TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: enm #LC - 6 Vr: 187# are to be verified by the component manufacturer and/or building designer prlorto fabrication. The building designer mud ascertain that the loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 ublaed on this design meet or exceed the loading Imposed by the local balding code and the particular application. The design assumes that the top mord T R U S WA L 1. laterally braced by the roof at floor sheathing and the bottom chord Is laterally braced by a rigid sheathing material directly attached. uruemotherwise TC SnoW(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted. gracing shown is for lateral support of components members " to reduce bucifflng length. This component staff net beplaced Inany TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS dlor cause connector plate corrosion. Fabricate, handle, install environment that will m cause the moisture =more of the wood to exceed 19%annn BC Live 0.00 psf 1.15 / 1.10 / 1.10 87WBuilding Components Group. Inc. and trace this truss in accordance with the fallowing danderds:'Joint and Cutting Detail paperer available as output from Truswah software. 'ANSIfrPI1%VVrCA1'.WoodTrussCouncilofAmericaStandardDesignResponsibilities,'BUILDINGCOMPONENTSAFETYINFORMATION• BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 fYorfhpv# Or. Sia 102, Colo. Spps" CO 80907 (eCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Tmu Plate fistula (TPI) Is located at 583 D'Onmrio Drive, Madison, TRUSPLUS 6.0 VER: ?6.5.14 Weconsin53719.TheAmericanForedendPop.Asseistion(AFPA)15locatedat111119thStreetNW,Ste800.Washington,OC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/3601 Job Name: Lundberg Floors Truss ID: F14 Qty: 4 BRG X -LOC REACT SIZE 1 0- 2-12 967 5.50" REQ'D 1.S0" TC 4x2 DFL #1 4x2 DFL #1 & Btr. 8-15 ++++++++++++++++++++++ ® For floor applications (not roofs), 2x6 min. bridging TC Snow(Pf) 0.00 psf 2 17- 2-12 2185 3.50" 1.50" BC 4x2 DFL M1 strongback bridging, or cross (per N BUTTECOUNTY 3 31- 7-15 815 2.75" 1.50" WEB 4x2 DFL STANDARD ANSI/TPI), is required at 10' O.C. or less. © vv BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing 2-4x2 DFL STANDARD 1-16, 9-22 26-15 + + + + + + + + + + + + + + + + + + + + + + Ribbon blocks have not been designed to load(s) ^ BUILDING �I �� O N MAX DEFLECTION (span) S SLIDER 4x2 DFL STANDARD NDS. support the point shown. They may be attached with (4)10d nails. to Y f�l U J L/638 MEM 25-26 (LIVE) LC L- -0oin D- -0.18" T- -0.45" Lumber shear allowables are per Plates outside the truss perimeter are Loads at the truss ends must be applied I Wisconsin 53719. The American Forest and Paper Amciaaon(AFPA)islocated at111119thStreet NW. Ste 800.WasNngton,DC20036. ® 5oint Locations ® 0- o- 0 15 31- 6- 1 DEFL RATIO: L/360 TC: L/36 designed for the location shown only (DO NOT MOVE!) Trim to match if necessary. directly co the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. APPROVED 1 2 2- 8- 4 16 D- 0- o profile This design does not account for long term Designed per ANSI/TPI 1-2002 3 5- 2- 4 17 5- 2- 4 time dependent loading (tree ). Buildin P 9 p 9 Refer to Joint QC Detail Sheets for 4 7- 9- 0 18 5-30- 4 5 9- 7- 4 19 7- 9- 0 Designer must account for this. Cy factors and Rotational Tolerances. OF 6 12- 2- 0 20 9- 7- 4 IRC/IBC truss plate values are based an THIS DESIGN IS THE COMPOSITE RESULT 1 14- 8- 0 21 12- 2- 0 testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. 8 16- 1- 8 22 17- 2-12 and ANSI/TPI and are reported in available HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" 9 17- z-12 23 21- 6- 1 10 19- 9- 6 24 22- 3- 8 document ESR -1118. NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS ll 22- 3- 6 25 23-30- 9 Mark all interior bearingg locations. FOR MULTIPLY CARRYING MEMBERS. HANGERS 12 23-10- 9 26 28-10- 9 Install interior support (s) before erection. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S 13 26- 4- 9 27 31- 6- 1 PLATING BASED ON GREEN LUMBER VALUES. PUBLISHED TABLE VALUES. REFER TO 14 28-10- 9 CRITICAL MEMBER FORCES: 20 sf bottom chord live load NOT required MANUFACTURER FOR OTHER NAILING OPTIONS. Panel Lengths rc CWP. DDR. / TENS,ffR.) csi on this truss, per IBC/IRC requirements for Std - 2-5-4 1-2 0((((((1.00 / 0 1.00 0.25 0.39 attics with limited storage. 1-2 2-3-12 2-3 -25761.00 / 3-1 -2576 1.00 / 0.63 4-5 -2820 1.00 / 0.60 5-6 -2015 1.00 / 6-7 -2015 1.00 / 0.58 0.31 ' 7-8 / 1711 1.00 8-9 / 1711 1.00 0.53 0.59 9-10 / 1711 1.00 0.59 10 -ll -1933(1.00 / 17 1.00 11-12 -1960(1.003/ 3 1.000.81 0.88 12-13 -1962 1.OD / 14-15 -1156 1.00 % 0.78 0.4 0.45 BC COMP.(DUR.)/ TENS. DUR. CSI 16-17 / 1501 1.06 17-18 / 2823 1.00 1.00 0.48 0.69 0.89 2-5-4 r1-B-1aL 2-5-4 �� 1 Ir I 18-19 / 2823 19-20 / 2820 1.00 10-21 / 2814 1.00 0.89 0.86 &&? 23-1-1 21-12 -185(1.00)/ 601 1.00 0.32 - 22-z3 -no 1.00 23-24 -720 1.00 / n0 1.00 / 770 l.o0 0.40 0.62 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 24-25 3 1.00 2S-26 / 1960 1.00 / 2069 1.00 0.80 0.70 2X3 26-27 0(1.00)/ 0 1.00 0.32 W=3.5X4 1.5X3 MIB CWP. (WR.) / TENS.(DUR.) 1-16 -138(1.003/ CSI 0.01 4X10 3X4 1.5X3 2.5X4 1.5X3 2.5X6 5X6 2-16 -169301.00 / z-17 / 1194(1.00) 0.32 0.61 3X4 1.5X3 3.5X5 5X12 4X12 1.5X3 1.5X3 3-17 -316 1.00 / 0.04 4-17 -502 1.00 / 119 1.00 4-19 -140 1.00 / 68€1.001 0.10 T 0.03 1-0-0 1 -±O 5-20 -10 1.00 / 201 1.00 0.10 1 5-21 -1067 1.00 / 6-z1 -2721.00/ 9f1.0030.04 1632 1.00 0.21 0"g�3 4X10 3.5X10 1.5X3 5X20 W=3X4 3.5X10 1/2" GAP MAX �FESSIQ,, Q "' 7-21 / 7-22 -2248 1.00 / �p TIE 8.09 W=3.5X10 4X12 5X6 1.53 9-22 -305 €1.0oj/ 1.5X3 17-2-12 3X4 10-22 -1948 1.00 / 10-24 / 1524(1.00) 0.38 0.77 @. 11-24 -504(1.00)/ 12-25 -12((((1.00))))/ 134(1.00) 0.07 0.07 r 13-25 -473 1.00 / 117((1.003 13-26 -650 1.00 / 42 1.00 0.09 0.13 + '"� 1' ' n 14-26 -30S 1.00 / 15-26 / 1614 1.00 0.04 0,49 111 (TI, Jif ' �N. 7y 15-27 -1(1.00)/ 91.003 0.00 16 1718 19 20 21 22 2324 25 26 27 31-9-5 All connector plates are Il'WBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Truss ® Read all notes on this sheet and give a copy of it to the Erecting Contractor. This demon is for an individual bonding component not truss system. n has been bused on specifications provided by the component manufacturer end done in accordance with the current versions of TPI and AFPA design standards No respons ri ity is assumed for dimensional accure y. Oimerreons ere to be verified by the cornpunent manufacturer and/or bWdng designer prior to fabrication. The rodding designer must ascertain that the loadsDsgnr: utilized on this dada, meet or exceed the loading Imposed by the local building code and the particular application. The design aesumea that the top Mord Lust: Design stance DOR: Dri ve_I_097071LL00009_] 00001 97 W0: Drive -T -0970711-L000 anal #LC = 6 WT: 200# TC Live 40.00 psf L i veDu r L=1.00 P=1.00 T R U S WA L 19 laterally braced by the rod or flow sheathing and the cortiorn chard Is lateraIN braced try a dgid sheathing material drecdy attached. udwaotherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted Bracing shown is for lateral subpart of components members only to reduce budding length. This component Mab not be paced In anyBnd TC Dead 11.00 psf Rep Mbr / Comp / Tens ® SYSTEMS environment that Will cause the moisture content of the wood to exceed 19%andlorcause connector plate corrosion. FeWcate,hande,instm BC Live D. DQ psf 1.15 / 1.1D / 1.10 .15 and brace this buu in accordance with the following standards: 'Joint and Cutting Detail Report' available as output Iron Trucwal wrinvara, 10.00 O.C.Spacing 2- 0- 0 IM Building Components Group, Inc. Y SlrrP11•, WrCA V. Wood Truss Council of America Standard Design Responsibilities, 13LRLDING COMPONENT SAFETY INFORMATION- SC Dead psf 4thpw6 Dr. Ste. 102, Colo. Spgs., CO 60907 (BCSI 1-03) and -BCSI SUMMARY SHEETS by WrCA and TPI. The Truss Rate Institute (TPI) is located al 583 CrOnohio Drive, Maclean, MSPLUS 6.0 VER: T6.5.14 I Wisconsin 53719. The American Forest and Paper Amciaaon(AFPA)islocated at111119thStreet NW. Ste 800.WasNngton,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Floors Truss ID: F15 Qty: 8 BRC X -LOC REACT SIZE REQ'D 1 0- 0-15 698 1.88" 1.50" 2 11- 4-10 699 2.75" 1.50" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEN 2-3 (LIVE) LC 4 L- -0.06" D- -0.04" T- -0.10" ® Joint Locations 1 0-0 0 7 0- o- 0 2 2- e- 4 6 S- z- 4 3 S- 2-4 9 6-0- 6 4 6- 0- 8 10 8- 7- 4 5 8- 7--12 6 11- 2-12 CRITICAL MEMBER FORCES: TC COMP. DU R. / TENS.(OUR.) CSI 1-2 0((1.00 / 0.38 2-3 -1581(1.00 / 0.39 3-4 -1590(((1.00 / 0.24 4-S -12oi 1. Do / 0.42 5-6 -1177 1.00 / 0.46 BC COMP.(DUR.)/ TENS.(DUN. CSI 7-8 / 1122(1.00 0.40 8-9 / 1590(151.00 0.48 9-10 / 1589 1.00 0.39 10-11 / 1 1.00 0.08 Wit COMP.(WR.)/ 11. (OUR.) CSI 1-7 -118(1.003/ 0.02 2-7 -1243(1.00 / 0.24 2-8 / 564(1.00) 0.29 3-8 -132(1.00 / 0.02 4-9 -60(1.003/ 71(1.00) 0.04 4-10 -523 1.00 / 0.10 5-10 -339 1.00 / ( ) O.OS 6 11 % 1324(1.00) 0.40 01 TC 4x2 DFL #1 BC 4x2 DFL ill WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 10-6 SLIDER 4x2 DFL STANDARD Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factorsand Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. T 1.4.0 1 1 X3 TIE .....+.+.+...........+ ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. ...............++..... Ribbon blocks have not been designed to support the point load(s) shown. They may be attached with(4)1 d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. 5-4 0-8- 2-5-4 DLqIA AY 5-7-6 II -II 2X3 3X4 1.5X3 1.5X3 4X8 1.5X3 1.5X3 5X6 7 811-6-09 10 11 All connector plates aro ITWBCG Wave 20 Be., unless preceded by "H" for High Strength 20 Be., "S" for Super Strength: Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are postponed as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). T 14-0 1 /2" GAP MAX BUTTE COUNTY BUILDING G DI i/ ISION APPROVED Panel Lengths Std - 2-5-4 .1 r 268 - Homewood T r(J�s WARNING Read ail notes on this sheet and give a co of it to the Erecting Contractor. 9� PY 9 DIR: Design Assistance DIR: Drive�_097071LL00009_]00001 CA We design ie far en IndMduel building wm0anem not Wee system. n has been based on specifications provided by the component manufacturer ® and done in accordance with the current versions of TPI and AFPA design standards No responsibility is assumed for dimensional accuracy. Dimensions WO' Drive -I -0970711-L000 Dsgnr: cnm #LC = 4 WT' 78# ' are to be vedfied by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 40.00 psf LiveDur L=1.00 P=1.00 ubiltedonthisdesignmemorexceedtheloadingImposedbythelocalbutdingcodeandthepartimlarappication.Thedesignmsumesthatthetopchord TRUSWAL Is laterally braced by the roof or noor sheathing and the bottom Nod is laterally brand by a rigid sheathing material directly attached, urdessomerwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 notallacing shown 15 for lateral support of components members only to reduce budding length. This component shall not be placed In any TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that wig cause the moisture cometh of the wood to exceed 19% and/or cause connector pate corrosion. Fabricate, hands, Instal BC Live 0.00 psf 1.15 / 1.10 / 1.10 and brace this buns In accordance with the fallowing standards: 'Joint and Cutting Detail Reports• available as output from Tmawal gam are. 10.00 O.C.Spacing 2- 0- 0 JTW Building Components Group, Inc. •ANartPll,WTCA1•-WoodTrussCounmmAmericaStandardDesignResponsibilities.'BUILDING COMPONENT SAFETY INFORMATION'. BC Dead . psf 4045 M Mpara Dr. St. 102, Colo. Spga., CO 80Truss07 s, (SCSI 1.031 and •SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) is located at 583 nofrio Drive. Madion TRUSPLUS 6.0 VER: T6.5.14 YNaconsin53719.ThsAmericanForestandPaperAssociation(AFPA)islocatedat11111gthStreet,NW.Ste800•Washington,OC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L 48 Job Name: Lundberg Floors Truss ID: F16 Qty: 3 BRG X -LOC REACT SIZE REQ'D TC 4x2 DFL #1 ++++++++++++++++++++++ ® end done in acrordance vdm de anent versions of TPI end AFPA design standards. No resporrsibiUty la assumed for dmertWonW amrecy. Dimensons 1 0- 1-12 973 3.50" 1.50" BC 4x2 DFL #1 ® For floor applications (not roofs), 2x6 min. Li veDu r L=1.00 P=1.00 2 19- 9-10 965 2.75" BRG REQUIREMENTS shown are 1.50" based ONLY WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 17-11 strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. SnowDur L=1.15 P=1.15 ® SYSTEMS on the truss material at each bearing SLIDER 4x2 DFL STANDARD + + + + + + + + + + + + + + + + + + + + + + end brace this buns In .-Nance with de foil -A.9 standardw'Joint and Cumng Detail Reports available res output from Tnmwel soRwere, MAX DEFLECTION (span) l.ls 1.10 1.10 / / Designed per 1-2002 Ribbon blocks have not been designed to BC Dead 10.00 psf © v BUTTECOUNTY L/695 MEM 6-7 (LIVE) LC 1 This design does not account for long term oes not support the point load (s) shown. TRUSPLUS 6.0 VER: T6.5.14 Wisconsin 53719. The American Form and Paper Association (AFPA)islocated at111119th Street NW, Ste 800,wasnington,DC20036. L. -0.34" D. -0.18" T. -0.51" Joint Locations time dependent loading (creep). Building Designer must account for this. They may be attached with (4)10d nails. Loads at the truss ends must be applied w ^ e�� � BUILDING ! 9di,1� ID 17_= i o- o- 0 10 7- 5- e8 Refer to Joint QC Detail Sheets for directly to the chord. Y'ry Y 1i 2 2- 3- 0 11 19- 7-12 3 6- 3-12 12 0- 0- o Cq factors and Rotational Tolerances. THIS DESIGN I5 THE COMPOSITE RESULT OF 1-2(102 sect. 7.5.2.4. Refer to MUMANSI/TPITRUSS NOTE: MAXIMUM TRU55 SPACING I5 19.2 O.C. 4 6- 1- 8 13 1- 3-12 s s- 1-1: 14 e- 1-12 MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on �� �� 6 9- 3- 4 15 9- 3- 4 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 7 13- 3- 4 16 4- o NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and ANSI/TPI and are reported in available 113_7_ 8 13- 1- 0 17 17- 5- 6 9 I5- 1 18 19- 7-11 FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. Neea wares: cRlnuu.MEM SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PLATIppNG BASED ON GREEN LUMBER VALUES. ) CWP.CWR.)� TFNS0(1.00 TABLE VALUES. REFER live sf trusosm, 1-2 ( 0'15 MANUFACTURER FORBLISHED OTHER NAILINGTOPTIONS. requNremenislred IBC/IRCload perrd nOthis for 2-3 -2554 1.00 / 3-a -25S4 1.00 / 0.21 0.25 attics with limited storage. 4-S -3739 1.00 / S-6 -37SO 1.00 / 6-7 -3750 1.00 / 0.55 0.53 0.59 Panel Lengths - 7-8 -3400 1.00 / 0.30 Std . 2-0-0 8-9 -3400 1.00 / 0.32 4-5 1-8-8 6-7 1-11-4 9-10 -1572 1.00 / 10-11 -1556 1.00 / 0.27 0.40 BC COMP.(DUR.)/ TENS. WR. CSI 12-13 / 1411 1.00 13-14 / 3293 1.00 0.36 0.70 14-15 / 3750 1.00 15-16 / 3753 1.00 0.78 0.81 16-17 / 2631 1.00 17-18 / 1 1.00 0.57 0.08 YIB COMP.(WR.)/ TENS.(DUR.) CSI 1-12 -88(1.003/ 2-12 -164801.00 / 1325(1.00) 0.01 0.28 70.623-13 2-13 / - L2-0-0 1 11-0-01 - .413 857(1100 )/ 4-14 / 700(1.OD) 0.15 0.36 $_&$ t 5-14 -177 1.00 / 6-15 -109 1.00 / 81 1.00 0.04 0.04 7-15 -IS6 1.00 / 329 1.00 1.00 / 0.17 0.07 1 2 3 4 5 6 7 8 9 10 11 7-16 -409 8-16 -161 1.00 / 9-16 / 887(1.00) 1.00 0.02 1.45 0.21 2X3 9-17 -1220 / 10-17/ 0.03 1.5X3 -z4o�l.aD 11-18 % 17128,23 0:01 4X10 3.5X5 1.5X3 1.5X3 5X6 1.5X3 1.5X3 1.5X3 2.5X4 4X8 1.5X3 T 1i 1i 4X10 3.5X4 3X10 3.5X10 1 5X 1/2" GAP MAX QEF ES, '� / �y 1X3 TIE 4X8 3X4fill 49 Ca 12 13 14 15 16 17 18 wIM � r IN 7 toM 19-11-0 l All connector plates are ITV4BCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Truss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance This is for indiNduel buildng truss it has been based on specifications by manufacture component manufeure DIR: Dri ve._I_0970711_L00009_J00001 design an component not system. prodded WO: Dri ve_I_0970711_L000 ® end done in acrordance vdm de anent versions of TPI end AFPA design standards. No resporrsibiUty la assumed for dmertWonW amrecy. Dimensons Dsgnr: enm /ILC - 4 WT: 130# are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascenein that the loads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 utilised on We design meet or exceed the loading Imposed by the [acidbuilding code and the particular application. The design assumes that the top chord T R U S WA L Is laterally braced by the motor floor sheathing and the bottom chord isleterelly braced by a rigid sheathing material directly attached, urdesaotherwiae TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS nded. gracing shown Isforlateratsupport afcomponents members only toreduce bucWnglength. TNscomponentshall not be placed Inany erwi omnentthat will cause the moisture content of me wood to exceed 19% and/or cause connector plate corrosion Fabricate, hands, instep TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens end brace this buns In .-Nance with de foil -A.9 standardw'Joint and Cumng Detail Reports available res output from Tnmwel soRwere, BC Live 0.00 psf P l.ls 1.10 1.10 / / J7W Building Components Group, Inc. 'ANSIfrPI 1', WrCA V. Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf 0. C. Spaci ng 1- 7- 3 4045 Northpark Or. Ste. 101, Colo. Spgs, CO 80907 (SCSI 143) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 Donofrio Ddve, Made=, TRUSPLUS 6.0 VER: T6.5.14 Wisconsin 53719. The American Form and Paper Association (AFPA)islocated at111119th Street NW, Ste 800,wasnington,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberg Floors Truss ID: F17 Qty: 1 BRX9LOC REACT ZE R1:50" Th. design isfor anIndividual bu8dngawmponemnot buss ymem. it has been based anspecificetionspravidedbythemmponemmanmacturer DIR: Drive_I_0970711-L00009_]00001 WO: Drive_I_0970711_L000 Sol. 2 0 x ® For pp 2x6 min. Dsgnr: 17 0 5 2.75" ERG REQUIREMENTS shown are based ONLY WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 16-10 strongbackpbridging,tsornot crossobridging (per ANSI/TPI), is required at 10' O.C. or less. {p..{ BUTTE COUNTY on the truss material at each bearing SLIDER 4x2 DFL STANDARD + + + + + ♦ + + + + + + + + + + + + + + + + Wr: 119# MAX DEFLECTION (span) : L/662 MEM 14-15 (LIVE) LC 1 Designed per ANSI/TPI 1-2002 This design does not account for long term Ribbon blocks have not been designed to support the point load(s) shown. ` BUILDING DIVISION ��� L. -0.32" D- -0.19" T. -0.50" time dependent loading (creep). Building They may be attached with (4)10d nails. 1%p Joint Locations ® Designer must account for this. Loads at the truss ends must be applied noted. Bradng shown ie for lateral auppan of ccI,nlnl members only to reduce budding length. This component shell not be placed in any that vAlcausethe mdsturecomemmthe wood tomead 19%water muse cornectorplate conosion. Fabricate. hands. instal TC Dead i o- a- 0 10 17- 7-12 Refer to Joint QC Detail Sheets for directly to the chord. and breve this buss in accordance with the following standards: 'Joint and Cutting Detail Repots' available ss output from Truswm software, 2 2- 3- 0 11 0- 0- o Cq factors and Rotational Tolerances. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. APPROVED /M Building Components Group. Inc. 'ANSI/rP11'. WTCA 1'- wood Truss Council of America Standard Design Responsibilities, BULLRING COMPONENT SAFETY INFORMATION- 3 4- 3-12 12 4- 1-12 4 6- 1-12 13 6- 1-12 IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF 2- 0- 0 4045 Nbdhpefk Dr. Ste. 102, Coro. Spas, CO $0907 (SCSI 1.03) end'BCSI SUMMARY SREETS by WTCA and TPI. The Trues Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madsen, s 7- 3- 4 14 7- 3- 4 testing and approval as required by IBC 1703 MULTIPLE LOAD CASES. 6 9- 3- 4 15 11 4- 0 and ANSI/TPI and are reported in available HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" CBC -07 7 u- 4- 0 16 15- 5- 8 document ESR -1118. NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS B 15- 4-12 17 v- 7-12 PLATING BASED ON GREEN LUMBER VALUES. FOR MULTIPLY CARRYING MEMBERS. HANGERS CRITICALSMEMBER FORCES: 20 sf bottom chord live load NOT required SPECIFIED ARE BASED ON TYP. MANUFACTURER'S TC COMP. (OUR.)/ TENS.(WR.) CSI on this truss, per IBC/IRC requirements for PUBLISHED TABLE VALUES. REFER TO 1-2 / 0 1.0D 0.22 2-3 -2719 1.00 / 0.31 attics with limited storage. MANUFACTURER FOR OTHER NAILING OPTIONS. 3-4 -2750 1.00 / 0.69 4-5 -3S89 1.00 / 0.72 5-6 -3593 1.0D / 0.77 6-7 -3615 1.00 / 0.40 Panel Lengths 7-8 -3615 1.00 / 0.38 Std a 2-0-0 8-9 -1743 1.00 / 0.33 s-10 -1724 1.00 / 0.48 3-4 1-8-8 5-6 1-11-4 R.CSI11-12 BC CO4P.(WR.)/ TENS.101" / 1565.00 0.3712-13 / 35801.000.87 13-14 / 35891.00 0.87 14-15 / 38431.00 0.815-1628651.00 0.5716-17 / 11.00 0.08 WB COMP. WR. / TENS.(WR.) CSI 1 -ll -108 1.00 / 0.02 2-11 -1828 1.00 / 0.31 2-12 / 1373(1.00) 0.70 3-12 -182(1.00)/ 69(1.00) 0.04 4-12 -1091(1.00)/ 0.18 21 r=nsr 4--�� r5i�iw 4-13 / 243(1.00 0.12 5-14 -40(1.00)/ 126(1.00 0.06 I 6-$-6 J I I 6-14 -488(((1.003)/ 170(1.00 0.09 6-15 -287 1.00 / 0.05 _ 7-15 -194 1.00 / 0.03 8-15 / 869(1.00) 0,44 1 2 3 4 5 6 7 8 9 10 ( 9 16 -1293(1:003% otos ( 10-17 % 1916(1:003 0:01 2X3 T 1-4-0 -L 1X3 TIE 5X12 3.5X5 2.5X4 6X8 1.5X3 1.5X3 1.5X3 1.5X3 4X8 1.5X3 1.5X3 T '1 . 4X10 1.5X3 3X10 4X12 1.51 1/2" GAP MAX 5X8 3X4 11 12 13 14 15 16 17 17-11-0 All connector plates are ITWBCG Wave 20 ga., unlesspreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 268 - Homewood Trr�uss WANNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: uesi gn Assistance Th. design isfor anIndividual bu8dngawmponemnot buss ymem. it has been based anspecificetionspravidedbythemmponemmanmacturer DIR: Drive_I_0970711-L00009_]00001 WO: Drive_I_0970711_L000 ® enddone in accordance Wth the anent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads trim #LC = 4 Wr: 119# umhed an cos design loam or exceed the loading imposed by the local bwdng cads and the particular application. The design assumes that the top chord TC Live 40.00 psf Li veDu r L=1.00 P=1.00 T R U S WA L is laterally braced by the foal or floor sheathing and the bottom chord is laterdy braced by a rigid shearing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMSenvi=m noted. Bradng shown ie for lateral auppan of ccI,nlnl members only to reduce budding length. This component shell not be placed in any that vAlcausethe mdsturecomemmthe wood tomead 19%water muse cornectorplate conosion. Fabricate. hands. instal TC Dead 11.00 psf Rep Mbr Bnd / Comp / Tens and breve this buss in accordance with the following standards: 'Joint and Cutting Detail Repots' available ss output from Truswm software, BC Live 0.00 psf 1.15 / 1.10 / 1.10 /M Building Components Group. Inc. 'ANSI/rP11'. WTCA 1'- wood Truss Council of America Standard Design Responsibilities, BULLRING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4045 Nbdhpefk Dr. Ste. 102, Coro. Spas, CO $0907 (SCSI 1.03) end'BCSI SUMMARY SREETS by WTCA and TPI. The Trues Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madsen, TRUS PLUS 6.0 VER: T6.5.14 S-men53719.TheAmedcanForestandPaperAssadation(AFPA)IslocetedatIII118thStreetNW.Ste800,Washington.DC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L 48 Job Name: Lundberg BRC X -LOC REACT SIZE REQ -0 1 0- 1-12 944 3.50 1.50" 2 15- 3-12 933 2.75" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/700 MEM 12-13 (LIVE) LC 1 L- -0.26" D. -0.15" T. -0.41" 1 0- Joint0 Locations 0- 9 35- 1-14 2 2- 3- 0 10 0- 0- 0 3 3- 7-12 11 3- 7-12 4 4- 9- 4 12 4- 9- 4 5 6- 9- 6 13 8_10-2 6 6-10- 2 14 12_21 10 7 10-30-14 1s 1s- 1-14 8 12-11-10 CRITICAL MEMBER FORCES: TC COMP.(DIIR.)/ TENS. (MR.) CSI 1-2 / 0(1.00) 0.24 2-3 -2189(((1.00)/ 1.00 3-4 -22121.00))))))/ 0.99 4-S -2224 1.00 / 0.89 S-6 :11214 110Z 1.00 / 0.43 6-7 -2819 1.00 / 0.29 7-8 -1167 1.00 / 0.31 8-9 -1449(1.00 / 0.42 BC COMP.(DUR.)/ TENS. WR. CSI 10-11 / 1323 1.00 0.71 11-12 / 2212 1.00 0.86 12-13 / 2791 1.00 0.84 13-14 / 2327 1.00 0.62 14-15 / 1 1.00 0.10 Y9 COMP. WR. / TENS.(WR.) CSI 1-10 -129(<1.00 / 0.02 2-10 -1549(1.00 / 0.26 2-11 / 1167(1.00) 0.59 3-11 -554(1.00)/ 0.08 4-12 / 262(1.00) 0.13 512 -6 -743(1.00 / 0.13 5--13 6(1.00 / 92(1.00) 0.05 6-13 -183(1.00 / 0.03 7-13 ( 1:00)/ 569(1.00) 0.27:,14 :9879 9-14 / 1669(1.00) 0.51 9-15 / 16(1.00) 0.01 1X3 TIE Floors TC 4x2 DFL X1 BC 4x2 DFL N1 WEB 4x2 DFL STANDARD 2-4x2 DFL STANDARD 14-9 SLIDER 4x2 OFL STANDARD Lumber shear allowables are per NDS. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. PLATING BASED ON GREEN LUMBER VALUES. 20 Psf bottom chord live load NOT required oIt this truss, per IBC/IRC requirements for attics with limited storage. 2 3 4 4X10 1.5X3 1.5X3 1.5X3 4X6 3X4 10 11 12 Truss ID: F18 ® For floor applications (not roofs), 2x6 min. strongback bridging, or cross bridging (per ANSI/TPI), is required at 10' O.C. or less. Ribbon blocks have not been designed to support the point loads) shown. They may be attached with (4)10d nails. Loads at the truss ends must be applied directly to the chord. Refer to ANSI/TPI 1-2002 sect. 7.5.2.4. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. 5 6 7 8 9 2X3 1.5X3 3.5X6 1.5X3 3X6 3.5X10 13 All connector platen are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 Be.. "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 14 5 BUTTE COUNTY BUILDING DIVISION APPROVED 1.5X3 5X6 1� 1.51 1/2" GAP MAX 15 Panel Lengths Std . 2-0-0 2-3 1-4-0 4-S 1-11-6 268 - Homewood Truss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: LIesi gn Assistance DIR: Drive.S_097071LL00009_300001 ® This des pi iaccord ice Wth t building component of T Was system. R brae been based on esponsi etiona provided by the component manufacturer Olm entl done in accordance vdth the canard versions of TPI and AFPA design etendards. No responsibility is eawmetl fordmermional accuracy. DlmerMonm ere to be verified by the component manufacturer and/or bullring designer priorto fabrication. The btliring designer must eacenaln mthe loads WO • D rive -I -0970711-L000 Dsat 9 nr• coal #LC = 4 WT: 102# TC Live 40.00 psf LiveDur L=1.00 P=1.00 utilized on this design meal or exceed the loading Imposed by the local building code and the particular application. The design assu inthmmetopchord TRU SWAL ® SYSTEMS IM Building Components Group, Inc. is laterally braced by the roof or Roar sheathing and the bottom chord is laterally braced by a dgid sheathing material drectly attached, unless otherwise noted Bracing shown is for lateral support of coniponenta members only to reduce budding length. This component shall not beplaced Inany enviromnent that win cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, instal and brace Ws trust in accordance with the following standards: 'Joint and Cutting Detail Reports' available as output from Truswal sof w ra, 'ANSIfrPI 1', 1NTCA 1'- Wood Truax Council of America Standard Design Resporultln8es,'BUILDING COMPONENT SAFETY INFORMATION- TC Snow(Pf) 0.00 psf TC Dead 11.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Camp / Tens 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 4445 fbnhpua Dr. St. 102, Colo. Spga" CO x0807 TRUSPLUS 6.0 VER: T6.5.14 (BCSI 1.03) and'BCSI SUMMARY SHEETS' by WrCA and TR. The Truss Plate Institute (TPI) is located of 583 D'Onohlo Drive, Mad-, Wlaconsin53719.TheAmericanForestandPaperAssociation(AFPA)islocatedatI11118NStreet.NW.Ste800,Wasington,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4821 Job Name: Lundberg Floors Truss ID: F19 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 4x2 OFL #1 ++++++++++++++++++++++ TNadesignIsforanindhidudbu0dngcomponemnotouaeystem. a has been based anspecifications provided Mthe componemmanufacturer 1 0- 0-12 595 1.50" 1.50" BC 4x2 DFL #1 ® For floor applications (not roofs), 2x6 min. 2 14- 7- 5 602 2.62" BRC REQUIREMENTS shown are 1.50" based ONLY WEB 4x2 DFL STANDARD Designed per 1-2002 strangback bridging, or cross bridging (per ANSI/TPI), is requl red at 10' O.C. or less. TC Live 40.00 psf on the truss material at each bearing This design does not account for long term does not + + + + + + + + + + + + + + + + + + + + + + ����� COUNTY MAX DEFLECTION (span) : time dependent loading (creep). Building Ribbon blocks have not been designed to Rep Mbr Find / Comp / Tens L/999 MEM 4-5 (LIVE) LC L- -0.12" D- -0.06" T- -0.18" 1 Designer must account. far this. Refer to Joint QC Detail Sheets for support the point load(s) shown.���Iy, They maybe attached with (4)10d nails. i1�Yl+�.:/. r ^ DIVISION ]oint Locations i o- 0- 0 9 14- a-10 BC Dead 10.00 psf Cq factors and Rotational Tolerances. NOTE: MAXIMUM TRUSS SPACING IS 16.0 " O.C. Loads at the truss ends must be applied directly to the chord. (SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madsen. 2 2- 3- 0 to o- D- 0 THIS DESIGN IS THE COMPOSITE RESULT OF Refer to 1-2002 sect. 4. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 3 3- 9 4 11 3- 7-12 4 4- 9- 4 12 4- 9- / MULTIPLE LOAD CASES. based IRC/IBC truss plate values are based on truss plat APPROVED 5 6- 1-14 13 6- 1-14 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 6 8- 3- 6 14 e- 3- 6 NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and ANSI/TPI and are reported in available 7 1D- 4-14 15 10- 4-14 a 12- i-1016 14- 8-10 FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. CRITICAL MEMBER FORCES: - SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PLATING BASED ON GREEN LUMBER VALUES. Tc caMP. wR. / TENS.CWR.) cii PUBLISHED TABLE VALUES. REFER TO 20 Psf bottom chord live load NOT required 1-2 0 1.00 / 0.16 MANUFACTURER FOR OTHER NAILING OPTIONS. on this truss, per IBC/IRC requirements for 2-3 -1383 1.00 / 3-4 -139s 1.00 / 0.45 0.45 attics with limited storage. 4-5 -1732 1.00 / 5-6 -1729 1.00 / 0.46 0.18 6-7 -1446 1.00 / 7-8 -1446 1.00 / 0.12 0.15 Panel Lengths 8-9 0 1.00 / 0.13 Std - 2-0-0 eC COMP.(DUR.)/ TENS. ((WR.) CSI 2-3 1-4-0 4-5 1-3-2 10-11 / 890(1.00) 11-12 / 1395(((((1.00]3)) 0.42 0.62 12-13 / 1401 1.00 13-14 / 1717 1.00 0.62 0.36 14-15 / 1717 1.00 15-16 / 848 1.00 0.37 0.24 F'B COMP. TENS.(DUR.) CSI 1-10 76 1.00 / 2-10 -1025 1.00 / 0.01 0.18 2-11 / 672(1.00) 0.34 3-11 -279(1.00 / 4-12 -179(1.00 / 0.04 0.03 ' ,_(L(1 f I 1_(L_(5 II •I _'{_' I 4-13 / 198(1.00) 0.25 '!_=-11 11--1111�-11 4-2-8 I 5-13 -210 1.00 / 6-13 -29 1.00 / 85(1.00) 0.03 0.04 6-14 / 14(0.90) 6-15 -312(1.00))/ 0.01 o.os 1 2 3 4 5 6 7 8 9 7-15 -139(1.00)/ 8-15 / 692(1.00) 0.02 0.35 8-16 -987(1.00)/ 9-16 72(1.00)/ 0.17 0.01 - 1.5X3 1.5X3 3.5X6 3X4 1.5X3 3X5 1.5X3 3.5X6 1.5X3 T T 3.5X6 3.5X4 3X5 1.5X3 3.5X6 3.5X6 1X3 TIE 1.5X3 f!� 1X3 TIE Vy N 10 11 12 13 14-8-10 14 15 16 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super s "�►..�,...•� Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates 1 /27/2012 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 268 - Homewood Trr�uss WARNINGRead this it to the Erecting Contractor. Cust: Design Assistance all notes on sheet and give a copy of DIR: Drive-I-09707111-00009100001and TNadesignIsforanindhidudbu0dngcomponemnotouaeystem. a has been based anspecifications provided Mthe componemmanufacturer WO: Orive_I_0970711_L000 ® done in accordance Wththe current versions ofTPI and AFPAdesign standerts Noresponsibility isassumed for dmmreq enlonale. Dimensions Dsgnr: Clint #LC 4 WT: 100# are to be verified by the component manufacturer ander Wising designer plorto fabrication. The buldng designer must ascertain that the loads = 111111d on 111, d -g, meet ar exceed 11, loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 40.00 psf Li veDu r L=1.00 P=1.00 T R U S WA L is laterally hared by the roof or soar sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 rated. &edng shown Is for lateral support of components members onty to reduce budding length This component shall not be paced In any the the to19%and/wFabdcate•hane,rstall db TC Dead 11.00 psf Rep Mbr Find / Comp / Tens ® SYSTEMS environment that wplcame moisture content ofwood exceed cause connector patecorrosion. and brace this truss In accordance with the following stendards:'Jalm and Cutting Detail Reports' available ea output from Truss's) software• BC Live 0.00 psf 1.15'/ 1.10 / 1.10 J70W Building Components Group, Inc. •ANSIfrPI 1 • VJTCA 1' -Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O. C. Spaci ng 1- 4- 0 4445 Nonthpana Or. Sts, 102,'Sppa. CO x0907 (SCSI 1.03) and 13CSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plata Institute (TPI) is located at 583 D'Onofrio Drive, Madsen. TRUSPLUS 6.0 VER: T6.5.14 Wlaconsin53719. Th. AmericanForest and Paper Association (AFPA)isloeatedat11111BmStreet NW. St. 800•WeWnpon•DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Floors Truss ID: XBP Qty: 27 BRG X -LOC REACT SIZE REQ'D TC 4x2 DFL #1 ++++++++++++++++++++++ 1 0- 1-12 84 3.50" 1.50" BC 4x2 DFL #1 ® For floor applications (not roofs), 2x6 min. , 2 1- 2-12 84 3.50" 1.DEB 4x2 DFL STANDARD strongback bridging, or cross bridging (per TC Live 40.00 psf BRG REQUIREMENTS shown are baseded ON ONLY Designed per ANSI/TPI 1-2002 ANSI/TPI), is required at 10' O.C. or less. 9 BUTTE COUNTY on the truss material at each bearing This design does not account for long term + + + + + + + + + + + + + + + + + + + + + + ' MAX DEFLECTION (span) : time dependent loading (creep). Building Ribbon blocks have not been designed to ® SYSTEMS L/999 MEM 1-2 (LIVE) LC 1 L- 0.00" 0- 0.00" T- 0.00" Designer must account for this. Detail Sheets for support the point loads) shown. They be (4)10d B U DIVISION ).int Locations ® Refer to Joint QC C factors and Rotational Tolerances. may attached with nails. Loads at the truss ends must be applied ! L�I V1 i o- o- 0 3) 0- o- o THIS DESIGN IS THE COMPOSITE RESULT OF directly to the chord. TRUSPLUS 6.0 VER: T6.5.14 1 Wsmndn 53719. The American Forest and Paper Association (AFPA) Is located at I I 11 1 ft Street. NW, Ste 800. Washington, DC 20036. Bldg Code: CBC -07 s LOlA-PLYAAND ANSI/TPI 2 sect. 76y Refer Land gapeq�� C1I�ICAL MEMBER Tc cane. / TENS.(WR.) (Si HANGERS SHOWN (IF ANY) ARE BASED ON 1 5" IRC/IBC truss plate values are based on sOrequired APPROVED 0(1.6)/CE5.4- 0.07 NAILSMULTIPFORLE 3.0" MIN. HANGER NAILS testingSES approval ao IBC 1703 • % v id./ COMP.(WR.)� TENS.(Wa.) of FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S and A2I/TPI and are reported in available document ESR -1118. 38q PUBLISHED TABLE VALUES. REFER TO PLATING BASED ON GREEN LUMBER VALUES. WR CCMP.(WR. / TENS.(WR.) CSI MANUFACTURER FOR OTHER NAILING OPTIONS. 20 psf bottom chord live load NOT required 1-3 -70(1.00)/ 0.01 on this truss, per IBC/IRC requirements for 1-s / 0(1.00) o.00 2-4 -70(1.00)/ 0.01 attics with limited storage. 1I U 2 r3 4 1-4-8 Panel Lengths : Std - 1-1-8 All connector plates are ITWBCG Wave 20 ga., unless receded by "H" for High Strength 20 ga., "S" for Super Strength: Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1127726 9 268 - Homewood Tru s WARNINGRead all this it to the Erecting Contractor. Cust: Design Assistance (G4 notes on sheet and give a copy of DIR: Drive_I_0970711_L00009_100001 This design isform individual building component not truss "an It has been baud onspecifications provided bythe component manufacturer W0: Dri Ve_I_097071LL000 ® and done in accordance with the current versions or Til and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimeneimts Osgnr: cnm #LC = 2 Wf: 12# am to be verified by the component manufacturer and/or building designer pnor to fabrication. The building designer must ascertain that the leads TC Live 40.00 psf Li veDu r L=1.00 P=1.00 da .1d on Ws d-91 am or mead Inc loading imposed by the local building code and the particular application The design assumes that the alp chord T R U S WA L Is laterally braced by the roof or floor sheathing and the bottom chard is iatemiy braced by a raid sheathing matedal directly attached, untess othentise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted. SmIng shown Is for lateral support of components members only to reduce budding Imp. This component shall not be placed in any TC Dead 11.00 psf P Re Mbr Bnd Com Tens P / p / ® SYSTEMS environment that va cause the moisture camera of me wood to exceed 19% and/or cause connector pate con rsion Fa,xicate. handle, Install and brace this truss in accordance win the following standard •.rant and Cutting Detail Roper& available as output from Tnmww saftwam. BC Live 0.00 psf 1.15 / 1.10 / 1.10 RBS Building Components Group, In c. •pR51/fpl 1%VVTCA V. Wood Truss Council of America Standard Oecign Responsibilities, 13UILDINO COMPONENT SAFETY INFORMATION- BC Dead 10.00'psf O.C.Spacing 2- 0- 0 4445Northpark Dr. Sia 102, Coro. Spas., CO $0907 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D Onurro Drive, Madsen, TRUSPLUS 6.0 VER: T6.5.14 1 Wsmndn 53719. The American Forest and Paper Association (AFPA) Is located at I I 11 1 ft Street. NW, Ste 800. Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 4 W lg11 Truss Tak¢-off Design & Sales sistance Moate Call - 193 Camellia Dr -Paradise, CA 95969 (510) 8114112 Office (510) 811-4132 FAX TRUSS ENGINEERING Lundberg Residence Roof 1/27/2012 Homewood Truss Truswal Systems BUTTE COUNTY BUILDING DIVISION APPROVED (530) 743 - 8855 (800) 322-4045 Job Name: Lundberg Residence Truss ID: A Qty: 1 BRC X -LOC REACT SIZE REQ'D 1 0- 2-12 30 5.50 1.50" 2 0- 5- 8 1670 3.50" 1.50" 3 5- 2-12 866 3.50" 1.50" 4 10- 0- 0 779 3.50" 1.50" 5 15- 0- 0 1043 3.50" 1.50" 6 20- 0- 0 1104 3.50" 1.50" 7 23- 3- 2 656 3.50" 1.50" 8 29- 6- 8 880 3.50" 1.50" 9 29- 9- 4 407 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 6-7 (LIVE) LC 2 L- -0.08" D- -0.07" T- -0.15" EX.WB DEF CRITERIA:L/120 �IN MEM 14- 7; T. 0.00" ® Joint Locations 1 0-0-0 8 0- 0- 0 2S- 2-12 9 5- 2-12 3 10- 0- 0 10 10- 0- 0 4 15- 0- 0 11 15- 0- 0 S 20- 0- 0 12 20- o- 0 6 23- 3- 2 13 23- 3- 2 7 30- 0- 0 14 30- 0- 0 CRITICAL MEMBER FORCES: TC COMP. WR. / TENS.(DUI CSI 1-2 -106 1 25 / 15(1.60 0.73 TC 2x4 DFL #1 2x6 DFL #2 6-7 SC 2x6 DFL #2 2x4 DFL #1 8-11 FILL CHO 2x4 DFL STANDARD WEB 2x4 DFL STANDARD GBL BLK 2x4 DFL STANDARD Lumber shear all owables are per NDS. IRC/IBC truss plate values are based on testinand approval as required by IBC 1703 and AN?I/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non-concurrentmoving BCLL Mark all interior bearing locations. Drainage must be provided to avoid ponding. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS AND EAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. [+J gable bracing required 0 56" intervals, if expposed to wind load applied to face. See ITYBCG'S Gable Bracing Details. 2-3 -372 1.25 / 74(1.60 0.73 Flat top chord has not been designed for 3-4 -14a 1.25 / 0.99 drifting snow unless noted otherwise. 4-5 -9 1.60 / 39 1.25 0.98 Due to hi h uplift reaction, this truss 5-6 -6 1.60 / 357(1.25 0.31 9 P 6-7 -366 1.25 / 37(1.60 0.75 requires special connection details BC e-9 COp1P. DU0.. / TENS. W0.. CSI -4t 1.25 / S. 1.25 0.32 9-10 10-11 -44 1.21 / -IS 1.25 / 41 1.25 0.32 45 1.IS 1 36 12 13 -ZIO 1.25 // 0 1.2i 0.20 13-14 -49 1.25 / 49 1.25 0.25 AB COMP.(D / TINS.(DIIR.) CSI 2-9 2-10 -764(1.253/ -116(((1.25))/ 0.09 44(1.60) 0:0 44(l.60) 3-10 3-11 -680 1.25 / -67 1.25 / 0.11 68(1.60) 0.03 4-11 -1069(l.25)/ 0.13 5-11122(1.25) 5-12 -B14 1.25 / 0.g1 0.16 6-12 6-13 -348(1.25 / -561(1.25)/ 0.07 0.07 73 / 207(1.25) o.oa 7-14 -573(1.25)/ 0.08 "e[PM]-PLATE MONITOR USED -See Joint Report - Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Install interior support(s) before erection. Permanent bracing is required to prevent rotation/toppling. Refer to BCSI and ANSI/TPI 1. Extended TC requires 2x 4 verts at 48" o.c. max. dropped to the chord below, attached w/1.5x3 min, plates, or adequate attachment by others, at each end. Shim bearings (if needed) for req. support. PLATING BASED ON GREEN LUMBER VALUES. (designed y others) to secure truss to a rigidly anchored support. 15-0-0 I 5-0-0 13-3-2 I 6-8-14 '1 2 3 4 5 6 7' End verticals aredesigned for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 20 psf bottom chord live load NOT required onthis truss, per IBC/IRC requirements for attics with limited storage. 9 614 0-4-6 71 50 -7.501 -4.UU1 12 3 4 P: 3o-ao '8 9 10 11 12 13 14 TYPICAL PLATE: 1X3 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positionedper Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). T 2-3-15 This design based on chord bracing applied WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. per the following schedule: ® ( ) max O.C. from to W0: r: cram 0711 rf_LO Dsgnr: cnm #LC = 55 WT: 306# TC 24.00" 15- 0- 0 20- 0- 0 Live Du r L=1.25 P=1.00 TC 24.00" 10- 0- 0 15- 0- 0 uol¢ed on this design most or exceed the loafing imposed by the local lxildng coda and the particular application. The design esaumes that the top chord UPLIFT REACTION(S) : IS lateraay braced by the met or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material dreary attached, unless otherwise noted Braaingahownisfarleteralsupport.componentsmembersontytoreducebucldinglength. TNscomponentshdnmbeplacadinany exceed environment that vOl cause the moisture content of the wood to 19% andlor cause cowedor plate conodon. Fabricate, hands, maid ash brace thls truss in accordance with the following standards:'.Ioim and Cutting Decd Relwna'evalabie as output from Truawal software. *ANSImp1 1'. WTCA 1' - %Vood Truss Council of America Standard Design Responsibilities. SUILDING COMPONENT SAFETY INFORMATION - Support GLC Wind Non -Wind $nOWDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 1 -721 lb -1102 lb (BCSI 1.03) end BCS) SUMMARY SHEETS by WTCA and TPI. The Three Plate Institute (IH) is located at 583 D'Onofdo Drive, Medsan, 2 -114 lb 3 -60 lb Nlaconsin53719. The AmedanFew end Paper Association (AFPA)islocated atIIII II hStreetNW,Ste800.Washington.DC20036. 4 -S4 lb DEFL RATIO: L/360 TC: L/36 S -72 lb 6 -76 lb 7 -45 lb 8 -17 lb 9 -27 lb -406 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No , Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 13.87 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 134 sqft Vertical members exposed to wind: 14- 7 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 134.00 0- 0- 0 199.00 1S- 0- 0 0.55 TC Vert 199.00 15- 0- 0 159.00 23- 3- 2 0.52 TC Vert 159.00 23- 3- 2 159.00 30- 0- 0 0.54 BC Vert 20.00 0- 0- 0 20.00 30- 0- 0 0.00 '_':)UTTE CQIMTY CU,. _DING DIVISION ori 'In- 1 _ RC1® �' 1/27/2012 268 - Homewood Truss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: vise gn 097Assstance DIR: Drive_I_0970711rf�00009_]00001 ® ( ) This design is for an Individual buadnarnmponent not trumswtem. it has bow based onspedncationprovided gmecanponemmanufaau<er and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dmendonal accuracy. Dimensions areto ba verified by the component manufacturer andror Indicting designer prior to fabrication. The building designer must ascertain that the loads W0: r: cram 0711 rf_LO Dsgnr: cnm #LC = 55 WT: 306# TC Live 20.00 psf Live Du r L=1.25 P=1.00 uol¢ed on this design most or exceed the loafing imposed by the local lxildng coda and the particular application. The design esaumes that the top chord T R U S WA L ® SYSTEMS MW Building Components Group, Inc. IS lateraay braced by the met or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material dreary attached, unless otherwise noted Braaingahownisfarleteralsupport.componentsmembersontytoreducebucldinglength. TNscomponentshdnmbeplacadinany exceed environment that vOl cause the moisture content of the wood to 19% andlor cause cowedor plate conodon. Fabricate, hands, maid ash brace thls truss in accordance with the following standards:'.Ioim and Cutting Decd Relwna'evalabie as output from Truawal software. *ANSImp1 1'. WTCA 1' - %Vood Truss Council of America Standard Design Responsibilities. SUILDING COMPONENT SAFETY INFORMATION - TC SnOW(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf $nOWDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 444s Northpark Or. Sta. 102, Colo. Spgs., CO 90907 (BCSI 1.03) end BCS) SUMMARY SHEETS by WTCA and TPI. The Three Plate Institute (IH) is located at 583 D'Onofdo Drive, Medsan, TRUSPLUS 6.0 VER: T6.5.14 Nlaconsin53719. The AmedanFew end Paper Association (AFPA)islocated atIIII II hStreetNW,Ste800.Washington.DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberq Residence Truss ID: Al Qty: 2 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 14285.50 1.52" 2 29- 9- 4 1368 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 43 L- -0.31" D- -0.31" T. -0.62" EX.WB OEF CRITERIA:L/120 IN MEM 10- S; T. 0.00" ® Joint Locations 1 0- 0- 0 6 0- 0- 0 2 7- 6-12 1 7- 1-12 3 15- 0- 0 8 15- 0- 0 4 23- 3- 2 9 23- 3- 2 5 30- 0- 0 10 30- 0- 0 CRITICAL MEMBER FORCES: TC COMP. JOUR,211t .. / TENS. (((OuR. CSI 1-1 -3517251/791.603-4 -26591.25 % 134 1.60 0.59 4-s -11731.25 / 66 1.60 0.95 BC CTP.(WR. / TENS.(WR. CSI 6-7 7-8 -180(1.603/ -183 1.60 / 3011(1.25 0.98 3019(((1.25 0.96 8-9 -129 1.60 / 3493 1.25 0.92 9-10 -245 1.60 / 184 1.60 0.SO Mg COMP. (DIIR.)/ TENS. DU R. CSI 2-7 2-8 / -805(1.25)/ 309 1.25 0.13 248 1.60 0.71 3-8 4-8 -13 1.60 / -1219 1.25 / 2073 1.25 0.84 163 1.60 0.43 4-9 5-9 -1068 1.25 / -41 1.60 / 116 1.60 0.14 2956 1.25 0.{5 5-10 -1312 1.25 / 66 1.60 0.19 TC 2x6 DFL #2 2x4 DFL #1 1-3 2x4 DFL SS 4-5 BC 2x4 DFL #1 2x4 DFL #1 & Btr. 8-10 WEB 2x4 DFL STANDARD 2x4 DFL #1 9-5 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 9-8-14 X 0-" ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Plates outside the truss perimeter are designed for the location shown only (DO NOT MOVE!) Trim to match profile if necessary. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ( 15-0-0 I 8-3-2 I 6-8-14 1 2 3 4 5 7.50 6X8 7.5 UPLIFT REACTION(S) : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for d individual curveing component not bun system. Ithnbeen baudonepedflce0om provided f r dimensional accuracy. imrer antl done in accordance wiU the arrant versions of TPI end AFPA design standards. No responsibility is assumed fordmensional eccumry. Dimartdoro era to be ved0ed by me component manufacturer and/or building designer prior to faWicatim. The billing designer must ascertain that me loads Support C&C Wind Non -Wind TC Live 20.00 psf 1 -95 lb 2 -87 lb TRUSWAL This truss is designed using the TC SnOW(Pf) 0.00 psf CBC -07 / ASCE7-05 Specification ® SYSTEMS 07W Building Components Group, Inc. Bldg Enclosed - Yes, Importance Factor - 0.87 TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf Truss Location - Not End Zone 4045 Abrrnpva Dr. St. 102, Colo. spas., CO 60907 TRUSPLUS 6.0 VER: T6.5.14 Hurricane/Ocean Line No Exp Category - C Bldg Code: CBC -07 Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 13.87 ft, mph - 90 ASCE? I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 64 sqft Vertical members exposed to wind: 10- 5 ---- ---LOAD CASE #1 DESIGN LOADS ------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 64.00 0- 0- 0 64.00 30- 0- 0 0.62 BC Vert 20.00 0- 0- 0 20.00 30- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 0.0 0- 2-12 1.00 TC Vert 150.0 21- 6- 0 0.48 r� 0*8 3.7 -3.75 Dip 14-6-8 30-0-0 t6 7 8 9 10 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Deta!l Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 10-`-14 SHIP .5X10 T 2-3-,s BUTTE COUNTY BUILDING DIVISION APPROVE® 1/27/2012 268 - HomewoodC fs ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for d individual curveing component not bun system. Ithnbeen baudonepedflce0om provided f r dimensional accuracy. imrer antl done in accordance wiU the arrant versions of TPI end AFPA design standards. No responsibility is assumed fordmensional eccumry. Dimartdoro era to be ved0ed by me component manufacturer and/or building designer prior to faWicatim. The billing designer must ascertain that me loads Cust: Design Assistance DIR: Drive_I_0970711rf_L00009_100001 WO: Drive-0970711rf_LO ' Dsgn r : cnm #LC - S S WT: 194# TC Live 20.00 psf Live Dur L=1.25 P=1.00 ��adonthisdesignmeetofendedtheloedngimposedbythelocalWidngcodeandthepartiWerapplication.Thedesignessumnthatthetopchord TRUSWAL is laterally braced by the roof or floor sheathing end the bottom chord ie laterally braced by a rigid sheathing material directly attached, unions otherwise TC SnOW(Pf) 0.00 psf $nOWDu r L=1.15 P=1.15 ® SYSTEMS 07W Building Components Group, Inc. noted. Bracing shown is far lateral support of components members only to reduce buckling length. This component shag not be placed in any environment bus e moisture content of the wood to eeed 19% and/or use connector pate corrosion. Fabricate, hand.• install et will came mxc and brace this trust; in accordance with the fallowing standards: •.tent and Cutting Detail Repo" avaaable m output from Taaww software. 'ANSIrrPI 1% WrCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION. TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf Rep Mbr Bind / Comp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 4045 Abrrnpva Dr. St. 102, Colo. spas., CO 60907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) end'SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate 1ndMe (TPI) is located at 583 D'Onofdo Drive, Madison, W18consin53719. The American Forest and Paper Association (AFPA) Is located at 1111 19M Stre'K Nw. Ste 8DO. Washington. OC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberq Residence Truss ID: A2 Qty: 6 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1302 5.50" 1.50" 2 29- 9- 4 1368 5.50" 1.50" BRG REQUIREMENTS shown are bad ONLY on the truss material at each bseearing MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 43 L- -0.31" D. -0.31" T- -0.62" EX.WB DEF CRITERIA:L/120 IN MEM 10- 5; T- 0.00" loin[ Locatt ons 1 0-0-0 6 0-0- 0 2 7- 8-12 7 7- 8-12 3 15- 0- 0 8 15- 0- o 4 23- 3- 2 9 23- 3- I 5 30- 0- 0 10 30- 0- 0 CRITICAL MEMBER FORCES: TC COMP. p9R. / TENS. WR. CSI 1-2 -3517 1.25 / 179(1.60 0.98 2-3 -2541 1.25 / 129 1.60 0.70 3-4 -2659 1.25 / 134((1.60 0.59 4-5 -3173 1.115 / 66(1.60 0.95 BC CT161IR. / TEMS. (DU R. CSI 6-7 -180(1.603/ 3071(1.25 0.98 7-8 -183(((1.60)))/ 1401H 11111 0 0.96 8-9 -1119 1.60 / 3493 1.25 0.92 9-10 -24S 1.60 / 184 1.60 0.50 WS CO4P.(OURA/ TENS. WR. CSI 2-71.25 0.13 2-8 -805 1.25 / 2fi8 1.60 0.72 3-8 -13 1.60 / 2073 1.25 0.84 4-8-1219 1.25 / 163 1.60 0.43 4-9 _106811 1068 1.25 / 116 1.60 0.14 S-9 -41 1.60 / 2956 1.25 0.45 5-10 -1312 1.25 / 86 1.60 0.19 268 - Homewood Truss ® C TRUSWAL ® SYSTEMS /M Building Components Group, Inc. 4448 Nerrhpark Or. Ste. 103, Coro . Spga., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 TC 2x6 DFL #2 2x4 DFL #1 1-3 2x4 DFL SS 4-5 BC 2x4 DFL #1 2x4 DFL #1 & Bt r. B-10 WEB 2x4 DFL STANDARD 2x4 DFL #1 9-5 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLV AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 9814 4x10 x D-4-6 Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Plates outside the truss perimeter are desi ned for the location shown only (DO NOT MOVE) Trim to match profile if necessary. Designed per ANSI/TPI 1-2002 Thisdesign does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to prevent rotation/toppling. Refer to BCSI and ANSI/TPI 1. 20 pf bottom chard live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-D-0 B-3-2 6-8-14 t1 2 13 14 5t 7.50 -7.5 -4.0 6X8 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -83 lb 2 -87 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location a Not End Zone Hurricane/Ocean Line - No,Exp Category . C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height . 13.87 ft, mph . 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area a 64 sgft Vertical members exposed to wind: 10- 5 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 30- 0- 0 0.62 BC Vert 20.00 0- 0- 0 20.00 30- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 150.0 21- 6- 0 0.48 BUTTE COUNTY BUILDING DIVISION APPROVED 2x4 i)j-8 3.7 -3.758 ( 14-6.8 14-6-8 3D -D-0 r6 7 8 9 10 r All connector plates are ITWBCG Wave 20 ga., unless ppreceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to amid overlap with structural plates (or staple). VVJAI'CIV IIV U Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual budding component not truss system. N hes been based on specifications provided by the component manufacturer and done in accordance with the current version. of TPI and AFPA design standards. No responsibility is assumed for dimensional acmmcy. Dimerr Ions are to be verified by the component manufacturer and/or budding designer prior to fabrication. The ridding designer must ascertain that the loads utilized on this design mem or exceed the loading Imposed by the local building code and the particular application. The design assumes that the top chord I. laterally braced by the root or near sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, unim otherwise noted. Bracing shown is for lateral support of components members ony to reduce budding IengtR This component shag not be placed in any emiroment that will cause the moisture content of the wood to exceed 19% an Nor cause connector pate conosion. Fabricate, hands, Insist and brace this buss in accordance with the following standards:'Joint and Cutting Detail Reports' available as output rrom Truswal so(twers. 'ANSIRPI 1, VVTCA V. Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION - (SCSI 1-03) and SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafrio Drive, Madison. 1M3consin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1 Sm Street NW. Ste 800, Washington, DC 20036. OFA -9-0 lvt4 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf_L00009_300001 W0: Drive_I_0970711rf_LO Dsgnr: Clint #LC = 55 WT: 191# TC Live 20.00 psf LiveDur L=1.25 P=1.00 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.00 / 1.00 / 1.00 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Residence Truss ID: A3 Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1303 5.50 1.50" 2 29- 9- 7 1356 1.88" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 43 L- -0.28" D- -0.15" T. -0.43" EX.WS DEF CRITERIA:L/120 IN MEN 11- 5; T- 0.00" m® 3oinc Locations 1 0- 0- 0 7 7- 8-10 2 7- 8-10 815- o- 0 3 15- 0- 0 9 18- 0- 0 4 23- 3- 2 10 23- 3- 2 S 29-10- 6 11 29-10- 6 CRITICAL MINBER FORCES: TC COMP. OUR. / TENS.11.601 OUR. CSI 1-2 -1965((1.25 / 1031.60 0.66 2-3 -1401(1.25 / 1411.60 0.65 3-4 -1410((1.25 / 1391.60 0.48 4-5 -1801 1.25 / 46 0.8S BC COMP. OUR. / TENS.11:601 WR. CSI 6-7 -91 1.60 / 15651.2T 0; is 7-8 -92 1.60 / 15631.25 0.71 8-9 -61 1.60 / 17371.2S 0.76 9-10 -61 1.60 / 173712S 0.89 10-11 -226 1.60 / 167 0.58 W8 C@IP.(011R.)/ TENS. WR. CSI 2-7 / 337 1.25 0.14 2-8 -587(1.25)/ 168 1.60 0.20 3-8 -I9 (((((1.60)))))/ 856 1.25 0.3S 4-8 -750 1.25 / 92 1.60 0.31 4-10 -{32 1.25 / 86 1.60 0.13 5-10 -13 1.60 / 17S1 1.2f 0.71 5-11 -1309 1.25 / 75 1.60 0.18 TC 2x4 DFL #1 2x6 DFL #2 3-4 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 This design does not account for long tern time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-0-0 B-3-2 I 6-7-4 t1 2 3 4 5 7.50 6X6 -7.5 4.0 2x4 UPLIFT REACTIONS) : Support C&C83Wind lb Non -Wind 2 -86 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 13.87 ft, mph 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 63 sqft Vertical members exposed to wind: 11- 5 ---- --LOAD CASE #1 DESIGN LOADS -- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 29-10- 6 0.62 BC Vert 20.00 0- 0- 0 20.00 29-10- 6 0.00 .Type... lbs X.Loc LL/TL TC Vert 150.0 21- 6- 0 0.48 9B 14 SHIP T 2-4-8 1 29-10-6a1-10 16 7 8 9 10 11 I STUB All connector plates are ITWBCG Vhve 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). BUTTE COUNTY BUILDING DIVISION APPROVE® 268 - Homewood WARNINGRead this it to the Erecting Contractor. Cust: Design Assistance all notes on sheet and give a copy of DIR: Drive_I_0970711rf_L00009_]00001 (Aufs This design ie for an Individual building compcoem net Wes system. N nes Seen based on specifications provided M the component manufacturer WO • 0 ri ve_I_0970711rf_LO ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility ie assumed for dimenvonsl accuracy. Dimensions Dsgnr: enm #LC = 55 WT: 205# ere to be variOedM the component manmecturer andfm brdldingd�ener prior to feWicatlon. The bUlding designer must eacertnin that the loads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 utilized on this design mem or exceed the loading Imposed by the local bdlding coda and the Particular application. The design assume; that the top chord T R U S WA L is laterally braced by the root or floor sheathing and the bottom chard is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 n1e4 gmdngshown11Im,Imerefwpportal-panemsmembersonlytoreducebuddinglength. Those mponentshalnotbePacedinmy TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture content of the wood to exceed 19% water cause connector data conosion. Fabricate, hands, Install 'Joint BC Live 0.00 psf P 1.00 / 1.00 1.00 / 07W Building Components Group. Inc. and brace this eves in accordance with the fallowing standards: and Cutting Detail Reports' available as output from Truswal s&tMre, 'ANSIfrPl1',WICA1'-wood Tr Council of America standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION - - BC Dead 10.00 psf O.C.Spacing 2- 0- 0 "45Mdhparfr Or. St. 102, Colo. Spgs., CO 60907 Flats Instie (TPI) Is located 583 D'Onmrio Drive, Maon (BCSI 1-03) and SCSI SUMMARY SHEETS' by WICA and TPI. The Trus RMat dis, , TRUSPLUS 6.0 VER: T6.5.14 N7aconsin53719. Th. American Forest and Paper Association JAFPA) Is located at I Ill 19th Shroat, NW. Ste 800. Washington. DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Residence Truss ID: A3A Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1572 5.50 1.68" 2 35- 9- 4 1829 5.50" 1.95" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 3-4 (LIVE) LC 1 L- -0.28" D- -0.27" T. -0.55" ® 0- loint0 Locations 1 0- 8 7- 8-10 2 7- 8-10 9 15- 0- 0 3 15- 0- 0 10 18- 0- 0 4 23- 3- 2 1121- 3- 2 5 29- 2-12 12 29- 2-12 6 36- 0- 0 13 36- 0- 0 7 0- 0- 0 CRITICAL MEMBER FORCES: TC COMP. W0.. / TENS. WR. CSI 1-2 -2449 1.25 / 112 1.60 0.65 2-3 -1g00 (((1.253)/ 151(((1.603) 0.62 3-4 -1957(1.23)/ 134(1.60) 0.64 4-5 -3408 (C 1.25))/ 84((1.603 0.57 5-6 -4053 1.2f / 121 1.60 0.45 BC COMP. WR. / TENS. W0.. CSI 7-8 -13(1.60 / 1972 1.25 0.77 8-9 -14(1.60 / 1970 1.25 0.74 9-10 / 3098 1.25 0.88 10-11 / 3098 1.25 0.85 11-12 _96(1.60)/ 3780 1.25 0.75 12-13 94(1.60)/ 3784 1.25 0.70 MB COMP. (OU R.)/ TENS. Ou C5I 2-8 / 331 1.25 0.13 2-9 -565(1.25)/ 168 1.60 0.20 3-9 34((1.603/ 1357 1.25 0.55 4-9 -1816 1.25 / 107 1.60 0.74 4-11 / 495 1.25 0.20 5-11 -654(1.25)/ 129 1.60 0.44 S-12 / 28{ 1.25 0.12 TC 2x4 DFL #1 2x6 DFL #2 3-4 BC 2x4 DFL #1 2x4 DFL #1 & Btr. 10-13 WEB 2x4 DFL STANDARD SCAB 2x4 DFL #1 PLT BLK 2x6 DFL #2 2x4 DFL #1 & Stir. 16 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Permanent bracing is required to prevent rotation/toppling. Refer to BCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 9-8-14 5X6 4X4 x 0-4-6 ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL SCAB(s) (cross -hatched area) tobe same size and ggrade as chord to which it is attached. Use 2 scabs (1 ea. face) if indicated. Use 10d nails 0 3" O.C. staggered, per NDS, plus cluster within 12" of the indicated location(s), if shown. Scabs shown must be one continuous piece as input. 1 15-0-0 I 8-3-2 t 12-8-14 1 2 3 4 5 6 7.50 -7.5 4.0 6X6 S=5X8 1, 2-8-7 36-0-0 7 8 9 10 11 12 13 TYPICAL PLATE: 5X6 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overtap with structural plates (or staple(. UPLIFT REACTION(S) : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Support C&C Wind Non -Wind 1 -88 lb This design is for an individualbuiidngcomponemrtmbusesystem.Ithasbeenbasedonspecifice6unsprovidedbythecomponentmanuredure 2 -151 lb This truss is designed using the ® CBC -07 / ASCE7-05 Specification Osgnr: Bldg Enclosed - Yes, Importance Factor - 0.87 #LC 58 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length 80.00 ft Bldg Width 60.00 ft cnm - - Mean roof height - 13.87 ft, mph 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf 20.00 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding T R U S WA L Tributary Area - 76 sqft TC Snow(Pf) ----------LOAD CASE #1 DESIGN LOADS ---------------- SnowDUr L=1.15 P=1.15 Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 36- 0- 0 0.62 TC Vert 84.00 36- 0- 0 84.00 38- 8- 7 0.48 BC Vert 20.00 0- 0- 0 20.00 36- 0- 0 0.00 .Type... lbs X.Loc LL/TL 0.00 psf TC Vert 150.0 21- 6- 0 0.48 1.00 / 1.00 TC Vert 0.0 35- 9- 4 1.00 'ANSIRP! 1', %VrCA 1' - Wood Trues Council of America Standard Design Responsibilities. SUILOING COMPONENT SAFETY INFORMATI ON - x 0-3-15 10= SHIP BUTTE COUNTY BUILDING DIVISION APPROVED IN .. 7#7�j stn C)VII. CF CA1 1/27/2012 268 - Homewood Truss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance DIR: Ori ve_I_0970711rf_L00009_J00001 ( This design is for an individualbuiidngcomponemrtmbusesystem.Ithasbeenbasedonspecifice6unsprovidedbythecomponentmanuredure WC: Dri ve_I_0970711 rf_LO ® and done in accordance with the wment versions of TPI and AFPA design standards. No responsibility is assumed for dimendonal accuracy. Dimensions Osgnr: #LC 58 WT: 257# a re to be verified by the cornponem manufacturer and/or billing designer prior to fabicefion. The building designer must ascertain that the loads cnm - TC Live 20.00 psf Li veDu r L=1.25 P=1.00 utilized on the design mem or exceed ms to king Imposed by the local building code and the particular apdice9on The design assumes mat the top chord T R U S WA L is latently braced by the root or floor sheathing and the broom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Snow(Pf) 0.00 psf SnowDUr L=1.15 P=1.15 SYSTEMS "led. Bmdngshe- I, far iat*1support ofcomponents members only toreduce budding length. This component shelf notbr{lacedInarry nvinerenent that 'All come the moisture content of the wood to exceed 19% andlor cause connector plate conrosiorr. Fabricate, hands, instal TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® and brace this suss In accordance with the following standards: 'Joint and Cutting Detail Reporter available as output from Truawal software. BC Live 0.00 psf 1.00 / 1.00 / 1.00 J7W Building Components Group, Inc. 'ANSIRP! 1', %VrCA 1' - Wood Trues Council of America Standard Design Responsibilities. SUILOING COMPONENT SAFETY INFORMATI ON - BC Dead 10.00 psf O.C.Spaeing 2- 0- 0 4415 Northpark Or. Ste. 102, Cob. Speer, CO 80907 (BCSI 1-031 and •BCSI SUMMARY SHEETS• by WICA and TPI. The Truss Rate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.14 SMscendn53719. The American Forest and Paper Association (AFPA)Islocated at11111MStreet, NW, Ste 800,Washington, DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberq Residence Truss ID: AM Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1355 5.50 1.50" 2 29- 9- 4 1389 5.50" 1.50" 'BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : 'L/999 MEN 9-10 (LIVE) LC 45 L- -0.28" D- -0.15" T. -0.43" EX.WB DEF CRITERIA:L/120 IN MEM 11- 5; T. 0.00" a. Joint Locations J. 0- 0- 0 7 7- 8-10 2 7- 8-108 15- 0- 0 3 15- 0- 0 9 18- 0- 0 4 23- 3- 2 10 23- 3- 2 5 30- 0- 0 11 30- 0- 0 6 0- 0- 0 1-2 2-3 3-4 4-s CSI 0.66 0.6S 0.48 0.84 8C COMP. ('1 R6 TENS. (W R. CSI 6-7 -696 tSS(1. 60 / 23325(5((5(51.60 0.75 7-8 -698 1.60 / 2331 1.60 0,71 8 2496 1.60 0.76 9-10 -687 1.60 / 2496 1.60 0.89 10-11 -899 1.60 / 899 1.60 0.58 WB C@1P.(OUR.)/ TENS.11311R. CSI 2-7 / 3371.5 0.14 2-8 -901 1.60 / 3381.60 0.32 3-8-29 1.60 / 8531.25 0.350-81 3581.60 0.454-10 2881.60 0.17S-10 -365 1.60 / 17461.25 0.75-11 -1319 1.25 / 761.60 0,18 TC 2x4 DFL #1 Web bracing required at each location shown. 2x6DFL #2 3-4 ® See ITWBCG's standard bracing details and BC 2x4 DFL #1alternative methods of bracing. WEB 2x4 DFL STANDARD Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for This design does not account for long term Cq factors and Rotational Tolerances. time dependent loading (creep). Building THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and ANSI/TPI and are reported in available FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Loaded for 10 PSF non -concurrent BCLL. PUBLISHED TABLE VALUES. REFER TO Loaded for 200 lb non -concurrent moving BCLL MANUFACTURER FOR OTHER NAILING OPTIONS. Permanent bracing is required to PLATING BASED ON GREEN LUMBER VALUES. prevent rotation/toppling. Refer to End verticals are designed for axial loads BCSI and ANSI/TPI 1. only unless noted otherwise. Horizontal + + + + + + + + + + r + + + + + + + + + + + loads applied at the end of the extensions Designed for 4.0 K lbs drag load applied have not been considered unless shown. evenly along the top chord to the bottom 20 psf bottom chord live load NOT required chord along partial continuous bearing(s) on this truss, per IBC/IRC requirements for indicated, concurrently with dead loads attics with limited storage. and 0 % live load. Duration -1.60. Partial continuous bearing reaction - 267 Plf Max. Connection (by others) must transfer equal load to each ply (or add-on) shown. 1so•o PB (1) from 0 to 30-0-0 I >��54- ( s -6-1a i 1 2 3 4 5 7.50 7.5 -4.0 6X6 X6 - 2x4 All connector plates are ITWBCG Wave 20 ga., unlessppreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates. are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -83 lb 2 -87 lb This truss . designed using the CBC -07 / ASCE7-OS Specification Bldg Enclosed . Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bidg Width - 60.00 ft Mean roof height - 13.87 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 64 sgft Vertical members exposed to wind: 11- 5 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 30- 0- 0 0.62 BC Vert 20.00 0- 0- 0 20.00 30- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 150.0 21- 6- 0 0.48 9.8-14 SHIP T 2-3-15 1 BUTTE'COUNTY BUILDING G ®I Y ISION APPROVE® 268 - Homewood ® TCr�uss (CA) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been based on specification provided by the component manufacturer and done In accordance with the current versions of TPI end AFPA design mandardL No responsibility is assumed for mmandonal accuracy. Dimensions a re to be verified by the component manufacturer a"are, building designer prior to fabrication. The building designer must ascertain mat the loads Cust: Design Assistance DIR: Dri ve_I_0970711rf_L00009_300001 W0: Dri ve�0970711 rf_LO Dsgnr: cnm #LC - 57 WT: 206# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 ublizea on this design meet or exceed the loading imposed by the local tedlding code and the partiaear application. The design asaurnes mat the top chord T R U S WA L ®SYSTEMS I79B7 Building Components Group, Inc. Is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise notes. Bracing shown is for lateral support of components members only to reduce budding length. Tire component shag not be placed in any environment that will cause the moisture content at the wood to exceed 19% andfo cause connector plate conodw. Fabricate, hands, Install and brace this truss In accordance with the following standards:'Joint and Cutting Detail Reports' available as output from Truswal eollemm, 'ANSIrrPl 1', V I TCA V • Wood Truss Council of America Standard Design Respo sidlNea, BUILDING COMPONENT SAFETY INFORMATION. TC Snow(Pf) 0.00 psf TC Dead 12.00 psf gt Live O. oro psf P BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 1.00 / 1.00 / 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste, 102, Coto. Spas., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) and SCSI SUMMARY SHEETS? by WTCA and TPI. The Two Plate Insittute (TPI) Is located m 583 D'Onodo Drive, Madison, Vvlsconsin53719.TheAmerlcanForestandPaperAssociationlAFPA)ielocatedat111119thStreet,NW.Ste800.Washington.DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Residence Truss ID: A4 Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1444 5.50 1.54" 2 29- 9- 7 1431 1.88" 1.53" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 15-16 (LIVE) LC 2 L- -0.29" D- -0.08" T- -0.37" Joint Locations =do- 0 10 10-10- 4 2 6- 0- 0 11 13- 0- 0 3 10-10- 4 12 15- 0- 0 4 15- 0- 0 13 17- 0- 0 5 19- 1-12 14 18- 0- 0 6 24- 0- 0 15 19- 1-12 7 29-10- 6 16 24- 0- 0 a0- 0- 0 17 29-10- 6 9 6- 0- 0 18 15- 0- 0 CRITICAL MEMBER FORCES: TC C004 MR. / TENS.(MR.) CSI 1-2 -1258(1.253/ 0.41 1-3 -1914(((((1.25)))))/ 0.47 3-4 -610 1.25 / 0.39 4-5 -609 1.25 / 0.39 S-6 -1915 1.25 / 0.41 6-7 -2263 1.15 / 0.36 BC COMP. (MR.)/ TENS. OUR. CSI 8-9 / 1827 1.25 0.57 9-10 / 1825 1.25 0.72 10-11 / 1372 1.25 0.63 11-12 / 1388 1.25 0.41 11-12 -340(1.2 T)/ 537 1.25 0.21 12-13 / 1388 1.25 0.39 12-13-506(1.IS)/ 414 1.25 0.1S 13-14 / 1538 1.25 0.33 13-14 -387(1.60 / 773 1.2S 0.14 14-15 -130(1.60 / 1490 1.25 0.63 15-16 / 18311.25 0.75 16-17 / 1832 1.25 0 .S8 10-11 -302 1.25 / 606 1.15 0.20 14-15 -312 1.25 / 607 1.25 0.13 SIB COMP .(MR, / TENS, (WR. CSI 2-9 -24(1.603/ 193(1.25 0.12 2-10 -446(((((1.25)3))/ 163(((((1.60 0.29 3-10 -45 1.60 / 184 1.2f 0.4S S-15 1.25 0.42 6-15 -457 1.25 / 161 1.60 0.30 6-16 -27 1.603/ 296((1.25)) 0.12 lt 1815 -1109(010.25)/ TENS 16j (010.60) 0.54 3-18 1109 1.25 / 72 1.60 0.54 AW COMP.(WR.)/ TENS. WR. CSI 18-4 / 142 0.96 0.08 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD 2x4 DFL #1 10-3, 15-5 TIE BEAM 2x4 OFL STANDARD ATTIC WB 2x4 DFL STANDARD PLT BLK 2x6 DFL #2 STR BLK 2x6 DFL #2 Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN5I/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Attic tie beamrequires lateral bracing at the interior panel points plus as shown or rigid sheathing is required. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep), Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. Attic room load - 0 psf, plus any added loads indicated. Room LL Defl. is L/540. THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. RANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-0-0 14-10-6 11 2 3 14 5 6 7( 9814 5Xf 3X5 o -a -s 7.50 i II -7.5 100# �, 100# AYr. 2.5X4 .. 2.5X4 S=6X6 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -61 lb 2 -61 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 14.87 ft, mph - 90 ASCE? I Low Hazard, Dead Load = 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 65 sqft ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 10-10- 4 0.62 TC Vert 84.00 10-10- 4 84.00 11- 0- 0 0.48 TC Vert 64.00 11- 0- 0 64.00 19- 0- 0 0.62 TC Vert 84.00 19- 0- 0 84.00 19- 1-12 0.48 TC Vert 64.00 19- 1-12 64,00 29-10- 6 0.62 BC Vert 20.00 0- 0- 0 20.00 10-10- 4 0.00 BC Vert 20.00 10-10- 4 20.00 19- 1-12 0.00 8C Vert 20.00 19- 1-12 20.00 29-10- 6 0.00 3-5 V 20.00 11- 0- 0 20.00 19- 0- 0 0.00 ...Type... lbs X.Loc LL/TL TC Vert 100.0 13- 9- 0 0.48 TC Vert 100.0 16- 3- 0 0,48 9 8 14 SHIP 2 D-5-6 29-10-60-1-10 r8 9 10 11 12 1314 15 16 17 ) STUB TYPICAL PLATE: 1.5X3 All connector plates are rTVJBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). BUTTE TE COUNTY BUILQINU DIVISION A■ ■ RO ® ED 1/27/2012 268 - Homewood T�r�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. cusc: Design Assistance DIR: Drive_L0970711rf_L00009_]00001 (CA) ® pen specifications by the This dedanisfor aninmtidambuadnaeom entnottruss"era. it and done in accordance with the cunent... sions of TPI and AFPA design standarch. No responsibility is assumed for dimensional accuracy. Dimensions era to be verified by Ina component manufacturer entire, building designer prior to fabrication. The Wilding designer mum......In that Ne loads WD: Drive_I_0970711rf_LO Dsgnr: cnm #LC = 74 WT: 222# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 ual¢ed on thin design mem or exceed the loading imposed by the local Wilting code and the pamwar applicatiom The design assumes that the top mord T R U S WA L ® SYSTEMS MW Building Components Group, Inc. is laterally braced by the roof or floor sheathing and the bottom mord is laterally braced by a dgld sheathing material directly attached, uweas otherwise nmed, Bracing h-1. far Island support of components membemonly toreduce budding length. This componemmallnot beplaced Inany environment that wig cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hande, inatem software, and brace the truss in accordance with the following standard.: 'Joint and Cutting Detail Reporter available as output from Truswal softwa •ANSI/TPi1'.WTCAI'•WoodTrussCoundlofAmericaStandardDesignRespondtilities.BUILDINGCOMPONENTSAFETYINFORMATION- TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC BC Live 0.00 psf BC Dead 10.00 psf 5nowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 445 Northpark Dr. Sl¢ 162, Colo. Spgs., CO 80907 I.C. 1-031 end'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Hate Institute (TH) Is located at 583 D'Onofdo Drive, Madsen, TRUSPLUS 6.0 VER: T6.5.14 Wisconsin53719.Th.AmericanForestandPop.A-clabon(AFPA)islocatedat1Ilil9NStreetNW,Sts8W.Washington.DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/240 Job Name: Lundberci Residence Truss ID: B Qty: 1 BRIG X -LOC REACT SIZE REQ'D 1 0- 2-12 1426 5.50 1.52" 2 16- 8-12 6110 5.50" 5.50" 3 42- 3- 4 1410 5.50" 1.50" BRG REINFORCEMENT: BRIG TYPE FACES NAILS LENGTH 2 BBR 1 13 18" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 7-8 (LIVE) LC 66 L- -0.21" D- -0.17" Te -0.38" ® 3oint Locations 1 0- o- 0 10 42- 6- 0 2 6- 2- 0 11 0- 0- 0 3 10- 6- 4 12 8-11-12 411- 1- 0 13 14- 0- 0 5 16- 0- 0 14 16- 8- 8 621- 3- 0 15 26- 6- 0 7 26- 6- 0 16 28- 6- 0 8 31 -10 -ll 17 33-10- 8 9 33-10- 8 18 42- 6- 0 CRITICAL MEMBER FORCES: TC COMP. WR. / TENS.(DUR.) CSI 1-1 -1702 1.25 / 0.93 1-3 -1145 1.2f / 20(1.15) 0.93 3-4 -649 1.25 / 60 1.2S 0.80 4-5 / 1365 1.2s O.SS 5-6 / 1047 1.25 0.90 6-7 -1005(1.25 / 0.79 7-8 -1271((1.25 / 0,79 8-9 -1324 (1.2S / 0.93 9-10 -1975 1.2S / 0.94 BC CO4P.(DUR.)/ TENS. It CSI 11-12 / 1335 1.25 0.59 12-13 92(1.25 / 46S 1.25 0.34 13-14 -92(1.25 / 465 1.25 0.39 14-15 -108(1.25 / 468 1.2S 0.46 15-16 / 1608 1.25 0.43 16-17 / 1608 1.25 0.41 17-18 / 16ll 1.25 0.57 5R COMP.(WR.)/ TFNS.(OUR.) CSI 2-12 -907(1.25)/ 0.32 4-12 / 959(1.25) 0.39 4-14-vso(1.2s)/ 0.60 5-14 -1 aa 1.253/ 0.78 6-14 -3018(1.2S / 0.94 6-15 ( )/ 1203(1.25) 0.49 9-0.19 15 :412 752(1.25)% 137(1.60) 0.27 9-17 / 368(1.25) 0.15 TC 2x4 DFL #1 2x4 DFL SS 3-5 2x6 DFL #1 5-7 BC 2x6 DFL #2 DG SLIDER 2x4 DFL #1 WEB 2x4 DFL STANDARD 2x4 DFL #1 14-6 SCAB 2x6 DFL #2 GBL BLK 2x4 DFL STANDARD 2x6 DFL #2 23 ,29 ,31 Lumber shear all owables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS AND EAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. [+) gable bracing required 0 56" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Plates outside the truss perimeter are designed for the location shown only (DO NOT MOVE!) Trim to match profile if necessary. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. Permanent bracing is required to gprevent rotation/toppling. Refer to CSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. Brg. Block Reinforcing (cross -hatched area) attached to required face(s) of the truss at the noted support(s). Attach each block with lod common nails as indicated evenly spaced and staggered throughout, per NDS. Bl ock(s) must not support any tie-in loads. 16-0-0101 o I 16-0-0 1 2 34 5 6 7 8 9 10 fe" 4x2 NOTCHES I ••. 432 NOTCHES "' 3-0-0 7.50 6X8 3X4 X4 7X8 5) 7 3X4 "" 2X4 -5a 2X4 3 0.0 2X4 3X43S=3X8 6 X4 _3X44 4 • _%iii ���� ��Ili 5X8 1.5X4 S=5X6 2X4 sg� 0-4-6 2.5X4 42-6-0 11 12 13 14 15 16 17 18 TYPICAL PLATE: 1X3 All connector plates are ITV4BCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are .to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support C&C Wind Non -Wind 2 -298 lb 3 -64 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60,00 ft Mean roof height - 14.18 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 201 sgft --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 134.00 0- 0- 0 299.00 16- 6- 0 0.55 TC Vert 299.00 16- 6- 0 299.00 21- 3- 0 0.51 TC Vert 299.00 21- 3- 0 134.00 29- 6- 0 0.51 TC Vert 64.00 29- 6- 0 64.00 42- 6- 0 0.62 TC Vert 84.00 42- 6- 0 84.00 44- 0- 0 0.48 BC Vert 20.00 0- 0- 0 20.00 42- 6- 0 0.00 Attach secondary top chord (if shown) with min. 20 (2x4) or 3x6 plates (2x6) at 24" o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (• ). If multi-plyl%connect the DG sliders using the same naiscrew pattern rnn as the top chord. E COUNTY BviRION UIL®'IV\.A ®� APPROVED 11-3.6 1 SHIP 1/27/2012 268 - Homewood Truss ® ) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indiAdud bulling component not tome "em. N has been based on specifications provided by the component manufacturer and done In accordance vIth the ctmwd rwaiw s 41 TPI and AFPA design standards. No responsibility Is assumed for dimensional a-rucy. Dimensions we to be verified by the component mamdacturu and/or building designer priarto fabrication. The building designer must ascertain mat the leads Dust: Design Assistance DIR: Ori ve�0970711rf_L00009_] 00001 W0: Dri ve_L0970711rf_LO Dsgnr: trim #LC = 67 WT: 652# TC Live 20.00 psf LiveDur L=1.25 P=1.00 uulizedonwsdasim so or exceed meloading!mposedby the local bWdingcode and the partiadarapplication. The design amumuthat the top chord TRUSWAL Is laterally braced by the roof or Our sheathing and the boom mord ie laterally braced by a rigid sheathing material directly attached, unless otherwtsa TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS IrW Building Components Group, Inc. noted. I-Ingmovmiaferlaormeupportofcemponentemembwsonly1.reduce..inglength. This component shall net be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector date corrosion. Fabricate. hands, install and brace the buns in accordance with the following standards: 'Joint and Cutting Oman Reports' available ea output from Trusww software, 'ANSI/SPI 1',W=1'- Wood Truss Council or America standard Design ResponsibiliOes,BUILDING COMPONENT SAFETY INFORMATION- TC Dead 12.00 psf BC Live 0.00 psf P BC Dead 10.00 psf Rep Mbr Bnd / Comp / Tens 1.00 / 1.00 / 1.00 O.C.Spaeing 2- 0- 0 4045 Nonhpw* Di. Sts. 102, Cols. Spga" CO 80907 TRUSPLUS 6.0 VER: T6.5.14 ncfde Ddva, son, ate Inututs (TPI) is located at 583 OMadi (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truaa RD' Wlsconsin53719.TheAmericanForestandPapaAssociation(AFPA)Ialoratedat111119thShow,NW.Ste800.Weshingten,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/36 Job Name: Lundberg Residence Truss ID: B1 Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 673 5.50" 1.50" 2 16- 8-12 2139 5.50" 1.91" 3 42- 3- 4 1096 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 1 L- -0.15" D_ -0.11" Te -0.26" ®" 3oi nt Locations 1 0- o- 0 10 a- =0 2 7- 9- 7 11 8- 4- 3 3 8- 4- 3 12 14- 0- 0 4 16- 0- 0 13 16- 8- 8 5 21- 3- 0 14 26- 8-13 126- 8-13 15 28- 6- 0 7 34- 1-13 16 34- 1-13 8 34- 6-13 17 42- 6- 0 Tc 1-2 2-3 COMP. Du / TENS. WR. CSI -S75 1.25 / 101 1.60 0.44 -336 1.25 / 106 1.60 0.66 3-4 4-5 -579 1.25 / / 21.60 0.66 37"111.25 0.44 S-6 6-7 -512 1.25 / -740 1.251.60 16{1.60 0.40 0.67 7-8 -1111 1.2S / 11{1.60 0.68 8-9 -1356 1.2S / 1101.60 0.53 BC COMP. WR. / TENS. WR. CSI 10-11 11-1Z -168 1.60 / -260 1.25 / 387 1.25 0.46 149 1.60 0.29 12-13 -260 1.25 / 149 1.60 0.35 13-14 14-15 15-16 -120 1.60 / -91 1.60 / -91 1.60 / 159 1.25 0.42 1044 1.25 0.38 1044 1.25 0.34 16-17 -91 1.60 / 1047 1.25 0.48 W8 COMP. WR. / TENS. WR. CSI 3-11 -515 1.25 / 213 1.60 0.23 4-11 4-13 5-13 -198 1.60 / -927 1.2S / -1132 1.25 / 908 1.2S 0.52 106 1.60 0.{0 107 1.60 0.59 5-14 6-14 -1 1.60 / -73 1.25 / 726 1.25 0.30 83 1.25 0.03 7-14 7-16 -659 1.25 / / 160 1.60 0.24 366 1.25 0.15 268 - Homewood Truss TRUSWAL ® SYSTEMS ATW Building Components Group, Inc. 4445 Northpark Or. sire. IOZ Coro. Spgn., CO 10907 TRUSPLUS 6.0 VER: T6.5.14 TC 2x4 DFL #1 BC 2x6 DFL #2 WEB 2x4 DFL STANDARD This design does not account for long term time dependent loading (creep). Building Designermust account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearingQ locations. Install interior support (s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. 1 10-3-11 1 3X4 0-x4-6 co ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. 20 pf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-10-15 15-1 a15 1 23 4 5 6 78 9r 7.50 I 10-6-0 75 1.5X3 S=3.5X6 3.5X5 S=5X6 S=3.5X6 4x8 1.5X4 S=5X6 42-6-0 10 11 12 13 14 15 16 17 r All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). This design based on chord bracing applied per the following schedule: max D.C. from to TC 24.00" 15-10-15 26- 6- 0 UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -82 lb 2 -105 lb 3 -103 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed a Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, 8idg Width - 60.00 ft Mean roof height . 14.15 ft, mph - 90 ASCE7 I Lav Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 85 sqft WAKIVINU Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an Individual building component not truss system. It has been baud on specifications provided by the component manufacturer and done in accordance with the current vendons of TR and AFPA design standards. No responsibility I. assumed far dimensional accuracy. Dimensions are to be verified by the component manufacturer andfor budding designer prior to fabrication. The briding designer must autotafn that the loads utilized on this design mem or exceed the lasting imposed by the local building code and the particular application. The design assumes that the top Mord is laterally braced by the roof or floor sheathing and the bottom Mord is laterally traced by a ri®d sheathing material directly allsched. unleas otherwise noted. Bracing shown is for lateral support of components members oriy to reduce budding length. This component .hall not be placed in any environment that will cause the moisture cement of the wood to exceed 19% antllm cause connector plate corrosion. Fabricate, handle, instal and brace this truss in accordance with the following standarda:'Joint and Cutting Derail Report' eve0able as output from Truswal software, 'ANSIRPI 1', WtCA V- Wood Truss Council of America Standard Design Responsibififies,'BUILDING COMPONENT SAFETY INFORMATION'. (BCS' 1-03) and SCSI SUMMARY SHEETS by WrCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, ..consin 53718. The American Forest and Paper Association (AFPA) Is located at 1111 10th Street, NW, Ste 800, Washington. OC 20038. BUTTE COUNTY BUILDING DIVISION APP R V D V1. 4W IVI` 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf-L00009-100001 W0: Drive_J_0970711rf-LO Dsgnr: cnm #LC = 67 Wf: 335# TC Live 20.00 psf LiveDur L=1.25 P=1.00 TC SnOW(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 Job Name: Lundberg Residence Truss ID: B2 Qty: 6 BAG X -LOC REAR SIZE REQ'D 1 0- 2-12 5785.50 1.50" 2 15- 2-12 1944 5.50" 1.70" 3 42- 4- 4 1218 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 16-17 (LIVE) LC 53 L- -0.20" D- -0.09" T. -0.29" ® Joint Locations - 1 0- 2 7- 0_ 6- 00 1011 07- - 06- _ 00 3 9- 9- 0 12 14- 0- 0 4 16- 0- 0 13 15- 2-12 S 21- 3- 0 14 21- 3- 0 626- 6- 0 15 27- 3- 4 7 34- 3- 0 16 18- 6- 0 8 35- 0- 0 17 35- 0- 0 9 42- 6- 0 18 42- 6- 0 CRITICAL M04BER FORCES: TC CMP. W0.. / 7EM5. WR. CSI 1-2 -685 1.25 / 142 1.60 0.76 2-3 -41 1.25 / 158 1.25 0.76 3-4 -23 1.60 / 300 1.15 0.48 4-5 -441 1.25 / 190 1.60 0.48 5-6 -441 1.25 / 1901.60 0.34 6-7 -982 1.25 / 1871.fi0 0.50 7-8 -1002 1.25 / 132 1.60 0.69 8-9 -1630 1.25 / 14011.60 0.70 eC CMP. WR. / T.I. WR. CSI 10-11 -156 1.60 / 49S 1.25 0.61 11-12 -157 1.60 / 493 1.25 0.57 12-13 -1,1711.60 / 493 1.25 0.48 13-14 -16 1.25 / 122 1.60 0.45 14-15 -37 1.60 / 712 1.25 0.49 IS -16 -SB 1.60 / 1290 1.25 0.54 16-17 -SB 1.60 / 1290 1.25 0.66 17-18 -58 1.60 / 1293 1.25 0.66 WB CMP.(WR.)/ TENS. WR. CSI 2-11 / 363 1.25 0.15 2-13 -692 (1.2S)/ 172 1.60 0.27 4-13 -1436 1.25 / 80 1.60 0.64 4-14 -51 1.60 / 1081 1.2S 0.44 5-14 -370 1.25 / 8< 1.60 0.16 6-14 -537 1.25 / 13 1.60 0.31 6-15 -13 1.60 / 542 1.25 0.22 8-15 -663 1.25 / 1S9 1.60 0.26 8-17 / 357 1.15 0.15 268 - Homewood TCr�uss TRUSWAL ® SYSTEMS IM Building Components Group, Inc. 4448 Monhpana Or. St. 102, Coro. $pg.+., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 0 24" o.c. unless noted. ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-10-15 15-10-15 1 2 3 4 5 6 78 9r 7.50 10-6-0 77.5 S=3X4 3X4 10-3-11 3X4 5=3.5X6 1 2.5X4 x 0-4-6 1.5X3 S=3X4 I2 5X6 5X8 2.5X4 1.5X3 S=3X4 42-6.0 10 11 1213 14 1516 17 18 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). This design based on chord bracing applied per the following schedule: max 0.C. from to TC 24.00" 15-10-1S 26- 6- 0 UPLIFT REACTION(S) : Support CdC Wind Non -Wind 1 -54 lb 2 -74 lb 3 -120 lb This truss is designed using the CBC -07 / ASCE7-OS Specification Bldg Enclosed Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, 8idg Width - 60.00 ft Mean roof height - 14.15 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 85 sqft VVHITN/NV Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is /or an Individual building component nm buss system. b hes been based on specifications provided by the component manufacturer and time in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or bolding designer prior to fabrication. The building designer must ascertain that the loads utl0zed an are design mem or exceod the testing imposed by the local building code and the pantalar application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom c ho d is laterally braced by a rigid sheathing material directly watched, uAms otherwise noted. Bracing shown is for lateral wooer[ of compensate members only to reduce budding length. This component shag not be paced in any environment that will cause the moisture content of the wood to exceed 19% and/or mum connector pate corrosion. Fabricate, handle, install and brace Ws buss In accordance with the following otandards:'Jdm and Cutting Detail Repo" available as output Irom Tnmwm software, 'ANSIfrP1 1'. ;?= V. Wood Truss Council of America Standard Design Responsibilities, 13LOLDING COMPONENT SAFETY INFORMARON- (BCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Hate InstiMe (TPI) is located at 583 D'Onofdo dive, Madson, Vvisoonsin 53719. The American Forest and Paper Association (AFPA) is located at t t t 1 lath Street NW. Ste 800, WuNnOtan, OC 20036. BUTTE COUNTY BUILDING- DIVISION A1PROVED IV 0. 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf_L00009_300001 WO: Orive_T_0970711rf_LO Dsgnr: cnm #LC = 67 W7: 306# TC Live 20.00 psf jLiveD r L=1.25 P=1.00 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 TC: Job Name: Lundberg Residence Truss ID: B3 Qty: 1 BRC X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Web bracing required at each location shown. This design based an chard bracing applied following 1 0- 2-12 2 15- 2-12 658 5.50" 1269 5.50" 1.50" 1.50 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD ® See ITWBCG's standard bracing details and alternative methods of bracing. per the schedule: max 0.C. from to 3 27- 6- 0 929 3.50" 1.50" Lumber shear all owables are per NOS. Designed per ANSI/TPI 1-2002 TC 24.00" 15-10-15 26- 6- 0 4 28- 6- 0 113 3.50" 1.S0 Refer to Joint QC Detail Sheets for This design does not account for long term UPLIFT REACTION(5) 5 30- 1- 8 205 3.50" 1.50" Cq factors and Rotational Tolerances. time dependent loading (creep). Building Support C&C Wind Non -Wind 6 31- 9- 0 211 3.50" 1.50" THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. 1 -58 lb 7 33- 4- 8 217 3.50" 1.50" MULTIPLE LOAD CASES. IRC/IBC truss plate values are based an 2 -52 lb 8 35- 0- 0 739 3.50" 1.50" HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 3 -78 lb -259 lb 9 36-10- 8 215 3.50" 1.50" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and AN and are reported in available 4 -63 lb -222 lb 10 38- 9- 0 216 3.50" 1.50" FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. 8 -79 lb -270 lb 11 40- 7- 8 267 3.50" 1.50" SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Loaded for 10 PSF non -concurrent SCLL. 11 -39 lb -118 16 12 42- 3- 6 1107 5.20" 1.50" PUBLISHED TABLE VALUES. REFER TO Loaded for 200 lb non -concurrent moving BCLL 12 -80 lb -615 lb BRG REQUIREMENTS shown are based ONLY MANUFACTURER FOR OTHER NAILING OPTIONS. Mark all interior bearingg locations. This truss is designed using the on the truss material at each bearing Drainagge must be provided to avoid ponding. Install interior support (s) before erection. CBC -07 / ASCE7-05 Specification MAX DEFLECTION (span) PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral bracing attached to flat Bldg Enclosed Yes, Importance Factor - 0.87 L/971 MEM 11-12 (LIVE) LC 35 + + + + + + + + + + + + + + + + + + + + + + TC as indicated. Lumber must be structural Truss Location Not End Zone L- -0.19" D- -0.04" T- -0.23" Designed for 4.5 K lbs drag load applied ggrade. Brace 0 24" c.c. unless noted. Hurricane/Ocean Line = No Exp Category - C �. )Dant Locations mrm- _;_O 7- evenly along the top chord to the bottom 20 sf bottom chord live load NOT required Bldg Length - 80.00 ft, B1 dg Width - 60.00 ft 1 0- o- 0 11 2 7-6-0 12 14-0-0 chord al on partial continuous bearin (s) 9 P 9 on this truss, er IBC/IRC requirements for P 9 Mean roof height - 14.15 ft, mph - 90 9 P 3 9- 9- 0 13 15- 2-12 indicated, concurrently with dead loads attics with limited storage. ASCE7 I Low Hazard, Dead Load - 12.0 psf 4 16- 0- 0 14 21- 3- 0 and 0 % live load. Duration -1.60. Partial Designed as Main Wind Force Resisting System 5 21- 3- 0 15 27- 3- 4 continuous bearing reaction - 300 Plf Max. - Low-rise and Components and Cladding 6 is- 6- 0 16 27- 6- 0 Connection (b others) must transfer equal Tributary Area - 85 sqft s 35- a- o is 3s- o- o load to each ply (or add-on) shown. 9 42- 6- 0 19 42- 6- 0 ++++++++++++++++++++++ 10 0- 0- a PB (1) from 27-6-0 to 42-6-0 CRITICAL MEMBER FORCES: TC COMP.(WR. / TENS. OUR. 1-2 -809(1.25 / 280 1.60 CSI 0.71 ' ITT COUNTY A� BUTTEvv v Y 2-3 -171(1.2s / 112 1.60 0.74 v 3-/ -99(((1.25 4-5 -6341.60/ 5-6 -1615 1.60 / 135 1.25 3971.60 / 1378 1.60 0.46 0.41 0.38 BUILDING DIVISION 6-7 -1419 1.60 / 1233 1.60 0.47 15-10-15 15.10-15 7-B -1126 1.60 e -s -laza 1.60 / 1141 1.60 / lxss 1.60 0.71 0.71 1 2 3 4 5 6 9 r g"q p �\ BC COMP.(WR. / TENS. OUR. CSI 7.50 1 Q6-0 - -7,5 �� �,••{L�' iV0 �D �� 10 -ll -584(1.60 11-12 -586(((((1.60 / 1179 1.60 / 1177 1.60 0.61 0.58 t n . 12-13 -586 1.60 13-14 -1313 1.60 / 1177 1.60 / 1357 1.60 0.48 0.41 5) 6 4X4 5'(6 14-15 -2087 1.60 15-16 -2923 1.60 / 2253 1.60 / 3081 1.60 0.41 0.60 16-17 7-18 o:io 18-19 i S=3X4 3X4 ►B COMP. (OUR.)/ TENS. WR. CSI 3X4 2-11 2-13 -880 1.60 / 362 1.25 / 174 1.60 0.15 0.34 10-3-11 /[>S=3.5X6 4-13 -988 1.60 / 291 1.60 0.13 SHIP 4-14 -SBI 1.60 s-11 -392 1.25 / 1017 1.60 / N 1.60 0.33 0.17 6-14 -730 1.60 / 869 1.60 61 1.60 0.41 0.19 3X4 3X4 6-15 -126 1.25 8-15 -982 1.60 / / 979 1.60 0.38 = Z e-18 -703(1.60 / 301 1.60 0.27 0-4-6 1.5X3 S=3X4 5X6 3X 0-4-6 e� 42-6-0 10 11 1213 14 1b87 18 19 f All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. 1/27/2012 268 - Homewood Truss ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building comporrent not truss system. It has been basedon specifications provided by the component manufadwer and time in accordance with the conentvefetons of TPI and AFPA design standards. Moreapons4dlitylaeseumadfw Amendonala=m y. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mum ascertain that the loads Cust: Design Assistance DIR: DrIVE_T 0970711rf_L00009_J00001 WO: Drive_I_0970711rf_LO Dsgnr: trim #LC - 73 WT: 306# TC Live 20.00 psf Li veDu r L=1.2 5 P=1.00 uti%zed on Ods design meat or exceed Ne loetina impaaed by the local butting code end me partiNer application. The design emumea that me top chord T R U S WA L ® SYSTEMS AOS Building Components Group, Inc. Is laterally braced by the roof or goof sheaddng end the bottom chord is laterally braced by a rigid sheathing material directly attached. umeas otherwise note4 Brading shown is for lateral support of components members only to reduce budding length. This component she% not be paced in any environment that wll came the moisture content of the wood to exceed 19% andfor cause corunector plate corrosion. Fabricate, hande.Install and brace this buss In accordance with the fallowing standards: *Joint and Cutting Oca3 Reports' available as output frau Tfuswal software, 'ANSI/IPI 1•, WrCA V -Wood Trusa Count col America Standard Design Responsitl9Ueq'BUILDING COMPONENT SAFETY INFORMATION'. TC SHOW (Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnoWDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.10 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 4445 Northpark Of. Sfa 107. Colo. Spills, CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (BCSI 1-03) end BCSl SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) is located at 583 D Crefdo Drive, Madison. 1AA.min53719. Th. American Forest and Paper Association (AFPA)Islocated at111118thStreet, NW, Ste 800.washington,OC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/480 Job Name: Lundberg Residence Truss ID: B4 Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 628 5.50" 1.50" 2 15- 2-12 1180 3.50" 1.50" 3 27- 4- 4 1198 3.50" 1.50" 4 42- 4- 4 741 3.50" 1.50" BRG REQUIREMENTS shown are bad ONLY on the truss material at each bseearing MAX DEFLECTION (span) L/970 MEM 11-12 (LIVE) LC 33 L- -0.19" D- -0.04" T- -0.23" ® Joint Locations 1 0- 0- 0 10 0- 0- 0 1 7- 6- 0 ll 7- 6- 0 3 9- 9- 0 17 14- 0- 0 4 16- 0- 0 13 15- 2-12 S 21- 3- 0 14 21- 3- 0 626- 6- 0 15 27- 3- 4 7 34- 3- 0 16 28- 6- 0 8 35- 0- 0 17 35- 0- 0 9 42- 6- 0 18 42- 6- 0 TC COMP. WR. / TFNS. DUR,CSI 1-2 -772 1.25 / 13a 1.to 0.74 2-3 3-4 -133 1.25 / -62 L.2S / 95 1.25 0.74 197 1.25 0.16 4-5 5-6 -149 J.2S / -149 1.2S / 178 1.60 0.39 178 1.60 0.39 6-7 -100 1.25 / 207 1.25 0.46 7-8 8-9 -120 1.25 / -762 1.25 / 97 1.60 0.76 121 1.60 0.76 eC COMP. Du / 7DI5. ou CSI 10 -ll 11-12 -131 1.60 / -132 1.61 / 568 1.25 0.61 565 1.15 0.58 12-13 13-14 -132 1.60 / -131 1.60 / 565 1.201 0.48 123 1.60 0.44 14-15 15-16 -132 1.60 / -114 1.60 / 130 1.60 0.43 559 1.25 0.47 16-17 17-18 -124 1.60 / -123 1.60 / 559 1.25 0.56 561 1.25 0.62 WB COr4P.(WR.)/ 7FNS. WR. CSI 2-11 2-13 4-13 / -688(1.25 / -678(1.253/ 363 1.25 0.15 172(1.60 0.27 59 1.60 0.30 4-14 -41,11:260 314 1.25 0.13 5-14 6-14 6-101 -393 1.2 / -41 1.60 / -690 1.15 / 8. 1.60 0.17 319 1.25 0.13 68 1.60 0.31 8-15 ((((1.603))/ -695 1.2S / 160 11 0.27 8-17 / 363 1. 0.15 TC 2x4 DFL R1 BC 2x4 DFL X1 WEB 2x4 DFL STANDARD This design does not account for long term time dependent loading (creep). Building Designer must accountfor this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearin@@ locations. Install interior support (s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. 10-3-11 1 2.5x4 X 0-4-6 ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN I5 THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 15-10-15 15-10-15 1 2 3 4 5 6 78 9� 7.50 10-6-0 r 77.5 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15-10-15 26- 6- 0 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -56 lb 2 -53 lb 3 -58 lb 4 -9S lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 14.15 ft, mph - 90 ASCE? I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 85 sgft 42-6-0 _ 10 11 1213 14 1516 17 18 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). BUTTE COUNTY BUILDING DIVISION [ r-) r""OV E D . 1/27/2012 268 - Homewood TCr�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: rivevesi1097071ance DIR: Drive_L0970711rf�00009_J00001 (CA) ® This design isfor anindWdual building component not trusesystem. If has been based onspedflcatl= provided bythe componemmanufacturer and done in accordance with me ahem versions of 7P1 and AFPA design standards, No responsibility is assumed fa dmensionm ecmrmcy. Dimensions arelobevedrredbymecomponemmenWadurerand/orbdldngd"gn*rpdortolebrlcetion ThebWldngdedgnermuaeecedainlhmmeloeda W0: ve_I_0970711rf_LO Dsgnr: cram #LC = 71 WT: 305# TC Live 20.00 psf LiveDur L=1.25 P=1.00 ublaedonthisdesign meatorexceed the loadingImposed bythe lacalbuilding code and the partlmlarapplication. The design assumesthat the top chord TRUSWAL ® SYSTEMS IM Building components Group, Inc. Is laterally braced by the mat or floor sheathing and the batmmchord Islaterally braced byadgidsheatlingmatedmdredtyattached, ardessaherwise noted. Bracing shown is for Intend support of components membere only to reduce budding length. This component ahoil not be placed in any envlrenmentthat Ali Cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate. hanole,Install and brace Oda buss in accordance with the following mandards:'Jdm and Cutting Detail Reports' avalleble as output from Truswal software, 'ANSVrPI 1'. VITCA 1' - Wood Truss Council of America Standard Design Resporsibilifles, 13ULENNG COMPONENT SAFETY INFORMATION' - TC Snow(Pf) 0.00 psf TC Dead 12.00 psf Live . P BC Lio00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mb r Bnd / Comp / Tens 1.10 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 1445 Nbnhpva Or. Sic 102, Coro. Spas.. CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onafdo Drive, Medson, TRUSPLUS 6.0 VER: T6.5.14 Wlsconsin53719. Th. AmedcanForest andPaper Asaodation(AFPA)ie located at1111191hSoon NW. St. 800,Washington, DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/480 Job Name: Lundberct Residence Truss ID: B5 Qtv: 2 REACT SIZE REQ'D 595 5.50 1.50" 1371 3.50" 1.50" 580 HGR 1.50" '5 shown are based ONLY terial at each bearing NOTE support Lonnectionls)/Nanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/805 MEM 12-13 (LIVE) LC 50 L- -0.22" D- -0.08" T- -0.29" EX.WB DEF CRITERIA:L/120 IN MEM 13- 7; T- 0.32" ® 3oint locations 1 0- 0- 0 8 0- 0- 0 2 7- 6- 0 9 7- 6- 0 3 9- 9- 0 10 14- 0- 0 4 16- 0- 0 71 15- 2-12 5 21- 3- 0 12 22- 7- 6 6 26- 6- 0 13 30. 0- 0 TC 1-2 CcMP. WR. / TENS. WR. CSI -714 1.25 / 126 1.60 0.71 2-3 -115 li: / 107 1.25 0.74 3-4 4-5 -99 1.60 / -121 1.60 / 208 1.25 0.46 178 1.60 0.40 5-6 6-7 -205 1.25 / -171 1.60 / 177 1.60 0.10 195(1.60 0.10 BC COMP. WR. / TDIS. WR. CSI 8-9 9-10 -290 1.60 / -291 1.60 / 520 1.25 0.61 517 1.25 0.58 30-11 11-12 -291 1.60 / -185 1.60 / 517 1.25 0.46 205 1.25 0.51 12-13 -166 1.60 / 2Sa(1.60 0.69 Will CQ4P.1111:.)/ TENS. WR. CSI 2-9 / 362 1.25 0.1S 2-11 4-11 -687 1.S / -4581.25 / 17S 1.60 0.26 136 1.60 0.20 S-11 -4801.25 / 31 1.60 0.25-12 01.60 / -801.60 / 179 1.250.06-12 20fi 1.25 0.166-13-4561.2S / 227 1.600.23 7-13 -1401.60 / 118H.60 0.43 268 - Homewood TCrruss TRUSWAL ® SYSTEMS 07W Building Components Group, Inc. 4115 Northpark Dr. Sta 102, Colo. Spas., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD 2x4 DFL #1 13-7 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.S" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 10-3-11 2.5X4 X 0-4-6 Web bracing required at each location shown. ® See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearingg locations. Install interior support (s) before erection. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 9 24" o.c. unless noted. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. 15-10-15 55 , 1 2 3 4 5 to 7 7� 10-6-0 1 30-0-0 18 9 10 11 12 131 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). This design based on chord bracing applied per the following schedule: max o.c, from to TC 24.00" 15-10-15 26- 6- 0 Required bearing widths andbearing areas apply when truss not supported in a hanger. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -66 lb 2 -135 lb 3 -150 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height - 14.15 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 60 sq ft Vertical members exposed to wind: 13- 7 .5X3 1D-3-11 8- -2 SHIP J LUS26 VVHI[IVINV Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an indviduel bugdn9 componem not truss system. it has been based on spedfice8ons Provided by the component manuledurer end done in accordance with the anent version of TPI and AFPA design standards. No responsibility is assumed for dimensional eowmcy. Dimensions are to be vedfied by the component manufacturer and/or Wilding designer prior to fabrication. The building designer must ascertain that the loads utilized an this design meet or exceed the loading Imposed by the local Welding code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom Mord Is laterally braced by a rigid sheathing materiel directly allsched. unless otherwise noted. Bmdng shown is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% andfor cause connemor plate mnosion. Fabricate, hands, instal and brace this truss in accordance with the fallowing standards: *Joint and Cutting Dead Report' available as output from Truawal soft -re. 'ANSIrM 1, WrCA 1' • Wood Truss Council of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMA710fr (BCSI 1.03) end'SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Rate Institute (TPI) Is located at 583 O'Onofdo Drive, Madson, 1Mscondn 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW. Ste 800, Washington, DC 20036. BUTTE COUNTY BUILDING DIVISION ARMO ED 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf-L00009-100001 WO: Drive-L0970711rf-LO Dsgnr: cnm #LC = 59 Wr: 243# TC Live 20.00 psf LiveDur L=1.25 P=1.00 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Find / Comp / Tens BC Live 0.00 psf 1.10 / 1.10 / 1.10 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 Job Name: Lundberg Residence Truss ID: B6 Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Web bracing required at each location shown. This design based on chord bracing applied following 1 0- 2-10 1120 5.20" 1.50" BC 2x4 DFL #1 ® See ITWBCG's standard bracing details and per [he schedule: 2 1-10- 8 305 3.50" 1.50" WEB 2x4 OFL STANDARD alternative methods of bracing. max o.c. from to 3 3- 9- 0 216 3.50" 1.50" 2x4 DFL #1 14-7 Designed per ANSI/TPI 1-2002 TC 24.00" 15-10-15 26- 6- 0 4 S- 7- 8 228 3.SO" 1.50" Lumber shear allowables are per NDS. This design does not account for long term Required bearing widths and bearing areas 5 7- 6- 0 794 3.50" 1.50" Refer to Joint QC Detail Sheets for time dependent loading (creep). Building apply when truss not supported in a hanger. 6 9- 1- 8 201 3.50" 1.50" Cq factors and Rotational Tolerances. Designer must account for this. UPLIFT REACTION(S) : 7 10- 9- 0 213 3.50" 1.50" IRC/IBC truss plate values are based on THIS DESIGN IS THE COMPOSITE RESULT OF Support CBC Wind Non -Wind 8 12- 4- 8 211 3.50" 1.50" testingapproval as required by IBC 1703 MULTIPLE LOAD CASES. 1 -36 lb -877 lb 9 14- 0- 0 215 3.50" 1. SO" ,and and AN and are reported in available HANGERS SHOWN (IF ANY) ARE BASED ON 1.S" 2 -44 lb -155 lb 10 15- 5- 8 741 3.50" 1. SO" document ESR -1118. NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS 3 -2 lb 11 29-10- 4 1387 HGR 1.50" Loaded for 10 PSF non -concurrent BCLL. FOR MULTIPLY CARRYING MEMBERS. HANGERS 5 -76 lb -405 lb BRG REQUIREMENTS shown are based ONLY Loaded for 200 lb non -concurrent moving BCLL SPECIFIED ARE BASED ON TYP. MANUFACTURER'S 9 -36 lb -77 lb on the truss material at each bearing NOall interior bear' @ locations. PUBLISHED TABLE VALUES. REFER TO 10 -42 ib BRG HANGER/CLIP NOTE Install interior suPport(s) before erection. MANUFACTURER FOR OTHER NAILING OPTIONS. 11 -129 lb -684 lb 11 HU526 Support Connection(s)/Hanger(s) are Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. This truss is designed using the CBC ASCE7-05 Specification not designed for horizontal l loads. TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. -07 / Yes, Importance Factor 0.87 SEE SIMPSON CATALOG grade. Brace @ 24" o.c. unless noted. End verticals are designed for axial loads Bldg Enclosed - FOR ADDITIONAL INSTALLATION NOTES + + + + + + + + + + + + + + + + + + + + + + only unless noted otherwise. Horizontal Truss Location - Not End Zone MAX DEFLECTION (span) Designed for 4.5 K lbs drag load applied loads applied at the end of the extensions Hurricane/Ocean Line - No Exp Category - C L/806 MEM 13-14 (LIVE) LC 52 even/ along the to chord to the bottom Y 9 P have not been considered unless shown. Bldg Length - 80.00 ft, Bldg Width - 60.00 ft f height 14.15 ft, 90 L= -0.21" D- -0.08" T- -0.29" chord along partial continuous bearing(s) Hanger nail points that protrude through the Mean foo - mph - EX.WB DEF CRITERIA:L/120 indicated, concurrently with dead loads back face of the girder shall be clinched ASCE7 I Low Hazard, Dead Load - 12.0 psf IN MEM 14- 7; T- 0.32" and 0 % live load. Duration -1.60. Partial or covered for safety. Designed as Main Wind Force Resisting System Components Cladding ® lotnt Location: ® 0 continuous bearing reaction - 291 Plf Max. Connection (by others) must transfer equal 20 Psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for - Low-rise and and Tributary Area - 60 sgft 1 0- 0- a 6 0- a- 2 7- 6- 0 9 7- 6- 0 load to each ply (or add-on) shown. attics with limited storage. Vertical members exposed to wind: 14- 7 3 9- 9- 010 14- 0- 0 ++++++++++++++++++++++ 4 16- 0- 0 11 15- 2-12 PB (1) from 0-0-0 to 15-5-8 5 21- 3- 0 12 1S- 5- 8 6 26- 6- 0 13 22- 7- 6 15-10-1 S 5 '4 7 30- 0- 0 14 30- o- o r1 2 3 5 7 T TY U CRITICAL ME14BER FORCES: TC COMP.1111],I. / TENS. W0.- -16201:0 / 1415 160.77, -11641.6 / 3270 1.60 CSI 0.71 50 10-6-02-3 P BUTTE v B1-2 ` ,g (�{�\�3-4 IV I ^ -11371.60 / 1343 1.60 lora 1.60 0.47 0.40 3 3 X4 6 6 R S , � La f l �� D V4-5 B D5-6 -11751.60 / -7111.60 / 615 1.60 6-7 -309((1.60))/ 311((1.60)) 0.40 0.14 VV yrs q',1 1/02 T1019 (11..6U) 0 35 1.5X3 ,/fir VVV APPROVED �� �� 8g9 (11U.60)/ ,,CSI to ii -11351.60% 87(1.'0) 11-12 -359}21.60 / 465 :ii 0.51 S=3X4 12-13 -825 1.60 / 1117 1.60 (151.60))) 13-14 -276 1.60 / 432 1:60 0.53 0:68 10.3-11 3X4 10.311 ld3 CQ4F. WR. / TENS. WR. CSI & -2 SHIP 2-9 -758 1.60 / 639 1.60 2-11 -3324 1.60 / 1245 1.60 0.29 0.69 4-11 -845 1.60 / 593 1.60 0.37 i 5-11 -1406 1.60 / 1046 1.60 5-13 -1022 1.60 / 1047 1.60 0.82 0.65 6-13 -957 1.60 / 1292 1.60 0.19 3.5X4 I 6-11 -1491 1.60 / 953 1.60 0.73 = J 7-14 -167 1.60 / 118 1.60 0.43 0-4-6 C='4Yd 4X4 -A :n..✓'-r_an :^� "HUS26 30-0-0 '8 9 10 112 13 141 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood TCrAuss WARNING it to the Erecting Contractor. Lust: Design Assistance Read all notes on this sheet and give a copy of DIR: Drive_ 097 11rf_L00009_J00001 C This design is for an individual builcling component net trum system. It has bow based an specifications proyided by the component manufacturer W0: Orive_7 097071970711rf_LO ® mtNo responsibility is assumed for dimensional accuracy. Dimensio and done in accordance with the current veorm of TPI and AFPA design atandarda mn Dsgnr: cnm #LC = 61 lar: 243# are to be verified by the component manufacturer and/or building designer prior tofabrication. The building designer must ascertain that the load. TC Live 20.00 psf Li veDu r L=1.25 P=1.00 utilized on this design most or 1 teed the load", imposed by the local building code and the particularapplication. The design assumes that me top chord T R U S WA L to laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheathing material directly attached, uniess otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 natal Inicing shown I. for lateral support of components members only to reduce budding length. This component shell not be placed In any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that w0 cause the moisture cometh of the wood to exceed 19%andfor rause connector date corroslon. Fabricate. hande, Install BC Live 0.00 psf P 1.10 1.10 1.10 / / J17W Building Components Group, Inc. and brace this truss in accordance with the following mandards:'Joint and cutting Detail Reports' avallaue as output from Truswal software. •ANSVTPI 1', WfCA 1'- Wood Truss Cmndl of America Standard Design Responsibilities, 11uDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4rMpara Dr. Sm 102, Cob. Slags., CO 80907 (SCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Institute (TPI) Is located at 583 D'Onofdo Drive, Madison, MSPLUS 6.0 VER: T6.S.14 Wisconsin 53719. Th. American Forest and Paper Association (AFPA) is located at I 111 Ift Street NW. Ste 800. Washington, OC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: B7 Qty: 4 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Web bracing required at each location shown. details This design based on chord bracing applied following 1 0- 2-12 1260 5.50•' 1.50•• 2 29- 9- 4 1260 HGR 1.501• BC 2x4 DFL #1 WEB 2x4 DFL STANDARD ® See ITMBCG's standard bracing and alternative methods of bracing. per the schedule: max o.c. from to BRG REQUIREMENTS shown are based ONLY 2x4 DFL #1 13-7 Designed per ANSI/TPI 1-2002 TC 24.00" 15-10-15 26- 6- 0 on the truss material at each bearing Refer to Joint OC Detail Sheets for This design does not account for long term Required bearing widths and bearing areas BRG HANGER/CLIP NOTE Cq factors and Rotational Tolerances. time dependent loading (creep). Building apply when truss not supported in a hanger. 2 "HUS26 THIS DESIGN IS THE COMPOSITE RESULT OF Designer must account for this. UPLIFT REACTION(S) : Support Connection(s)/Hanger(s) are MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on Support CBC Wind Non -Wind not designed for horizontal loads. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" testing and approval as required by IBC 1703 1 -81 lb SEE SIMPSON CATALOG NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and ANSI/TPI and are reported in available 2 -158 lb FOR ADDITIONAL INSTALLATION NOTES FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. This truss is designed using the MAX DEFLECTION (span) : SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Loaded for 10 PSF non -concurrent SCLL. CBC -07 / ASCE7-05 Specification L/999 MEM 12-13 (LIVE) LC 50 PUBLISHED TABLE VALUES. REFER TO Loaded for 200 lb non -concurrent moving BCLL Bldg Enclosed - Yes, Importance Factor - 0.87 L- -0.21" D- -0.08" T- -0.30" MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. Truss Location - Not End Zone EX.WB DEF CRITERIA:L/120 T. 0.33" PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral bracing attached to flat Hurricane/Ocean Line No Exp Category - C IN MEM 13- 7: End verticals are designed for axial loads TC as indicated. Lumber must be structural Bldg Length - 80.00 ft, Bldg Width - 60.00 ft a=m= Joint Locations ®m only unless noted otherwise. Horizontal grade. Brace G 24" o.c. unless noted. Mean roof height - 14.15 ft, mph - 90 1 0- g- o s 0- o- o loads applied at the end of the extensions Hanger nail points that protrude through the ASCE7 I Low Hazard, Dead Load - 12.0 psf 2 7- 6- 0 9 7- 6- o 3 9- 9- 0 10 14- 0- 0 have not been considered unless shown. back face of the girder shall be clinched Designed as Main Wind Force Resisting System g 4 16- 0- 0 11 1S- 2-12 20 psf bottom chord live load NOT required or covered for sa ety. - Low-rise and Components and Cladding 5 21- 3- 0 12 22- 7- 6 on this truss, per IBC/I RC requirements for Tributary Area - 60 sqft 6 26- 6- 0 13 30- o- 0 attics with limited storage. Vertical members exposed to wind: 13- 7 7 30- 0- 0 CRITICAL MEMBER FORCES: TC Co"', OUR / TENS. WR, CSI 1-2 -1909 1.2S / 151 1.60 0.68 2-3 -1305 1.25 / 153 1.60 0.67 3-1 -1233 1.25 / 197 1.60 0.59 4-5 -976 1.25 / 201 1.60 0.35 e TTE C ® U NTY jLK/ l``/- BUTTE 5-6 -704 1.25 / 1B9 1.60 0.35 U 6-7 -180 1.60 / 197 1.60 0.11 BC CWP. WR. / TENS. WR. CSI i1 15 -ZD -15 3 �4 $ w ,�Y BUIL®�iiC! �a DIVISION G 8-9 -391 1.66 / 1511 1.25 0.64 9-10 -392 1522 1.25 0.70 7.50 10-6-D '�•�y tit iii VVV 10-11 -392 1522 1.25 0.56 11-12 -245 1.60 / 798 1.25 0.58 12-13 -186 1.60 / 312 1.25 0.69 I j p* ��Iqq�a� ggg®.���,,, i� p� i y O `` E g S �V! Y6r�p P 3 2 X4 6 6 '�q`j WB CWP.(OIIR.)/ TENS. OUR. CSI 2-9 / 346 1.25 0.14 / \ ■ 2-11 -636(1.25)/ 175 1.60 0.24 1.$X3 4-11 / 314 1.25 0.13 5-11 -79 1.60 / 311 1.25 0.18 5-12 -669(1.25 / 160 1.60 0.30 6-12 -89(((1.60 / 909 1.25 0.37 S=3X4 6-13 -1144 1.25 / 233 1.60 0.56 7-13 -151 1.60 / 121 1.60 0.44 10-3-11 2.5x4 1D- 11 & _2 SHIP ' 3X10 , X 0-4-6 1.5X3 S=3X4 4X4 3.5X4 "HUS26 30-0-0 '8 9 10 11 12 13 1 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga" "S" for Super Strength: Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Truss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Dust: Design Asst stance DIR: Drive�0970711rf_L00009_]00001 ( This design prodded by me component manufacturer g system. ft on WO: Drive�0970711rf_LO ' ® end done in accordance with ma current versions of TPI and PFPA design atendards. No rmpor�tiliry is assumed fordlmendonat eenrraq. Dimensions standards. Dsgnr: cnm #LC = 55 Wi: 243# are to be verified by the component manufacturer and/or buflcffng designer pnorto fabricatim. The building designer must ascenalnthat the leads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 uNaed M oris design meet or exceed me loedng Imposed by the local building code and the particularapplication. The design aewmes that the top chord T R U S WA L Is laterally braced by the roof or near sheathing and the bottom Mord ie laterally braced by a dgid sheathing matelot directly attached. unless otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS ,led, &edrtgMowntalarlatermaupportorcomponemnmembersonlytoreducebuddinglength. This component shall net beplaced Inany envi=nt mat will cause die moisture comeof the wood to exceed 19% and/or cause Connector ate corrosion. Fabricate, handle• Inxee m p TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens and Mace this was in accordance with the following standards: 'Joint and cutting Datall Reports ' available as output from Truawal software, BC Live 0.00 psf 1.10 / 1.10 / 1.10 /TBuilding Components Group. Inc. OitY ZSIfM1', WTCA V. wood Truss council of America Standard Design Responsibilities.'BUILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Dr. Sia. 102, Colo. Spgs., CO 60907 (BCSI 1-03) and'BCSI SUMMARY SHEETS' by WTCA and TPI. The Trum Plate Institute (TPI) is located at 583 D'Onollo Drive. Madsen, TRUSPLUS 6.0 VER: T6.5.14 NSeconsin53719. The American Forest and Paper Association (AFPA)islocated 0111119mStreet. NW, Ste 800.Washington. DC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L/48 Job Name: Lundberq Residence Truss ID: B8 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1798 5.50 1.92" 2 29-10- 4 2785 3.50" 2.97" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEN 3-4 (LIVE) LC 2 L- -0.29" D. -0.22" T. -0.52" EX.WB DEF CRITERIA:L/120 IN MEM 13- 7; T- 0.26" ® Jori fit Locatf ons e- 1 0- 0- 0 8 0- 0- 0 2 7- 6- 0 9 7- 6- 0 3 10- 4- 1 10 14- o- 0 4 16- 0- 0 11 15- 2-12 5 21- 3- 0 12 22- 7- 6 6 26- 6- 0 13 30- 0- 0 7 30- 0- 0 CRITICAL MEMBER FORCES: TC COMP. WR. / TENS.(WR.) CSI 1-2 -2822 1.25 / 0.12 z-3-z104(((1.t5 3-4 -2119(1.25 / 0.82 4-S -1726((1.25 / 0.52 S-6 -1446 1.1T / O.S2 0.34 6-7 -251 1.60 266(1.60) C / BC CMP. WR. / TENS. WR. CSI j 8-9 -7 1.60 / 2351 1.25 0.72 9-10 -8 1.60 / 2349 1.25 0.84 10-11 -8 1.60 / 2349 1.25 0.68 11-12 / 1631 1.25 0.70 12-13 / 857 1.25 0.82 UB CMP.(DUR.)/ TFNS.(p10.. CSI 2-9 / 335(1.25 0.14 2-11 -691(1.25)/ 176(((1.60 0.25 4-11 / 404 1.25 0.16 s-u-las�1.6o3/ 223 1.zs 00.41 5-12 -1305 1.2T /O.57 6-12 / 1568(1.25) 0.64 6-13 -2495(1.25)/ 0.88 7-13 -380(1.25)/ 0.40 TC 2x6 DFL #2 2x4 DFL #1 & Btr. 1-3 2x4 DFL 55 3-4 BC 2x4 DFL #1 FILL CHD 2x4 DFL STANDARD 2x4 DFL #1 RSLTC WEB 2x4 DFL STANDARD 2x4 DFL #1 13-7 GBL BLK 2x4 DFL STANDARD 2x6 DFL #2 2 ,5 ,7 12 IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. ®Web bracing required at each location shown See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS AND EAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. [+] gable bracing required 8 56" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. -7.55 E:00 0-6-0 3-6-0 2 3 4 6 ••• 4x2 NOTCHES NCITCHE 2-0-07� 2X42X41 3x4 5X8 3.5X4 10X10 2X4 2X4 r 2X4 2X4 1 S=3X8 2X4 10 1-6 2.5X4 2X4 4 2X4 702 0-0-4 1.5X3 S=3 3X8 6X6 6X6 2.5X4 3X4 1H00 30-0-0 0 3 TYPICAL PLATE: 1X3 All connector plates are ITWBCG Wave IO ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -108 lb 2 -168 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 14.18 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Caoponents and Cladding Tributary Area - 107 sqft Vertical members exposed to wind: 13- 7 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 0- 0 84.00 0- 0- 0 0.48 TC Vert 64.00 0- 0- 0 64.00 15- 0- 0 0.62 TC Vert 134.00 15- 0- 0 214.00 21- 3- 0 0.55 TC Vert 214.00 21- 3- 0 214.00 29-10- 6 0.52 TC Vert 64.00 29-10- 6 64.00 30- 0- 0 0.62 BC Vert 20.00 0- 0- 0 20.00 30- 0- 0 0.00 Attach secondary top chord (if shown) with min. 2x4 (2x4)or 3x6 plates (2x6) at 24" o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (•e•). If multi -ply, catinect the OG sliders using the same nail/screw pattern as the top chord. UNTY BUTTS C®IVfIBIC31�1 BUILDING .5X 10-11-10 8- -2 SHIP C 1/27/2012 268 - Homewood ® Truss C WARNING Read aii notes on this sheet and give a copy of it to the Erecting Contractor. This design Is for an Individual building component not use system. it hes been based on specifications provided by the component manufacturer and done in accordance with the current versions or TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be,eriled by the component manufacturer andlor Wilding designer prior to fabrication. The building designer must ascertain that the loads cust: Design Assistance DIR: Dri ve_I_0970711rf_L00009_]00001 WO: Dri ve_I-0970711rf_LO Dsgnr: cnm #LC - 55 WT: 411# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 utilized alt Lis mem or emceed the lasting imposed by me local bildng code and the particular application. The design assumes that the top chord T R U S WA L ® SYSTEMS J7W Building Components Group. Inc. is bteragy braced by the foal or poor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, urdessutherwise noted Irscing shown Is for ]stand support of components members only to reduce budding length. This component shat not be placed I. my emironmentthat will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, Insist and brace this buss in accordance Wth the following standards 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIfrPl1'.VMTCA1'_WoodTruseCouncilofAmericaStandardDesignResponsibilities,BUILDINGCOMPONENTSAFETYINFORMATON'- TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf P BC Dead 10.00 psf SnowOur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.00 1.00 / 1.00 / O.C.Spacing 2- 0- 0 4415 Northpark Dr. Sto. 107, Cob. Spgs., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Piste Institute (TPI) is located at 583 D'On fdo Drive, Madison• Wiscondn53719. The Amed can Forest and Paper Assodation (AFPA) Is located at 1111 1 M Street NW. Ste 800. Warrhinglon, DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/36 TC: L/36 Job Name: Lundberg Residence Truss ID: BG Qty: 3 BRC X -LOC REACT SIZE REQ'D 1 15- 2-12 3803 5.50 1.S0" 2 42- 3- 4 6379 S.SO" 2.27" BRC REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 1-2 (LIVE) LC 2 L- 0.19" D- 0.24" T- 0.44" EX.WB DEF CRITERIA:L/120 IN MEM 9- 1; T- -0.26" ® Joint Locations - 1 0- 0- 0 9 0- 0- 0 2 0- 6- 3 10 6- 3- 0 3 6- 3- 0 11 11-11-13 4 11-11-13 12 13- 6- 0 5 16- 7- 3 13 16- 7- 3 6 17- 9- 0 14 21- 8- 6 7 21- 8- 6 15 27- 6- 0 8 27- 6- 0 CRITICAL MEMBER FORCES: TC COMP. WR. / TENS. (OUR.) CSI 1-2 -2026 1.25 / 0.05 2-3 -1917 1.2S / O.S4 3-4 -1920 1.25 / 0.54 4-5 -SOSS 1.25 / 0.22 S-6 -8030 1.25 / 0.23 6-7 -8159 1.2S / 0.2S 7-8 -9673 1.25 / 0.28 BC CWP.(WR.)/ TENS. OUR CSI 9-10 -170(1.60)/ 391 1.60 0.12 10-11 / 4261 1.25 0.45 11-12 / 6690 l.tf 0.54 12-13 / 6690 1.25 0.73 is -14s % .iii iris o:ia WE CWP,(OUR.)/ TENS.(DUR.) CSI 1-9 -3686(1.2S)/ 0.78 1-10 / 3581(1.25) 0.49 3-30 / 392(0.90) 0.07 4-10 -4344(1.25)/ O.S9 4-11 / 5464(1.25) 0.74 5-11 -4531(1.25)/ 0.36 5-13 / 5236(1.25) 0.71 7-13 -1581(1.2S)/ 0.09 7-14 / 1389(1.25) 0.19 TC 2X4 DFL #1 x8 DFL #2 2-4 BC 2x6 OFL SS 12-15 WEB 2x4 DFL STANDARD Lumber shear allowables are per NDS. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL 3 -PLY! Nail w/lOd COMMON, staggered(per NDS) in: TC- 2 BC- 3 WEBS- 2 PER FOOT!— Nail in layers or from each face. Cluster screws, if shown are 4.5" long. Install per manufacturer's specifications. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributed sy. in the chords, within 12" of hanger flmmange. Use any other approved detail (by others). IF 2.5 GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cy factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Drainage must be provided to avoid ponding. Permanent bracing is required to prevent rotation/toppling. Refer to BCSI and ANSI/TPI 1. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. This design based on chord bracing applied KING Read all notes on this sheet and give a co of it to the Erecting Contractor. 9 PY 9 per the following schedule: ( max o.c. from to WO • Dri ve_L0970711rf_LO TC 24.00" 15-10-15 26- 6- 0 ,hes assume f Dim end done in accordance with to current veraona of TPI and AFPA design emndartls. No reaponsitiliry Is assumed fordm.rhaona accuracy. Dimensions f T are to be vedfled by the component manufacturer and/or billing designer prior to fabrication. The butting designer must escenan that the loads UPLIFT REACTION(S) : TC Live 20.00 psf Support CBC Wind Non -Wind 1 -222 lb T R U S WA L ® SYSTEMS 17W Building Components Group, Inc. 2 -373 lb TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf This truss is designed using the 445 Abnhpara Or. Sts 102, Colo. Spga., CO 40907 CBC -07 / ASCE7-05 Specification Bldg Enclosed m Yes, Importance Factor - 0.87 TRUSPLUS 6.0 VER: T6.5.14 Truss Location o Not End Zone Bldg Code: CBC -07 Hurricane/Ocean Line a No Exp Category m C Bldg Length - 80.00 ft, Bidg Width - 60.00 ft Mean roof height m 14.15 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area m 242 sqft Vertical members exposed to wind: 9- 1 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 15- 0- 0 64.00 42- 6- 0 0.62 BC Vert 20.00 15- 0- 0 20.00 31- 0- 0 0.00 BC Vert 335.00 31- 0- 0 335.00 42- 6- 0 0.45 ..Type... lbs X.Loc LL/TL BC Vert 4250.0 30- 1- 8 0.48 O-1Jo is 15-10.15 3-PLYS 1 3 ' 4 5 6 7 81 REQUIRED F7.50 I._ 10-6 0 I -7.5d 6X' 2X4 - S=6X6 16d___10c1 NAILS, SDS - Simpson SDS, OR SOW SEWS or equivalent substitute. (•CR) a Special Connection Req. (by others) 4250►( 'P ++++++++++++++++++++++ 15-0-027-6-0 STUB I9 10 11 12 13 14 15 1 TYPICAL PLATE: 3X8 All connector plates are ITVIBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). ,BUTTE COUNTY BUILDING DIVISION APPROVED 10-3-11 SHIP L 4-6 1/27/2012 268 - Homewood T�r�uss KING Read all notes on this sheet and give a co of it to the Erecting Contractor. 9 PY 9 Lust: Design Assistance DIR: Drive_I_0970711rf_L00009_]00001 ( This demon Is for an IndNidua bu--a component trued system. Iwen based on specificationsbiliprovided to component manufacturer WO • Dri ve_L0970711rf_LO ® ,hes assume f Dim end done in accordance with to current veraona of TPI and AFPA design emndartls. No reaponsitiliry Is assumed fordm.rhaona accuracy. Dimensions f T are to be vedfled by the component manufacturer and/or billing designer prior to fabrication. The butting designer must escenan that the loads Dsgnr• cnm #LC = 53 WT: 285# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 ng Imposed by the localdlting code and the particular application, The design assumes that the top chord wu:ed on the design meet or exceed the lancing Ix T R U S WA L ® SYSTEMS 17W Building Components Group, Inc. is laterally braced by the root or floor sheathing and the bottom chord is laterally braced by a rigid sheathing materia tiredly attached, unless otherwise need BradngI-Is far total suppodacomponents members only toreduce buckling length. This componemandnot bepecedinany mrvlronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hand., Inslaa and brace this truss In accordance with the followng standardr.'Joint and Cutting Ornall ReporW available as output fromn Truawal saftware, 'ANSIfrPI 1'. YJTCA 1'- Woad Truss Council at Amedca Standard Design Reaponeibllities. SUILDING COMPONENT SAFETY INFORMATION'- TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 0. C. Spaci ng 2- 0- 0 445 Abnhpara Or. Sts 102, Colo. Spga., CO 40907 (BCSI 1-03) and SCSI SUMMARY SHEETS by WTCA and TPI. The True Rate Inabnda (TPI) Is located at 583 D'Onado Drive, Madsen, TRUSPLUS 6.0 VER: T6.5.14 weconan53719. TheAm.dcanForeatendPaperAssociation(AFPA)islocatedatI11119thSlieetNW.St.BOO.WBeNngton.DC20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: C Qty: 1 �1 Joint Locations WARi�jNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. am 0- a- o 2 2- 8- 0 Io 11 0- o- 0 2- 8- 0 0 4 5- 4- 0 12 13 4- 0- 0 S- 4- 0 5 6- 0- 0 14 6- 8- 0 6 6- 8- 0 1 8- 0- 0 1s 16 8- 0- 0 9- 4- 0 8 9- {- 0 17 12- 0- 0 9 12- 0- 0 CRITICAL MEMBER FORCES: TC 2x4 DFL #1 BC 2x4 DFL #1 GBL BLK 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Permanent bracing is required to Prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 4-1-6 1 Q6 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY CABLE LOADS AND SAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. [+] gable bracing required 0 56" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. This truss is designed usingthe CBC -07 / ASCE7-05 Specification Bldg Enclosed a Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 80.00 ft, Bldg Width a 60.00 ft Mean roof height - 13.56 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - low-rise and Components and Cladding Tributary Area - 50 sgft ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 0.48 TC Vert 134.00 0- 0- 0 174.00 6- 0- 0 0.55 TC Vert 174.00 6- 0- 0 134.00 12- 0- 0 0.53 TC Vert 84.00 12- 0- 0 84.00 13- 6- 0 0.48 BC Vert 20.00 0- 0- 0 20.00 12- 0- 0 0.00 2.5x4 WARi�jNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Dust: Des1 gn Ass1 stance busasy It has been based on specifications by the component manufacturer BUTTE TE C®U, ` TY vlo 9,.5? �T I� q�, 22� �T BUILDING DIVISION 1 91 4 16 1 91 12-� TYPICAL PLATE :1.5X3 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgd sheathing material drectly attached, urdess otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 2-8-6 o TC Dead 12.00 psf ® SYSTEMS environment that Wit cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, install 'Joint zD-0 1.00 / 1.00 / 1.00 IM Building Components Group, Inc. and brace this truss in accordance with the fafloWng standards end Cutting Detail Reports available as output from Truswal sohware, •ANSIfM I'. VVTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spaeing 2- 0- 0 4445 Northpark W. Sts 102, Cala. Slegs., CO 80907 (SCSI 1-03) end'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) le located at 583 D'Onofrio Drive, Medson, 6 -as TRUSPLUS 6.0 VER: T6.5.14 ®VED Bldg Code: CBC -07 2a0 1 3 a s s s 7� 750 2.5x4 Ala connector plates ate ITWBCG Wave 20 ga., unlesoxreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates ate to be positioned per Joint Detaileports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. SHIP 02;6 268 - Homewood Truss s WARi�jNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Dust: Des1 gn Ass1 stance busasy It has been based on specifications by the component manufacturer I� 12-0-0 TNadeal 1sfaranindividual 111ngCompletentnot am. provided and done in accordance With the current versions of T% and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions W0: Dri ve_I_0970711rf_LO Dsgnr: cnm #LC = 34 WT: 79# I� 10 11 2 2-8 0� YI4� 13 Y 19 14 Y 19 1 91 4 16 1 91 12-� TYPICAL PLATE :1.5X3 is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgd sheathing material drectly attached, urdess otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 Ala connector plates ate ITWBCG Wave 20 ga., unlesoxreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates ate to be positioned per Joint Detaileports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. SHIP 02;6 268 - Homewood Truss s WARi�jNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Dust: Des1 gn Ass1 stance busasy It has been based on specifications by the component manufacturer DIDrlve_I_0970711rf_L00009_J00001 R: ® TNadeal 1sfaranindividual 111ngCompletentnot am. provided and done in accordance With the current versions of T% and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions W0: Dri ve_I_0970711rf_LO Dsgnr: cnm #LC = 34 WT: 79# are to be vedfied by the component manufacturer and/or building designer priorto fabrication. The building designer mug eecenain that the leads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 uw ed on this design mem or exceed the wading imposed by the low building code and the particular application. The design assumes that the top chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgd sheathing material drectly attached, urdess otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 need. Bracing shown is for lateral support of components members only to reduce buckling length. This component a hall not be placed In any TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens ® SYSTEMS environment that Wit cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, install 'Joint BC Live 0.00 psf 1.00 / 1.00 / 1.00 IM Building Components Group, Inc. and brace this truss in accordance with the fafloWng standards end Cutting Detail Reports available as output from Truswal sohware, •ANSIfM I'. VVTCA 1'- Wood Truss Council of America Standard Design Responsibilities, 'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spaeing 2- 0- 0 4445 Northpark W. Sts 102, Cala. Slegs., CO 80907 (SCSI 1-03) end'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) le located at 583 D'Onofrio Drive, Medson, TRUSPLUS 6.0 VER: T6.5.14 calx.nain53719. Th. American Forest and Paper Association (APPA) Is lowed at 111119th Street. NW, Ste 8W. Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberq Residence Truss ID: C1 Qty: 4 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 630 5.50 1.50" 2 11- 9- 4 630 5.50" 1.50" 8 R REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 4-5 (LIVE) LC 25 L- -0.08" D- -0.02" T- -0.10" Joint Locations =, _ o- 0 4 0- o- 0 2 6-0-0 5 6- 0-0 3 12-0-0 6 12- 0-0 CRITICAL MEMBER FORCES: TC O5)/ TN8SI(0 CSIO11.61-2 -60 0.26 23 -601 5 / 821.60 026 BC CWP. (DIIR.)/ TENS. WR. CSI 4-S -5(1.603/ 132 1.25 0.42 S-6 -5(1.60 / 432 1.25 0.42 N CWP.(WR.)/ TENS. ((DUR. CSI 2-5 / 326(1.15 0.13 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. I 6.0-0 1 6-0-0 I � i 2 3 x.50 4X5 7.5 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -96 lb 2 -96 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category C Bldg Length - 80.00 ft, Bidg Width - 60.00 ft Mean roof height - 13.56 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 24 sqft (6-0 6 0 I� 12-0-0 4 5 6 All connector plates are fTWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with stntcturel plates (or staple). 2 268 - Homewood Truss WARNING this it to the Erecting Contractor. Cust: Design Assistance Read all notes on sheet and give a copy of DIR: Dri ve_I_0970711rf_L00009_100001 This design is far an Individual building component not truss symem. n has been based on specifications Provided by the Component manufacturer W0: Drive_I_0970711rf_LO ® and done In accordance wimmeCurrent versions of TPI and AFPAdesign standards Noresponddurytoassumed for dimensional accuracy. Dimensions Dsgnr: Crim #LC = 34 WT: 60# ere to be verified by the wmpanent manufacturer and/or building designer prior to fabricator. The building designer mum ascertain that the toads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 witted on thte design mem or exceed me loading imposed by me local building code and the particular application. The design assumes that me top chord T R U S WA L is latez braced by me roof or floor sheathing and me bottom Chord is laterally braced by a rigid eheaWng material directly attached, ublesvomerwise TC Snow(Pf) 0.00 psf SnOwDUr L=1.15 P=1.15 noted.11ngahowni.farlmemisupponofcomponentemembersonlytoreducebuddinglength. This component shall nm be placed In any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens SYSTEMSenvironment that win cease the moisture cement of the wood to exceed 19% and/or cause connector plate conomon. Fabricate, hands. install BC Live 0.00 psf 1.15 / 1.10 / 1.10 "W Building Components Group, Inc. and brace this muss in accordance with the fallowing mandardv'Jaim and Cutting Dalad Relxms' available as output from Truewal eaftmm. *ANSIfTPI 1, WrCA 1 . - Wood Trum; Coundl of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATION' • BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Nonhpara Dr. Sta. 102, Colo. Spgs., CO 00907 (SCSI 1.03) and 13CSI SUMMARY SHEETS" by WTCA and TPI. The Truss Plate Institute (TPI) Is located at 583 D'Onmrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.14 wis irS3719. The American Forest and Paper Association (AFPA)islocated m1III 1g Street NW. Ste 800. Washington, DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/4801 Job Name: Lundberg Residence Truss ID: D Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1204 3.50" 1.50" 2 1S- 7-12 1393 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) - L/999 MEM 6-7 (LIVE) LC 27 L- -0.08" D- -0.07" T- -0.15" EX.WB DEF CRITERIA:L/120 IN MEM 5-11; T- 0.01" Joint Locations 1 0- 0- 0 7 6- 3- 3 2 6- 3- 3 8 10- 4-30 3 10- 4-10 9 14- 7-12 414- 7-12 10 14- 7-12 5 15- 9- 8 11 1S- 9- 8 6 0- 0- 0 CRITICAL MEMBER FORCES: TC CWp. WR.1,� TENS. WR. CSI 1-2 -1762((1.25 108 1.600382-3 -1426(1.25122 1.600.533-4 -493((1.25/ 63 1.60 0.494-5 -500 1.25/ 63 1.60 0.25 BC COMP. (WR. / TENS. WR. CSI 6-7 -148(((1.6033/ 1418 1.25 0.69 7-8 -111(1.603/ 1334 1.25 0.57 8-9 -2C(1.60 / 19 1.2S 0.38 9-10 / 196 1.25 0.14 10-11 -55(1.60)/ 148 1.60 0.05 YB CWP.(WR.)/ TENS. OUR. CSI 10-4 -433(1.25)/ 88 1.60 0.11 2-7 / 299 1.2S 0.12 3-7 -IS 1.60 / 211 1.25 0.09 3-8 -158(1.253/ 154 1.25 0.06 3-30 -992((((1.253))/ 77 1.60 0.44 8-10 -106 1.60 / 1344 1.25 0.55 5-10 -119 1.60 / 1484 1.25 0.60 5-11 -1366 1.25 / 100 1.60 0,25 TC 2x4 DFL 81 BC 2x4 DFL 81 2x4 DFL STANDARD 9-4 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Permanent bracing is required to prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 4� 7 3X8 G-0-6 5 , Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Drainage must be Provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace @ 24" o.c. unless noted. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 7.50 9-3-8 4 5 14-9-8 1 15-9-8 6 7 8 9101 All connector plates are ITWBCG Wave 20 ga., unless _preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail epons. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 6- 4-15 15- 9- 8 UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -99 Ib 2 -114 Ib This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 12.19 ft, mph 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 62 sgft Vertical members exposed to wind: 5 -11 ----------LOAD CASE K1 DESIGN LOADS ---------------- Dir L.PIf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 6- 6- 0 0.62 TC Vert 131.33 6- 6- 0 131.33 15- 9- 8 0.62 BC Vert 41.04 0- 0- 0 41.04 15- 9- 8 0.00 .Type... lbs X.Loc LL/TL TC Vert 194.9 6- 6- 0 1.00 TC Vert 116.9 6- 6- 0 0.00 10 4-4-7 1-0-0 SHIP X4 L. BUTTECOUNTY BUILDING" [3MS;0iA /�P a"' 0Vf f irD 1/27/2012 268 - Homewood Trr�uss WARNING Read notes this it to the Erecting Contractor. Cust: Design Assistance all on sheet and give a copy of DIR: Drive_I_0970711rf_L00009_JO0001 This design is for an Individual building component it the g pon provided W0: Drive_I_0970711rf_LO ® f Dimensions and AFPA dealer atendarea. Noassumedfordimensional and done inatt accordance Win the current version of TPIand/or Dsgnr- cram #LC = 41 WT: 116# ion. The than a ere to be verified by Na component manufacturer andlor btitding designer prior to fabrication. ThebrLdnp designer must ascertain that meloada TC Live 20.00 psf Li veDu r L=1.25 P=1.00 u0 ¢ed on this design meet or exceed the loading Imposed by me local building mda and the per0=rlu application. The design assumes that me top chord T R U S WA L is laterally braced by the real or flow sheathing and the bottom chord is lmeray braced by a dgid sheathing material directly attached, unlessomerwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 radiad.8redngahownisforlmemisupponofcanponenumem6enoNytoreducebucHinglenph. TNscomponent ahallnotbepacedinany TC Dead 12.00 psf Rep Mbr Bnd / Camp / Tens ® SYSTEMS emironment mat Wil cause the mdaNra courant of the wood to escestl 18%end or cease connector dela cortoslon. Fabdmtc hands, Instaa gC Live D.OD psf P 1. QO / 1.00 1.00 / f7w Building Components Group, Inc. end brace this bun in accordance with me following stendsrds:'Jdim and Cutting Dawl Reports' available n output from Truswal software, 'ANSlrrPI 1'. WTCA . - Wood Truss Council of Arnerice Standard Design ResponsibilitecBUILDING COMPONENT SAFETY INFORMATION' - SC Dead 10.00 psf O.C.Spacing 2- 0- 0 4415 NonhpaAr Dr. Sic 102, Colo. Spgs., CO 80907 (SCSI 1.03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Tru. Rate Institute (TPI) is located at 5831YOn fdo Drive, Madson, TRUSPLUS 6.0 VER: T6.5.14 Wsronsn537i9. Th. American Forest and Paper Aswchrion(AFPA)Islocated at11111MStreet NW. Ste 800,Washington,OC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberq Residence Truss ID: D1 Qty: 1 BRG X -LOC REACT SIZE REQ 1 0- 5- 0 644 HGR 1.50" 2 15- 7-12 656 3.50" 1.50" 8RG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 1 LUS26 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 35 L- -0.15" D- -0.07" T- -0.22" EX.WB DEF CRITERIA:L/120 IN MEM 5-11: T. 0.02" ® latae tadaciahs Tc 1-2 COMP. W0.. / TENS. WR. CSI -902 1.25 / 101 1.60 0.19 2-3 -671 1.25 / 116 1.60 0.26 3-4 4-5 -207(1.25 / -20 1.15 / 96 1.60 0.46 95 1.60 0.46 OC COMP. W0.. / TENS. WR. CSI 6-7 -221 1.60 / 700 1.25 0.32 7-8 6-9 -222 1.60 / -3 11.601/ 699 1.25 0.52 6 1.25 0.59 9-10 10-11 / -73(1.60)/ 220 1.25 0.10 195 1.60 0.04 MIB CON P.(W0.. / -508(1.25 / TENS.10116R. CS10-4 1611.0 0.07 2-7 -25(((((1.25 / 2271.25 0.09 2-8 3-8 -257 1.25 / -1 1.60 961.60 0.09 3261.25 0.13 3-10-376 8-10 1.25 / -156 1.60 / 941.60 0.38 5311.2S 0.22 5-10 -190(1.60 / 8671.2f 0.35 5-11-643 1.2S / 1271.60 0.29 TC 2x4 DFL #1 BC 2x4 DFL #1 2x4 DFL STANDARD 9-4 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLV AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. 20 sf bottom chard live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 5 -7 3X4 OT7 1 22 71 50 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 4 5 I 7-3-8 I 3X6 l.bxj 3.bAb z.sX4 LUS26 14-64 1 0-3-4 STUB This design based an chord bracing applied per the following schedule: max o.c. from to TC 24.00" 8- 4-15 1S- 9- 8 Required bearing widths and bearing areas UPLIFIwhentruss not supported in a hanger. Support C&C Wind Non -Wind 1 -55 lb 2 -120 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height - 12.81 ft, mph - 90 ASCE? I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 31 sqft Vertical members exposed to wind: 5-11 4 4-0 5-7-7 SHIP -¢ 1D BUTTE COUNTY BUILDING DIVISION APPROVE® All connector plates are RWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super I Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false fame plates 1 /27/2012 are positioned as shown above. Shift able stud plates to avoid overlapwith structural platers or staple). 268 - Homewood Trr4uls wRNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance TN. design Isfor anIndividual building component not than system. it has been based onspecifications provided bythe component manufacturer DIR: Drive_I_0970711rf_L00009_100001 W0: Drive_I_0970711rf_LO ® and time in accordance with the anent versions at TPI and AFPAdeeign standard, No responsibility is assumed for dimensional acurreay. Dimensions Dsgnr: cnm #LC = 41 vr: 128# T R U S WA L are to be verified by the component manufacturer shelter bulging designer prior to fabrication. The building designer must ascertain that the loads 11111* onIN, design most or e=eetl the loading Imposed by the local building code and the particular application. The design nssumes that the top Mord TC Live 20.00 psf Li veDu r L=1.2 5 P=1.00 i.lateZbraced bythe fear orfloor sheathing and the bottom chord Isdaterelybraced byarigid shocdingmaterial directly attached. umessotherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS noted. long Mown is for Island support of components members only to reduce budding length. This component Mall not be placed in any rhirome'd that vAll came the moisture content of the wood to =ead 19% andlor cause connector plate corrosion. Fabricate. handle. Install TC Dead 12.00 psf Rep Mbr Bind / Comp / Tens and brace this buss in accordance with the fonoWng stendards:'Joim and Cutting Detail Reports' available as output from Tmswm software, BC Live 0.00 psf 1.10 / 1.10 / 1.10 IM Building Components Group, Inc. 'ANSI1TPi 1, WTCA 1'. Wood Truss Council of America Standard Design Responsib8des, BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf 0. C. Spaci ng 2- 0- 0 4445 Abrfhparx Dr. Sic 102, Cola. Spg,, CO 80907 (SCSI 1.03) and'BCSI SUMMARY SHEETS' by WrCA and TPI. The Truss pate Institute (TPI) is located at 583 O'Onofrio Drive, Maclean, TRUSPLUS 6.0 VER: T6.5.14 Wlemnsin53719. The American Forest and Paper Association lAFPA)Islocated at111119mStreet NW,Ste 800,Washington, DC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L/484 Job Name: Lundberg Residence Truss ID: D2 Qty: 1 BRG X -LOC REACT SIZE REQ'0 1 0- 5- 0 644 HGR ED.. 2 15- 7-12 656 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE FOR ADDITIONAL INSTALLATION NOTES MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 36 L- -0.06" D- -0.02" T- -0.08" EX.WB DEF CRITERIA:L/120 IN MEM 5-11; T- 0.07" =. 3oint locations 1 0- 0- 0 7 5- 1- 6 2 5- 2- s e 9-u-15 3 9-11-15 9 l4- 4 14- 4- 8 10 14- 4- 8 4- 8 S 15- 6- 4 11 15- 6- 4 6a-0- 0 CRITICAL MENBER FORCES: and done in accordance with the current versions of TPI and AFPAdmign standards. No responsibility is assumed for dimensional accuracy. Dimensions TC CORP. WR. / TENS. IR. CSI 1-2 -886 1.25 / 95 1.66 0.24 2-3 -535(1.25 / 119 1.60 0.24 3-4 -131((1.25 / 45 -131 1.25 / 99 1.60 0.20 99 1.60 0.18 BC COMP. WR. / TENS. WR. CSI 6-7 -244((1.603/ 679 1.25 0.41 7-8 -245(1.603/ 8-9 -2(1.60 / 677 1.25 0.36 3 1.60 0.38 9-10 / 10-11 -94(1.60)/ 191 1.25 0.08 247 1.60 0.04 yB COMP. WR. / TENS. OUR. C5I 10-4 -282 1.25 / 100 1.60 0.04 2-7 / 2-8 -370((1.25 / 281 1.25 0.11 119 1.60 0.21 3-8 -39(1.60 / 346 1.25 0.14 3-10 8-10 140 1.60 0.32 391 1.25 0.16 5-10 -179 1.60 / 707 1.25 0.29 5-11 -643 1.25 / 160 1.60 0.53 TC 2x4 DFL #1 BC 2x4 DFL #1 2x4 DFL STANDARD 9-4 WEB 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace G 24" o.c. unless noted. Hanger nail points that protrude through the back face of the girder shall be clinched or covered for safety. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 6-10-7 _ 3X4 0.¢6 Designed per ANSI/TPI 1-2002 Thisdesign does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to 3oint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and AN5I/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BOLL. Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless sham. 10-1 11 -2 4 5 7t 50 1 5-3-8 r LUS26 14-64 o3a15-6-4 -a STUB 6 7 8 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 10- 4-15 15- 9- 8 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -51 lb 2 -153 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 13.44 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 31 sq ft Vertical members exposed to wind: 5-11 BUTTE COUNTY BUILDING DIVISION APPROVED 1/27/2012 268 - Homewood Truss WARNING Read ati notes on this sheet and give a copy of it to the Erecting Contractor. Cust: Design Assistance DIR: Drive_I_0970711rf_L00009_J00001 (CA) This designisforanindividualbuildingcomponentnottrusssystem. bbasbeenbaudanspedOcationprovidedbythecomponentmanufacturer W0: Dri ve_I_0970711rf_LO ® and done in accordance with the current versions of TPI and AFPAdmign standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: cnm #LC 41 Vr: 136# are to be verified by the component manufacturerand/or budding designer Prior to fabrication. The budding designer mum ascertain that the loads = uldaed an we design meet sir 11m"d In, loading imposed by the local budding code and the pamadar application. The design assumes that the top chord TC Live 20.00 psf Li veDu r L=1.25 P=1.00 T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord to laterally braced by a rigid sheathing material directly attached, udem otierwiae TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 noted. Bracing shown is for lateral support or components members only to reduce budding length. This component shag not be placed in any TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisturernmentofthewoodtoe:roed19%andfwmuseconnectorplateconodon. Fabricate, handle, Install and brace this buss in accordance with the following standards; 'Joint and Cutting Detail Report' available as output from Tnmwm software, BC Live 0.00 psf 1.10 / 1.10 / 1.10 RDW Building Components Group, Inc. 'ANSNrPI V. WTCA 1'- Wood Truss Council of America Standard Design Responsibildles,'BUILMNG COMPONENT SAFETY INFORMATION• BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4115 Northpark Dr. Sta 102, Colo. Spas., CO 80907 (SCSI 1.03) and SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Rete Institute (TPD is located et 583 D'Onafdo Drive, Madison, TRUSPLUS 6.0 VER: T6.S.14 Wisconsin 53719. The American Forest and Paper Association (AFPA)Islocated at 11111 gin Street. NW, Sts 800.WesNngton,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/484 Job Name: Lundberq Residence Truss ID: D3 Qty: 1 1 .BRG X -LOC REACT SIZE REQ'D 1 0- 5- 0 637 3.50" 1.50" 2 15- 5-12 649 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 27 L- -0.09" D- -0.03" Te -0.12" EX.WB DEF CRITERIA:L/120 IN MEM 8- 4; T. 0.29" ® /line tecarions ENs. DU R. CSI TC COMP. '12 / "961,126 1-2 -846((1.25 / 2-3 -385(1.25 / 90 1.60 0.41 120 1.60 0.41 3-4 -236(1.25 / 123 1.60 0.13 BC COMP. (OUR. / TENS. WR. CSI S-6 -267(1.603/ 6-7 -268 1.60 / 636 1.25 III 634 1.25 0.42 7-8 -121 1.60 / 310 1.60 0.28 WB CORP. (BUR. TENS. OUR. c5I 2-6 / 319 1.25 0.13 2-7 -496 1.25 / 3-7 -135 1.25 / 144 1.60 0.41 135 1.60 0.14 4-7 -166 1.60 / 4-8 -621 1.25 / 571 1.25 0.23 181 1.60 0.97 TC 2x4 DFL 81 2x4 DFL #1 WEB 2x4 DFL STANDARD This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural ggrade. Brace 0 24" o.c, unless noted. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 8- -7 - 3X4 016 ®Web bracing required at each location shown. See ITWBCG's standard bracing details and alternative methods of bracing. Designed per ANSI/TPI 1-2002 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF F ANY) ARE BASED ON 1.5" AND 3.0" MIN. HANGER NAILS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. I 12-1-11 _ I 1 2 4 7.50 3-1-8 � 0-3-4 I 15-4-4 I STUB 5 6 7 8 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 7-10-0 .7 SHIP This design based on chord bracing applied per the following schedule: max o.c, from to TC 24.00" 12- 4-15 1S- 7- 8 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -47 lb 2 -173 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height . 14.06 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 31 sgft Vertical members exposed to wind: 8- 4 BUTTE COUNTY BUILDING DIVISiON `f ■ ROVE® 268 - Homewood Truss WARNING mead ai► notes on this sheet and give a co of it to the Erecting Contractor. 9 PY 9 CUSt: Design Assistance DIR: Drive_1_0970711rf_L00009_100001 ® component not I an system. h has been basad on specifications provided by me componal manufacturer This doyen is for d n Individual t e curreingnt Dim end done in accordance with me current verelom of TPI end AFPA design standards. No responsibility Is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain mm the loads WO • D ri ve_I_0970711 rf_LO Dsgn r • cnm #LC = 41 WT' 119/f TC Live 20.00 psf Li veDu r L=1.25 P=1.00 uoiized on this deal,, meet m exceed me leedin, imposed by the local building code and the paniader application. The design assumes mat the top Mord T R U S WA L ®SYSTSYSTEMSenviroent EMS RM Building Components Group, Inc. is laterally braced by the roof or floor sheathing and the bottom Mord is laterally braced by a dgid shedding material directly attached, urdess otherwise stated. Bracing shown Is ter lateral support or componerds members only to reduce bucHing length. This component shag not be placed in any that will came the moisture cement of the wood to exceed 1911 andfor cause connector plate corrosion. Fabricate, hands, transitTC and brace this truss in accordance w th the following standards: 'Joint and Cutting Detail Reports' available as output from T-1 aahwera, •A s-11',WfCA1'-%Zed Truss Council ofAmericeStandard Design ResponsibiliUca,13UILDINOCOMPONENT SAFETY INFORMAMON'- TC SnoW(Pf) 0.00 psf Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf Snowi L=1.15 P=1.15 Rep Mb r Bnd / Comp / Tens 1.10 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 44 48 Northpark Dr. Sic 102, Colo. Siege., CO 80907 (SCSI 1-031 md'SCSI SUMMARY SHEETS' by WrCA and TPI. The Truss POWs Institute (M) Is located at 583 D'Onmeo Drive, Madson, TRUSPLUS 6.0 VER: T6.5.14 Wsconsin53719. TheAmedanForestandPaperAssociation(AFPA)islocated.1111t19thStreet,NW.Ste800,Weshington.0020036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L 48 Job Name: Lundberg Residence cost: Design Assi stance OIR: Dr'ive_I_0970 Truss ID: G Qty: 1 specifications This design isfor anindhidualbuilding component netbuss"dem. it has bow baud onspedfl e caned version, version, of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions end done in accordance with Mca era to be verified to Me component manufacturer and/or Drildng designer prior to fabrication. The bildng designer moat ascertain Met meleada W0: ve_L09707111rf_L00009_]00001 r: 1rf_LO Dsgnanal #LC = 48 WT: 242# TC 2x4 DFL #1 20.00 psf Designed per ANSI/TPI 1-2002 This truss is designed using the ual¢ed on MIs design meet or exceed me loafing impo ed by Me local bsldng wale and the particular application. The design assumes Mat me top chord joint Locations =, o- 0 21 - 0- o- 0 BC 2x4 DFL #1 SnowDur L=1.15 P=1.15 Rep Mb r Bnd / Camp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 This design does not account for long term CBC -07 / ASCE7-05 Specification 1 1- e- 0 22 2- a- 0 GBL BILK 2x4 DFL STANDARD w4sconefn53719. The American Forest and Pop. Association (AFPA)Islomtedat 111119thBoard, NOW, Ste 800.Washington. OC20036. time dependent loading (creep). Building Bldg Enclosed - Yes, Importance Factor - 0.87 DEFL RATIO: 3 a- 0- 0 23 4- o- o Refer to Joint QC Detail Sheets for Designer must account for this. Truss Location - Not End Zone 4 s- 4- 0 5 6- 8- 0 24 23 S- 4- o 6- 8- 0 Cq falters and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF Hurricane/Ocean Line No Exp Categor - C ft 6 a- o- O 26 6- o- 0 IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 1.5" Bldg Length - 80.00 ft B�dg Width - 0.00 Mean height 13.f4 ft, 90 7 9- 4- 0 8 10- 8- 0 27 28 9- 4- a 10- 8- 0 testing and approval as required by IBC 1703 and AN5I/TPI and are reported in available HANGERS SHOWN (IF ANY) ARE BASED ON NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS roof - mph - ASCE7 I Low Hazard, Dead Load - 12.0 psf 9 11-10- 0 29 14-10- 0 document ESR -1118. FOR MULTIPLY CARRYING MEMBERS. HANGERS Designed as Main Wind Force Resisting System 30 13- 0- 0 11 14- 2- 0 30 31 14- 0- 0 l4- e- 0 Loaded for 10 PSF non -concurrent BCLL. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S -Low-rise and Components and Cladding 12 14- 8- 0 32 16- o- o Loaded for 200 lb non -concurrent moving BCLL PUBLISHED TABLE VALUES. REFER TO Tributary Area - 122 sqft 13 16- 0- 0 33 17- 4- o permanent bracing is required to MANUFACTURER FOR OTHER NAILING OPTIONS. ----------LOAD CASE #1 DESIGN LOADS ---------------- 14 17- 4- 0 1s 16- a- 0 34 35 19- E- o ia- o- 0 prevent rotation/toppling. Refer to May use adequate staples for gable blocks. LOADS Dir L.PIf L.Loc R.PIf R.Loc TC Vert 84.00 - 1- 6- 0 84.00 0- 0- 0 LL/TL 0.48 16 20- 0- 0 17 21- 4- 0 36 37 21- 4- 0 11- 8- o SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. BUILDING DESIGNER MUST VERIFY GABLE AND EAVE LOADS, IF APPLICABLE. THIS TRUSS TC Vert 134.00 0- 0- 0 219.00 13- 0- 0 0.55 1a 12- 8- 0 38 24- o- 0 20 sf bottom chord live load NOT required IS DESIGNED TO SUPPORT THE LOADS SPECIFIED TC Vert 219.00 13- 0- 0 134.00 26- 0- 0 0.52 19 24- o- 0 39 26- o- o on this truss, per IBC/I RC requirements for BASED ON THE O.C. SPACING AND ANY TC Vert 84.00 26- 0- 0 84.00 27- 6- 0 0.48 10 16- 0- 0 CRITICAL MEMBER FORCES: attics with limited storage. ADDITIONAL LOADS SHOWN. BC Vert 20.00 0- 0- 0 20.00 26- 0- 0 0.00 [+] gable bracing required 9 56" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. 2 -B -DOST OST N� O1 OI OI OI O� OIN 9c6 2-8-0 V t0 1 2 3 4 5 6 7 8 9 '10 112 13 14 15 16 17 18 1920 7.50 2.5X4 OVER CONTINUOUS SUPPORT Pq 26-0-0 6- 21 22 23 24 25 26 27 28 1,9 jB1 32 33 34 35 36 37 i9'a 28� o o o o o 0 0 0 0 9 2-8:5 TYPICAL P 5 3 l v1Nl� l �l l �l l vl �� 4 W All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). BUTTE coUIN BUILDING DIVISION APPm Eu 268 - Homewood TCr�uys Rotes on this sheet and give a copy of it to the Erecting Contractor. cost: Design Assi stance OIR: Dr'ive_I_0970 ® ( specifications This design isfor anindhidualbuilding component netbuss"dem. it has bow baud onspedfl e caned version, version, of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions end done in accordance with Mca era to be verified to Me component manufacturer and/or Drildng designer prior to fabrication. The bildng designer moat ascertain Met meleada W0: ve_L09707111rf_L00009_]00001 r: 1rf_LO Dsgnanal #LC = 48 WT: 242# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 ual¢ed on MIs design meet or exceed me loafing impo ed by Me local bsldng wale and the particular application. The design assumes Mat me top chord T R U S WA L ® SYSTEMS IM Building Components Group. Inc. is laterafly braced by the roof or floor sheathing and the bottom chord ie laterally braced by a dgid washing material directly attached,.Nese otherwise ,led, Bracing shown is for lateral support of components members wY to reduce budding length This component shag net be placed in any environment that coal cause Me moisture mmerd of me wood m exceed 19%andfor muse onnedor plate mnoalm. Fabdcate, hands, Install and bmce this truss in accordance with the following standards:'Jolnt and Cutting Detail Reports' available as oumput from Truawal software. •ANSIfrPIV,WTCAV.WoodTrussCwndlofAmericaStandardDesignResponsibilities,'6UILDINGCOMPONENTSAFETYINFORMATION'- TC Snow(Pf) TC Dead BC Live 8C Dead 0.00 psf 12.00 psf 0.00sf P 10.00 psf SnowDur L=1.15 P=1.15 Rep Mb r Bnd / Camp / Tens 1.00 / 1.00 / 1.00 O.C.Spacing 2- 0- 0 445 Northpark Or. St. 102, Coto. Spgx, CO 60907 (SCSI 1-03]1 end'BCSI SUMMARY SHEETS by WTCA and TPI. The Truss Rate Institute (TPI) is located m 583 DIO ofrio Orive, Madsen, TRUSPLUS 6.0 VER: T6.5.14 w4sconefn53719. The American Forest and Pop. Association (AFPA)Islomtedat 111119thBoard, NOW, Ste 800.Washington. OC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberq Residence Truss ID: G1 Qty: 8 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1218 5.50" 1.50" 2 25- 9- 4 1218 5.50" 1.50" BEG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 9-10 (LIVE) LC 38 L- -0.12" D- -0.06" T- -0.18" >® )oin2 locations 1 0- 0- 0 7 6- 8-10 2 6- 8-108 13- 0- 0 3 13- 0- 0 9 14- 0- 0 4 19- 3- 6 10 19- 3- 6 5 26- 0- 0 U 26- 0- 0 CRITICAL MEMBER FORCES: 7C COMP.fl_j'� TENS.<WR. CSI 1-2 -16225 103 1.600.42 2-3 -11315 143 1.600.42 3-4 -11315/ 143 1.60 0.42 4-5 -1622S/ 103 1.60 0.42 BC COMP.WR./ TENS. Oil CSI 6-7 -431.60/ 1287 1.25 0.55 7-a -441.60/ 1285 1.25 0.53 6-9 -441.60/ 1285 1.25 0.43 9-10 -441.60/ 1285 1.25 0.53 10-U -4311.601/ 1287 1.25 0.55 11B COMP. (WR.)I TENS. WR. CSI 2-7 / 320 1.25 0.13 2-a -511 1.25 / 137 1.60 0.51 3-8 46 1.60 / 708 1.25 0.29 4-8 -S11 1.25 / 137 1.60 O.S1 4-10 / 320 1.25 0.13 TC 2x4 DFL F1 BC 2x4 DFL 81 WEB 2x4 DFL STANDARD Refer to Joint OC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 8-5-14 13.5; 2 0-4-6 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. 13-0-013-0-0 r 2 13 4 5t 7.50 4X5 7.5 S=3X4 2s -o -o (6 7 8 9 10 11 All connector plates are RWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strongth. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -101 lb 2 -101 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location Not End Zone Hurricane/Ocean Line - No,Exp Category - C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height - 13.24 ft, mph 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 52 sq ft BUTTE E COUI `TTY BUILDING DIVISION AP ■ ROVED 9-4-14 SHIP S 0-4-6 IN . 7�till CIV1� OF A 1/27/2012 268 - Homewood Truss (CA) WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Dust: Design Assistance DIR: Drive_J_0970711rf_L00009_300001 ® TH. design isfor anindividual budding component not truss system. flimbeenbased onspecifica5onsprovided bythe componammenufacturer d :no done in accordance Wth the current versions of TPI and AFPA design standards. No responsibility is assumed for merrslonal accuracy. Dimensions a to to be verified by the component manufacturer and/or building designer prior to fabrication. The bitdng designer must ascertain that the loch W0: D ri ve_I_0970711 rf_L0 Dsgnr: cnm #LC = 48 WT: 163# TC Live 20.00 psf LiveDur L=1.25 P=1.00 10111 on this design meet or -ad the loading imposed by the local building code and the particular application, The design assumesthat the top chord TRUSWAL ® SYSTEMS RM Building Components Group, Inc. is latefally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing matedm dredly attached, union otherwise noted.longshovmhlorletemlsupportIcomponensmembersa*toreducebuddinglength. This component shelf not beplaced Inany environment that Wilus came the moisture content or the wood to exceed 19%endlor cause connector pate corrosion. Fabricate, hands. InstaInstalland brace db suss in accordance w th the following standards: •Jdm and Cutting Detail Reports• available as output from Truawal ade are. 'ANSIRPI 1', WTCA V- Wood Truss Council of America Standard Design Responsibilities, (BUILDING COMPONENT SAFETY INFORMATION- TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O. C. Spaci ng 2- 0- 0 N45 MONrpant Dr. Sra 102, Colo. Spgs., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) and SCSI SUMMARY SHEETS• by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madsen, Wisconsin 53719. The AmedmnForms and Paper Association (AFPA)islocated atI11119thStrest. NN. Ste 800,Washington. DC20036. Bldg Code: CBC -07 DER RATIO: L/360 TC: L/4801 Job Name: Lundberg Residence Truss ID: H1 Qty: 2 BRIG X -LOC REACT SIZE REQ'D 1 0- 2-12 452 5.50 1.50" 2 9-10- 7 445 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/461 MEM 4-5 (LIVE) LC 27 L. -0.25" 0. -0.16" T. -0.43" ® Joint Locations 1 0- 0- 0 4 0- o- o 2 5- 0- 2 5 30- 0- 3 3 10- 0- 3 CRITICAL MEMBER FORCES:Tc (( 3 1-2 C-3181(010.25)/ T�78(1.60) 0.51 1-2-3B3((1.25JJ/ 79 1.60)) 0.50 ISI 185 CORP6 EO10.60)/ TENS ffit 0.69 TC 2x4 DFL 81 BC 2x4 DFL #1 DG SLIDER 2x4 DFL #1 GBL BILK 2x4 DFL STANDARD THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Attach secondary top chord (if shown) with min. 2x4 (2x4) or 3x6 plates (2x6) at 24" o.c. and applied rotated, in addition to the heel plating shown. The secondary top chord may be notched 1.5" for outlookers, max. DO NOT NOTCH WHERE SHOWN BY (•.•). If multi -ply, connect the OG sliders using the same nail/screw pattern as the top chord. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL May use adequate staples for gable blocks. BUILDING DESIGNER MUST VERIFY GABLE LOADS AND EAVE LOADS, IF APPLICABLE. THIS TRUSS IS DESIGNED TO SUPPORT THE LOADS SPECIFIED BASED ON THE O.C. SPACING AND ANY ADDITIONAL LOADS SHOWN. [+] gable bracing required 0 56" intervals, if exposed to wind load applied to face. See ITWBCG's Gable Bracing Details. 1 2 3 ••• 7.50 4X2 NOTCHES 7 "• 2.5X4 I -I 5 1 O 5 I I 0.0.3 I1 I1N 4 5 TYPICAL PLATE: 1X3 All connector plates are rTWBCG Waw 20 ga., unless preceded by "H" for High Strength 20 Be., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support CBC Wind Non -Wind 1 -55 lb 2 -54 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor . 0.87 Truss Location . Not End Zone Hurricane/Ocean Line . No Exp Category . C Bldg Length . 80.00 ft, Bldg Width . 60.00 ft Mean roof height . 10.75 ft, mph . 90 ASCE7 I Low Hazard, Dead Load . 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area . 20 sgft 3 2 6 SHIP T D -4 - BUTTE COUJNW BUILDING DIVISION 268 - Homewood Truss WARNINGit to the Erecting Contractor. COS:: Design Assistance � Read all notes on this sheet and give a copy of DIR: Drive�_0970711rf_L00009_]00001 Tits design is for anintiwdualbuilding component not truss system It has been baud onspecificationsprovided bydrecomponent manufacture WO: Dri ve_I-0970711rf_LO ® end done in accordance with the anent versions of TPI and AFPA design standards. No responsibility Is assumed for dimenslonal ecWracy. Dimension Osgnr: trim #LC = 33 YIT: 76# ere to be verified by the component manufacturer and/or building designer prior to fabdoation. The building designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1.2 S P=1.00 utilized on this design meet or exceed the loading Imposed by the local building code and the paticvlar application The design assumes that the cop chord T R U S WA L is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheatning material direNy attached, union otherwise TC Snow(Pf) 0.00 psf SnowDU r L=1.15 P=1.15 noted. Bracing he- 1. for later. support of components members only to reduce budding longttL This component shelf net beplaced Inany TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS cause the moisture commit of the wood exceed 19% and/or cause connector plate corrosion. Fabricate, handle, Install environment that will bxc BC Live 0.00 psf 1.15 / 1.10 / 1.10 87WBuilding Components Group. Inc. end brace this truss in accordance with the foaovdng standards:'Joint and Cutting Detail Repots' evaYeble as output from Truswal software. 'ANSITPl1•.veT V- Wood Truss Coundl of America Standard Design Responsibilities. 13UILDING COMPONENT SAFETY INFORMATIOW. BC Dead 10.00 psf O.C.Spacing 2- 0- 0 1045 hbnhpsra Or. Stn 102, Cob. Siege., CO 80907 (BCSI 1-03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss Rate Instibns (TPI) le located at 583 O'Onotdo Drive. Madison, TRUSPLUS 6.0 VER: T6.5.14 W..rudn537119. The American Forest and Paper Association (AFPA) is located at 1111 IMShroKNW.Ste8DO.WasNngtw,DC20036, Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence - Truss ID: H2 Qty: 19 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 452 5.50 1.50" 2 9-10- 7 445 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 29 L. -0.05" D. -0.01" T. -0.06" Joint Locations 1 0- 0- 0 4 0- 0- 0 2 S- 0- 2 5 S- 0- 2 3 10- 0- 3 6 30- 0- 3 CRITICAL MEMBER FORCE5: Tc Camp i UR.)/ TENS.(WR. CSI 1-2 -498(1.253/ 71(1.60 0.17 2-3 -496(1.2S / 73(1.60 0.18 BC COMP.(OUR.)/ TENS. WR. CSI 4-S -3(1.603/ 358 1.25 0.35 S-6 -3(1.60 / 358 1.2S 0.36 WS COMP.(DIIR.)/ TENS.(WR. CSI 2-5 / 300(1.25 0.12 TC 2x4 DFL B1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Ccl factors and Rotational Tolerances. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER MAILING OPTIONS. 5-0-2 12 - 5-0-2 3 7.50 AXI 7.5 5I IS 10-0-3 4 5 6 All connector plates are ITWBCG Wave 20 Be.. unless DDreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail f2eports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. UPLIFT REACTIONS) : Support C&C Wind Non -Wind 1 -55 16 2 -54 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed Yes, Importance Factor . 0.87 Truss Location . Not End Zone Hurricane/Ocean Line . No Exp Category . C Bldg Length . 80.00 ft, Bldg Width . 60.00 ft Mean roof height . 10.75 ft, mph 90 ASCE7 I Low Hazard, Dead Load . 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area . 20 sqft BUTTE C®UNW BUILDING DIVISION APPROVED 2 SHIP T D-4-6 OV0. N 168 - Homewood Truss � WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Cusi: Design Assistance DIR: Ori VeI-_0970711rf_L00009_J 00001 ® This design is for an individual buildne component nm buss system. R has been based on specifications provided by the component manufact er design standards. No responsibility is assumed for dimensional e. Dimensions and done in accordance with the wrtent veralensm TPI and PFPAdealrd are to be verified by the component manufacturer andfor building designer prior to fabrication. The balding designer must ascertain that the loads ull¢ed on this design most m exceed the leading imposed by the local balding code and the particular application. The design assumes that the top chord W0: cI_0970711rf_LO Dsgnr: r• cnmnm #LC = 33 WT: 46# TC Live 20.00 psf LiveDur L=1.25 P=1.00 TRUSWAL MUe is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a dgid sheeng material directly attached, union otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ® SYSTEMS 7W Building Components Group, Inc. noted. Bracing shown Is for lateral support ofcomponents members any toreduce bucMinglength. This component shall net be placed inany ernironment that will cease the moisture cement of the wood to exceed 19% and/or cause connector pfine corrosion. Fabricate, handle, instal and brace this true in accordance with the following sumdards:'Joim and Cutting Detail Reports' evallatle as output from Tnmwal sehwam, 'ANSIfrP1 I% %VTCA V - Wood Truse C-oll of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION' - TC BC BC Dead Live Dead 12.00 psf 0.00 psf P 10.00 psf Rep Mbr Bnd 1.15 O.C.Spacing / Comp / Tens / 1.10 / 1.10 2- 0- 0 4448 Narfhpara W. Sm. 102, Colo. Spas., CO 90907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1-03) 8nd'SCSI SUMMARY SHEETSby WrCA and TP1. The Three Plate Institute (TPI) Is located at 583 D'Onddo Drive, Madison, W ... main 53719. The Americart Forest and Paper Association (AFPA) Is located at 1111 19th Street NW, Ste 8DO. Mshington, DC 20030. Bldg Code: CBC -07 DER RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: H2D Qty: 2 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 452 5.50" 1.50" 2 10- 3- 7 445 3.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 5-6 (LIVE) LC 31 L. -0.05" D- -0.02" T- -0.07" ® Joint Locations 1 0- 0- 0 4 0- 0- o 2 5- 2-10 1 5- 2-10 3 lo- 5- 3 CRITICAL MEMBER FORCES: TC COMP.(WR. / TENS. WR. CSI 1-2 -521(1.25 / 76 1.60 0.18 2-3 -S19(1.25)/ 76 1.60 0.20 BC (UIP. (OtIR.)/ TENS. (llt CSI 4-5 -4(1.603/ 375(1.25 0.36 5-6 -4(1.60 / 375(1.25 0.37 WS CONP.(DUR.)/ TENS .(DUR.) CSI 2-5 / 309(1.25) 0.13 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cy factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss,per IBC/IRC requirements for attics with limited storage. 3 -8 2M T D-4-6 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. + + + + + + + + + + + + + + + + + + + + + + Designed for 0.1 K lbs drag load applied evenly along the top chord to the bottom chord continuously, concurrently with dead loads and 0 % live load. Duration -1.60. Continuous bearing reaction - it Plf. Connection (by others) must transfer equal load to each ply (or add-on) shown. + + + + + + + + + + + + + + + + + + + + + + ! 5.2-10 12 5-2-10 31 7.50 AYS 7.5 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -49 lb 2 -48 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location = Not End Zone Hurricane/Ocean Line No Exp Category- C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 10.81 ft, mph 90 ASCE? I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 21 sgft DY 7 21#7 D47 10-5-3 n 4 5 6 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and /else frame platen are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). BUTTE COUNT' BUILDING DIVISION APPROVED 268 - Homewood Truss WARNING it to the Erecting Contractor. Cust: Design Assistance � Read all notes on this sheet and give a copy of BIR: Orive�_0970711rf_L00009�00001 J This design is for an individualbuilding component trusssystem. Rhea been based on specifications provided by the component manufacturer WO: Dri Ve_I_0970711rf_LO ® and done in accordance Win the mrnemversions ofTPI and AFPAdesign standards No responsivity is assumed for dimensional accuracy. Dimensions Dsgnr• cram #LC = 35 WT: 47# are to be verified by the component manufacturer and/or bidding designer pdorto fabrication. The building designer must ascertain mat the loads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 uat¢ed on this deign meet or exceed me loading imposed by the local building rode and mchord particular application. The design aseumes that the top ord T R U S WA L Is laterally braced by the rout orfloot sheathing and the bottom chord Is laterally braced by a dgid sheathing material drectly attached. urdeeaomerwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 SYSTEMS componesmembersonlytoreducebuddinglength. TNscomponentshall not bedacedinany nates Bracing"wnleto' l"'"Ppoddm envinumentthat will came the moisturecement ofthe wood toexceed 19% and/or muse connector plate corroslom Fabricate. handle, Install TC Dead 12.00 psf Rep Mbr Brill/ Comp / Tens ® and trace this buss in accordance with the Wowing standards:'Jdm and Cutting Detail Reports' available as output from Truswal software, 0o 0.sf BC Live P 1.15 / 1.10 / 1.10 JIM Building Components Group, Inc.. •ANSlfrpl l', VJTCA V- Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION'- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4445 Northpark Or. Ste. 102, Colo, Spga., CO 80907 (BCSI 1-03) and'BCSI SUMMARY SHEETS by WTCA and TPI. The Tmas Plate Institute (TP) Is located at 583 D'Onddo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.14 y-rutinS3719. The American Forest and Paper Association (AFPA)Islocated atII1119mStreet NW, Ste 800.Washington. DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: MG Qty: 2 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 1321 5.50 1.50" 2 6- 2-12 1321 5.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing 'MAX DEFLECTION (span) : �L/938 MEM 1-2 (LIVE) LC 1 L- -0.08" D- -0.08" T- -0.15" EX.WB DEF CRITERIA:L/120 IN MEM 4- 2; T. 0.00" Joint Locations 1 0- 0- 0 3 0_=0 z 6- s- e 4 6- s- s 1T2 COMP 7ffl1 RU))% Tl72 (ff1 1i)) CSI 3-4 comp -31(C1u60))/ TE121((1.60) 0.78 CST 2� cUMii(Wzs)% TlsB(W6o) 0 oa TC 2x4 DFL #1 BC 2x6 DFL #2 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent SCLL. Loaded for 200 lb non -concurrent moving BCLL + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads and point loads converted to PLF loads only. Concentrated loads MUST be distributed to each ply equally. Multi -ply with hangers are based on hanger nails using 3.0" nails min. into the carrying member. If shown, use additional fasteners for point loads from the back plys, distributed symm. in the chords, within 12" of hanger flange. Use any other approved detail (by others). IF 2.5' GUN NAILS ARE USED, ANY NAIL CLUSTER AMOUNTS SHOWN MUST BE INSTALLED FROM THE FRONT AND BACK FACE EQUALLY (TOTAL NAILS e DOUBLE THE AMOUNT SHOWN). 10d - 10d NAILS, SDS - Simpson SDS, OR SOW SCREWS or equivalent substitute. (') - Special Connection Req. (by others) + + + + + + + + + + + + + + + + + + + + + + 2-PLYS REQUIRED Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER MAILING OPTIONS. Permanent bracing is required to prevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. PLATING BASED ON GREEN LUMBER VALUES. End verticals are designed for axial loads only unless noted otherwise. Horizontal loads applied at the end of the extensions have not been considered unless shown. 2 -PLY! Nail w/10d COMMON, staggered(per NDS) in: TC- 2 BC- 2 WEBS- 2 -PER FOOT!" Cluster screws, if shown, are 3" long. Install per manufacturers specifications. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 4.00 I 3 4 6-5.8 _ 1 2-5-12 UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -327 lb 2 -327 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed a Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean LineNo Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 10.09 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 63 sgft Vertical members exposed to wind- 4- 2 ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 6- 5- 8 0.62 SC Vert 345.00 0- 0- 0 345.00 6- 5- 8 0.45 BUTTE COUNTY BUILDING DIVISION I 1_1 OVC D IV1'll- All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates for staple). 1/27/2012 268 - Homewood Truss WARNINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. CUSt: Design Assistance � This design Is for anIndividual building component not trues sydem.Ithas been based on specifications provided bythe component manufacturer DIR: Dr1Ve_I_0970111rf_L00009_J00001 W0: ve_L097071 rf_LO ® end done In accordance with the current ventiona of TPI and AFPA design standards. No resporrebitity is assumed for dimensional accuracy. Dimensions Dsgnr: Cnm #LC = 36 47T: 33# 11 to be verified by the component manufachear andlor building designer print to fabrication. The Wilding dee)gner must ascertain that the toads TC Live 20.00 psf LiveDur L=1.25 P=1.00 utilizedonwedesign meet ofmmeadthe loedngimposed bythe lowWaatigcode and the pamwiarapplication. The design assamesthat the top chord TRUSWAL Is laterally braced by the roof or floor sheathing and the bottom chord is laterdy braced by a rigid eheaWng material directly attached urim amerwise TC Snow(Pf) 0.00 psf SnowDUr L=1.15 P=1.15 ® SYSTEMS noted. Bracing shown is for lateral support afcomponenbmembers only toreduce bucidin=length. This componemshall not beplaced Inany environmemthat will cause the moisture content of the wood to exceed 19% sister reuse connector pate comodon. Fabricate, handie, inmae TC Dead 12.00 psf BC Live 0.00 psf P Rep Mbr Bnd / Comp / Tens 1.00 1.00 1. Do / / orw Building Components Group, Inc. and baee this truss in accordance with the following manderds:'Joint and Cutting Detail Reports' eva0abie as output from Trus" software, •ANSVTPl 1, WTCA 1'- Wood Tnrrs council of Amedca Standard Design Responsibilities, 13UILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O. C. Spaci ng 2- 0- 0 4445 Norerpara Dr. Sfa. 102, Colo. Spas., CO 80907 (BCSI 1.03) and SCSI SUMMARY SHEETS' by WFCA and TTI. The Trials Plate Imtihde (TPI) is located at 583 D'Onotrio Drive, Madison, TRUSPLUS 6.0 VER: T6.5.14 Wticansin5371g.TheAmericanForestandPaperAssociation(AFPA)ielocatedst11111IthStreetNW,Ste800.Washington,DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/484 Job Name: Lundberg Residence Lust: Design Assistance DIR: Drive�_0970711rf_L00009_300001 Truss ID: P Qty: 1 Joint Locations ® TC 2x4 DFL #1 WT: 76# Designed per ANSI/TPI 1-2002 This truss is designed using the 1 0- o- 0 10 0- o- 0 = BC 2x4 DFL #1 ualhed on this deelQ most or exceed Oho loading imposed by the local building code and the paniaaar application. The design avaumes that the rap Mord This design does not account for long term CBC -07 / ASCE7-05 Specification 2 1- 4- 0 11 1- e- 0 GBL BILK 2x4 DFL STANDARD SnowDur L=1.15 P=1.15 Rep Mbr Brill /Comp /Tens 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 time dependent loading (creep). Building Bldg Enclosed Yes, Importance Factor - 0.87 3 2- 8- a 12 2- a- 0 Refer to Joint QC Detail Sheets for DER RATIO. L/360 Designer must account for this. Truss Location a Not End Zone 4 a- o- 0 13 4- o- o s s- 6- 0 1d s- 6- 0 Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF Hurricane/Ocean Line ; No Exp Category C g y 6 6- 8- 0 J5 6- e- 0 0- 0 IRC/IBC truss plate values are based an by 1703 MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" Bldg Length - 80.00 ft, B�dg Width 60.00 ft Mean height 12.53 ft, 90 7 8- 0- a 16 a- e 9- 4- a 17 9- 4- o testingg and approval as required IBC and ANSI/TPI and are reported in available NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS roof - mph - ASCE7 I Low Hazard, Dead Load s 12.0 psf 9 11- o- a 1e u- o- o CRITIfAL MEMBER FORCES: document ESR -1118. FOR MULTIPLY CARRYING MEMBERS. HANGERS Designed as Main Wind Force Resisting System Loaded for 10 PSF non -concurrent BCLL. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S - Low-rise and Components and Cladding Loaded for 200 lb non -concurrent moving BCLL PUBLISHED TABLE VALUES. REFER TO Tributary Area - 47 sgft Permanent bracing is required to MANUFACTURER FOR OTHER NAILING OPTIONS. ----------LOAD CASE #1 DESIGN LOADS ---------------- prevent rotation/toppling. Refer to May use adequate staples for gable blocks.. Dir L.Plf L.Loc R.Plf R.Loc LL/TL BCSI and ANSI/TPI 1. BUILDING DESIGNER MUST VERIFY GABLE LOADS TC Vert 84.00 0- 6- 0 84.00 2- 0- 0 0.48 PLATING BASED ON GREEN LUMBER VALUES. AND EAVE LOADS, IF APPLICABLE. THIS TRUSS TC Vert 144.00 2- 0- 0 174.00 5- 6- 0 0.54 20 sf bottom chord live load NOT required IS DESIGNED TO SUPPORT THE LOADS SPECIFIED ON THE O.C. SPACING AND ANY TC Vert 174.00 5- 6- 0 144.00 13- 0- 0 0.53 TC Vert 84.00 13- 0- 0 84.00 14- 6- 0 on this truss,per IBC/IRC requirements for attics with limited storage. BASED ADDITIONAL LOADS SHOWN. 0.48 BC Vert 20.00 2- 0- 0 20.00 13- 0- 0 0.00 [+]gable bracing required G 56" intervals, Adequate bracing or sheathing is required if ife'to wend load applied to face. See ITWBCG's Gable Bracing Details. To prevent the truss from racking due to lateral loads. Lateral loads and their connections are the responsibility of the building designer. ,�-0 4TQ � QTQ � QTQ NTQ QTQ QTQ QTo Y 9 9 id/ BUTTE COUNTY '� N 530 11 ,, � % 5o ; IS jt �(�/ J(�\� � ��\) /f, ,}�°y� 1 p BUILDING BUIL UINC DIVISION 2 4 6 77-0 8 91 7� � s a D Al r1 a AYS 3.5q -31 50 5-0-8 1 1 s0-6 � 1-6-0 1 24 1140-0 fTu-u I STUB 10 11 12 13 14 15 16 17 18 'TUB 14� 00 41116 0 00 019 0 00 0 140 �aD a4 tD r Nao v0 vv aoO TYPICAL PLA : 1.5 All connector plates are fTWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or ataple). 4810 T SHIP 1-0-6 DTo 1/27/2012 268 - Homewood Truss � WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: Design Assistance DIR: Drive�_0970711rf_L00009_300001 J ® end done in ettordanca xith tha eurrent verdona of TPl ane AFPAeeelen standards. No rssponsitiliry le eswmed for dimemionelatturocy. Dimensions and design is ordar an cewthth..ual ngcom onent i-olT Wasryctem. Hhssbeen rds. onepadficetionaprovided bythe componammanufy. Dim are to be verified by the component manufacturer and/or budding designer prior to fahicallon. The building designer moat ascertain that the loads WO: DriVe_I_0970711rf_LO Dsgnr• cram #LC = 33 WT: 76# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 ualhed on this deelQ most or exceed Oho loading imposed by the local building code and the paniaaar application. The design avaumes that the rap Mord T R U S WA L ® SYSTEMS J7W Building Components Group, Inc. Ie laterally braced by the roof or floor Mealtdng and the bottom Mord is laterally braced by a rigid sheathing material direly attached, unless otherwise noted.Iling shaven is for lateral wppon of components.membera only to reduce budding length. This component shall net beplaced Inany environment that win cavae the moisture content of the wood to exceed 19%angor cause connector plate corrosion. Fabricate, hands, Install and brace this truss in accordance with the following stendarm:'Joint and Cutting Decal Reports' available ea output from Tnmwal eofnvent. 'ANSV1Pl 1•. VVTCA V. wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION- TC TC BC BC Snow(Pf) 0.00 psf Dead 12.00 psf Live 0.00 psf Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Brill /Comp /Tens 1.00 / 1.00 / 1.00 0. C. Spaci ng 2- 0- 0 4445 Northpark Dr. Ste. 102, Colo. Sp9a., CO 80907 TRUSPLUS 6.0 VER: T6.5.14 (SCSI 1.03) and SCSI SUMMARY SHEETS' by WrCA and TPI. The Tmss Lute Institute (TPI) is located at 583 D'Onofdo Drive, Madison, Wbcondn53719. Th.AmsdcenForestandPaperAssociation(AFPA)tolocatedat1111190hStreetNW,Ste800.Washington.DC20036. Bldg Code: CBC -07 DER RATIO. L/360 TC: L/480 Job Name: Lundberg Residence Truss ID: P1 Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 305 S. 50 1.50" 2 2- 1-12 623 S. 50" 1.50" 3 12-10- 4 623 5.50" 1.50" 4 14- 9- 4 305 5.So" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 8-9 (LIVE) LC 31 L- -0.06" D- -0.02" T- -0.08" ® Joint Locations 1 0- 0- 0 6 0- 0- 0 2 2- 1-12 7 2- 1-12 3 7- 6- 0 8 7- 6- 0 4 12-10- 4 9 12-10- 4 5 15- 0- 0 10 15- 0- 0 CRITICAL MEMBER FORCES: TC COMP. DOR. / TENS. W0.. CSI 1-2 -90 1.60 / 147 1.25 0.25 2-3 -617(1.25 / 38 1.60 0.24 3-4 -617 1.25 / 38 1.60 0.24 4-5 90 1.60 / 147 1.25 0.25 BC COMP.(WR. / TENS.11..:2 WR. CSI 6-7 -101(1.253/ 7450.337-8 -51 1.25 / 149125 0.35B-9-2 1.25 / 1491.25 0.35 9-10 -101 1.25 / 741.25 0.33 Will Cm4P.(WR.)/ TENS. OUR. CSI 2-7 -556(1.25))/ 137 1.60 0.06 2-8 / 425 1.25 0.17 3-8 / 118 1.25 0.17 4-8 / 425 1.25 0.17 4-9 -556(1.15)/ 137 1.60 0.06 268 - Homewood Truss ® ) TRUSWAL ® SYSTEMS JM Building Components Group, Inc. 4445 Northpanit Dr. Ste. 102, Cofo. Spfpt , 00 80907 TRUSPLUS 6.0 VER: T6.5.14 TC 2x4 DFL #1 BC 2x4 DFL #1 WEB 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBCtruss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Shim bearings (if needed) for req. support. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. So -10 0-4-6 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Install interior support(s) before erection. PLATING BASED ON GREEN LUMBER VALUES. 6-0 $0 1 2 4 5 7r 50 4X5 I 1 150-0 r= I t 6 7 B 9 10 All connector plates are 1TWBCG Wave 20 ga., unless ppreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). UPLIFT REACTION(S) : Support C&C Wind Non -Wind 1 -56 lb 2 -51 lb 3 -51 lb 4 -56 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 12.53 ft, mph - 90 A5CE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 30 sgft 511-10 SHIP 04-6 WAKIVIIV U Read all notes on this sheet and give a copy of it to the Erecting Contractor This design is for an Individual bullring component not truss system. It has been based an epedficallom provided by the component manufacturer end done in accordance with the cunent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer andlor Mdlding designer prior to fabrication. The balding designer must ascertain that the loads umbed on this design meet as exceed the loaring imposed by the local bdlding code and the parbadar application The design assumes that the top chord Is laterally braced by the roof or poor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bmdng shown Is for lateral support of components members only to reduce budding length. This component shall not be placed in any environment that will cause the moisture coment of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hands, Install and brace this truss in accordance with the following standards:'Jdnt and Cutting Detail Repom' available as output from Truswal software, 'ANSI/SPI 1', WTCA V - Mad Truss Council of America Standard Design ResponsiWities, 'BUILDING COMPONENT SAFETY INFORMATION - (SCSI 1-03) end'BCSl SUMMARY SHEETS by WSCA and TPI. The Truss Floe Institute (TPI) is located at 583 D'Onofdo Drive, Madisan, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 1lith Street NW Ste 900, Washington, OC 20036. BUTTE COUNTY BUILDING DIVISION APPROVED r Co 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf_L00009_100001 WO: Drive-T-0970711rf-L0 Dsgnr: cnm #LC = 43 Wr: 93# TC Live 20.00 psf LiveDur L=1.25 P=1.00 TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 TC Dead 12.00 psf Rep Mbr Brill / Comp / Tens BC Live 0.00 psf 1.15 / 1.10 / 1.10 BC Dead 10.00 psf O.C.Spacing 2- 0- 0 Bldg Code: CBC -07 Job Name: Lundberg Residence Truss ID: P2 Qty: 1 X -LOC REACT SIZE REQ -0 0- 2-12 756 5.50 1.50" 4- 9- 4 756 5.50" 1.50" QUIREMENTS shorn are based ONLY truss material at each bearing L/985 MEN 5-6 (LIVE) LC 32 L- -0.18" D= -0.08" T- -0.25" ® Joint Locations 1 2 0- 0- 0 4 0- o- 0 7- 6- 5 7- 6- 0 0 3 15- 0- 0 6 15- 0- o CRITICAL MEMBER FORCES: TC CROP.(WR.)/ TENS. WR. CSI 1-2 2-3 -1233(1.253/ 93 1.60 0.45 -1233(1.2S / 93 1.60 0.45 BC CR1P.(WR.)/ TFNS. WR. CSI 4-5 1007 1.25 0.64 S-6 _18(1.603/ 18(1.60 / 1007 1.2S 0.64 WB COMP.(oUR.)/ TENS. WR. C5I 2-5 / 772 1.25 0.31 TC 2x4 DFL #1 BC 2x4 OFL #1 WEB2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL PLATING BASED ON GREEN LUMBER VALUES. 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 5-0-10 0-4-6 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. RANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. 1 7-6-0 I 7-6-0 I 1 2 3 7.50 4X5 7.5 `r I r 8 3.5 -3.50 „ C,8 7-0-8 I 6 0 ( 7-0-8-6-0. 15-0-0 1 a 5 6 All connector plates are ITWBCG Wave 20 ga., unless preeeded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple(. 0-4-6 UPLIFT REACTION(S) : Support GLC Wind Non -Wind 1 -93 lb 2 -93 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 12.53 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 30 sqft 6MI SHIP BUTTE COUNTY BUILDING DIVISION APPROVED 1/27/2012 268 - Homewood Trr�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Lust: uesi gn ASSI stance DIR: Drive I_0970711rf_LDD009_300001 ® This design Ie for an individual component provided the corn an by ponarrcmenacy. Dim w 9 pane system. it standards. entl done in accordance Min the cuneat version of TPI and AFPA design etanaards. No reapondblliry is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer mud ascertain Dist the loads WO- Drive_L0970711rf_LO ' Dsgnr: cnm #LC = 37 wr: 72# TC Li ve 20.00 psf Li veDu r L=1.25 P=1.00 milled on this design ­1or exceed the loading imposed by the local building code and the particular application. The design esaumes that the top chord T R U S WA L ® SYSTEMS /7W Building Components Group, Inc. is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rima sheathing material directly attached, uses, othervAse noted. Bradng shown la for Imaral support at component members only to reduce Welding length. This component shall not be paced in any comethemoisturecontentofthewoodtoumwits%andlormusecnectoroatecorrosion. Fabricate, handle,Install amironmentthdwgon end brace this truss in accordance with the following standards:'Juint and Cutting octal Reports' available as ouW from Truawd software. 'ANSIRPI I', VITCA V. Wood Truax Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- TC Snow(Pf) 0.00 psf TC Dead 12.00 psf BC Live 0.00 psf BC Dead 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Slid / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 N45 Northpark Dr. Sts. 102, Colo. Stage., CO 60907 (BCSI 1-031 end SCSI SUMMARY SHEETS by WTCA and TPI. The Truss Rete Institute (TPI) is located at 583 D'Onafdo Drive, Madison, TRUSPLUS 6.0 VER: T6.5.14 Wisconsin 53719. The American Forest and Paper Association (AFPA) Is located at 1111 Ift Street NW. Ste 800, Washington. DC 20038. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: P3 Qty: 6 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Designed per ANSI/TPI 1-2002 Required bearing widths and bearing areas 1 0- 2-12 630 5.50" 1.50" BC 2x4 DFL #1 This design does not account for long term apply when truss not supported in a hanger. 2 14- 9- 4 630 MGR 1.50" WEB 2x4 DFL STANDARD time dependent loading (creep). Building UPLIFT REACTION(S) : BRG REQUIREMENTS shown are based ONLY Refer to Joint QC Detail Sheets for Designer must account for this. Support C&C Wind Non -Wind on the truss material at each bearing Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF 1 -48 lb BRG HANGER/CLIP NOTE IRC/IBC truss plate values are based on MULTIPLE LOAD CASES. 2 -48 lb 2 LUS26 Support Connections)/Hanger(s) are testing and approval as required by IBC 1703 HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" MIN. HANGER NAILS This truss is designed using the CBC ASCE7-05 Specification not designed for horizontal loads. and ANSI/TPI and are reported in available document ESR -1118. NAILS FOR 1 -PLY AND 3.0'• FOR MULTIPLY CARRYING MEMBERS. HANGERS -07 / Bldg Enclosed - Yes, Importance Factor - 0.87 SEE SIMPSON CATALOG Loaded for 10 PSF non -concurrent BCLL. SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Truss Location - Not End Zone FOR ADDITIONAL INSTALLATION NOTES Loaded for 200 lb non -concurrent moving BCLL PUBLISHED TABLE VALUES. REFER TO Hurricane/Ocean Line No Exp Category - C MAX DEFLECTION Cspan) : L/986 MEM 5-6 (LIVE) LC 32 PLATING BASED ON GREEN LUMBER VALUES. 20 sf bottom chord live load NOT required MANUFACTURER FOR OTHER NAILING OPTIONS. Hanger nail points that protrude through the Bldg Length - 80.00 ft, Bidg Width - 60.00 ft Mean roof height - 12.53 ft, mph - 90 L- -0.18" D- -0.08" T= -0.25" on this truss, per IBC/IRC requirements for back face of the girder shall be clinched ASCE7 I Low Hazard, Dead Load - 12.0 psf ® loint Locations ® attics with limited storage. or covered for safety. Designed as Main Wind Force Resisting System 1 0- o- 0 4 0- o- o - Low-rise and Components and Cladding 2 7- 6- 0 5 7- 6- o 3 15- o- 0 6 is- o- 0 CRITICAL MEMBER FORCES:���� C012233(OUR.)/ TENS.(WR.) CSI Tributary Area - 30y s ft �I s COUNTY 1-2 1233((1.2533/ 105 1.6D 0.45 Li ' `J' ' T 2T3 1.2s / los 1.60 0.45 TNSWR.64 BUILDING DIVISION BC COMP6(W.R60)/ 4-5 2 1007(1.25) 0C 5-6 _2601.60 / 10071.25 0.64 B cOMP.(WR. )/ TENS.(WR.) CSI 2--5 / 772(1.25) 0.31 pp�� AA aka APPROVED ,�j0 I 7-6-0 I 7-6-0 I 1 2 3 5-0-10 3.5X4 Q�6 7.50 AXS 7.5 ¢5� 3.5 -3.50�5� LUS26 I 1 7-0-8 1 I� 7-Q-8 I 15-0-0 4 5 6 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false trams plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Trr�uss WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. DIR: Design Assistance Drive_L0970711rf_L00009�00001 ® This designDIR: n a co dance %idual a cuffe component not true ayetem. sign band rds. on specifications P assumed y ed e component manufacturer Dim end done in accordance vritlr the artem versions al TPI and AFPA design standards. No resportsidlilyheewmed for dimensional accuracy. Dimensions aro to be vedfied by the component manufacturer and/or billing designer prior to fabrication. The budding designer must eacertain that the loads WO • Dri ve_I_0970711rf_LO Dsgnr• cpm #LC = 37 WT: 65# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 utilized on this design most or exceed the loading Imposed by the local bulding code and me particular application. The design assurnse, that the top mord T R U S WA L ® SYSTEMS RM Building Components Group, Inc. Is laterally braced by the roof or floor sheathing and the bottom Mord is laterally braced by a ddd sheathing material directly attached, unless otherwise noted long mown ie for item/ supper, of components members only to reduce budding lengm. This component shall not be placed in any mrimmitent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate. hande,Imtall and brace this truss in accordance with the following smndarda:'Joint and Cutting Detail Repand available as output from Truawal software, 'ANSInT41', WTCA 1'• Wood Truss Council of America Standard Design Reepondbrd..,'BUILDING COMPONENT SAFETY INFORMATION. TC Snow(Pf) TC Dead BC Live BC Dead 0.00 psf 12.00 psf 0.00 psf 10.00 psf SnowDur L=1.15 P=1.15 Rep Mbr Bnd / Comp / Tens 1.15 / 1.10 / 1.10 O.C.Spacing 2- 0- 0 4143 Northpark Dr. St. 102, Colo. Spas., CO 00.907 (SCSI 1-03) mm'BCSI SUMMARY SHEETS by WTCA and TPI. The Trues Plate Institute (TPI) is located m 583 D'Onafrio Drive, Madam. TRUS PLUS 6.0 VER: T6.5. 14 W.consin53719. The American Forest and Paper Aswdafion(AFPA)Islocated at111119thStreet NW. Ste 800.Washington. DC20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L 48 Job Name: Lundberg Residence Truss ID: P4 Qty: 2 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 Designed per ANSI/TPI 1-2002 long Required bearing widths and bearing areas app/when truss not supported in a hanger. 1 0- 2-12 5232 5.50" 2.79" BC 2x6 DFL #2 This design does not account for term UPLIFT REACTIONS) : 2 14- 9- 4 4248 HGR 2.26" WEB 2x4 DFL STANDARD time dependent loading (creep). Building for this. Support C&C Wind Non -Wind BRG REQUIREMENTS shown are based ONLY at each bearing 2x6 DFL #2 6-1, 10-5 Lumber shear all owables are per NDS. Designer must account Refer to Joint QC Detail Sheets for 1 -360 lb on the truss material BRG HANGER/CLIP NOTE THIS DESIGN IS THE COMPOSITE RESULT OF Cq factors and Rotational Tolerances. 2 -292 lb This is designed using the 2 Hanger TBE- MULTIPLE LOAD CASES. IRC/IBC truss plate values are based on testingg and approval as required by IBC 1703 truss CBC -07 / ASCE7-05 Specification •HANGER(S) TO BE ENGINEERED Support Connection(s)/Hanger(s) are HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS and AN and are reported in available Bldg Enclosed Yes, Importance Factor - 0.87 not designed for horizontal loads. FOR MULTIPLY CARRYING MEMBERS. HANGERS document ESR -1118. BCLL. Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C MAX DEFLECTION (span) SPECIFIED ARE BASED ON TYP. MANUFACTURER'S Loaded for 10 PSF non -concurrent forf�2L00 l;binon,c curXent_m n CL ft 0013.03Bft9 L/999 MEM 8-9 (LIVE) LC 2 L- -0.04" D- -0.05 T- -0.09" PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. Loaded A1./7 C© MeaBldn rooftheight mphthv 900.00 EX.WB DEF CRITERIA:L/120 Permanent bracing is required to JJ 1f ASCE7 I Low Hazard, Dead load - 12.0 psf Designed as Main Wind Force Resisting System IN MEM 10- 5- T- 0.00" ® Ioi nt Locations pprevent rotation/toppling. Refer to SCSI and ANSI/TPI 1. B a '��D �� C� 1K ':Vi G DI��v�® Law -rise and Components and Cladding Tributary Area = 226 sgft 1 0- o- 0 6 0- 0- 0 PLATING BASED ON GREEN LUMBER VALUES. Vertical members exposed to wind: 6- 1, 10- 5 2 3- 9- 0 7 3- 9- 0 3 7- 6- 0 8 7- 6- 0 4 ll- 3- 0 9 ll- 3- 0 5 15- 0- o l0 15- o- 0 /A yV/ /�'1� ®y �r�� __________ _15__0__0_______ LOAD CASE L. DESIGN LOADS Dir L. PIf L.Loc R. PIf R. Loc LL/TL TC Vert 64.00 0- 0- D 64.00 15- 0- 0 0.62 CRITICAL MEMBER FORCES: TC COMP/ TENS.(DUR.) CSI BC Vert 650.00 D- D- 0 650.00 9- D- D 0.46 .(OUR. 1-2 -5038(1.25 / 0.0.1Z BC Vert 20. DD 9- D- D 20.00 11- D- D 0.00 15- 0- 0 0.45 z-3 -60022(1.25 / 4-5 -4585 1.2S % 0.17 BC Vert 310.00 11- 0- 0 310.00 .Type... lbs X. Loc LL/TL BC COM,. OUR.)/ TENS. DUR. CSI 147 1.66 0.32 �' l 7-6-0 1 _ 7-6.0 I BG Vert 1390.D 1D- D- 0 D.4B 6-7 -150(1.60)/ 7_g / 4121.zs o.eo 1 2 3 4 5 1 ++++++++++++++++++++++ e_9 / 379021.26 00.77 9-10 -150(1.60)/ 147 1.60 0.28 2-PLYS REQUIRED 7.50 =7,� Nail pattern shown is for PLF loads and point loads converted to PLF loads only. WB COMP. (OUR.)/ TENS. (BUR.) CSI Concentrated loads MUST be distributed to Multi hangers are 1-6 -4206(1.2.)/ 0.14 1_7 / 4463(1.25) 0.91 6X6 each ply equally. -ply with based hanger using 3.0" nails min. 2_7 / 1007(1.25) 0:08 2-8 -1018(1.25)/ / 3936(1.25) 0.oa on nails into the carrying member. If shown, use additional fasteners for point 3-a 4-a -574(1.2.)/ 463(1.25) 0.09 loads from the back pl s7 distributed symm. flange. 4_9 / 5.9 / 400 s7 1.26 0.82 0.13 in the chords, within 2 of hanger use anY other a p5 roved detail (by others). 5-10 -3833(1.25)/ IAM06NTSCUM ANY NFROMIL CLUSTER 3X4 2.5X4 SHOWN MUST BEAREUINSTALLED 2 -PLY! Nail w/10d COMMON, staggered(per NDS) FRONT AND BACK FACE EQUALLY (TOTAL NAILS = in: TC- 2 BC- 4 WEB$- 2 ••PER FOOTI•• 6-0-10 DOUBLE THE AMOUNT SHOWN). Cluster screws, if shown, are 3" long. 6-0-10 SHIP 10d 10d NAILS, SDS - Simpson 5D5, OR SOW Install per manufacturers specifications. through the SCREWS or equivalent substitute. Connection Req. (by others) Hanger nail points that protrude back face of the girder shall be clinched 5X6 6X6 (•) - Special + + + + + + + + + + + + + + + + + + + + + + or covered for safety. 20 psf bottom chord live load NOT required for T on this truss, per IBC/IRC requirements 1I 1�4,-6 attics with limited storage. J 1 6-00-00 1390# W 6 7 8 9 10 All connector plates are ITWBCG Waw 20 ga., unless DDreceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports, Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 1/27/2012 268 - Homewood Truss ® Q Read all notes on this sheet and give a co ofit to the Erectin Contractor. 9 PY 9 Thin design Is for an Individual building component not truss system. N has been based on specifications provided by the component manufacturer end done in accordance with the anent versions of TPI and AFPA design standards No responsibility Is assumed for dimensional accuracy. Oimenlorm ere to be vedfied by the componern manufacturer and/or balding designer prior to fabrication. The building designer mus ascertain that me loam ualized on the design meet or exceed me loading imposed by the local biding code and the particular application. The design assumes that the top Nord CUSt: Design 097Assstance SIR: Drive�_0970711rf_L00009_]00001 WO • Dri ve_I_0970711rf_LO Dsgnr• enm #LC = 40 WT' 131# TC Live 20.00 psf Li veDu r L=1.25 P=1.00 T R U S WA L is laterally Oared by the roof or floor sheathing and the bottom Nord is laterally braced by a rigid sheathing material directly attached, union otherwise TC Snow(Pf) 0.00 psf SnowDur L=1.15 P=1.15 ",ad, Bracing shown Is for lateral support of components members only to reduce budding length. The component shad) not bepaced Inam TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS wAronment that win cause the moisture content of the wood to exceed 19%andlor cause connector plate corrosion. Fabricate, handle, Install BC Live 0.00 psf i ng / 1. DO / 1.00 and brace the buss in accordance with me fcBoving standards: Valyd and Cutting Detell Reports' available as output from Truswal software. BC Dead 10.00 psf O. C. Spaci ng 2- O- O /IM Building Components Group, Inc. 'AMSI7fPl 1', WrCA T- Wood Truss Council of America Standard Design Responsibilities, BUILDING COMPONENT SAFETY INFORMATION- 4445 MMhpara 01. SM. 102, Colo. Spga., CO 80907 (SCSI 1.03) and SCSI SUMMARY SHEETS' by WTCA and TPI. The Truss plate Institute (TPI) is located at 583 010-fdo Drive. Madison, TRUSPLUS 6.0 VER: T6.5.14 %vi-nsin53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Boost, NW. Ste 800, Washington. OC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L 48 Job Name: Lundberg Residence Truss ID: J614 Qty: 1 I BRG X -LOC REACT SIZE REQ'D 1 0- 2-12 4S1 5.50" 1.50" 2 6- 6-12 401 1.50" 1.50" 3 10- 6-12 252 1.SO" 1.50" 4 13-10-1S 106 1.50" 1.50" S 6- 5- 4 226 1.50" 1.50" BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing MAX DEFLECTION (span) : L/545 MEM 3-4 (LIVE) LC 29 L- -0.14" D- -0.07" T- -0.21" Joint Locations 1 0-0-0 3 0-0-0 2 6- 6- 0 4 6- 6- 0 CRITICAL MEMBER FORCES: TC CQiP. W0.. / TENS. DUR. CSI 1-2 -368 1.60 / 120 1.25 0.41 2-0 -181 1.60 / 64 1.15 0.39 0 S4 1.25 O.1S 10. -2 1.25 / 1 1.60 0.00 BC COMP.(WR.J/ TENS. WR. CSI 3-4 -117(1.607/ 364 1.60 0.59 4-0 0(1.25)/ 0 1.2S 0.00 TC 2x4 DFL #1 BC 2x4 OFL #1 Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. IRC/ISC truss plate values are based on testingg and approval as required by IBC 1703 and AN and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearing locations. Install interior support(s) before erection. 20jbottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. 9-1-3 I 1.5 0-46 Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" NAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR 'MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. 7.50 6-6-0 3 4 All connet:tor plates are ITWBCG Wave 20 ga., unless proceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). 10-0-3 42 SHIP 1 UPLIFT REACTION(S) : Support CBC Wind Non -Wind 2 -265 lb 3 -169 lb 4 -68 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor - 0.87 Truss Location - Not End Zone Hurricane/Ocean Line - No Exp Category - C Bldg Length - 80.00 ft, Bldg Width - 60.00 ft Mean roof height - 11.04 ft, mph 90 ASCE7 I Low Hazard, Dead Load - 12.0 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 13 sqft BUTTE COUNTY BUILDING DIVISION APPROVED 268 - Homewood T�r�uss ARN N Read ail notes on this sheet and give a co of it to the Erecting Contractor. 9 PY 9 Gust: Design Assistance BIR: Drive�0970711rf_L00009_J00001 This design isfor anIndividual building component not truss system. It has been based anspecifications provided by the component manufacbnm WO: Drive_L0970711rf_LO ® and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional eca2cy. Dimensions Dsgnr• cnm #LC = 39 WT' 44# ere to be verified by the component manufacturer and/or building designer priorto fabrication. The balding designer must ascertain that the loads TC Live 20.00 psf Li veDu r L=1.25 P=1.00 uslized on this design meet or exceed the loading 11 sad by me local building code end the particular application. The design assumeamat me top chord T R U S WA L Is laterally braced by the roof or flow sheathing and the bottom chord ie laterally braced by a rigid sheathing material directly a0eched, umesa otherwise TC $nOW(Pf] 0.00 psf Sf10WDUr L=1.15 P=1.15 noted. Bracing shown is for lateral support of components members only to reduce buddingIsiath. This component shall not be placed in my TC Dead 12.00 psf Rep Mbr Bnd / Comp / Tens ® SYSTEMS environment that will cause the moisture comers of the wood to exceed 19% and/or come connecor plate cono lon. Fabricate, handle, Install BC Live 0.00 psf 1.15 / 1.10 / 1.10 IM Building Components Group, Inc. and brace this truss in accordance with the following mandwdw'Joint and Cutting Dwell Repots' available ea output from Truswm software, •ANSIrrPI 1'. VJTCA I' - Wood Truss Council of America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- BC Dead 10.00 psf O.C.Spacing 2- 0- 0 4045 /Northpark Dr. Stn 102, Colo. Spite., CO 80907 (BCSI 1-03) and SCSI SUMMARY SHEETS by WrCA and TPI. The Trusa Plate Institute (TPI) is located at 583 D'OnOfrio Drive, Madam, TRUSPLUS 6.0 VER: T6.5.14 W.-in53719. The American Forest and Paper Association (AFPA)IslocWed at 1111 ift Street NW, Ste 800. Washington. DC 20036. Bldg Code: CBC -07 DEFL RATIO: L/360 TC: L/48 Job Name: Lundberg Residence Truss ID: HRD Qty: 1 BRG X -LOC REACT SIZE REQ'D 1 0- 2- 8 468 4.95" 1.50" 2 9- 2-12 427 110'..., .50" 1.50" 3 13- 2-12 222 1.50" 1.50" 4 17- 2-12 273 1.50" 1.50" 5 21- 2-12 208 1.50" 1.50" 6 22- 6-12 1 1.50" 1.50" 7 N/A BRG REQUIREMENTS shown are based ONLY an the truss material at each bearing MAX DEFLECTION (span) : L/999 MEM 2-3 (LIVE) LC 1 L- -0.07" D- -0.04" T. -0.12" MAX DEFLECTION (cant) : L/999 MEN 2-3 (LIVE) LC 1 L- -0.07" D. -0.04" T- -0.12" -® loint Locations - 1 0- 0- 0 4 7- 3- a 2 3- 1- 2 5 9- 2- S 3 5- 2- 5 6 9- 2- 5 TC 2x4 DFL #1 HORZ BLK 2x4 DFL STANDARD Refer to Joint QC Detail Sheets for Cq factors and Rotational Tolerances. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. HANGERS SHOWN (IF ANY) ARE BASED ON 1.5" MAILS FOR 1 -PLY AND 3.0" MIN. HANGER NAILS FOR MULTIPLY CARRYING MEMBERS. HANGERS SPECIFIED ARE BASED ON TYP. MANUFACTURER'S PUBLISHED TABLE VALUES. REFER TO MANUFACTURER FOR OTHER NAILING OPTIONS. PLATING BASED ON GREEN LUMBER VALUES. + + + + t + + + + + + + + + + + + + + + + + OVERHANG(S) MAY BE SHORTENED UP TO 4" MAX. Soffit loading - 0.0 psf, U.N.O. + + + + + + + + + + + + + + + + + + + + + + •s[PM]-PLATE MONITOR USED -See Joint Report`• Designed per ANSI/TPI 1-2002 This design does not account for long term time dependent loading (creep). Building Designer must account for this. IRC/IBC truss plate values are based on testing and approval as required by IBC 1703 and ANSI/TPI and are reported in available document ESR -1118. Loaded for 10 PSF non -concurrent BCLL. Loaded for 200 lb non -concurrent moving BCLL Mark all interior bearin4@ locations. Install interior support (s) before erection. + + + + + + + + + + + + + + + + + + + + + + NOT ANALYZED FOR UNBALANCED LOAD CASES + + + + + + + + + + + + + + + + + + + + + + 20 psf bottom chord live load NOT required on this truss, per IBC/IRC requirements for attics with limited storage. UPLIFT REACTION(S) : Support CdC Wind Non -Wind 1 -96 lb 2 -206 16 3 -116 lb 4 -151 lb 5 -114 lb This truss is designed using the CBC -07 / ASCE7-05 Specification Bldg Enclosed - Yes, Importance Factor 0.87 Truss Location Not End Zone Hurricane/Ocean Line - No,Exp Category = C Bldg Length - 80.00 ft, Bdg Width - 60.00 ft Mean roof height - 12.38 ft, mph - 90 ASCE7 I Low Hazard, Dead Load - 7.2 psf Designed as Main Wind Force Resisting System - Low-rise and Components and Cladding Tributary Area - 18 sqft TC COMP.WR./ TINS. WR. CSI 0L- 1 1-1 01.60/ 61 1.25 0.33 , -3741.60/ 365 1.25 0.37 279 1.60 0.30 BUTTE COUNTY 1-1 2-3 -7691.25/ -7261.25/ 312 1.60 0.16 3-4 4-5 -10381.25/ 339 1.60 0.16 -6411.25/ 1181.60 0.31 66 1.60 0.30 BUILDING DIVISION 5-6 6-0 -2321.60/ -2251.60/ 83 1.60 0.12 0-0 0-0 0-0 -1611.60/ 55 1.25 0.18 -771.60/ IB 1.25 0.17 -361.25/ 1 1.60 0.11 APPROVED 0-0 -211.251/ 1 1.60 0.00 xB cwP. WR. / TExs. 0 1 2 3 4 6 1-2 -360(((1.253)/ 39 1.603 0.89 1600 51 30 3-4 -409(1.60)% 75 1.25) 0.92 268 - Homewood TCr�uss TRUSWAL ® SYSTEMS /:01lr Building Components Group, Inc. 4445 Northpark . Dr. St 102, Colo. Spgx. CO 80907 TRUSPLUS 6.0 VER: T6.5.14 ,2-4-5. 0-2-5 All connector plates are ITWBCG Wave 20 ga., unless preceded by "H" for High Strength 20 ga., "S" for Super Strength. Plates are to be positioned per Joint Detail Reports. Circled plates and false frame plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates (or staple). WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor This design is for an individual building component not truss system. It has been based an specigcotiem provided by the component manufacturer and done in accordance with the anent versions of TPI and AFPA design standards. No responsibility ie assumed for dimensional accuracy. Dfinensiom ere to be verified by the component manufacturer and/or building designer pnorto fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the leasing Imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is Imerany braced by a dgid sheathing material dreary attached, uriess otherwise noted Bracing shown is far lateral support of components members onry to reduce bu Wing length. This component shag not be placed in any ern ironmem that will cause the moisture cometh of the wood to exceed 19% andlm cause connector date corrosion. Faodcate, hands, Install and brace this buss in accordance with the following standards. 'Joint and Cutting Detail Reports' available as output from Truswal software, 'ANSIRPI 1', WTCA V. Wood Truss Council at America Standard Design Responsibilities,'BUILDING COMPONENT SAFETY INFORMATION- (BCSI 1-03) and UCS1 SUMMARY SHEETS by WTCA and TPI. The Truss Plate Institute (TPI) is located at 583 D'Onofdo Drive, Madison, VWsconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington. DC 20036. VC0 IV1%� 1/27/2012 Cust: Design Assistance DIR: Drive_I_0970711rf_L00009-300001 W0: Drive_I_0970711rf_LO Dsgnr: cnm #LC = 36 WT: 68# TC Live 20.007Rep L=1.25 P=1.00 TC Snow(Pf) 0.00 L=1.15 P=1.15 TC Dead 12.00 Bnd / Comp / Tens BC Live 0.001.15 / 1.10 / 1.10 BC Dead 0.00cing 2- 0- 0 Bldg Code: CBC -07 5TANDARD GABLE END DETAIL 12 VARIES ,JIs DING DIVISION MATCH RMS TU95 'PROVED LEDGER MINIMUM GRADE CORDS AND STUDS u ° PER TRU55 DESIGN. A A T Lu I_ �X 4 GONTINOU9 BEARING AS REQUIRED SPAN TO MATCH COMMON TRUSS 4-I06 NAILS MIN. Sd 9 6" O.G. 2-I0d TYP. PLYWOOD SHEATHING TO 2X4 5TD. DF -L BLOCK 2' MAX EAVE W/ NO.2 OR 3TR 4x2 OUTLOOKER5 @ 32" O.G., DO NOT OVER GUT TOP CORD ® OUTLOOKER NOTCHES. SIMP50N A54 OR EGUI VALENT s 5TRONGBACK LEDGER GABLE END SIMPSON A54 OR EGUI VALENT 2x GONTINOU5 BACKING W/ 1(od'5 @ 24" O.G. MIN. GABLE TRU55 TO BACKING 4 BACKING TO NOTES: TOP PLATE. 2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-0" O.G. SHALL BE PROVIDED AT EACH END OF BRACE. CONNECT AT END W/ 4-IOd NAILS. MAX LENGTH 15-11-01, STANDARD TRUSSES SPACED 9 24" O.G. DETAIL A tur * XP. 0&6612 �c VIL \\F c OF A l 5� -0/: ). 2X4 NO.2 OR BTR FOR LEDGER AND STRONGBACK NAILED TOGETHER W/ IOd NAILS 6" O.G. 2).:2X4 LEDGER NAILED TO EACH STUD WITH 5-10d NAILS. 5). 2X4 5TRONGBAGK TO BE CONNECTED TO EACH VERT. STUD W/ 2-I0d TOE NAILS. 4). THE IOd NAILS SPECIFIED FOR LEDGER AND 5TRONGBACK ARE IOd BOX NAILS ,'0.131 "D I AX3.0 "LO) TH15 DETAIL 15 APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE DIET: ). THE HORIZONTAL TIE MEMBER AT THE VERT OPENING SHALL BE BRACED ® 4'-0" MAX FOR 55 `'IPH EXP. G WIND LOADING. 2). MAX MEAN ROOF HEIGHT 15 45'. 5)..MAX ROOF LIVE LOAD TO BE 40 POUNDS PER SQUARE FOOT. 4). PLEASE CONTACT TRU55 ENGINEER IF THERE ARE ANY QUESTIONS. 5). DE51ON NOT VALID IF LOCATED ON AN ISOLATED HILL. RIDGE OR ESCARPMENT. TRUS S 4448 NORTHPARKRIVS�SUIITTE 200 COLORADO ePRI 08, CO 80007• • <800) 322-4046. FAXV19) 696;6493 0 I C.0.01003160 114101 Users of Truswal engineering; The TrusPlusym engineering software will correctly .design -the ►ocatlon ' rpqulrements for- permanent -continuous !IaterW bracing• (CLB)' qM mernbers for which It Is required to reduce buckling•Iength. Sealad angineering Orawings from Truswal will show the'requhd number -and gpprkmate locations ,of� braces for each member needing bcabirig. • •in general, thle•bracing Is.done by using: Truswal Systems Brace-ItIm ora 2x member (attached to :the top or bottom edge of the member) running perpohdl.cular to the. trusses'and adequately dealdned, connected and braced td' the- �ullding•per .iha building designer (See ANSI1TPI current version),. The following ere • other options (when CLB bracing *Is not possible or desirable) -that will also satlsfY bracing needs for Individual members (ao building system braclno): 1.• A 1x or 2x structurally grad�T ed'" brace may'be•nalled flat to the edge of. the member •wllh 10d common' or box nails at' B" • o.c, if only .one brace Is required, or maybe milled to.bblh'edgds of the member If two braces' are required; The "T" brace must extehd a minimum of 90% of. the McMber,'s length, 2. A scab (add-on) of the some slid and structural grade as the member may. be nailed to one face ,of; the member wlth .10d common or box nails ,at 8" o:c. If only one brads is required, or may. be nalled;to both. faces of. the member If -two braces are required,. A minimum of 2x8 scabs arerequlred for any ( mdmber exceeding 14'-0" In length, • 'Scab(s) must extend a.minimurb of 90�A-of the members length. 3. Any member requlrft'rhbre-thian two breces'must use'perpendicular bracing ora cohiblfttldn, of;.sco.bo and. "T'' braces, or any other, approved method, as epdcitied;and approved -by -the bullding deslgner. EXAMPLES '90% 90% L '90% L . y Please contact a Truswal engineer If there are any questions, DUTTE COUNTY BUILDING DI!/ISIrJN PTR�/ O v E a:4n�aPoa�ltiHn►wrdlbneanrw.lil .i 1" When recorded return to: County of Butte Department of Development Services Building Division 7 County Center Drive Oroville, CA 95965-3397 r I II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�IIIIIIIII 2011-0021568 Recorded I REC FEE 26.00 Official Records I County of I CONFORMED COPY 1.00 Butte I CANDACE J. GRUBBS I County Clerk-Recorderl i i CU 09:16AN 01 -Jul -2011 I Page 1 of 5 r Space above for Recorder's Use SECOND DWELLING UNIT DEED RESTRICTION E I. WHEREAS, on this 27th day of June, 2011, Mark & Susan Lundberg, hereinafter referred 'to as Owner(s), is the record owner of the following real property: 165 Summit Road, Palermo, CA 95968 (APN 027-020-006), and as further set forth in Exhibit "A" attached hereto and hereby incorporated by reference, hereinafter referred to as "the subject property"; and II. WHEREAS, Building Permit No. B10-1984 was applied for on December 30, 2010 by the owner in accordance with the provisions of the Butte County Code and the California Building Code; and III. WHEREAS, the use allowed by Building Permit No. B10-1984 has been reviewedandapproved as a Second Dwelling unit; and IV. WHEREAS, Section 24-280(c)(2)(f) of the Butte County Zoning Ordinance conditions the occupancy of the primary and secondary dwelling units as follows: the owner of the parcel or lot must occupy either the main dwelling or the second dwelling unit, and V. ' WHEREAS, it is intended that this Deed Restriction and Notice of Limited Use Facility shall 'constitute an enforceable restriction and remain in effect until a change in use or law has occurred, either of which change allows the use otherwise restricted herein to be conducted on the real property described herein. Under either circumstance allowing such change in use, ;Owner shall be entitled to have this Deed Restriction and Notice of Limited Use Facility rescinded by the execution of a E qJ 'COUNTY Peter Calarco JUL 2 6 20111 Assistant Director VELOP1ViENT . 1 I subsequent document entitled Rescission of Second Dwelling Unit Deed Restriction by the Director of Development Services; and NOW, THEREFORE, with the issuance of Building Permit No. B10-1984 to Owner by Butte County, Owner hereby affirms Owner's desire to develop a limited use facility, which establishes occupancy .restrictions on the dwellings. The undersigned Owner, for himself/herself and for his/her heirs, assigns, and successors in interest, acknowledges and agrees.to the restrictions. ' i This deed restriction and notice of occupancy restrictions shall remain in full force and effect during the period that this permit, or any modification or amendment thereof, remains effective, and during the period that the development authorized by this permit, or any modification of this development, remains in existence in or upon any part of, and thereby confers benefit upon, the subject property described herein, and to that extent, this deed restriction and notice of limited use facility is hereby acknowledged and agreed to by Owner to restrict the use and enjoyment of this limited use facility and 'shall be binding on Owner and all his/her assigns or successors in interest. This document shall be recorded and returned to the Butte County Department of Development Services, Building Division prior to the issuance of Building Permit No. B10-1984. i DATE: , Q '20 Owner Signature: 'z� i 6 --Pt- / L 14 vl Cir' Print or Type Name of Above Owner Signature: Print or Type Name of Above ryl Peter Calarco � Assistant Director V; This is to certify that the Deed Restriction set forth above is . hereby acknowledged by the Director of the Department of Development Services and that Butte County consents to its recordation thereof. Dated: jPeter Calarco, Assistant Director ',Department Development Services STATE OF CALIFORNIA ) SS. COUNTY OF BUTTE 1 On . LLQ E 27 2-011 before me, 4Ki m Public, personally appeared -P�,,- C c� Notary who proved to me on the basis of satisfactory evidence to be the person whose name() is/a/e subscribed to the within instrument and acknowledged to me that he/sly/thdy executed the same in his/hgf/thelir authorized'capacity(ieg), and that by his/hpf/tf)6ir signature(o) on the instrument the person(, or the entity upon behalf of which the person( acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. ------------------- WITNESS my hand and official seal. KIM MCMILLAN Commission 8 1849311 Notary Public - California Butte County My Comm. ExWes May 15 2013 y . ig ature (Seal) t Peter Calarco Assistant Director , NOTE TO NOTARY PUBLIC: If you are notarizing the signatures of persons, signing on behalf of a corporation, partnership, trust, etc., please use the correct notary jurat (acknowledgment) as explained in your Notary"Public Law Book. STATE OF CALIFORNIA ) SS. COUNTY OF BUTTE ) On 6 ..L30 •'�0/ I before me, keq I rQ .�A . h V00-(-4 - , Notary Public, personally appeared �SttSg-ri M. LaAdlawl arcs Mutt- A LIVA&-A I i , who proved to me on the basis of satisfactory a ence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and'official seal. Q, Sig t r x, Peter Calarco Assistant Director LeREGINA M. BERNARD Commission # 1933880Notary Public - California z Butte County .. M Comm. Expires Ma 22.2015 (Seal) r t i f I r LeREGINA M. BERNARD Commission # 1933880Notary Public - California z Butte County .. M Comm. Expires Ma 22.2015 (Seal) ORDER NO.: 00217343-001 -GW :&A4 THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUNTY OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOT.T,pwfi- LOT 11A, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "AMENDED MAP OF ROSS ORCHARDS TRACT", WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 69 1928 IN BOOK 8 OF MAPS, AT PAGES 31A, 32A, AND 33A. i P AP NO. 027-020-006 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES AGRICULTURAL BUILDING EXEMPTION PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 165 SUMMIT RD Owner: Permit No: B07-2405 APN: 027-020-006 LUNDBERG, MARK & SUSAN Issued Date: 12/17/2007 By KEJ Permit type: MISCELLANEOUS 18 CASA LOMA WAY Subtype: Ag Exempt OROVILLE, CA 95966 Expiration Date: 12/16/2008 Description: ADD TO EX AG BLDG: HORSE ST) (530) 534-3623 Occupancy: U-3 Zoning: AR -5 Contractor Applicant: Square Footage: LUNDBERG, MARK & SUSAls Building Garage RemdUAddn 18 CASA LOMA WAY OROVILLE, CA 95966 Other Porch/Patio Total (530)534-3623 450 450 FEE INFORMATION DBEH Building Review Fee $75.70 DBOMSCF Ag Exemption Permit $115.98 Total Charged: $191.68 Fees Paid: $191.68 Balance Due: $0.00 Receipt No: B5422 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed 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 pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) is in full force and effect.. of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects X 12/17/2007 the applicant to a civil penalty of not more than five hundred dollars [$500); Please check one of the following: Contractor's Signature Date ❑ I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does WORKERS' COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: HAVE the work himself or herself or through his or her own employees, provided that such improvements ❑I AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. improve for the purpose of sale.). ❑ I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by f I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED )0-.4 CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and The Contractors License Law dows not apply to an owner of the property who builds or improves policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). Carrier: Policy Number: Exp. Date: (This section nee not be completed if the permit is or once hundred ($100) or less. ❑ IAM EXEMPT under Section B. & P.C. for this reason: THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS �I CERTIFY ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' Compensation laws of California, and agree that if I should become subject to the workers' X 12/17/2007 compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those Owner's Signature Date provisions. 12/17/2007 ��, gmdA4 xj I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building Signa ure Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, injury, including death, and property damage caused arising out of, in any way connected with the issuance of this permit. I hereby acknowledge thatt is issuance of this pea rmit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte counly to enter the above mentioned property for inspection purposes. I hereby certify that I am the prop owner or am authorl d to act on the property owners behalf. 12/17/2007 CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) a e ] Print SuSarl Nl • / to of Permi ee1117 %Owner ❑ Contractor OR. Agent for Owner Agent for Contractor FILE COPY Lender's Address City State Zip BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net/dds AGRICULTURAL BUILDING EXEMPTION STATEMENT Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated or packaged, nor shall it be a place used by the public. Buildings used for purposes other than described above or that are located in a flood hazard zone are not eligible for an agricultural exemption. Authorization of an agricultural exemption permit by the Department of Development Services does not preclude any requirements and/or review by the Butte County Public Works Department, Butte County Fire Department, Butte County Environmental Health, or any state and federal agencies. Initials J.�, AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. Initials AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, fes= 10 feet from a manufactured home, and 23 feet from a commercial/industrial buildings Initials AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum 23 feet from a residence and a manufactured home, and 40 feet from a commercial/industrial buildings Site Address: 165 SUMMIT RD Permit No: B07-2405 APN: 027-020-006 Square Footage: 450 Permit Type: MISCELLANEOUS Occupancy: U-3 Permit Subtype: Ag Exempt Zoning: AR -5 Description: ADD TO EX AG BLDG: HORSE STALLS, T Required Setbacks: Applicant: LUNDBERG, MARK & SUSAN Front: Side: 10' Rear: 10' 18 CASA LOMA WAY OROVILLECA95966 Type of Construction: (530) 534-3623 Type of Siding: Other Owner: LUNDBERG, MARK & SUSAN Est. Const. Cost: $ 10,000.00 18 CASA LOMA WAY OROVILLE, CA 95966 Roof Covering: Compostion (530) 534-3623 Floor Type: Dirt I declare under penalty, of perjury that the building will be used as stated above, and the proposed use conforms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain the necessary permits, inspections and approvals to comply with the requirements in effect at1hat time and prior to occupancy. Signature of owner:- Date: 11/27/2007 FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION st Na Figi. Name /Y►ur�G Mailing Addre s (tet/ Ci / Ile t 'IN - zip -75 � Phone53,_6-3 �i o Fax E-mail CONTRACTOR Nameey Name Address CLiitpyoko I -e S / � // Zi yq 6 6o J O - 03 76 Fax Phone Erail ���1' S lob e� Lic.# D a 7D-5 D.5 Class APPLICANT INFORMATION ARCHITECT/ENGINEER Name Address ' City zip i State 711, Fax Phone Fax E-mail State License Number APPLICANT INFORMATION Name ')qtr - S L%rj U ►� of Address �g CSS kOi4 tk I 1 City J 1 l� Stade jW It zip i P D - S3 —3 13 Fax E-mail ,�If-l"T. �A � � e L � PROJECT LOCATION API 00& o — Oo Property Address `_5— c�Inm1� City .11L C4 V l G PERMIT NO. 7-� 105 BIN # WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: D O -�o (5 / Ij HD rs e 5f It s c( rA CAVr 5 0 >� 1s'x w], Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use (tply. t .Ty -pe• a � - IA ��� � Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds ((C 0 p��+ 0 O 0 O 0 �� $ cr7 :;o National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-2405 Date: 11/27/2007 Location: 165 SUMMIT RD, By: KCG Parcel Number. 027-020-006 Sub Type: Ae Exempt Owner Name: LUNDBERG, MARK & SUSAN Phone: (530) 534-3623 Description: ADD TO EX AG BLDG: HORSE STALLS, TRACTOR STORAGE (450) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: -az-4� M - Title: FILE Date: 11/27/2007 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official 1 expire and become null and void if the work authorized by such permit is not started or completed within one year from the dat f issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided const uction progress has been documented by the Building Division during each year during scheduled inspections. No changes may a made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the pe 'ttee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of wo covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this bu ding or any portion of the building for which this permit is issued without a final inspection. �l A or EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-2405 Date: 11/27/2007 Location: 165 SUMMIT RD Parcel Number: 027-020-006 Owner Name: LUNDBERG, MARK & SUSAN Phone: (530) 534-3623 Description: ADD TO EX AG BLDG: HORSE STALLS, TRACTOR STORAGE (450) Signature of Applicant: Date: 11/27/2007 FI �l �!7 ,)-Oo -FY jc - - - -- -- /— VV BUTTE 17 :Y° W s tr SFRVICES ' NOTES RESIDENTIAL 027-020-006 03-2286 MURRAY, WILLIAM ` PERMIT NO. 165 -SUMMIT AVE,-OROVILLE Cont: SIERRA MHS EX MH PERM FND EX SITE THE HCD FORM 433A FOR THIS MH CANNOT BE RECORDED UNTIL ONE OF THE FOLLOWING HAS )SEEN TURNED IN TO THE BUILDING DIVISION: (1) LICENSE PLATE(S) OR DECAL (THE j INSPECTOR MUST RETREIVE). (2) STATEMENT OF FACTS (ONLY ON NEW MH' S). jINSPECTOR TO VERIFY SERIAL & LABEL #'S. { SPECIAL CONDITIONS CHECKED BY SRA FLOOD CERTIFICATE REQ. FIRE SPRINKLERS REQ. SPECIAL INSPECTION ITEMS VERIFY USE PERMIT CONDITIONS SUB -STANDARD HOUSING LETTER JOB FINALED (Date) �� G Signature flr%HKITV OF D"TTr- BUILDING DIVISION 19 DEPARTMENT OF DEVELOPMENT SERVICES $0, 411 Main Street -Chico, CA. •530) 891-2751 7 County Center Drive - Or&ille, CA - (530) 538-7541 CORRECTION NOTICE Al A-VC__V Q-3 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. ' Inspector REV 10792 (Rev. 12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 • Telephone (530) 538-7541 APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER ZONING J_ BUILDING PERMIT OWNER HONE SO. FT. OCC. BUILDING VALUATION . OWNERS MAILING ADDRESS044 CONTRACTOR'S NAME TELEPHONE qT7PRA MRS 1534-0599 'R 72,571S CONTRACTORS MAILING ADDRESS A66 C -TRIM 9 DR.. ORADVILLE., GA 95966 CONSTRUCTICNLENDER LENDER'S MAILING ADDRESS Fireplace Total Valuation $ ARCHITECT OR ENGINEER LICENSE NO. —FilingFee $ 20.00 Permit Fee 51 $ ARCHITECT OR ENGINEERS MAILING ADDRESS Plan Checkin Fee $ 93-00 BUILDING ADDRESS 169 SIMIT AVT-',- ag�cgujg Energy Plan Checking Fee $ $ PERMIT FEE $ LOT NO. SUBDNISIONS NAME PARCEL MAP PLUMBING PERMIT Iing ee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each gas water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: Fj; MH j?EjZ,ty F'Nj) EX Sl= Gas piping stem 1 - 5 outlets 15.00 t5. 00 Building sewer 15.00 Mobile Home I S G W @20.00 PERMIT FEE Src; nn ELECTRICAL PERMIT Filing Fee 20.00 800VMain Service 2o0A OR LESS 23.00 LICENSED CONTRACTOR'S DECLARATION 1 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.8 70 3s6 License Class %� LIC. NO. OWNER -BUILDER DECLARATION 1 hereby affirm under penalty of perjury that I am exempt from the Contractors License Law for the following reason: ❑ 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. ❑ 1, 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 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 erformance of the work for which this permit is issued. IT -1p I 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 in urance carrier and policy number are: Carrier �_ Main Service 200A TO 1000A 46.00NEW CONST. DWELLING OCCUP. So OR ADONS. ( & ACC. BLDS. 3.5¢Fr: NEW RE8ID. MULTI.OUTLETTS @7,50 SINGLE OUTLET CIR. POWER APPARATUS Ex. Occup. CUTLET OR FIXTURES 20 @ "00 BAL @ .50 Ex. Occup. OFIx�EEDTSARa oREA� 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 nrp_ PERMIT FEE $ MECHANICAL PERMIT Filing Fee 20.00 Heating Cooling Hood 6.50 Ventilation PERMIT FEt $ Policy Number tj2 S7 (The above sections need not be completed if the permit is for work of a valuation of one hundred dollars ($100) or less.) ❑ 1 certify that in the performance of the work for which this permit is issued, I shall not employ any person In any manner so as to become subject to workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of section 3700 of the Labor Code, I shall forthwith comply w' those provisions. 7 X Date _ l r y ? -3 Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavatigrIs over 60" deep and demolition or construction of structures ova 'es in he ht. Mobile Home Installation Fee$ Energy Inspection Fee $ occ CONST.TYPE TOTAL FEE $ Ir,7 no HAZ. D. FEES 'L oD coP PAR Ho uE 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. ^� By Da J PERMIT EXPIRES ON Det Receipt No. �i WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive Oroville, California 95965 •Telephone ( 30) 538-75 PE IT NO. U URev.12/96) APPLICATION AND PERMIT PARCEL NUMBERZONING S. BUILDINGPERMIT TEU9NONESO. Fr, OCC. BUILDING VALUATION AIDyyADDRESS / �p/n.� c�//YI�VY11'1- /E. �rr�I/I.1IP,I A. /�4I/l 770 Tr?,,_,f0 flCONTRA 'S NAME / 1% 1 �(c� CO MAI NG DRES CIL 1 CONSTRUCTION U=NDER ' OLENDER'S MAILING ADDRESS ARCHMECT OR ENGINEER ARCHITECT OR ENGINEERS MAILING ADDRESS Total Valuation $ CENSE NO. Filing Fee $ Permit Fee Plan Checking`Fee $ BURRING ADDRESSC�kj / {O - Energy Plan Checking Fee $ $ via) SS 13f)—C_H A 2t�, S PERMIT FEE $ LOTNO.i I p SUBDNLSIONSNAME (� _ I A PARCEL MAP PLUMBING PERMIT ry , U(SEOFSTRUCTURE j'j �3 2 A Each Trap Solar or heat pump water heater SF ❑ Duplex ❑ Mobilehome ❑ Other Water Dioino SPECIFY TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation ❑ Other ❑ Describe Work: I�4 W—_P(iol `►'V d 's X Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 5'0° deep and demolition or construction of structures over 3 stories in height. Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT Each gas water heater or vent Gas DlDina system 1 - 5 outlets tiunaing sewer Mobile Home 20.00 vd W 3)�, w iling Fee 20.00 7.00 23.00 15.00 15.00 15.00 15.00 0.00 c� @2 PERMIT FEE $ 1:11, ELECTRICAL PERMIT Fling Feel 20.00 Main Service A OR LESS 23.00 Main Service 200A TO 1000A ) 46.00 50 Ex. Occup. OUTLET OR FWTURES - W — NS Ex. Occup..50 LntETSA RL.1 °EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE 1 $ MECHANICAL PERMIT I Fling Fee 1 20.00 1 Hood 1 1 6.501 1 PERMIT FEt 3 Mobile Home Installation Fee $ Energy Inspection Fee $ occ coNST. TYPE TO AL FEE $ r] HAZ I D. FEES I �MP 1. FLQOD I CDF I OAR6EL I WyI HD I 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. By PERMIT EXPIRES ON Date n. xr. :;,� -r �v a.a'r".'�r:� .t...��r "•`-:i �Xr s' .0 ix +�r:� rw, ':�: �"t.Y'.y+,, :. g+��u!'.,.7.'�`-;' a., r.. .�it�_ -+t:c 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 OWNER: I ?Jt I CI U I ! 01 fCC4 ASSESSOR PARCEL NUMBER '7 " 6 a 0 Proposed Building Use: r� 1(�� 1 f�g�d Counter Technician: Date: 17-31-63 Items required in order to apply for a permit. All boxes MUST be checked OR marked NA in order to apply. 1.. Plot plans, 3 or 4 sets, signediy the preparer of the plans. 2. Complete plans, 3 or 4 sets, signed by the preparer of the plans. ❑ 3. Engineered plans, 3 or 4 sets, with wet signature on plans AND 2 sets of stamped and signed calculations. ❑ 4. Engineered truss details and layouts in duplicate. No faxes! ❑ 5. Energy compliance design and supporting documentation in duplicate. �C 6. Manufactured homes: (A) Data sheets and installation instructions, (B) Marriage line information, (C) Floor Plan, (D) Tie down or foundation pla s all in duplicate. ❑ 7�etal-b dTffigs 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 by the engineer. 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 Remaining items needed to issue the permit. (May require additional plan review upon receipt of the following items.) ❑ 14. Fees as shown on the attached Schedule of Fees Due Sheet ....................................... ❑ 15. Statement of Intent for Non -heated and A/C Buildings ............................................. ❑ 16. Sanitation and plot plan approval from the Environmental Health Department in ❑ 17. City of Chico Plumbing permit.......................................................................: :. ❑ 18. California Department of Forestry plan approval ❑ paid. Sent by: ...................... ❑ 19. Planning approval for (A) Use: (>K (B)Parking: (C) Parcel Check: Ll, 0J ❑ 20. Contact Land Development about ❑ Improvements, El Drainage .............................. ❑ 21. Encroachment Permit for driveway from the Public Works Dept. (construction approval prior to occupancy). Pre -Inspection for f"f P!m ,Od. required ................ ❑ 23. Contractor's license in ormation Number, Name Style, Classification) ............... j...... ❑ 24. Worker's Compensation Carrier and Policy Number ..............:.............................. ❑ 25. Owner -Builder Verification (❑ Given to owner, ❑ Mailed to owner) ..................... ❑ 26. Letter of Signature authorization.................................................................... ❑ 27. Recorded copy of Agricultural Acknowledgment Statement .................................... ❑ 28. Manufactured home utility clearance.....`......................................................... ❑ 29. Existing violation and/or expired permits...............................................1j ........ ❑ 30. Grant Deed'%A4.H. Title/Statement of Facts, ❑ Letter from Legal Owner,�� 'heck to H.C.D. $ ;Z -Q. ❑ 31. Other: When issued Telephone14 - - ! and hold for pickup. I have been informed of the above items and requirements for obtaining a building permit. Applicant: Date: �1/ 3 1. Index permit application for the above items numbered: 2. Additional items required Contractor, designer, owner, was advised cf the above data by Contractor, designer, owner, was advised of the above data by Plans reviewed by: - Date: Structural reviewed by: Date: Note transfer by: Date: GV Plan Check Letter ❑. phone, ❑ mail, ❑ counter, by Date: ❑ phone, ❑ mail, ❑ counter, by Date: Plans approved by: `: ' Date: _Structural approved by: Date: Yellow: Building Division Building Permit Number: Owner Name: Residential Construction Requirements IMPORTANT This set of plans and specifications'MUST be kept on the job site at all times and it is unlawful to make any changes or alterations on same without written permission from the Building Division, County of Butte. A1C materials and workmanship shall be in accordance with recognized good practices and.of a quality prescribed for the specific use in the 1998 California Building Code (1997 U.B.C), 1998 California Plumbing Code ( 1997-U.P.C.), 1998 California Mechanical Code (1997 U.M.C.) and the 1998 California Electrical Code (1996 N.E.C.) COMPLY WITH ITEMS CHECKED BELOW Your parcel lies within a designated 100 -year flood plain. Finish floor, electrical, H.V.A.C. equipment and services shall be a minimum of one foot above the elevation shown on the attached Flood Elevation Certificate. A Post Flood Elevation Certificate will also be required = -- — ------ Note: We will normally accept -the fol[6wing as compliance with the flood elevation requirements: 1. Building is anchored to concrete stemwall system with conventional anchor bolts. 2. Building plate on top of stemwall to be one foot or more above the 100 -year flood elevation. (Plate height less than 24" above grade, or engineered design required). 3. Electrical, heating, ventilation, plumbing and air conditioning equipment and facilities located above the plate. 4. At least 2 openings in exterior walls, located on opposite or adjacent walls with a total net area of not less than 1 square inch for every square foot of enclosed area. 5. The bottom of the -openings shall be no higher than 1 foot above grade. 6. The openings may be screened or covered with other devices that will permit automatic entry and exit of floodwater. Page 1 of 2 Y Building Permit Number: 03' ZZg� Owner Name: 1, Parcel lies within the State Responsibility Area (SRA). Comply with attached requirements. 0. Fire sprinklers are required in this structure. ElThe following parcel map requirements shall be met: All structures a d equipment including overhangs shall be clear of all easements. A setback of : feet from the side and feet from the rear property lines and 20 feet (25 feet if Federal Aid Route) from the edge of the right of way shall be clear of structures and equipment except for a 2 foot overhang. Expansive soil may be encountered on this site. This condition may require the foundation to be designed by a California registered engineer or licensed architect. . i f Page 2 of 2 E \ Q • 111L4 113h j��t�tL'HY -6 , v!Z O{'.vv t► C�+ 10 3 ( 0�7 OZo Ooh • 1(9c0 \ y7 NOTE: See the atta-ched Residential -Construction Requirements Pages. 4 J L e Y BUTTLE C®UNi BUILDING DEPARTMENT PPRP' BUTTE COUNTY DEPARTMENT OF PUBLIC WORKS 7 County Center Drive, Oroville, CA PHONE: 538-7541 MOBILEHOME INSTALLATION SHEET 1. Owner's Name': r A?? /Z///,;- 4, A 2. Installer's Name: dx-,' .� �Cr,-V.- ;,rte 3. Is the site currently under permit? Yes �. No (If yes, furnish permit number J�-37 �If OR Is the site an existing site? . Yes No [E (If yes, furnish two plot plans.) 4. Will the mobilehome be located. at least. 5. ft. away from septic tank and leach fields and clear of all setbacks and easements? Yes No (If no, clarify ' 5. What is the mobilehome electrical rating? --------------- y Amps 6. What is the mobilehome site service rating? ------------- Amps 7. What is the mobilehome site circuit breaker rating? ----- } Amps 8. Is there any other electric load to be served by the mobilehome site service? -------------------------------- Yes No El (If yes, identify the load and size: (Load) (Amps) J/�% 9. What is the mobilehome site gas pipe size? -------------- (in.) type g ? -------------------- r 10. What is the t e of as serviceNatural � LPG .11. What is the gas pipe length from meter or tank to the mobilehome?--------:------------------=------------------ ko (ft.) * 12. What is the mobilehome gas demand? ---------------------- (BTU) *(This information not required if pipe length less than 6 ft. on natural gas or less than 50 ft. on LPG.) 3 S05---9 1 ' 'W -m COON I BUTTE COUNTY A ILDI G DE \! r BUILDING DEPARTMENT .� . MOBILEHOME SUPPORT DATA `If other than single wide *lob it ehome Mfr. iil LirJtic furnish Setup Model No. c� V Year /q o � Width—,f L% (ft.) Box Length (ft.) 'Tagalong or Expando Size ft. x ft. On all mobilehomes manufactured after October 7, 1973, furnish manufacturer's installation manual and structural setup sheets (if not on file with the County of Butte). FOOTINGS (check 'one) 1. Wood -pressure treated or foundation grade. 2. Other (specify) SUPPORTS (check one)1. 'Concrete block. F1 2. Other (specify) Pier Footing Sizes and Locations SINGLE -WIDE MULTI -WIDE Line 1 • �� � Main Beams in . •_ _ Line 2•_____Line 2 LL ini7 �' ne 2 Maio Beams Line 1 Line Tag or Triple iron 4 .� Line 1 Line 1 Piers: Line 1 Openings.• Sue—Yin. ---------- %� h Size -Min. ----------------- Spacing-Max - ----------------Spacing-Max. --------- 3— -A- ;6 Each Side of Openings From Ends -Max. ---- -- iI0 �r With Width Over --------_ s �r Line 2 Piers: Line 3 Piers: (Under Bearing Wall Only) Size -Min. -- ---------- Size -Min ------------------- Spacing-Max ---------- ------------------Spacing-Max---------- ��� Spacing -Max - From Ends -Max.------- •� �� t From Ends -Max -------------- Lin . e -------------Line 3 Roof Loads: G , G Size -Min. ------=----- �fx 3'� C�x > /Z�k �Ci Z"A3 ..x -A �� -k n Location (From Front) �L( (� J�'- 3 ��'- G yL�'_ Ll o �- o _ �� �_ �� Line 4 Piers: Line 5 Piers: (Under Bearing Walls Only Size -Min.-----------= k Size-Min-------------------- SpaciSpacing-Max ---------- ng -Max.--------- ,_ �, Spacing -Max .--------------- From Ends -Max.------- From Ends -Max .------------- Line 5 Roof Loads: Size -Min.------------ location (From Front)AjjjLD1NG DEPART(V1.E MIA P �� VECTOR DYNAMICS FOUNDATION. . SYSTEM WIND. ZONE 1 & 2 INSTALLATION INSTRUCTIONS For the State of California Release Date 8/13/2001 INDEX PAGE SECTION NUMBER INTRODUCTION 2 PIER HEIGHTS 3 GENERAL INSTALLATION 4 SET-UP INSTRUCTIONS 5 & 5a METAL PIER & V -DRIVE 6 PARTS LIST 7, 7A, 7B & 7C CONCRETE INSTALLATION 8&9 SCHEMATICS ; WIND ZONE I - SINGLE SECTION 10 -SINGLE V -DRIVE 11 - METAL PIER 12 r-DOLIBLE=SECTION 13 I -TRIPLE -SECTION 14 WIND ZONE II - SINGLE SECTION 15 - DOUBLE SECTION 16- - TRIPLE SECTION 17 SOIL CLASSIFICATION 18 COMPONENT PARTS AVAILABLE UPON REQUEST Foundation System RUILDING DEPARTW Engineer Approval rSS!04, F.. -V' W moi' 3/3+` �, 1 2011 JFK- 18551 APPROVED SUBJECT TO CORRECTIONS NOTED APPROVAL DOES NOT AUTHORIZE OR APPROVE ANY OMISSIONS OR DEVIATION FROM REQUIREMFM'S OF APPLICABLE STATE LAWS AND REGULATIONS State of California Department of Housing and Community Development ID S C ES AND STANDARDS �_/0 -Oign ure) r SPANO. For Further Information TIE DOWN ENGINEERING 5901 Wheaton Drive Atlanta, GA 30336 404-344-0000 FAX 404-349-0401 www.tiedown.com Tie Down Engineering, Inc. VECTOR DYNAMICS INSTALLATION INSTRUCTIONS lr&* These instructions describe the proper use of the Vector Dynamics Foundation System in Wind Zones 1 & 2. Additional installation instruction is available in VHS video, from manufactured housing distributors or from Tie Down Engineering, titled, Vector Dynamics Installation Video. The Vector Dynamics foundation system supports the home by anchoring the two longitudinal main rails. The system is approved in Wind Zone I & II & III areas of the Manufactured Home Construction and Safety Standards and Wind Standards; Final Rule 24CFR part 3280 for both single and multi sec- tion homes. Instructions for Class 5, Sub Soil Conditions, (Wind Zone I & II), are available through local distributors of Vector Dynamics or directly from Tie Down Engineering. General The Vector Dynamics Foundation System provides the support to resist lateral and over-tuming movement of the home as required by the Federal Manufactured Home Construction and Safety Standards in Wind Zones I & II when the system is used as described in these instructions. See manufac- tures Home Installation Manual for other pier & anchoring Muirements. The following characteristics apply to both single and muni section homes:. • Main rail minimum spacing of 86 inches or greater. • Nominal 8 foot or less top plate height at side walls. • Main rail depth of 12 inches or less. • Maximum roof slope of 20 degrees (4.4 in. in 12 in.) • Maximum pier height under main rail of 56 inches (see page 3). WIND ZONE I • Maximum single section home width is 16 feet including eaves; maximum eave width of 12 inches on each longitudinal side of home. • Maximum double section home width is 36 feet including eaves; maximum eave width of 12 inches on each longitudinal side of home. • Maximum triple section home width is 48 feet including eaves; maximum eave width of 12 inches on each longitudinal side of home. WIND ZONE II • Maximum single section home width is 15 fL including eaves, maximum eave width is 6" per side. • Maximum single section home width of 16 ft. including eaves must use two additional vertical best anchors/stabilizer plates (one per side) as listed in the charts on page 15. • Maximum double section home width including eaves 32 ft., maximum 12" eaves per side • Maximum triple section home width including eaves 48 ft., maximum 12" eaves per side The Vector Dynamics Foundation Systems may be used as a part of the vertical or gravity support system considering that each set of Vector Dynamic pad (s) has two (2) or three (3) square feet bearing area. Piers not used as part of the Vector system shall be located and constructed in accordance with the home installation instructions and/or state standards. To inquire about the use of the Vector Dynamics Foundation Systems with homes of four or more sections or on homes requiring pier heights greater than 56 inches which are not included in these instructions, contact Tie Down Engineering, Inc. at 800-241-1806. The Vector Dynamics Foundation Systems may be used on homes which require pier heights not to exceed 56 inches under one or both main rail(s). See page 3. Note that a ground anchor is used at each Vector system location in Wind Zones II & III. The use of interlocked double stacks of concrete blocks may be required by the home manufacturer or the state. Check with the most recent regulations in Cal'rfomia. The Vector Dynamics Foundation System has not been designed for use on exposure "D" homes. Exposure "D" homes are homes located within 1500 feet of the coastline. Additional vertical anchor ties that are unique to a home's design may be required by the home manufacturer. These locations include shear walls; mar- riage line ridge beam support posts, end frame ties and rim plates. The term end frame ties refers to the longitudinal ties that are attached to a home to resist wind load on the end walls. If longitudinal ties are required by the. home installation instructions or other state standards, these longitudinal ties must be installed and connected to anchors that are independent of other ties and anchors. See separate instructions for the use of Vector Dynamics with Tie Down's Longitudinal Stabilization Device. The term rim plates refers to the factory brackets fastened onto the perimeter joist or specified as a location for vertical ties. Page 2 California 8/2001 56 i ma Figure Maximum Pier Height (.Wind Zones I & II only) The Vector Dynamics Foundation System may be used on homes which require pier heights not to exceed 56 inches under one or both .main rail(s)..Note that a ground anchor must be used at each side of a Vector system location in Wind Zone II, and where the pier heights exceed 24 inches on a single section home in Wind Zone I. Piers must be constructed in accordance with the manufacturer's installation instructions and/or state requirements. The use of interlocked double stacks of concrete blocks may be required by the home manufacturer or state. Check with the most recent regulations in your state. 56 i ma, ryuc c Unequal Pier Heights ( Wind Zones I & II only) 3 in. pax. Vector Dynamics may be used on homes with unequal pier heights of 56" or less under one or both main rails. The difference between the taller pier and the shorter pier cannot exceed 26". Note that a ground anchor must be used at each side of a Vector system installation in Wind Zone I and where either of the pier heights in that location exceeds 24 inches on a single section home in Wind Zone I. Only concrete blocks and pressure treated lumber compression members.are permitted on unequal pierheights using the Vector system. Piers must be constructed in accordance with* themanufacturer's installation instructions and/or state requirements. The use of interlocked double stacks of concrete blocks.may be required by the home manufacturer or state. Check with the most recent regulations in your state. Page 3 Califomia - °W2001 GENERAL INSTALLATION INSTRUCTIONS SITE PREPARATION It is necessary that the home site be properly graded and sloped to prevent water and moisture from standing or flowing beneath the home. See manufacturer's home installation manual and state requirements for grading and other site preparation. FOOTINGS AND FROST LINES The Vector Dynamics Foundation System can be placed directly on top of the ground after clearing all loose vegetation. In areas where frost line/poured footers are required, the Vector system for concrete is used. See pages 8 8 9. . . FOUNDATION/FOOTING SPECIFICATIONS FOR VECTOR PADS Vector Pads must be used in place of conventional foundation pads for each Vector foundation system. Each (set of) Vector Pad(s) provides two or three square feet of pier bearing support. Vector Systems should be spaced as evenly as possible along the length of the home, with one Vector system within two feet of each end of the home. For pier locations in between the Vector Systems, use the foundation pads normally recommended by the home manufacturer and/or state requirements. Pier heights in excess of 24 inches or when unequal must follow instructions printed on page 3 of these instructions. Nominal 3-1/2 inch or 4 inch Schedule 40 PVC pipe or TDE steel compression strut (#59043) may be used only when the pier heights are similar on fairly level ground. Steel strut and PVC are not permitted when metal pier foundations are used. The adjustable galva- nized steel compression strut, #59043, is attached to each inside pad with a 1/2" X 2-1/2" grade 5 carriage bolt and can only be used with the swivel connector on strap. The grade 5 bolt attaches the swivel connector and the steel strut to the pad. When the swivel connector is used with a wooden or pipe compressive member, the vector diagonal connector should be part #59279 not #59276. After tightening the. end grade 5 bolts, adjust- ment bolt is installed through the two square steel compression struts to lock them in place. Foundation pad size and pier spacing must be consistent with home manufacturers' instructions and/or state requirements. LUMBER/MOISTURE - TERMITE SHIELD To cut lumber (2 - 2x4's or 1 - 4x4 per Vector system) for the center compression section, when using con- crete blocks for piers, measure center to center frame (I-beam) distance and subtract 16". When using METAL PIER STANDS, measure center to center frame distance and add 16". 3-1/2" or 4" nominal schedule 40 PVC pipe meeting ASTM D1784 or Tie Down's steel compression strut (#59043) may be substituted for lumber as the center compression strut under certain conditions described above. Pipe adapter bracket, part #59281 must be used with PVC pipe simultaneously with the Inside Tie Brackets, part number 59276. The pipe adapter bracket is used on top of the pipe and under the Inside Tie Bracket. In certain regions the optional Moisture Termite Shield may be required between the lumber and ground. ALL WOOD MUST BE PRESSURE TREATED, GROUND CONTACT RATED. Tip: Pre-cut your lumber and mark as to brand or model of homes you will be installing. If frame widths are the same, the pre-cut boards will also be the same length in each Vector set-up. STRAP TENSION All strapping must be tight upon assembly of the Vector system. Tests have been conducted with "hand tight- ened " strap in the Vector system to remove the need for specific tension specifications. Hand tight is defined as removing all slack with minimum of movement available when pressing on the strap. While subsequent tight- ening of the straps is not required, straps should be checked after any strong wind conditions, just as conven- tional anchor tie down straps should also be checked, to insure the maximum performance of the foundation system. A minimum of two factory 1/4" spot welds must be used when straps are connected to the swivel con- nectors with welds. c Page 4 Califomia 812001 Set -Up Instructions for the Vector Dynamics Foundation System #59007 (Kit #59007 is interchangeable with Kit #59018) 2. SET BLOCKS (OR PIERS) ON VECTOR FOUNDATION PADS Center the foundation blocks over the Vector pads. Place the pre-cut 4x4, 20's (side by side), Schedule 40 PVC (w/PVC adapter plate, part #59281) or 1 adjustable TDE steel compression member, (part #59043) tightly between the blocks, with ends resting on the Vector pads, and centered on each U -bolt. 3. OUTSIDE TENSION BRACKETS Attach an Outside Tension Bracket to the U -bolts on the outside of the foundation blocks and Vector pads. Place one of the short 6"- 2x4's between the bracket and Vector pad. Adjust the short 2x4 so that it pushes against the foundation blocks, removing any space between the piers and center compression section. Tighten the 3/8" bolts. 2 square foot pad placement or (1) 3 square foot pad rS AND Brackets to the re -cut boards or ap with hook to each inside tie bracket. Tighten bracket. When using looped strap and a crimp seal, in place of the hook, place a 3" long section of strap, folded in half .and inserted between the strap and inside tie bracket. Place other end of strap over the opposite (- beam and continue down to outside of the foundation blocks. Attach the strap to the Outside Tension brackets using the slotted bolt and nut provided. Wind strap a minimum of five times around the bolt. Continue tightening the slotted bolt until all slack has been removed and the strap is tight. 5. SET ANCHORS Refer to section home drawings for anchor installation information. Stabilizer plates are required for diagonal ties only. Preload anchor against stabilizer plate. Make certain all slack is removed and strap is tight. For single section homes in rocky soil conditions in Wind Zone 1 only (Soil Classifications 3 only), use minimum of 3 each V Drive anchors per side. See drawing on page 6 for placement. � Page 5 California 8/2001 Set -Up Instructions for Vector System #59018 (Kit #59018 is interchangeable with Kit #59007) Long U -B 1. Set Vector Pads Clear all vegetation where pads will rest. Place a long U -bolt in pad as shown. Press or ham- mer pad into the ground. 2. Set Block or piers'on pads. Center foundation blocks or piers on pads. Place pre-cut center compression member between blocks, resting on pads, centers between U -bolts as shown. 3. Outside Tension Bracket Attach outside tension bracket as shown to out- side of pads. 4. Inside brackets & straps Attach the inside tie brackets to the U -bolts over the compression member. Attach a strap w/hook or swivel strap w/nut/washer & bolt, (washers are required). Place other end of the strap over opposite I-beam & down to outside tension bracket. Cut strap 12 - 15 inches past bracket. Attach strap & slotted bolt in bracket. Tighten strap until tight with 4-5 wraps around bolt. Repeat with opposite strap., Page 5a N/2001 California (D W Ic � WIND ZONE I- ' " - r " -' ome `nay. Vector Dynamics Systems Required bye Se ve o"Syma��a� 9s. �tdgi for Double Section Homes _ _ - - " J a �2 it d pac�r98°^StaUatlon S " 1°mt\9eUsb<Oh(Materials Requiredl eye sWsmte �1ustraacin9�dsP un ' Fo I I • —'~' -4e, I a - maX OC t 44 tl Maximum allowable working drag load ' for the Vector System with the steel compression strut Is 3,150 pounds per , . - "" NOTE: Vector teems should be spaced as evenly as the K2 Engineering test report. is practicable along the length of the home. Pier spacing must be consistent with home manufacuers' Installation Instructions andfor state requinetnoris. 0 0 J %2 sq. ft. pad? Soil Classirications: 2, 3, 4A, & 41B Soil Bearing Capacity: 1,000 PSF minimum Anchors Required: None (marriage wall anchors may be required by home manufacturer) Home Length Vector Systems Required 0 to 48' 2 48' to 71' 3 72' to 89' 4 - Each Vector Foundation System requires • One Vector Kit, 2 slotted bolts • 2 ea. 1-1/4 in. ties, length will vary with pier height (4725 lb. min. break), • 1 ea. 4 x 4 pressure treated wood compression member • or 2 ea. 2 x 4 pressure treated wood compression member • or 1 ea. 3-112" or 4" nominal SCH 40 PVC pipe compression member • or 1 TDE adjustable steel strut �rlE DOVrN VECTOR DYNAMICS INSTALLATION DESIGN INSTRUCTIONS This Vector Dynamics Foundation system instruction is applicable only on homes set on soils classified as Class 4A 46, 3 and 2 as described in the table below. For separate instructions for sub -soil, Class 5 conditions (above 50 in. lbs.), contact Tie Down Engineering. SOIL CLASSIFICATIONS Soil Class Types of Soils Blow Count (ASTM Soil Test Probe (1) D1586) Torque Value (2) 1 Sound hard. rock...... NA NA Very dense and/or 40 -up More than 550 in. lbs. cemented sands, coarse 2 gravel and cobbles, preloaded silts, clays, and corals Medium -dense coarse 24-39 350-549 in. lbs. 3 sands, sandy gravels, very stiff silts and clays 4A Loose to medium dense 14-23 275-349 in. lbs sands, firm to stiff clays 413 and silts, alluvian fill 175-275 in. lbs Peat, organic silts, 0-14 175 in. lbs 5 inundated silts, loose fine and lower sand, alluvium, loess, varied clays, fill, fly ash. (1) The purpose of the soil test probe is to gage the strength of the soil below the surface and near the anchor's helical plate. The strength of the soil is estimated in terms of its' resistance to penetration (flow) under load by means of the torque probe and is measured in inch lbs. The test probe has a helix on it. The overall length of the helical section is 10.75 in.; the major diameter is 1.25 in.; the minor diameter is 0.81 in.; -the pitch is 1.75 in. The shaft must be of suitable length for anchor depth. (2) A measure synonymous with moment of a force when distributed around the shaft of the test probe. Information about geographical areas of termite infestations which might require the optional termite and moisture shield when a wood compression member is used may be obtained from the local building official or may be found in the 1995 edition of the One and Two Family Dwelling Code. Page 18 California N001 J=OK 0 = NotOK . Not Readyable 1. MOBILE HOMES Date MOBILE HOME UTILITIES (Plans) OK except #'s 3. 1. Zoning Requirements -Setbacks -Easements Wood Awn.; Posts-Beams-Rftrs-Connectors Shthg-Frg-Bracing 2. Soils; Special MH Support Sketch Carports; Windows -Doors 3. Sewer; Location -Test -Fall -C/0 -Concrete 8. 4. Water; Location -Test -Easement Needed (Sketch) Siding; Nailing -Veneer -Stucco -Mesh 5. Electricity; Location-Clearances-Grnd-/ /Amp -Concrete 11. 6. Gas; Location -Test -Wrap;-/ /" L'ft. / P Nat. or / /" L "ft./ P LPG Braced Wall Panels 7. Well Clearance & Disconnect Date 8. Utility Clearance Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except #'s 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) i g Requirements -Setbacks -Easements ootings; Size -Spacing -Marriage Line 3. Blockin H Test -Demand -Valve r�___iclartririty MH Test 6-NateF1014jest Z__Z(.�Sewer Connected a Electricity Tagged Exits License Decals 4)AI'Verify #'s with Office Date 2 5 . Card B4� -1...k Date Card B-1 Date Car' r 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 UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /" Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel-Blockouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab, Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF, Gas Pipe; Size Anchors -Yard Gas Piping; Size Test 11. Water Pipe; Test -Anchors -Regulator -Service Test 12. Electric Underground 13. Plenums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts-Joists-Vents-Crippies 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit) OK except #'s 17. Water Htr.; Vent -Access -Combustion Air Baffle 18. Water Pipe; Test & Anchor -Nail Protection 19. D.W.V.; Test Fittings & Anchor -Nail Protection 20. Shower Pan; Test, First Floor -Tub Access 21. Test Tub & Shower, Second Floor -Tub Access 22. Gas Pipe; Sixe & Anchors 23. Fire Sprinkler; Test Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except #'s 24. Fixture & Transformer Clearance -Ins. Protection 25. Elec. Receptacles Spacing -Lights & Switches at Doors 26. Size Boxes & No. of Conductors Stapled 27. Romex Installed Close to Edge of Studs & C.J. 28. Equip. Ground made up w/Mech Fasteners -Bond Gas & Water 29. 2 Appliance Circuits in Kitchen & Conductor Size GFI 30. Subfeed Wire Size/ /ga. Cu or AI-A.C. Wire Size/ /ga Cu or Al 31. Range Circle/ /ga Cu or AI -Oven Circ. / /ga Cu or Al Insulated Neutral O Yes 0 No 32. Service -Riser Conductors & Ground Main Disconnect 33. Equip. Clearances Panels-Motors-Mech. Equip. 34. Clothes Closet Light -Shower Light -Spa Light 35. Smoke Detector r Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except #'s 36. A.C. Ducts Insulation & Support 37. Vent Fan, Exhaust above insulation 38. Condensate Drain & Overflow, Size & Grade 39. Furnace -Vent Access -Comb. Ait-Return Air Vent 115 Outlet 40. Attic Access & Platform 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 41. Sills Proper Materials & Anchors 42. Walls Studs -Nailing Spacing & Braces -Plates -Sound 43. Bearing Walls over Girders & Floor Nailing 44. Draft Stop in Walls (rat proof) 45. Fire Stops, Furred Ceilings -Stairs -Chasers -Tubs 46. Headers & Beams -Size & Bearing Date FRAMING (Continued) _ 47. Hangers -Post Caps -Anchors -Connectors 48. Cling. Joist-Rftr. Ties- Purl in -Roll Brac.-Truss-Shting.-Rtng. 49. Fireplace Ties or Type A Flue -Fireplace Throat Clearance 50. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 51. Bdrm. Windows or Exiting Doors -Sill Ht. & Dimensions 52. Garage Fire Protection Framing -RC Channel 53. Property Line Firewall & Openings 54. Ext. Doors -One 3' -Check Garage 3rd Story, 2 Exits 55. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 56. Plywood on Roof Overhang -Attic Vents -Rafter Outriggers 57. Siding -Nailing Veneer 58. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 59. Glazing Area -Glass Protection -Skylights -Plastic 60. Shear Walls; Nailing -Bolts 61. Brace Interior/Exterior Wall Panels 62. Insulation -Walls -Ceilings 63.- Infiltration -Walls -Windows Date Card B-1 - Date Card B-1 Date Card B-1 - Date Card B-1 Date FINAL (Plans) OK except #'s 64. Ext. Steps -Door & Sidelight Protection -Landings 65. Smoke Detector 66. Furnace Vents -clearance -Comb, Air -Connector - In Garage; Above Floor-Ducts-Mech. Protection 67. Bedroom Exiting 68. G.F.I. & Bath Fixtures & Tub Access -Spa 69. Elec. Trim & Subpanel, Breaker Sizes & Labels 70. Stairs & Rails 71. Fireplace or Stove, Clearance -Hearth 72. Elec. Outlets at Wood Panel, Int. & Ext. 73. Kit. Fixt. & Appliance; Ground -Air -Gap -Cooking Clearance 74. Elec. Outlets & Receptacles at Kit. Counter 75. Garage Fire Door; Swing -Landing -Closure 76. A.C. Duct in Garage -Damper 77. Wtr. Htr.; Vents -Clearance -Comb, Air Connector-P.R.V. in Garage; Above Floor-Mech. Protection 78. Plb.; Elec. & Mech. Equip. Listed for Location 79. Elec. Receptacles in Garage (F.F.I.)-Romex Protection 80. Insulation -Foam -Looked in Attic 81. Guard Rails & Deck Construction -Post Caps 82. Fdn. VBents & Crawl Hole Door Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes _ 83. Following Instld./Drive ❑ Yes ❑ No/Walks ❑ Yes 0 No/Planters 0 Yes 0 No 84. Stucco Brown -Finish 85. A.C. Unit Disconnect, Electrical -Plumbing 86. Vents Above Roof, Plbg-Appliance-Fireplace-Clearance to Openings 87. Water Well, Disconnect, Electrical, Plumbing r 88. Exterior.Elec. Trim, G.F.I. Receptacle -Underground 89. Ventilation Throughout House 90. Glass Protection 91. Corrections from Previous Inspections 92. Gas Test -Meters Tagged, Gas -Electric 93. Water & Sewer Connected -C/O to Grade -HD Approval 94. Energy Compliance Certificate -Other Certificates 95. Address Posted 96. Fire Sprinkler Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: PRE INSPECTIM REPORT OWNER: � � � 111Ja m rpu V J(A DATE:_ ~I- - r.� LOCATION: \J MI.1 A.P. CONTRACTOR: ZONING: . 4P -�S PRE-INSPETION FOR:/ r l TT V -P (ffj kn (I C ,x- DATE TO INSPECTOR: %�j (-C�� PERMIT HISTORY:(') NONE Building Description: Electric: Gas: CommerciaRhage: Residential/# of Units: (" FOLLOWS: BUELDING INSPECTOR'S REPORT Currently Occupied • ,I Abandoned/Vacant Yes No Electric currently On Off Condition of Electric i > Natural Propane_ None 3 Currently On Off Obvious Problems: I Sanitation: Plumbing Working Well Working- Potable Water Obvious SewageProblems A ' f Comments: ACTION RECOMMENDED: BOLD FOR Date Sketch buildings on reverse and indicate location on property. :i • (Rev.12/96) COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES - BUILDING DIVISION 7 County Center Drive • Oroville, California 95965 • Telephone (530) 538-75�3,_ PE IT No. APPLICATION AND PERMIT -2Z(� ASSESSORPARCELNUMSER BUILDINGPERMIT OWNER ,. TELEPHONE SO. FT. OCC. BUILDING VALUATION OWNERS MAN O ADDRESS 1� 3 4l cu CO 'S NAME - TELEPHONE - 0.5C767 CO R NO DRES C • / b' ! �S� CONSTRUCTION LENDER Fireplace LENDER'S MAILING ADDRESS Total Valuation $ -$ c.a ARCHITECT ORENGINEER LICENSE NO. Filinq Fee 20.00 Permit Fee a G v '� i .. $• " ARCHITECT OR ENGINEERS MASJNG ADDRESS Plan Checking Fee' $ �D SULDINOADD.c ; ' c YJ Ir)) rn Energy Plan Checking Fee $ PERMIT FEE $ LOT No. SUBDIVISIONS NAME PARCEL "IAP PLUMBING PERMIT Fling Fee 20.00 USEOFSTRUCTURE SF ❑ Duplex ❑ Mobilehome ❑ Other SPECIFY Each Trap 7.00 Solar or heat pump water heater 23.00 Water piping 15.00 Each as water heater or vent 15.00 TYPE OF WORK New ❑ Addition ❑ Remodel 0 1 f Utilities ❑ Installation ❑ Other ❑ Describe Work: 7T P_e(ryl �' _ cS� Gas piping system i - 5 outlets 15.00 Building sewer 15.00 co Mobile Home I S I G I W @20.00 PERMIT FEE ELECTRICAL PERMIT Fling Fee 20.00 Main Service z��ovA on LZE4. s 23.00 ��J L(� W. j- �sEmmons SS" • / C� <! T�i(ed Main Service =A TO I004A 46.00 NEW CONST. McLING OCCUR S0. OR ADDNS. b A.C. BIDS. 3.5Q�. NON-REMID. MULTFOUTLET @O 7.50 PS0INGLE APPARATUS 6 SOUTLET P. Ex. Occup. OUTLET OR FIXTURESL 0x•50 SAL 00 FIXED APPLNS. OR Ex. OCCU OUTLETS RESID. EA 5.00 Temporary Service 23.00 Mobile Home Facilities 20.00 Misc. Wiring 23.00 PERMIT FEE S MECHANICAL PERMIT Filing Fee 20.00 Heating Hood Hood 6.50 Ventilation PERMIT FEP_ $ Mobile Home Installation Fee $ Energy Inspection Fee $ oc° CONST. TYPE TOTAL FEE $ (o HAZ D. FEES IMP 1. FLOO77 PARCEL PD HD ISSUE Date Signature of Applicant - ❑ Owner ❑ Contractor ❑ Agent An OSHA permit is required for excavations over 50° deep and demolition or construction of structures over 3 stories in height - Receipt No. WHITE-D.D.S.-B.D. CANARY -ASSESSOR PINK -INSPECTOR GOLDENROD -APPLICANT 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. By Date PERMIT EXPIRES ON O .UvtLt.r �fb ozo Q06 27-02-06XAorovbl1e 3 P,E t"0 99 �Z�'r O20-0006 DECKS WITHOUT PERMITS MURRAY, William 12/30/92 - ---- MURRAY, W165 Summit Dr, Oroville - ioq� ,�? 165 Summie AQ Exemption Perm;r 1414H5 {jI ok, J e6 cont: BlaHousing (storage tractor, grain, hay, yard tools ) ELECT GAS IL 107- 7A - COMPACTION TEST REQ SUPPORT STRUCT REQ ArA 027-02-0-006 91-3505 MURRY, WIL AM CONTR : RL , ALBER_T . 10 �2Z91 165 SU IT AVE, OROVILLE MHI 027-02-0-006 93-474 B MURRAY, WILLIAM 165 SUMMIT AVE, OROVILLE 2 OPEN DECK/SF 1 t I GG RESIDENTIAL •I 1 �A •'� MURRAY, William • 165 Summit Ave,'' Orovil:le cont: Blakes AFfordabl'e Housing (mhu) I 6 �S'74114;- ceAir --tom t OFFICE COPY Address;� �J i GAS C Meter By i I ELECTRIC ��— d Meter By e i. i I JOB FINALE L. Signature MOBILEHOME INSTALLATION ACCEPTANCE COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS — 7 COUNTY CENTER DRIVE OROVILLE, CALIFORNIA 95965 — TELEPHONE::- ((916) 598-7541 PERMIT N0. �- Address or location of mobilehome 6 i�r� iT A;./ t Owner's name Owner's address `L0; a - � 7� Insignia or hud number] Manufacturer's name � Z- l� 9514 A Serial -number of V.I.NCc1.�t'� i�J] �.S Year of manufacture 7 c'ial Approving Installation) / (Dote) IF THE MOBILEHOME IS MOVED OR RELOCATED, THE MOBILEHOME INSTALLATION ACCEPTANCE SHALL BECOME INVALID. THIS FORM SHALL NOT BE USED WHEN THE, MOBILEHOME IS INSTALLED ON A FOUNDATION SYSTEM. 5138 White - Owner, Yellow - Installer, Pink - D.P.W. COUNTY OF BUTTE DEPARTMENT OF PUBLIC WORKS * 196 Memorial Way, Chico — Phone: 891-2751 7 County Center Drive, Orovi Ile — Phone: 538-7541 747 Elliott Road, Paradise — Phone: 872-6307 CORRECTION NOTICE t A routine inspection indicates that the following violations of County Ordinance exist at the above address and should be corrected. Please notify this office when correction of work is completed. If you have any question pertaining to this matter, or need additional explanation, please contact this office immediately. 74�'t'^j r T�-%/ -rte 66 D^�( S Date Inspector/Y,17_ J=OK O = Not OK N t Readyot able MOBILE HOMES Date MOB "HOME UTILITIES (Plans) OK except #'s` . Zo g Requirements -Setbacks -Easements Soil S ecial MH Support Sketch r; Location -Test -Fall -C/O Concrete W F; Location -Test -Easement Needed (Sketch) Electricity; Location-Clearences-Grn Amp -Concrete 6. Gas; Location -Test -Wrap: / /"L"ft. / yNat. or/ /"L" fL9P"LPG Well Clearance & Disconnect tility Clearance Dat itard B-1Date Card B-1 Date Card B-1 Date Card B-1 Date MOBILE HOME INSTALLATION (Plans) OK except tf's ,/-Zoning Requirements -Setbacks Easements . ootings; Size -Spacing -Marriage Line as; H Test-Demand-Valve—Connector ect ' -ity; MH Test -Crossovers -Breakers -Clearances rain; MH Test -Fall -Flex Connector --&.Water; MH Test -Regulator -Connector 7 er and Sewer Connected -C/O to Grade -HD Approval 8. "Electricity Tagged E ' , nsp.-Sketch 0. Cert. of Occupancy Dat 419(%k&Card B- 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; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; S'ils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing 11. Ext.; Steps -Doors -Landings Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date POOLS (Plans) OK except If's 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-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-Panelboards-Ins. to Main in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test Date Card B-1 Date Card B-1 .Date Card B-1 Date Card B-1 J=OK O = Not OK = Not Applicable Not Ready RESIDENTIAL (; ' = Date UNDERFLOOR (Plans) OK except ti's 1. Zoning -Setbacks -Easements -Flood -Slope 2. Ftg., Main; Soils-Elec. Grnd.-/ /" Ftg. Depth 3. Ftg., Garage; Soils-Steel-Elec. Grnd.-/ /" Ftg. Depth 4. Ftg., Porches & Decks; Soils -Steel-/ /Ftg. Depth 5. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel- Bloc kouts-Wrapped 6a. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Pienums & Ducts; Clearance -Material -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date PLUMBING (Permit),OK except ti's -16. Water Htr.: Vent -Access -Combustion Air -Baffle ---------------- --- ----------------------------- 17. Water Pipe; Test & Anchor -Nail Protection ------- ---------------------------------------- 18. D.W.V.; Test -Fittings & Anchor -Nail Protection 19. Shower Pan; Test. First Floor -Tub Access 20. Test -Tub & Shower, -- Second Floor -Tub Access - ----- -------------- ---------------- 21. Gas Pipe: Size & Anchors ---------------------------------------------------------------------- - Date Card B-1 Date Card -B- 1 --------------------------------------------- ---- -------------------- Date Card B-1 Date Card B-1 Date ELECTRICAL (Permit) OK except k's 22. Fixture & Transformer Clearance -Ins. Protection ---------------------- -- ----------------------------------- 23. Elec. Receptacles Spacing -Lights & Switches at Doors ------------ ----------------------------------------- 24. Size Boxes & No. of Conductors -Stapled - --------------------------------------------------------------- 25. Romex Installed Close to Edge of Studs & C.J. ----------------------------------------------------------- 26. Equip. Ground made up w!Mech. Fastners-Bond Gas-&- Water ------- ---------------------------------------------------------------- 27. 2 Appliance Circuts in Kitchen & Conductor Size!GFI - ----------------------------------------------------------- 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / ! ga. -------Cu-or-Al --------------------------------------------------------------------- 29. Range Circ. ! / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No -------------------- -------------------------------------- 30. Service -Riser Conductors & Ground -Main Disconnect --------------------------------------------------------------- - 31. Equip_Clearances Panels_Motors_Mech_ Equip_ 32. Clothes Closet Light -Shower Light -Spa Light ------- ---------------------------------------------- ------------------ 33. Smoke Detector ------------------------------------------------------------------------------ -- Date Card B_1 Date Card B-1 --------------------------------------------- ---------------------- Date Card B-1 Date Card B-1 Date MECHANICAL (Permit) OK except a's 34. A.C. Ducts Insulation & Support -------------------------------------------------------------------------------- 35. Vent Fan: Exhaust above insulation ----------- ----------------------------------------------------------- 36. Condensate Drain & Overflow: Size & Grade ---------------------------------------------- ------ ----- 37. Furnance-Vent: Access -Comb. Air -Return Air Vent -115 outlet ----------- ----------------------------------------------------- 38. Attic Access & Platform if Furnance in Attic ---------------------------------------------------------------------------------- Date Card B-1 Date Card B-1 ------------------------------------------------------------------------------ Date Card B-1 Date Card B-1 Date FRAMING (Plans) OK except ti's 39. Sils. Proper Material & Anchors ------ --------------------------------------------- ---------------- --------- 40. Walls Studs -Nailing. Spacing & Bracing-Plates-Sound -------------------------------------------------------------------- - 41. Bearing Walls over Girders & Floor Nailing ---------- ------------------------ Draft Stop in Walls (rat proof) -------------------------------- - -------------- ----------- ------------ -------------- 43. Fire Stops; Furred Ceilings -Stairs -Chases -Tub --- --- ---------------------------------------------- 44. Headers & Beam -Size & Bearing ►ingle & Duplex) Date I~RAMING (Continued) t' 45. Hangers -Post Caps -Anchors -Connectors 46. Cing. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Ring. 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 50. Garage,Fire Protection Framing 51. Property Line Firewall & Openings ----52.-Ext. Doors -One 3' -Check Garage -3rd Story, 2 Exits _ 53. _Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection -----------54. plywood on Root Overhang -Attic Vents -Rafter Outriggers ---- --- 55. Siding -Nailing Veneer 56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access ------------------- 57. Glazing Area -Glass Protection -Skylights- Plastic ------------------ 58. Shear Walls; Nailing -Bolts _ 59. Insulation -Walls -Ceilings 60. Infiltration -Walls -Windows --------------- ------------------------ - Date Card B-1 Date Card B-1 Date Card B-1 Date Card B-1 Date FINAL (Plans) OK except ti's 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke Detector -------------------------- - 63. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meeh. Protection --------- ----------------- 64. Bedroom Exiting 65. G F.I & Bath Fixtures & Tub Access -Spa ------------------------------ 66. Elec. Trim & Subpanel; Breaker Sizes & Labels --------------- 67. Stairs & Rails 68. Fireplace or Stove: Clearances -Hearth - 69. Elec. Outlets at Wood Panel: Int. & Ext. 70. Kit.Fixt & Appliance: Grnd.-Air Gap -Cooking Clearance --------------------------- -- 71. Elec. Outlets & Receptacles at Kit. Counter - ---- - -- 72. 72. Garage Fire Door; Swing -Landing -Closer Duct in Garage -Damper -- ----- - - - - 74. Wtr. Htr.: Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage; Above Floor -Meth. Protection 75. Plb. Elec. & M_ech._Equip. Listed for Location 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protection ------------------------------ --- 77. Insulation -Foam -Looked in Attic ❑ Yes ----------------------------------------- - 78. Guard Rails & Deck Construction -Post Caps 79. Fdn Vents & Crawl Hole Door -Drainage & Wood -Earth --------------- Clearance Looked under Floor ❑ Yes ------------------------------ 80. Following instld.; Drive ❑ Yes ❑ No: Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No ------------------- 81. Stucco: Brown -Finish --------------------------------- --- 82. A.C. Unit; Disconnect. Electrical, Plumbing - ---- -------------------------------- --- P -- 83. Vents Above Roof; Plb9 ApP fiance -Fire lace. -Clearance to Openings _ ____ 84. Water Well; Disconnect, Electrical, Plumbing ------------------------------------ -- ---- 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground -- ---- -- - - - 86. Ventilation Throughout House --------------------- - 87. Glass Protection - - - - - - ------ --------------------------------- ---------- 88. Corrections from Previous Inspections - - - - - --------------------------- - ------------------ 89.- Gas Test -Meters Tagged; Gas -Electric --------------------------------------------------- 90. Water & Sewer Connected -C/O to Grade -HD Approval 91. Energy Compliance Certificate -Other Certificates ------- ----------------------------------- -- --- Date Card B-1 Date Card B-1 --------------------------------------- --- - -- Date Card -B- 1 Date Card B-1 Date Card B-1 Date Card B-1 Comments at Final: COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO, 7 County Center Q'rive'--Orgvllle, CAllfirnle 95965 - Telephone. 916/538.7541 APPLICATION AND PERMIT ASSESSOR I a 2 N 0 027-020-006 I:.RMH 5 �l BUILDING PERMIT OWNER TE EPHONE 3624 CURTISS STREET SAN MATES Q4403 SO. FT. OCC. BUILDING VX1 UATION OWNER'S MAILING ADDRESS WILLIAM MURRY CONTRACTOR' S NAME ALBERT CARL TELEPHONE 589-0758 CONTRACTOR'S MAILING ADDRESS 50 DEER SPRINGS LANE BERRY CREEK Fireplace CONSTRUCTION LENDER NONE UNKNOWN Total Valuation Is LENDER'S MAILING ADDRESS Filing Fee $ 15.00 Permit Fee $ ARCHITECT OR ENGINEER NONE LICENSE NO. Plan Checking Fee $ 20.00 ARCHITECT OR ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee $ Penalty $ BUILDING ADDRESS 165SUMMIT AVE OROVILLE Permit tee $ 35.00 PLUMBING PERMIT Filing Fee 15.00 Each Trap 1 5.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each qas water heater or vent 7.00 USE OF STRUCTURE SF ❑ Duplex[] Mobilehomeq Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 15.00 Mobile Home I S I G JW 1 1 @ 15.00 - TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ '�Installatio,n Other Describe work: MH T 900 SQ FT MT N (/// � Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 20SS 0AOR0V OR LELESS 18.50 Main service 200A TO 1000AI 37.50 CONTRACTORS LICENSE LAW I declar under penalty of perjury (check one): 1 am licensed under provisions of Chapt. 9, Div. 3 of the Business and Profess 'Son �o�i� nd my license is in full ff ce a effect. License No. Classification [/ [•�� E] I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) , ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason NEW OR AODNS. CONST. ( ACC, BLDGS. DWELLING OCCUP.&) 3.54sq.ft. NEW CONSTR. MULTI -OUTLET NON•RESID BRANCH CIRC ITS ^ 5 00 l: POWER APPARATUS & (SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 20 76 FIXED APPLNS. EX. Occup. OUTLETS (RESID, IREA.� I 3.00 Temporary service 15.00 Mobile Home Facilities 15.00 Misc. byirin g 15.00 Permit Fee $ — WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 15.00 Heating Cooling g Hood 6.50 Ventilation pennit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against -all liabilities, judgments, costs, and a enses which may in any way accrue against said County in cons nc f e granting of this permit. X Date Z �G� 9/ Signature of Applicant — Owner❑ Contractor [�f Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee S 70.00 Energy Inspection Fee $ occ CONST TYPE TOTAL FEE $ I I HAz �" I DX IMP FLOOCDF PARCE PO HD ISSUE This permit is hereby issued under the applicable provi- sions of the Butte County Code and/or resolutions to do work indicated hove for which fees have been paid. CT F PUBLIC WORKS A� BDate PE MIT E PI • Date Receipt No. 101186 105.00 WHITE-D.P.W.. YELLOW -ASSESSOR, PINK -INSPECTOR. GOLDENROD -APPLICANT x µyY COUNTY OF BUTTE -.©I ARTME,N �OFPI`1BLIC WORKS -BUILDING DIVISION Q r 7 COUNTY CENTER DRIVE ,zOROVILLE, CALIFORNIA 95965 - TELEPHONE: 916/538-7541 ' V w PEIRMIT APPLICATION DATA -SHEET Permit No. k OWNER l/V 1. I� UP A. P. No. 027—'C)-?- 6: 00y Proposed Building Use f �- Building Inspector V Date o_ Z 91 At time of permit application, I was advised the following data must be submitted prior .to permit processing and/or issuance: r' DATE RECEIVED APPROVED 1. All items have been submitted. ....... 2. Plot plans in duplicate/triplicate, signed by preparer of plans ........ 3. Complete plans in duplicate/triplicate, signed by preparer. of plans . . 4. Complete engineered plans and calcs, with wet signature on plans .. 5. Hazardous Material',Form ....................................... . 6. Energy Design Compliance and supporting documentation .......... 7. Statement of Intent for Non -Heated and AC Buildings ............... 8. Engineered truss details and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions....................................................... 10. Fees of $ 11. Chico Urban Area fees paid ....................................... 12. Park fees paid ....................... 13. 0 ,2h <E E School District fees paid .............. 10- 4- -14. -14. Sanitation approval from Health Department^° 15. City of Chico plumbing permit ..................................... ,16. Plot plan and business license approval from City oo (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking ...... 18. Improvements may be required. Contact Land Development Section DPW 19. Driveway.permit (construction approval required prior to occupancy) 20. Pre -Inspection for required Pre-Inspec. request to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... ,t, 22. Certificate of Workmans Compensation Insurance ....: ..:........... 23. Owner Builder Verification (Given to owner ❑, Mail to' owner ❑) ..... 24. Recorded copy of Agricultural Acknowledgment Statement ......... 25. Letter pf signature uthorization . v26. G�2A e- ..................... . 27. When you issue the permit, process as follows: Mail t6' owner. Mail to contractor.; _I Telephone SSa OZ -5 -19 -and hold for pickup at ��� office. Deliver w/inspector. Other Applicant Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution Date w Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted rior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 111- r 2. Additional items required: Contractor, designer, owner, was advised of above required data by—phone---Mai I counter by' ..date Contractor, designer, owner, was advised of above required data by—phone —mal l—counter by `date Plans checked by Sets of plans on hold in Copy—DPW Date Plans approved by Date File cabinet AP folder COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO. 7 County Center Drive - Oroville, Caii-fornia 95965 - Telephone: 916.-538-7541 APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER - 6.2 — O,zO--OOH OWNER n � U IV NI G ZOMKS TELEPHONE BUILDING PERMIT SO. FT. I OCC.1 BUILDING VALUATION OWNER'S MAILING ADDRESS 3GY2- G ur+t' sS/9-C£o RW3 CONTRACTOR'S_ NAME/ BB r' TELEgPHONE S�. / . d7S8 CONTRACTOR'S MAILING ADDRESS / ) n SQ -2-r S f o 5 L/ �� lJeiol !✓Z - Fireplace I CONSTRUCTION LENDER ./ oNL(� UNKNOWN Total Valuation is LENDER'S MAILING ADDRESS Filing Fee g 15.00 Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. t�N Plan Checking Fee O $ Zd ARCHITECT OR ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee S Penalty s BUILDING ADDRESS I S SvMM,, j� L� Permit tee $ PLUMBING PERMIT FiiingFee 15.00 Each Trao I 5,001 Solar or heat pump :nater heater01 LOT NO. SUBDIVISION NAME PARCEL MAP Water cioing I I 7,001 Each qas water neater or vent 1 7.00 USE OF STRUCTURE SF I1 Duplex i7 MobilehomeV Other bbbbbb```""„ SPECIFY Gas piping Systern 1 - �5 outlets I 5.00; Building sewer 1 15.001 Mobile Hone I S I G . VV @ 15.00I TYPE OF WORK New _ Addition _ Remodel ` Uti lities " � Installation Ek Other 7 Describe work:�Zy —% S Q Q p� ii AA ni Permit Fee g Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service aoov OR Less 200A OR LESS I 1 H.SO CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License Classification _ I, as the owner, or my emplovees -with wages as their sole comoen- cation: will do the work,and the structure is not intended or offered for sale. (Sec. 7044) (! 1, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) i I am exempt under Sec. Business and Professions Code for this reason Main service =OCA TC 1000A1 I 37.501 NEW =ONS•.N OR Ac�•�:S % EL _:NG CCJP.y % C-. 3L>:5. ) ,I E,N _-bi_S �L_ O` L—, `+J.N-�E__:.-_,•-:•.,c.•-:ac•;Ts 13.5t Sa.tt.1 i I I@ 5.001 , : ER Z�Pa aR A-1�j - 1=ricL= �• - -- _:R. 1 1 I Ex. OCC- ( o1, -LE -S OP=iXTJRES I ; -0 @) 7`a Ex. Occ::o. :. _--=aslD.: __.) I I 3.001 Temoorary service I 15.00 Mobile Home Fscllit:es j j 15.00 Misc. 'Airing ; 15.00 Permit Fee Contractor S — WORKMEN'S COMPENSATION INSURANCE I declare under penaity of perjury (check one): The permit is for 5100.00 (valuation) or less. I have placed on file with the County of Butte Building Department u a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -insure. J I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with SucnPermit provisions or this permit shall be deemed revoked. MECHANICAL PERMIT FiiingFee 15.00 Heating I 1 Cooling I i How I B.50 Ventilation Fee $ Contractor I certify that I have read this application and state that the above information Is correct. I agree to comply to all County Ordinances and State Lawsrelating to building construction, and hereby authorize representatives of the County or Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against 311 liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X Date _ Signature of Applicant — Owner I Contractor .__, 1 Agent L_ An OSHA � permit is required For excavations ons over 5'0" deep and demolition or consnuct- •o� of structures aver 3 stades �n nelgnr. Mobile Home Installation Fee `' Energy Inspection Fee $ occ '_'Or,�T -t'PE O�v ` TOTAL FEE $ l/ �AZ'GPEES { IMM i FLOOD (rOF i PARCEL iPo +o i ssL� f I I This permit Is hereby issued under the sions of the Butte County Code and/or work incic.Jtec .dove for which fees DIRECTOR OF PUBLIC BY - — --- PFRMIT 1'<PIRFR iarc applicable provi-' resolutions to do I have been paid. WORKS Date I Receipt No. I 1 ` ����— _ BUTTE COUNTY DEPARTMENT OF PUBLIC WORKS '7 Couhty Center Drive, Oroville, CA PHONE: 538-7541 MOBILEHOME INSTALLATION SHEET 1. Owner's Name: 2. Installer's Name: d/l' !�e,V., � 3. Is the site currently under permit? Yes 15�1 No (If yes, furnish permit number J�-37 �I� OR Is the site an existing site? - Yes No T (If yes, furnish two plot plans.) 4. Will the mobilehome be located. at least. 5 ft, away from septic tank and leach fields and clear of all setbacks and easements? Yes No (If no, clarify 5. What is the mobilehome electrical rating? U Amps 6. What is the mobilehome site service rating? ------------- Z Amps 7. What is the mobilehome site circuit breaker rating? ----- > > Amps 8. Is there any other electric load to be served by the mobilehome site service? -------------------------------- Yes No El (If yes, identify the load and size: (Load) (Amps) 9. What is the mobilehome siteas pipe size? -------------- g P P in. ) 10. What is the type of gas service? ------------------- Natural F1 LPG 117 11. What is the gas pipe length from meter or tank to the mobilehome?--------------------------------------------- k o (ft.) * 12. What is the mobilehome gas demand? ---------------------- ----- — (BTU) *(This information not required if pipe length less than 6 ft. on natural gas or less than 50 ft. on LPG.) 3 �0s -q l BUTTE COUNTY BUILDING DEPARTMENT APPROVES, � 1* MOBILEHOME SUPPORT DATA 'If other than single wide Mobilehome Miu furnish Setup Model No. =% f (,"IX' V Year /f/_/ Width � �% (ft.) Box Length (ft.) 'Tagalong or Expando Size ft. x ft. On all mobilehomes manufactured after October 7, 1973, furnish manufacturer's installation manual and structural setup sheets (if not on file with the County of Butte). FOOTINGS (check'one) 1. Wood -pressure treated or foundation grade.0 2. Other (specify) SUPPORTS (check one)V11. Concrete block.0 2. Other (specify) Pier Footing Sizes and Locations SINGLE -WIDE MULTI -WIDE Lina 1 Main Beams 1_ine 2 ` �in�i--, Line 2 . — — — — — Hain Beams — — — — — Line 2 -- — — ------ —Line 4 Tag or Triple Line 1 Line 1 Piers: Line 1 Openings: Size -Yin- ------------ � 7 . /j„ Size -Min- ------------------� „x o Spacing -Max. ---------J Each Side of Openings From Ends -Max. ------- 111_ With Width Over --------- s �� Line 2 Piers: Size -Min - ------------ -----------Spacing-Max. Spat ing-hax ---------- From Ends -Max .------- ( � Line 3 Roof Loads G, Size -Min. ------------ Location (From Front) �� (a JL)' 3 `/j ,- G yL' ' Ll " Line 4 Piers: Size -Min .------------ .k Spacing -Max.------- , From Ends -Max .------ G Line 3 Piers: (Under Bearing Wall Only) Size -Min ------------------- , Spacing -Max._______________ .From Ends -Max .------------- ._ .. .,x „ .,X e 5 Piers: (Under Bearing Walls only Size -Min .--------------- .k Spacing -Max.--------------- From Ends -Max .------------- Line 5 Roof Loads: Size -Min .------------ .�x location (From Front),- 13 Mi7J'rG(li r. - Jvk-. ' I . 1 .�!> f�t'D�, _�7 Ga—�!`�T G;�rlo1;.'v L G•.� � r eT LIVII�Y r«�t� t�t►JitiY.Flbt L� tr�TF•e�T+l— 12 2u.� 1�ft�tTi J����-�1'�I. I � • hdLK-1►.1-1�?—I:=Or X'}1 -Ju - 6t • (LTi -i �.J� • 't— �IPG16 $FiV�S cau,rni S�.PPuLT oNs I 1 1-1 1--V!_S0- BnSED cnl aoco t -el SUPPORT PIERS •FOOTING �E WEST GOMES C) CAPACITY SIZE O CAPACITY 'FOOTING SIZE � SQ. FTl isatw°9usr. 20 VOR 12"x 2(I 11 L Jo u 8000rr 11 —, 1� SIE x21 On AwIr�G rIrEE CARPET LAYOUT AND RIDGE u00E1 N0 SANTA ANA C0.9}10S 4000 24"x21" 6110,000f! 60"x211" f3EAht FIELD SUPPORT PIERS IA4� rtiONE,utrtusr� P*' W/f:i+,�� ; ' . r 'L�iG{rry"il"w,!¢:1�"L.i .C43'`�P'i.�4`)Keir.+,.gr;pv.....1ow.h�:i+rvvr+.wx "f'yrrns.:-..,.•rr,. ti r,''ts1ars+tnr'i.i74: t "�i A'r.:•rwsss: r BUTTE COUNTY SCHOOLS DEVELOPMENT FEE'CERTIFICATION FORM .(One Form per Building) MM A. P. Number t/��"��U" 00(0 Building Department No. School District Qf(n CQm City F-1 County [Sg. Jurisdiction Property Owner it 114uf rA Project Location/Address �(�� TUMM l^ f Ari L14D Subdivision Lot Number 1 ' Residential Development: # of Living MHI Units,' Commercial/Industrial: New Sq. Footage/ 31-W Ad tion (Group R) O Sq. Footage Y Addition (Including Exterior Roofed'; Areas) uilding Department Representative r Date (Floor Plans reviewed by School District Personnel) District ,Id No. /,3$2 s r,i;School District certili•es ! that (Applicant N e) (Phone Number), pp 4 g (Streegt Address) V a (City) .(State) (Zip Code) has complied with the requirements of Resolution No. if _fd_ Q by the pa01 ment of $ 5 representing square feet. chool D i,dict Representative Date PAID BY CHECK NO. REMARKS: 0a -d BANK NO PAID BY CASH white -applicant, yellow -building department, pink -school district SCHOOL.FEE (8/88) COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541 APPLICATION AND PERMIT PERMIT N0. ASSESSOR PARCEL NUMB R 027-020-006 ZONING ARMH 5 BUILDING PERMIT OWNER WILLIAM A. MURRAY TELEPHONE SQ. FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 3642 CURTISS ST SAN MATEO 94403 CONTRACTOR'S NAME BLAKE AFFORDABLE HOUSING TELEPHONE CONTRACTOR'S MAILING ADDRESS 2175 FEATHER RIVER BLVD. OROVILLE Fireplace CONSTRUCTION LENDER NONE UNKNOWN Total Valuation is LENDER'S MAILING ADDRESS Filing Fee $ 155,00 Permit Fee $ ARCHITECT OR ENGINEER NONE LICENSE NO. Plan Checking Fee Ener Plan Checkin Fee g:� g $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Penalty $ BUILDING ADDRESS 165 SUMMIT AVE OROVILLE Permit tee $ PLUMBING PERMIT FilingFee 115.00 Each Trap 1 5.00 Solar or heat pump water heater 1 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each qas water heater or vent 7.00 USE OF STRUCTURE SF ❑ Duplex❑ MobilehomeE� Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 15.00 Mobile Home S -@15.00 45.00 TYPE OF WORK New❑ Addition[] Remodel[] Utilities® Installation❑ Other El Describe work: 3 BDRM Permit Fee $ 60.00 Contractor ELECTRICAL PERMIT FilingFee 15.00 Main service 200AORLESS 18.50 18.50 CONTRACTORS LICENSE LAW I declare nder penalty of perjury (check one): I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification ElI, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason Main service 200ATO1000A1 37.50 NEW CONST. ( DWELLING OCCUP.�\ OR ADDNS. l ACC. BLDGS. / 3.60sq.ft. NEW CONSTR ULT' -OUTLET NO N.RESID BRANCH CIRC ITS @ 5 00 POWER APPARATUS tr (SINGLE OUTLET CIR. Ex. OCCUp(OUTLETS OR FIXTURES 20 S 76 FIXED Ex. Occup. OUTLETS IPRESID,IREA.) I 3.00 Temporary service 15.00 Mobile Home Facilities 15.00 15.00 Misc. Wiring •15.00 Permit Fee $ 48.50 WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. DR/( shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT FilIng Fee 1 15.00 Heating Cooling g Hood 6.50 Ventilation permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue agains said County in consequence of the granting of this permit. X - Date si Yore of Applicant - owner PP ❑ Contractor ❑ Agent An OSHA ion of structures toverr39storiesoineheigvhttions over 5'fJ" deep and demolition or construct- Mobile Home Installation Fee S Energy Inspection Fee $ occ CONST TYPE TOTAL FEE $ lZ8.50 I HAz DFEES 1::;el FLD CDF I PA PD e HD Issu This permit is hereby issued under the sions of the Butte C +nty Code and/or work 'indicated ab a for which fees E OR PU LIC B PL�RZMWITEt)NRES Date /D applicable provi- resolutions to do have been paid. WORKS �, Date ��/��f f % Receipt No. 101106 WHITE-D.P.W., YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT rr.r—fr—, ir'wR �.� . . .w . , .. . _ •TCr rr---•Y••ai}.��'l"� ^+y�`+Tis\fir^.nN' '.w++'�,M�^Y,S�'^ t`�' _a,tl�,��'"'•w i COUNTY OF BUTTE - D`EPARTMENT_OF+PUBLIC WORKS - BUILDING DIVISION 7 COUNTY CENTER DRIVE - OROVILLE CALIFORNIA 95985 TELEPH • - ONE. 916/538-7541 ``PEtMI_T APPLICATION DATA SHEET ...�. ' Permit No. OWNER w t IC( / l A��, a A. P N• Proposed Building Use �'!� Building Inspector • Date / .91 At time of permit application, I was advised the following data must be submitted pri to permit processing and/or issuance: DATE RECEIVED APPROVED 1. All items have been submitted. 2. Plot plans in duplicate/triplicate; signed by preparer of plans ........ 3. Complete plans in duplicate/triplicate, signed by preparer. of plans . . 4. Complete engineered plans and-calcs, with wet signature on plans .. 5. Hazardous Material Form ............ .............................. . 6. Energy Design Compliance and supporting documentation ......... 7. Statement of Intent for Non -Heated and AC Buildings ............... 8. Engineered truss details and layout in duplicate (required prior to plan check) 9. Mobilehome installation data including manufacturer's installation instructions....................................................... 10. Fees of $ ........................ 11. Chico Urban Area fees paid ....................................... 12. Park fees paid .................................................... 1 School District f es paid .............. 14 ;Sanitation approval from V i IT!?. -,Health Department /o- -:q 15! City of Chico plumbing permit. : ................................. 16. Plot plan and business license approval from City of t' (see City for other requirements) 17. Planning approval for (A) Use: (B) Parking: ...... 18. Improvements may be required. Contact Land Development Section DPW { 19. Driveway permit (construction approval required prior to occupancy) 20. Pre -Inspection for required . Pre-Inspec. requesi to Building Inspector (Date) 21. Contractor's license information (No., Name Style, Classifications ... 22. Certificate of Workmans Compensation Insurance .................. 23. Owner -Builder Verification (Given to owner ❑, Mail to owner ❑) ..... 24. Recorded -copy of'Agricultural Acknowledgment State ent ......... 04) F4 25. Letter f signature a thoriza ion ... ..... t.. W1 I 7. When .you -issue -the permit, rocas follows: Mail to owner. Mail to contractor. Telephone �1" and hold for pickup at office. Deliver w/inspector. Other's l. 1'I--11 / . A Ove - Applicant Date _,Z —17— Copy -/7r- Copy of Haz-Mat form sent Health Dept. ---VireDept. air Pollution Data Copy of plans sent -=- Health Dept. Fire Dept. Other Date By. The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. 2. Additional items required: Contractor, designer, owner, was advised of above required data by_phone—nail counter by date Contractor, designer, owner, was advised of above required data by—phone _mail—counter by date -1 Plans checked by Date Plans approved by 457k� Date oZ Sets of plans on hold in File cabinet AP folder Copy—DPW TO: Building Department FROM: Encroachment Permit Section RE: Driveway Clearance I A0 5 S� Z Jawc�� �oo of ��� ve_ � -p2— 4 location AP �� owner ' Driveway permit 7siat"ure has been issued for the above property. e;�— Z S- L date TO Buildina Department r FR$M: Environmental Health SUBJECT: Sanitation Clearance _ NOTE *** Date 'Sanitarian. owner Location Plan . Approved for. S ewa a a Disposal Water Supply Water Supply Hold final for: Final clearance O.R. for: Water Supply Clearance for bedroom mobile home. other NOTE *** Date 'Sanitarian. COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS PERMIT NO. 7 County Center Drive - Oroville. California 95965 - Telephone: 916.'538-7541 APPLICATION AND PERMIT ASSESSO PARCEL NUMBER___ _0 0– Qui 6 ZONING 10/7) BUILDING PERMIT OWNER 1 �) 14 r 0O 1 TELEPHONE SO. FT. OCC. BUILDING VALUATION AI Ll y(�V .fa AD ESS q U i< LS CO T A TOR'S TELEPHONE CONIFSA CTOR'S MAILI N�- ADORE ` �� O� 9�`9� //�S Fireplace p CON RUCTION LENDER UNKNOWN Total Valuation $ LENDER'S MAILING ADDRESS Filing Fee $ -yam Permit Fee $ AR H TECT OR ENGINEER LICENSE NO. Plan Checking Fee $- lJilio V ARCHITECT OR ENGINEER'S MAILING ADDRE Energy Plan Checking Fee $ Penalty $ BUILDINy, ADDRES S tyt sr) t' r o v 2� Permit fee $ PLUMBING PERMIT Filing Fee 15.00 Each Trap 5.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 7.00 Each qas water heater or vent 1 7.00 USE OF STRUCTURE SF ❑ Duplex❑ MobilehomeX Other SPECIFY Gas piping system 1 - 5 outlets 1 5.00 Building sewer 15.00 Mobile Home @ 15.00 S` 0 TYPE OF WORK NewAddition[]Remodel❑ Utilities Installation❑ Other❑ Describe work: A Permit Fee — $ 60 (0) ,00 Contractor — ELECTRICAL PERMIT Filing Fee 15.00 Main service 200V OR LESS 00A OR LESS 1 18.50 Main service 200A TO 1000AI 37.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business(PO'ER and Professions Code and my license is in full force and effect. License ;Jo. Classification 01I, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ I am exempt under Sec. , Business and Professions Code for this reason DWELLING OCCUPM NEW CONST.OR ADDNS. / ( ACC. BLDGS. / '3.6d sq.ft. NEW CONSTR. ULTI.OUTLET NON-RESID. BRANCH CIRCUITS) I @ 5.00 APPARATUS 6 NSINGLE OUTLET C!R. ) Ex. Occup( OUTLETS OR FIXTURES RAa 76a Ex. OCCup. OUTLFIXED TS IRESID.IAPPLNS.REA.) 1 3.00 Temporary service ( 15.00 Mobile Home Facilities 15.00 / Misc. Wiring 15.00 Permit Fee $ — WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. I I have placed on file with the County of Butte Building Department u a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. ❑ I shall not employ any person in any manner so as to become subject to the W. C. laws of California. Notice to Applicant: If after making this statement, should you becomesubject to the W. C. provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT FiIingFee 15.00 Heating Cooling g Hood 6.50 Ventilation Permit Fee $ Contractor I certify that I have read this application -and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said County in consequence of the granting of this permit. X Date Signature of Applicant — Owner❑ Contractor ❑ Agent ❑ An OSHA permit is required for excavations over 5'0" deep and demolition or construct - ion of structures over 3 stories in height. Mobile Home Installation Fee S Energy Inspection Fee $ occ CONST TYPE i_ TOTAL FEE $ SQ HAz 0FEES IMP FLOOD COF PARCEL PO HD ISSUE This permit is hereby issued under the sions of the Butte County Code and/or work indicated above for which fees DIRECTOR OF PUBLIC By PERMIT EXPIRES Date applicable provi- resolutions to do have been paid. WORKS Date Receipt No. STATE OF CALIFORNIA Butte Iss. COUNTY OF ) On September 16, 1991 before me, the undersigned, a Notary Public in and for said State, personalty appeared Jolene Blake , personally known to me (9{ir ooX} DO1s[MiM tXWaD= 31 i1� IR°litX4$ 4Li 3e� DONO2 to be the person whose name is subscribed to the within instrument, as a witness thereto, who being by me duly sworn, deposed and said: That}Mshe resides in Oroy i l l e , CA ,that */she was present and saw William A. Murray personally known to MJi her to be the same person(s) described in and who executed the within instrument, as a party(ies) thereto, sign, seal and deliver the same and that said party(ies) duly acknowledged in the presence of said affiant, that he/she/they executed the same, and that said affiant, thereupon at the party's(ies') request, subscribed his/her name as a witness t ereto. » -f WITNESS my d and official ;dee Signature X --E'"`'—'2 v Janie Stevens .Eeillleel99el11lelie98ll11e11BIII 11111e11III511e1HIM III lei 1111111111111p� OFFICIAL SEAL m JAME STEVENS NOTARY PUBLIC — CALIFORNIA m e v COUNTY OF BUTTE -� e Comm. Exp. Sept 11, 1992 6eluuNueueueeoeulxeeeeeluelueeueueeeeeeeeeeoeeeeeaadsneaeeeto:E� (This area for official notarial seal) 91-038348 I Rec Fee 5.00 ` 1 Check 5.00 Recorded I Official Records I County of 1 Butte 1 Candace J. Grubbs I Recorder i 1046am 17 -Sep -91- I �. XX 16AA 140 111'W Ahlt1C111..1'llhAl, SI•ATI-311-:1 '- U1' ACKI�OW[,l;l)C1,h11,NP - — =�--" ` _ .---'�—�=roit�itr-lit,r_rrt�nt`u`L�Y►':�:ocMccv-r. _.._ .,, - — - -- `,ection 26-8.1 of the Butte County Code requires this acknowledgement be recorded prior to issuance of a' building {permit. The property described herein is adjacent to land or included wftliln an area zoned for agricultural purposes, and residents of this property may be subject to inconveniences or discomfort arising from 1.he use of agricultural chemicals, including, but not limited to herbicides, pesticides, ;11)d fertilizers; and from the pursuit of agricultural operations including, but not limited t.o cultivation, plowing, spraying, pruning, and harvesting which occasionally generate dust, smoke, noise, and odor. Butte County has established agricultural zones which have as a if priority use for productive agricultural purposes, and residents within said zones and on n'(icent property should be prepared to accept- such inconvenience or disconform from 'k6al, necessary farm operations. All that real property situate in the County of Butte, State of California, described "> ;Is follows: - LOT 11A, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "AMENDED MAP'OF ROSS `.:...::.P .j. ORCHARDS TRACT"_, WHICH MAP WAS FILED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON JUNE 6,1928, IN BOOK 8 OF MAPS, AT PAGES 31A, 32A AND 33A. A. a -bate: Sept. 16, 1991 V46W State of ) SS. County of ) 1 PROPERTY OWNERS: On this the day of r.;befo' me, the undersigned Notary Public, personally appeared'•'!?;::t I�. L/ Personally known to me. L/ Proved to. me�on the basie�, "(� L's Qf satisfactory evidence'!", to be the person(s) whose hame(s) subscribed: to T. F; the within instrument and acknowledged that executed the same for the purposes therein contained. IN WITNESS WHEREOF, I hereunto set my hand and official segl►°.'':rs,tt Notary Public 6' Present A.P. No. O.Z7- OZO��� .•4;' END OF DOCUMENT /ORCHARDS -TR.-. T.18,N.R.4 E. M.D. M. 791.4 s .s 12 e V • x 4.53AC. 14 q9 80 �o X e 141 11 0 325 1i 102.9 55 ti 51 34 s Ac m0 35 4 10 6.7 �Z bi 237.4 163 ^�•� 2, 6 5.014C. pop -+ /0.5AC. + ' 4.5 AC. s w h O 96.9 1 V, O -b ,y to p�6 � O 5.86 AC 53 .(9 �� .a . ,ri 5 AC250 ql' ' O m IOAC, 8A 195 IIA ?s� 7�O 1IA r, 17.32 AC. °• C 5 •� a 11.70AC. ' p09 o q 24 • 'l�h I w � / n O� 's .%' M 131 \ a+ S 051 44 11 BJ w 5.3 Ac. j / 37 J 129 11.43AC. r.� \� �/ 180.5 o m o.73AC- �X '1 O P/ 221.5 46 93.03 'fib i ♦ A .C.20F �. \ 4 i 5.IAC'- 2�0 �� a i m p CNm sem: \ \O B ��d a r /♦ 1 \AR 1374 g �9 2 111.0 '; e I -6j,20 X90 i 4.94 A c 6 1 21 5.99A 032 6 11 O° 1 J 63 ds 16 O 4 8.60 AC. '� 67 73 8 AC. 6.00 AC. 5.99AC. m / �O 863.8! 12//921 4 2T. 60 W. 1 36"1- � PM. Jill, o C, �4_ "I 17' 1.. 1.12-1 -1. C� I - Co CD 23 1- i icz r Co - i -A ij_ 1c 4 L; =J ii :14T I.- A_ L -i- - d JI -c- A— A A •i _L Ij.4 1 L + + + -T -:�=�-�=i_�1{{{�' �I_i�:l_�-�-i=�=i-f.�-!=�"( -I��I�t';`��p�i_. i.l_ �,.' . i U-1 —it I A if sz, - t -H I -I -L 1-T: --1 1.1 -LI T-1- Izv ]I. J- 1- .1-1 J-3 J-1 J -.1. A - :41- H_j TL_ -I... J 1-1 L I LAj 7-r .1 _j j_; _j I JA L LI - ! I _-__... _' _ L_i_ l._1- I j-- ' -! -' _�__..� 1 �_.1 _.!! J , ! 'y1 i I J-, 7 --' - -'- - � ! J ' - - � --' -1 I j I � . it - 7 - 1 7 L - _LL _J L :_i J- D d jl 1; t.. tt- -T _T - EU. i L E 1-1-1 L _J .4 T 1: 71 --I LI 1 t J- j r j I --T _Lj -44- L al, iy E.J. JL_ J JI! -j F f Y 0 . z of 'I rd ro >r - <33Z y. '� � 1.,x•,1 Z.- SUPPORT PIERS FOOTING SIZE p 11 CAPACITY 12"x24"I Clli I OOOOR 211"x24"(5) 10-0009 I 62 Jvy r 1 t � 1 _bbl-II7L1�� GG��'r G`�T►�oL G•.���e"j' �Ltvll� (-;�u�t� t�l►,'II.J,i. Ne�L� t�or>`• e�T+l — Iz=c• x 5-�" _ .. _ . • J���til�l. 1 � hbLic-IFJ-I�tc+�?—i2 =0E x �il-✓p 6E • IST. -I � � 1 "t-' tzlp�Gr6 g6sb�1 �oNs PACITY OOOTr' 40009 Y1 '�� ✓L+� 1 I�lt4• 1. GOLD I Efi FOOTING SIZE �Fz�E so. Fr. 13ULWAKEHA43I. 00 AmnG 118"x24"• TITLE CARPET LAYOUT AND RIDGE 400ElrrO PwNc n� 1US41M Fn,,v,)wl BEAM FIFLD SIIPPCIRT PIGoc �J5tIAa ... COUNTY OF BUTTE - Department of Public Works 7 County Center Drive, Oroville, CA 95965 Phone: 916-538-7541 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 major labor and.materials for construction of. the proposed property improvement (yes or no) I. 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 Contractors 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 Contractors 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: Property Owner Date i5 '� NOTE: This Owner -Builder Verification is sent to you as required by Sections 19831 and - 19832 of=the California Health and Safety Code. • This verification must be completed and returned to our office before we are per- mitted.to issue the permit. RESIDENTIAL 027-02-0-006 93-474 MURRAY, WILLIAM. i 165 SUMMIT AVE, OROVILLE 2 OPEN DECK/SF ° Y A 7 r a JOB FINALED (Date) / Signature 4 02L i. V=OK , , t O=Not OK -=Not Applicable Not Ready MOBILE HOMES ' = Date/Initials MOBILE HOME UTILITIES (Plans) OK except #'a 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-Clearences-Grnd-/ /Amp -Concrete 6. Gas; Location -Teat -Wrap: / /"L"ft. _ / /"Nat. or/ /"L"ft./ /"LPG 7. Well Clearance & Disconnect 8. Utility Clearance Date/Initials MOBILE HOME INSTALLATION (Plans) OK except #'a 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. Exits; Insp.-Sketch 10. Cert. of Occupancy MISCELLANEOUS Date/Initial DECKSItOVERS CARPORTS GARAGES, Plans OK except #'a zoning Requirements -Setbacks -Easements F gs; Soils -Size -Depth -Spacing -Connectors -Steel Decks; Griders and/or Joists -Decking -Bracing -Stairs -Rails 4. Wood Awn.; Posts-Beams-Rftrs.-Connectors Shthg.-Rfg.-Bracing 5. Alum. Awn.; Columns -Connections -Splice -Decal -Enclosures 6. Carports; Windows -Doors 7. Electric 8. Frmg; Sils-Anchors-Studs-Rftrs-Trusses 9. Siding; Nailing -Veneer -Stucco -Mesh 10. Roof; Shthg-Roofing Ext.; Steps -Doors -Lendings Date/Initials POOLS (Plans) OK except #'a 1. Setbacks -Easements 2. Soils; Compaction -Structure Stability 3. Pool Structure; Steel -Connections -Thickness Dead Men -Lining 4. Elec.; Receptacles and Lighting, Distances-GFI 5. Elec.; Pool Lighting; 15 volts-GFI 6. Elec.;Enclosurea; 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-Panelboards-Ins. to Mein in Conduit 9. Health Department Approval 10. Plumb.; Cir. Test -Water Supply Test V=OK O=Not OK ` - = Not Applicable RESIDENTIAL = Not Ready Date/Initials UNDERFLOOR (Plans) OK except #'s 1. Zoning -Setbacks -Easements -Flood -Slope 2. Fig., Main; Soils-Elec. Grnd.-/ P' Fig. Depth 3. Fig., Garage; Soils-Steel-Elec. Grnd.-/ /" Fig. Depth 4. Fig., Porches & Decks; Soils -Steel-/ /Fig. Depth S. Stemwalls, Main; Steel-Blockouts-Wrapped 6. Stemwalls, Garage; Steel -Bloc kouts-Wrappod 6s. Hold Downs and Special Anchors 7. Slab; Steel -Wrapped 8. Piers -Fireplace Ftg.-Steel 9. D.W.V.; Fall -Fitting -Test -2 Way C/O -Sewer Test 10. UF. Gas Pipe; Size -Anchors - yard gas piping: size -test 11. Water Pipe; Test -Anchor -Regulator -Service Test 12. Electric; Underground 13. Plenums & Ducts; Clearance -Materiel -Support -Ins. 14. Girders -Sills -Anchor Bolts -Joists -Vents -Cripples 15. Access & Ventilation 16. Insulation Date/Initials PLUMBING (Permit) OK except #'s 16. Water Htr.; Vent -Access -Combustion Air -Baffle 17. Water Pipe; Test & Anchor -Nail Protection 18. D.W.V.; Test -Fittings & Anchor-Naii Protection 19. Shower Pan; Test, First Floor -Tub Access 20. Test Tub & Shower, Second Floor -Tub Access 21. Gas Pipe; Size & Anchors Date/initials ELECTRICAL (Permit) OK except #'s 22. Fixture & Transformer Clearance -Ins. Protection 23. Elec. Receptacles Spacing -Lights & Switches at Doors 24. Size Boxes & No. of Conductors -Stapled 25. Romex Installed Close to Edge of Studs & C.J. 26. Equip. Ground made up w/Meth. Fastners-Bond Gas & Water 27. 2 Appliance Circuts in Kitchen & Conductor Size/GFI 28. Subfeed Wire Size / / ga. Cu or AI-A.C. Wire Size / / ga. Cu or Al 29. Range Circ. / / ga. Cu or AI -Oven Circ. / / ga. Cu or Al. Insulated Neutral ❑ Yes ❑ No 30. Service -Riser Conductors & Ground -Main Disconnect 31. Equip. Clearances Panels -Motors -Mach. Equip. 32. Clothes Closet Light -Shower Light -Spa Light 33. Smoke Detector Date/Initials MECHANICAL (Permit) OK except #'s 34. A.C. Ducts Insulation & Support 35. Vent Fan; Exhaust above insulation 36. Condensate Drain & Overflow; Size & Grade 37. Furnance-Vent; Access -Comb. Air -Return Air Vent -115 outlet 38. Attic Access & Platform if Furnance in Attic Date/Initials FRAMING (Plans) OK except #'s 39. Sils, Proper Material & Anchors 40. Walls Studs -Nailing, Spacing & Bracing -Plates -Sound 41. Bearing Wells over Girders & Floor Nailing 42. Draft Stop in Walls (rat proof) 43. Fire Stops; Furred Ceilings -Stairs -Chases -Tub 44. Headers & Beam -Size & Bearing SPngle & Duplex) Date/Initials FRAMING (Continued) 45. Hangers -Post Caps -Anchors -Connectors 46. Cing. Joist-Rftr. ties-Purlin-roof Brac-Truss-Shthng.-Rfng. 47. Fireplace Ties or Type A Flue -Fireplace Throat clearance 48. Attic Access; Size & Romex Protection -Draft Stop -Ins. Baffles 49. Bdrm. Windows or Exiting Doors -Sill Hgt. & Dimensions 50. Garage Fire Protection Framing 51. Property Line Firewall & Openings 52. Ext. Doors -One 3' -Check Garage -3rd Story, 2 Exits 53. Stairs; Width -Headroom -Rise -Run -Landing -Fire Protection 54. plywood on Roof Overhang -Attic Vents -Rafter Outriggers 55. Siding -Nailing Veneer 56. Stucco Mesh -Drip Screed -Fd. Vents-Underflr. Access 57. Glazing Area -Glass Protection -Skylights -Plastic 58. Shear Walls; Nailing -Bolts 59. Insulation -Walls -Ceilings 60. Infiltration -Walls -Windows Date/Initials FINAL (Plans) OK except #'s 61. Ext. Steps -Door & Sidelight Protection -Landings 62. Smoke Detector 63. Furnace; Vents -Clearance -Comb. Air -Connector - In Garage; Above Floor -Ducts -Meth. Protection 64. Bedroom Exiting 65. G.F.I. & Bath Fixtures & Tub Access -Spa 66. Elec. Trim & Subpanel; Breaker Sizes & Labels 67. Stairs & Rails 68. Fireplace or Stove; Clearances -Hearth 69. Elec. Outlets at Wood Panel; Int. & Ext. 70. Kit.Fixt. & Appliance; Grnd.-Air Gap -Cooking Clearance 71. Elec. Outlets & Receptacles at Kit. Counter 72. Garage Fire Door; Swing -Lending -Closer 73. A.C. Duct in Garage -Damper 74. Wtr. Htr.; Vents -Clearance -Comb. Air-Connector-P.R.V. In Garage; Above Floor -Mach. Protection 75. Plb., Elec. & Mach. Equip. Listed for Location 76. Elec. Receptacles in Garage; (G.F.I.)-Romex Protection 77. Insulation -Foam -Looked in Attic ❑ Yes 78. Guard Rails & Deck Construction -Post Caps 79. Fdn. Vents & Crawl Hole Door -Drainage & Wood -Earth Clearance Looked under Floor ❑ Yes 80. Following instld.; Drive ❑ Yes ❑ No; Walks ❑ Yes ❑ No; Planters ❑ Yes ❑ No 81. Stucco; Brown -Finish 82. A.C. Unit; Disconnect, Electrical, Plumbing 83. Vents Above Roof; Plbg: Appliance -Fireplace. -Clearance to Openings 84. Water Well; Disconnect, Electrical, Plumbing 85. Exterior Elec. Trim; G.F.I. Receptacle -Underground 86. Ventilation Throughout House 87. Glass Protection 88. Corrections from Previous Inspections 89. Gas Test -Meters Tagged; Gas -Electric 90. Water & Sewer Connected -C/O to Grade -HD Approval 91. Energy Compliance Certificate -Other Certificates Comments at Final: COUNTY OF BUTTE - DEPARTMENT 6F PUBLIC WORKS �: PERMIT NO. 7 County Center Drive - Oroville, Cilie' - Telephone: 916/538-741 / 6 APPLICATION AND PERMIT ASSESSOR PARCEL NUMBER _ 027-020-006 ZONING ARMH-5 - BUILDING PERMIT OWNER William A. Murray415 TELEPHONE 345-7798 SQ.FT. OCC. BUILDING VALUATION OWNER'S MAILING ADDRESS 3624 Curtiss St., San Mateo 94403 736 5,152.00 CONTRACTOR'S NAME TELEPHONE CONTRACTOR'S MAILING ADDRESS Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ ) LENDER'S MAILING ADDRESS Filing Fee $ 15.00 Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $33. ARCHITECT OR ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee $ Penalty $ BUILDING ADDRESS Permit fee $ 116.25 PLUMBING PERMIT.- r Filing Fee 15.00 Each Trap 5.00 Solar or heat pump water heater 20.00 LOT NO. j/A SUBDIVISION NAME,. f 05d ORC N -IR -D T%{/d-Cr Ila PARCEL MAP -32-A Water piping 7.00 Each qas water heater or vent 7.00 USE OF STRUCTURE SF ❑ Duplex[] Mobilehome[] Other SPECIFY Gas piping system 1 - 5 outlets 5.00 Building sewer 15.00 Mobile Home S I G I W@ 15.00 TYPE OF WORK New Addition© Remodel❑ Utilities[] Installation❑ Other 11 Describe work: Open Decks Front & Rear _ Built w/o Permits Permit Fee $ Contractor ELECTRICAL PERMIT Filing Fee 15.00 Main service 200AORLESS 18.50 CONTRACTORS LICENSE LAW I declare under penalty of perjury (check one): ❑ I am licensed under provisions of Chapt. 9, Div. 3 of the Business and Professions Code and my license is in full force and effect. License No. Classification 1, as the owner, or my employees with wages as their sole compen- sation, will do the work,and the structure is not intended or offered for sale. (Sec. 7044) ❑ I, as the owner, am exclusively contracting with licensed contract- ors. (Sec. 7044) ❑ 1 am exempt under Sec. , Business and Professions Code for this reason Main service 200A TO IOOOAI 37.50 NEW CONST. ( DWELLING OCCUP.81 OR ADONS. ACC. BLDGS. / 3.64sq.ft. NEW CONSTR. U TI.OUTLET NON•RESID BRANCH CIRCUITS) @ 5.00 (POWER APPARATUS &) SINGLE OUTLET CIR. Ex. Occup(OUTLETS OR FIXTURES 20 76 FIXED APPLNS. OR Ex. Occup. OUTLETS (RESIO.) EA.) 3.00 Temporary service 1 15.00 Mobile Home Facilities I 15.00 Misc. Wiring -15.00 Permit Fee $ WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): ❑ The permit is for $100.00 (valuation) or less. ❑ I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent, to Self -Insure. mil I shall not employ any person in any manner so as to become subject +tel to the W. C. laws of California. Notice to Applicant: If after making this statement, should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such Provisions or this permit shall be deemed revoked. Contractor MECHANICAL PERMIT Filing Fee 1 15.00 Heating Cooling Hood 6.50 Ventilation Permit Fee $ Contractor I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. I also agree to save, indemnify and keep harmless the County of Butte against all liabilities, judgments, costs, and expenses which may in any way accrue against said Cglunty in consequence of the granting of this permit. A X Date Signature of Applicant — Owner —Cont r tar ❑ Agent An OSHA permit is required for excavations over 5'0" deep and demolition or construct- ion of structures over 3 stories in height. Mobile Home Installation Fee $ Energy Inspection Fee $ Occ CONST TYPE TOTAL FEE $ 116.25 HAz DFEES — IMP — FLOOD CDF PARCEL Po — H Iss This permit is hereby issued under the S' ons of the Butte County Code and/or work indicated above for which fees B TO OF UBLIC By PERM X IRES Date applicable provi- resolutions to do have been paid. WORKS Date —Z—F i Receipt No./ �_��� WHITE-D.P.W.• YELLOW -ASSESSOR, PINK -INSPECTOR, GOLDENROD -APPLICANT sl,..r,,.1„v'�.r. `i'...'..r•' ... - r .�-_,\Tt_-� COUTYOF BUTTE - DEPARTMENTOF D�`l�PMENTSERVICES - I DING DIVISION 7COUNTY CENTER DRIVE -OROVILLE,CALIFORNIA95965-TELEPHONE (916)538-7541 PERMIT APPLICATION DATA SHEET OWNER U (I A. o. J -e90 Proposed Building Use Building Inspector Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance: DATE RECEIVED BY 1. All items have been submitted . .......:............................... . -Plot plans, 3/4 sets, signed by preparer of plans . ......................... . 3, Complete plans, 3/4 sets, signed by preparer of plans. ...... . .4. Engineered plans and calcs, 3/4 sets, with wet signature on plans. 5. Hazardous Material Form. ................................. �. 6. Energy Design Compliance and supporting documentation . .................. 7. Statement of Intent for Non -Heated and A/C Buildings . ...................... 8. Engineered truss details and layout in duplicate (required prior to plan check). .... 9. Mobilehome data and manufacturer's installation instructions, 2 sets. ........... 10. Fees of $......................................... 11. Impact fees as shown on attached schedule. ............................. . 12. California Department of Forestry plan approval/fees. ....................... . �1 Flood elevation letter (100 year flood y California Engineer. . . 14. Sanitation and plot plan approval Health Department. .......... Cs� 3 253 -�-�-� 15. City of Chico plumbing permit . ........................................ . 16. Plot plan and business license approval from City of Biggs/Gridley. ............. 17. Planning approval for (A) Use: (B) Parking: 18. Contact Land Development about (A) Improvements (B) Drainage. .......... . 19. Driveway permit (construction approval required prior to occupancy). ...Pre-lnspection requ�- + 20. Pre -inspection for required. . to Building Inspector (Date) 21. Contractor's license information. (No., Name Style, Classification) . .............. 22. Certificate of Workmans Compensation Insurance . .......................... 23. Owner -Builder Verification (Given to owner , Mail to owner _) ............ 24. Recorded copy of Agricultural Acknowledgement Statement . .................. 25. Letter of signature authorization . ........................................ 26. Copy of recorded deed of parcel creation and 60 right of way to a public road. .... . 27. Letter of intent on building use . .......................................... 28. Mobilehome utility clearance . .......................................... 29. Documentation of legal access . ..................... :.................. 30. Documentation of 50% subdivision developed or (A) Road improvements completed and (B) Parcel meets zoning area and frontage requirements . ............... 31. Existing violations/expired permits . .....................x ................ �' 32. Plan check list . ..................................... '. 33. 34. When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver with inspector. Other Parcel Creation i ��/�/ /:G moi//JAL ate ; Acreage Applicant Copy of Haz-Mat form sent Health Dept. Fire Dept. Air Pollution' Date ' Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1. Index permit for above items No. �. 2. Additional items required: J Contractor, designer, owner, was advised of above required data by _ phone - mail Counter by _ Date, Contractor, designer, owner, was advised of above reqy Ired data by _ phone _ mail Counter by _ Date ` Plans checked by C4 -41X Date W9.3 y.3 ` Plans approved by C44 Date 371-17V Sets of plans on hold in File cabinet AP folder o�Rd Copy - Department of Public Works • ---1.- L IISI? UK ' Plot I'lan Attached . Floor flan Attached _ Sent to IS. U. TO: Building Department FROM: Environmental Health SUBJECT: Sanitation Clearance 0,1 tkt,,,,, ,��va ,� vV, �/�. � 7- 0;2 - Owner 2Owner Location AP# Plan Approved for: Sewage Disposal Water Supply: Public Private Well Clearance for bedroom mobile home. Other 07^--9— 4!� x Hold final for: Final clearance O.K. for: NOTE Environmental Health Specialist 8/92 on -"k- V ).4 )- e1 C1, Z, Cj/� ;7---z( 17--? Date William A. Murray 3624 Curtiss Street San Mateo, CA 94403 FE: Building Code Violation 165 Summit Avenue, Oroville Dear Mr. Murray: J January 29, 1993 v A.P. #027-02-0-006 This is a courtesy notice to notify you that you are in violation of the Butte County Code, as follows, at the above -referenced location. Failure to obtain the required permits, inspections and approvals from this office for construction of decks for mobilehome. Since permits and inspections are required for the above work, please submit three (3) complete sets of plans, apply for the required permits, and pay the appropriate fees. All work must stop until these permits are issued and you are authorized by our field inspector to proceed. The field authorization cannot be made until the existing work is inspected and approved. It is the County's goal to obtain voluntary compliance with the Butte County Code. However, you should be advised that Butte County has an active Code Enforcement Program which provides an effective means of enforcement if voluntary compliance is not obtained. Enforcement may be pursued through the issuance of citations, fines and the recording of a Notice of Violation including a description of the action necessary to abate the violation. You have thirty 30 days to voluntarily comply with the above directions or to present an acceptable plan for abatement or corrective actions to be taken by you. Should you have any questions concerning this matter, please contact Dave Purvis or Bill Barron in this office at the address or telephone number listed above. Sincerely, JFG:dms J.F. Glander Manager, Building Inspection cc: Assessor Building Inspector COMPLAINANT: ADDRESS: PHONE NUMBER: OTHER COMMENTS• -- y COUNTY OF BUTTE BUILDING DIVISION DEPARTMENT OF DEVELOPMENT SERVICES 1469 Humboldt Road, Chico, CA - (916) 891-2751 7 Crotty Center Drive, Oroville, CA - (916) 538-7541 747 Cott Road, Paradise, CA - (916) 872-6307 CORRECTION NOTICE u k- �7''�-a� pwg111311111 PERMIT NO. Armidlim eetimiodaeftethat the following violations of Butte County Ordinances exist at file abaaa adiesz ani shadd be corrected. Please notify this office when correction of work scow4dEft&WT=ha anVquesfW= pertaining to this matter, or need additional explanation, pibase saamct tis afioe FZ- -7-0 T17�S Dame, v " 4ilnspector VIOLATIM CHECK LIST A.P. # 92��A2 0=99 Address itis Cammjt Auenitie,-1Lavi]1e Owner am Owner's A ress 3624 CuLtiss Street, San Maten, rA 9AAnl Owner's Phone No. Supervisoral District Tenant's Name Phone No. Type of Violation in -Detail with.Code Section Priority No:: `4 two decks without permit A Specific Plot Plan with C/V Noted yes no, Penalties Required 1st. Notice Sent 1/29/93 2nd. Notice Sent ate Date Comments and/or Determination Disposition For Citation Citation (Date) (Date) Department Recommendation to Court Court Action Notice of -Violation Recorded (Date) C IO.5QC. MOW - SP er Worhmansnip shau Be In � :aoaoo with Reooafted Good Practices and �. .1 a resented for the upe(,!Bed use e ifi the in. Building, Phunb ins g & MeehanjW v rides A National Electrical Code: i Q N C Irl �r t �.P.'.ql -� 17. 3 z AC. Location of structures & equipment shall be as shown clear of alt easements. I0 F r stag J o KraP64PRwEp �V Fr. 4_� of R -AD pP County alth T 1 1 ..� Vn A C.UP gor�`e�ta19Ne3 - bUTTE COUN _-� atute .. s�9n BUILDING DEPARTMENT APPP - V17 a � f Tbb et of plans and SPOciffoations 1EUST be kept (M the job at all times and it is unlawful to Mks WW OUnSW or . yrrlb%wn Permission from the ons on same without. / Department of ores, Om7n.t7 of Butte. 40 F1 LE Cil 6' TYP. I Ye T4 G PLYWOOD CC EXT Z4",,(o"42"XV DECKIWG (ALT) DF 2 ...r.. �_—•._-_ .-GIRDERS_ �I'la" TAG PLYWOOD CC EXT. z GUARDRAIL ir nc,r vl►Ir_ 't MIN. F00rIN6 4B" MAX, GIRDER 4"X lo" 0 Ir oQ --r— FRMN G. CLIP_=. 1_9� 2')( 12" STAIR STRIN6ER. 4S"o.o. MAX. _TDP VIEW H ALIPI?AIL NOT SHOUJ N FOP, CLAIZITY. BOLT - M0/ dILE HOME OR D4(o" M MAX. MT . FRMIJ — — � MUTT GOUNC P (EA. 9`MI �. 'Bl71LDING DEPARTMEi App O 4" X4" POST v P 2"X 12° #2f)F s� i 2';< " PRESSURE, AToa e M� IN. DOLTS REDWOOD P`AT� We 4.X4„ POST - ADR UA TE_ DIAL, 0 N L 6RACI NG. TYPICAL D T/%1 ST i'S ANo� D�C� COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Oroville, California 95965 Telephone: 538-7541 r —_— 12"x 12" PIE,KS Z4",,(o"42"XV DECKIWG (ALT) DF 2 ...r.. �_—•._-_ .-GIRDERS_ �I'la" TAG PLYWOOD CC EXT. z GUARDRAIL ir nc,r vl►Ir_ 't MIN. F00rIN6 4B" MAX, GIRDER 4"X lo" 0 Ir oQ --r— FRMN G. CLIP_=. 1_9� 2')( 12" STAIR STRIN6ER. 4S"o.o. MAX. _TDP VIEW H ALIPI?AIL NOT SHOUJ N FOP, CLAIZITY. BOLT - M0/ dILE HOME OR D4(o" M MAX. MT . FRMIJ — — � MUTT GOUNC P (EA. 9`MI �. 'Bl71LDING DEPARTMEi App O 4" X4" POST v P 2"X 12° #2f)F s� i 2';< " PRESSURE, AToa e M� IN. DOLTS REDWOOD P`AT� We 4.X4„ POST - ADR UA TE_ DIAL, 0 N L 6RACI NG. TYPICAL D T/%1 ST i'S ANo� D�C� COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — Oroville, California 95965 Telephone: 538-7541 COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965 - TELEPHONE: (916) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. ^ Agricultural building is defined as follows: Agricultural building is a structure designed and constructed to house farm implements, hay, grain, poultry, livestock, or other horticulutral products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO� © .01 '0 ®^ K, ZONING N g ! 5_ 1 OWNER % PHONE N�O..�- OWNER'S ADDRESS U c �' C, a3 LOCATION OF BUILDING So C h?o / f CO C— USE OF BUILDING i S+64: SIZE OF STRUCTURE - ' X � SO. FT. TYPE OF CONSTRUCTION: WOOD FRAME __y__ STEEL CONCRETE OTHER (Specify) TYPE OF SIDINGROOF ®m COVERING c® A -h P FLOOR TYPE ESTIMATED COST OF CONSTRUCTION $ (PO AG Buildings shall comply with the building front, side, and rear yard requirements of the applicable County Ordinances as follows:'f IF FCS^-•- Z (=, FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated above and the proposed use conforms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Department of Public Works and will obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancy. %� �r Date. Q , Signature of Owner Permit Fee - $25:00 The above described AG Building is exempt frcrWa building permit. Receipt No. 6 6 White - DPW, Yellow - Assessor, Pink - B.I., Goldenrod - Applicant [FLOOD I PAR P.D. I ROO�G ISSUE Director of Public Works By ; / Date TW W ~ 'COUNTY OF BUTTE.- DEPARTNj9N.T OF PUBLIC WORKS - BUILDING DIVISION 7-COLINTY CENTER'DRIVE - OROVILLE,,CALIFORNIA'95965 - TELEPHONE: 916/538-7541 -' PERMIT°APPLICATION DATA SHEET s Permit No OWNER � ��/ 1 !--> �l'1/) f) �% A. P. No. ,i�2 a620�00 . Proposed Building Use �/ / /L �iJU Ca„ Building Inspector .— Date At time of permit application, I was advised the following data must be submitted prior to permit processing and/or issuance:, ' r DATE RECEIVED APPROVED 1. All items have been submitted- ..................... ' 2. Plot plans in duplicate/triplicate, si6ned by preparer of plans ........ 3. Complete plans in,duplicate/triplicate signed by preparer. of plans .. , 4. Complete engineered -plans and calcs, with wet signature on plans .. 5. Hazardous, Material°Form ........... - 6. Energy Design Compliance and supporting documentation ......... 7. Statement of'Intent for•Non-Heate&and AC Buildings ............... -18. Engineered truss details and layout in duplicate (required prior to plan check) —9. Mobilehome-installation data including manufacturer's installation A. instructions....... .......... ........................ r1.0. Fees of $ K ......... . Area'feesaid �............ 11. Chico Urban •p .................. .1-2. Park fees paid= .. - "......'..... 4. .......:...................... ,13. i- ' Schon_ I District fees paid .............. `14. Sanitation appr'oval-froii Health Department 1!5. City of`Chico plum'bing�permit.... ......t.,. ..................... 16. Plot plan and business I'icense approval from,�City of (see City for other requirements) Planning. approval for,(A) Use: (B) Parking: ,...... 18. Improvements may be'required. Contact Land Development Section DPW 19. Driveway permit (construction approval required prior to occupancy)11 a. 20. Pre -Inspection for ' required Pre-Inspec. request to Building Inspector �• (Date) 21. Contractor's license information (No., Name Style, Classification) ... _ 22. Certificate of Workmans Compensation Insurance .................. 23. Owner -Budder Verification (Given to owner ❑, Mail to owner ❑) ..... € r 24. Recorded copy of Agricultural Acknowledgment Statement ......... r 25. Letter of signature authorizat on ................................... 26.:� 27.E €When you issue the permit, process as follows: Mail to owner. Mail to contractor. Telephone and hold for pickup at office. Deliver w/inspector. Other . �� � Gy �T( S � 5'7- •" 25 '91V 14n NZAQ ,-4 !;� a l_/6 3 ' A p p I i c a n ` C4/ Date iCopy of Haz-Mat form sent Health Dept. Fire Dept. fir Pollution Date 1J.Copy of plans sent Health Dept. Fire Dept. Other Date By The following data must be submitted prior to permit issuance: (Circle new item not checked above). 1„ Index permit for above items No. 2. Additional items required: ' 1 Contractor, designer, owner, was advised of above required data by_phone_mail—counter by ..date Contractor, designer, owner, was advised of above required data by_phone_mall—counter b date. ` Plans checked by Date Plans approved by Date , Sets of plans on hold.in File cabinet `AP folder �. Copy—DPW ,WILLIAM MURRAY 3624 CURTISS ST SAN MATIO CA 94403 DEAR MR MURRAY: DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE - OROVILLE, CALIFORNIA 95965-3397 TELEPHONE: (916) 538-7541 FAX: (916) 538-2140 FEBRUARY 16, 1994 RE: Building Permit # 93-474 Expiration Date: 3-2-94 A.P. # 027-020-006 With reference to the above subject, our records indicate that your building permit expires on the above date and your permit falls into the category marked below: [ ] Permit work started, but not completed. Permit may be renewed for 1/2 the original building permit fee (plus a $20.00 filing - fee). 'The renewal permit will extend the building permit for an additional year from the original expiration date. Should you not renew your permit within 30 days of the expiration date, all work must cease until a new building permit has been issued. For your convenience, we are enclosing a renewal application form and owner -builder form to be completed and signed by you where indicated and returned to this office together with the fee shown. Please return all copies of the application form. IgA No inspections have been made on permit work. Inspections are required to verify code compliance. We are unable to renew a permit where the work has not been started and inspected prior to permit expiration. After expiration of your permit, no work may be started until a new permit has been issued. If our records are in error or should you have any questions concerning this matter, please contact the OROVILLE office. Thank you for your prompt attention concerning this matter. Yours very truly, Michlael C. Vieira, C.B.O. MCV:ahb Manager, Building Inspection Attachments Chico Office - 1469 Humboldt Rd/891-2751 Paradise Office - 747 Elliott Rd/872-6307 BUILDING DIVISION COUNTY OF BUTTE - DEPARTMENT OF DEVELOPMENT SERVICES 7 COUNTY CENTER DRIVE — OROVILLE, CALIFORNIA 95965 — TELEPHONE: (530) 538-7541 AGRICULTURAL BUILDING EXEMPTION PERMIT PERMIT NO. Agricultural building is defined as follows: Agricultural building is a structure designed and con ucted �tohouse farm implements, hay, grain, poultry, livestock, or other horticultural products. This structure shall not be a place of human habitation or a place of employment where agricultural products are processed, treated, or packaged, nor shall it be a place used by the public. ASSESSOR PARCEL NO. .� w c a ZONING A- _ 5 l� OWNER � / ] /} ✓' / ` /J/�` 'r%a V PHONE C �® 5 �_ ,; IL46 OWNER'S ADDRESSa l� v�10MMI_D,20V> l LOCATION OF BUILDING 56o, D f!/ SE BUILDING 1��� � ' �O�Gc j � Uf✓%���h� SIZE OF STRUCTURE �x 30 SO. FT TYPE OF CONSTRUCTION: WOOD FRAME X STEEL CONCRETE OTHER (Specify) TYPE OF woSIDING ROQF COVERING FLOOR TYPE ESTIMATED COST OF CONSTRUCTION (C"45 A-) $ 0 ®' AG Buildings shall comply with the minimum front, side, and rear yard setback requirements of the applicable County Ordinances as follows: " ® FRONT SIDES REAR AG Buildings shall be a minimum of five (5) feet from any septic tank or leach fields. AG Buildings less than 1000 sq. ft. in floor area shall be located a minimum of 6 feet from a residence, 10 feet from a mobilehome, and 23 feet from a commercial building. AG Buildings greater than 1000 sq. ft. in floor area shall be located a minimum of 23 feet from a residence and a mobilehome, and 40 feet from a commercial building. I declare under penalty of perjury that the building will be used as stated about, and the purposed use confirms with the AG Building definition. If any change in use or occupancy of the building is made, I will contact the Building Division and obtain any necessary permits, inspections, and approvals to comply with the requirements in effect at that time and before occupancv. Date I FIN Permit Fee \'01 Receipt No. ✓ L 1 Signature of Owner IL The above described AG Building is exempt from a uxiing perot. / Manager B By White — DPW, Yellow — Assessor, Pink — B. I., Goldenrod —Applicant Date / RECORDING REQUESTED BY: AND WHEN RECORDED MAIL TO: BUTTE COUNTY BUILDING DMSION 7 COUNTY CENTER DRIVE OROVILLE CA 95965 COPY of Document Recorded 25 -Aug -2003 2003-0057335 Has not been compared with original BUTTE COUNTY RECORDER SPACE ABOVE THIS LINE FOR RECORDER USE ONLY NOTICE OF MANUFACTURED HOME (MOBILEHOME) OR COMMERCIAL COACH, INSTALLATION ON A FOUNDATION SYSTEM Recording of this document at the request of the local agency indicated is in accordance with California Health and Safety Code Section 18551. This document is evidence that such local agency has issued a certificate of occupancy for installation of the unit described hereon, upon the real property described with certainty below, as of the date of recording. When recorded, this document shall be indexed by the county recorder to the named owner of the real property and shall be deemed to give constructive notice as to its contents to all persons thereafter dealing with the real property. WILLIAM A. MURRAY REAL PROPERTY OWNER/LESSOR 165 SUMMIT AVENUE MAILING ADDRESS OROVILLE BUTTE CA 95965 CITY � COUNTY STATE ZIP SAME INSTALLATION MAILING ADDRESS, IF DIFFERENT SAME CITY COUNTY STATE ZIP SAME UNIT *OWNER (if also property owner, write "SAME") SAME MAILING ADDRESS SAME CITY COUNTY STATE ZIP UNIT DESCRIPTION BUTTE COUNTY BUILDING DIVISION LOCAL AGENCY ISSUING PERMIT and CERTIFICATE OF OCCUPANCY 7 COUNTY CENTER DRIVE MAILING ADDRESS OROVILLE BUTTE CA 95965 CITY COUNTY STATE ZIP 03-2286 530 538-7541 BUILDIN,4 PERMIT NO. TELEPHONE NUMBER ��ll V� SI TURF OF LOCAL AGENCY OFFICIAL DATE NONE ' DEALER NAME (if not a dealer sale, write 'NONE") NONE DEALER LICENSE NO. GOLDENWEST HM 1991 GOLDEN WEST / BD561A4 MANUFACTURER'S NAME DATE OF MANUFACTURE MODEL NAMFMUMBER GW6CALBD8542A/B 56'X24'RAD 579 200/199 SERIAL NUMBER(S) LENGTH X WIDTH A INSIGNIA/LABEL NUMBER(S) REAL PROPERTY LEGAL DESCRIPTION ASSESSOR'S PARCEL NUMBER AP # 027-020-006 SEE ATTACHED HCD FORM 433(A) REV. 8/91 WHITE - County Reorder CANARY . HCD PINK - Annlieant GOLDENROD - Auildino nmf. all that real property situate in the County of Butte State of California, described as follows: Lot 11A. as shuwn on that certain map entitled, "AMENDED MAP Or ROSS ORCHARDS TRACT", which mu p wus filed in llie office of the Recorder of the County of Butte, State of Califurnia, on June 6, 1928 in Book,B of Maps, at Pages 31A9 32A and 33A. b ��1"ki s'i*� ' L } � ri� iy+ g a �.5r•erc3 r e I+`r�Yl"�bN�`}�'t ��`PYq7 vGrT3 F Y�®� `-� 'N" k .T�r r171" tl. S ISYSs�t� TC'���.E i'. �. J�,., +"� t t �A 'J:''M��'.zi4�"Jr',a�T.we'�7 SY�Y "� ` s,. a �"'.".�. `�•r- +'fi.�•v.'..v 7F sM•T �'e �. i�,ri'�"'tyi.,-,���4.�. '�1r df�k4' kkC;;5ER O '. � q s 1 F��r^+ !w {ky$Fs ti r }�4ZgSt C� of er ' ti...G,.:�i tet,+' _x'�: �fi t r"tit ; S. i�';? BUILDING PERMIT NUMBER: 03-2286 Address or location of unit: 165 SUMMIT AVENUE, OROVILLE CA 95965 Legal Description of Real Property: AP # 027-020-006 SEE ATTACHED (x) Mobilehome/Manufactured Home O Commercial Coach Has been affixed to the real property above by installation on a foundation system pursuant to Health and Safety Code Section 18551. Owner's name: WILLIAM A. MURRAY Owner's address: 165 SUMMIT AVENUE, OROVILLE CA 95965 INSIGNIA OR HUD NUMBER: RAD 579 200/199 SERIAL NUMBER OR V.I.N.: GW6CALBD8542A/B MANUFACTURER'S NAME: GOLDENWEST HM YEAR: 1991 OFFICIAL APPROVING INSTALLATION: � DATE: 1�- 26-03 PHONE: (530) 538-7541 H.C.D. 513C STATE OF CALIFORNIA - BUSINESS, TRANSPORTATION AND HOUSING AGENCY GRAY DAVIS, Governor DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT &)SING 9 Division of Codes and Standards .j.G p allZ w Title Search G0 DE�� Date Printed : 07/29/2003' Decal #: LAS6112 Use Code: SFD Manufacturer: 09248 GOLDEN WEST HM Original Price Code: AKV Tradename: GOLDEN WEST , Rating Year: Model: BD561A4 Tax Type: LPT Manufactured Date: 02/13/1991 Last ILT Amount: Registration Exp: Date ILT Fee Paid: First Sold On: 10/23/1991 ILT Exemption: NONE Serial Number HUD Label / Insignia Length Width GW6CALBD8542B RAD579200 56' 12' GW6CALBD8542A RAD579199 56' 12' Record Conditions: PPF Exempt Registered Owner: WILLIAM A MURRAY 3642 CURTISS ST SAN MATEO, CA 94403 Last Title Date: 11/25/1991 Last Reg Card: 11/25/1991 " Sale/Transfer Info: Price $38,494.00 Transferred on 10/23/1991 Situs Address: 165 SUMMIT AVE OROVILLE, CA 95966 Situs County: BUTTE *** END OF TITLE SEARCH *** r RECORDING REOUCSTED DY 88-38100 88-038100' R&c Fee 5.00 AND WHEN RECORUCD MAIL TO : DOC 41.25 r Recorded Total • N.ra � � 46.25 i,iiliam A. 6:ur•rlty Official Records A... 'jtiti%' Cur•ti:t:l Stl•eet County of c":6 L S1aIJ Candace , iteq, Ca'1: • Butte BUTTE C^i.!�! TITI.E CO. J Grubbs Recorder Title Order N6.-..__—___1-sserowNo—' 13:0080% 9 -Nov -88 R8 1 SPACE ABOVE THIS LINE FOR REGOKUEsrD uee moa r.a arse remora ro _ ' Documentary transfer tux s......41..4 v .............. nnnur As Above" x ff.52. computed on full value of property conveyed, or Ao..— "] Computed on full value less liens and encumbrances - remaining thereon at time of sale. C." e or,rx L - .Tht: under:r :igned Granto AP O2! 02 0 0006 _� ' - Sly...... of dmi—nl or agent determining ta—r— name 'NEOTERN TITLE FORM NO. 104 NSFE TA)c Pfl/a FOR VALUL RECEIVED, II:IAGF7E HIATT and ' 11NA IVLEGA, Co-Exeuutors of the E.itate of LFLA iEARL PUMA, al:;o, known ar, LELA P. POLEGA GRAN'r__to 71TUTA14 A. N-NTil1AY, un unmarried man all that real property situate in the County of Butte State of California, described as follows: Lot 11A, n:i t:h•.,wn on that certain map e:ntitied,' "AAS?NDED PIAP OP ROSS ORCHARDS TRACT", which map wus 111cfl in the of'f'ice: of the riecorder of. the County of Butte, State of Califurriia, on June 6, 1928 in Book 8 of.Maps, at pages 31A, 32A and 33A. Dated 14ovember 1, Imuger.e Hiutt, Co-l'1cc'eutor• ';lilma Polega, CO-ExL:utor STATE OF CALIFORNIA 1 Cuunty of Ru Lt° sr-, is try c:llL!•r• ;.', M3• On .. 19 .'xfom m:, the underrigncd, a Notary Pub!ie , N and f.rind State..pc.... Y=^p:ared_ rl .r•Cn• tl19i•Y.y C0-.XHCUtI:Ir. o f Lt:l n 1'. u 1 3'U1 t,yl T—Dr cue' rKrsonully known to me or proved to me on the Wria of ULW.CLory evidenw to be the person ::whom name %I I e nab,crlbed to the witidn _strumcr?t. and acknowledged to me that-1.he,y.- executed it. FOR NOTARY SEAL OR STAMP orrKUL Lutl. CaYLENE D. HUST04 1 tXTAFN I'Mr. • GUFDi SDA y 1 .�J COUNTY OF EUTTE WV Comm. Tlr;:e: k-;..^:'. t°r i MAILTAX STATEMENTS AS DIRECTL--D ADOVE END CF DOCUR•'E1VT Y`,?{!r � y'x ��r. `;-, �'tR � `,: ~; r `rr '✓3:>��.ni'�TY1�'' �'j LTu? - .: ''a� t o i`.t C�` ;t`><,;: ,'. all that real propeny situate in the County of Butte State of California, described as follows: Lot llp . as -hewn on that certain map entitled, "AMIENDED MAP OF ROSS ORCHARDS TRACT", which mAp wus filed in thL office of the Reeordex• of the County of Butte, State of Califurnia, on June 6, 1928 in Book 8 of Maps, at pages 31A, 32A and 33A. ' t i - M y all that real propeny situate in the County of Butte State of California, described as follows: Lot llp . as -hewn on that certain map entitled, "AMIENDED MAP OF ROSS ORCHARDS TRACT", which mAp wus filed in thL office of the Reeordex• of the County of Butte, State of Califurnia, on June 6, 1928 in Book 8 of Maps, at pages 31A, 32A and 33A. 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Sk'M burg: zzCL _ -7r 0 .. _ ._ .. -_- .._............,. _. ..........................._ --. fl. ...... _........... ..... ------------ --------- Assessoes Parcel Number: " Owner Name _Y 1 Addrpsss / Phone No. Site Location � �C C -• .--.._.. _ - _.. _.... .. ...... .. .... �. •__ _.......................... 7Zr. o 2 lc) ... ; N,A L FOR OFFICE USE ONLY _ PROVIDE FOR ALL ADJACENT PARCE�S Zoning: SIZE (AC): � General Plan sig: ZONING: Size, Ams - GEN PLAN: U.5ES.: I /