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065-330-053
AP# , � � r PERMIT # OS= llle�� NAME Under authority of Public Resources Code Sec. 4290, the following checked items are required by the Butte County Fire Department and made a part of this permit. These requirements are minimums and may be superseded by Butte County local regulations, which equal or exceed these standards. Butte County Building Inspectors will make compliance inspections. Driveway Standards Pq Surface. All driveway surfaces and structures (bridges, culverts and other _ appurtenant structures which supplement the roadway bed or shoulders) shall ' provided unobstructed access to conventional drive vehicles, including sedans and fire apparatus weighing up to 40,000 pounds. pq Grade. Not to exceed 16 percent unless paved. Driveway Radius [X] No roadway shall have a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 feet shalt be added to curves of 50-100 feet radius; 2 feet to those from 100-200 fleet. [X] The length of vertical curves in roadways exclusive of gutters, ditches and drainage structures designed to hold or divert water shall be not less than 100 feet radius. Pq Turnarounds. If required, will have a minimum turning radius of 40 feet from the center of the road. pq Turnouts. Shall be a minimum of 10 feet wide and 30 feet long with a minimum 25 -foot taper on each end. Pq Width. All driveways shall provide a minimum 10 -foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. pq Turnouts. Driveways exceeding 150 feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where a driveway exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. Gates Pq 1. Gate entrances shall be at least two feet wider than the roadway they serve. 2. The gates must be located at least 30 feet from the roadway and shall open to allow a vehicle to stop without obstructing traffic on the roadway. 3. Where a one-way road with a single traffic lane provides entrance, a 50 -foot turning radius shall be used. Setback for structure Defensible Space [X] Maintenance of Defensible Space. To ensure continued maintenance of . properties in conformance with these standards and measures and to assure continued availability, access and utilization of the defensible space provided for in these standards, annual maintenance must be provided for by the landowner. t l 1 All parcels 1 acre and larger shall provide a`minimum 30 -foot setback; for buildings and accessory buildings from all property lines and/or the center of the road. 2. For parcels less than 1 acre, local jurisdiction shall provide for the same practical effect. See 'Other Requirements below. [Xj Disposal of Vegetation and Fuels: Disposal, including chipping, burying, burning or removal to a landfill site approved by the local jurisdiction of flammable vegetation and fuels caused by site development and construction, road and driveway construction. Disposal shall be completed prior to completion of road construction or final building permit inspection. [ ] If Building Setback is 15 to 30 Feet: ✓ Class A or B roof ✓ Enclosed eaves If Building Setback its Less Than 15 Feet Class A or B roof with enclosed eaves and choose any 2 of the following: ® Metal or no doors on side toward property line with insufficient setback ® Interior automatic sprinkler system per NEPA 130 ® Class area not to exceed 10% of wall area toward property line with insufficient setback ® Siding from the following list: o Stucco ® 3 coat o Hardi-Board or Flank o Masonry o Masonry Veneer o Metal o Other Butte County Fire Department approved materials Date Signature R E Q U I 11 0 SITEPLAN ....... ............... ............. .. .............. ................... ___ ........... ... .. . . . . . ............ ...... . .................... ............................................ : : : ................. ........ -- ------ ............ .......... .............. : .... ...... : : : ................ ....... ...... . . . ......... ............. ..... ..... . -------------- ..................... .................. ............. ........... .......... ........ .............. : ------ ........ ........ ... ...... ..... ................... ...... ........... ...... ..... .. ............. ............. ............... ........... ........................... ...... 7- .......... ..... . ...... .... ............ 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Jnv ------ ...... ........... . 11p.. ...... ........... ............. .. ... ...... ..... ..... ... ............... ............ ............ ........... . ------------ ------- 7 ----- ------ --------- ..................... . ..... ............ ................... . ..... ..... . .... 9 : _: .' _ � D_ ;__ � ............. ............... ............... ------ ...... .......... F EV. BY ...... ........... ............... . . . . . . . . ......... ....... ------------ FE .............. ............. .... ..... ............. .............. .... ....... X LIF, Db -T. A: ... ......... : ------ '��nt . ......... .......... -""'- s M ................................ ...... : . 1_1��Zz - - ------ e6pro�,ed as ub* itt6d ... ...... .... ...... ...... ......... ............... . ------ ------ t ................ .................... ....... ...... ................... ....... . ......... .: I .. ........... ..... . --- ....... ------------ fi o n,,4 ...... a6 - ' ............. ... ..... ...... ---------- ------ .... .. ....... ...... proved. -With cond" --------- ------ : ...... . ... ---- I --- ...... ........... .............. .......... p q1 a ied bhr-t-t ................ .................... ... --- ...... ............ JIL ... ------------- -----_---_------ ......... ... J ... ......... ................ .......... .... ...... ...... -------- -- ............. -------_---_------ .......... ..... . 71 Rste .......... .... ...... ............ --------------- ------------ ......... ...... ...... L ......... -------------- ............. ... ... ......... ------ -- ........... ...... .......................... ...... ... ............. -------- ........ .............. .................. ...................... .... .. ... .... .......... . ...... ...... ............ -------- -------------- ------- --------------------------------------------- ..................... ............ ............ Assessor's Parcel Numben Owner Name Address / Phone No. Site Location a -s,, eN- Contact -Name -------- .................... F Scale: I .,Phone. Zoning: General Plan Desig: Size, Acres — 90 romm ADJAGEFTT�F' SIZE (AC): ZONING: GEN PLAN: USES: MiTek Industries, Inc. Western Division 3140 Gold Camp Drive, Suite 1.40 Rancho C rdova, CA 9567Q,- OWA X800-772-5351 ' � t Mal MUM w[PUT111 I610p a Mel Client Location I:D. N ftl ®ate: Job Info_ c `�� ' C ,' r FAl I,C,S,O, RESEACH NO. ER -4922 105 SE 124Th Avenue Vancouver, Washington 98884 Phone: (530) 449-3840 Fax: (530) 449-3953 M c MOSS LUMBER P2t EASTSIQE RD. Name: G4RAGE Description: ` REDDING.. CA 96001 Address Job: r. Tel: 744-0700 22X24GAR r. Fax: 244-3329 Tek Mnr. 1 -.64 po Job Truss Truss Type Qty Ply 81414.4457 Z1101 A FINK 1 1 (optional) Moss Lumber, REDDING, CA 96001 4.201 SR1 s Oct 17 2002 MiTek Industries, Inc. Wed Nov 03 11:33:18 2004 Page 1 2-0-0 5-6-0 5-6-0 4x5 = 4 16-6-0 5-6-0 5-6-0 2-0.0 Scale;-- 1:42.3 4X0 4x4 = 5x6 = 7-4-0 7-4-0 14-8-0 22-0-0 7-4-0 7-4-0 Plate Offsets MY): LOADING (psf) (8:0-3-0,0-3-01 CSI DEFL in (loc) I/deft Vert(LL) -0.15 8-9 >999 PLATES MII20 SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 TC 0.60 BC 0.38 Vert(TL) 0.22 8 9 >999 TCDL 7.0 Lumber Increase 1.15 YES WB 0.29 Horz(TL) 0.06 6 n/a BCLL 0.0 Rep Stress Incr (Matrix) 1 st LC LL Min I/defl = 360 Weight: 87 Ib BCDL 7.0 Code UBC97/ANSI95 BRACING LUMBER TOP CHORD Sheathed or 4oc purlins. TOP CHORD 2 X 4 OF No. 1&Btr-G 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 OF No.1 &Btr-G WEBS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2=1244/0-3-8, 6 =1244/0-3-8 Max Grav 2=1362(load case 2), 6=1362(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=51, 2-3=-2495, 3-4=-2140, 45= 2140, 5-6= 2495, 6-7 =51 BOT CHORD 2-9 = 2288, 8-9 =1563, 6-8 = 2288 WEBS 3-9=-442, 4-9=570, 4-8=570, 5-8=-442 NOTES 11 Design load is based on 35.0 psf specified roof snow load. 2) Unbalanced snow loads have been considered for this design. 3) Overhang has been design for 2.00 times live load + dead load. 4) This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE =-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. I of s forljlaterlals sof upport of ndivviidu liweb memberrs only. er Addit Additional temporary bracinonent is g toinsuree( stabil ty duringof building c onstructioner - not rn Is tthel designer.Bracing ibillifyof the n erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI1 Bulldfng Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. rb i iu d eeT GRIP 220/195 r � >� '1 X16, 066424 EXP. 6-30-06 T 010- November 3,2004 ml 7777 Greenback LaneWf Suite 109 Citrus Heights, CA, 95610 Job 21101 Truss AE �Trusspe Qty 1 Ply814144458 1 (optional) -2-0-0 5-6-0 2-0-0 5-6-0 _ . _..... _.,... �...._ ......,,..,,......�„ ,..,. .. .,� .,.. , ...... �� �..�-� , aye 11-0-0 16-6-0 22-0-0 24-0-0 5.6-0 5-6-0 5-6-0 2-0-4 Scale = 1:42.3 4x4 u 9 10 .,.. - .... I cv 1 U 16 4X4 - 4x4 I 740 1480 2200 _- 7-4-0 7-4-0 7-4-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deff PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.52 Vert(LL) n/a - n/a M1120 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) 0.08 1-2 >287 BCLL 0.0 Rep Stress [nor YES WB 0.05 Horz(TL) 0.00 16 n/a BCDL 7.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 4 OF No.1 &Btr-G TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 DF No.1 &Btr-G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2 X 4 DF Stud/Std-G REACTIONS (Ib/size) 2 =377/22-0-0, 21 = 5/22-0-0, 16= 377/22-0-0, 25 = 137/22-0-0, 26 =129/22-0-0, 27 =130/22-0-0, 28 =139/22-0-0, 29 =84/22-0-0, 30 = 249/22-0-0, 24= 137/22-0-0, 23 = 130/22-0-0, 22= 125/22-0-0, 20= 138/22-0-0, 19=85/22-0-0, 18=249/22-0-0 Max Grav 2=597(load case 2), 21=11(load case 3), 16=597(load case 3), 25=166(load case 2), 26=152(load case 2), 27=155(load case 2), 28=153(load case 2), 29=147(load case 2), 30=249(load case 1), 24=166(load case 3), 23=153(load case 3), 22=145(load case 3), 20=151(load case 3), 19=147(load case 3), 18=249(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=51, 2-3=-64, 3-4=-39, 4-5=11, 5-6=-27, 6-7=9, 7-8=9, 8-9=-28, 9-10=-28, 10-11=-26, 11-12=-26, 12-13=-27, 13-14=-24, 14-15=-39, 15-16=-64, 16-17=51 BOT CHORD 2-30=8, 29-30=8, 28-29=8, 27-28=8, 26-27=8, 25-26=8, 24-25=8, 23-24=8, 22-23=8, :� 21-22=8, 20-21 =8, 19-20=8, 18-19=8, 16-18=8 ry WEBS 8-25=-117, 7-26=-111, 6-27=-111, 5-28=-121, 4-29=-65, 3-30=-226, 10-24=-117, �-11-23=-111, 12-22=-111, 13-20=-121, 14-19=-65, 15-18=-226 U�DG'-�tI NOTES APPROVED 1) All plates are 1.5x4 M1120 unless otherwise indicated. - 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) A plate rating reduction of 20% has been applied for the green lumber members. �?OESsy� 6) This truss has been designed with ANSI TPI 1-1995 criteria. 80U LOAD CASE(S) Standard Nd. 066424 1 EXP. 6-30-06 gf4OF CAO1 November 3,2004 u) 6 ®.® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I October 29, 2004 Moss Lumber Company 5321 Eastside Road Redding, CA 96001 IT IS Industries, Inc. 7777 GREENBACK LANE SUITE 109 CITRUS HEIGHTS CA 95610 USA FAX (916) 676 1909 TELEPHONE (916) 676 1900 RE: Trusses Supporting A.C. Loads MiTek Industries, Inc. Trusses are designs are adequate to support up to an additional 150 pounds per truss due to mechanical loads. If this load falls at a panel point, no revision to the engineering is necessary. If it falls in between panel points, a 2x scab of equal size and grade as the top chard is required for the full panel length carrying the load. Attach with IOd nails at 12"o. c. These rules only apply to residential 2' o.c. truss applications with greater than 3/12 pitch. If you have any questions, please contact me at 800-772-5351. Sincerely, ®l ;L''COUNTY 0 TCDD DJjjj AVE 0049919 �?CR 9-30 H3 Redong (Ray) Yu, P.E./S.E. Regional Vice President Western Engineering Operations RY/ek VARIES TO COM. 12 4x4= TRUSS ti I CONT I L DETAIL PAGES1 GOFX2 *DIAGONAL OR L_BRACING 3/20/00 RCf CR 1 U UiDLC DCLU" 2X4 NO.2 OR BTR. DF -L 1X4 OR 2X3 (TYP) -- VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS'. SPACED AT 8" O.C. LOADINgpsf) TCLL 30.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 TOP CHORD BOT CHORD OTHERS SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97/ANS195 2 X 4 DFL/SPF/HF - No.2 2 X 4 DFL/SPF/HF No.2 2 X 4 DFUSPF/HF - STUD/STD JI.1CH I I-IIIVI� 1 1/2" (BY OTHER" 3 1/Z 1 NOTCH AT `(7'Z `24" O.C. (MIN.; TOPCHORD NOTCH DETAIL 3x5 = 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW 24" O.C. it 7 i 1 j n� A.�� 6 A � i ,.�I �+NIEND / z MALL IGID CEILING MATERIAL DETAIL LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP 11 TO 7-02 16d f6 cd OVER • • r. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 80 MPH WIND, EXP. C, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM, 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6". Eel 111161 0 Eel• s 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. G(?� Continued on page 2 NO, cOA91:19 Exp 9-30-ut, C:IV IV , OF CAtt��� 5a gg a L FILE E: A�TDGABBOXB %TANDARD GABLE ENDAIL PAGE 2 OF 2 3/20/00 m SIMPSON A34 :- OR EQUIVALENT GABLE 2X4 BLOCK ® 46' \2X4 ST JD OR BTR SPACED @ 5'-0" O.C. SHALL BE PROVIDED AT EACH END OF STR014378ACK BRACE, EXCEPT FOR BRACE EXTENDED INTO r -IE CHORDS & CONNECTED TO CHOS W/ 4-10d NAILS. MAX. '-,'-:NGTH = 7'-0" STANDARD TRUSSES SPACED @ 24" O.C. BUTTE COUNTY BUILDING DIVISION, APPROVED NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 1 OD NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET. 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0"l O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Symbols Numbering System Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/Q' *Center plate is joint unless x, y offsets are indicated. 5-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g. and securely seat. diagonal or X-bracing, is always required. See BCSI l . 2. Never exceed the design loading shown and never 1 2 3 stack materials on inadequately braced trusses. TOP CHORDS ci-z cz-s 3. Provide co of this truss design to the building pies copies 9 9 designer, erection supervisor, property owner and WEBS all other int(,rested parties. O 0 � ��3p AC5-6 4. Cut members to bear tightly against each other. For 4 x 2 orientation, locate Uplates 0-'i " from outside CLCL 5. Place plates on each face of truss at each edge of truss. joint and ernbed fully. Knots and wane at joint C7_8ce-7 locations are regulated by ANSI/TPI1. BOTTOM CHORDS *This symbol indicates the 8 7 6 5 6. Design assumes trusses will be suitably protected from required direction of slots in the environment in accord with ANSI/TPI1. connector plates. 7. Unless otherwise noted, moisture content of lumber * Plate location details available in MITek 20/20 shall not exceed 19% at time of fabrication. software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 8. Unless expressly noted, this design is not applicable for THE LEFT. use with fire retardant or preservative treated lumber. PLATE SIZE CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 9. Camber is o non-structural consideration and is the The first dimension is the width 4 x 4 perpendicular to slots. Second NUMBERS/LETTERS. responsibility of truss fabricator. General practice is to camber for dead load deflection. dimension is the length parallel to slots. 10. Plate type, size, orientation and location dimensions CONNECTOR PLATE CODE APPROVALS shown indi�,ate minimum plating requirements. LATERAL BRACING 11. Lumber used shall be of the species and size, and Indicated by symbol shown and/or BOCA 96-31, 95-43, 96-20-1, 96-67, 84-32 in all respects, equal to or better than that by text in the bracing section of the specified. output. Use T, I or Eliminator bracing ICBO 4922, 5243, 5363, 3907 12. Top chords must be sheathed or purlins provided at if indicated. spacing shown on design. SBCCI 9667, 9730, 96046, 9511, 9432A BEARING 13. Bottom chards require lateral bracing at 10 ft. spacing, or less, if nQ ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but 14. Connections not shown are the responsibility of others. A?_71 reaction section indicates joint M1 number where bearings occur. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. IMM 16. Install and load vertically unless indicated otherwise. Industry Standards: ® e ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 ©2004 MiTek® Trusses are not marked in any way to identify the frequency or location of temporary bracing. Follow the '"recommendations for handling, installing and temporary bracing of trusses. Refer to BCSI 1-03 Guide to Good Practice for Handlina, Installing & Bracina of Metal Plate Cc, nected Wood Trusses for more detailed r 'rforrhation. Truss Design Drawings may specify locations of Permanent bracing on individual compression members. Refer, to the BCSI-B3 Summary Sheet - Web Member Permanent Bracing/Web Reinforcement for more information. All other permanent bracing design is the responsibility of the Building Designer. 711 li�ii Will if�i Los trusses no estan marcados de ningGn modo que identifiquela frecuencia o localization de los arriostres (bracing) temporales. Use las recomendaciones de manejo, nstalacion y arriostre temporal de los trusses. Vea el folleto BCSI 1-03 Gufa de Buena Practica oara el Maneio, Instalacion Y Arriostre de los Trusses de Madera Conner ados con Places de Metalpara para mayor information, Los dibujos de diseno de los trusses pueden especificar las localizaciones de los arriostres permanentes an los miembros individuales an compresion. Vea la hoja res6men BCSI-B3 para los arriostres permanentes y refuerzos de los miembros secundarios (webs) para mayor informacion. EI resto de arriostres permanentes son la responsabilidad del Disefiador del Edificio. r: w The consequences of improper handling, installing and bracing may be a collapse of the structure, or worse, serious personal injury or death. EI resultado de on maxi instalacion y arriostre madecuados, puede ser la caida de la estructura o aun peor, muertos o heridos. Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when ; cutting banding. Empaques y places de metal tienen bordes afilados. Use guantes y lentes protectores cuando }— torte los empaques. ( �{ Allow no more No permita mas Use special care in ' than 3" of deflec- de 3 pulgadas de windy weather or tion for every 10' pandeo par Cada 10 near power lines of span. pies de trarno, and airports. 10, 10, 6"lax. T1Y" it c- J It Pick up vertical Levante de la cuerda bundles at the superior los grupos top chord. verticales de trusses. ONE WEER OR LESS MORE THAN ONE WEEK Bundles stored on the ground for one week or more should be raised by blocking at 8' to 10' on center. Los paquetes almacenados en la Berra par una sernana o Ti deben ser elevados con bloques a Cada 8 0 10 pies. For long term storage, cover bundles to pre- ,vent moisture gain but allow for ventilation. Para almacen-amiento par mayor tiempo, cubra los paquetes para prevenir aumento de humedad pero permita ventilation. Spr trus Utilice cuidado especial an dfas ventosos o cerca de cables electricos o de aeropuertos. t JC Check banding Revise los empaques prior to moving antes de mover los bundles. paquetes de trusses. & Avoid lateral bending. — Evite la flexion lateral. 0 Do not store No almacene unbraced bundles verticalmente los upright. trusses sueltos. Do not store on No almacene an uneven ground, tierra des[gual. HAND ERECTION — LEVANTAMIENTO A MANO Trusses 20' or 'r _ _ Trusses 30' or : �l \ less, support - — -- less, support at t . at peak. �i quarter points. f Levante % Levante de del pico los los cuartos S trusses de 20 de -ramp los pies o rnenos. — trusses de 30 Trusses up to 20' pies o manors. Trusses up to 30' Trusses hasta 20' Trusses hasta 30' HOISTING -- LEVANTAMIENTO ( 7 Hold each truss in position with the erection equipment until temporary bracing is installed and ILLJJ truss is fastened to the bearing points. Sostenga Cada truss an posicihn con la grua hasty que el arriostre temporal este instaladb y el truss asegurado an los soportes. r Do not lift trusses over 30' by the peak. No levante del pica los trusses de mas de 30 pies. --.Greater than 30' —_,- Mas de 30 pies HOISTING RECOMMENDATIONS BY TRUSS SPAN RECOMMENDACIONES DE LEVANTAMIENTO POR LONGITUD DEL TRUSS 60° or less I� Approx. 1/2 truss length Tagline - TRUSSES UP TO 30' TRUSSES HASTA 30' Toe -in ` Toe -in Spreader bar 1/2 to Tagline 2/3 truss length —� . TRUSSES UP TO 60' � TRUSSES HASTA 60' Locate Spreader bar Attach above or stiffback 10' o.c. max. mid -height Spreader bar 2/3 to �— 3/4 truss length —� Tagline- E TRUSSES UP TO AND OVER 60' TRUSSES HASTA Y SOBRE 60' air li Refer to BCSI-B2 Summary Sheet - Truss Installs ra tion and Temporary Bracing for more information. Vea e[ resumen BCSI-B2 - Instafaci6n de Trusses yArriostre Temporal para mayor informacion- Do not walk on unbraced trusses. No carnme an trusses sueltos. EA 1ALocate ground braces for first truss directly in line with all rows of top chord temporary lateral bracing. Coloque los arriostres de Berra para el primer truss directamerlte en linea con Cada una de las filas de arriostres laterales temporales de la cuerda superior. Brace first truss well before erection of additional trusses. Top Chord Temporary Lateral Bracing (TCTLL3) min. This bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este metodo de arriostre es para todo trusses excepto trusses de cuerdas paralelas 3x2 y 4x2. 1) TOP CHORD — CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Brace (TCTLB) Spacing Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Hasty 30 pies 10 pies maximo 30' to 45' 8' D.C. max. 30 a 45 pies 8 pies maximo 45' to 60' 6' o.c. max. 45 a 60 pies 6 pies maxima 60' to 80'* 4' D.C. max. 60 a 80 pies* 4 pies maximo *Consult a Professional Engineer for trusses longer than 60'. 'Consulte a un ingeniero para trusses de mas de 60 pies. FA See BCSI-B2 for TCTLB options. Vea el BCSI-B2 para las opciones de TCTLB. \ Refer to BCSI-B6 4 Summary Sheet - Gable End Frame # ) Bracing. Vea el resumen y i7 Repeat diagonal braces. 1 1 BCSI-86 - Arriostre I Repita los arriostres del truss terminal diagonales. de un techo a dos aquas, Set first five trusses with spacer pieces, then add diagonals. Repeat process on groups of four trusses until all trusses are set. Instale los cinco primeros trusses con espaciadores, luego los arriostres diagonales. Replica este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. 2)BOTTOM CHORD —CUERDA INFERIOR Lateral braces 2x4x12' length lapped over two trusses. , 10'-15' max. Diagonal braces every 10 truss spaces (20' max.) Some chord and web members not shown for clarity. 3) WEB MEMBER PLANE — PLANO DE LOS MIEMBROS SECUNDARIOS �1 sa as bottom cnora lateral bracing Some chord and web members not shown for clarity. f 0' *41 BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4x2 ARefer to SCSI -B7 Maximum lateral brace spacing Summary Sheet 10' o.c. for 3x2 chords - Temporary and15' o.c. for 4x2 chords Diagonal braces Permanent Bracing 1p' of 1a �11ii— every 15 truss for Parallel Chord // ` spaces (30' max.) Trusses for more '' f "'�! information. Vea el resumen�r A SCSI% I -B7 - Arriostre I Y`. .�� tem permanente de The end diagonal trusses de cuerdas brace for cantilevered edLateral bracesparalelas ora mayor trusses must be plac informacion. on vertical webs in line 2x4xl2' length lapped with the support. over two trusses. Tolerances for Out -of -Plane. — Tolerancias para Fuera-de-Plano. Max Bow Max. Bow Max. Truss — Length Bow Length ------ _ 3/4" 12.5' Max B-(-- Length --�`. -s Length 7/8" 14.6' Ln ! Tolerances for D/50 D (ft.) V. 16.7 L4 ! Out-of-Plumb.I 1/4„ 1 1-1/8" 18.8' Toleranr-ias para o I 1/2" 2' 1-1/4" 20.8' Fuera-de-Plornada M o Plumb 3/4" 3' p/bob 1 4' D/5o max 1-1/2" _6' 1-3/4" 7' 2" i U CONSTRUCTION LOADING — CARGA DE CONSTRUCCION 1# Do not proceed with construction until all bracing is securely Maximum Stack Height s a and properly in place. for Materials on Trusses No proceda con la construccion hasty que todos los arriostres Material Height (h) esten colocados an forma apropiada y Segura. Gypsum Board t2" Plywood or OSB 16" Do not excd maximum stack heights. Refer to BCSI-B4 Asphalt Shingles 2 bundles Summa'S eel - Construction Loading for more information. concrete Block a" No exceda [as maximas alturas recomendadas. Vea el resumen Gay Tile 3-4 tiles high BCSI-B4 Carca de Construction para mayor informacion Do not overload small groups or single trusses. No sobrecargue pequenos grupos o trusses individuales. Place loads over as many trusses as possible. Coloque las cargas sabre tanlos trusses tomo sea posible. r =� Position loads over load bearingwalls. " Coloque las cargas sabre las paredes soportantes. ALTERATIONS — ALTERACIONES 1.4 Refer to BCSI-B5 Summary Sheet - Truss Damage, Jobsite Madifirations and Installation Errors. a Vea el resumen BCSI-B5 Dance; de trusses, Modificaciones an la Obra y Effaces de Instalacion. 0 Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore ning6n m[embro estructura) de los trusses, a menos que este especificamente permitido en el dibujo del diseno del truss. P� Trusses that have been overloaded during construction or altered without the Truss Manufacturer's ' prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses qua se ban sobrecargado durante la construccion a han lido alterados sin una autorizacfon previa del Fabr[cante de Trusses, pueden reducfr o elfrninar la garantfa del Fabricante de Trusses. NOTE: The Truss Manufacturer and Truss Designer must rely on the fact that the Contractor and crane operator (If applicable) are ca- pable to undertake the work they have agreed to do on a particular project. The Contractor should seek any required assistance regarding construction practices from a competent party. The methods and procedures outlined are intended to ensure that the overall construction techniques employed will put Floor and roof trusses into place SAFELY. These recommendations for handling, installing and bracing wood trusses are based upon the collective experience of leading technical personnel in the wood truss industry, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified Building Designer or Erection/Installation Contractor. It is not intended that these recommendations be interpreted as superior to any design specification (provided by either an Architect, Engineer, the Building Designer, the Erection/Installation Contractor or otherwise) for handling, installing and bracing wood trusses and it does not preclude the use of other equivalent methods for bracing and providing stability for the walls and columns as may be determined by the truss Erection/Installation Contractor Thus, the Wood Truss Council of America and the Truss Plate Institute expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. N 19-96 WOOD TRUSS COUNCIL OF AMERICA TRUSS PLATE INSTITUTE One WTCA Center • 6300 Enterprise Lane • Madison, WI 53719 583 D'Onofrio Drive o Madison, WI 53719 608/274-4849 a www.vvoodtruss.com 608/833-5900 - www.tpinst.org B1WARN11x17 031125 rXr MR TS FROKl CHAPTER 23 T` E COUNTY '"IOY APPROVED 'Common or box naus may uc - -.,r. 1t QY gY,'-1"- ur .. - - 2Nails spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except me 48 inches (1219 mm) or more. For nailing ofwood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common, box or casing. 3Common or deformed shank. 4Common. sDeformed shank. 6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304,3. 71'asteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate s supports sheathing and 13/4 inch (44 min ) BCorrosion-resistant roofing nails with 7/16 -inch -diameter (11 mm) head and 1 /2 -inch (38 mm) length for /2 ( ) length for 25/32 -inch (20 mm) sheathing conforming to the requirements of Section 23043. 9Corrosion'resistant staples with nominal /16 inch (11 mm) crown and 11/8 -inch (29 mm) length for 1/2 -inch (12.7 mm) sheathing and 11/2 inch (38 mm) length for 25/32 -inch (20 mm) sheathing conforming to the requirements of Section 2304.3. 1oPanel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked]. Casing or finish nails riches (152 mm) on panel edge spaced 6 is, 12 inches (305 mm) at intermediate supports. sing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. 1-1panel supports at 24 inches (610 mm). Ca '1 -212 ' Aa'i i.D 3eIG �eJ'Yu'b✓'Y-aorta y...w ---. -- -. NAILING1 CONNECTION 3- 1. Joist to sill or girder, toenail 2-8d 2. Bridging to joist, toenail each end 2-8d 3. 1" x 6" (25 mm x 152 mm) subfloor or less to each joist, face nail 3-8d 4. Wider than 1" x 6" (25 mm x 152 mm) subfloor to each joist, face nail 2-16d 5. 2" (51 mm) subfloor to joist or girder, blind and face nail 16d at 16" (406 mm) o.c. o`. Sole plate to joist or blocking, typical face nail , , 3-16d per 16"x(406 mm) .Sole plate to lois[ or blocking, at braced wall panels 2-16d 7. Top plate to stud, end nail 4-8d, toenail or 2-16d, end nail 8. Stud to sole plate 16d at 24" (610 mm) o.c. 9. Double studs, face nail 16d at 16" (406 mm) o.c. 10. Doubled top plates, typical face nail 8-16d Double top plates, lap splice 3-8d 11. Blocking between joists or rafters to top plate, toenail 8d at 6" (152 mm) o.c. 12. Rim joist to top plate, toenail 2-16d 13. Top plates, laps and intersections, face nail 16d at 16" (406 mm) o.c. along each edge 14. Continuous header, two pieces 3-8d 15. Ceiling joists to plate, toenail 4-8d 16. Continuous header to stud, toenail 3-16d 17. Ceiling joists, laps over partitions, face nail 3-16d 18. Ceiling joists to parallel rafters, face nail 3-8d 19. Rafter to plate, toenail 2-8d 20. 1" (25 mm) brace to each stud and plate, face nail 2-8d 21. 1" x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail 3-8d 22. Wider than 1" x 8" (25 mm x 203 mm) sheathing to each bearing, face nail 16d at 24" (610 mm) o.c. 23. Built-up corner studs 20d at 32" (813 mm) o.c. at top and bottom and staggered 2-20d at ends and at each splice 24. Built-up girder and beams 2-16d at each bearing 25. 2" (51 nim) planks 26. Wood structural panels and particleboard': 6d3 Subfloor and wall sheathing (to framing): 1/2" (12.7 mm) and less 8d4 or 6d5 8d3 19/32" 3/4" (15 mm -19 mm) 10d4 or 8d5 7/g"-1" (22 mm -25 mm) ll/8"-11/4" (29 mm -32 mm) Combination subfloor-underlayment (to framing): 6d5 3/4" (19 mm) and less 7/8"-1" (22 mm -25 mm) 8d5 10d4 or 8d5 11/8.'-11/4" (29 mm -32 in in) 27. Panel siding (to framing): 6d6 8d6 1/2" (12.7 mm) or less 5/8" (16 mm) 28. Fiberboard sheathing: No. 11 ga 8 6d4 1/2" (12.7 mm) No. 16 ga.9 No. 11 ga-8 25 20 mm /32" ( ) 8d4 No. 16 ga.9 29. Interior paneling 4d10 6d11 1/4 " (6.4 mm) 3/8" (9.5 mm) 'Common or box naus may uc - -.,r. 1t QY gY,'-1"- ur .. - - 2Nails spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except me 48 inches (1219 mm) or more. For nailing ofwood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common, box or casing. 3Common or deformed shank. 4Common. sDeformed shank. 6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304,3. 71'asteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate s supports sheathing and 13/4 inch (44 min ) BCorrosion-resistant roofing nails with 7/16 -inch -diameter (11 mm) head and 1 /2 -inch (38 mm) length for /2 ( ) length for 25/32 -inch (20 mm) sheathing conforming to the requirements of Section 23043. 9Corrosion'resistant staples with nominal /16 inch (11 mm) crown and 11/8 -inch (29 mm) length for 1/2 -inch (12.7 mm) sheathing and 11/2 inch (38 mm) length for 25/32 -inch (20 mm) sheathing conforming to the requirements of Section 2304.3. 1oPanel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked]. Casing or finish nails riches (152 mm) on panel edge spaced 6 is, 12 inches (305 mm) at intermediate supports. sing or finish nails spaced 6 inches (152 mm) on panel edges, 12 inches (305 mm) at intermediate supports. 1-1panel supports at 24 inches (610 mm). Ca '1 -212 ; 119 CALIFORNIA BUILDING CODE EXCEPTS FROM CMAPT R 23 jABLF 2341 -B -2 -----WOOD STRUCTURAL P ANEL HOOF SHEATHING NAILING SCHEDULE" `LINO REGION WAILS PANEL LOCATION 1 ROOF FASTENING %ONE2 2 Fastening Schedule (inches on center) x 25.4 for mm 3 Greater than 90 mph (145 km/h) 8d common Panel edges3 6 6 44 Panel field 6 6 64 Greater than 80 mph (129 km/h) to 90 mph (145 km/h) 8d common Panel edges3 6 6 4 Panel field 12 6 6 80 mph (129 km/h) or less 8d common Panel edges3 6 5 b Panel field 12 12 12 'Applies only to mean roof heights up to 35 feet (10 700 mm). For mean roof heights over 35 feet (10 700 mm), the nailing shall be designed. 2The roof fastening zones are shown below: 44 FT 5 FT. (INCLUDING 1 FT. I I OVERHANG) I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I ROOF RIDGE For SI: 1 foot = 304.8 mm. 3Edge spacing also applies over roof framing at gable -end walls. 4Use 8d ring -shank nails in this zone if mean roof height is greater than 25 feet (7600 mm). ]-213 k 0 SITE PLAN ........ ...... ............... .. ..... ...... ... ....... ....... ... ................... ......... ---------- I lr- r : .. ....... .................. ................... .............. ................ ...... ...... ..... - ...... ............. ..................... .......... ......... ..... ...... ...... .... AM:n .................... .... ... ..... ...... ...... ........ '7 ............. ............. 7 .... ...... ------------------- ....... ............. ...... ...... Y'ATN) L AAY 'My .......... ......... ------ ...... ...... ------- ...... Z ------ ...... - ............................... "L Z IRS ...... ............. ............. .................. .... .. ....... .................. ; ....... * ....... ....... .......... ........ ............. . ............................... .................. ...... ............. --------- ... ...... ...... ............. .. ..... ................... ...... 7 ........ —7-711 11___1111_.1111_1.* ---------- rz ............. .... . ............ ...... .....................mob,....... .............. ....................... .. I ------ ............ ------ ....... I" ..... ..... ................ ...... ..... ..... ...... ....... I .............. I .................... ................... �:'! ------------ ............ ............ .... . ........... ............. 4 . ...... : ...... : ..... . i . - .... ....... .......... ...... : ------- ...... ...... ............ .. .... ------ ------- I ............ ...... ........... .......... ................... ........ ........ --------- ...... ...... I- 7 ............ --------- - "_2--------------- ...... ................ .......... ............. . ........................ ... ...... ....... ........... ....... ........... ........ .......... ................... .......... ............. ...... ........ ........... ........... ................ of a .... ------ ................. ............. .......... ............. �* ----- - 7 ............ . . . . . . . . ............ ............ ........ . ....... ...... . .................. .................. . ............ -------- ......... ---------- ------------------------------------------- ............ 7 ............. 7,05 ......... ------------ ---------- ...... ...... ------ ...... ..... ...... ------ .............. ................................ . ...... ...... ..... ...... ..................... ....... ..... .... ............ ....... ............ ............. ...... 3x ........... . ....... ......... .......... ------ ............ .............. .. ....... ...... ....... ....... ........... . ...... ------ .............. ............. ............ ...... ....... ...... ...... ...... .... ............ .... . ..... ......... ------ ............ ................. ......... .......... ---------- .. . ... ...... ...... ...... ................................. t17 .......... ......................... ............... ...... ..... .... ..... ........................ ...... i ............... t" ............ ...... ....... ............. ...... ...... IN ............ ...... .............. ........... ........ ............ ............. ........... .............. ................... ...... -------------- ............ ......... y. .............. .............. . -------- -------------------- ------ --------- -- --- 7 al ------------------ ---------- . ......... ....... ............... .......... ....... . ...... ..... . ............ ----------- ...... .......... .................... _----------------------- ............. � ...... ... ..... ..... ....... ............. ........... --------- ------ .. .................... -------------------- ....... ............ ...... -- ................ ...... ............. .............. ------ ------------- ......... --------- .. ......... f --- .............. ......................... ...... ............. ....... ............ . . ....... ---- ............. ------ ------ Ate ............ ............ ------- .................. .......... ......... ..... ..... ------ ........................ ..... ............. ......................... ------------ .............. ............ ............. ...... ....... ...... ................. ...... ...... . ...... ...... ...................... ................. ............. .......... ...... ... .................... ............. ....... ------- .................. --------- ...... ......... .... ............. ..................... ..................... .......... ...... ..... ..... .. ................ -------------------------- ...... 7 ----7------------ .. . ....... ter.- ..... ..................... ................... .......... .. ......... ............ ............. ........ ....... --_-------- ...... ....... k - ............ ................ ..... ........ — ...... ......... ......... ............. ...... .............. ..... ...... i .... .......... ...... ....... ....... .......... ............. ............. ...... ............... ....... ..... ...... ...... ..... ------------- ...... ..... -4— ................ ...... ------ ....... ------------- ............. . ........ 11�.11�1111411�'Z;4 ........... ;4i ...... ...... ..... .......... ......... ..................... ............. ...... ................... ....... ........... ... ................ ............ ...... ................. U . ...... .............. ....... ......... .......... ...... ......... I L .......... ................... ...... ---- ----- ............. . ........ . ... ...... ........... . ..... ...... . ........ .. ............ ................... ....... ............ rill;. RUV U ............. ------------ .................... ...... ..... ------ .................... .......... ................ ..... . .... . i. 7. ....... ............. ...... ............ ............... 7 ............. ------------- ............. ....... rte................... ...... ........... ........... ........ ------- ............ ....... .................. ...... ............. ........................ ........... ....... — ---------- I .......... ......... ....... ............. ............. ------ ........ .......... ....... ............ ...... _-_-----_-_--------_ ------- ------- ......... ...... -------------------------------------------- --- Assessor's Parcel Number F] — F] nF] Scale: I Owner Name YN f--' 1) t LL) 0 el. U, Address / Phone No. Site Location -Contact: Narn-e .phone 4 '30, . Zoning: General Plan Desig: Size, Acres M PROVIDE FOR ALL ADJACENT PARCELS SIZE (AC): ZONING: GEN PLAN: USES: 1111,11111IIIIIIIIIIIIIIIIIIIIIIIIII asfil. 9 W, 5 vi V 5 _( I Q Wood stuctural panel sheathir (5 y Wlywood or orb) with a thickness not less then 5 for 16' stud's acing and hot less then 3/8' for 24® stud spacing in accordance with tables 23 -I -M-1 and 23 -1 -n -I with 6d or 8d common oralvanized box nails at 6 inches on center at edges, and 12 inches A center at intermediate supports, ff-l" —9, 0"6. 6-----d FLOOR PLAN 114" = 1"-0" DVIOE IX3 TRIM 1L(.: CORNERS & KT. OPENINGS. 7/16 8" 0,C. NERSEALSIDIN( hdg 0 6' O.C. a 12" o.c. in Field 4" CONC. SLAB ON PREPARED BASE TYP. W IrL L� ( c 10 6" STEM WALL bo 12" FOOTING' Typ ft7 ( I I I --,Zr24*' sq x 12". deop L _J _J r% Fu"'UNST ION PLAN 1/4" = 1"-0" I -LEFT ELEVAT10""N_ 1/4" = 1"-0" I c at o.h, 48' o.c. per ding Id gals. 48" MIN UP MING -STUD LAY AFI REVISIONS PIMis and d onts ccum� PLUB a0r,$-aRf0,d M "'s e P ting b)aring this stamA have been tits Spphoable provisions of C��alifbrria COdo of Roaaygul,]q JUN 08 2005 On,% Title 24. Acceptance le to Viol*tv any SfPlicabl COde: The 111clu&'d therollot.,fing stiWects: (Y/N) PhiMbing _y_ Fire Life, Safety ___orgy Energy Accessibility CJ— Nfechanical Plan Reviewer Principal Plan e GWW Date ---------- - Z_ The 2001 CBC, CMC, CPC, CEC, and 2001 California Ene rgy Efficiency Standards as amended by Butte County apply to this project THIS PROJECT SHALL COMPLY WITH ALL CALIFORNIA DEPARTMENT of FORESTRY (C DF) REQUIREMENTS Butte Co. requires that fasteners in pressure - treated wood shall be hot -dipped galvanized, 7/16 X 4 X 8 OSB SHTG. STAGGERED SHTS stainless steel, silicon bronze, or copper per CBC WENDS ON TRUSSES. SPAN RATING 32/16 2304.3. The builder is responsible for meeting CCX ALL EXP. EAVES & SOFFITS Manufacturer's specific corrosion -resistance CCX /NAIL W/ 8d GALV. 6" AT EDGE 12" AT FIELD requirements for propriatary hardware. 0 0 NOTE: See the attached 0 Z Residential Construction LJJ < Requirements. Pages 0 W Z 0 < < < < PREMANUFACTURED TRUSSES 24" D.C. TYP < < 5 r < 7 7 2' 0 ROOF PLAN 1/4" 1" BUTTE COUNTY BUILDING DIVISION APPROVED no -Eesti W U I all construction shall conform to the 199? uniform building code. 2. ell footings shall extend into undisturbed native soil conforming to soil classification 4. table the builder shall incl -mass the coting depthe as needed to meet this criteria. < 3. minimum concrete arangth 6 28 days shall be 2500 PSI W W (\J 4. concrete reinforcing shall comply with ASTM ASIS GMOE 40 Ln JUN 08 2005 2X BLOCKING CCX AT OH 20 truss brace 0 6-0" O'c. w/3 -16d 2 u N pper end & a34 0 lower end, 1X TRU DATE 4-12-99 EXTERIOR WALL AIM SCALE 114 = F W D _AIAINI PP rPP H W I N 0 - IDJ OV OV R11, IF IAI I M11 I INIG-4 EAVE DETAIL GABLE BRACING DETAIL v -" I VER 6* CURB -2X P.T. DBL. 2x TOP PLATE I FEIGHT VARIF 1/2" ANCI-IOR BOLT MAX. 6' a 6-0' O.C. 12" FROM CORNERS & ENDS \,min. 6 16d$ 2- #4 RE ARir/ _—EA 8d 9abI 2- 1 3/4 X 14'Stud 6* MIN X1.8 e .0, dbi 2x trimmersINTO FOOTING 12' J 16d t,n, 8' wl 16,do a 16' o.c. full height 4- FLLUNOI STURBED SOIL :1_ � 3' CLR L1_2_J NOTE: HEADER HEIGHT MAY VARY DUE TO CURB 1—ol footing and OPENING DETAIL I ?� I wall typ. FOUNDATION, r— 4" CONC. SLAB ON PREPARED BASE TYP. W IrL L� ( c 10 6" STEM WALL bo 12" FOOTING' Typ ft7 ( I I I --,Zr24*' sq x 12". deop L _J _J r% Fu"'UNST ION PLAN 1/4" = 1"-0" I -LEFT ELEVAT10""N_ 1/4" = 1"-0" I c at o.h, 48' o.c. per ding Id gals. 48" MIN UP MING -STUD LAY AFI REVISIONS PIMis and d onts ccum� PLUB a0r,$-aRf0,d M "'s e P ting b)aring this stamA have been tits Spphoable provisions of C��alifbrria COdo of Roaaygul,]q JUN 08 2005 On,% Title 24. Acceptance le to Viol*tv any SfPlicabl COde: The 111clu&'d therollot.,fing stiWects: (Y/N) PhiMbing _y_ Fire Life, Safety ___orgy Energy Accessibility CJ— Nfechanical Plan Reviewer Principal Plan e GWW Date ---------- - Z_ The 2001 CBC, CMC, CPC, CEC, and 2001 California Ene rgy Efficiency Standards as amended by Butte County apply to this project THIS PROJECT SHALL COMPLY WITH ALL CALIFORNIA DEPARTMENT of FORESTRY (C DF) REQUIREMENTS Butte Co. requires that fasteners in pressure - treated wood shall be hot -dipped galvanized, 7/16 X 4 X 8 OSB SHTG. STAGGERED SHTS stainless steel, silicon bronze, or copper per CBC WENDS ON TRUSSES. SPAN RATING 32/16 2304.3. The builder is responsible for meeting CCX ALL EXP. EAVES & SOFFITS Manufacturer's specific corrosion -resistance CCX /NAIL W/ 8d GALV. 6" AT EDGE 12" AT FIELD requirements for propriatary hardware. 0 0 NOTE: See the attached 0 Z Residential Construction LJJ < Requirements. Pages 0 W Z 0 < < < < PREMANUFACTURED TRUSSES 24" D.C. TYP < < 5 r < 7 7 2' 0 ROOF PLAN 1/4" 1" BUTTE COUNTY BUILDING DIVISION APPROVED no -Eesti W U I all construction shall conform to the 199? uniform building code. 2. ell footings shall extend into undisturbed native soil conforming to soil classification 4. table the builder shall incl -mass the coting depthe as needed to meet this criteria. < 3. minimum concrete arangth 6 28 days shall be 2500 PSI W W (\J 4. concrete reinforcing shall comply with ASTM ASIS GMOE 40 Ln JUN 08 2005 2X BLOCKING CCX AT OH 20 truss brace 0 6-0" O'c. w/3 -16d 2 u N pper end & a34 0 lower end, 1X TRU DATE 4-12-99 EXTERIOR WALL AIM SCALE 114 = F W D _AIAINI PP rPP H W I N 0 - IDJ OV OV R11, IF IAI I M11 I INIG-4 EAVE DETAIL GABLE BRACING DETAIL v -" I VER :Iwo .rvd i 22 0" 367- sq landing. 3068 cv Wood stuctural anel shepthty (plywood or osb,) with a thickness not less than 5YI16 for 16' stu spacin and not less then $/8' for 24* stud spacing in accordance w tables 23-1-M-1 and 23A -n-1 (0 with Od or 8d common or galvanized box nails ftt 6 inches on center at edges, and 12 inches a center at intermediftte supports. W 4) 2 (Y) b 0 2 PLY 1 3/4 X 14" L.V.L. MLB w/ 2 rows 16cle a 12" o.c, full lenggLh. L �--6' 6" 9' 0" 6' 6' F L 0 OR tr,-j' L A N 1/4" 1-4 §Ffm 7/16 a" 0Z NERSEALSIDIN( I -x 1"'sno? 6' c' in r 03=�' FRONT ELEVATION 1/4" = 1'-0" 6' CURB 2X P.T. DBL. 2x TOP PLATE H T VAR" HEMHT VARA- 1/2" ANCHOR BOLT 6" MAS. 6" a 6-0" O.C. 12" FROM CD W 'X CORNERS & ENDS \.min. 6 16d$ to 4 2- *4 RlEr_,-E.N. 8d RE )AR 2 - gablo 2- 1 3/4 X 14"j/ stud T 6" MIN XIA 0 W A dbl 2x INC; r� FOOTING 12" 10C) INT( 16d t.n. 8' a.( w/ 16do 0 16* o.c. f A height ILL UNDISTURBED 4" FILLI SOIL IU 0 03=�' FRONT ELEVATION 1/4" = 1'-0" at o.K 48' o.c. per ding Id galv. 48" MIN LAP F II ll II II 7/16 X 4 X 8 OSEI SHTG. STAGGERED SHTS WENDS ON TRUSSES. SPAN RATING 32/16 6' CURB 2X P.T. DBL. 2x TOP PLATE H T VAR" HEMHT VARA- 1/2" ANCHOR BOLT 6" MAS. 6" a 6-0" O.C. 12" FROM CD W 'X CORNERS & ENDS \.min. 6 16d$ 4 2- *4 RlEr_,-E.N. 8d RE )AR 12� co co gablo 2- 1 3/4 X 14"j/ stud T 6" MIN XIA 0 W A dbl 2x INC; r� FOOTING 12" 10C) INT( 16d t.n. 8' a.( w/ 16do 0 16* o.c. f A height ILL UNDISTURBED 4" FILLI SOIL the FooLing depths as neaded to meat this criteria, 0 3. minimum concrete sr"th a 28 days shall be 2500 PSI 3" CLR NOTE: HEADER HEIGHT .. MAY VARY DUE TO CURBand I— cl footing IP rr��PE�NINQ �QFJA�IL wall tip.P' rj-�.F0UNQATj .101 at o.K 48' o.c. per ding Id galv. 48" MIN LAP F II ll II II 7/16 X 4 X 8 OSEI SHTG. STAGGERED SHTS WENDS ON TRUSSES. SPAN RATING 32/16 b ROOF PLAN 1/4"w 1"-0*. CD W not-e's. 12� co co 1. to the 1997 building < W U all construction shall conform uniform code. W Z CD 2. all footings shall extend into undisturbed native moil conforming to moil classification 4, table the builder shall increame Z I the FooLing depths as neaded to meat this criteria, 0 3. minimum concrete sr"th a 28 days shall be 2500 PSI < 0 7' f\ [,L) N LL) 4. concrete reinforcing shell complW with ASTM A615 GMDE 40 CY U LO IP 5. laps in concrete reinforcing bare shall be 24" min. 1`tr-� 4tT--4 I b ROOF PLAN 1/4"w 1"-0*. not-e's. 1. to the 1997 building < W U all construction shall conform uniform code. 2. all footings shall extend into undisturbed native moil conforming to moil classification 4, table the builder shall increame Z I the FooLing depths as neaded to meat this criteria, 0 3. minimum concrete sr"th a 28 days shall be 2500 PSI < 0 7' f\ [,L) N LL) 4. concrete reinforcing shell complW with ASTM A615 GMDE 40 CY U LO 5. laps in concrete reinforcing bare shall be 24" min. \-116" O.C. STUDS NN\, -8-16D$ EA. SIDE LAP \PLATE JOINT OVeR STUD WALL FRAMING -STUD LAYOUF 3 6-16d, END NAL 012 hIEADFR TYP. C? t3' 0" 30 DOOR PLYWO)D OR OSB TRUSS EA BLOCK E N. 8d 2X BLOLWNG ,--CCX AT OH IX TRA EXTERIOR WALL ElAVEDETAIL outrigger lot in thru 9.s. a 48* o.c. ccx 0 o.h, ' barge rafter —2x4 trues brace 0 6'-0' ox. w/3416d 2 upper end & 034 as lower end. DATE 4-12-99 SCALE 114 = F _DRAWN RRH