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B17-0660 025-080-003
BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION (IVR)#:530.538.4365 OFFICE #: 530.538.7601 FAX#:530.538.7785 www.ButteCounty.net/dds PROJECT INFORMATION • Site Address: 164 EAST BIGGS HWY Owner: Permit NO: B 17-0660 APN: 025-080-003 DEEN STANLEY Permit type: MISCELLANEOUS 164 BIGGS EAST HWY Issued Date: 6/8/2017 By DAH Subtype:. STORAGE SHED EAST BIGGS, CA 95917 Expiration Date: 6/8/2018 Description: STORAGE SHED (488) NO ELEC. Occupancy: Zoning: AQ- -Contractor , Applicant: Square Footage: 20 OWNER/BUILDER DEEN, THEODORE BuilOing Gee RemdlYAddn 164 BIGGS E HWY BIGGS, CA 95917_ Other Porch/Patio Total 5308685788 0 0 488 LICENSED CONTRACTOR'S DECLARATION OWNER / BUILDER DECLARATION Contractor (Name) State Contractors License No. /Class / Expires I hereby affirm under penalty of perjury that I am exempt from the Contractors' State License Law for OWNER/BUILDER / / the reason(s) indicated below by the checkmark(s) I have placed next to the applicable item(s) (Section 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license i permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors in full force and effect. State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and _ Professions Code) or that he or she is exempt from licensure and the basis for the alleged exemption. XAny violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of A not more than five hundred dollars ($500).): Contractors Signature Date ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do U all of or Uportions of the work, and the structure is not intended or offered for sale WORKERS' COMPENSATION DECLARATION (Section 7044, Business and Professions Code: The Contractors' Stale License Law does not apply to an owner of property who, through employees' or personal effort, builds or improves the I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: - property, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the Owner -Builder will have the ❑I have and will maintain a certificate of consent to self -insure for workers' burden of proving that it was not built or compensation, issued by the Director of Industrial Relations as provided for by Section improved for the purpose of sale.). 3700 of the Labor Code, for the performance of the work for which this permit is issued. Policy No. 1, as owner of the property, am exclusively contracting with licensed Contractors to El construct the project (Section 7044, Business and Professions Code: The Contractors' Stale hI have and will maintain workers' compensation insurance, as required by Section 3700 of License Law does not apply to an owner of property who builds or improves thereon, and who te Labor Code, for the performance of the work for which this permit is issued. My workers' contracts for the projects with a licensed Contractor pursuant to the Contractors' Slate License compensation insurance carrier and policy number are: Law.). 9 Cartier. Policy Number: Exp. Dale: ❑ I am exempt from licensure under the Contractors' Slate License Law for the following ❑reason: • I certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' X { 4/ compensation laws of California, and agree that, if I should become subject to the workers' / compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Owners Signature Date X, PERMIT APPLICANT DECLARATION Signature Date By my signature below, I certify to each of the following: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS I am L) a California licensed contractor 6r -U the property owner' or U authorized to UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES act on the property owner's behalf"'. �1� AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN I have read this construction permit application and the information I have provided is ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN correct. SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. I agree to comply with all applicable city and county ordinances and state laws relating - to building construction. I authorize representatives of this city or county to enter the above -identified property CONSTRUCTION'LENDING AGENCY DECLARATION for inspection purposes. California Licensed Contractor, Property Owner' or Authorized Agent**: 'requires separate verification form "requires separate ' I hereby affirm under penalty of perjury that there is a construction lending agency for the auth0 'z tion form performance of the work for which this permit is issued (Section 3097, Civil Code).. / Lender's Name and Address , + V . ' ame of Permittee [SIGN] Print Date Lenders Name & Address City State Zip FEE INFORMATION '. Total Fees: $1,263.22 'Fees Paid: $1,263.22 ' Balance Due: (None) Job Value: $6,500.00 J i Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone (530)538-7ciOL Permit Center Phone (530)538861 Fax(530)538-7785 SITE PLAN Assessor's Parcel Number: ff] 0 C7 — CD ® E — 0 ® El Permit #: BUTTE COUNTY Y APR 12 2-017 DEVELOPMENT SERVICES X17-v�'GO , z : e d F ! E......._.......5. . .i ......�. i '......._....... 5 ....... _....... 5 ....... ........ ....... _......4 ....... _....... 4....... _.._._.;.._....5.......5._.._.4.... i 14/AO PERMIT # !�?P 0 + 4; BUTTE COUNTY DEVELOPMENT SERVICES f, REVIEWED FOR CODE COMPLIANCE DATE V — / 7 - BY All Owner Name: Address / Phone: URLAf�iQaS=571AWS.( Site Location: )LqL4 221 Contact Name:' Page I of I Scale 1" _ Phone: w z o�� W co Luo g W WEER # 03U # a a 3 0 z N � o z N N G N � o a a 3 c F•— Z W W U ry8 a cn O Y o3s 0 �k W Ix W z TLE SHEET T-1 :ET No. 1 OF 5 ti STORAGE BUILDING - DESIGN REFERENCES NOTES+ - 2016 CBC, 4_/ZL. ` ASCE 7-10 +1. CONTRACTOR TO VERIFY ALL FIELD DIMENSIONS PRIOR .TO FABRICATION, EXCAVATION, `AND/OR CONSTRUCTION.• • FOR - ACI 318-11 CONTRAD CTIONS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO FABRICATION AND/OR AWC 2015 SDPWS CONSTRUCTION. CONCRETE ALL BE CAST AGAINST. UNDISTURBED STABLE SOIL AND SHALL BE NORMAL WEIGHT' WITH A rc OF 2.5 QF SSI ONq K2. SI DAYS � QA.. .. 3. ALL REINFORCEMENT SHALL' COMPLY WITH ASTM A615 CR 60 (ty ='60 KSI) STANDARDS. REINFORCEMENT COVER - DEEN BROTHERS°�� ' DESIGN CRITERIA SHALL BE. 3" TO SOIL AND 1Y{ TO TOP: REINFORCEMENT HOOKS AND BENDS SHALL COMPLY WITH STANDARD LENGTHSi ti SZ ROOF LIVE LOAD: 20 PSF �. UNLESS NOTED OTHERWISE. 4. ALL BOLTS SHALL COMPLY WITH ASTM A325 STANDARDS NUTS AND WASHERS SHALL COMPLY WITH ASTM A 563 - 164 BIGGS EAST ROAD r T1 USE & OCCUPANCY: U T STANDARDS. 5. ALL PLATES AND OTHER MISCELLANEOUS STEEL SHALL COMPLY WITH ASTM A36 STANDARDS ULNESS NOTED OTHERWISE. BUTTE BIGGS, CA 95917 d Exp•SEISMIC RISK CATEGORY: II DESIGN CATEGORY D 6. ALL WMBER SHALL BE DOUGLAS FIR -LARCH UNLESS NOTED OTHERWISE.COU.IT (530) 868-5780, slq �.ctv��;.•�P �„ 7. TRIMMERS, CRIPPLE STUDS, AND STUDS SHALL BE STUD GRADE UNLESS NOTED OTHERWISE. 8. PLYWOOD AND OSB SHEATHING SHALL SHOW THE APA MATERIAL RATING. - - APR 12.2011 STORAGE BUILDING INFORMATION SIZE: 468 SOFT DEVELOPMENT , TOP PLATE HEIGHT: 9'-0" s : SERVICES i ROOF PITCH: 4:12 SPECIAL D 3� ROOF LIVE LOAD: 20 PSF _INSPECTIONS (� JJ PERMIT SERVICES ROOF SNOW LOAD: 0 PSF _ UNLESS REQUIRED BY THE LOCAL BUILDING OFFICIAL, SPECIAL INSPECTIONS ARE NOT REQUIRED FOR THIS PROJECT SHEET INDEX BUTTE COUNTY DEVELOPMENT REVIEWED FOR WIND: ASCE 7-10 100 MPH / EXP B SEISMIC: 2016 CBC sElsMlc DESIGN CATEGORY D SHEET No. DESCRIPTION ' SHEET NAME CODE COMPLIANCE 1 TITLE SHEET f' i-, 2 ELEVATIONS A-1 6-55--17 BY�� 3 FOUNDATION A-2 DATE 4 FLOOR & FRAMING , + A-3 5 ROOF A-4 ABBREVIATIONS AS ANCHOR BOLT rn ASTM AMERICAN SOCIETY FOR TESTING AND MATERIALS BM BEAM o CONC CONCRETE + c CMU CONCRETE MASONRY UNIT q CENTERLINE DF -L DOUGLAS FIR-LARCHPROJECT LOCATION DIA DIAMETER 164 BIGGS EAST HIGHWAY DR DOOR BIGGS, CA 95917 ' EXIST EXIS71NG B STREET BIGGS EAST HIGHWAY E EAST EA EACH " EMB EMBEDMENT 'BIGGS EAST.HIGHWAY ENG ENGINEERING _ ' rc COMPRESSIVE STRENGTH OF CONCRETE WILEY WAY FG FINISH GRADE FTG FOOTING w ty YIELD STRENGTH OF STEEL T GA GAGE a o _ GR GRADE " H HEIGHT KSI KIPS PER SQUARE INCH WATSON ROAD LB POUND PROJECT LOCATION - MAX MAXIMUM • ' 164 BIGGS EAST HIGHWAY MIN MINIMUM BIGGS, CA 95917 N NORTH DAKOTA AVENUE WILEY WAY No. NUMBER NTS NOT TO SCALE w z OC ON CENTER OG ORIGINAL GRADE r R PLATE , PSF POUNDS PER SQUARE FOOT PT PRESSURE TREATED RET RETAINING , • S SOUTH " STD STANDARD J LOCATION MAP FEET SOTT VICINITY MAP j T TOTOTAL TOTAL SCALE: NTS IS TUBE STEEL SCALE: NTS • TV TYPICAL I _ W WEST y WWF WELDED WIRE FABRIC l YR YEAR � �►� /� �� w z o�� W co Luo g W WEER # 03U # a a 3 0 z N � o z N N G N � o a a 3 c F•— Z W W U ry8 a cn O Y o3s 0 �k W Ix W z TLE SHEET T-1 :ET No. 1 OF 5 I Z O m (7 I m < DEEN BROTHERS STORAGE BUILDING 164 BIGGS EAST HIGHWAY BIGGS, CA 95917 (530) 868.5780 m REVISIONS No. DESCRIPTION DATE E Na 77986 a a^ t ew 813OA7 # ° • ,,. WEBB ENGINEERING & CONSULTING 3040 SWAN COURT COTTONWOOD, CA 96022 (530) 347-9311 DRAWN BY: SHEET DATE: MRw 2/5/2017 1 0 1 2 ORIGINAL SCALE IN INCHES < C7 m r- z m N -i o Q 1 Z �� (n DEEN BROTHERS STORAGE BUILDING 164 BIGGS EAST HIGHWAY BIGGS, CA 95917 (530) 868.5780 DESIGNED BYCHECKED BY: SHEET SCALE: MR:I! MRV/ y• = 1'_0" REVISIONS No. DESCRIPTION DATE E Na 77986 a a^ t ew 813OA7 # ° • ,,. WEBB ENGINEERING & CONSULTING 3040 SWAN COURT COTTONWOOD, CA 96022 (530) 347-9311 DRAWN BY: SHEET DATE: MRw 2/5/2017 1 0 1 2 ORIGINAL SCALE IN INCHES - M r -----_ ---------=---------------------------i 1 I PERIMETER FTG, ,TYP I I 1 I - I 1 1 I' i ' I 1 2" X 4" .PT DF -L 3Y2" CONC SLAB (w/OPTIONAL. #3 SILL PLATE, TYP BARS .@ 36" OC) OVER 4" _ CRUSHED ROCK FILL SLOPE EXIST AWAY @ 2% -FOR � TYP e 10� SECT►,ON 1 - FOUNDATION SECTION At -�i SCALE: Y2- = 1'-0" Z � • Q F a_ w 6 PERMIT #W gv�E COUNTY CEVEI.OPMENT SERVICES p5vjEWE0FOR o C JD€ 6pMPIUA NCE Y2" X 12" F1554 GR 36 J BOLT (MIN EMB = 8") w/3" X 3" X 0.229"WASHER AND NUT @ 48" OC, DATE N 8" MAX FROM CORNERS '& OPENINGS, TYP N N O Q 2" X 4" PT DF–L 3Y" CONC' SLAB (w/OPTIONAL #3 } SILL PLATE, TYP BARS @ 36" OC) OVER 4" 3 3 ' CRUSHED ROCK FILL – SLOPE EXIST AWAY @ 27d FOR 0 TYP w q _ o � o 1 Cil Z S � v^i i 0'-2° I I I I— #3s 00NTIN000S TOP &.uj ui— BOTTOM, TYPco CD C sm °° m FOUNDATION PLAN-' I -III. ; III- _�=1a_,. . �Fy z SCALE:. Y2" _' 1,-0., - . i o r DETAIL A - PERIMETER FOOTING SCALE: 2" = 1'-0" * ; Exp. FOUNDATION ` Of CAS `P A-2 .• • _ SHEET No. 3 OF 5 r -----_ ---------=---------------------------i 1 I PERIMETER FTG, ,TYP I I 1 I - I 1 1 I' i ' I 1 ' I I I I 1 y2" X 12" F1554 GR' 36 J BOLT (MIN EMB = 8") w13° X 3" X 0.229" WASHER AND NUT @ 48" OC, 1 1 8" MAX FROM; CORNERS &'OPENINGS, TYP I .. I � N I 1 I 1 I I 1 ' 3%" CONC SLAB (w/OPTIONAL #3 BARS @ 36" OC) OVER 4" CRUSHED ROCK FILL I I 1 1 I I F id I I I i I I I I 1 , I 1 L----------------------------------------- J. 3.'-0" X 4'-0" o. CONC STEP �. 4'-0" 1'-6„ 2" X 4" .PT DF -L 3Y2" CONC SLAB (w/OPTIONAL. #3 SILL PLATE, TYP BARS .@ 36" OC) OVER 4" _ CRUSHED ROCK FILL SLOPE EXIST AWAY @ 2% -FOR � TYP e 10� SECT►,ON 1 - FOUNDATION SECTION At -�i SCALE: Y2- = 1'-0" Z � • Q F a_ w 6 PERMIT #W gv�E COUNTY CEVEI.OPMENT SERVICES p5vjEWE0FOR o C JD€ 6pMPIUA NCE Y2" X 12" F1554 GR 36 J BOLT (MIN EMB = 8") w/3" X 3" X 0.229"WASHER AND NUT @ 48" OC, DATE N 8" MAX FROM CORNERS '& OPENINGS, TYP N N O Q 2" X 4" PT DF–L 3Y" CONC' SLAB (w/OPTIONAL #3 } SILL PLATE, TYP BARS @ 36" OC) OVER 4" 3 3 ' CRUSHED ROCK FILL – SLOPE EXIST AWAY @ 27d FOR 0 TYP w q _ o � o 1 Cil Z S � v^i i 0'-2° I I I I— #3s 00NTIN000S TOP &.uj ui— BOTTOM, TYPco CD C sm °° m FOUNDATION PLAN-' I -III. ; III- _�=1a_,. . �Fy z SCALE:. Y2" _' 1,-0., - . i o r DETAIL A - PERIMETER FOOTING SCALE: 2" = 1'-0" * ; Exp. FOUNDATION ` Of CAS `P A-2 .• • _ SHEET No. 3 OF 5 f , t � d 1 26.'-0" • n N � N 0 DD�D�D S a O 4 n o _ z• A A V A D o zy cii n ITl 1 n N ' C a rn 00 a I N ,. • 2 " m m cn m N • Wim. X ,, o m � CD O r X NF= D p -4 o C/) +' 40 (n C O m N q�) O n r mz r= Cn Z c _ rr1 =1 rn -I'. � r n z D O O - zn F= z n o c) m cn� nN yr n a I cn !� o cn u �N (� Zc p 0 �7 c7 m r m CC) ---I m ��-� �z rn N3 �rf� {' �7 0 1 6T1 z v oC-) o v z �4 0 6Sl o r X c') �M, aCilifM Noci ®O Cn NtL cm W li'1 m @ m r cn 4 F rq 2E 90 3 oDEEN BROTHERS STORAGE DESIGNED BY:MRW CHECKED BY: MRW SHEET SCA LI.1 p_ REVISIONS E O BUILDING DRAWN BY: SHEET DATE: No. DESCRIPTION DATE WEBS ENGINEERING & o ' N� 3986 GZi 00 164 BIGGS EAST HIGHWAY 1MRW 0 2 5 20171 2 U� E /I>OA7 a^ O SWANCOUR CONSULTING BIGGS, CA 95917 .q ° ,.. # COTTONWOOD, CA 96022 - (530) 8685780 ORIGINAL SCALE IN INCHES (530) 347-9311 0 DD�D�D m N z• A A V A Nm 0 o zy a a a a At T a s T. a � ci rti cZi czi cZi czi a Of Of T q a rT �1 n n n n z z z z z z in r— ® rn ® rn ® m ® m ® ® a •tel rn z a m m Z c� SL^ fe iN iN kd fA ON NOO oN N N oN =3 m 23 :3 7 I N ,. • 2 " m m cn m N • Wim. X ,, o m � CD O r X NF= D p -4 o C/) +' 40 (n C O m N q�) O n r mz r= Cn Z c _ rr1 =1 rn -I'. � r n z D O O - zn F= z n o c) m cn� nN yr n a I cn !� o cn u �N (� Zc p 0 �7 c7 m r m CC) ---I m ��-� �z rn N3 �rf� {' �7 0 1 6T1 z v oC-) o v z �4 0 6Sl o r X c') �M, aCilifM Noci ®O Cn NtL cm W li'1 m @ m r cn 4 F rq 2E 90 3 oDEEN BROTHERS STORAGE DESIGNED BY:MRW CHECKED BY: MRW SHEET SCA LI.1 p_ REVISIONS E O BUILDING DRAWN BY: SHEET DATE: No. DESCRIPTION DATE WEBS ENGINEERING & o ' N� 3986 GZi 00 164 BIGGS EAST HIGHWAY 1MRW 0 2 5 20171 2 U� E /I>OA7 a^ O SWANCOUR CONSULTING BIGGS, CA 95917 .q ° ,.. # COTTONWOOD, CA 96022 - (530) 8685780 ORIGINAL SCALE IN INCHES (530) 347-9311 1 4 I Structural Calculations For STORAGE BUILDING C=J11 For - _APR 12017 Deen Brothers SERVICES, 164 Biggs East Highway Biggs,: CA 09917 PERMIT #-------- L (530)168!-5780 -L BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR COQE COMPLIANCE - DATE ---50 By By Webb- Engineering &. Consulting, 3040 Swan Court, Cott0nwoodj California 96011. (530) 347-9311 C'Fy- Table of Contents Section Pager umbers Truss Reactions (Assumed.). I Wind Pressures 21-4 Wind Loacting'.(Diaphragms, Walls, Uplift.. etc.)' 5 -13 - Anchor Bolts 14--.19 Per -ft.neter 'Footing 20'-:21 Opgoirig Headers/Posts' 22-26 .Wall-Framing..(§td 2x+ -0124'70C).: 27 0 .. 2 6F'' "ASCE710W.xls" Program Version 1,0,' WIND -Nath Winde-Force-Resisting System:.,. Per ASCE 74 0 Code-.tortnclos.6. d . or * Portiafly Enclosed 'Buildings, �'.Usinq;Method 2Ana l`061 Proced61e tSection :214 28 for Ldmi4tlse Buildings. Job Name: IDeen Brothers.Storano Building. 1, Subject: I - Job Number: I 1Ori ginator:IM Webb I Checker: Input: Data: Wind Speed, V= 100 mph (Wind. Map, Figure,26.51.X-C) ,Bldg. � Classification = I (Table 1.5', 1'Risk Category) 13 Exposure Category= B - (Sect. 26.7) .. -_0 Ridge Height, hr = 126ft. (hr`>= he): Eave Height, he= 9 00 ft. (he <= hr). BuildingWidth= ft. (Normal. to Building: Ridge). -'d A 4, V11 4 __jb-00 Building Length = ft. (Parallel to Building Ridge) 1 4 Roof Type = Gable (Go ble or Mono slope) 1 I Plan' Top. Factor,, K_zt = 1.00 (Sect. 26.8 & Figure 26.8-1) Dkect. Factor, Kd = (Table 26.6) Enclosed? (Y/N) Y- (Sect'. 26.2 &'Table 26.1,1 -1).. T Hur6cane:.Region? .: 0,0 hr. h<=60- Resulting Parameters and Coefficients: I ]ho, .Roof 'Angle , O=F7T4Tdeg.: Mean Roof Ht,.h=F10.50 ft. (h = (hr+he)/2, W angIwA 0 deg,)- Elovotio CheckCriteria for a Low -Rise Building: T O.K. 2. IsLesser Lor B?.* 1-.,Ishic"_.60'? Yes, .R <= -of External Pressure. Coeffsi, GCpf (Fig - 28.4-11): (For values, see following wind load tabulations:) Positi , veA Negative Internal Pressure Goefficients, G.Opi (Table 26,11-1) internal *pressure) ,mCICO + Coet:-0.18 . (negative internaf.pressure) 11 Kc 1'5: then: Kh = 2.01*(15/zg)A(2jq) (Table 28.8=1) if h,>=.15'then;-Kh=2,01' z/z A(2/q) (T.101928.3-1) (Notei zriot:<. :for. Eip..B) ot = 7.00 (TabI626.9-1) Zg.=. "i jable'26.51 Kh=': ,0.70:. (KK=Kz:evaWatOd.aA-z=h) Velocity Pressure:v = 0' , 00256*Kz*Kzt*Kd *VA2 (Sect:'28.3.2, Eq..28.3_1.)!. qh pst qh-=0,00256*Kh,KzVKd*W-2 (qzevaluated, at z:= h). Design Net Exterhd!.Win4 Pressure§J$ect..28AA.).;: , (+/-GCpi)j (psi, Eq. 284-1), p =,qo* GC of ltand Roof End.Zone:Widths'a'i and:Va!,(Figs 28-4:71). ::- Welland -2*a=l 6.00 lit" 1 of 1. 1/10/201:6; 9:41 AM. 3 c�= 29 "ASCE710W.xls" Program Version 1.0 MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B Surface GCpf D = Net Pressures f Surface 'GCpf = Net Pressures sf w/ +G i w/ -GC i w/ +G i w/ -G i Zone 1 0.52 5.13 10.62 Zone 1 0.40 3.35 8.84 Zone 2 13.26 -7.77 Zone 2 -0.69 -13.26 -7.77 Zone 3 .,.0.69 -0.47 -9.89 -4.40 Zone 3 0_37 -8.38 -2.90 � ~ Zone 4 -0.42 -9.08 - 3.59 Zone 4 -0 29 -7.17_ _ ._ 168 Zone 5 - ' .. - ..._-- _ -__._. Zone 5_ 0.45 9.60 -4.12 Zone 6"`"_ __.___.._ . -- "Zone 6 _-0.45 -9.60 -4.12 Zone 1 E 0.78_ 9.15_ 14.64 Zone 1 E 0.6_1_ 6.56 �r 12.04 "Zone 2E1,07 19.06 13.57 Zone 2E -1.07 -19.06 13.57 Zone 3E ' r 0 67 13.01 �-7.52 ._ Zone 3E _05_3 a i Q82 W� 5.34 - ✓�-3.81 'Zone 4E'� 0 62 12.17 -6.68 Zone 4E_ -0.43 -9.30 Zone 5E w -- wM ---M m Zone 5E 0.61 6.56 12.04 Zone 6E V --- 4Zone 6E _ -0.43 -9.30 -3.81 'Note: Use roof angle 8 = 0 degrees for Longitudinal Direction. For Case A when GCpf is nea. in Zones 2/2E: For Case B when GCpf is neg. in Zones 2/2E: Zones 2/2E dist. = 9.00 ft. Zones 222E dist. = 13.00 Ift. Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients. MWFRS Wind Load for Load Case A Torsional Case MWFRS Wind Load for Case B Torsional Case Surface GCpf P - Net Pressure (ps!L Surface GCpf ='Net Pressure sf w/ +GCPI) w/ -GCpi) w/ +G 1 w/ -GCPi) Zone 1T 1.28 2.65 Zone 1T 0.84 2.21 -1.94 Zone2T Zone 3T 2.47 -1.10 Zone 3T - -2.10 -0.72 �- Zone 4T+ - -2.27 -0.90 Zone 4T 1.79. -0.42 5T _ 103 Zone 6T" - -� _Zone Zone 6T _ -2.40 -2.40 - _ -1.03 Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases: Zone i is windward wall for interior zone. Zone i E is windward wall for end zone. Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone. Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone. Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone. Zones 5 and 6 are sidewalls. Zone 5E & 6E is sidewalls for end zone. Zone 1 T is windward wall for torsional case Zone 2T is windward roof for torsional case. Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case. Zones 5T and 6T are sidewatts for torsional case. 2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 3. Building must be designed for all wind directions using the 8 load cases shown below. The load cases are applied to each building corner in turn as the reference corner. 4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values. Torsional loading shall apply to all 8 basic load cases applied at each reference comer. Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame construction, and buildings <=2 stories designed with flexible diaphragms need not be designed for torsional load cases. 5. Per Code Section 28.4.4, the minimum wind toad for MWFRS shall not be less than 16 psf. 2 of 3 1/10/2016 9:41 AM .1. Lj OF 2: "ASCE71OW.xls" Program: Version 1.0 load"Case X h Loao.rase 8 Basic. Load: Cases CWATMion i'ransverse 33DT'iirrection Torsional Load Cases or- z LOA uar�l(eEcnO!)) F jj. TAB 3:- !, J ON I'ESsG y A2eACd� AUT Q R°t Psi 93 �°r2 �4 b_ 1. riot o N ALT o e W Au AVER N%Yr f,^A �INL? ' [ I P, 6' �r��a.5 3 j g, bus a'.�._ _ t, Oor i "TA uru+vA,9,? '0P iROor. ILVL? AHOA; "WlA1l�''LOA S, . WALL LSE , ., �. W/aU SNkAIF ,'�/ �CO7� ,C!iIPHPAI�/�I . SN4R_y.l%C, :_ CHAp� FOPCE Y: I;zOo ab, yb�2 PcF.2U�1b� 51 3801, is s M>a7. QDOF `DIAD !! hM ,SHel1� :5q] PLF . - ti i a ti= t.. �IAx . tt'onF.,;.uFra IrBGd 1�..�� TABLE 2� WALL L(I� fl�AV r,�rr 9 �?4. ' � g r � �/' (1�2OOIb r•V E -W oP&z` u2t 26tP F` f>`�+C-1 SOLAR 120011 YS y6:z Pc�: ou ?4tt06t, momL-t Cvu: nDex0y0) a :. `7,Pu Ss DL- 218 P1F 26=o: Jr + r Wqu Dt. Ip pSF 'WAtzi�aES s 43 Y: 7xO ® !b' 0C, 5/g s' f�YPSu�u+ � SlDiir�7 TOTAL ISL= j24a J�ES/3TI�l.Jlj.. /1?OR.[��arc (/lD,t?Ulig/k7P.� 66 � r { 2 6 r qcF ..W.A(L 111d_ 1.'SHAR v Alk57� -. W i F 1f?6r, Cl, TT el 12'0 t • r 218 PO' WALL} L(1�IE 1 ' - - r. y e t n AID RAGE 1I JAU' _..y _ v41 OS3 ib _ . F• _F ; .. 4 ._ . yr 5R PCF 1 i t i { 876 P/.r vr PAX $HEAR - (�f7, � ��• �t l�t� �� µ _ } _ 11 OF 27 } WN:UuE Z WR1lS' RAO t �J �- ✓✓ r (I;000 f6lriP) i u=o' av 6LO! 2,-,. ,T.OTA� 15L=t (216 4FVMrr)-feiv �,(9��Ht?� �..: WAUAIII� 2 � NO YAr.F � r L OP Yr IN J7 _i Tt=iiiLfoci>ow��� = a0 3 �?00t 7V [ PAUL tzF" (FT-+ - - - - f- - - --# / 2 �.�.�.-.+a+re N•�, M}r 'a. w .�..w .. « _..w+• � +r..._ �r ..�..n w.— w ♦. .. Y s _.. « r .r •.�._w.•w r-�+—.� (11000 Id/t,/t,A�� F �. 'pow 91) o' ex � •_ (, f.- 1 t �; f � '. k .� 1. _01b 4'-0' . 4 + i3 vF 27 .! TABU -57^ YujuuNAR'? OF LA7 fZl+,L'LQl1I35 rii, _�� tyiAw�C otD t)os.�xEt _. 1425 Yi9A�t _'xhmp To AkeploQ_�3v M � 1 YN 4X FA'i� TV ' �iCNOQ9�aysq- £ T1iE MA x, StJEri�'w, Au ;4 SNS ...._ . A 'SH�tk 7'u •AcCauu7 o,P 13prpa> N�►CF OF t�JALCS 7Wi7,Wf:= F' z 0►ut 111_FPDwI�i'fl�A�ii�SN A ' t7p! a' 4hfi Q PATIOS.,, I.t{�i �Lt7'.�tiolTUDi0.7PcL ,0.64:�TP�tasus r f _ ,BoT++_ 3. f �L w� W-?sloCKET,� w sP ok i r . SE Q� /g' ►N �,H T J.- u`'r-r _ 6 d` tut), t �AT`.6►u-oC _A�Qur, _ptAi�titlhhM �3ouNs?!t� E 6uPPc nit,VE� �I�FS. �u, = N60 pts 1 �,t�_)YF (AWC- . 201511 3D s �N�1 SilvaAtG_!is�?_ o 2.z 2, 1 vkOT sE �c��tsrv�n�r:;Acrrotp �u P•�F�i dGkC-i� _ ! f 0 ITS) DL' WooD . 113IA16 w* trP 6b A1R/L5 47- � .. "PtF, 6,14 2015 SDpWS. # t { • Anchor Designer"m Software :N MITIVIrm1"MVersion 2.4.5673.72 ` Company: Date: 1/23/2016' Engineer .Pa e: 1/5 Project: . Address:. Phone:. E-mail 1.Proieet information • Customer company: ; rr Project description; - Customer contact name:. Location: I - Customer a -mall: R' Fastening,description: Comment «2. , Input Data & Anchor Parameters General Base Material , t Design method:ACl 318-11 Concrete: Normal-welgM Units: Imperial units Concrete thickness, h (inch):. 15.50 State: Cracked • • .' Anchor information: Compressive strength, f. (psi): 2500 , Anchor type: Cast -(n -place Wqv: 1.0 F ' Material: F1554 Grade 36 Reinforcement condition: B tension, B shear • Diameter (inch): 0.500 Supplemental reinforcement: Not applicable Effective Embedment depth, ha (inch): 8.000 "' `- Reinforcement provided at comers: No ' Anchor category: - `, Do not evaluate concrete breakout In tension: No ' ' Anchor ductility: Yes Do not evaluate concrete breakout in shear. No hm. (inch): 9,25 Ignore Edo requirement Yes . .h CMS (inch): 0.75. Build-up grout pad: No Si, (inch): 200 T , • k " ... Load and Geometry • ' . r Load factor source: ACI 318 Appendix C '. Load combination: not set Seismic design: No .^ Anchorssubjected to sustained tension: Not applicable , Apply entire shear load at front row. No , ' Anchors only resisting wind and/or seismic loads: No , <Figure 1> {� ' t ; Y- +r. � � • . Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. • ' . Simpson Sironq-Tie Company. Inc. 5956W. Las Positas Boulevard Pteasanton,:CA94568 Phone: 925.560.9000 Fax:.925.847.3871 www.strongtie.00m -:�N 1 }� � � � • . • F . ' ,ih /oT` �� err +. �•` `E= Anchor. Designer"m '- Software Version 2.4 ,5673.72 Company: Date: 11/23/2016 Engineer: Page: 1215 Project:. Address: Phone: E mail: . <Figure 2> �. TIN • s. 1 • � v � 10.00 .00 � 4. .t, .,k ., _.. . , ... :• ' .. ' Recommended Anchor .. Anchor Name: J- or L -86K -1/2"0 :1- or L -Bolt, F1554 Gr. 36mA •'' ` w y .- . «• - , Y�^' N Y - _ . , _. , !�'• ' •cry " .t .. Y t Input data and results must be checked for agreement with the wdsting circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. - 5956 W. Las Posites Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925 847.3871 www.strongge.com .. ' • '.141 • •. '/-err •. ` ':—f . - ' � '. •, •'i1.. . — .�'N. Y! i . .s ' j .•ice .. •S .lf •. I= Anchor: Desiqner TM Software "ion:2.4.5673'.72 I Date: 11123/2016, Engineer 3/5 Project:. Address - I Phone: E-mailF QT-*. Z4 I Res hing Anchor Fomes Anchor Teftion load,. Shear load x,. N- (lb) Y. (lb). Shear load -y, V.y ((b). Shear, load combined, 4(V..x�a4(Vy. (lb)' 1 425.0 766 . .0. O:O 766.0 Slim 425.0. 766.0, 0.0: 766.0. ..Maximum -cioncrete compressi 'on: sfrain.(%.): O..OD Tension fSec, 0.5.21 .Maximum.conct.eto:6ompression-sttess (psi): 0: Resuftant.tension.forGe. (lb).- 425 Ni (in) 'A!b (lb) lResultant-compression force (lb): 6 6.667 20656 Eccentricity of resultant tension. forces in x-axis, e'W',(ihch), 0,00 - Alt (ink ANS (In?)', Eccentricity o.f.resYltant tension forces.1n.y-axis, eNy (inch); 0.00' pc,( N Mllb). 0 OIVb (Ib) 216M. 400.00 0.7.60. Eccentricity, of resultant shear forces in *axis, e'Vk (inch): 0.00 4.000 20656 0.75- 6358. Eccentricity of, resultant .shear forces in.yqis, e'vv (inch): 0.00 4. Steel Strenctth of Anchor hi Tension(Seig, 0.6.1 N... (Ib) 0 0M. (lb) 8235* 0.80 6588 S. Concrete 'Breakout IStrength of Anchor in Tension fSec, 0.5.21 N6 = k.A.4F.h.?-I (Eq'D:6) k. Glpsi) Ni (in) 'A!b (lb) 24.0 1-.00 2500 6.667 20656 ON.6 = -0 (AAb/ Am.) 'Y,dN 4,,,m w,.t4tvi (sec. DAA 8, Eq .. u.3)' Alt (ink ANS (In?)', Pq N pc,( N Mllb). 0 OIVb (Ib) 216M. 400.00 0.7.60. 1.00 4.000 20656 0.75- 6358. 6. Mod Strength of Anchorin Tension. (Sec, D.5.3) ONo = OPqFNp = OPPoo. eh& (sec. b -4-.1i Eq. Dw13 & D-15) p f�'(psj)'- d. (in). eh=zd (in). 0. -ONP40- 1.0 2500 0.5.0 1.50- 0.15 1266 Input data and results must be checked for agreement with the,e)dMIN circumstances, the standards andquideliness, must be checked for plausibility, SitripaoriStroiig-'Tib-Coiiipanyinc. '5956W.Les Positasftuievard Pleasanton,. CA 94W P . hone:.M.5610.19M Fax:MS.847.3871 www.etrongtie.com E= Anchor Designer TM Software. 2 Vem*1 lon-2567� Company: D'ate: 1/2312016 Engineer: Page:, 415, Address. Phone: [6-maiLl OF 2- 8: Steel strength of Anchor in Sbekr(Ses Q-641. W. (I bl) Oar -d-- (lb). 4940' 1.0 0.75 3705: *9. Concrete Breakout Strength of Anchor in Shear (sec. "-21 Shear perpendicular to edge. in x-direcdon: V6 = rnihj7(I./dr-Nc6A.4fr-,1;5-, 9A.4f..ciI-Ij:(Eq, D -33A Eq. D-34): -1a (in): d. (in) fc (psi) ca, (in) V,Y (lb). 4.00 OM 1.00 2500 6.00 8488 OVcft=O(Av.%Av,=)V'd.vP,,Y.9't,vVb,t(Ser..D.4.1&Eq:,D-:30),. Ave (W)' Av,:. (in2) P.4 v P V: fh v V& (Ib) 0 OVc6x (lb) 144.00 288.00 0.750*, 1.000., 1'.000 8488 0.75:. 2387 Shear. parallel to edge in x -direction: VbY = rnin17(1e/d.),0-4daL4f.c.1':5-, 9AAf'.,ri"j (Eq.D-33A Eq: D-34) 1. (in) d. (in): ILf.(psi) ear(in) COO 0.50 1.00 2500' 2.00: 1061 (Sea DAI &Eq. E)6-30) AvdW r A116.162) P.4 v Y'q v A'v -Vaj(lb)'* 0 Oy� (lb) 18.0.0 18.00 1.000 1.000 1.000. 1061. -0.75 1592' 10. Concrete PtMt Strength of -Anchor in Shear OV4 -= Okc^b = Okv(Aw/Amv)P.4N P, k kv. - AAt (ir,2) Aw.6 (W) P.4W Pc,N PmN Nk (lb) 4 OVop (lb) 2.0 216:00 400.00 0.760*. 1-.000 1.000. 20656 0.75 12716 11. Results Interaction of Tensile abO Shear Forces (Sec. JDA. Tension. Factored Load, Nuia (Ib), Design Strength, 6%. (lb). Ratio Status Steel! 425 6588 0:06 Pass. Concrete. breakout 425- 6358 7' 0:07 Pass - Pullout 425 -1269:, 0-.34 Pass(Governs) Shear. FactoredLoadVdB:(jb):06116n sbrengthjay..(ib)' - .,,. Ratio -:Status Steel 766. 3705' 021 . Pass TCancrete-breakout-X+ 766- 2381: 0.31 Pass (Governs), Concrete.. breakpvtLy,+ 766 1692 OA8: Pass (Governs) Pryout, 766 1271L6 0.06 Pass: Interaction. check Naal^, V./O V. Combined jRafiO ' L Permissible: status Sec.'D.7.31 0.34, 0.48 81.7% 1.2 Pass 112"13 J- or L46ft'LF-I 6'" dr. 36 with helf .006 inch Ineetwthe. selected n:crite I 8td d.i 4 . , r1a. ............. --- -I Input data and results must be 6herked for a.greemerd With,theaxisting circumstances,'the standards and guidelines.must be cherked for plausibility., 5956W. Las Pbshas Boulevard- Pleasanton,.CA94558' Phone: 925.560.9000 Faz:+925:847.3871-www.strcinite.com • Anchor DesignerTM' 0 Software Version 2.4.5673.72 Company.Date: '1/23/2016'. En ineer: Paget 515` Project: Address: Phone:' E-mail; 12. Wa►ninds - Minimum spacing and edge distance requirement ofi6da per ACk 31 8:Sections D.9:1 and D.8.2 for torqued cast in-place anchor is waived per designer option:: - Designer must exercise own judgement to+ determine if4his design is suitable. - Ir*ut,daia and resi lts'must be'ehecked for'agreemeni wkh the,existirng ciieumstanees;.tlie standards and guidelines must be cheeked4or plausibility. Sieipson Strong -Tie Coinpany_Inc. 5956 Waas Poskas Boulevard Pleasanton,.CNW88, Phone:.925.560.9MO Fax: 925.547.3871 N".strongtie.corn 20 OF 27 21, -6F c 4. page Project Michael Webb Location: Perimeter Footing 'Webb Engineering B Consulting " Footing: v,Cottonwood, CA 96022 of. [2013 California Building Code(2012 NDS);: Footing Size: 12.0 IN"Wide x-12.0 IN, Deep Continuous Footing liAM02.0 IN" Thick x 3.5 IN Tall Stemwah StruCalc Version: 9.0.2.5 1/.10/2016 3:411:05 PM LongitudinalReinforcement: (2) Continuous #4 Bars TransverseReinforcement: #4 Bars @ 8:00 IN. O.C. (unnecessary)' Section Footing Design Adequate. Allowable Soil Bearing Pressure:. Qs'.= 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yeld:Strength:. Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in Width:. W 12 in Depth:: Depth = 12 in Effective. Depth to Top Layer of Steel: d = 6.25 In Stemwall. Width:. 12, in Stemwall Height' .3.5, in Stemwall Weight: 1 %' pof Bearing Calculations: Ultimate Bearing Pressure: Qu7= 642 psf "Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Width Required: Wreq = 0.48 int Beam. Shear Calculations >(One Way"Shear): Beam Shear: Vut = 0- ib a As(1) = 0:00 int FOOTING Allowable 'See m Shear: Vc1 = 7425 lb (ACI 10.5:4): As(2) = 0.29 In2 Live Load: I Transverse Direction:. .Dead:Load: Selected Reinforcement:. 3 in Bending. Calculations: Reinforcement Area Provided:. As = 0.29 ,i62 �. Factored Moment'. Mu =" 1329 in4b Development. Length Required:. Nominal Moment Strength; Mn '= 0. in' 4b Reinforcement Calculations: r n C-#_ C -k- MnA, k D th = 0 45 In Longitudinal Direction: Reinforcement Calculations: oncrompessc e Steel Required Based on, -Moment: a As(1) = 0:00 int FOOTING Min,Code Req'd ReiM: ShrinkJTemp. (ACI 10.5:4): As(2) = 0.29 In2 Live Load: Controlling Reinforcing Steel;: As-regd.= 029 in2 .Dead:Load: Selected Reinforcement:. Trans: #4's;@''8 Orin: o.c:". Tote(Load: Reinforcement Area Provided:. As = 0.29 ,i62 Ultimate Fa Development Length Calculationts:, Development. Length Required:. LO = 15 in Development Length Supplied', . Ld-sup =" 3 -in. Longitudinal Direction: Reinforcement Calculations: Min: Code Req'd Reinf.:Shrink.fremp: (ACI10.5.4): ,As(2).='" '029 In2, Controlling Reinforcing Steel:" As4egd = 0.29: in2 . Selected Reinforcement: Longitudinal: (2) Cord..#4..13ars PL = 290 lb PD = 308, Ib PT = 642 16 Load: Pu = 686: lb :+t ` •. f '`y • � •.,,+*.»Y.;.'r«.;..[,»«...,•. -»....: »-i•-„i-• ,.-,�-,f.--,...,�.. ... -,_*,.,.,,I. .. ..<n�..-..•-+�r_ ce..' r��-+nr� -+w.t,•,av _, v.•a, .++�.•,W,.•+i.•«» ••.. .. +,•«•+; .:•• .•..F., r. •a., _ .... :'� •. :....r i .. :; "' i b i ��7 —t p8e h ...: . ,. ... - .. -.. i .. ,.:. ,. ..., ,. .-.. .. :� I `' E Y�.l .. . ,.. .: ,:.•. ... .. ... ..•.. .. .. .:'. .. .. ... ... ':4 t "� ...... .... .v :,; 5. t o ` c SPAS �1�� DL �� 4 :�.1� LL :' i4_ S Y Y ' tt ' t C - o wt��3, . �' �[ �!B3FtF 6!1 4 i�F a , , \ r `i. Y l ... ,' A'. :. �, •..+., ., .... . -. .... .., i-: .,. ..i.. .... i., .f; -. .. , t ,:. ... 7:. . e .. i -: . ' k. ,•t7: Y i' b:. > fi.,:: T 2 i 1 S� . how L : y 1 y � ` i ; ' .f T . 11 % (SIS 3,158 �2� : a r , t' GL .. ti r r' f : ,�.' �,. 4 t . ..x..,. . .. 1, .'.. Y t' 47 ,� t 1 1 { x '.• .. _ //'' V .4- � r.. .. k j 4 {{7 , �t \ .: 1 1 �. •5 1 x [ '- a ..1 7 -. F ..; . 7 ;' t 7 :: 1 1 l ..1 l 1 .y .... S f - Y j Y -. .. \. ! .. .: - r. ,f 7 .c,:, ..: ... r .y I %?LI= -. r - .. .. i '•'i'.., i t. . t,' S 4 '_.. . .. ' .. t i .'i f . .4. •'. Y •.''i•.i .: '�}. :::,... .; ;. h:. :` .. . y';.:; 5 Y '" t'. .,t; �. :..'• .' a r f > t :, A td { :.t- ... ,. : a 4 t {. t' tf .y i. 1 .Iz t c ': ',{ {x(yt'. i f} .. .� 'a, a ' ;. .. ,::: i, 1; ' ' r ti u "- .: 1 f.. A Y 6 .. ,.. • .. .. .. ,' ,. +, t. ..` !: 1 .. ,,,., .• .. Y .. '. T}Fyx' r . :Y, . I: Y' i k i. .. • .....'...• ., •' r• ... .. .....1..: .'. ....:'. .... .... :i' . "• 1 �: l.. i e' :ri•':+� 1 t ' �' � ! A Y.�' f i . „..: .:.. .... .. .:., �' 1 .: ... s.. .... ..:. :' } .. .,' .- ... .,.. t R . ; . :. ... ....... .. ....: .. :. " � ' { }( ! :. y ;' {� F t ]S Y_' 444444 { 1. i ... .. ,.t .. f, ' ` , 21. Version: 3.1 Designed on: January 23, 2016 Beams/Joists Analysis and Desi wwpcl.org ASD. MethodHow to order Pro Developed'by: ; Forum Engineers. Enter to Print Version Member #. Window Header Location: Wall Lines'1 & 2 Nominal Slzw: (1.) 4 x 8: Species Douglas Fir=Larch dimension -Lumber "" ' Grade = No.2 Span (L) 2 2.ft- 4, in. Tributary Width (B)= 2 ft -.0 in Unsupported Length (lu).= 2 ft - 4 in. 82'Ib 82 lb ,m . 00 40 m .o: m 10o . Shear Force,.,V{Ib), 60 4 .40-- 20, 0- i � t alrx c si aye he �_) 0 4 z� ki�yY,.'� �i, iii ! !� -i� •til ' p j � Mr ;..'I+. ', Benning Moment,.M (Ib -ft) „etUp q:. Beam or_Gi d6i, ('" joist or: Rafter. .Member at __, Floor Root, 1 - Repetitive.Use;? + hti Y. 'In oised for.PT? : ^ Nom.._.. . 'Y..as Flat USO: No Yes Moisture Content`: oq% ~ >te%. • Temperature (° F) : , cloo too -t 25 ,, t25-t5o Set Duration Factors ^with Cantilever i Set:DefleetlonLimits (( with'PointLoad(s) Reset Loads io zero with`Sloped Load(S); J (pressed -down buttons are.selected) LOADING' Load Type Dead Load Stress and/or Deflection:Check — OK A c t u a l Allowable silo Max fV (psij & V (lb) 2 39 166 2801 1 %. Max.tb (psi) & M"(Ib-ft). 19 48 1073' 2741 2% Total Load.Max.:Detl (in) 0.00 L / INF.. U180 0.16 0% Live Load Max. Defl: (In). 0.00 L IJNF:. 0240 0.12 0%.. ,m . 00 40 m .o: m 10o . Shear Force,.,V{Ib), 60 4 .40-- 20, 0- i � t alrx c si aye he �_) 0 4 z� ki�yY,.'� �i, iii ! !� -i� •til ' p j � Mr ;..'I+. ', Benning Moment,.M (Ib -ft) „etUp q:. Beam or_Gi d6i, ('" joist or: Rafter. .Member at __, Floor Root, 1 - Repetitive.Use;? + hti Y. 'In oised for.PT? : ^ Nom.._.. . 'Y..as Flat USO: No Yes Moisture Content`: oq% ~ >te%. • Temperature (° F) : , cloo too -t 25 ,, t25-t5o Set Duration Factors ^with Cantilever i Set:DefleetlonLimits (( with'PointLoad(s) Reset Loads io zero with`Sloped Load(S); J (pressed -down buttons are.selected) LOADING' Load Type Dead Load Uniform w. (psf) - .15 Adjustment Factors .Snow Load Unifonn w (psf) = 20 for E. C0 =9.15 Ce =. 1.00 1.00 Section. Properties a®. breadth (b); 3:5 in. e� depth. (d) := 7:25` in. g� Area (A).= 25.4 in112 e� Section Modulus (Sx) = 30.7 in "3 Moment of. nertial (Ix) 111.1 in1,4 Total Load Deflection (in) Adjustment Factors for Fb for Fv for E. Wet Service Ce =. 1.00 1.00 1;00 Temperature Ct"= 0.80 0.80 0.90 A Beam Stability CL P 1.00 N/A N/A .4: Size CF.= 1.30 N/A 'N/A 4 Fiat Use Cfu 1:00 N/A: N/A Incising Ci = 1.00 1.00 1:00.' Repetitive Member Cr.= 1.00 N/A" N/A Buckling Stiffness CT =" WA NIA 1.14 IV;. (C I. for Eminon/y) Design.Values to pSi Fb � ::En Reference 900 180.- 1600000 5800 Adjusted 1073 166 1440000 5220 Section. Properties a®. breadth (b); 3:5 in. e� depth. (d) := 7:25` in. g� Area (A).= 25.4 in112 e� Section Modulus (Sx) = 30.7 in "3 Moment of. nertial (Ix) 111.1 in1,4 Total Load Deflection (in) OF Version: . 3. 1� DesigRed, on: J - anuaTy 23, 201:6; WWI, Posts/Studs Analysis and Design wwpa.or 0 -ASD Method How to Order'Prp - Developed by: Enter Data Print version. Member # 'Wdw Hdr Posts: Forum Engineers Location: *Wall Lines I & Z Sits On: Sill Plate 1. No Y!. f Dimension -Lumber N'Ominal-Size .: (1) 2 X, 4 Species- Douglas F . lr4.ardh Grade= Standard Dimension. Lumber Sill Plate-Nornihal Size,: 21 4 Species or Symbol = DouglasFir-Larch... Grade = No.2- RearihOt-.--c. 31! of Sill ' I F�nd? No Height (H). 7 ft -.10 in. P P 82' -lb = DL +.SL 'Unbrac:ed! Length (Ii) 11 ft, in: W 01.0 plf = Wind Unbraced Length (12)'= 1 ft -Din14 lu 1 ft0-in Seto (pressed-downbuttons are selected]� W kepetidV6 Use ?_ No Y " as Inclsed1orPT? No, Yes Flat Use: No Moisture Content: -7 >19% for P only'-f.q (psi) = 16' < 625 = Fc TemperatureTemperatureF): ' 000 .+ 100 -12 5 for P:+ W, fc -(psi) 16. < 625 Fe Set Duration Factors cb= 1.15 (P) 1.60 (P+w) (1.312)'fb (psi)- 0 11� 528 Fb Set Effeotive-Length Factor. K 1-:00 (ftiff CI)2 + fb /.[F!b (11 - k I Fce)] = 0,00 -C 1.00. OK Set DeU9otj6n,LiM.it A/H 120 Mid-H.Defiection: due, to W, A (inc h) 0i00 < H 120, OK. Section Properties: Post/Stud Sill PL breadthi, (0) 1:5.'. in I.& Adjustment Factors -Sill PL. depth (d).-. 35 in. I& Bendiho. Comp E COMP -1 Area (A) = 5.3. in A 2 Wet Service CM = 1.00 1.00 1.00 1:00' Section Modulus (S) = III: in A 31 Temperature 0.80 0.80 0.90 0.-80 Moment of Inertial (I)i= 5.4' in A 4 Beam Stability CL = 1. 00 N/A NIA N/A Size CF = 1.00. 1.00 NIA. N/A Flat Use C�j.= 1'.00 N/A N/A N/A Design Values . (psi) Siti PL Incising cl: = 1.00 1.00 1.00 1.00 Fb.. E Fc 4 Emin Repetitive. Member C 1-00 N/A: N/A N/A Reference .576*. .14.06: 1400000 625;25� 51.0000 Column Stability..(P) QP = N/A 0.95 N/A' VA Adjusted (P) 1224 1120000' 625: 459000 Column Stability (P+w) C'NYA PW 0.*93'. N/A N/A Adjusted (P+w) .528 1662. 1120000 625 459000 Beadng Area * Cb -= NIA N/A N/A 1.25; 2,. U1 :L7 ,�±+.,... Version: 3.1: Designed on, January 23; 2016 (Beams/JoistsBeams/Joists Analysis r Design V'V® ASD Method _ How to order.Pro e Developed by: Forum Engineers Enter. Data Print Version ...:... _.._.. Member# Door: Header Location: Wall Line 1 Nominal Size (1 )- 4. x 8 Species Douglas Fir -Larch "`.Dimension Lumber"" Grade = No.2 Span (L) = 3 ft - 8 in Tributary Width (B) _. 2 ft = 0 in Unsupported length (lu) 3.ft - 8 - 128. Ib 12816 190 100 90 -9e ,50 Shear Force, V (lb) 150 100 50�. iTr,� Kttir q1,4 0 Bending Moment, M (lb -ft) Beam or Girder f7loist or Rafter:. - . Member at " FIOOI` agora Repetitive Use:? 1'4,,. v < Incised for PT? No^ - Yes - Fiaft.11 No Ye§ Moisture Content Temperature.(*. F),:.<100 100-125 125^150 Set Duration Factors L.I� with :cantilever Set Deflection.Llmits (F- with Pomt Loads} N Reset Loads to'Zero I— with Sloped Load(s)' (pressed -down buttons are seiected) . LOADING Load Type. Dead Load Stress and/or Deflection Check — OK 3:5 in. A c t. u a I Allowable Ratio. Max tv (psi) & V.(Ib) 5 86 1.66 2801 3% .Maxfb (psi) & M (IbA) 46 118 1070: 2735 A% Total Load Max. Defl:.(in) 0.00 L / INF. 080 0.24 1% Live Load Max. Defi..(in). 0.00 L / INF. L/240 0.18 1% 190 100 90 -9e ,50 Shear Force, V (lb) 150 100 50�. iTr,� Kttir q1,4 0 Bending Moment, M (lb -ft) Beam or Girder f7loist or Rafter:. - . Member at " FIOOI` agora Repetitive Use:? 1'4,,. v < Incised for PT? No^ - Yes - Fiaft.11 No Ye§ Moisture Content Temperature.(*. F),:.<100 100-125 125^150 Set Duration Factors L.I� with :cantilever Set Deflection.Llmits (F- with Pomt Loads} N Reset Loads to'Zero I— with Sloped Load(s)' (pressed -down buttons are seiected) . LOADING Load Type. Dead Load Uniform w. (psf) _. 15: Adjustment Factors 3:5 in. ® depth (d) = for Fb for Fv Snow Load Uniform w (psf) = 26 Wet Service Cm = Co- 1;.15 1.00 1.00 Total Load Deflection (in) Section Properties Adjustment Factors 3:5 in. ® depth (d) = for Fb for Fv for E 25.4 in^2 Wet Service Cm = 1.00 1.00 1.00 Temperature Ct = 0.80 0.80. 0.90 -4. Beam Stability CL = 0.99 N/A WA ^4 Size CF = 1.30 N/A N/A 14 Flat Use Cru = 1.00 NIA NIA Incising Ci? 1.00. 1.00 1:00. Repetitive Member Cr` 1,:00, N/A N/A Buckling Stiffness CT = N/A N/A 1.22' A (C T for Emin only) Design Values. In.psi Fb, Fv, E Err Reference 900 180' 1600000 5800 Adjusted 1070 166 1440000 5220 Total Load Deflection (in) Section Properties breadth (b) = 3:5 in. ® depth (d) = 7.25 in a� Area (A) = 25.4 in^2 Section Modulus (SX) _ 30.7 in^3 Moment of),nertial.(Ix) = 1.1;1.1. In, A4: Total Load Deflection (in) 26 OF Z� Version: 3.1 Designed on: January 23, 2016 frAiPosts/Studsr r Design v ti � • ASD Method How to order Pro Developed by: Enter Data Print Version Member # Dr Hdr Posts Forum Engineers Location: Wall Line 1 Sits on Sill Plate ? No '. Yes " Dimension Lumber Nominal Size: (1) 2 x 4 Species = Douglas Fir -Larch Grade = Standard '• Dimension Lumber °' Sill Plate Nominal Size: 2 x 4 Species or Symbol = Douglas Fir -Larch Grade = No.2 Bearing at < 3" of Sill End? No Height (H) = 7 ft - 10 in P P = 128 Ib = DL + SL Unbraced Length (!f) = 1 ft - 0 in w= 0.0 plf = Wind Unbraced Length (12) = 1 ft - 0 in H lu = 1 ft - 0 in Setups (pressed -down buttons are selected) Repetitive Use? W Incised for PT ? Flat Use: No ;, Yes •. Moisture Contwd:F� for P only, fc (psi) = 24 < 625 = Fc -� Temperature 1" ' _ <100 100 2s 126~150_ for P + w, fc (psi) = 24 < : 625 = Fc -( Set Duration Factors Co = 1.15 (P) 8 1.60 (P+w) (1.3/2) fb (psi) = 0 < 528 = Fb set Effectwe4Length ,Faetor • K = 1.00 (fc / F'cf + fb I [Pb (1 - fc / Fee)] = 0.00 < 1.00 OK Set Deflection Orni A / H = 120 Mid -H Deflection due to w, a (inch) = 0.00 < H/120 OK Section Properties Post/Stud Sill PL breadth (b) = 1.5 in 1.5 Adjustment Factors Sill PL depth (d) = 3.5 in 3.5 Sending Go= E Comp -1 Area (A) = 5.3 in"2 5.3 Wet Service CM = 1.00 1.00 1.00 1.00 Section Modulus (S) = 3.1 in^3 Temperature C, = 0.80 0.80 0.90 0.80 Moment of Inertial (1) = 5.4 in"4 Beam Stability CL = 1.00 N/A WA N/A Size CF = 1.00 1.00 WA N/A Flat Use C u = 1.00 N/A N/A N/A Design Values (psi) Sill PL Incising Ci = 1.00 1.00 1.00 1.00 Fb Fc // E Fc -1 Emin Repetitive Member Cr = 1.00 N/A WA N/A Reference 575 1400 1400000 625 510000 Column Stability (P) Cp = N/A 0.95 N/A N/A Adjusted (P) 1224 1120000 625 459000 Column Stability (P+w) Ca„ = N/A 0.93 N/A N/A Adjusted (P+w) 528 1662 1120000 625 459000 Bearing Area Cb = WA N/A N/A 1.25 ' :+•r Version: 3.1 Posts/Studs Analysis and Design WWPG.0r f ASD Method How to Developed by: Enter Data Member # 2x4 Framing Forum Engineers Location: 24" OC Sits on Sill Plate ? No°':; Yes..;: " Dimension Lumber Nominal Size: ( 1) 2 x .4 Species = Douglas Fir -Larch Grade = Standard 2'OF 2.? Designed on: January 19, 2016 113 Ib = DL + SL Unbraced Length (11) = 6 ft - 8 in Order Pro Print Version " Dimension Lumber" Sill Plate Nominal Size: 2 , x 4 Species or Symbol = Douglas Fir -Larch Grade = No.2 Bearing at < 3" of Sill End? No Height (H) = 6 ft - 8 in P P = 113 Ib = DL + SL Unbraced Length (11) = 6 ft - 8 in w = 0.0 pif = Wind Unbraced Length (12) = 1 ft - 0 in H lu = 1 ft - 0 in S„atop; (pressed -down buttons are selected) W Repetitive Use ? ; , NO_. Yes Incised for PT No..: .::-.'Y®s; Flat Use: No Moisture Content: x1996 '1st,' _' for P only, fc (psi) = 22 < 612 Fc H Temperature (° F) `} <100 100-125 12 1. for P + w, fc (psi) = 22 < 625 = Fc -I . Set Duration Fecfore CD= 1-15(P) & 1.60 (P+w) (1.3/2) fb (psi) = 0 < 606 = Fb SeEEffeotive-length:feK = 1.00 ctor (fc / F'c)� + fb / [F'b (1 -fc / Fce)] = 0.00 < 1.00 OK t set oefleotwn Limit A/H = 120 Mid -H Deflection due to w, A (inch) = 0.00 < H/120 OK Section Properties Post/Stud Sill PL breadth (b) = 1.5 in 1.5 Adjustment Factors Sill PL depth (d) = 3.5 in 3.5 Bendin Comp // E Comp -1 Area (A) = 5.3 in"2 5.3 Wet Service CM = 1.00 1.00 1.00 1.00 Section Modulus (S) = 3.1 in"3 Temperature Ct = 0.80 0.80 0.90 0.80 Moment of Inertial (1) = 5.4 in^4 Beam Stability CL = 1.00 N/A N/A N/A Size CF = 1.00 1.00 N/A WA Flat Use Cr, = ' 1.00 N/A N/A N/A Design Values (psi) sill PL Incising C, = 1.00 1.00 1.00 , 1.00 Fb Fc // E J Emin Repetitive Member Cr = 1.15 N/A WA N/A Reference 575 1400 1400000 625 510000 Column Stability (P) CP = WA 0.47 N/A N/A Adjusted (P) 612 1120000 625 459000 Column Stability (P+w) CP,,,r = WA 0.36 N/A N/A Adjusted (P+w) 606 649 1120000 625 459000 Bearing Area Cb =: N/A N/A N/A 1.25 V i n g sistance Monte Call - 793 Camellia (530) 811.4732 Of f ice Truss Take -off Design & Sales Dr - Paradise, CA 95969 (530) 811-4132 FAX TRUSS ENGINEERING Deen Bros. Storage 6/2/2017 MiTek Industries 0a5_CE0 vo3 BUTTE COUNTY 1UN 0 5 2017 DEVELOpMENT SERVIC/E1S PERMIT iF- _ --- '9' 7 Yl/ti� BUTTE COUNTY DEVr OPMENT SERVICES ~ REVIEWED FOR CODE oiA. ? ANCE GATE _ �' � � � � •.- -- BY -• ` � �- (800) 772 5351 �LL:-: X1`7_ ISSUE DATE: ABOVE PLAN CALCULATIONS PROVIDED F R TRU —y �R{r [ PLACEMENT ONLY. REFER TO TRUSS c S i g n LL�VH �t F -- AND ENGINEERIN agg—-- RESION-1: STRUCTURALSDRAWING OR ALL /// Id Ilg FURTHER INFORMATION, BUILDING C T ! y� DESIGNER/ENGINEER OF RECORD 1 RAWN BY s L Q 1 EVISION-2: RESPONSIBLE FOR ALL NON -TRUSS ce ���� HECKED BY TO TRUSS CONNECTIONS. BUILDING %ERY LOCATION. —'sCALe oQZz,24S-T-ORA DESIGNER/ENGINEER OF RECORD TO M Q REVIEW AND APPROVE OF ALL ?I. (???1— _—_ _ _ AGE DESIGNS PRIOR TO. CONSTRUCTION. (530) 877 473, Off" 4. AIF designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. Al A2--- - -- _----- -- -_ _ A2 A2 A2 - A2 A2 A2 --- — �u�r- ��Ty ------ BUILDING DIVISION - --- A2 ISSUE DATE: ABOVE PLAN CALCULATIONS PROVIDED F R TRU —y �R{r [ PLACEMENT ONLY. REFER TO TRUSS c S i g n LL�VH �t F -- AND ENGINEERIN agg—-- RESION-1: STRUCTURALSDRAWING OR ALL /// Id Ilg FURTHER INFORMATION, BUILDING C T ! y� DESIGNER/ENGINEER OF RECORD 1 RAWN BY s L Q 1 EVISION-2: RESPONSIBLE FOR ALL NON -TRUSS ce ���� HECKED BY TO TRUSS CONNECTIONS. BUILDING %ERY LOCATION. —'sCALe oQZz,24S-T-ORA DESIGNER/ENGINEER OF RECORD TO M Q REVIEW AND APPROVE OF ALL ?I. (???1— _—_ _ _ AGE DESIGNS PRIOR TO. CONSTRUCTION. (530) 877 473, Off" 4. AIF designs are property of MEEK'S LUMBER AND HARDWARE. All designs are null and void if not fabricated by MEEK'S LUMBER AND HARDWARE. JobTruss _._-. Truss Type ----------------- --- -- --- — - IOIy Piy-- Deen Bros Storage Building 70724STORAGE Al GABLE 2 1 K3269208 DESIGN ASSISTANCE. PARADISE, CA Job Reference optional) 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jun 02 09:32:08 2017 Page 1 1.6-0 ID:corPlAaaaRu64dSoVPGIdyzAMOV-61EIODBI4UG9CkMbFKsuac6ROMo FllNgYDSlwzAMaL 1-6-0 9-0.0 9.0-0 18-0.0 19-6-0 9-0.0 1-6-0 Scale = 1:33.7 3x4 = 7 8 9 ro 17 16 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 DEFL. Verl(LL) in (loc) 15 I/deB Ud PLATES GRIP TCDL 11.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 -0.01 15 n/r h/r 120 MT20 220/195 BCLL 0.0 BCDL 10.0 Rep Stress Incr' YES WB 0.01 Horz(TL) 0.00 14 n/a 120 n/a Code IBC2012/TPI2007 Matrix -S Weight: 78 Ib FT = 20% LUMBER- TOP CHORD 2x4 DF No 18Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or -6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Blf G BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS ' 2x4 DF No.18Btr G REACTIONS. All bearings 18-0-0. (lb) - Max Horz 2=26(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 24, 22, 19, 17 Max Grav All reactions 250 Ib or less at joint(s) 2, 14, 21, 20, 25, 24, 23, 22, 19, 18, 17, 16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25h: B=45f1; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 24, 22, 19, 17. BUTTE COUNTY BUILDING DIVISION APPROVED u1 lA ZHgo `Ftic\ � 2rn C-' C70 6 8 70068 rn .9-3 8 * 1k P F 0� June 2,2017 ® WARNING - Verlry deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -T473 rev. 10107720/S 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, not g a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTe k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSO-89 and BCSI BuildingComponent Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type �Oly Ply -Dean Bros Storage Building 70724STORAGE A2 GABLE ----_- I12 ��— K3269 009 DESIGN ASSISTANCE, PARADISE, CA -- - - — - ---L_._J—_---Job Reference 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Jun 02 09:32:08 2017 Page 1 4-11-1 9-0-0 -1-6-0 - ID:corPlAaaaRu64dsoVPGldyzAMOV-61 EIOD814 UG9CkMbFKsuac60SMkyFINNgYDSIwzAMa L 13-0-15 _ _ 1 6-0 4.11-1 4-0-15 4-0-15 18-0-0 I 19-6-0 4-11-1 1-6.0 Scale = 1:33.7 4x4 = 4 sx4 = 5.5-4 ~— LOADING (psf) SPACING- 2-0-0 FBC DEFL. in (loc) I/deb L/d TCLL 20.0 Plate Grip DOL 1.15 5 Vert(LL) -0.05 8-9 >999 240 TCDL 11.0 Lumber DOL 1.25 0 Verl(TL) -0.17 2-9 >999 180 BCLL 0.0 Rep Stress Incr YES 6 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 LUMBER - TOP CHORD 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.18Blr G WEBS 2x4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=828/0-3-8, 6=828/0-3-8 Max Horz 2=26(LC 7) Max Uplift 2=-128(LC 8), 6=-128(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1656/215, 3-4=-1451/212,4-5=-1451/212,5-6=-1656/215 BOT CHORD 2-9=-162/1520,8-9=-88/1043,6-8=-162/1520 WEBS 4-8=-64/448,5-8=-287/47.4-9=-64/448,3-9=-287/47 3x4 = PLATES GRIP MT20 220/195 Weight: 72 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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 fall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 61=1b) 2=128,6=128. ®WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suits 312, Alexandria, VA 22314. BUTTE COUNTY BUILDING DIVISION APPROVE® Q,i3OESS10Nq ZH40 � 2 C 70068 R' 9-30 18 �1 P June 2,2017 MiTek' 250 Klug Circle Corona, CA 92880 STANDARD GABLE .SND. DETA I L VARIES. 12 MATCH COM. TRU55 LEDGER �� II MINIMUM GRADE u CORDS. AND STUDS PER. TRUSS DESIGN. ° z BU17E COUNTY 1 xBUILDING DIVISION GONTINOVS eeARiN& AS MWIREo 5PAN TO -MATCH COMMON TRU55 �I 8d @ 6" O.G, 2-I0d TYP. 4-I0d NAIL5. MIN. PLYWOOD SHEATHING TO . 2X4 STD: DF -L BLOCK 2' MAX SAVE W/ N0.2 OR 3TR 4x2" OUTLOOKER5 @ .32" O.C., DO NOT OVER GUT TOP CORD o OUTLOOKER NOTCHES. — 51MP50N A54 OR EOUI VALENT 5TRONGBAGK LEDGER SABLE END 5IMP50N A54 OR EQUIVALENT 2x CONTINOU5 BACKING W/ 1(5d'!5 © 24" O.G. MIN. GABLE TRU55TO BACKING a BACKING TO NOTES:TOP PLATE. 2X4 BLOCK 2X4 STUD OR BTR SPACED ® 5'-O" O.G. SHALL BE PROVIDED AT EACH END OF BRACE. CONNECT 'AT END W/ 17 4-IOd NAILS, MAX LENGTH STANDARD TRUSSES SPACED c 24" O.G. J,L P HO Q 066 EXP 06/90/14 �C N�9� of CIVIL CAL 1). 2X4 NO.2 OR BTR FOR LEDGER AND STRON66ACK NAILED TOOE 2),-2X4 LEDGER NAILED TO EACH STUD' WITH 3-I0d NAI.L5. THER W/ IOd NAILS o 6" O.G. 3). 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD W/ 2-IOCITOE NAILS. 4). THE [Oct NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE IOd BOX NAILS (0.131 "D I AX3,0 "LG) THIS DETAIL 15 APPLICABLE. To 5TRUGTURAL GABLE .END. IF THE FOLLOWING 60NE51Tl MCT. OS ARE 1). THE HORIZONTAL TIE MEMBER AT THE VERT OFENINO5HALL BE BRACED m 4'-O" MAX MPH EXP. G WIND LOADING. AX (-0R 85 21. MAX MEAN ROOF HEIGHT 15 45'. 3), MAX ROOF LIVE LOAD TO BE 40 POUND5 PER 5OUARE FOOT, 4). PLEASE CONTACT TRU55 ENGINEER IF THERE ARE 'ANY QUE5rION5, 5). DESIGN NOT VALID IF LOCATED ON AN 150LATED'HILL, RIDGE OR ESCARPMENT. I GCt.mpU�� us= riC Compression web bracing show aRerrate method to brace n onComp,rTrus designs is to resist buckfing of those webs- An Custom SoftHare Enoirwe fn the 2x4 bracing shown on a single me g f`4znuiaoturing 9 member is to atachTbracng. Tbr2ong is a 2x nw_riberplaced flat on the web as shown inthe figures. 1-2x4 Brace Re aired Sae aPPmPriat- CompaTrus Engineering 2 Or 3-2X4 BiaCeS SftOWn See appropriate C om p . TEngineeri n' sir c 2x4 T Brame 2x5 T Brace 'ArC• Z 2x4TBra ce rt rn Web -- Web r-7— eb The Tbrace must be at {east sn�4 of the we5 length acid is attached Typical at trusses Wax-, `h onfy. 1 Dd nails at 6-a.0 througt-o t4 . if a 2x4 or zce web req uires a single brace, a 2x4 T brace 2 ar3 braces a single 2x6 Tbrace ora 2x4 Tbrace aitad- 1 substituted- If a 2x4 or ' subsituted. The Tbrace(s) Dred to the top'and bottom of the wQb ( ) must be of equal orbetter material than the web.web rrmy be C Co Trusses at 24'6-c typical Z M' Resb-aird required at G) each ern of brace 0 ® O and at 20' Brace mint be E09; of intervals. ' the le ngth of the vwb, ® ®� 2x4 lateral brace with th 2-10d nails per truss. Refer to CompaTrus Eng, 2x4 T Brace with 1Dd nails at 6'ox. -LE tqo: Laiarl Brzc .Dclzil DATE: f o%n-;/os, IIuC 3006 /Cc.0 2007 Later2l Frar•�