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Home My WebLink AboutB16-1913 030-500-025CLIENT: PROJECT: PROJECT LOCATION: STRUCTURAL CALCULATIONS Matt Jaeger Garage 26 Orchardcrest Oroville, CA JOB NUMBER: 2463 DATE: 08/22/16 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D Burm WIND SPEED V (3 SECOND GUST): 110 mph COUMT WIND EXPOSURE: B AUG 312016 SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS.DESIGNED IN DEVELOPMENT THESE CALCULATIONS ? No SERVICES NOTES: 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to prop rty lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: has reviewed the trusses submitted by Homewood and dated 8/16 for this project. The review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of -the -trusses. All truss to truss connections are designed by the truss mfg. PERMIT# 0(6- (RI BUTTE COUNTY DEVELOPMENT SERVICES Page 1 REVIEE® FOR 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 89 22 °11 I E DATE ®Y GRAVITY LOADS: 6 :12 DEAD LOAD: COMPOSTITION SHINGLES 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF . TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 8/22/2016 JOB NO: 2463 PAGE: 2 LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 18.0 PSF TOTAL LOAD 34.0 PSF PERMIT# ��_N; � E�7BUTT CODEVELOPMENT SERVICES EVIEWE® FOR CO E COMPLIANCE DATE BY LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner /contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • - (530) 892-1100' • Fax: 892-1115 BY: in DATE: nDATE: 0 11 ca JOB NO: 2 4 (O 3 PAGE OF Z � 22'-0" I i j II I s i i I I i I Q I z EXISTING HOME i I I . I I I I I gV-�'fE c pN1S�pN I I << i SO wp1NGAIR I 3I I I ' I 4" CONCRETE SLAB W/ #3 @ 18" O.C. I I EA. WAY OVER 4"MIN. PEA GRAVEL. C3 &A A D • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 •PHONE (530) 892-1100 •FAX: (530) 892-1115 ° � I � 2 I r I I,�; a I y- 2 I 3'0" 3'0" 22'-0'. • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 •PHONE (530) 892-1100 •FAX: (530) 892-1115 ° Date: 8 11 (p Job No. 2463 Page 4 Of SHEAR WALL SCHEDULE SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 934 975 1260 3/8" PLYWOOD' .2 OR EXT. RATED OSB CDX CDX CDX CDX STRUC. 1 CDX CDX ONE SIDE ONE SIDE ONE SIDE ONE SIDE ONE SIDE TWO SIDES TWO SIDE EDGE NAILING 3 8d @ 6" 8d @ 4" 8d @ 3" 8d @ 2" 8d @ 2" 8d @ 4" 8d @ 3" FIELD NAILING 3 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" 8d @ 12" STUD SIZE AT VERTICAL PLYWOOD JOINT 2 x STUD 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for full heic ht of studs 4x post ay be used in place of 2 - 2x FOUNDATION SILL PLATE THICKNESS 1 1/2" 1 1/2" 1 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" CLIP, BLOCK TO PLATE LS70 @ 24" o.c. LS70 @ 20" o.c. LS70 @ 16" o.c. LS70 @ 12" o.c. LS70 @ 10" o.c. LS70 @ 10" o.c. LS70 @ 8" o.c. 5/8" A.B. SPACING 5 48" o.c. 34" o.c. 13" o.c. 24" o.c. 22" o.c. 21" o.c. 16" ox 1/2" A.B. SPACING 5 34" o.c. 23" o.c. 9" o.c. 16" o.c. 15" o.c. 14" o.c. 11" o.c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. with Hem -Fir top and bottom plates or equivalent 2. All panel,edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured clips at 24" o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail. 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 490 640 730 760 980 WIND SHEAR PLF 333 472 600 820 934 975 1260 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 20" o.c. @ 14" o.c. @ 11" o.c. @ 8" o.c. @ 7" o.c. @ 6" o.c. @ 5" o.c. SILL SCREW CAPACITY 336 480 611 840 960 1120 1344 5/8" A.B. CAPACITY 1 344 486 635 856 934 978 1284 1/2" A.B. CAPACITY 1 333 493 629 876 934 1001 1274 NOTES: Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw 2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *590# = 944# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *730# = 1168# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *860# = 1376# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1070# = 1712# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 plf < 600 plf 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 BV o�NG DN�s`ON ,guE I Project: Prepared by: Jeff Richelieu 7/21/2015 Software licensed to: Streamline Engineering, Inco Phone: 530-892-1100 1 Email: jeffstreamline@sbcglobal.net ' 1 V 100 Input See ASCE 7-10 Section 26.3 for symbol definitions V=110 mph Exposure Category B h=14ft L=22ft B=22ft Gable Roof: Pitch = 6:12 This is a valid Class 1 building l:Vind Simp a ersion . . Topographic Factor Specify Kzt directly Kzt for walls =1.00 Kzt for roof = 1.00 F(e�r 15 Iain Wind -Force Resisting- System ASCE 7-10 Directional Procedure, MFFFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (psi) ::Wall: Totai.., : Wifidward , - Leeward . ;:Side '. Internal: Ph 1.6.7 13.1 -9.1 -11.7 +1-2.7 PO 16.7 13.1 MWFRS Roof Pressures (psi) Zone t :.1 : 2 .. 3 .:. :4 5 .'. Load Case -1 -8.3 -10.4 -16.0 -14.3 - -11.7 Load Case 2- 6.6 -5.0 0.0 0.0 0.0 MWFRS Roof Overhang Pressures pooh @ Zone 1= 6.3 psf povh @ Zone 3 =12.0 psf Pressures indicated are applied to underside of overhang on winchvard side only, simultaneously with other roof pressures. C&C Roof Overhang Pressures (psf) BUrTE COUNV ING DIVISION BUILDING Effective Wind Area; (sf) ' povh ps @Zone 2 ..@;Zone 3 > ; °. @: Zone.4 @'Zone 5 Load Case 1 Load Case 2 Load Case 1 Load Case 2 Load Case 1 Load Case 2 Load Case I Load Case 2 10 -31.6 10.8 -54.6 12.5 -20.4 18.8 -31.6 17.2 500 --31.6 10.8 -491 112 46.3. 13.2 -19.0 12.0 S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1 . www.skghoshassociates.com BY: JMR DATE: JOB NO: PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -8.3 PSF ROOF PITCH :12 WIND PRESSURE ON PROJECTED AREA OF ROOF ]j6 84 PSF. ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE -10.4 JPSF ROOF PITCH 6 :12 WIND PRESSURE ON PROJECTED AREA OF ROOF -8.57 PSF NET PRESSURE ON PROJECTED AREA 1.7 PSF 8/22/2016 2463 �D ANGLE = 26.6 ° ANGLE = 26.6 ° USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -16 PSF ROOF PITCH 6 :12 ANGLE = 26.6 WIND PRESSURE ON PROJECTED AREA OF ROOF -13.2 PSF ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -16 1 PSF ROOF PITCH 1 6 :12 ANGLE = 26.6 WIND PRESSURE ON PROJECTED AREA OF ROOF 1 -13.2 1 PSF NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 BUTTE COUNTY BUILDING DIVISION APPROVED 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 ,ignhttp://ehp4-earmu quaKe.cr.usgs.gov/un�g upwU3,auuUUW,.tLr.--...r.... Maps Summary Report 2g��i -121- Design 12vDesign Maps Summary Report User -Specified Input Report Title Jaeger Sun July 19, 2015 16:06:57 UTC Building Coale Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.499230N, 121.58566°W Site Soil Classification Site Class D - "Stiff Soil' Risk Category I/II/III 500 .. SOOOm- r, x k Orovine. > tFgg Me dly H;ghbvaY M C R I C A y Mc3jaq8A@et020s RlapQutst Some dan02015 90p O16YapQoest USGS-Provided Output SS = 0.593 g SAS = 0.786 g SDs = 0.524 g Sl = 0.261 g SMl = 0.490 g SM = 0.327 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. NICER Response Spectrum 0.86 0.80 0.72 0.64 0.59- 0.48 N 0.30 0.32 0.23 0.16 0.08 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 200 Period, T (sec) Design (Response Spectrum 0.51 0.38 0.32 0.30 tv N 0.23 0.18 0.12 0.06 0.00 0.00 0.20 0.30 0.60 0.80 1.00 1.20 1.30 1.60 1.90 2.00 Period, T (sec) For PGA,„ Tl, CRS, and Cal values, please view the detailed report. I of 2 j3UTTE COUNTY LC D V S ON BUILDANG 4ppROVED u 7/19/2015 9:07 AM 'BY: JIVIR .,,p a l } DATE:' 8/22/2016 JOB NO: 2463 ; `'-- PAGE: • SEISMIC DESIGN FOR BUILDING USING ASCEISEI STANDARD 7-10 ' PER SECTION 12.8.1 J ' -_ ,SEISMIC BASE SHEAR (V) Rho(Cs )W ..` WHERE- CS = SDS/ (R / 1) = 0.081 W SDs 0.524. See attached printout from 2003 NEHRP �, a •fie SDS = 0.327 l See attached printout from 2003 NEHRP` , ' = 6.5 per Table 12.2-1 for wood shearwall � `IMPORTANCE FACTOR (1) _ 1.0. Per Table 1.5-2 ' For occupancy category 11 - Rho =1 1.3 jPer ASCE 7-10 Section 12.3.4.2 • . • PERIOD OF STRUCTURE (T) _ C, h,," _ 0.1448' } MAXIMUM HEIGHT OF STRUCURE (hj _ 14 FT. Ct — 0.02 FROM TABLE 12.8=2 `" ;' Y •:� ; x = 0.75 FROM TABLE 12.84 •' .v�; , .' ` CHECK Cs r' ^: TL , = 16 SEC. PER FIGURE 22=12� a FOR T < TL Cs 0.3475 MAXIMUM PER 12.8-3 J ` + Cs = 0.081 Used for design Cs/ 1.4 = 0.058 Per CBC Section.1605 (eq". 16-21) ' USE V = 0.075 W. , ',. ~ • ' r .. .. t,i t, �V. It -' .. -. '' f ' • .. + . r r r .., d I : rr .. y • it �• • r y '�. y .. , ' . ,r • ' i... '_rI- + i k • -.• t .. , .. ,. ., , i ir' COON 1 1 ' f - .' L TT • BUTTE ' :: •, A' ', +• ,.. BUILDING DIVISION .± r' 60 Independence Circle, Ste. 201 • Chico; CA 95973 • (530) 892-1100 .= • Fax: 892-1115 ,, • BY: I i (- DATE: JOB NO: PAGE OF 7 5J I i.V I..1 A k J I t ��,� ��-�►2 I ! l ( Via' l,��; o � I �� = 074 � - _ 0 i G m1 t i c71 Z-1 PERMIT# P71G. (ci 11 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CTis E COMPL-IA CE DAT BY - 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 - PHONE: (530) 892-1100 o FAX: (530) 892-1115 0 L. ,A L ,J O`�L\�iDIJ �'J PERMIT# (� =vv 4 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR DATCO E C�OIVIPLI CE -cil r-- 1-4 r-�7(c, v BY: J DATE: JOB NO: PAGE OF �Z- = 2 '✓ 2 �G) -- I - X43 Z-71 (3 ) = Z Z u,�� I -i7 V = V2 VI VZ 6� -2' 60 INDEPENDENCE CIRCLE, SUITE 201 e CHICO, CALIFORNIA95973° o PHONE: (530) 892-1100 o FAX: (530) 892-1115 14 'C2 -12 LA 1 �l3(ol&) ; 8 Col), Z 4 > ! 3 - I� � i`T� � �i7' 60 INDEPENDENCE CIRCLE, SUITE 201 e CHICO, CALIFORNIA95973° o PHONE: (530) 892-1100 o FAX: (530) 892-1115 Streamline Engineering 60 Independence Circle, Ste. 201 Chico, CA 95973 and then using the "Printing & Title Block" selection. Title Block Line 6 Project Tide: Matt Jaeger Engineer: JMR Protect Descr: Space 26 Project ID: 2463 �G, I 1 • Printed: 22 AUG 2016.11:56AM Woos! Beam Design BM 1 . r Calculations per NDS 2012, IBC•2012, CBC 2013, ASCE 7-10 BEAM Size: 3.5x11.875, Versal-am, Fully Unbraced 0.319. 1 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2800 Fb - Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 2,100.0 psi Eminbend - xx 1,036.83 ksi Applied Loads fv : Actual : Beam self weight calculated and added to loads Fv: Allowable: Unif Load: D = 0.0160, Lr = 0.0180 k/ft, Trib= 3.0 ft 1 Unif Load: D = 0.0120 k/ft, Tdb= 5.0 ft ., DesLc n Summary Downward L+Lr+S 0.093 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2138 >360 Total Defl Ratio Max fb/Fb Ratio = 0.319. 1 fb : Actual : 863.37 psi at 8.250 ft in Span # 1 Fb : Allowable: 2,703.24 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.161:1 fv : Actual : 45.93 psi at 15.565 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+Lr+H Max Reactions (k) 2 L Lr S w E H Left Support 0.99 0.45 Right Support 0.99 0.45 Downward L+Lr+S 0.093 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 2138 >360 Total Defl Ratio 0.298 in 0.000 in 663 >180 Wood Beam Design BM 2, BM 3 ' 268.18 psi at 1.750 ft in Span # 1 6 Calculations:perNDS 2012,'IBC 2012, CBG 2013, ASCE4 BEAM Size: 4x8, Sawn, Fully Unbraced +D+Lr+H Max fv/FvRatio = Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending 30.55 psi at 2.905 ft in Span # 1 .Wood Species : Douglas Fir - Larch Wood Grade: No.1 Load Comb: Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1.000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0180 k/ft, Tdb=13.0 ft Desrgn Summary - Max fb/Fb Ratio = 0.207. 1 fb : Actual : 268.18 psi at 1.750 ft in Span # 1 • Fb : Allowable: 1,297.07 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.170: 1 fv : Actual: 30.55 psi at 2.905 ft in Span # 1 Fv: Allowable 180.00 psi Load Comb: +D+Lr+H Max Reactions. (k) D L Lr S W E - H Downward L+Lr+S 0.004 in Downward Total 0.008 in _ Left Support 0.37 0.41 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.37 0.41 Live Load Defl Ratio 9991 >360 Total Defl Ratio 5224 >180 r PERMIT# to 4 BUTTE COUNTY DEVELOPMENT SERVICES REV EINE® FOR - IC E OMPLIA CE DATE BY r 8 T ALPINE Engineering eJob 8/29/2016 This eJob is prepared exclusively for: Homewood Truss (5824) V' PO Box 5010 Marysville, CA 95901-8501 Work Order: 0710816 Job Customer: Matt Jaeger Job Name: Garage Addition Job Address: 26 Orchardcrest Oroville Ca. Alpine ID: T541955.J570606 , hereby verify that this document was prepared by me or under my direct supervision and that am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 BUTTE Com AUG 31 2016 PERMIT o. DEVELOPMENT BUTTE COUNTY DEVELOPMENT SERVICES SERVICES EVI WE FOR E O LI A CE CE,DA a 4 ALPINE Engineering eJob 8/29/2016 Table of Contents Page No. Truss Label I I Page No. IF Truss Label I Page No. Truss Label 1 G1 2 11 GG Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 ®O�'C� C®O v\g\CN W ALPINE a�mvca.�,xv - Engineering eJob 8/29/2016 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual use of the individual component. The building designer, is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in' accordance.with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. : Grand Prairie, TX 75050 800-521-9790 BUTTE COON ION BUILDING DMS AppF(®VE N ALPINE ,.vmvca�.avry Engineering eJob 8/29/2016 Required Details* Other Available Details* http://www.itwbcg.com/trussconnections.r)hp *Sealed versions of these details are available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 BUTTE COUNTY BUILDING DIVISION pppFt®VED Job Name: Garage Addition Truss ID: GG Qty: 1 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) : 1 0- 1-12 415 3.50" 1.50" BC 2x4 DFL #1 & Btr. Fabrication Tolerance - 20.0% Support C&C Wind Non -Wind 2 2- 8- 0 327 3.50" 1.50" DC SLIDER 2x4 DFL #1 & Btr. Bearingsdesigned for an FcPerp value of the 1 -42 lb 3 4- 0- 0 208 3.50" 1.50" WEB 2x4 DFL STANDARD lesser of the truss chord lumber value or 2 -34 lb 4 S- 4- 0 257 3.50" 1.50" Kcr (creep factor) - 2.00 625 for all bearings. 3 -17 lb 5 6- 8- 0 256 3.50" 1.50 IRC/IBC truss plate values are based on Refer to Joint QC Detail Sheets for 4 -21 lb 6 8- 0- 0 224 3.50"1.50" testingg and approval as required by IBC 1703 Cq factors and Rotational Tolerances. 5 -21 lb 7 9- 4- 0 224 3.50" 1.50" and ANSI/TPI and are reported in ESR -1118. Loaded for 10 PSF non -concurrent BCLL. 6 -22 lb 8 10- 3- 0 239 3.50 1.50 Mark all interior bearing locations. Loaded for 200# non -concurrent moving BCLL. 7 -18 lb 9 11- 9- 0 239 3.50 1.50 Permanent bracing is required to Install interior supports) before erection. 8 -16 lb 10 12- 8- 0 224 3.50" 1.50" pprevent rotation/toppling. See Building designer shall verify gable loads 9 -16 lb it 14- 0- 0 224 3.50" 1.50" BCSI and ANSI/TPI 1. and eave loads, if applicable. 10 -18 lb 12 15- 4- 0 256 3.50" 1.50" PLATING BASED ON GREEN LUMBER VALUES. [+] gable bracing required 0 42" intervals, 11 -22 lb 13 16- 8- 0 257 3.50" 1.50" HORIZONTAL REACTION(S) if exposed to wind load applied to face. 12 -21 lb 14 1B- 0- 0 208 3.50 1.50" support 1 246 lb See ITWBCC'S #able Bracing Detail.A. 13 -21 lb 15 19- 4- 0 327 3.50 1.50 support 2 -195 lb Not designs or attic storage unless 14 -17 lb 16 21-10- 4 415 3.50" 1.50" support 15 195 lb noted otherwise. 15 -34 lb MAX DEFLECTION (span) support 16 -246 lb 16 -42 lb L/999 MEM 18-19 (LIVE) LC 41 This truss is desi nedusin9 the L- 0.00' D- 0.00" T- -0.01" ASCE7-10 Wind Specification 1 joint Locations 0- 0 9 Bld Enclosed . Yes, 0- 0- 0 18 0- 2 2- 8- 0 19 2- 8- 0 Truss Location Not End Zone 3 4- 0- 0 20 4- 0- 0 Exp Category C a S- 4- 0 21 5- 4- 0 Bldg Length 22.00 ft Bldg Width - 22.00 ft 5 6- a- 0 zz 6- 8- 0 Mean roof height - 10.62 ft, mph 110 5 8- 0- 0 23 8- 0- 0 g p 7 9- 4- 0 24 9- 4- o Occupancy Categor II, Dead Load - 10.8 psf Truss designed to support 2-0-0 top chord outlookers 8 10- 3- 0 25 10- 3- o Designed as Main Mind Farce Resisting System and cladding load not to exceed 10 PSF one face, 9 11- 0- 0 26 11- 9- o - Low-rise and Components and Cladding 10 11- 9- o z7 12- 8- o and 24" span opposite face. Top chord may be notched 11 12- 8- 0 z8 14- 0- 0 Tributary Area - 84 sgft P 12 14- o- 0 29 1S- 4- 0 1.5 deep x 3.5 at 48" o/c along top edge. DO NOT 13 15- 4- 0 30 16- 8- 0 OVER CUT. No knots or other lumber defects allowed 14 16- 8- 0 31 18- o- o within 12" of notches. Do not notch in overhang or 15 18- 0- 0 32 19- 4- 0 16 19- 4- 0 33 22- 0- o heel panel. 17 22- o- o 11-0-0 i CRITICAL MEMBER FORCES: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 TC COMP. OUR. / TENS.(.11R.) CSI 1-2 -107 1.25 / 14(l.60) 0.06 r 2-3 -131 1.25 / o.os 6.00 76.061 3-4 -130 1.25 / 0.03 l,y 1 a-5 -130 1.zs / 0.03 PERMIT 5-6 -132 1.25 / 9 1,60 0.03 1.5X3 6-7 -135 1.25 / 301.6D 0.03 5xa BUTTE COUNTY DEVELO MENT SERVICES 7-8 -121 1.25 / 46 1.60 0.02 1.5X3 8-9 -121 1.25 / 41 1.60 o.0z 1.5X3 5X3 EV _.�, fl ® �® 9-10 -121 1.25 / 41 1.60 0.02 ` 1! al 10-11 -121 1.25 / 46 1.60 0.02 1.5X3 5X3 11-12 -135 1.25 / 30 1.60 0.03 1.5X3 5X3 pct �t� //��--�� 12-13 -132 1.25 / 9 1.60 0.03 g ' ®■ \ M ■. LI e 13-14 -132 1.25 / 0.03 ry 0_1 1.5X3 _ 5X3 4. / f�-Y■ r 14-15 -130 1.25 / 0.03 1.5X3 5X3 6-9-155 15-16 -131 1.25 / 0.05 16-17 -107 1.2S / 14(1.60) 0.06 1.5X3 5X3 9 HIP BC COMP. (DUR.)/ TENS.(DUR.) CSI 3X $ 18-19 -196(1.2x)/ 39(1.60) 0.08 19-20 / 0.05 = 2 21-22 % 0.02-1 D-4-1 ..cCGcfO 22-23 / 0.04 2.5X4 1.5X3 1.5X3 1.5X3 1.5X3 1.5X3 23-24 / 0.03 1.5X3 1.5X3 5X6 1.5X3 2.5X4 T. TqN 2s 2c % 0:03 1.5X3 1.5X3 1.5X3 r 27 28 % 0:03 1.5X3 Jy5 31 32 % 0.0 32-33 -196(1.25)/ 39(1.60) 0.08 22-0-0 I r 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 No. C 72160 WB COMP. DUR. / TENS. DUR. CSI 2-19 -237 1.25 / l0 1.60 0.03 3-20 -ls7 1.IS / 0.02 4-21 -173 1.25 / 0.02 5-22 -175 1.25 / 0.03 6-23 -183 1.2S / 5(1.60) o.os TYPICAL PLATE :2X4 OVER CONTINUOUS SUPPORT 7-2a -147 1.25 / 33 1.60) 0.05 C►V11+ p' 8-25 -62 1.25 / 0.03 �%��. 10-26 -62 1.25 / 0.03 ll -27 -147 1.25 / 18 1.60) 0.05 F C O 12-28 -183 1.21 / 5(1.60) 0.05 All connector plates are ALPINE Wave 20 a unless preceded byy'H' for HI Strength 20 Qa., "S' for Super 8/29/2016 13-29 -175 1.25 / 0.03 g n. W d frame p V/29/20 1 6 14-30 -173 1.25 / 0.00 Strength 18 ga. Plates are to be positioned per Joint Detail Repo ClrcAed p tes an false me plates era poslNoned as shown above. Shift gable stud plates to avoid overlap with structural plates. 268 - Homewood Truss **WARNING/** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI oust: Matt Jaeger (CA) ''IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive -M -0710816-L00007-100001 ^ require extreme care In fabricating. handling, shipping. Installing and bracing. Refer to and follow the latest edition of BCSI (Building Component W0: D ri ve-1-0710816-L000 Salary Information, by TPI and WTCA) for safety practices prior to performing mese functions. installers shall provide temporary bracing per BCSI. Unless Dsgnr: SW #LC - 62 WT/PLY: 208 v VTrusses fy nototherwise, top chord shall have property attached abucturel sheathing end bottom chord shall have a properly attached rigid ceiling. Locations shown TC Live 20.00 psf L i r L=1.2 5 P=1.25 in �� r� n r� � for position ab restraint and n webs Bhal1 have report. Installed per BCSI sections 03. 37 or 810, as eppBcabte. Appy plates ro each tars of buss and w nt shown pasluon as shown above and on the Joint Details rayon. unless rated othenvisa. TC Snow(Pf) 0.00 psf owDu SnoWDur L=1.15 P=1.15 /�/--JI IILIII�\\`v111111Lr�-' Alpine, a division of nrN Building Components Group Inc., shall not be responsible for any deviation from this drawing, any failure to build the 4uss In TC Dead 10.00 psf Rep Mb r Bnd / Comp / Tens AN ITW COMPANY 2820 N. Greet SIN Pkwy. Grand Prairie, Tx 75050 eoMormen;a with ANSVTPI 1, or for handling, shipping, Installation I1 bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance ofprolesslonal engineering responsibility design The this drawing for any Is the responsibility o/ the Building BC Live 0.00 psf 1.00 / 1.00 / 1.00 C 2- 0 solely for the shown. suitability and use of structure Designer per ANSVTPI 1 Sec.2 BC Dead 8.00 psf 0 . .Spacing 0- TRUSPLUS 6.0 VER: T6.5.20 For more lnfonnetionwe(his job's general notes page and thew web sitea ALPINE: warml,alolneip8,fAm; TPI: vmw.tolrret.om: WTCA: • ICC: Bld Code: CBC -2013 9 DEFL RATIO: L 240 TC: L 24 Job Name: Garage Addition Truss ID: G1 Qty: 11 BRG X -LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Designed per ANSI/TPI 1-2007 UPLIFT REACTION(S) 1 0- 1-12 988 3.50 1.50 BC 2x4 DFL #1 & Btr. Fabrication Tolerance = 20.0% Support C&C Wind Non -Wind 2 21-30- 4 988 3.50" 1.S0" WEB 2x4 DFL STANDARD Bearings designed for an Fc Perp value of the 1 -173 lb MAX DEFLECTION (span) : Kcr (creep factor) - 2.00 lesser of the truss chord lumber value or 2 -173 lb. L/999 MEM 6-7 (LIVE) LC 44 Refer to Joint QC Detail Sheets for 625 for all bearings. This truss is designed using the L- -0.18' D= -0.17" T- -0.34" Cq factors and Rotational Tolerances. IRC/I8C truss plate values are based on ASCE7-10 Wind Specification ® 3oint Locations �- Loaded for 10 PSF non -concurrent BCLL. testingg and approval as required by IBC 1703 Bldg Enclosed . Yes, 1 o- o- 0 6 0- 0- 0 Loaded for 200# non -concurrent moving BCLL. and AN and are reported in ESR -1118. Truss Location - Not End Zone 2 6- 1- 0 7 8- 1- o Not designed. for attic storage unless PLATING BASED ON GREEN LUMBER VALUES. Exp Category C 3 u- o- 0 8 13-11- 0 noted otherwise. Bldg Length 22.00 ft, Bldg Width 22.00 ft 5 22- o- 0 9 22 0 0 Mean roof height = 10.92 ft, mph 110 CRITICAL MEMBER FORCES: Occupancy Category II, Dead Load = 10.8 psf TC COMP. Dua. / TENS. OUR. CSI Designed as Main Wind Force ResistingSystem 1-2 -1393 1.25 / 158 1.60 0.28 2-3 -1231 1.25 / 181 1.60 0.22 - - Low-rise and Components and Cladding 3-4 -1232 1.25 / 1811.60 o.i2 Tributary Area = 44 sqft 4-5 -1393 1.25 / 158 1.60 0.28 BC COMP. (DUR. / TENS. (DUR. CSI 6-7 -94(1.603/ 1183(1.253 0.S4 ' 7-8 16 1.60 / 813((1.253 0.38 8-9 93 1:60 / 1183 1.25 0.54 WB COMP. (((DUR. ))/ TENS.(((DUR. ))) CSI r 2-7 -3241.252/ 1]9(1.60) 0.08 - 3-7 -49 1.60;2/ 4fi8 1.25 0.19 4 8 -324 1. % 119 1.60 0.08 Lj PERMIT# +J(j� r �w (I I I BUTTE COUNTY DEVELOPMENT SERVICES d „_D_D . „-D-D r REVIEWED FOR 1 6.00 2 3 4 6.0 5 C®DF COIYfi LI CE 5X6 DAT -- BY IT 1.5X3 1.5X3 5-10-1 ' 6-9-15 SHIP 3X6 3X6 0-4-1 2.5X4 5X6 0-4 W W:308 W: W:308 T. T Y Cc, yy� R:988 R:988 J U:-173 U:-173 No. C 72160 6 7 8 9 � t CIVIL. P •9�OF CALif0 All connector plates are ALPINE Wave 20 a., unless preceded by'H' for Hlgh Strength 20 g., 'S" for Super Strength 18 ga. Plates are to be positloned per Joint Detail Report. Circled plates and false Trema plates p are positioned as shown above. Shin gable stud plates to avoid overlap with structural plates. _ p/29/2016 268 - Homewood Try5s WAR ING/ READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cust: Matt Jaeger (G4) "IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DIR: Drive-M-0710816_L00007_JO0001 WO: Dri veJ"L0710816_L000 Trusses require extreme care In fabdwting, handling, shipping, Installing and bracing. Refer to and follow the latest er iflon of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior to performing these functions. Installers shag provide temporary bracing per SCSI. Unless Dsgnr: BW #LC = 62 WT/PLY: 126 ri noted otherwise, top chord shell have properly attached eouchuai sheathing and bottom chord shag have a property attached rigid ceiling. Locations shown for permanent lateral restraint SCSI sections 83, 87 0 810, as applicable. Apply plates to each face of Wes and webs shall have breGrg Installedles TC Live 20.00 ps f L i r L=1.25 P=1.25 ��,� lUl�\\IJI nper position as shown above end on the Joint Details report, unless now otherwise. n TC St1GW (Pf) 0.00 psf owDu SnowDu r L=1.15 P=1.15 Alpine, B division W ITW Building Components Group Inc., aholl not be responsible for any deviation from this drawl g. any failure to build the buss In TC Dead 10.00 psf Rep Mb r Bnd /Comp /Tens AN 1T1NCOMPANY conformance with ANSVTPI i, or for handling, shipping, Installation 8 bmdng of busses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonal engineering responsibility BC Live 0.00 psf 1.15 / 1.10 / 1.10 1820 N. time SW Pkwy. Grand Prahfe, rat 75050 solely for the design shown. The suitability and use of this drawing for any structure /a the responsibility of the Building SC Dead 8.00 psf 0 . C .Spacing 2- 0- 0 - Des/gnerperANSMII Sec.2 TRUSPLUS 6.0 VER: T6.5.20 For more Information sae this Job's general notes page and these web sites: ALPINE: TPI WTca ICC_ wo.1mafe.ogg Bldg Code: CBC -2013 DEFL RATIO: L/240 TC: L/24 Butte County Department of Development Services FORM NO PERMIT'CENTER' DBP -3 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www. III Iftec-milltv'.11didds SITE PLAN Assessor's Parcel Number: E3 a] E —�F5 El M — 0 M KI Permit ........ ....... ........ ... _j ....... ....... ........ ..... J— s4:.r wic,< miAj. MF6 Home' q.( -z s iS S'6 rp W ox, IWI A/ N 2 A k tAp 06 Iq MP NGS fle I V� Burrs PERMIT#. BUTTE COUNTY DEVELOPMENT SERVICES COMY AUG 312016 COREVIEWED FOR, CE COMPLI,5NCE1;- + DATT9 9 7:2, 1 By /D/r V H SERVICES 'T Owner Name: LA) I L- L 1tcl /-? 4- PA Site Location: 7- Q,,g I Contact name:.ZZ2�-;- Phone: Flood Zone: Scale I 7,21).2011 Page 4 of I Copf