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HomeMy WebLinkAboutB16-0678 000-000-000Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone 6 0 (530) 538-2140 Facsimile C A l I r O Q N I A www.buttecountv.net/dds www.buftegeneralplan.net ADMINISTRATION •BUILDING • PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE The BMP's (Best Management Practices) listed below must be in place during the rainy season (October 15 through April 15) and may be required at other times based on weather and site conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3' to 6' fractured rock 50' long x 15' wide by 6' deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. Internal filters placed inside each drain inlet. • Trash bars across the back of all drain inlets. • Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) • Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. E � S P T T Al � l ^ T O. C 6 � H EXHIBIT A DRAWING O 0 C 1 po ' ` C nP 53 N J 6 n m P J C o o m P, w i p S P o o v j � 1 KABUll,DINGt2011\Approved forms\Rcs Green Bldg. forms\Erosion & Sediment Control Mcasures.doc K:\BUILDINGt2011\Approved forms\Res Green Bldg. fonns\Erosion & Sediment Control Measures.doc (y MANNING ENGINEERING September 9, 2015 Butte County Dept. of Development Services 7 County Center Drive Oroville, CA 95965 RE: Carport Addition for the Johnston Residence 4550 Jason Court Chico, CA 95928 APN: 017-140-050-000 To Whom It May Concern: The truss designer has provided calculations and shop drawings stamped and signed by a California Licensed Civil Engineer substantiating the adequacy of the trusses supplied by the truss fabricator to support the roof and ceiling dead loads plus applicable snow and dive loads as noted on the plans. The truss designer's submittal conforms to the requirements of Section 2303.4 of the 2013 CBC. This letter indicates that the truss design -by Systems Plus Lumber' Company, Job No. 1506-091 dated August 4, 2015, has been reviewed by the Engineer .of Record for general compliance with the overall design of the structure. ° Feel free to call if you have any further questions or concerns. Thank you. jncerely, omas W. Manning, P.E. Cc: Rod Johnston PERMIT # �&[ (0-- O b � l., BUTTE COUNTY DEVEELOPMENT SERVICES O DE COM LIANCE DATE --? i?-- J& BY BUTTE COUNTY APR 0 6 2016 DEVELOPMENT SERVICES CSI �-C� 2540 ZANI_.l..J..A WAY, SUITFL' 10 • CHICO, CA • 95928 PHONE: 530-893-5937 • T`AX: 530-891-5925 www.manningengineering.net �onnson 1506-091 Chico STSTEms PUPS LUMBE R CO. 70 v �C) p �Zan J02 J01 W2 oN 1 ROOF TRUSS LAYOUT SCALE: NTS "Old NTY DIVISION OVE® co 0 A05 o A04 ' UTTFP A03 BU ILDI�,`" A02 A01 J03(11) 0o 0 c� J02 J01 ' II II 11 I� II 11 I i IIII II IIII II II -II I ��f l JIB J� l JI 1 O o O o 32-00-00 _ �J "Old NTY DIVISION OVE® MT1 MiTek' Re: 1506-091 Johnstn Carport MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R45084085 thru 845084097 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss,designs rely on lumber values established by others. BUTTE COUNTY oQROFESS/ONS BUILDING DIVISION SOS N 10 A Y�" V4 D � c2 76428 z m 0 X * EXP. 12/31/2016 s�9T Ct F August 4,2015 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. w Job Truss Truss Type Qty Ply Johnson Carport 1506091 A01 Hip Girder 1 TOLL 30.0 845084085 CSI. DEFL. in (loc) Udefl Ud ....__..__.. _.. ____. ce 0cuWi�Z mguJye_nholuruuP"mc. iuhg -uaua arage' JctlbkKKmaOmQ8gARm55hwBLyCRvC oyrFxtIDvy2os32XoBi8Bxw.xOvmz1 -2.0.03•S9 60.0 10.11-2 160.0 21-0.14 26-2 2667 32-0.0 34-0.0 2.0.0 3.59 21'x7 411.2 5-0.14 5.0.14 411-2 2.67 3.59 2-0.0 Scale = 1:62.2 LSSHISTZ LSSHISTZ LSSHISTZ LSSH15-TZ 6x8 M18SHS = LSSHISTZ LSSH15-TZ 6x8 = 3.50 12 6x8 M18SHS = 6x8= 24 II 412 = Special LSSH15-TZ LSSHISTZ X x LSSHISTZ Special 3x5 3x5 4 22 23 24 525 26 27 28 6 99 7 8 4130 49 44 se 9 10 4x8 — 21 20 35 36 19 37 38 18 17 16 39 15 40 41 14 13 4x8 = 2x4 II 6x6 = NAILED 2x4 11 7x14 M18SHS = NAILED 2x4 11 NAILED 8x8 = 2x4 I I HJC26 NAILED NAILED NAILED 4x8 = NAILED NAILED HJC26 7x14M18SHS = NAILED LOADING (psf) 510 70, € UTTE COUNTY 8-381=-10605/0, 31-32=-10605/0, 32-331810598/0, 33-34 9 9-34-1059310, 9-10=-11108/0, 10-11=-9373/0���t�y,1LC' Ili/lS�ON BOT CHORD 2-21=0/8945, 20-21=0/8945, 20-35=0/16613, 35-36=0/16613, 19-36=0/16613, TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.82 17 >461 240 MT20 220/195 BCDL 14.0 Lumber DOL 1.15 BC 0.92 Vert(TL) -1.87 17 >202 180 M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.23 11 n/a n/a 7) Provide adequate, drainage to prevent water ponding. T CIVIL BCDL 10.0 Code IRC2012rrP12007 (Matrix) F CALF 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A , .......I A nn.r � Weight: 351 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G 'Except' TOP CHORD 4-7,7-9. 2x6 DF No.2 G BOT CHORD 2x6 DF SS G BOT CHORD WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 2=3397/0-5-8, 11=3398/0-5-8 Max Horz 2=17(LC 42) Max Grav2=3522(LC 27), 11=3523(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=9371/0, 3-4=-11106/0, 4-22=-10591/0, 22-23=-10595/0, 23-24=-10596/0 Structural wood sheathing directly applied or 3-10-9 oc purlins, except 2-0-0 oc purlins (2-4-4 max.): 4-9. Rigid ceiling directly applied or 10-0-0 oc bracing. 24-25=-10602/0, 5-25=-10603/0, 5-26=-18546/0, 26-27=-1854610,27-28=18546/0, 510 70, € UTTE COUNTY 8-381=-10605/0, 31-32=-10605/0, 32-331810598/0, 33-34 9 9-34-1059310, 9-10=-11108/0, 10-11=-9373/0���t�y,1LC' Ili/lS�ON BOT CHORD 2-21=0/8945, 20-21=0/8945, 20-35=0/16613, 35-36=0/16613, 19-36=0/16613, 19-37=0/16613, 37-38=0/16613, 18-38=0/16613, 17-18=0/16613, 16-17=0/16616, 16-39=0/16616, 15-39=0/16616, 15-40=0/16616, 40-41=0/16616, 14-41=0/16616, /p p j �? % § �' ED 13-14=0/8947, 11-13=0/8947 WEBS 3-21=-735/0, 3-20=0/1988, 4-20=0/2171, 5-20=-6273/0, 5-19=0/321, 5-17=0/2014, 6 -17= -932/72,8 -17=0/2011,8-15=0/322,8-14=-6274/0,9-14=0/2171,10-14=0/1988, 10-13=-735/0 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. ESS/O�� Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. oQ�OF 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply �(` OS N 10 to ' connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ply 7� C .0 3) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; -C:) 2 Z Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 w U 76428 z m plate grip DOL=1.60 Of v 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 5) EXP. 12131/2016 m Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate, drainage to prevent water ponding. T CIVIL 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F CALF 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A , .......I A nn.r � COnt1A Pottom chord and any other members. nuyuat ro,cu Io ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02H8/L015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' 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 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Carport 1506 A01 Hip Girder 1 R45084085ohnson Lib n �.,�r�..�..............�.. ....._....:,.._. _____ L091 efere ce o do al ,........,,,u, ID:WV2os32XoBi8BxGENx0 NOTES- f6yz10WZ BWMuNrxNBX9DuvWKIX?zMDL89QKQMRUBsBSkEyrFxs 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP HJC26 (With 16d nails into Girder & 10d nails into Truss) or equivalent spaced at 19-11-4 oc max. starting at 6-0-6 from the left end to 25-11-10 to connect truss(es) to front face of bottom chord. 15) Use USP LSSH15-TZ (With 10d nails into Girder & NA9D nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 23-11-4 to connect truss(es) to front face of top chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 50 Ib up at 6-0-0, and 207 Ib down and 50 Ib up at 26-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=88, 4-9=-88, 9-12=88, 2-11=-20 Concentrated Loads (lb) Vert: 4=-165(F) 7=-165(F) 20=-424(F) 17=-37(F) 6=-165(F) 14=-424(F) 9=-165(F) 16=37(F) 22=-165(F) 24=-165(F) 27=-165(F) 28=-165(F) 29=-165(F) 32=-165(F) 34=165(1`) 35=37(F) 36=-37(F) 37=-37(F) 38=-37(F) 39=-37(F) 40=-37(F) 41=-37(F) A BUTTE C'.OUNW BUILDING DIVISION ��O'VD ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. .• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• 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 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 r BUTTE C'.OUNW BUILDING DIVISION ��O'VD ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev. 0211612015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. .• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek• 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 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lana Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Johnson Carport 1506A91 A02 Hip 1 1 845084086 -- Lumber DOL 1.15 BC 0.93 VertTL -1.46 15 >259 180 Job Re e e ce o t'o a - • 7.s30 s Jul 28 2015 MiTek Industries, Inc. Tue Aug 04 08:15:21 2015 Page 1 ID:fWLos32XoBi8BxGENxOf6yz10 WZ-4ud6J3tCvontSC2vRjZT2nlhQz6ZuGdnfAgZp7yrFxq -2-0.0 4.5.9 8-0.0 11.11-2 18-0-0 20-0.14 24-0.0 27-8-7 32-2 0 340.0 2-0.0 4S9 387 3-11.2 4-0.14 4-0.14 3.11.2 3$7 4-5.9 2-0.0 Scale = 1:61.2 3.50 F12 6x8 3x4 = 2x4 II 3x4 = 6z8 = 16 10 14 3x4 = 4x8 = 7x14 M18SHS = 3x8 = 7x14 M18SHS = 1J 12 4x8 = 3x4 = 4x10 = LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.65 15 >585 240 MT20 220/195 TCDL 4.0 10 Lumber DOL 1.15 BC 0.93 VertTL -1.46 15 >259 180 M18SHS 220/195 BCLLL 0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.29 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 140 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 2-0-0 oc purlins (2-1-14 max.): 4-8. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1899/0-5-8, 10=1899/0-5-8 Max Horz 2=-21 (LC 12) Max Grav 2=1955(LC 31), 10=1955(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-4977/104, 19-20=-4938/106, 3-20=4932/116, 34=5038/48, 4-21=6536/75, 21-22=-6537/75, 5-22=-6542/75, 5-23=-7081/59, 23-24=-7081/59, 6-24=-7081/59, 6-25=-7081/59, 25-26=-7081/59, 7-26=-7081/59, 7-27=-6542/75, 27-28=-6537/75, 8-28=-6536/75, 8-9=5038/48, 9-29=-4932/116, 29-30=-4938/105, 10-30=4977/103 BOT CHORD 2-18=-70/4709, 17-18=0/4843, 16-17=0/6537, 15-16=0/6537, 14-15=5/6537, 13-14=-5/6537, 12-13=0/4843, 10-12=-78/4709 WEBS 3-18=462/148, 4-18=0/278, 4-17=-60/1962, 5-17=-930/61, 5-15=0/620, 6-15=-510/47, 7-15=0/620, 7-13=-930/61, 8-13=-60/1962, 8-12=0/278, 9-12=-462/148 NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-6, Interior(1) 1-2-6 to 8-0-0, Exterior(2) 8-0-0 to 28-6-5, Interior(1) 28-6-5 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. BUTTE COUNTY BUILDING DIVISION PVD 99,0FESS/0N INCDLU �o CO 76428 z m 0 X * EXP. 12/31/2016 m CIV1, �P F CALIFO�� August 4,2015 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7477 rev. 02/15/2015 BEFORE USE. Design valid for use only with MiTek connectors. This design k based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of in Jividual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' 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 Quality Cdtedo, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. 7777 Greenback LaneSuite 109 Job Truss Truss Type Qty Ply arport 1506-091 A03 Hip 1 1 R450a4O87 Fbence TCDL 14.0 Lumber DOL 1.15 BC 0.76 Vert(TL) TL -1.06 13-15 >358 180 ( M18SHS 220/195 Refer(optional UAS raw UXABE [, ANDERSON CA 96007 7.830 s Jul 28 2015 MTek Industries, Inc. Tue Aug 04 08:15:24 2015 Page 1 ID:fW1os32XoBi8BxGENxOf6yzl OWZ-UTJFy5v4Bj9SJfnU6r7AgPwAjABv5IM DL7uDPSyrFxn 20-0 } SS9 10.0.0 j 16.0-0 22-0-0 ' 2687 32-0-0 340-0 1 2-0-0 "s4.6-7 6-0-0 6-0-0 4-8.7 SS9 2.0-0 Scale = 1:61.2 4x6 = 3.50 12 3x8 = 4x6 = 2x4 II 3x8 = 4x12 M18SHS — 3x8 = 2x4 11 2x4 II 4x12M18SHS = S9 140-0 16-0-0 22-0-0 26-6-7 SS9S4-6-7 6-0-0 6-0.0 4.6-7 32-0-0 5-5-9 1 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.42 13 >911 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.76 Vert(TL) TL -1.06 13-15 >358 180 ( M18SHS 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.27 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except BOT CHORD 2x4 OF No.1 &Btr G 2-0-0 oc purlins (2-2-0 max.): 4-6. WEBS 2x4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15.5-11 MiTek recommends that Stabilizers and required cross bracing t be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1899/0-5-8, 8=1899/0-5-8 Max Horz 2=25(LC 13) Max Grav 2=2118(LC 31), 8=2118(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-4876/45, 3-17=-4772/62, 3-4=4291/66, 4-18=-4081/78, 18-19=4084/78, 5-19=-4089/77, 5-20=-4089/77, 20-21 =-4084178, 6-21=-4081178, 6-7=4291/66, BUTTE COUNTY 7-22=-4772/62, 8-22=-4876/45 BOTCHORD 2-16=-14/4559, 15-16=-1414559,14-15=0/5240, 13-14=0/5240,12-13=0/5240, BUILDING UIDING DIVISIONi 11-12=0/5240, 10-11=-23/4559, 8-10=-23/4559 WEBS 3-15=-868/33, 4-15=01726, 5-15=-1271/34, 5-11=1271/34, 6-11=0/726, 7-11=-868/33 (;.4/ u NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-6, Interior(1) 1-2-6 to 10-0-0, Exterior(2) 10-0-0 to 26-6-7 Interior(1) 26.6-7 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. ESS/QN, 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs OQROF non -concurrent with other live loads.�.�IR-1 5) Provide adequate drainage to prevent water N 10 y �2 ponding. 6) All are MT20 PHOT Fl G) plates plates unless otherwise indicated. 7) This truss has been designed 'P2 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 0 071 6428 Rn 8) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will LU V Z f fit between the bottom chord and any other members. c Q 0 X 9) A plate rating reduction ot,20% has been applied for the green lumber members. "Semi-rigid EXP, 2/31/2016 m 10.) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * 11) Graphical purlin.representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ` , OFC August 4,2015 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/782015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shovm, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek• 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 Quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 -Chrus Haights CA 51561n Job PLUS LUMBER, Truss Truss Type Qty Ply Johnson Carport 15091 A04 Hip 1 1 845084088 .. ----- - - - BC 0.83 Vert(TL) -1.05 11-13 >361 180 Job Reference(optional) NIS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MTek Industries. Inc. Tue Aug 04 08:15:26 2015 Page 1 ID:f W2os32XoBi8BxGENxOf6yz1 OWZ-Rr0?MmxKKPAYzxsEG9elgOYT_rKZZu WoRNKU KyrFxl -2-0.0 6.59 12-0.0 1&0.0 20-0.0 256.7 32-0.0 340 2-0.0 6-59 58-7 40.0 4-0.0 56.7 8-59 2-0.0 Scale = 1:61.2 4x6 = 3.50 12 3x4 = 4x6 = ""'v - 1q is 12 11 10 4x10 = 2x4 11 3x8 = 4x12 MT20HS = 3x8 = 2x4 II LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow 30.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.37 13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 �' BC 0.83 Vert(TL) -1.05 11-13 >361 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.27 8 n/a nla BCDL 10.0 Code IRC2012/TP12007 (Matrix) ) a psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has beeri designed Weight: 135 Ib FT = 20% LUMBER- C7 O 7642 $ m BRACING - W Z FTI TOP CHORD 2x4 DF No.1&Btr G 0 0 X m TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins, except BOT CHORD 2x4 DF No. t&Btr G 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * 10 ,.411119 2-0-0 oc purlins (3-3-6 max.): 4-6. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (Ib/size) 2=1899/0-5-8,8=1899/0-5-8 Max Horz 2=29(LC 13) Max Grav 2=2280(LC 31), 8=2280(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-5358/35, 3-15=-5243/55, 3-16=-4084/43.16-17=-3978/51, 417=-3917/59 418=-3799173, 518=-3802/72, 5-19=-3802/72, 6-19-3799/73, 6-20=3917/59, BUTTE COUNTY 20-21=-3978/5 1, 7-21=-4084/4 3, 7-22=-5243/55, 8-22=-5358/35 BOTCHORD 2-14=-4/5013,13-14=-4/5013,12-13=0/3948,11-12=0/3948, 10-11=-12/5013, BUILDING DIVISION 8-10=-1215013 WEBS 3-13=-1255/40, 4-13=01701. 573=-588/68, 511=588/68, 6-11=0/701, 7-11=11255140 � P_% NOTES- NOVED 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=4f; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2.6, Interior(1) 1-2-6 to 12-0-0, Exterior(2) 12-0-0 to 24-6-5 Interior(1) 24-6-5 to 34-0.0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf= 30.G psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated.2C oQ�pFESS/ONS �� pT N IO ��• 7) This truss has been designed for 10.0 ) a psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has beeri designed Gj r7 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 0 wide will C7 O 7642 $ m fit between the bottom chord and any other members. W Z FTI 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) "Semi-rigid pitchbreaks including heels" Member fixity 0 0 X m end model was used in the analysis and design of this truss. EXP. 12/31/2016 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * 10 ,.411119 August 4,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 02715/2015 BEFORE USE. Design valid far use any with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown• . is for lateral support of ndividual web members only. Additional temporary bracing to insure stability during construction a the responsibilrity of the WOW erector. Additional perrrmnent 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 Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Johnson Carport 1506-091 A05 Hip - 1 1 845084089 TC 0.61 Vert(LL) -0.44 13-14 >864 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 Job Reference (optional) -------------- •••---••--•--••••---• r.00vsaw ca euro mn ex mousmas, mc. iue Nuguau0:1o:za"10 i1age1 ID:fVV2os32XoBi8BxGENxa ;l'OWZ-rQ68?ozDOFokQQgRvOjLNTe7 Bs2mzdzUPc 5fyrFxi -2-0.0 53-7 9-7-11 140.0 18-0.0 22.4-5 268-9 32-0.0 340.0 2-0.0 53-7 4-45 4-45 4-0.0 4.4-5 4-45 5-3-7 2-0.0 Scale = 1:62.2 3.50 12 4x6 = 6x6 = 15 14 - 4x10 = 3x4 = 3x8 = 5x8 Ur8 = 3x4 = 3x4 = LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.44 13-14 >864 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -0.96 13-14 >393 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.27 11 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 (Matrix) Weight: 142 Ib FT = 20% LUMBER- I BRACING - TOP CHORD 2x4 DF No.t&Btr G TOP CHORD BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Stud/Std G BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 2=1899/0-5-8,11=189910-5-8 Max Horz 2=33(LC 13) Max Grav 2=2442(LC 31), 11=2442(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-5955/19, 18-19=-5853/21, 3-19=-5852/35, 3-4=5417/0, 4-20=-5344/4, 5-20=-5272/13, 5-6=4102/63, 6-7=-3845/74, 7-8=-4100/63, 8-21=-5273/13, 9-21=-5345/4, 9-10=5418/0, 10-22=5852/35, 22-23=5854/21, 11-23=-5955/19 BOT CHORD 2-17=0/5588, 16-17=0/4805, 15-16=0/3843, 14-15=0/3843, 13-14=0/4805, 11-13=0/5588 WEBS 3-17=-545/57, 5-17=0/535, 5-16=-1125/39, 6-16=0/741, 7-16=-281/285, 7-14=0/741, 8-14=-1128/39, 8-13=0/536, 10-13=-544/57 Structural wood sheathing directly applied or 2-2-10 oc purlins, except 2-0-0 oc purlins (3-4-0 max.): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide BUTTE COUN-Pi- NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=32ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-6, Interior(1) 1-2-6 to 14-0-0, Exterior(2) 14-0-0 to 18-0-0 Interior(1) 22-4-5 to 34-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 1,QF ESS/0 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs Q N non -concurrent with other live loads. ���OP\ TN NCO L�(�2 5) Provide adequate drainage to prevent water ponding. \ O ' 7 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �+y 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i7 7642$ y fit between the bottom chord and any other members. W m Z fn 8) A plate rating reduction of 20% has been applied for the green lumber members. 4 f7 X 9) "Semi-rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP.)2 31/2016 m 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. * 0 / August 4,2015 ® WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 02/15/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parametersand proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek• 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 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job. - Truss Truss Type Oty PlyJohnson Carport845084090 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. 1506-091 A06 Common 6 1 Plate Grip DOL 1.15 TC 0.56 Vert(LL) • >999 240 Job Reference (optional SYSTEMS ems PLUS LUMBER, ANDERSON. CA 88o07 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Aug 04 08:15:30 2015 Page 1 ID:fW2os32XoBi8BxGENxOf6yz10 WZ-JogWCB_mZwbl aEeT6EavgAJfbD4VMu6j3MXd5yrFxh 0_I 5-11-7 10.11.11 + 16.0.0 + 21.0.5 26-0.9 32-40 34.0.0 2-0.0 5-11-7 5.0-5 5-0-5 5-0-5 5-0.5 5-11-7 2-ao 3.5o 12 4x5 = Scale = 1:59.2 4x8 = 14 4x8 = 3x4 = . 5x8 WB = 3x8 = 5x8 WB = 3x4 = 8-5-916-0-0 23.6-7 32-0.0 8-5-9 7$7 7-6.7 8-5-9 (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.31 14-16 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -0.86 12-14 >440 180 BCLL '0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud/Std G OTHERS 2x4 DF Stud/Std G REACTIONS. (Ib/size) 2=1899/0-5-8, 10=1899/0-5-8 Max Horz 2=38(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-4729/0, 3-17=4655/0, 3-4=-4270/0, 4-18=-4206/0, 518=-4198/0, 5-19=-3043/0, 6-19=-2976/12, 6-20=-2976/12, 7-20=-3043/0, 7-21=-4198/0, 8-21=-4206/0, 8-9=4270/0,9-22=-4655/0, 10-22=-4729/0 BOT CHORD 2-16=0/4448, 1516=0/3715, 14-15=0/3715, 13-14=0/3715, 12-13=0/3715, 10.12=0/4448 WEBS 6-14=0/1260, 7-14=-1226/32, 7-12=0/534, 9-12=-487/70, 514=-1226/32, 516=0/534, 3-16=-487970 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=32ft; eave=oft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-2-6, Interior(1) 1-2-6 to 16-0-0, Exterior(2) 16-0-0 to 19-2-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction ot-20% has been applied for the green lumber members. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUN-TV BUILDING DIVISION AP N UVE® QFt01ESS/0N TN10 ql fb4Z8 Z m o � EXP. 12/31/2016 ^� * ii/ * , rFOF MIL. August 4,2015 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mll-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with Mlek connectors. This design is based onlyupon parametersshown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the MITOk• 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 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. •Suite 109 Citrus Haight, CA q5flin Job ANDERSON Truss Truss Type Qty Ply Johnson Carport s 1506-091 H01 DIAGONAL HIP GIRDER 2 1 R450B4091 ��.. .,, ..... _ _. _____ in (loc) I/defl Ud PLATES GRIP (Roof Snow 30.0) Job Reference (optional) 96007 7.530 5 Jul 28 2015 MiTek Industries, Inc. Tue Aug 04 08:15:32 2015 Page 1 I D:f WZos32XoBiBBxGENxOf6yz10 WZ-F7oGdgO5JAAJHu00aXG2?5GeeP2RzQ3PB NrehyrFxf �-_ -2.6-0 4-8-14 8-513 2-6-0 4-8-14 3-8-15 Scale = 1:20.8 NAILFn 2x4 II 4 5 Cx4 11 3x4 = NAILED NAILED 4x4 = 8 'FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 4-8-14 TOP CHORD 2-9=691/0, 9-10=-649/8, 3-10=-637/0 3-7-13 0. 2 LOADING (psf) V WEBS 3-7-647/0 BUILDING iJppVppSION NOTES- 2 A '0 � ' � `�' TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow 30.0) Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.02 8 >999 240 MT20 220/195 TCDL 4.0 10 Lumber DOL 1.15 BC 0.14 VertTL -0.04 2-8 >999 180 BCLL 0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 7 n/a n/a \ P �'p2 C BCDL 10.0 Code IRC2012/TP12007 (Matrix) 0 76428 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Weight: 34 Ib FT = 20% LUMBER- Q 0 X BRACING - tL EXP. 12/31/2016 m TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1 &Btr G 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) J CIV1l end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer st a 'o e REACTIONS. (Ib/size) 7=379/Mechanical, 2=644/0-7-12 Max Horz 2=52(LC 32) Max Uplift2=-66(LC 6) Max Grav 7=415(LC 15), 2=665(LC 15) 'FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=691/0, 9-10=-649/8, 3-10=-637/0 BUTTE CU `- BOTCHORD 2-12=0/622, 8-12=0/622, 8-13=0/622, 7-13=0/622 V WEBS 3-7-647/0 BUILDING iJppVppSION NOTES- 2 A '0 � ' � `�' 1) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 6=45ft; L=24ft; save=oft; f,>-Y(r'� ` Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetween the bottom chord and any other members. . . 7) A �pFESS/0/�/ Q plate rating reduction of 20% has been applied for the green lumber members.��Q 8) Refer to girder(s) for truss to truss connections. Q-TN 10 /y 9) One RT3A USP \ P �'p2 C connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does lateral co GA ) not consider forces. "Semi-rigid 0 76428 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LU U Z rrn 11) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. Q 0 X 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). tL EXP. 12/31/2016 m LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) J CIV1l Vert: 1-4=88, 4-5=-88, 2-6=-20 �rF�F CAL nllr, f A On!r Continued on Paqe 2 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473,.v. 02/16/2015 BEFORE USE. Design valid for use only with MTe ek connectors. This design is based only upon parameters shown, and is for an Individual building component. Appparameters and of design parameteand proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibility of the Welk'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 ANSUTPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information ovcilable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 seln Job Truss ` Truss Type - Qty Ply Johnson CarportR450840911506091 H01 •- DIAGONAL HIP GIRDER - , 2 1 Job Deference /notional) SYSTEMS PLUS LUMBER, ANDERSON CA 96007 7.630 s Jul 28 2015 MTek Industries, Inc. Tue Aug 04 08:15:32 2015 Page 2 ID:fV 2os32XoBiBBxGENxOf6yz10WZ-F?oGdgO5JAAJHu00aXG2?5GeeP2RzO3PBNrehyrFxf LOAD CASE(S) Standard Concentrated Loads ({b) Vert: 10=91(F=45, B=45) 11=13(F=6, 8=6) 12=20(F=10, B=10) 13=-16(F=-8, B=-8) r. BUTTE COUNT`,- BUILDING OUNa,- BUILDING D1�,6OON APPROV ) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �r Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Iv es, 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 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane lately Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss. Truss TypeQty Ply Johnson Carport 1506-091 J01 Jack -Open .. 4 1 845084092 DEFL. in (loc) I/def] Ud ob Reference o do a 1 _1.-1^ -1 I.W0 s Jul 28 2015 MiTek Industries, Inc. Tue Aug 04 08:15:32 2015 Page 1 ID:fMos32XoBi8BxGENxOf6yz10 WZ-F?oGdgO5JAAJHu00aXG2?5GjnP3ZzStPBNrehyrFxf 2-0-0 1.10-15 2x4 = Scale = 1:7.7 (Ps TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP (Roof Snow --30.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 2 >999 240 - MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(TL) -0.00 3 n/a n/a BCDL - 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) 3=-18/Mechanical, 2=379/0-5-8, 4=19/Mechanical Max Hot 2=29(LC 14) Max Uplif►3=-73(LC 18), 2=-58(LC 14) Max Grav 3=14(LC 14), 2=383(LC 19), 4=37(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. M]Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f4; B=45ft; L=24ft; eave=4ft; BUTTE COUN'T' Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 1-10-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate BUILDING DIVISION, grip DOL=1.60 L 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 @ n +� 3) Unbalanced snow loads have been considered for this design. �Y 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. �QF ESS�O 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. QQ N,9 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 4. This connection is for uplift�� �T N 10 only and does not consider lateral forces. � f C �Q� y- 2 11) "Semi-rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 'Z LU 76428 z m * EXP. 12/31/2016 ^7 OFC August 4,2015 ® WARNING - Verify dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02116/2015 BEFORE USE. Design valid for use only with I.N7ek connectors. This design is based only upon parameters shown, and is for an individual building component.� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek• 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/TPll Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss —7 Truss Type Qty Ply Johnson Carport 1506-091 J02 � Jack -Open Vert(LL) -0.01 1 845084093 TCDL 14.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.03 2-4 >999 180 Job Reference (ootionall cSON CA 96007 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Aug 04 08:15:33 2015 Page 1 ID:fVQos32XoBi8BxGENxOf6yz10WZ-kBMfgAOj4UTAu2zC8EnHXJou9oM5iv7YP1 aBEOyrFxe -2-0-0 3-10-15 2.0.0 3-10-15 Scale: V=T 2x4 = LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.31 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012rTP12007 (Matrix) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 3=99/Mechanical, 2=452/0-5-8, 4=36/Mechanical Max Horz 2=41 (LC 14) Max Uplift3=-10(LC 18), 2=-47(LC 14) Max Grav 3=118(LC 19), 2=464(LC 19), 4=72(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 3-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp S; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-63,10 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s).for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 2. This connection is for uplift only and does not consider lateral forces. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNT" - BUILDING DMOSION V APPED QFtOF ESS/0N T N IO CO 90 IL 76428 z m CC D * EXP. 12/31/2016 -" CIVII. \OF CAI.' August 4,2015 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 021152015 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design porameters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality coOrol, storage, delivery. erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Johnson Carport TCLL 30.0 SPACING- 2-0-0 845084094 1506091 J03 Jack -Open 11 1 PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.06 Job Reference (optional) 1 ID:fW2os32XoBi8BxGENxOf6yz1OW2-COv12V1MroQ1 WCYPiyIW4WLOTCaCRMNiehKlmsyrFxd • -2-0-0 I 60.0 2-0-0 60.0 ' • Scale: 3/4"=1' 2x4 = (Ps TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.06 2-4 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.19 2-4 >359 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 20 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF Stud/Std G REACTIONS. (Ib/size) 3=213/Mechanical, 2=543/0-5-8, 4=57/Mechanical Max Horz 2=54(LC 14) Max Uplift 3=-21 (LC 14), 2=-37(LC 14) Max Grav 3=253(LC 19), 2=563(LC 19), 4=114(LC 5) , FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fln Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 5-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit,between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) -Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. 11) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4 and 2. This connection is for uplift only and does not consider lateral forces. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION PP VEU O9?,pFESS/04� P�pZ NIO CO 'P� 2 Go ( �076428 z m 0 X EXP. 12/31/2016 m �F0F August 4,2015 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02HOM15 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. " Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the HT WOWerector. 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 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply Johnson Carport 1506-091 LAY01 GABLE , 2 1 R45084095 -11.11—....,. ... _ ­ --------- MT20 220/195 TCDL 14.0 Lumber DOL 1.15 JobReference o do al TO BE USED AS A FILLER TRUSS ONLY PURLIN GABLE ONLY rug u : wso cu a rage i 2 c gaTPF5YuBL7bGfplckt3?c47AmgrtL311JyrFxc IDWV2orKXo�Z. 10.0-0 10.0.0 3x4 11 6 11 10 9 8 7 3x4 I I Scale = 1:64.7 LOADING (psf) BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow--30.0)Plate Grip DOL 1.15 TC 0.96 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.15 BC 0.15 Vert(TL) , n/a n/a 999 BCLL0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2012fTP12007 (Matrix) Weight: 71 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF Stud/Std G TOP CHORD BOT CHORD 2x4 OF No. 1&Btr G WEBS 2x4 OF Stud/Std G BOT CHORD OTHERS 2x4 OF Stud/Std G WEBS REACTIONS. All bearings 10-0-0. (lb) - Max Horz 1=248(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 1, 7, 11, 10, 9, 8 Max Grav All reactions 250 Ib or less atjoint(s) 1, 7, 11, 10, 9, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=496/467, 2-12=423/377, 3-12=-407/398, 3-13=-342/303, 4-13=-327/323, 4-5=262/260 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 6-7 I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) 0-4-2 to 3-4-2, Interior(1) 3-4-2 to 9-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0, psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beef) designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) One RT3A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1, 7, 11, 10, 9, and 8. This connection is for uplift only and does not consider lateral forces. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. BUTTE COUNTY BUILDING DIVISION -N10 Z,,�,,,,1,1ESS'0 � ��n. /d4L>t zm o * EXP. 12/31/2016 �Q August 4,2015 ® WARNING - Vwfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. OV1612015 BEFORE USE. -- Design valid for use only with Wek connectors. This design is based only upon parameters shown, and is for ah individual building component. ��• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsib8rity of the M 1, 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/11`111Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y a offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 0 _f/, Q ci-2 c2-3 2. Truss bracing must be designed by an engineer. For T WEBS czq 4 W p 0 W U wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never pp CL u U stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 0O 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and C5-6 - BOTTOM CHORDS plates 0- 'Ag' from outside all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other: 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. sottware or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber ' shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use'with fire retardant, preservative treated, or green lumber. The first dimension is the plate width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or BUTTE COUNTY specified. by text in the bracing section of the output. Use T or I bracing BUILDING DIVISION 13. Top chords must be sheathed or purlins provided at spacing indicated on design. if indicated. APPROVED 14. Bottom chords require lateral bracing of 10 ft. spacing, BEARING or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for Crushing only. __� 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: � 11 project- engineer before use. ANSI/TPI1: National Design Specification for MetalHT19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/16/2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`" Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * Nil MiTek" ICC ES Report ESR -1311 & ESR 1988 TAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBCARC 2012 SECTIONS (2303.4/R802.10roof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES■❑ NO ❑ Stanrinrrl Tmss detail Titles nl tail Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 ✓ Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 ✓ BCSI at www.sbc!industrv.com BCSI-B1 Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1506-091 Date 08/05/15 Revision(s) Customer Johnston Project Addition Location Chico, CA PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES J ! ' ,PURL_IN GABLE DETAIL. `�� ;ti " MII/SAC - 12 rv7/15/2605 PAGE 1 OF 4 1 ' MiTek Industries, Inc. ` Western Division BE LESS THAN OR EQUAL TO THE TO . LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. COMMON SX5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" " REFER TO ENGINEERED TRUSS z _ ` DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 BUTTE COUN I � THE PURLIN GABLE TO �, BUILDING DIVISION\ BE LAID ON TOP OF THE GAr mR��� HIP TRUSSES AND _ - . -.- . r- ATTACHED WHERE IT HAS J��?� �' CONTACT WITH THE Q , r -TRUSSES BELOW.- � SEE DETAIL #2 Z i P d O� , SEE DETAIL # ° ;0 00 ' N ' T �• 2 JACKS = _ . o ., o V ^, U_ NO. 0074486E 12 . SEE SHEET 2 OF 2, FOR ALL DETAILS CNI1- P ` y OF CALi��� • ,'ti - µ� APR 2 8 2015 ' •• rim.., ., • . T _ , _ ,4 ` , ® WARNING • VarVy dvWn pa arnetms and READ NOTES ON TID•SAND INCLUDED WTF"ICREFERENCE PAGE 144.7473 BEFORE USE. 7777 GR:enb3dt 1 na 09 Design valid for use o with Mrrek conneclors. This design is based on u g component. Suits He M g N Pan parameters shown, and [s for an r - not Individual bdesig co qWy Heights, CA 9581 Applicability of design •paramenters and proper Incorporation of component k responslblGty of building designer -not truss designer. &acing shown Is for lateral support of tndMdud web members only. AddUlonol temporary bracing to insure stability during construction Is the responsibilfity of the erector. Addllonal permanent bracing at the overall structure's the responsibility of the bullding designer. For general guidance regarding nil fabrlcalton. qualily car.lrol, sloroge, delivery, erection and bracing. consull ANSIM1 Quality Crlforta. DSB-89 and 80111 Bu9rDng Component M �Tek� Sdoty Inlormat on ovotlablafrom Truss Plate Institute, 583 D'Onolrb Drive. Madison, WI 53719. - - N• l FIRST PURLIN GABL ; �;.• ' _ � .._u !! ;;�''' Hoa-• „=, K1\ X � ( 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" " REFER TO ENGINEERED TRUSS z _ ` DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 BUTTE COUN I � THE PURLIN GABLE TO �, BUILDING DIVISION\ BE LAID ON TOP OF THE GAr mR��� HIP TRUSSES AND _ - . -.- . r- ATTACHED WHERE IT HAS J��?� �' CONTACT WITH THE Q , r -TRUSSES BELOW.- � SEE DETAIL #2 Z i P d O� , SEE DETAIL # ° ;0 00 ' N ' T �• 2 JACKS = _ . o ., o V ^, U_ NO. 0074486E 12 . SEE SHEET 2 OF 2, FOR ALL DETAILS CNI1- P ` y OF CALi��� • ,'ti - µ� APR 2 8 2015 ' •• rim.., ., • . T _ , _ ,4 ` , ® WARNING • VarVy dvWn pa arnetms and READ NOTES ON TID•SAND INCLUDED WTF"ICREFERENCE PAGE 144.7473 BEFORE USE. 7777 GR:enb3dt 1 na 09 Design valid for use o with Mrrek conneclors. This design is based on u g component. Suits He M g N Pan parameters shown, and [s for an r - not Individual bdesig co qWy Heights, CA 9581 Applicability of design •paramenters and proper Incorporation of component k responslblGty of building designer -not truss designer. &acing shown Is for lateral support of tndMdud web members only. AddUlonol temporary bracing to insure stability during construction Is the responsibilfity of the erector. Addllonal permanent bracing at the overall structure's the responsibility of the bullding designer. For general guidance regarding nil fabrlcalton. qualily car.lrol, sloroge, delivery, erection and bracing. consull ANSIM1 Quality Crlforta. DSB-89 and 80111 Bu9rDng Component M �Tek� Sdoty Inlormat on ovotlablafrom Truss Plate Institute, 583 D'Onolrb Drive. Madison, WI 53719. - - �. MITek Industries, Inc. Western Division • "` 16d SINKER OR 16d BOX y^ O.C. SP CING BY OTHERS THE TOP OF THE HIP GIRDER *?.. F' TRUSS AT THE BASE OF THE PURLIN • ` * . GABLE IS DROPPED LESS THEN ALL THE OTHER HIP t . TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT 16d NAILS AND BEARS ION TOPS QGP 6 O.C. \ G� ALTERNATE DETAIL . .. )POQp � . • . r �' �, - COQ { ; . DETAIL -#1 CONNECTION OF JACK " ATTACH 2x LEDGER TO FLAT TOP CHORD TO HIP GIRDER TO BE WITH 2 ROWS OF 10d NAILS (.131" DIAM x 3'.). DESIGNED BY OTHERS SPACED 9" O.C. t , HIP GIRDER - . Gp���APEX 4. H P TRU SES - ON ROOF SLOPES OF 2/12 TO 6/12 z , ,� > ATTACH PURLIN GABLE WITH j2),tOd 4 ' RING SHANK OR 16d COMMON WIRE NAILS. THESE NAILS MUST ACHIEVE A , " 0 �" • " . 2 INCH MINIMUM PENETRATION INTO g ` U THE TRUSS TOP CHORD. IF THE ROOF _� `. SLOPE IS GREATER THAN 6/12 THEN USE N� " - A USP RT3 FRAMING ANCHOR ORE ,QUIVALENT. 4 ALL SHALL TO OLAPPLICOABLE CODES' DETAIL #3 AND STANDARD BUILDING PRACTICES.: "- • > DETAIL #2tj ti. • ' ,t t '' Y. a r� , y / - • 4 _, � . .. '. t • • THE PURLIN GABLE DOES NOT 'IMPORTANT NOTE: ALL CONNECTION NAILING SHALL ALIGN WITH THE END OF - NOT SPLIT ANY LUMBER THE F TOP CHORD ROOF R SECTION. c� SHEATHING + ' Oft,", 150, PURLIN GABLE o 4 BUTTE C®UNTYy U� 0 FLATTOP CHORD PORTION .. OF THE LOWER TRUSS +. TRUSS TOP CHORD BUILDING DIVISION NO, c07448e APP _ r ROVED EXP. 12 31-15 Y DETAIL #4 srq +CNI1. ` ` SOF CALWQ� APR 2 8 1015 ® WARNING - V.,ify dcaign par rnctara and READ NOTES ON TRIS AND INCLUDED li1TIEK REFERENCE PAGE LM -7473 BEFORE USE. 7777 Greenback Lane Th S to 109 ' Design vac for use y Alin Wek conn ct lab deslgri Is ba ed only up�r1 parartr�en shown and is lo{ an InkfNl�rd bulidtng componen . Citrus Heights, CA, 9561 Appnrab of deslg �saramenters and P Per corporation o camponen respo 1N01y of bulldinpp designer - no rues designer. Bra g s Own isTor latera s port o nrMduol web me rs only. Addllj&- temporarybr acing to ure slaWyyty curio1 construction yy he respons�y� y of the - - erecta. Ad�l�lo!pi ppeertr�raiwnent hracingof the overatl structure the respo�bltlly of the ulklingg designer. FargeneraI ul�ance regarding e„ fabrication, quasry contro6 storage, delivery, erection and bracing. consul ANSI/IPIT Quatlly Crltmla, DSB-89 and BCSI� a licung Component y � Safety Information avatlable from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. - „�� 0 w - :PURLIN GABLE DETAIL lull/SAC e 12 7/15/2005 PAGE 2 OF 4 �. MITek Industries, Inc. Western Division • "` 16d SINKER OR 16d BOX y^ O.C. SP CING BY OTHERS THE TOP OF THE HIP GIRDER *?.. F' TRUSS AT THE BASE OF THE PURLIN • ` * . GABLE IS DROPPED LESS THEN ALL THE OTHER HIP t . TRUSSES. THE BOTTOM EDGE OF THE PURLIN GABLE ALIGNS WITH THE LEFT 16d NAILS AND BEARS ION TOPS QGP 6 O.C. \ G� ALTERNATE DETAIL . .. )POQp � . • . r �' �, - COQ { ; . DETAIL -#1 CONNECTION OF JACK " ATTACH 2x LEDGER TO FLAT TOP CHORD TO HIP GIRDER TO BE WITH 2 ROWS OF 10d NAILS (.131" DIAM x 3'.). DESIGNED BY OTHERS SPACED 9" O.C. t , HIP GIRDER - . Gp���APEX 4. H P TRU SES - ON ROOF SLOPES OF 2/12 TO 6/12 z , ,� > ATTACH PURLIN GABLE WITH j2),tOd 4 ' RING SHANK OR 16d COMMON WIRE NAILS. THESE NAILS MUST ACHIEVE A , " 0 �" • " . 2 INCH MINIMUM PENETRATION INTO g ` U THE TRUSS TOP CHORD. IF THE ROOF _� `. SLOPE IS GREATER THAN 6/12 THEN USE N� " - A USP RT3 FRAMING ANCHOR ORE ,QUIVALENT. 4 ALL SHALL TO OLAPPLICOABLE CODES' DETAIL #3 AND STANDARD BUILDING PRACTICES.: "- • > DETAIL #2tj ti. • ' ,t t '' Y. a r� , y / - • 4 _, � . .. '. t • • THE PURLIN GABLE DOES NOT 'IMPORTANT NOTE: ALL CONNECTION NAILING SHALL ALIGN WITH THE END OF - NOT SPLIT ANY LUMBER THE F TOP CHORD ROOF R SECTION. c� SHEATHING + ' Oft,", 150, PURLIN GABLE o 4 BUTTE C®UNTYy U� 0 FLATTOP CHORD PORTION .. OF THE LOWER TRUSS +. TRUSS TOP CHORD BUILDING DIVISION NO, c07448e APP _ r ROVED EXP. 12 31-15 Y DETAIL #4 srq +CNI1. ` ` SOF CALWQ� APR 2 8 1015 ® WARNING - V.,ify dcaign par rnctara and READ NOTES ON TRIS AND INCLUDED li1TIEK REFERENCE PAGE LM -7473 BEFORE USE. 7777 Greenback Lane Th S to 109 ' Design vac for use y Alin Wek conn ct lab deslgri Is ba ed only up�r1 parartr�en shown and is lo{ an InkfNl�rd bulidtng componen . Citrus Heights, CA, 9561 Appnrab of deslg �saramenters and P Per corporation o camponen respo 1N01y of bulldinpp designer - no rues designer. Bra g s Own isTor latera s port o nrMduol web me rs only. Addllj&- temporarybr acing to ure slaWyyty curio1 construction yy he respons�y� y of the - - erecta. Ad�l�lo!pi ppeertr�raiwnent hracingof the overatl structure the respo�bltlly of the ulklingg designer. FargeneraI ul�ance regarding e„ fabrication, quasry contro6 storage, delivery, erection and bracing. consul ANSI/IPIT Quatlly Crltmla, DSB-89 and BCSI� a licung Component y � Safety Information avatlable from Truss Plate Institute. 583 D'Onofrlo Drive, Madison, WI 53719. - „�� 0 _ PURLIN GABLE DETAIL,'' �.. IVIII/SAC - 12 7/15/2005 PAGE 3 OF 4 MITek Industries, Inc. Western Division \\ JACK TRUSS CONNE TION PURLIN GABLE ` ' BY OTHERS 16d SINKER OR 16d BOX ' - ' ,.O.C. SPACING BY OTHERS R, �. .. rn � R� � ;rte f 5,.r+i 1 .. - L •», r - ETAI L -1 S U P. . �® PL r n . /8" MIN ^ w . -t• PURLIN GABLE BUTTE COUNTY i BUILDING DIVISION APP QED ` 4,- 16d SINKER OR 16d BOX O.C. SPACING BY OTHERS } - t -HIP SET TRUSS �V01, � �. ?` � � U � . � •'c y • •� r � " - `E h "" NO. C074486� 5 .. EXP. 12-31-15 .K C(VI1- a��P DETAIL #2 SUPPL. OF APR- 8 2015 - ® 17ARMNO. 7-lV9 d—Ign Parameters and RS4D NOTES ON TIi S AND WCLf1DED hT=REFERENCE PAGE MU -7473 BEFORE IISE. 7777 GfBenb3Ck Lang Wte 109 " - Desi n voOd for Vse only with Mffek connectors. T�ls design is A p�cobifih• of t'{seslgn aromenters and proper Inpporporatlon b Igor laleraffsuPpart �ndMduul ba ed only upon parome ers shown, and bol an 1' ddnMduaI bdlllding componen . o componanl is resporw! ly of bulkiln designer -not buss designer. &ocf g sown ' ng 7g I bracing to insure the �iy GUus Heights, CA, 9581 - of web members Dory. Addll�ana mporary Stab! g responslb of the - erector. Adtlitlonal ppr=ent lxadng. of the Duero➢sWetura the respon➢N of the bvljlog �gner. Forgeneralguidance rardln fabrication, qucUty controcstorage. de ery, erection and bmdng. consu ANS Pill Quagty Crlloda, OSB -89 and BCSII BugdIce Compenenf �q■j� m M • Safety Infonnotion avoAoble from Trus Plate Institute, 583 D•Onofrlo Drive, Madison, WI 53719. „®k PURLIN GABLE DETAIL MII/SAC'- 12, '1,7/15/2005. PAGE 4 OF 4 MITek Industries, Inc. Western Division ,IL AME -16d SINKER OR 16d BOX. A* Tcz— I YPiCAL RIDGE BLOCKING PURLIN GABI,E -A J FIRST COMMON ZX BLOCKIN WCONNECTIONS W/FRAMING CONNECTORS LAST HIP/ BY OTHERS 2-0-0 MAX a{ SUPPL. r 0-0-12 TIGHTLY SET JOINT__. A . . . . . . .I 'PURLIN U FTE COUNT', BUIL 1NG DIVISI U r IL HIP SET A, Cr OVElt PRO ROOF SHEATHING BY OTHERS DETA,1L'#4.SUPPL.. HIP SET TRUSS ROOF SHEATHING AND DIAPHRAGM 0-0-12 NAILING BY OTHERS\ I I �' ' / cjO NO. 0074486 • EXP. 12-31-15 CfvIv. X PULIN GABLE HIP OF CALF APR 2 8 A. #4A oUPPL. t., DETAL- W�RMNG - Tar-ify design parameters and READ NOTES ON THIS AND INCLUDED WTE1C REFERENCE PAGE MU -7473 BEFORE USE. rj"7 Greanb2,cCl Lm e 108 Dt n n connectors.d Heights, M "61 ','I �e 0 Mn 'p shown, own 5 .. ? . _y the '1 10 of h. I ? ", 0 � "o w` 0design's" ' only A111 0 slru&n do _'-.b _Tony. A A .1 Hent bm� n the .11 h.,- 0 7n consultdesigner. r general gut once regard ng .nr�oteraffsu port of �.L d 'I..n on "n 11. Mod on, MiTek 11 A SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET. APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLL'�II 'TT�5(D`����jNTf -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSSI�R4'WIG�IVIyi®N AD ROVED -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE )kCIFIE LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC5I & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. MiTak" MiTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Telephone 916-676-1900 Fax 916-676-1909 May 14, 2015 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 Dear. Customer, The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, Marcos A. Hernandez, P.E. Senior Engineer Western Engineering Operations BUTTE COUNTY BUILDING DIVISION AkPPRO ` E E DETAIL FOR COMMON AND END JACKS MIIISAC - 8 -40PSF 11/25/2013 PAGE 1 I I� r_ r � ' S 4 ,r ` �" 1 BRACING i MITek Industries, Inc. O ; TCLL ao.o Plates Increase 1.15 TCDL 14.0 Lumber Increase 1.15 ' TOP CHORD Sheathed. Western Division 8CLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. t BCDL .. 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF No. 1 & BTR G LENGTH OF EXTENSION BOT CHORD 2 X 4 DF No. 1 & BTR G As DESIGN REQ'D 20' -0" e•!Ax SPLICE CAN EITHER BE 3X6 MT20 PLATES I OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS (03" O.C. 2 ROWS 2-0-0 NOTE:! - TOP CHORD PITCH: 3/12-8/12 = �' BOTTOM,CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. � � - �''� � - i ' SUPPORT AND CONNECTION BY OTHERS OR 2-16d (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORE CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS 07 3x6 CONN. W/2 16d COMMON WIRE (0:162"DIA X 3.5" LGT) TOE NAILS 6-0-0 • B-u-ri NO. 076428 ---- - — ----. -� D(P. 12 31 14 ... _. ...... __.. I EXT. 1 _.y eXT i 2-0-0 - I ...... ,.•���"� SOU 2 5 2013 I _ CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS f' LUMBER MAY BE 2X4 OF STUD/STD G -'� 3X6 - BOTTOM CHORD LENGTH MAY BE 2'-0" 4=i OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. IMON WIRE PROVIDED NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BUTTE COUNTYBUILDING DIVISION APPROVED Ate, WAR.N."JD • Vrrj(g dne/gn. pn—eters and RE:'.D NOTES ON THIS AND INGLUDFD MMTEIC REFERENCE. PAGE Mll-7473 BEFORE UsE. Design valid for use only with Mlek connectors. This design is bosed only upon perometers shown. and is for an individual building component. Applicability of design paramenlers and proper incwporolion of component is responsibility, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional lomporary bracing to insure stability during construction Is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. qualify control. storage. delivery, erection and bracing, consul) ANSI/TPII Quality Criteria. DSB-89 and BCS11 Building Component Safety Informallon available from Truss Plate Institute. 583 D'Onofrio Drive, Madison• W153719. 7777 Greenback Lane Suite109 Hei Iff Citrus Heights, CA, 9581 ,�p Q� rJ Y7tl 9. eke MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE 00 0 00 u MiTek USA, Inc. U MiTek USA, Inc. Page 1 of 1 'Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. 2-10dNAILS BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE A B C D BRACING MATERIAL TYPE C D 10'-0" 1610 1886 1886 2829 3143 3143 4715 2358 2358 3536 1886 1886 2829 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 2 X 3 43, STD, CONST (SPF, DF, HF, OR SYP) 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. --sbcindustry.wm and—tpinSLorg 'Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24. O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRUSS BRACING INSTAI I ATInN GI IMP Awn PRnn1 ICT CPFr:I 1—TIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE 2-10dNAILS BUILDING DIVISION ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. AY PRuv 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2T. OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d ' (0.131.)2.5') FOR 1x4 BRACES, 2-10d (0.131'0") FOR 213 and 2x4 BRACES, AND 3-10d (0.131-)3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 43, STD, CONST (SPF, DF, HF, OR SYP) 2.10d (0.131-x3-) NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3.10d (0.131')0') FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. --sbcindustry.wm and—tpinSLorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. ' 8, TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24. O.C. ONLY, MITEK -STABILIZER- TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B, C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- TRUSS BRACING INSTAI I ATInN GI IMP Awn PRnn1 ICT CPFr:I 1—TIr1N TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT BUTTE COUNTY 2-10dNAILS BUILDING DIVISION (SEE NOTE 4) AY PRuv STRUCTI�RAL CALCULATIONS CARPORT ADDITION for ROD JOHNSTON 4550 JASON COURT 'CHICO, CA, 95928 Subriiitted To: _ Butte County, Building Department September 9,.2015 COUNTY PERMIT# APR 0 6 2016 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR DEVELOPMENT S`,, CODECOMPLIANCE SERVICES .�L�LtI�� BY ', E V MANNING ENGINEERING 2540 Zanella Way, #10 This document and its entire contents are the sole property of MANNING ENGINEERING, and are to be used as supportive material for the submittal C i11CO CA 95928-7 194 of this specific project only. This document is not to be reproduced, changed, modified , or copied in any form or manner whatsoever, nor shall it be used by or disclosed to any person firm or corporation for any purpose whatsoever without the written permission of 530-893-5937 MANNING ENGINEERING. JOHNSTON CARPORT 15-7658 MANNING ENGINEERING PAGE: DATE: JOB: JOHNSTON CARPORT JOB NO: 15-7658 WLM=�- AL MANNING ENGINEERING CALCULATION OF G"W kZy DTc I&, -j4 PAGE: Z, DATE: k i out = l 0 - 5 ID. CwW i i r ,� JOB: JOHNSTON CARPORT JOB NO: 15-7658 CALCULATION OF :fA-*V g-1 0-2- Yz- L4 PAGE: DATE: MANNING ENGINEERING )es JOB: JOHNSTON CARPORT JOB NO: 15-7658 - CALCULATION OF UIJf�-4N-V,�C PAGE: �} �. DATE: MANNING ENGINEERING iZ,g op (A) L- CZ.o c) �• A.o i�. r / f .: y � �.� JOHNSTON CARPORT V o (a d o r k s JOB NO. 15-7658 VV.•.,w,,,, GRAVITY DESIGN ROOF FRAMING B-1.wwb Aug. 31, 2015 17:23 MANNING ENGINEERING Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit 5650 Bearing: fv = tern Start End Start End si ROOF DL Dead Full UDL fb = 1751 422.0 plf ROOF LL Roof constr. Full Area Anal/Des 0.20 = 20.00(18.001) psf ROOF WL Wind'C&C Full UDL 0.31 Load comb -313.0 plf Self -weight Dead Full UDL . 5.50 14.2 plf a V*U 1110y I J1LUUC uvea IIUL LIG1UVe IVULllldl 1111PUL Ld I IL2 LdULUr from Idole 9. L. 1. L, Wnl Cn is applied during analysis. Maximum Reactions llbsl. Bearina CaDacities llbsl and Bearina Lengths lint 0' 13'-5.2" Unfactored Dead Wind Roof Live Factbred: 3005 -2159 2483 Value 3093 -2223 2557 Total 5488 6j �j (<°Gp S �GU �m��� S�2S — S®S I-(� 5650 Bearing: fv = 110 Fv' = 331 si fv/Fv' = 0.33. Capacity fb = 1751 Fb' = Beam 9994 fb/Fb' = 18322 Anal/Des 0.20 = L/812 0.67 = Beam 0.55 0.31 Load comb N2 L/288 112 Length 3.00 . 5.50 Min req'd 1.65' 1.70 Cb 1.00 1.00 Cb min 1.00 1.00 B-1: SIDE BEAM Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x12" 8 laminations, 5-1/8" maximum width, Supports: 1 - Hanger; 2 - Non -wood; Total length: 14% volume = 6.0 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2M: Criterion" Analysis Value Design Valuejin nit Analysis/Design Shear fv = 110 Fv' = 331 si fv/Fv' = 0.33. Bending(+) fb = 1751 Fb' = 3000 si fb/Fb' = 0.5B Live Defl'n 0.20 = L/812 0.67 = L/240 n 0.30 Total Defl'n 0.56 = L/288 0.90 = L/180 0.62 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN WoodWorksO Sizer 10.4 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LCA Fv' 265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+Lr, V = 5347, V design = 4496 lbs Bending(+): LC 112 = D+Lr, M = 17953 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 1328e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual'depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Co Page 2 JOB: JOHNSTON CARPORT JOB NO: 15-7658 MANNING ENGINEERING PAGE: 11 DATE: CA01- is WoodWoij<s(F) Loads: i MANNING ENGINEERING Design Check Calculation Sheet WoodWorks Sizer 10.4 JOHNSTON CARPORT JOB NO. 15-7658 GRAVITY DESIGN ROOF FRAMING B-2.wwb Aug. 31, 2015 17:24 Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit ROOF DL1 Dead Partial UDL 127 0.00 6.00 422.0 422.0 plf ROOF DL2 Dead Point fb = 6.00 1566 lbs ROOF DL3 Dead Triangular 0.35 6.00 12.50 422.0 0.0 plf ROOF LL1 Roof constr. Partial UDL Length 0.00 6.00 360.0 360.0 plf ROOF LL2 Roof constr- Point 1.37 6.00 - 1957' lbs ROOF LL3 Roof constr. Triangular 6.00 12.50 360.0 0.0 plf ROOF WL1 Wind C&C Partial UDL 0.00 6.00 -313.0 -313.0 plf ROOF WL2 Wind C&C Point 6.00 -1095 lbs ROOF.WL3 Wind C&C Triangular 6.00 12.50 -313.0 0.0 plf Self -weight Dead Full UDL 14.2 plf i.oau mayniLuae uUeb )JUL incluue wormal lmporrance racLor rrom -raole q.L..S.L, wnlcn is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 12'-6" Unfactored- Dead Wind Roof Live Factored: Total 3288 -2344 3054 Value 2345 -1646 2233 6342 Unit 4578 Bearing: Shear fv = 127 Fv' = 331 psi Capacity Beam 18322 fb = 24984 Anal/Des 3000 ' fb/Fb' = Beam 0.35 0.17 = 0.18 Load comb #2 in 02 Length 5.50 0.43 = 7.50 Min req'd 1.90 in 1.37 Cb 1.00 1.00 Cb min 1.00 1.00 B-2: SIDE BEAM Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x12" 8 laminations, 5-1/8" maximum width, Supports: All - Non -wood Total length: 12'-6.0'; volume = 5.3 tuft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 127 Fv' = 331 psi fv/Fv' = 0.38 Bending(+) fb = 2088 Fb' = 3000 psi fb/Fb' = 0.70 Live Defl'n 0.17 = L/807 0.58 = L/240 in 0.30 Total Defl'n 0.43 = L/319 0.77 = L/180 in 0.56 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN ' B-2.wwb WoodWorksO Sizer 10.4 Page 2 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LCi1 Fv' 265 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC N2 = D+Lr, V = 6046, V design = 5219 lbs Bending(+):`LC 112 = D+Lr, M = 21406 lbs ft - Deflection: LC 92 = D+Lr (live) LC N2 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-.10 / IBC 2012 CALCULATIONS: ' Deflection: EI = 1328e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: } ' 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default -deflection limits are appropriate for your application. - 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). a , t • a^ F • a^ F Ia JOB: JOHNSTON CARPORT ( PAGE: ( D JOB NO: 15-7658'4 l _4 DATE: p,0 -&-q .-Is MANNING ENGINEERING UALC:ULA I IUN UF' C- NA-\jk-r< D£S'IL�tiI WoodWork (9 MANNING ENGINEERING Design Check Calculation Sheet WoodWorks Sizer 10.4 I Loads: JOHNSTON CARPORT JOB NO. 15-7658 GRAVITY DESIGN ROOF FRAMING B-3.wwb Sep. 1, 2015 08:22 Load Type Distribution Pat- Location [ft] Magnitude Unit Bearing: Shear fv tern Start End Start End psi ROOF DL Dead Full Area fb = 1278 18.00(5.001) psf ROOF LL Roof constr. Full Area Live Defl'n 0.58 20.00(5.00') psf ROOF WL Wind C&C Full UDL Load comb 82 -90.5 plf Self -weight Dead Full UDL 11.00 Min req'd 19.5 plf i,oau magnitude noes noL 1ncivae Normal Importance ractor rrom Taoie 9.z.3.2, which is applied during analysis. Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 32'-6" 0' 30'-9" Unfactored• Dead Wind .Roof Live Factored: Total 1762 -1971 1625 , 1762 -1971 1625 3387 Unit 3387 Bearing: Shear fv = 52 Fv' = 331 psi fv/Fv' = Capacity Bending(+) fb = 1278 Beam, 36693 psi 36693 Anal/Des Live Defl'n 0.58 = L/633 ' Beam 0.09 in 0-09 Load comb 82 1.59 tl2 Length 11.00 in 11.00 Min req'd 1.02 1.02 Cb 1.00 1.00 Cb min 1.00 1.00 B-3: FRONT BEAM Glulam-Unbal., West Species, 24F -V4 DF, 5-1/8"x16-1/2" 11 laminations, 5-1/8" maximum width, Supports: All - Non -wood Total length: 32'-6.0'; volume = 19.1 cu.ft.; Lateral support: top= full, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis value Design Value Unit Analysis/Design Shear fv = 52 Fv' = 331 psi fv/Fv' = 0.16 Bending(+) fb = 1278 Fb' = 2797 psi fb/Fb' = 0.96 Live Defl'n 0.58 = L/633 ' 1.59 L/290 in 0.38 Total Defl'n 1.59 = L/239 2.05 = L/180 in 0.75 aWOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN B-3.wwb WoodWorksO Sizer 10.4 1 i 1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Notes Cn'Cvr LC# Fv' 265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ ' 2400 1:25 1.00 1.00 1.000 0.932 1.00 1.00' 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 'million 1.00 1.00 - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC 02 = D+Lr, v = 3221, v design 2924 lbs Bending(+): LC #2 = D+Lr, M = 24761 lbs -ft ' Deflection: LC 02 = D+Lr (live) LC 02 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012. CALCULATIONS: Deflection: EI = 3453e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI A190.1-2007 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Page 2 0 t r 1 1 , Page 2 0 JOB: JOB NO: JOHNSTON CARPORT PAGE: 15-7658 r. DATE: MANNING ENGINEERING CALCULATION OF WIND DESIGN CRITERIA MRRA Hol V. -I RAMEN111A I vi t 4 ' earch Results . s ,�'�� •, + Query Date: Mon Aug 31 2015 Latitude: 39.7438 Longitude: -121,6862 'ASCE" 7-10 Windsp.eeds (3-ieq' peak gust in mph*):, Risk Category' 1:100 Risk Category 11:110 1 6 Risk Category 1114V: 115 MR 1'* 10 -Year: 72 MRI" 25 -Year: 79 MRI" 50 -Year: 85 MRI" 100 Year: 91 ASCE,)-05 Windspeed: Wp, 851, ASCE T,-93 Vindspied: L rW Map, R'-Clt ri.spji(I .75 'I'liles pler houi --fAean Recurrence Interyaf usels'should consult with local building officials to determine 4 there are comm6nity-specific wind speed j.. A iectuiiernenIsIthal goyein, '-'v �' "Y . rte, 5 R ` y � • � jx � • . - _. , eel I vi 3 JOB: JOHNSTON CARPORT ' JOB NO: 15-7658 MANNING ENGINEERING LH I L: r-% L IJCJIuvi - vvliiu Du5itJ. ri lrrlLerid. IYlvvrmo Basic Wind Speed, Vasd = 85 mph Exposure Catagory = B Risk Category = II Topographic Factor, Kt, = 1.0 Kd&G= 0.85 Velocity Pressure Exposure Coefficient, Kh &-K t: 41 PAGE: l S DATE: D -Q-- 05- IS Alternate All -Heights Method Building Type = Partially enclosed v Roof Slope = 4:12 Mean Roof Height, hroof = 11.5 ft Max. Roof Height, z = 15.00 ft Wind Velocity Pressure, qs = 18.5 psf ASCE 7-10: Table 27.3 Elevation, h (average or z (actual) 0' 15' 20' 25' 30' 40' 50' 0.57 0.62 0.66 0.70 0.76 0.81 '11 rRr• Tah/a 1RnQ R 9 WALLS 0' 0 15' Elevation, -z.,n 20' (windward or h.,,,,r 25'. (leeward) 30' 40' S0' Direction I.P. Cnet + + 0.11 1.16 1.26 1.34 1.42 1.55 1.65 Windward -1.16 -1-.26 -1.34 -1.42 -1.55 -1.65 Perp. to ridge Windward Condition 2 + -0.37 --3-9 0 -4.24 -4.52 - 1.05 11.07 12.04 12.82 13.59 14.76 15.73 + Leeward + -0.83 -8.75 -9.52 -10.13 -10.75 -11.67 -12.43 - 0.11 1.16 1.26 1.34 1.42 1.55 1.65 -18.26 Sidewall + -0.97 -10.23 -11.12 -11.84 -12.56. -13.64 -14.53 - -0.04 -0.42 -0.46 -0.49 -0.52 -0.56 -0.60 Windward Parapet 1.28 13.49 14.68 15.63 16.57 17.99 19.18 Leeward Parapet -0.85 -8.96 -9.75 -10.38 -11.01 -11.95 -12.73 '11 rRr• Tnh/n 1F,no R 9 ROOF - Slope = 4:12 0' 15' Elevation, 20' 25' h,,,,,r 30' 40' 50' Direction I.P. Cnet Perp. to ridge Windward Condition 1 + -1.04 -10.96 -11.93 -12.70 -13.47 -14.62 -15.58 - -0.11 -1.16 -1-.26 -1.34 -1.42 -1.55 -1.65 Perp. to ridge Windward Condition 2 + -0.37 --3-9 0 -4.24 -4.52 -4.79 -5.20 -5.54 - 0.57 6.01 6.54 6.96 7.38 8.01 8.54 Perp. to ridge Leeward or flat roof + -0.97 210.23 -11.12 -11.84 -12.56- -13.64 -14.53 - -0.04 -0.42 -0.46 -0.49 -0.52 -0.56 -0.60 Parr. to ridge Windward flat roof + -1.41 -14.87 -16.17 -17.21 -18.26 -19.82 -21.12 - -0.47 -4.96 -5.39 -5.74, -6.09 -6.61 -7.04 16 ps(min. per'13 CBC, 1609.6.31 JOB: JOB NO: JOHNSTON CARPORT 15-7658 L CALCULATION OF MANNING ENGINEERING SEISMIC DESIGN CRITERIA SGS Design Maps Summary Report User -Specified Input PAG E: I b DATE: ©Q- CJR-►S Report Title JOHNSTON CARPORT - JOB NO. 15-7658 Building Code Reference Document ASCE 7-10 Standard i.•°-.11-ti::f tli?ii,':r:'?'..�:�i[r ..: _...; ci-.i.ii'c: ;r.+:: it t; _"•ii' :r: <:Ci':�=} Site Coordinates 39.743810N, 121.6S624°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 21111 _ . 1 P.' - - ::•r:i: i;.. P;'r.:ce.::'.,• .. 5000111 a, j '.F:'.. ..3,1 ..,x.+; •.:Q...' x'13 le 1 Cr " `Z Paradi s e 7ti •;. ; ` `t Vii., i aa:;.:i''"_ :k:;:".:??'",;.�^=' .,�ru i'•`.>,' ♦ �, , . ` : iIICO Y'.: ILS 0 V fl :1 e}r_{`•YS'3'Y-kli `✓� �� r! hal E RAgftk '..I C E! iV mapquest 092015 MapQuest Some data OQ& 110p a..M apQuest USGS-Provided Output SS = 0.623 g SMS = 0.811 g S„S 0.540 g S, = 0.267 g SM, = 0.498 g S,,,. = 0.332 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and clete rministic ground motions in tide direction of maxinunn horizontal response, please return to the application and select the "2009 NEHRP" building code reference-_ dacurrlerlt. MCEa Response Spectrum 0.59 0.50 Q. £1 Q• 2 �. 63 fn 0.45 0.3r 0.:7 Q. 05 M10 0.20 0.40 0.60 0.60 1.00 1.20 1.10 L6o 1.eU 2.00 Period, T (sec) Design Response Spectrum U.6U 0.54 0.42 - 0.42 OI 0.25 � Q.20 ' 0.24 - 0.1 0,12 0.06 0.00 0.00 (1.20 0.40 0.60 0.eri 1.00 1.20 1.40 1.60 1.60 2.0ij Period, T (sec) JOHNSTON CARPORT 8/31/2015 LA I LKAL UtJIUN - Seismic Ueslgn Criteria ASCE 7-10: Equivalent Lateral Force Procedure Seismic Base Shear V=C,IV (Equation 12.8-1) _ = 0.432W where: , CS = The seismic response coefficient determined in accordance with Section 12.8.1.1 = 0.432 W = The effective seismic weight of the structure. Seismic Response Coefficient C= S'—" ( Equation 12.8-2) – 0.4320 where: le The occupancy Importance factor determined In accordance with Section 11:5.1. = 1.00 R = The response modification factor from Table 12.2-1 _ (G. 2: Steel ordinary cantilever column system) = 1.25 SDS = The design spectral response acceleration parameter in the short period range, as determined from Section 11.4.4. = 0.540 g The value of the seismic response coefficient, Cs, need not exceed the following c' = I I It i for 1- <= T�. (Equation 12.8 - 3) 1.7423 I '. R rorT>Ti_ (Equation12.8-4)• = r1 1 182.87 1 where I anis R are defined above, and SDI _ ., The design spectral response acceleration parameter at a period of 1.0 s, as determined from Section 11.4.4 = 0.332 g T = The fundamental period of the building (seconds) determined in Section 12.8.2 (see below) = 0.15s TIL = The long -period transitional period (seconds) shown in Fig. 22.12. = 16S But shall not be taken less than C, = 0.044S,,,1.=> 0.0/ (Equation 12.8-5) = 0.02 For buildings and structures in Seismic Design Category E or F and those buildings and structures for which the 1 -second spectral response, S,, is equal to or greater than 0.6g, the value of the seismic response coefficient, Cs, shall not be taken less than: C, = (Equation. 12.8-6) R/�' n/a where I, R and SDI are defined above, and S, = The maximum considered earthquake spectral response acceleration at 1 -second period determined = 0.2679 in accordance with Section 11.4.1 Approximate Fundamental Period T„ =C,/3; (Equation 12.8 - 4) = 0.15s where: Ct = Coefficient from Table 12.8-2 = 0.020 h„ The height in ft above the base to the highest level of the structure = 15.00 X = Coefficient from Table 12.8-2 – 0.75 MANNING ENGINEERING JOB: JOHNSTON CARPORT JOB NO: 15-7658 r I I �® MANNING ENGINEERING CALCULATION OF W.kt-AD L&Pt>lac, ff - 0 t rI�LY c� ti9 PAGE: ` a DATE: 0 4- &I-?- (5 Inc h ato f 3'�z 6 . rv, — 3.9d Ci�.��'�75c�.tt�.3° _ — '2-0,4—> pt JOB: J0,I-I1dST01d CARPORT ' \ PAGE: JOB NO: 15-7658L�"� �� DATE:i I — .s,_ MANNING ENGINEERING CALCULATION OF JOB: JOI-iI`,,lSTOtq CARPORT JOB NO: 15-7658 L� v MANNING ENGINEERING CALCULATION-OFS-!g t & 0 PAGE: ?,o DATE: O -q - 0-17 - IS 25,4,'"7 p t 0')'I- -q JOB: JOHNSTON CARPORT JOB NO: 15-7658 MANNING ENGINEERING PAGE: DATE: Foot2000 v2.2.6, Copyright Z) 1999-2008 Spycler Software Company Info Manning Engineering 1Project: ' 2540 Zanella Way; Suite 10 Location: Chico, CA, 95928 1 Phone: 530-893-5937 lClient: Fax: 530-891-5925 lJob No.: E-mail: tom@manningengineering.net IFooting Id: (E) CORNER FOUNDATION Load Case FOUNDATION PARAMETERS 9/8/2015 9:09:55 AM Project Info JOHNSTON CARPORT 4550 Jason Court Chico, CA 95928 15-7658 REAR FT'G 22— Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ...................................................... HardRock Concrete Cover ................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size.......................................................... 6.00 in. by 6.00 in. Allowable Soil Bearing Strength ..................................... 1.500 ksf Wind Load Soil Bearing Strength .................................... 1.500 ksf Seismic Load. Soil Bearing Strength ................................. 1.500 ksf Footing Width ....................................,...:.............. 1.99 ft. CEJ COnv[ { Footing Length ..................................................... 1.99 ft. Footing Depth ..................................................... 22.00 in. C Punching Shear Stress............ .......... .................... n/a psi © K Beam Shear Stress ................................ 2.39 psi Reinforcing Standards per.....................ASTM-A615 Longitudinal Bottom Reinforcement Required for Strength............ .00 int Longitudinal Bottom Temperature and Shrinkage Steel ................ .88 in' (5-#4) Transverse Bottom Reinforcement Required for Strength .............. .00 in' Transverse Bottom Temperature and Shrinkage Steel .................. .88 in' (5-#4) Gravity Only Soil Bearing ........................,.................... 1.500 ksf Wind Load Soil Bearing ....................................:........ 1.500 ksf Seismic Load Soil Bearing ..................:....................... 1.500 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + 1.OLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 3.01 0.00 0.00 Live Load 2.48 0.00 0.00 Wind Load 0.00 0.00 0.00 Earthquake 0.00 0.00 0.00 Other Loads 0.00 0.00 0.00 d= 22.00" X W = 1.99' ::: Cover = 3.00" JOB: JOHNSTON CARPORT . JOB NO: 15-7658 GALGULATION OF LRT—F-A A— f MANNING ENGINEERING PAGE: 23 DATE: (�rp, 017- 15 STI, vw - D,� a 3 _I � 4 � rte- . _24 _ ]OHNSTONCAKpORT 9/1/2015 DESIGN - Steel Column -LATERAL Member Identification Member: MIDDLE COLUMN -Properties Section: HSS 6 x 6 x 1/4 Compression L 0.75 Bending Combined Axial Compression & Bel�ding _F1 Manual of Steel Construction ASD' MANNING ENGINEERING JOHNSTON CARPORT 2'S 9/1/2015 LATERAL DESIGN - Steel Column Properties Me,mber Identification Member: UM MIDDLE COLUMN Section: HSS 6 x 6 x 1/4 Axial: PDL = 6.38 k 46 ksi PLL _= 5.61 k A = 5.59 in A 2 - Lateral: Mmax = 14.90 ft -k S = 10.10 in A 2 Increase = 1.00 (Duration Factor) 2.33in A 2 (1) = 9.00 ft ------.Height K = 2.10 (Eff. Length Factor) — Load 6 -a -ii: 0.6D + 0.7E (16 -16) D = 0.6 Compression L = 0 E = 29000 ksi E= 1 KI/r = 97.339056 < 200 o.k. Cc = 111.55 fa = 0.68 ksi Fa = 14.91 ksi o.k. Ft = 27.60 ksi n/a fb = 17.70 ksi Fb = 30.67 ksi o.k. Combined Axial Compression & Bending fa/Fa = 0:05<= 0.15 CM = 0.85 Fe' = 15.76 = n/a = n/a (1-11-3) = 0.62 < 1.0 o. k. Reference: Manual of Steel Construction ASD 4 MANNING ENGINEERING � ° JOHNSTON CARPORT 9/1D015 LATE RAL DESIGN - Steel Column Member: MIDDLE COLUMN Section: HSS 6 x 6 x 1/4 Height (1) 9.00 ft Compression L 0.75 —1b —2 Y9"—Cs i F— Combined Axial Compression& Bending Reference: Manuai of Steel Construction A SDI MANNING ENGINEERING JOHNSTON CARPORT 9/1/2015 LATERAL DESIGN - Steel Column Section: HSS 6 x 6_x 1/4 —'M -ember Identification_-- Member: MIDDLE -bW—LU— �� Axial: PDL= 6.38k-- Fy = 46 ksi PLL = 5.61 k A=-5.59in A 2 Lateral: = 3.24 ft -k S = 10.10 in A 2 .--.----Llncrease = —(1)= 1.00 (Duration Factor) r = 2.33 in A 2 Height 9.00 ft K=2_10-- (Eff. Length Factor) Load Case: _D=0.6 0.6D + 0.6W (16-15) Compression L = 0 E = 29000 ksiW = 1 KI/r = 97.339056 < 200 o.k. 7 - cc = 111.55 fa = 0.68 ksi 7 Fa = 14.91 ksi o.k. Ft = 27.60 ksi n/a Bending fb = 3.85 ksi Fb = 30.67 ksi o. k. Combined Axial Compression & Bending fa/Fa = 0.05 <= 0.15 Cm= 0.85 Fe' = 15.76 n/a n/a (1-11-3) 0.17 < 1.0 ---°=k Reference: Manual of Steel Construction ASD MANNING ENGINEERING Company MANNING ENGINEERING Designer JOHNSTON CARPORT 1 Job Number : 15-7658 HSS 6 x 6 x 1/4 BASEPLATE(KA► l 0 DLE Cr1.Q yU pj 2& September 3, 2015 Bolt X (in) Z (inl By: 1 4.5 4.5 2 -4.5 4.5 3 4.5 4.5 4 -4.5 4.5 1 Geometry and Materials I� 12 in 27. ' Length 12. in Column Shape HSS6x6x4 Anchor Bolt Diameter .75 in Width 12. in Column eX 0. in Anchor Bolt Material A36 Thickness .5 in Column eZ 0. in Anchor Bolt Fu 58. ksi Base Plate Fy 36. ksi Column to Edge Min (X) 0. in Anchor Bolt Fy 36. ksi ' Base Plate E 29000. ksi Column to Edge Min (Z) 0. in Anchor Bolt E 29000. ksi Bearing Fp 2.8 ksi HSS Tube X -sides welded AB Stretch Length 6. in Bearing Fc' 2.5 ksi HSS Tube Z -sides welded AB to AB Min Spacing 1 in Pedestal Length 48 in Plain Base Plate Connection AB to Stiffner Min Spacing 1 in ' Pedestal Width 48 in Vx Shear Lug NOT present AB to Column Min Spacing 1.5 in Pedestal Height 20 in Vz Shear Lug NOT present AB to Edge Min Spacing 1.5 in Analyze Base Plate as Flexible Coarse Solution Selected AB Row Min Spacing 1 in Fp is User Defined 3.732 Priority is AB to Edge Spacing ' Steel'Code: AISC 9th:ASD CBC (16-12d) (8) Include Threads for AB Design Concrete Code: ACI 318-11 1.333 AB Fv, Ft based on AISC Criteria AB Head: Heavy Hex NW Concrete Total AB Length: 16. in Seismic Reduction %: 25. Concrete NOT Cracked Supp. Reinforcement Present ' Square Base Plate Required ABs NOT Welded to Base Plate NO Anchor Reinforcement 1.333 Built-up Grout Pads are used Tension Anchor Reinf Bar Fy: N.A. 1DL+.75LL-.525EL 35.991 Shear Anchor Reinf Bar Fy: N.A. Loads 3.732 1.333 P (k) Vx (kl V7 W MY !k-ftl M7 !k-ffl DL LL WL EL 6.38 27. 5.61 -4.57 .36 1 3.24 1.66 14.9 Base Plate Stress and Bearin_g Result Base Plate Stress (ksi) Bearing Pressure (ksi) Cnmhinatinn I nari Sats AllnuraMO ACIP I I r AIIn... okl_ AOU: 11 r. CBC (16-10) (1) 1 DL+1 LL 27. 1. .022 2.8 1. 1 CBC (16-11) (2) 1DL+.75LL 27. 1. .02 2.8 1. .089 CBC (16-12c) (5) 1DL+.7EL 35.991 1.333 .671 3.732 1.333 ..609 CBC (16-12c) (6) 1DL-.7EL 35.991 1.333 .671 3.732 1.333 .609 CBC (16-12d) (7) 1DL-.7EL 35.991 1.333 .671 3.732 1.333 .609 CBC (16-12d) (8) 1DL+.7EL 35.991 1.333 .671 3.732 1.333 .609 BC (16-13c) (11 IDL+.75LL+.525EL 35.991 1.333 .393 3.732 1.333 .354 BC (16-13c) (12 1DL+.75LL-.525EL 35.991 1.333 .393 3.732 1.333 .354 BC (16-13d) (13 1DL+.75LL-.525EL 35.991 1.333 .393 3.732 1.333 .354 BC (16-13d) (14 1DL+.75LL+.525EL 35.991 1.333 .393 3.732 1.333 .354 BC (16-15a) (17 .6DL+.7EL 35.991 1.333 .72 3.732 1.333 .655 BC (16-15a) 18 .6DL-.7EL 35.991 1.333 .72 1 3.732 1.333 .655 BC (16-15b) (19 .6DL-.7EL 35.991 1.333 .72 3.732 1.333 .655 BC 16-15b 20 .6DL+.7EL L 35.991 1.333 1 .72 3.732 1.333 .655 RISABase Version 2.10 [C:\E-WORK\2015\15-7658 JOHNSTON CAR PORT\calcs\JOHNSTON. rbs] Page 1 Company MANNING ENGINEERING September 3, 2015 Designer JOHNSTON CARPORT ' Job Number : 15-7658 HSS 6 x 6 x 1/4 BASEPLATE Checked By: ' Anchor Bolt Results Combination Load Sets Bolt Tens.(k) Vx (k) Vz (k) Ft ksi ft (ksi) Fv (ksil fv Iksil Unit CBC (16-10) (1) 1DL+1LL 1 .024 0. 0. 19.1 .055 9.9 N.A. .003 (T) 2 .024 0. 0. 19.1 .055 9.9 N.A. .003 (T 3 .024 0. 0. 19.1 .055 9.9 N.A. .003 T 4 .024 0. 0. 19.1 .055 9.9 N.A. .003 (T CBC (16-11) (2) 1DL+.75LL 1 .021 0. 0. 19.1 .048 9.9 N.A. .003 (T 2 .021 0. 0. 19.1 .048 9.9 N.A. .003 (T) 3 .021 0. 0. 19.1 .048 9.9 N.A. .003 T) 4 .021 0. 0. 19.1 .048 9.9 N.A. .003 (T) CBC (16-12c) (5) 1DL+.7EL 1 8.127 0. -.29 25.46 18.395 13.197 .658 .722 T 2 8.127 0. -.29 25.46 18.395 13.197 .658 .722 (T) 3 0. 0. -.29 25.46 0. 13.197 .658 .05(S) 4 0. 0. -.29 25.46 0. 13.197 .658 .05(S) CBC (16-12c) (6) 1DL-.7EL 1 0. 0. .29 25.46 0. 13.197 .658 .05(S) 2 0. 0. .29 25.46 0. 13.197 .658 .05(S) 3 8.127 0. .29 25.46 18.395 13.197 .658 .722 (T 4 8.127 0. .29 25.46 18.395 13.197 .658 .722 (T) CBC (16-12d) (7) 1DL-.7EL 1 0. 0. .29 25.46 0. 13.197 .658 .05(S) 2 0. 0. .29 25.46 0. 13.197 .658 .05(S) 3 8.127 0. .29 25.46 18.395 13.197 .658 .722 (T) 4 8.127 0. .29 25.46 18.395 13.197 .658 .722 (T CBC (16-12d) (8) 1DL+.7EL 1 8.127 0. -.29 25.46 18.395 13.197 .658 .722 T 2 8.127 0. -.29 25.46 18.395 13.197 .658 .722 T) 3 0. 0. -.29 25.46 0. 13.197 .658 .05(S) 4 0. 0. -.29 25.46 0. 13.197 .658 .05(S) BC 16-13c) (11 1DL+.75LL+.525EL 1 4.751 0. -218 25.46 10.753 13.197 .493 .422 (T) 2 4.751 0. -.218 25.46 10.753 13.197 .493 .422 T) 3 0. 0. -.218 25.46 0. 13.197 .493 .037(S) 4 0. 0. -.218 25.46 0. 13.197 .493 .037(S) BC (16-13c) (12 1DL+.75LL-.525EL 1 0. 0. .218 25.46 0. 13.197 .493 .037(S) 2 0. 0. .218 25.46 0. 13.197 .493 .037(S) 3 4.751 0. .218 25.46 10.753 13.197 .493 .422 (T 4 4.751 0. .218 25.46 10.753 13.197 .493 .422 T BC (16-13d) (13 1 DL+.75LL-.525EL 1 0. 0. .218 25.46 0. 13.197 .493 .037(S) 2 0. 0. .218 25.46 0.. 13.197 .493 .037(S) 3 4.751 0. 218 25.46 10.753 13.197 .493 .422 T 4 4.751 0. .218 25.46 10.753 13.197 .493 ,422 (T) BC (16-13d) (14 1DL+.75LL+.525EL 1 4.751 0. -.218 25.46 10.753 13.197 .493 .422 (T) 2 4.751 0. -218 25.46 10.753 13.197 .493.422 T) 3 0. 0. -.218 25.46 0. 13.197 .493 .037 S) 4 0. 0. -.218 25.46 0. 13.197 .493 .037(S) BC (16-15a) (17 .6DL+.7EL 1 8.718 0. -.29 25.46 19.733 13.197 .658 .775 T 2 8.718 0. -.29 25.46 19.733 13.197 .658 -77-5-(T-)--' 3 0. 0. -.29 25.46 0. 13.197 .658 .05(S) 4 0. 0. -.29 25.46 0. 13.197 .658 .05(S) BC (16-15a) (18 .6DL-.7EL 1 0. 0. .29 25.46 0. 13.197 .658 .05(S) 2 0. 0. .29 25.46 0. 13.197 .658 .05(S) 3 8.718 0. .29 25.46 19.733 13.197 .658 .775 T) 4 8.718 0. .29 25.46 19.733 13.197 .658 BC (16-15b) (19 .6DL-.7EL 1 0. 0. .29 25.46 0. 13.197 .658 .05(S) 2 0. 0. .29 25.46 0. 13.197 .658 .05(S) 3 8.718 0. .29 25.46 19.733 13.197 .658 .775 (T 4 8.718 0. .29 25.46 19.733 13.197 .658 .775 T BC 16-15b 20 .6DL+.7EL 1 8.718 0. -.29 25.46 19.733 13.197 .658 .775 (T 2 8.718 0. -.29 25.46 19.733 13.197 .658 .775 (T) 3 0. 0. -.29 25.46 0. 13.197 .658 .05(S) 4 0. 1 0. -.29 25.46 0. 13.197 .658 .05(S) RISABase Version 2.10 [C:\E-WORK\2015\15-7658 JOHNSTON CAR PORT\calcs\JOHNSTON.rbs] Page 2 ' Foot2000 v2.2.6, Copyright G 1999-2008'Spyder Softarare 9/8/2015 9:09:55 AM 1.2DL + LOLL + 1.6WL 1.2DL + LOLL + 1.OEQ 30 Company Info I Project Info Manning Engineering JProject: JOHNSTON CARPORT Load Case ' 2540 Zanella Way; Suite 10 Location: 4550 Jason Court Chico, CA, 95928 1 Chico, CA 95928 Phone: 530-893-5937 JClient: 0.00 Wind Load Fax: 530-891-5925 ' E-mail: tom@manningengineering.net lJob No.: IFooting Id• 15-7658 SIDE FT'G (fnntpi0(.V_ 0.00 19.90 0.00 Other Loads FOUNDATION PARAMETERS Concrete Ultimate Compressive Strength, f'c... ...........:......... 2.50 ksi Concrete Type .................................. .......... .......... HardRock• Concrete Cover: ..................................................... 3.0 in. Steel Ultimate Strength, Fy........................................ 40.0 ksi Column Size ............................... ....................... 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 4.50 ft. Footing Length ................................... 4.50 ft. Footing Depth..... ........................... 22.00 in. Punching Shear Stress ...................... 11.85 psi Beam Shear Stress ........................................... 3.19 psi Reinforcing Standards per ............. ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .16 in (1-#4) Longitudinal Bottom Temperature and Shrinkage Steel................ 2.00 int (10-#9) Transverse Bottom Reinforcement Required for Strength .............. .23 in' (2-#4) Transverse Bottom Temperature and Shrinkage Steel...... ........:.... 2..00 in (10-#4) Gravity Only Soil Bearing............... .............. .702 ksf Wind Load Soil Bearing .................. 1.141 ksf Seismic Load Soil Bearing .......................................... 1.752 ksf LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + LOLL + 1.6WL 1.2DL + LOLL + 1.OEQ 0.9DL + 1.6WL 0.9DL + 1.OEQ UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips)' Dead Load 6.38 0.00 0.00 Live Load 5.61 0.00 0.00 Wind Load 4.57 3.24 0..00 Earthquake 0.00 19.90 0.00 Other Loads 0.00 0.00 0.00 Cover::�J= 3.00" 7 JOB: JOHNSTON CARPORT JOB NO: 15-7658 Wmmh-� MANNING ENGINEERING CALCULATION OF 1 1 1 1 1 PAGE: 1-3 DATE: &I �2~ w� ' ~ JOHNSTON CARPORT 9/1/2015 LATERAL DESIGN - Steel Column Member Identification Member: OUTER COLUMN Section: HSS 6 x 6 x 114 - Lateral: max 8.00 ft -k Height (1) 9.00 ft d D= 1 Compression L = 0.75 Bending fb 7.13 ksi Fb 30.67 ksl 0. Combined Axial Compression & Bending Reference: Manual of Steel Construction ASD MANNING ENGINEERING ` JOHNSTON CARPORT 9/1/2015 LATERAL DESIGN - Steel Column Member Identification —COLUMN Properties Member: 00--rff-R Section: HSS6x6 1/4 --]increase = 1.00 (Duration Factor) r 2.33 in A 2 Bending Combined Axial Compression & Bending Reference: Manual of Steel Construction ASD MANNING ENGINEERING JOHNSTON CARPORT D 9/1/2015 LATERAL DESIGN - Steel Column Member Identification Properties Member: OUTER COLUMN Section: HSS 6 x 6- 1/4 Axial: PDL = 4.11 k Fy = 46 ksi PLL = 3.86-lk-___ A = 5.59 in12 Lateral: Mmax = 0.54 ft -k S = 10.10 in A 2 Increase = 1.00 (DurationFactor)—r=- 2.33 in A 2 Height (1) = 9.00 ft 2.10 -- (Eff. Length Factor) Load Case: D + 0.75(0.6W) + 0.751- (16-13) D = 1 Compression L = 0.75 E = 29000 ksi W = 0.75 KI/r = 97.339056 -_--111.55 <. 200 o. k. fa = 1.25 ksi Fa = 14.91 ksi o. k. Ft = 27.60 ksi n/a Bend i ng- fb = 0.48 ksi Fb = 30.67 -ksi o. k. Combined Axial Compression & Bending fa/Fa = 0.08 <= 0.15 Cm = - 0.85 Fe' = 15.76 = n/a (1-111-3) = 0.10 < 1.0 o. k. Reference: Manual of Steel Construction ASD MANNING ENGINEERING JOHNSTON CARPORT 9/1/2015 LATERAL DESIGN - Steel Column Member Identification_ Properties Member: OUTER COLUMN Section: HSS 6x6xl/4 Axial: PDL = 4.11 k Fy = 46 ksi -----,Lateral-: PLL = 3.86 k A_= 5.59 in A 2 __Lateral — 0.54 ft -k 10.10 in ^2 = 1.00 (Duration Factor) r = 2.33 in A 2 Height (1) = 9.00 ft K__=_ 2.10 (Eff. Len_ g-th Factor) Load Case: 0.61D + 0.6W (16-15) D = 0.6 Compression L = 0 E = 29000 ksi W= 1 KI/r = 97.339056 < 200 o. k. Cc = 111.55 fa = 0.44 ksi Fa = 14.91 ksi o.k. Ft = 27.60 ksi n/a Bending fl:) = 0.64 ksi Fb = 30.67 ksi o. k. Combined Axial Compression & Bending -- fa/Fa = 0:03 <= 0.15 Cm = 0.85 _f — ----- --- ------- Fe'= 15.76 (1-11-3) = 0.05 < 1.0 o. k. Reference: Manual of Steel Construction ASD MANNING ENGINEERING ' Foot2000 v2.2.6, Copyright O 1999-2008 Spyder Software 9/8/2015 9:09:55 All 3 Company Info I Project Info Manning Engineering (Project: JOHNSTON CARPORT 6.00 in. by 6.00 in. ' 2540 Zanella Way; Suite 10 ILocation: 4550 Jason Court Chico, CA, 95928 I Chico, CA 95928 Phone: 530-893-5937 (Client: Footing Depth ...................................................... 22.00 in. Fax: 530-891-5925 (Job No.: 15-7658 1.19 psi E-mail: tom@manningengineering.net I Footing Id: FRONT FT'G C&UTe"t- COWt�n1� FOUNDATION PARAMETERS ' Concrete Ultimate Compressive Strength, f'c........................ 2.50 ksi Concrete Type ................... ................ .............. HardRock Concrete Cover .......................... .................. .... 3.0 in. Steel Ultimate Strength, Fy................................. 40.0 ksi ' Column Size. ....... 6.00 in. by 6.00 in. Allowable Soil Bearing Strength .................................... 1.500 ksf Wind Load Soil Bearing Strength, (1.33 increase) ................... 1.995 ksf Seismic Load Soil Bearing Strength, (1.33 increase) ................ 1.995 ksf FootingWidth ...................................................... 9.00 ft. FootingLength ..................................................... 4.00 ft. Footing Depth ...................................................... 22.00 in. ' Punching Shear Stress.............................. ..... ...... 6.95 psi Beam Shear Stress .................................................. 1.19 psi Reinforcing Standards per .......................................... ASTM -A615 Longitudinal Bottom Reinforcement Required for Strength............ .09 int (1-#4) ' Longitudinal Bottom Temperature and Shrinkage Steel......... 1.78 int (9-#4) Transverse Bottom Reinforcement Required for Strength .............. .12 in (1-#4) Transverse Bottom Temperature and Shrinkage Steel. ................. 1.78 in (9-#4) ' Gravity Only Soil Bearing .............................:............ .608 ksf Wind Load Soil Bearing .............................................. .854 ksf Seismic Load Soil Bearing .......................................... 1.377 ksf ' LOADING PARAMETERS - FACTORED LOAD CASES CONSIDERED: 1.4DL 1.2DL + 1.6LL 1.2DL + 1.6LL + 1.6SL 1.2DL + 1.OLL + 1.6WL 1.2DL + 1.OLL + 1.0EQ 0.9DL + 1.6WL 0.9DL + 1.OEQ ' UNFACTORED LOADS: Load Case FY, (kips) MX, (ft -kips) MZ, (ft -kips) Dead Load 4.11 0.00 0.00 Live Load 3.86 0.00 0.00 ' Wind Load 3.12 0.54 0.00 Earthquake 0.00 8.00 0.00 Other Loads 0.00 0.00 0.00 W = 4.00' As = 1-414 Bars Q L = 4.00' As = 1-#4 Bars Cover:::�= 3.00" APPENDIX CARPORT ADDITION for ROD JOHNSTON, 4550 JASON COURT CHICO, CA 95928 - i (\!o Vj o :Ej s I LA 5'Y -OIL --------------- :s y I�C: ... .... ... -- - - ------- rT ......... \V4 ..................... . ... . . . yj ' �v}v-v�I-SIU ,Nd\� i - .................. . ......... , ... Y ..... . .. . . ........ . .. ............................................ ............ . ... . . . I.A -L\c4— 0 14 Q JA -3 Q O Cl jzi 1 �' ' - ii \ %� W ;lwiv ay V) zi �j it. M Ol a 0 Q C) ul 16 Jv Xk 40D CY) 77— Ir l I' Ul <D LO rz ' OL al co 040 \A C O j � vv o v!I 00 ■ JD Nosy C. ossh y . �1� N01.SNH9 7 v Ln CD Q_ tilt o I o LIJ i ` 1