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Home My WebLink About030-131-035BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds FEE INFORMATION DBF Garage -Wood Frame Plan Che $233.56 DBMSC Garage/Shop/Strge Wood F $350.34 PW DRAINAGE $0.00 LICENSED_ CONTRACTOR'S' DECLARATION Contractor (Name) State Contractors License No. / Class / Expires FACTORY DIRECT METAL INC 862138 / D-24 / .8/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 12/31/2007 Contractor's Signature Date WORKERS' COMPENSATION DECLARATION ( I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: State Fund Policy Number: 1838268 Exp. Dater/1/2008 (This section need not be completed if the permit is or one hundred dollars ($100) or less. 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' (;ompensation 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 12/31/2007 .Signature Date WARNING: FAILURE TO SECURE K R ERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CML FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $583.90 Balance Due: $0.00 Receipt No: OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are notintended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). lo k(ONTRACTORS AS OWNER OF THE PROPERTY; AM EXCLUSIVELY CONTRACTING WITH LICENSED TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: e Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the ( Contractors License Law.). I AM EXEMPT under Section B. & P.C. for this reason: Signature 12/31/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the o ner or am authfo �fzed�o -act o the roe owners behalf. ��x p 12/31/2007 e of Permittee [SIGN Print Date Owner 1:1 Contractor OR: Agent for Owner Agent for Contractor FILE COPY PROJECT INFORMATION Site Address: 1374 BIGGS AVE Owner: Permit N0: B07-2352 APN: 030-131-035 STANFIELD, WINONA Permit type: MISCELLANEOUS 1374 BIGGS AVE Issued Date: 12/31/2007 By AAM Subtype: Private Garage/Shop OROVILLE, CA 95965 Expiration Date: 12/30/2008 Description: SHOP/STORAGE 430' Occupancy: Zoning: AR_% Contractor Applicant: Square Footage: FACTORY DIRECT METAL INC STANFIELD, WINONA Building Garage Remdl/Addn P.O. BOX 1898 1374 BIGGS AVE 430 REDDING, CA 96001 OROVILLE, CA 95965 Other Porch/Patio Total . (530) 244-7510 A2A FEE INFORMATION DBF Garage -Wood Frame Plan Che $233.56 DBMSC Garage/Shop/Strge Wood F $350.34 PW DRAINAGE $0.00 LICENSED_ CONTRACTOR'S' DECLARATION Contractor (Name) State Contractors License No. / Class / Expires FACTORY DIRECT METAL INC 862138 / D-24 / .8/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. X 12/31/2007 Contractor's Signature Date WORKERS' COMPENSATION DECLARATION ( I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier: State Fund Policy Number: 1838268 Exp. Dater/1/2008 (This section need not be completed if the permit is or one hundred dollars ($100) or less. 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' (;ompensation 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 12/31/2007 .Signature Date WARNING: FAILURE TO SECURE K R ERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CML FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip $583.90 Balance Due: $0.00 Receipt No: OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such improvements are notintended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proof that he or she did not build or improve for the purpose of sale.). lo k(ONTRACTORS AS OWNER OF THE PROPERTY; AM EXCLUSIVELY CONTRACTING WITH LICENSED TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: e Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the ( Contractors License Law.). I AM EXEMPT under Section B. & P.C. for this reason: Signature 12/31/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the o ner or am authfo �fzed�o -act o the roe owners behalf. ��x p 12/31/2007 e of Permittee [SIGN Print Date Owner 1:1 Contractor OR: Agent for Owner Agent for Contractor FILE COPY S% BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** -CONTRACTOR OWNER INFORMATION Last Name City /� State F me Mailing Address / City p/J [h State Sta Zip Phone f� Fax E-mail State License Number -CONTRACTOR op / / City /� State .Address Phone Fax • _JCS ,.�i��l/IJ � ' State J • C1 f ,/ t D APPLICANT INFORMATION ARCHITECT/ENGINEER Name �. City /� State .Address Phone Fax City I N State Zip C1 f ,/ t D - b Fax E-mair State License Number APPLICANT INFORMATION Name Address City /� State Zip Phone Fax E-mail PROJECT LOCATION AP# Property Address City ` Policy Number Carrier PERMIT NO. (7 , 2S BIN # WORKER'S COMPENSATION If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Of' Name Address DESCRIPT/ON.OR SCOPE OF WORK: Sq FT- Living Garage Open CON ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): For office use only: Zoning Flood Zone SRA I Yes I N Occ. Type C nsl. C1 f ,/ t D ! Lir i \A S 3 o� i VING%JiViS10�9-9liiL�IfVGP APPROVAL:: 1$ '' J S i use Parksng:,.�. n I ping: .90 �� v Other. = Signature: L dft fo. a; - -fig _A BUTTE COUNTY NOV 2007 DMLOMIENT SERVICES , ft 1': 8Q1:766,0361 F BEI 1.766.0362 2414 N. 1325 E. • LEH1, UT 8494$ Fak ■ T6: -Jim, Peterso' n = 530-538-2940 Proms Mitch mortenssn, P.E. Pte: 49141ae®na eta fl®lad —steel building (Factory Direct metai) Jim, Attached is a fax for an addendum to the foundation plan,peoificall redhead wedge aiicho�• Please. let me know ifyou have any mord detail regarding the location of. y questi(3iis or need anything else-. Thank, you. Sincerely, Mitch h4ortensen, P.E. eiviLs ENGint�ERIN� . • cTPE1CY,Q VqL E NOINEERING , 6 LAN O •PLANNlr4e T -A -._... g00 08L T 08 Z dfi0�90 usiogas W815,f i L008 90 O -IU Y 1 eiviLs ENGint�ERIN� . • cTPE1CY,Q VqL E NOINEERING , 6 LAN O •PLANNlr4e T -A -._... g00 08L T 08 Z dfi0�90 usiogas W815,f i L008 90 O -IU BUTTE COUNTY FEE. SUMMARY Printed: 11/19i2007 7 County Center Drive 11:38 am 'Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530)538-2140 Permit Number: B07-2352 Job Address: 1374 BIGGS AVE Contractor: FACTORY DIRECT METAL INC P.O. BOX 1898 REDDING, CA 96001 Fee Description Account Number Fee Amount Paid Date Pmt Amt PW DRAINAGE Thermalito Drainage (by unit) 1800-0-280-1011822 $0.00 DBMSC Garage/Shop/Strg'e Wood F 0010-440001-4210500-1010 $350.34 DBF Garage -Wood Frame Plan Che 0010-440001-421.0500-1010 $233.56 11/19/2007 $233.56 583.90 $233.56 Printed By: Gwyn Benedict Balance Due: $350.34 At the time of permit application, I was advised the above fees are required prior to-'issuance`of.the permit: These fees may change during the plan checking process. Signature: Date: 1.1/19/2007 Pursuant to Government code Section 66020, you are hereby notified. those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are, specified in Government Code'Section 66020(a). Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-2352 Date: 11/19/2007 Location: 1374 BIGGS AVE B/Phone: KEJ Parcel Number: 030-131-035 ype: Private Garaze/Shop Owner Name: STANFIELD, WINONA Description: SHOP/STORAGE The above permit application has the following Clearances required prior to pe t issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit appli tion. Yes No I DRAINAGE DISTRICTS ❑ ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 5965 - (530) 533-0740 ❑ ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533- 00 ❑ ❑ City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 5-4711 ❑ ❑ Chico Area Recreation District, 545 Vallombrosa, ico CA 95926 - (530) 895-4711 ❑ ❑ Durham Park & Recreation District, 9447 Midw , Durham CA 95938 - (530) 345-1921 ❑ ❑ Feather River Recreaction &Park District, 1 0 Myers Street, Oroville CA 95966 - (530) 533-2011 ❑ ❑ Paradise Parks& Recreation, 6626 Skywa , Paradise CA 95969 - (530) 872-6393 E Biggs Unified School /ol2 00 B S eet, Biggs CA 95917 - (530) 868-1281 Chico Unified School1163 ast 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified Schot, 920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School Distrignolia, Gridley CA 95948 - (530) 846-4723 Marysville School Dis9 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary strict, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High,hington Ave, Oroville CA 95966 - (530) 538-2300 Ext: 105 Paradise Unified Recorded c712 City of Big Other: Other: ❑ Other: is ool District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Agricultural Acknowledgment Statement- See Attached Instructions ning Department, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 Signature of Property Owner: FILE Date: 11/19/2007 13utte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965. (530) 538-7266. Telephone (530) 538-7171 Fax www.buttecounty.net/dds om $ . trc w National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit -and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-2352 Date: 11/19/2007 Location: 1374 BIGGS AVE By: KEJ Parcel Number: 030-131-035 Owner Name: STANFIELD, WINONA Description: SHOP/STORAGE Sub Type: Private Garage/Shop Phone: By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to. apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. i _Lie ✓ii 1 - /r_ FILE Date: 11/19/2007 Butte County Department of Development Services TIM SNELUNGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone (530) 538-2140 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (fora fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municivalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-2352 Location: 1374 BIGGS AVE Parcel Number: 030-131-035 Date: 11/19/2007 Owner Name: STANFIELD, WINONA Phone: Description: SHOP/STORAGE Signature of Applicant: Q/ Date: 11/19/2007 FI jvwl�.-Jmllror I-IV IAW tN T+1. 01, oo ,00 ;kp 9m 1 911, -- 01.00 SP40R — D� 1�yys MI.— - IWO T T;-!, COMITY NOV 2007 DEE V*F.LOYlkMNT Structural Calculations for Factory Direct Metal 5625 Eastside Road Redding CA, 96001 Winona Stanfield 1374 .Biggs. Ave Oroville, CA 95965 (14'x 30' x 11'-6" Steel Building (5'-0" O.C. Frame Spacing) &r7-2-3 BUTTE COUNTY BUILDING DIVISION Prepared By: Mitch Mortensen, �.E. EN ]BUTS 2 6/ D7 c 'COUNTY 446 ' m NOV 19 2007 s��T V1 Q. ' .DEVELOP11112:IT FBF CAL1F0 CIVIL ENGINEERING • E7 TRUCTURAL ENGINEERING • LAND PLANNING 241 4 N. 1 325 E. LEHI. LT B4043 • P: F101 .76B.036I F: BO .76E.0362 m 5 TABLE .OF CONTENTS SECTION and DESCRIPTION PAGE NO. 1.0 DesigniCriteria . 1.1 : Design Codes and References 1.2 Design Loads. 1.3 Design Materials and Stresses 2.0 General Notes 2.1 Concrete Specifications 2.2 Concrete Reinforcing .Specification 2.3 Soil Specifications 2.4 Steel Specifications 3.0 Structural System 3.1 Roof System 3.2 , . Wall System 3.3 Floor System " 3.4 Foundation System 4.0 Design Parameters 5.0 Structural Loads 5.1 Vertical Loads s 5.2 Lateral Loads 5.3 Load Combinations 6.0 Structural Analysis 6.1 Gravity;'Wind and Seismic Forces 6.2 Check Roof Sheathing 6.3 Overturning and Uplift Forces 6.4 Check Roof Rafter 6.5 Check Sub-Girts 6.6 - Check C01umn 6.7 Check Elbow Connection 6.8 Check Anchorage at Base of Columns 8.0 Structural Sketches 9.0 Product Data - PAGE NO ------------------------------ t r ------------------------------ 4 m 5 TABLE .OF CONTENTS SECTION and DESCRIPTION PAGE NO. 1.0 DesigniCriteria . 1.1 : Design Codes and References 1.2 Design Loads. 1.3 Design Materials and Stresses 2.0 General Notes 2.1 Concrete Specifications 2.2 Concrete Reinforcing .Specification 2.3 Soil Specifications 2.4 Steel Specifications 3.0 Structural System 3.1 Roof System 3.2 , . Wall System 3.3 Floor System " 3.4 Foundation System 4.0 Design Parameters 5.0 Structural Loads 5.1 Vertical Loads s 5.2 Lateral Loads 5.3 Load Combinations 6.0 Structural Analysis 6.1 Gravity;'Wind and Seismic Forces 6.2 Check Roof Sheathing 6.3 Overturning and Uplift Forces 6.4 Check Roof Rafter 6.5 Check Sub-Girts 6.6 - Check C01umn 6.7 Check Elbow Connection 6.8 Check Anchorage at Base of Columns 8.0 Structural Sketches 9.0 Product Data - PAGE NO ------------------------------ 4 ------------------------------ 4 -----------------1 -----=------------ 4 ------------------------------ 4 ------------------------------ 5 ------------------------------ 5 ---------- ;------------------ 5 ------------------------------ 6 ------------------------------ 6 ------------------------------ 6 ------------------------------ 6 ------------------------------ 6 ------------------------------ 6 ------------------------------ 6 ------------------------------ ------------------------------ 8 ------------------------------ 8 ------------------------------ 9 ------------------------------ 10 ------------------------------ 11 ------------------------------ 11 ------------ ----------------- 12 ------------------------------ 12 ------------------------------ 13 ------------------------------ 14 ------------------=----------- 16 -------------------=---------- 17 ------------------------------ 17 ------------------------------ 33 ------------------------------ 34 I� 1.0 DESIGN .CRITERIA: ' 1.1 DESIGN'CODES,B REFERENCES • 1997 Edition of the Uniform Building Code • 2001 Edition of the California Building Code • Steel: Allowable Stress Design, Ninth Ed. (RISC) • Concrete: Reinforced Concrete Design Handbook (ACI) • Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: CBC Sec. 1.607 Wind Load: 75 mph, Exp.B Seismic'Load:1 Zone 3 Snow Load: 30 psf (ROOF) - 1.3 DESIG,N.MATERIALS & STRESSES Steel Tubing , Manufactured per ASTM -A500 Carbon Steel 16-22 Gauge — cold rolled steel 16-7 Gauge — hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153; Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts: ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 Bars and smaller Fy = 40,000 psi Grade 60: , #5 Bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (with 1/3 increased for seismic) in accordance with the 1997 UBC, the 2001 CBC. 2.0 GENERAL NOTES: 2.1 CONCRETE SPECIFICATIONS 1 All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chamfered 1" whether or not shown on the drawings. 2 The maximum concrete slump shall be: Slabs 3" + or — 1" All other work 4" + or — 1 " 3 The minimum cement content shall be 5 1/z sacks per cu. yard and shall be a standard brand type Il, low alkali, per ASTM C-150. 4 Any water reducing agents added shall be used to reduce the water/cement ratio. 5 Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.N.O. Use'/<" aggregate for slabs on grade. 6 Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral. Requirements" on the following pages. 7 Curing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures, and shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days). 0 Special Inspection is NOT required for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lapped not less than 30 bar diameters and in no case less than 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. Reinforcing bars to be deformed bars conforming to ASTM A-615 76A.. #3 & #4 Grade 40 #5 & larger Grade 60 3 All reinforcing steel shall be accurately positioned and adequately tied using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4 Concrete cover over reinforcing is required as follows: 3" ---------- concrete is exposed to and cast against earth 2" ---------- concrete is exposed to earth but cast against formwork 1 '/2° ---------- concrete is not exposed to earth or weather 2.3 SOIL SPECIFICATIONS 1 Minimum required soil bearing (DL + LL) to be 1000 psf. 2 Expansive index (assumed' / from report) "verification may be required by building official 3 It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waved by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4 All required fill and backfill shall be compacted to at least 90% of maximum density unless otherwise noted on•a soils report. 2.4 STEEL SPECIFICATIONS 1 All structural steel plates, bars, angles and channels shall conform to ASTM A36 Standards. 2 All steel tube products shall be manufactured per ASTM -A500 Grade A -'1008 and 1010 Carbon Steel Grade B - 1010 thru 1022 Carbon Steel / 15 gauge and heavier Grade C 1015 thru 1022 Carbon Steel / 15 gauge and heavier 3 Carbon Steel used shall conform to the following: 16 gauge — 22 gauge (cold rolled steel) 16 gauge — 7 gauge (hot rolled steel) 4 Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5 Bending Radius: (Minimum workable) 2 '/2 to 3 times the outside diameter (round) 3'/2 to 5 times.the outside dimension (shapes) 3.0 STRUCTURAL SYSTEM: 3.1 ROOF SYSTEM Steel decking over steel tube standard truss with collar tie. Diaphragm will be considered flexible for calculation purposes. 3.2 WALL SYSTEM Ordinary moment resisting frame, horizontal metal decking. 3.3 FLOOR SYSTEM No Floor 3.4 FOUNDATION SYSTEM Concrete Slab & Redhead 3 i 1 4.0 DESIGN PARAMETERS: Building Dimensions Width 14 ft Length 30 ft Eave Height 11.5 ft Frame Spacing 5 ft Post Number of Posts in Transverse Direction Number of Posts. in Longitudinal Direction Elbow Connection Brace Horizontal Length Brace Vertical Length' Soil Type: Foundation Type: Slab Thickness Concrete Density Footing Width Footing Depth Anchor Type Roof Sheathing Roof Sheathing Gauge Roof Purlin Spacing Wall Sheathing Wall Sheathing Gauge Roof Rise 3 Roof Run 12 Peak Ht. 13.25 ft 2 8 18 in 18 in Soft Slab on Grade 4 in 144 pcf 12 in 12 in CRedHeadWedge 29 GA 3.5 ft o. c. 29 GA 5.0 STRUCTURAL LOADS: 5.1 VERTICAL LOADS '.5. 1.1 I?oof,Loads Dead Load's (Estimated) De ' cking: 2.0 psf Framing: 1.5 psf Misc.: 1.5 psf Total 5.0 psf 5.1.2 Wall Loads Dead Loads (Estimated) Steel 5 psf Total 5. psf Live Load (CBC Table 16-C), Roof Live Load:' 20 psf Roof Snow Load: 30 psf Live Load - See Section 5.2 5.2 LATERAL LOADS 5.2.1 Wind Loads Site Conditions: Wind Speed: 75 mph Exposure Cat.: B Iw 1.0 CBC Table 16-K (Occupancy Group 4) Eave,Ht., 11.5 ft Peak Ht. 13.3 ft P = Ce Cq qs Iw CBC Sec. 1620 Method I (Normal Force Method) CBC Sec. 1621.2 Ce 0.62 (interpolated) CBC Table 16-G Walls Cq 0.8 inward (windward) CBC Table 16-H 0.5 outward (leeward) Roofs Cq .7 + .5 = , 1.2 outward .(perpendicular to ridge, leeward) 0.3 inward (slope 3:12 windward) .7 + .5 = 1.2 outward ,(parallel to ridge) qs 16.4 psf CBC Table 16-F 5.2.1 Wind'Loads' (Cont.) Pwalls,= 8.1 psf inward (windward) 5,1 psf outward (leeward) Proof= 12.2 psf outward (perpendicular to ridge, leeward) 3.1 psf inward (windward) 12.2 psf outward (parallel to ridge, leeward) 5.2:2 . Seismic Loads Total Design Base Shear: V = 3.0 Ca W CBC Sec. 1630.2.3.2 R Na = 1 CBC Table 16-S Ca 0.36 CBC Table 16-Q R = 4.5 CBC Table 16-N V = 0.24 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Steel Structures CBC Sec 1607.4.2. 1. D+,Lr 2. .D+W. 3. D+S Note: Floor D and L is excluded. 6.0 .. STRUCTURAL ANALYSIS 6.1 GRAVITY, WIND AND SEISMIC FORCES 6.1.1 Roof Contribution D + Lr. =25.0 psf D + W = -7.2 psf UPLIFT D + S = 35.0 psf 6:1.2 Lateral Contribution Wind: Transverse direction = 103 plf Longitudinal direction= 99 plf Seismic:. Weight 4630 lbs (Wall DL x (Wall Ht. / 2) x (Total length of wall) + (Roof DL x Length x Width) V= 1111.2 lbs (.27 x W) Transverse direction = 37 plf (V / Length) Longitudinal direction = 79 pif (V / Width) Governing Forces: Transverse direction: 103 > 37 WIND GOVERNS Longitudinal direction: 99 > 79 WIND GOVERNS Unit Shear: Transverse direction: V = 103 x 5 = 257 lbs/Post 2 Posts Longitudinal direction: V = ' 99 x 14 = 87 lbs/Post 2 x 8 Posts WW LWrom 4 Ww,00r LWwall F WWwau �l�ll l�llll LW LW: WW ~ ~ f— 4-- 4 F 4 Lwwall wwwall 6.2 CHECK ROOF SHEATHING Design Forces: Gravity = 35 psf Shear = 103.plf Uplift = ..'-7.,2 psf USE 29 Ga. Pro -Rib Sheathing RATED AT 44PSF WIND LOAD, 53PSF GRAVITY LOAD, FOR (2) 5 FT. SPAN. FASTEN TO ROOF RAFTERS PER MANUFACTURERS INSTRUCTIONS (TO RESIST MIN: DIAPHRAGM SHEAR OF,149 PLF) USING NO. 12-14 SHEET METAL SCREWS RATED AT 2000 LBS SHEAR OR -BEARING AND -'143 -LBS PULLOUT. 6.3 OVERTURNING AND UPLIFT FORCES Few Fww T C MOT = (Fww + FEW) x Eave Ht. = 513 lbs x 11.5 ft = 5905 Ib -ft T = C = 5905 Ib -ft / 14 ft = 422 Ib Uplift at post,base due to wind uplift at roof: Uplift=* 12.2 psf ` x 7 ft x 5 ft = 427 Ib Dead load of structure to resist uplift (per post): DL wall = 5psf x 11.5 ft x 5 ft 287.5 Ib, DL roof = 5 psf x 7 ft x 5 ft = 175 Ib DL total = 462.5 Ib Net Uplift at base of post: Upliftne1= -422 lbs + -427 Ib + 462.5 Ib = -386 Ib 6.4 CHECK 3x2 RAFTERS w 1111111111111111 7 f W 35 psf x 5 ft = 175 plf M 175 plf x 7 ft'/ 12 = 714.583333 ft -Ib 8575 in -lb Sx = 0.61 in' fb M/Sx = 8575 / 0.61 = 14057 psi Fb allowable 33000 psi Since 14057 psi < 33000 psi OK USE 3 x 2.x 14 GA: RAFTERS 6.5 CHECK SUB-GIRTS Total Number of Purlins = 6 Purlin Spacing = 14 ft = 2.8 ft 5 spaces W 35 psf x 2.8 ft = 98 plf Bending Moment., 107 1 1 111111 11 1111111 +.077 M = wLZ x .107 = 262.2 ft -Ib = 3146 in -Ib fb M / Sx = 3146 / 0.3085 = 10197 psi Fb allowable = 33000 psi Shear: w 1111111111111 17T 15 28 V = wL x (17/28) + wL x (15/28) = 560 lbs fv = 3V/2A= 3x 560 = 1690 psi 2 x 0.4971 inZ Fv = 22000 psi .q Since 1690 psi < 22000 psi OK Section Pro erties Size . ..2x2 in Thickness 0.065 in A 0.4971 inZ Ix 0.3085 in Sz 0.3085 in rx 0.7878 in 0.3085 in" S 0.3085 in 0':7878 in Total Number of Purlins = 6 Purlin Spacing = 14 ft = 2.8 ft 5 spaces W 35 psf x 2.8 ft = 98 plf Bending Moment., 107 1 1 111111 11 1111111 +.077 M = wLZ x .107 = 262.2 ft -Ib = 3146 in -Ib fb M / Sx = 3146 / 0.3085 = 10197 psi Fb allowable = 33000 psi Shear: w 1111111111111 17T 15 28 V = wL x (17/28) + wL x (15/28) = 560 lbs fv = 3V/2A= 3x 560 = 1690 psi 2 x 0.4971 inZ Fv = 22000 psi .q Since 1690 psi < 22000 psi OK 6.5• CHECK SUB-GIRTS (CONT.) Axial: Axial load in purlin acting as drag strut: fa = 'P / A = 87 lbs = 175 psi 0.4971 int Fa allowable = 4000 psi Combined Axial and Bending: (fb/Fb) + (fa/Fa) <_ 1.0 10197 psi + 175 psi = 0.35 33000 psi , 4000 psi Since 0.35 < 1.0 OK Deflection: Aa _ L/360 = 5.0 ft x 12in = 0.17 in 360 A = 5wL4 = 0.15 in 384 E I Since 0.15 < 0.2 OK USE.2 x2 x 16 GA. SUB -GIRT PURLIN i. 6.6 CHECK 3x2 COLUMNS Section Pro erties Size ' 3x2 in Thickness 0.109 in A 1.022 int Ix 1.2598 in Sx 0.8399 in rx 1. 11031 in ly 0.6715 in Sy 0.6715 in ry 0.81.06 in ° . Axial; fa = P/A = 35 psf x 5 ft x 7 ft = 1199 psi 1.022 int Cc = (2n2E/Fy)112 = 107 E = 29000000 psi Fy = 50000 psi KL/r = 1.2 x 11.5 ft x 12 = 149 1.1103 Since KI/r > Cc USE ELASTIC BUCKLING EQ. Inelastic Bucklin Fa = 1 - (KL/r)2 Fy 2CC2 = N/A = WA psi (513) + 3(KL/r) -Kf L/r)3 N/A SCC 8CC3 Elastic Buckling: Fa = 12 n2 E = 6727 psi 23 (KL/r)? Bending Momenta ' w = 8.1 psf x 5 ft = 41-plf per frame = 20 plf peg post - M = 20 plf x 11.5 ft 2 /8 = 336 ft -Ib = 4034, -in -lb fb = M/Sx = 4034.15 / 0.8399 = 4803 psi. Fb = 33000 psi f 6.6 CHECK 3x2 COLUMNS (CONT.) Combined Axial and Bending: (fb/Fb) + (fa/Fa) < 1.0 4803 psi + 1199 psi = 0.32 33000 psi 6727 psi Since 0.32 < 1.0 OK Deflection: da = L/360 = 11.5 ft x 12in = 0.58 in 240 d= 5wL4 = 0.22 in 384 E I Since 0.22 < 0.6 OK USE 3 x 2 x 12 GA. COLUMNS 6.7 CHECK MOMENT IN ELBOWCONNECTION Moment in Elbow Connection: Me = 35 psf x 6 in x- 7 ft x 612.5 ft -Ib 7350 in -Ib Stress in Elbow. Connection due to. Moment = Me/Sx = 12049 psi Fb allowable = 33000 psi Since 12049 psi < 33000 psi OK 6.8 CHECK ANCHORAGE AT BASE OF COLUMNS Tension (uplift) = 386 lbs Shear= 257 lbs/post / USE 1/2" ITW TruBolt Redhead Wedge Anchorl l Tension (allowable) = 4600 lbs 11 Shear (allowabie) = 7240 lbs 386 513 + 257 5/3 = 0.02 4600. 7240 Since 0.02 < 1 OK 5 f See Section 6.2 FDM'-, FACTORY DIRECT, METAL 5625 EASTSIDE RD. REDDING CA, 96001 14' x 30' x 11'-6" Eave Height Steel Storage Shed (5-0" o.c. Frame Spacing) PROJECT INFORMATION OWNERNAME:Winona Stanfield PROJECT ADDRESS: 1374 Biggs Ave. Oroville, CA 95965 SHEETINDEX I- COVER SHEET 2.3 GENERAL NOTES 4- FOUNDATION PLAN 5 -ROOF FRAMING PLAN 6-FRONT/BACK WALL FRAMING & TYP. FRAME ELEV. 7 -TYPICAL SIDE WALL FRAMING/ELEV. 8-9 CONNECTION DETAILS 10- MISC. INFORMATION DESIGN LOADS- DEAD LOAD:5 PSF. LIVE LOAD: 20 PSF SNOW LOAD: 30 PSF (ROOF) WIND LOAD: 75 MPH EXP B. SEISMIC: ZONE 3 i MITCH C.' MORTENSEN C66446. } FACTORY DIRECT METAL Date: NOV 14, 2007 SCALE AS SHOWN '► ®} STEEL STORAGE SHED COVER SHEET 1 2414 N: 1325 E. LEHI, UT 84043 I f: 801.768.0361 F: 801.768.0362 Winoua Stanfield Of 10 STATEMENTS 1. THESE CONSTRUCTION DRAWINGS AND SPECIFICATIONS ARE FOR BUILDING PERMIT EVALUATION ONLY. THE CONTRACTOR OF RECORD IS RESPONSIBLE FOR ERECTING THE STRUCTURE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. GENERAL NOTES LODESIGN CRITERIA: I. l DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (RISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: CBC Sec. 1607 Wind Load: 75 mph, Exp. C Snow Load: 30 psf Seismic Load: Zone 3, O.M.R.F. 1.3 DESIGN MATER/ALS & STRESSES Steel Tubing Manufactured per ASTM -A500 Carbon Steel 16-22 Gauge - cold rolled steel 16-7 Gauge - hot rolled steel Hot Dipped Galvanized ASTM A-123 and ASTM A-153 Bolts Anchor Bolts: ASTM A-36 or better Machine Bolts:ASTM A-307 or better Reinforcing Steel ASTM A -615-76A Grade 40: #4 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight F'c = 2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/ 1/3 increased of seismic) in accordance with the 1997 UBC, the 2001 CBC. rx 4 s ,�. ;- '► 2414 N. 1325 E. I P: 801.768.0361 LEHI, UT 84043 F: 801.768.0362 FACTORY DIRECT METAL STEEL STORAGE: SHED NOTES Winona Stanfield Date: Nov 14, 2007 Of 10 'SCALE: as SHOWN LOGENERAL NOTES I. I CONCRETE SPECIFICATIONS 1. All concrete shall be normal weight and attain a minimum compressive strength of 2500 -psi in 28 days. All concrete edges, corners, and intersections shall be tooled or chamfered I" whether or not shown in the drawings. 2. The maximum concrete slump shall be: Slabs .... 3" +/- I" All other work..... 4" +/- I" 3. The minimum cement content shall be 5 '/2 sacks per cu yard and shall be a standard brand type ll, low alkali, per ASTM C-150. 4. Any water reducing agents added slialI be used to reduce the water/cement ratio. 5. Aggregate,shall conform to ASTM C-33. Maximum aggregate size shall be I" U.O.N. Use'''A" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an American manufacturer and installed per "Lateral Requirements" on the following pages. 7. Cuing: Freshly deposited concrete shall be protected from premature drying and excessively hot or cold temperatures. And shall be maintained with minimal moisture loss at a relatively constant temperature for the period of time necessary for the hydration of the cement (typically 7 days) 8. Special inspection is NOT required of the footing concrete. 1.2 CONCRETE REINFORCING SPECIFICATIONS I. All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made at or near points of maximum stress. Splices shall be lopped not less then 30 bar diameters and in no case less then 24". Reinforcing bars shall have minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 2. Reinforcing bars to be deformed bars conforming to ASTM A -615-76A: #3 & #4... Grade 40; #5 & larger... Grade 60 3. All reinforcing steel, shall b6. accurately positioned and adequately tied; using proper chairs and bolsters. Nails in wall or stem wall forms will not be acceptable. Supports and chairs placed against exposed surfaces shall be galvanized or provided with plastic feet. 4. Concrete cover over reinforcing is required as follows: 3"... where concrete is exposed to and cast against earth. 2"...where concrete is exposed to earth but cast against formwork. I '/2"...where not exposed to earth or weather. 2414 N. 1325 E. P: 801.768.0361 LEHI, UT 84043 F: 801.768.0362 1.3 SOIL SOECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1500 psf. 2. Expansive index = (assumed* / from report) *verification may be required by building official 3. It is recommended that on building sites exhibiting characteristics of instability, a soils investigation be performed (unless waived by the local building review agency). Any deviation from the design values shall be brought to the engineers' attention. 4. A11'required fill and backfill shall be compacted to at least - 90% of maximum density unless otherwise noted on a soils report. 1.4 STEEL SPECIFICATIONS 1. All structural steel plates, bar, angles and channels shall conform to ASTM A36 Standards. 2. All steel tube products shall be manufactured per ASTM -A500 ' Grade A-1008 and 1010 Carbon Steel Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conforni to the following: 16 gauge - 22 gauge (cold rolled steel) 16 gauge - 7 gauge ( hot rolled steel) 4. Wall thickness: Cold rolled tubing (see table 9 of ASTM A-513) Hot rolled tubing (see table 6 of ASTM A-513) 5. Bending Radius: (Minimum Workable) 2 '/ to 3 times the outside diameter (round) 3 '/2 to 5 times the outside dimensions (shapes) FACTORY DIRECT MET STEEL STORAGE SHED NOTES Winoua Stanfield Date: NOV 14, 2007 SCALE: AS SHOWN 3 of 10 - 4d e eSiA9 e /6 /6 wwf a A. a . r Qe, a mm 11`OUNDATMN PLAN ' rrW/ REONEAD WEDGE ANOW SCALE: 1/8° = 1'-0" 0 2x1 RECr. TUBE— SEE Pw 4; t Pu � 6/e/Io/lo wxr TAPLI E scatE lvrs `W J\ 2"x3" POST N DIA. ITW/RAMSET WEDGE ANCHOR 4 BARS ® 16. O.C. HORIZ: i 2-i/4- EMBEDMENT INTO CONC. - BARS r� 24" O:C. VERI.��__�SEE FOUNDAVON PLAN ABOVE FOR 4" MINLOCATION & SPACING. EDGE DIST.4BARS x CONT. SEE PLAITW/REDHEAD WEDGE ANCIIO " FACTORY DIRECT METAL Date: NOV .14, 2007 STEEL, STORAGE SHED SCALE: AS SHQ- FOUNDATION PLAN 4� N. 1725 E I P: 801.768.0361 UT 84043 F: 801.768.0362 WinouaStaafWd Z `d 29co 99L 108 df ass U8133d9 WdTs = T L002 so o6a 7 7.0" (TYP.) LEGEND FOUNDATION PLAN' ITW/ REDHEAD WEDGE ANCHOR SCALE: 1/8"= I'-0" 0 2x3 RECT. TUBE- SEE PLAN SEE PLA 4- SLAB W/ 6/6/10/10 WWF FOUNDATION SECTION A -A SCALE:NTS rSLAB (WHERE APFUCABLE) - 2"x3• POST 4 BARS 0 16' O.C. HORIZ. DIA. ITW/RAHSET WEDGE ANCHOR 4 BARS 0 24. O.C. VERT. 4 BARS x CONT. N Q ITW/REDHEAD WEDGE ANCHOR SEE PLANS SCALE: NTS - FACTORY DIRECT METAL Date: NOV 14, 2007 ®' STEEL STORAGE SHED SCALE: AS SHOWN - v•,° °''" FOUNDATION PLAN 4 2414 N. 1325 E.I P:. 801.768.0361 LEHI, UE 84043 F:..801.768.0362 Winoua Stanfield Of 10 15t 15� iR V D m FOR FRONT WALL FOR BACK WALL FRAMING -SEE PAGE 66 SAYS FRAMING -SEEPAGE 6 360.00" 30'-0" 2"x3" RECT. TUBE FRAME OOF DECKING ROOF FRAMING PLAN SCALE: 3/16" = 1'•0" 18.0 „ STITCH SCREW x"AT 30" O.C. 2x3 RAFTER SHEATHING ON HAT CHANNEL I 'SCALE: NTS v FACTORY DIRECT METAL Date NOV 74, 2007 x STEEL STORAGE SHED SCALE: AS SHOWN r�+. I X 5:. .a ROOF FRAMING PLAN 5 2414 K 1325 E.' P: 801.768.0361 Of I LEHI, LIT 84043 1 F: 801.768.0362 Winoua Stanfield 1 W N W p m m m m W I U V V U V p V V V t0 J x p N N W d A J N 15t 15� iR V D m FOR FRONT WALL FOR BACK WALL FRAMING -SEE PAGE 66 SAYS FRAMING -SEEPAGE 6 360.00" 30'-0" 2"x3" RECT. TUBE FRAME OOF DECKING ROOF FRAMING PLAN SCALE: 3/16" = 1'•0" 18.0 „ STITCH SCREW x"AT 30" O.C. 2x3 RAFTER SHEATHING ON HAT CHANNEL I 'SCALE: NTS v FACTORY DIRECT METAL Date NOV 74, 2007 x STEEL STORAGE SHED SCALE: AS SHOWN r�+. I X 5:. .a ROOF FRAMING PLAN 5 2414 K 1325 E.' P: 801.768.0361 Of I LEHI, LIT 84043 1 F: 801.768.0362 Winoua Stanfield Y a a ;o i i u o, o n WALL DECKING ,-ROOF DECKING 10'-0" (W) z 10'-0" (H) OVERHEAD DOOR 168.00" (14'-0"j REAR WALL FRAMING SCALE: 3/16" =1'-0" �OOF DECKING STEEL TUBE FRAMING AT 48" O.C. FRONT WALL FRAMING SCALE: 3/IG"= 1'-0" DECKING TYPICAL INTERMEDIATE FRAME SCALE: 3/16" = 1'-0" FACTORY DIRECT METAL Date: NOV 14, 2007 STEEL STORAGE SHED. SCALE: As SHOWN' COVER SHEET 6 2414 N. 1325 E. I, P: 801.'768.0361 LEHI, UT 84043 F: 801.768.0362 Winoua Stanfield- Of 1.0 8 BAYS ® 60.00" O.C. REF 360.00' 30'-0" RIGHT SIDE WALL FRAMING SCA L E: 3/16" = 1'-0" �--ROOF DECKING LEFT SIDE WALL FRAMING tp 1 O t2 SCALE: 3/16" = 1'-0" WALL DECKING -F 1 9 Date: Nov 14, 2007 OEMSTEEL 8 BAYS ® 60.00" O.C. REF SCALE: AS SHOWN 360.00" (30'-0'] LEFT SIDE WALL FRAMING SCALE: 3/16" = 1'-0" -F FACTORY DIRECT METAL Date: Nov 14, 2007 OEMSTEEL STORAGE SHED SCALE: AS SHOWN TYPICAL. SIDE WALL 7 2414 N. 1325 E. P:, 801.768.0361 I FRAMING/ELEV. Of 10 LEHI, UT 84043 IF 801.768.0362 Winoua Stanfield 6"xi i"x18 GA. 8-15 BRACKET W/ MIN.(2) /12x1" TEK SCREWSJO EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION "1-2"x3" VERTICAL UNIT VERTICAL TO RAFTER DETAIL SCALE: NTS x3" HEADER 6"xl j"x18 GA. B-15 BRACKET W/ MIN.(2) '# I 2x 1 " TEK SCREWS TO EACH — MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION 3" HEADER VERTICAL TO HEADER DETAIL SCALE: N -I -S 7"x5 }"x18 CA. B-57 �� 6"xI j"x18 CA. B-15 \-2"x3" VERTICAL UNIT BRACKET W/ MIN.(2) B12z1" BRACKET W/ MIN.(2) 812x1" TEK SCREWS TO EACH "x3" VERTICAL UNIT TEK SCREWS TO EACH MEMBER. ONE BRACKET ON MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION EACH SIDE OF CONNECTION TIM BRACKET TO SLOPE. OF RAFTER DOOR HEADER;DETAIL SCALE: NI -S TRUSS DETAIL SCALE_: N"I'S 7"xs ;"x 18 GA. B-57 BRACKET W/ MIN.(2) /12x1" TEK SCREWS TO EACH MEMBER. ONE BRACKET ON " EACH SIDE OF CONNECTION TRIM RAFTER TRIM BRACKET TO SLOPE OF RAFTER 7"x5 i"x18 GA. B-57 BRACKET W/ MIN.(2) #12x1" TEK SCREWS TO EACH MEMBER. ONE BRACKET ON - EACH SIDE.OF CONNECTION TRIM BRACKET TO SLOPE OF RAFTER 8-57-J r3" VERTICAL UNIT 1"xl" CORNER BRACE x3" VERTICAL UNIT 2"x 2" COLLAR TIC BOTTOM CHORD CONNECTION DETAIL , CORNER BRACE DETAIL SCALE: NTS v SCALE: NTS FACTORY DIRECT METAL Date: NOV 14, 2007 STEEL STORAGE SHED SCALE: AS SHOWN d°r CONNECTION DETAILS g 2414 N: 1325 E P: 801.768.0361 LEHI, UT 84043 I F: 801.768.0362 W;noua Stanfield Of 10 VERTICAL P( CORE PIN MADE FROM CORE 1-3/4" x 2-3/4" 14 GA. STEEL TUBING BASEPLATE MADE FROM 2" X 3" 14 GA. GALVENIZED STEEL TUBING CORE PIN WELDED i0 THE 2'x3" BASEPLATE VERTICAL TO RAFTER DETAIL . 1 SCALE: NTS 1-3/4" x 2-3/4" STEEL 14 GA. STEEL CORE INSERT SCREWS 2"x3" VERTICAL UNIT )VERTICAL TO HEADER DETAIL SCALE: NTS 1-3/4"71-2%3" IO GA. STEEL C , 1-3/4" x 2-3/4" 10 GA. STEEL CORE INSERT VERTICAL UNIT �� "x3" VERTICAL UNIT tl 3 DOOR HEADER DETAIL SCALE: NTS 4 TRUSS DETAIL SCALE:NTS EAK CORNER DETAIL 6 PEAK DETAIL S - 1-1/2" x 1-1/2" x IB GA. HAT SCALE: NTS SCALE: NTS CHANNEL MAC GIRT SPACED 33" O.C. 2x3 RAFTER SHAT CHANNEL TO RAFTER DETAIL SCALE:NTS 'FACTORY DIRECT METAL Date: NOV 14, 2007 STEEL STORAGE SHED SCALE: AS SHOWN CONNECTION DETAILS 9 2414 N. 1325 E. I P: 801.763.0361 Of I LEHI, UT 84043: F: 801.768.0362 WIIIOLIa Stanfield 37-3/4" OVERALL WIDTH OVERALL COVERAGE Jr ANTI -SIPHON SIDE LAP METAL DECKING PROFILE (ROOF) 29 GA. PRO -RIB Ix=0.130, Sx=0.0205, Fy= 80 ksi SCALE:: N'fS L"z"j #12 x I" SELF DRILLING SCREW 2"X2" SQUARE TUBING 2"X3" SQUARE TUBING USED IN, MOST JOINING APPLICATIONS 14 GA, Ix = 0.3482, Sx = 0.3482, Fy = 50 ksi 14 GA, Ix = 0.7894, Sx = 0.7894, Fy = 50 ksi SCALE: NTS GAGE No. 1101 111112 1141 1151 1201 1221 1 24 1 1261 1291 30 DESIGN THICKNESS INCHES 0 1345 0 1196 0 1045 0 0747 0 0673 0.0598 0.0478 0.0359 0.0299 0.0239 0.0178 0.0135 0.0120 BOTTOM CHORD CONNECTION DETAIL SCALE: NTS m f FACTORY DIRECT METAL 'Date: NOV 14,-2007 STEEL STORAGE SHED SCALE: as SHOWN., MISC. INFORMATION 10 2414 N. 1325 E. I P: 801.768.0361 Of 10 LEHI, UT 84043 F: 801.768.0362 Winoua Stanfield 1 SCHEDULE METAL DECKING 29 Go. GRANDBEAM (WALLS) 29 Go. GRANDRIB 3 (ROOF) Fy = Fy 80 = 80 ksi ksi 2"x2" SQUARE TUBING 14 Go. Fy = 50 ksi 2"x3" RECT. TUBING 14 Go. Fy = 50 ksi GAGE No. 1101 111112 1141 1151 1201 1221 1 24 1 1261 1291 30 DESIGN THICKNESS INCHES 0 1345 0 1196 0 1045 0 0747 0 0673 0.0598 0.0478 0.0359 0.0299 0.0239 0.0178 0.0135 0.0120 BOTTOM CHORD CONNECTION DETAIL SCALE: NTS m f FACTORY DIRECT METAL 'Date: NOV 14,-2007 STEEL STORAGE SHED SCALE: as SHOWN., MISC. INFORMATION 10 2414 N. 1325 E. I P: 801.768.0361 Of 10 LEHI, UT 84043 F: 801.768.0362 Winoua Stanfield 1 4•. .� 1'• fl �a�•t r � �r -3 i+ �1 IiZ�i`.1 A. �._;N`l,l'I<�v. :.s±. • '�"• ,�t+ j $�' .:.;�., ;�`A�'��'��fi.;� �; i?�t �r y h �^tsg' 43%s �,= I' •'a'tiy �: �." .A � $;, t�, sa u A V ,. I •.i r. sill[* OW 111 611"r. 11 or -IC M 910I.161119 SECTION VIII —Technical Data and Reference Tables 1. Design Data a. General Comments Round tubing offers numerous advantages in structural appli- cations. Minimum resistance to the wind is met since exposed surface area is the same in all directions. Square and rec- tangular tubes are ideal in structural applications because they combine the efficiency of the hollow thinwalled section with excellent appearance plus flat sides for easy, economical connecting and other fabricating operations. Compression (axially loaded) members tend to resist failure in the direction perpendicular to the axis which has the greatest radius of gyration. Since the most efficient cross section for a compression member is, therefore, one with a relatively large radius of gyration per unit weight and with a constant radius of gyration about any axis, a round tube is the theoretical ideal. Square tubes have a constant radius of gyration about any cross-sectional axis, at some sacrifice In efficiency compared to round tubes, but may be easier to join into a structure. The unbraced length of a column at various directions to the cross section influences the column load which can be carried. Rectangular tubes can sometimes be used to advan- tage when unbraced lengths indifferent directions to the cross section are unequal. Round tubes resist bending stresses equally in all direc- tions. Therefore, where beams must be designed for equal loading In any direction, tubes with a circular cross section will have the least weight for given strength and stiffness. When asymmetrical loading problems arise, however, design con- siderations lead to the selection of members with other cross sections; I -beams are generally used where greatest section modulus and moment of inertia are required in a single plane. Similarly, square and rectangular sections may be used when the design calls for loading primarily on two planes at right angles to each other, squares when loads are equal, rectangles when loading in one plane is dominant. In the case of the I-beam loading discussed above, there is a condition even here where the tubular section has advantages, that is, where the compression flange of the beam is laterally unsupported for distances greater than certain specified limits. In these cases reductions in bending stress of the I-beam or frequent lateral supports are required to prevent lateral buckling of its compression flange. Because of their high torsional resistance, tubes seldom require stress reduc- tions or frequent lateral supports. Structural designers are assured of full continuity through joints in welded assemblies. The principle of tubular truss construction is now being applied with great success in the construction of crane booms and oil -well derricks. b. Elements of Sections The following formulae are used for calculating elements of sections (See page 46 for a definition of symbols). These for- mulae are based on basic engineering principles such as those found in Formulas for Stress and Strain, by Roark and Young, 5th edition, McGraw-Hill Publishing Company, 1975, and in- clude factors to provide for varying corner radii of squares and rectangles. The elements of sections shown on pages 33 to 45 are based on these formulae. Corner radii used in the calculations are based on mean values allowed in ASTM A 513-85. The effects of any variations'iri dimensions from values shown must be taken into consideration. When sections are to be used in building construction, reference should be made to the latest edition of the Specifica- tion for the Design of Light Gage Cold Formed Steel Structural Members (published by the American Iron & Steel Institute, 1000 16th St. NW, Washington, DC 20036) and the applicable building code or other regulatory provisions. For mechanical tubing see applicable specifications (ASTM A 513, for -exam- ple) for permissible tolerances. 28 33 Formulae — Round Tube r o D s outside diameter 1 a wall thickness Area. A = rt (D - 0 .10=10 - 2l1'1 ` r Moment of Inertia. I,., =. I,,, = 64 Section Modulus. S,., = S„ _ 20 t IF Radius of Gyration. r„ 1 A Weight In Ibffl. W = 3.3996 A Formulae — Square Tube Area. A = 1140, - OR + r (2R - til Moment of inertia. I,., = I,., = t'(0, - 2R) + 20, - 2R) ( D, -! I' 6 .2 r °' + 1(0, 2R)' 6 I_• - e I IR' - (R -n'I • 4.Sr 81 R' (R - t)' 4.5 r(2R - 11) • r112A-I) I� -R+ 41R' -(R -p'1 I' r 2 3, IR' - (R - IN Section Modulus. S, , = S,, �o,— Radius of Gyration, r.. z r,., . / I... _V A— Weight In Will. W = 3.39% A Formulae — Rectangular Tube Area. A = tl2(e + C) - 8R + r (2R - 111 Moment of Inerlia,1,., = Ile 6 2R) + 2l(B - 2R) (C 2 1 + I(C - 2R)' 6 r 8 IR' -(R -11'I +(- 4 4.5r) StR'(R-t)' 4.5 r(2R - ll + rI(2R-0C - R+ 41R' -(R -I)') 1 2 3r1R'-(R-0'I Moment of inertia, I_= t'(C 6 2R) + 2t(C - 2R) (11 Y WW )' + lie -2R)' 6 + (6 - ) IR' - IR - tri 4 4.5r 81R'(R-1)' 4.5 r(2R - I) + rt(2R-I) e - R+ 4IR'-(R_tl,l 2 U I R' - (R -I)') J Section Modulus. S„ C t 2 I,., Section Modulus, S,., = B 6 Radius of Gyration, r, , _ /� r -I r V A R Radius of Gyration, r,,, A Weight In Ib/It. W = 3.3996 A Table 43 -Square Tubing (Continued) DIMENSIONS WALL 0.035 0.2383 0.8102 0.1164 RADIUS INCHES THICKNESS AREA 0.049 MOM. OF • SECTION OF 0.1812 (t) (A) WEIGHT INERTIA MODULUS GYRATION OUTSIDE (D,) INSIDE (d) IN. SO. IN. LBJFT. (1) IN. (S) IN. (r) IN. 1.625 1.555 0.035 0.2208 0.7507 0.0927 0.1141 0.6479 1.527 0.049 0.3057 1.0393 0.1259 0.1550 0.6419 1.495 0.065 1.3996 1.3586 0.1610 0.1982 0.6347 1.459 0.083 0.5034 1.7113 0.1981 0.2438 0.6273 1.407 0.109 0.6405 2.1773 0.2418 0.2976 0.6144 1.357 0.134 0.7643 2.5982 0.2772 0.3411 0.6022 1.295 0.165 0.8807 2.9942 0.2957 0.3640 0.5794 1.750 1.680 0.035 0.2383 0.8102 0.1164 0.1331 0.6989 1.652 0.049 0.3302 1.1225 0.1585 0.1812 0.6929 1.620 0.065 0.4321 1.4691 0.2032 0.2323 0.6858 1.584 0.083 0.5449 1.8524 0.2507 0.2865 0.6783 1.532 0.109 0.6950 2.3626 0.3077 0.3517 0.6654 1.482 0.134 0.8313 2.8259 0.3547 0.4054 0.6532 1.420 0.165 0.9632 3.2746 0.3833 0.4380 0.6308 1.875 1.805 0.035 0.2558 0.8697 0.1439 0.1535 0.7499 1.777 0.049 0.3547 1.2058 0.1963 0.2094 0.7439 1.745 0.065 0.4646 1.5796 0.2522 0.2690 0.7368 1.709 0.083 0.5864 1.9935 0.3119 0.3327 0.7293 1.657 0.109 0.7495 2.5479 0.3847 0.4104 0.7165 1.607 0.134 0.8983 3.0537 0.4455 0.4752 0.7042 1.545 0.165 1.0457 3.5551 0.4866 0.5190 0.6821 2.000 1.902 0.049 0.3792 1.2891 0.2396 02396 0.7949 1.870 0.065 0.4971 1.6901 0.3085 0.3085 0.7878 1.834 0.083 0.6279 2.1345 0.3823 0.3823 0.7803 1.782 0.109 0.8040 2.7332 0.4735 0.4735 0.7675. 1.732 0.134 0.9653 3.2815 0.5506 0.5506 0.7553 1.670 0.165 1.1282 3.8356 0.6068 0.6068 0.7334 1.626 0.187 1.2657 4.3030 0.6670 0.6670 0.7259 2.125 2.027 0.049 0.4037 1.3724 0.2889 0.2719 0.8460 1.995 0.065 0.5296 1.8006 0.3727 0.3507 0.8388 1.959 0.083 0.6694 2.2756 0.4626 0.4354 0.8313 1.907 0.109 0.8585 2.9184 0.5751 0.5413 0.8185 1.857 0.134 1.0323 3.5093 0.6711 0.6316 0.8063 1.795 0.165 1.2107 4.1160 0.7453 0.7015 0.7846 2.250 2.152 0.049 0.4282 1.4557 0.3445 0.3062 0.8970 2.120 0.065 0.5621 1.9111 0.4451 0.3957 0.8898 2.084 0.083 0.7109 2.4167 0.5534 0.4920 0.8823 2.032 0.109 0.9130 3.1037 0.6902 0.6135 0.8695 1.982 0.134 1.0993 3.7370 0.8079 0.7182' 0.8573 1.920 0.165 1.2932 4.3965 0.9034 0.8030 0.8358 2.500 2.402 0.049 0.4772 1.6223 0.4763 0.3810 0.9990 2.370 0.065 0.6271 2.1320 0.6170 0.4936 0.9919 2.334 0.083 0.7939 2.6989 0.7693 0.6154 0.9844 2.282 - 0.109 1.0220 3.4743 0.9646 0.7717 0.9715 2.232 0.134 1.2333 4.1926 1.1351 0.9081 0.9594 2.170 0.165 1.4582 4.9574 1.2835 1.0268 0.9382 2.126 0.187 1.6397 5.5745 .1.4197 1.1357 0.9305 2.000 0.250 2.0890 7.1019 1.6899 1.3519 0.8994 3.000 2.902 0.049 0.5752 1.9554 0.8326 0.5551 1.2031 2.870 0.065 0.7571 2.5740 1.0830 0.7220 1.1960 2.834 0.083 0.9599 3.2632 1.3558 0.9038 1.1885 2.782 0.109 1.2400 4.2154 1.7137 1.1425 1.1756 2.732 0.134 1.5013 5.1037 2.0322 1.3548 1.1635 2.670 0.165 1.7882 6.0793 2.3351 1.5567 1.1427 2.626 0.187 2.0137 6.8459 2.5936 1.7291 1.1349 2.500 0.250 2.5890 8.8017 3.1559 2.1039 1.1041 These elements of sections are calculated using the formulae on p.28 and are based on the exact size shown and on corner radii as specified on p.28. Any variation in dimensions from those shown will affect the values calculated for these elements of sections. _ 34 34 G. Table 44 -Rectangular Tubing (Continued) SIZE INCHES WALL THICKNESS (t) INCH AREA (A) SO. IN. WEIGHT LBJFT. MAJOR AXIS (X -X) RADIUS MOM. OF SECTION OF GYRA• INERTIA MODULUS TION (1) IN. (S) IN. (r) IN. MINOR AXIS (Y -Y) RADIUS MOM. OF SECTION OF GYRA- INERTIA MODULUS TION (1) IN. (S) IN. (r) IN. 1.500 x 0.049 0.3302 1.1225 0.1931 0.1931 0.7648 0.1242 0.1655 0.6132 2.000 0.065 0.4321 1.4691 0.2480 0.2480 0.7575 0.1590 0.2120 0.6066 0.083 0.5449 1.8524 0.3066 0.3066 0.7502 0.1960 0.2613 0.5997 0.109 0.6950 2.3626 0.3773 0.3773 0.7368 0.2407 0.3209 0.5885 0,134 0.8313 2.8259 '0.4359 0.4359 0.7241 0.2777 0.3702 0.5780 0.165 0.9632 3.2746 0.4703 0.4703 0.6988 0.3011 0.4015 0.5591 1.500 x 0:049 0.3792 1:2891 0.3292 0.2634 0.9318 0.1500 0.2000 0.6289 2.500 0.065 0.4971 1.6901 0.4246 0.3396 0.9241 0.1926 0.2568 0.6224 0.083 0.6279 2.1345 0.5274 0.4219 0.9165 0.2379 0.3172 0.6156 0.109 0.8040 2.7332 0.6541 0.5233 0.9020 0.2940 0.3920 0.6048 0.134 0.9653 3.2815 0.7617 0.6094 0.8883 0.3414 0.4552 0.5947 0.165 1.1282 3.8356 0.8357 0.6686 0.8607 0.3769 0.5025 0.5780 1.500 x 0.049 0.4282 1.4557 0.5127 0.3418 1.0942 0.1759 0.2345 0.6408 3.000 0.065 0.5621 1.9111 0.6633 0,4422 1.0862 0.2262 0.3016 0.6343 0.083 0.7109 2.4167 0.8266 0.5510 1.0783 0.2799 0.3732 0.6275 0.109 0.9130 3.1037 1.0314 0.6876 1.0629 0.3474 0.4632 0.6169 0.134 1.0993 3.7370 1.2082 0.8055 1.0484 0.4051 0.5401 0.6071 0.165 1.2932 4.3965 1.3421 0.8948 1.0187 0.4527 0.6035 0.5916 0.187 1.4527 4.9388 1.4862 0.9908 1.0115 0.4977 0.6636 0.5853 1.500 x 0.065 0.6271 2.1320 0.9723 0,5556 1.2451 0.2598 0.3464 0.6436 3.500 0.083 0.7939 2.6989 1.2146 0.6941 1.2369 0.3218 0.4291 0.6367 0.109 1.0220 3.4743 1.5229 0.8702 1.2207 0.4008 0.5344 0.6262 0.134 1.2333 4.1926 1.7921 1.0241 1.2055 0.4688 0.6251 0.6166 0.165 1.4582 4.9574 2.0102 1.1487 1.1741 0.5284 0.7046 0.6020 0.187 1.6397 5.5745 2.2316 1.2752 1.1666 0.5816 0.7754 0.5955 1.500 x 0.065 0.6921 2.3530 1.3597 0.6798 1.4016 0.2934 0.3912 0.6511 4.000 0.083 0.8769 2.9810 1.7019 0.8510 1.3932, 0.3638 0.4850 0.6441 0.109 1.1310 3.8448 2.1421 1.0710 1.3762 0.4542 0.6055 0.6337 0.134 1.3673 4.6481 2.5302 1.2651 1.3604 0.5325 0.7100 0.6241 0.165 1.6232 5.5184 2.8605 1.4303 1.3275 0.6042 0.8056 0.6101 0.187 1.8267 6.2102 3.1820 1.5910 1.3198 0.6654 0.8872 0.6035 0.250 2.3390 7.9518 3.8206 1.9103 1.2780 0.7938 1.0584 0.5825 1.750 x 0.049 0.4527 1.5390 0.5661 0.3774 1.1182 0.2474 0.2828 0.7393 3.000 0.065 0.5946 2.0215 0.7334 0.4889 1.1105 0.3193 0.3649 0.7327 0.083 0.7524 2.5578 0.9150 0.6100 1.1028 0.3963 0.4529 0.7258 0.109 0.9675 3.2890 1.1456 0.7638 1.0882 0.4944 0.5650 0.7148 0.134 1.1663 3.9648 1.3464 0.8976 1.0745 0.5790 0.6618 0.7046 0.165 1.3757 4.6770 1.5090 1.0060 1.0473 0.6517 0.7448 0.6883 2.000 x 0.065 0.6271 2.1320 0.8034 0.5356 1.1318 0.4309 0.4309 0.8289 3.000 0.083 0.7939 2.6989 1.0034 0.6689 1.1242 0.5363 0.5363 0.8219 0.109 1.0220 3.4743 1.2598 0.8399 1.1103 0.6715 0.6715 0.8106 0.134 1.2333 4.1926 1.4846 0.9897 1.0972 0.7894 0.7894 0.8001 0.165 1.4582 4.9574 1.6759 1.1173 1.0720 0.8938 0.8938 0.7829 0.187 1.6397 5.5745 1.8594 1,2396 1.0649 0.9876 0.9876 0.7761 2.000 x 0.065 0.6921 2.3530 1.1642 0.6632 1.2969 0.4919 0.4919 0.8430 3.500 0.083 0.8769 2.9810 1.4572 0.8327 1.2891 0.6128 0.6128 0.8360 0.109 1.1310 3.8448 1.8369 1.0496 1.2744 0.7696 0.7696 0.8249 0.134 1.3673 4.6481 2.1729 1.2417 1.2607 0.9073 0.9073 0.8146 0.165 1.6232 5.5184 2.4712 1.4121 1.2339 1.0349 1.0349 0.7985 0.187 1.8267 6.2102 2.7480 1.5703 1.2265 1.1446 1.1446 0.7916 0.250 2.3390 7.9518 3.3180 1.8960 1.1910 1.3769 1.3769 0.7672 2.000 x 0.065 0.7571 2.5740 1.6114 0.8057 1.4589 0.5529 0.5529 0.8545 4.000 0.083 0.9599 3.2632 2.0206 1.0103 1.4509 0.6893 0.6893 0.8474 0.109 1.2400 4.2154 2.5553 1.2776 1.4355 0.8677 0.8677 0.8365 0.134 1.5013 5.1037 3.0321 1.5160 1.4212 1.0251 1.0251 0.8263 0.165 1.7882 6.0793 3.4695 1.7347 1.3929 1.1761 1.1761 0.8110 0.187 2.0137 6.8459 3.8650 1.9325 1.3854 1.3015 1.3015 0.8039 These elements of sections are calculated using the formulae on p.28 and are based on the exact size shown and on corner radii as specified on p.28. Any variation in dimensions from those shown will affect the values calculated for these elements of secs. 39 RED HEAD° - ANCNORINC SYSTEMS Submittal Information Trubolt Wedge SPECIFIED FOR ANCHORAGE INTO CONCRETE Wedge anchors feature a type stainless steel split expansion ring and a threaded stud bolt body and integral cone expander, nut and washer. Anchor bodies are made of plated Carbon steel, hot -dipped galvanized carbon steel, type 304 stainless steel or type 316 stainless steel as identified in the drawings or other notations. The exposed end of the anchor is stamped to identify anchor length. Stampings should be preserved during installation for any subsequent embedment verification. Use carbide tipped hammer drill bits made in accordance to ANSI 6212.15- 1994 to install anchors. Anchors are tested to ASTM E488 Criteria and listed by ICC (formerly ICBG): Anchors are listed by the following agencies as required by the local building code: UL, FM, City of los Angeles, California State Fire Marshal and Cal Trans. APPROVALS/LISTINGS Meets or exceeds U.S. Government G.S.A. Specification A -A -1923A Type 4 (Formerly GSA: FF -S-325 Group Il, Type 4, Class 1) Underwriters laboratories Factory Mutual ICC Evaluation Service, Inc. - q ESR -2251 (formerly ICBO ER 1372) Metro -Dade County - #01-0504.12 City of Los Angeles - NRR2748 California State Fire Marshal Cal Trans Florida Building Code ®TW ROWU I ead' 36 1-800-899-7890 37 INSTALLATION STEPS . Using a bit whose diameter equals the anchor diameter, drill hole to any depth exceeding the o: minimum embedment. Clean hole. g7o "a< surface of material 3. Expand anchor by tightening nut 3 to 5 turns, or to the specific torque requirement v;.?;: (see selection chart). LENGTH INDICATION CODE CODE 2. Assemble anchor with nut and washer so that CODE I LENGTH OF ANCHOR J 1-1/2 < 2 the top of the nut is flush with the top of the o d. anchor. Drive anchor through material to be o oo. o:::•:� fastened so that nut and washer are flush with . 7 < 7.112 (177.8 < 190.5) g7o "a< surface of material 3. Expand anchor by tightening nut 3 to 5 turns, or to the specific torque requirement v;.?;: (see selection chart). LENGTH INDICATION CODE CODE I LENGTH OF ANCHOR CODE I LENGTH OF ANCHOR e A 1-1/2 < 2 (38.1 < 50.8) K 6.1/2 < 7 (165.1 < 177.8) B 2 < 2-1/2 (50.8 < 63.5) L 7 < 7.112 (177.8 < 190.5) C 1 2-1/2 < 3 (63.5 < 76.2) M 7-1/1 <8 (190.5 <203.2) D 3<3-1/2 (76.2< 88.9) N 8<8-1/2 (203.2<21S.9) E 3-1/2<4 (88.9<101.6) 0 8.1/2<9 (215.9<228.6) F 4 < 4-1/2 (101.6 < 114.3) P 9 < 9.1/2 (128.6 <.241.3) G 4-1/2 < S 014.3 < 127.0) 0 9-1/2 < 10 (241.3 < 254.0) H S < 5.112 (127.0 < 139.7) R 10 < 11 (254.0 < 279.4) 1 5-1/2 < 6 (139.7 < 152.4) S 11 < 12 (279.4 < 304.8) J 6<6-1/2 (152.4<165.1) T 12<13 (304.8<330.1) 'Located on Cop of anchor for easy inspection. 8/07 www.itwredhead.com tip RED HEAD ANCNOB/NG SYSTEMS Submittal Information ' Ultimate Tension and Shear Values (Lbs/kN) in Concrete* ANCHOR INSTALLATION EMBEDMENT ANCHOR fc= 2000 PSI (13.8 MPa) fc = 4000 PSI (27.6 MPa) fc = 6000 PSI (41.4 MPa) TENSION SHEAR TENSION SHEAR TENSION SHEAR DIA. TORQUE DEPTH TYPE In. (mm) Ft. Lbs. (Nm) In. (mm) ANCHOR Lbs. (kN) Lbs..(kN) Lbs. (kN) Lbs. (kN) Lbs. NN) lbs. (kN) 1/4 (6.4) 8 (10.8) 1.1/8 (28.6)1,180 Ft. lbs. (Ntn) In. (mm) (5.2) 1,400 (6.2) 1,780 (7.9) 1,400 (6.2) 1,900 (8.5) 1,400 (6.2) TENSION SHEAR 1-15/16 (49.2) 2,100 (9.31 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 1,900 (8.5) 3,160 (14.1) 2-1/8 (54.0) 3 (76.2) 2,260 (10.1) 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 3,300 (14.7) 1,680 (7.5) 3/8 (9.5) 25 (33.9) 1.1/2(38.1) 1,680 (7.5) 2,320 (10.3) 2,240 (10.0) 2,620 (11.1) 2,840 (12.6) 3,160 (14.1) 4 (101.6) 3 (76.2) 6,920 (30.8) 3,480 (15.5) 4,000 (17.8) 5,940 (26.4) 4,140 (18.4) 6,120 (17.2) 4,500 (20.0) WW 3 300 4 S.S. or 5,960 (26.5) 4 (101.6) WS -Carbon or 4,800 (21.4) 4,000 (17.8) 5,940 (26.4) 4,140 (18.4) 6,120 (21.2) 4,500 (20.0) 1/2 (12.7) 55 (74.6) 2-1/4 (57.2) 4,660 (20.1) 4,760 (21.2) 5,100 (22.7) 4,760 (21.1) 7,040 (31.3) 7,040 (31.3) 4.1/8 (104.8) WS -G 4,660 (20.7) 7,240 (32.2) 9,640 (42.9) 7,240 (32.2) 10,810 (48.1) 8,160 (36.3) 6 (152.4) Hot -Dipped 5,340 (23.8) 7,240 (32.2) 9,640 (41.9) 7,240 (32.1) 10,820 (48.1) 8,160 (36.3) 5/8 (15.9) 90 (122.0) 2-3/4 (69.9) 6,580 (29.3) 7,120 (31.7) 7,180 (31.9) 7,120 (31.1) 9,720 (43.2) 9,616 (42.8) 5-1/8 (130.2) Galvanized 6,580 (29.3) 9,600 (42.7) 14,920 (66.4) 11,900 (52.9) 16,380 (72.9) 12,520 (55.7) 7-1/2 (190.5) or WW -304 S.S. 7,060 (31.4) 9,600 (42.7) 15,020 (66.8) 11,900 (52.9) 16,380 (72.9) 12,510 (55.7) 3/4 (19.1) 175 (237.3) 3-1/4 (82.6) 7,120 (31.7) 10,120 (45.0) 10,840 (48.2) 13,720 (61.0) 13,300 (59.2) 15,980 (71.1) 6-5/8 (168.3) or 10,980 (48.8) 20,320 (90.4) 17,700 (78.7) 23,740 (105.6) 20,260 (90.1) 23,740 (105.6) 10 (254.0) SWW-316 S.S. 10,980 (48.8) 20,320 (90.4) 17,880 (79.5) 23,740 (105.6) 23,580 (104.9) 23,740 (105.6) 7/8 (22.2) 250 (339.0) 3-3/4 (95.3) 9,520 (42.3) 13,160 (58.5) 14,740 (65.6) 16,580 (73.8) 17,420 (77.5) 19,160 (85.2) 6-1/4 (158.8) 14,660 (65.2) 20,880 (92.9) 20,940 (93.1) 28,800 (128.1) 24,360 (108.4) 28,800 (128.11 8 (203.2) 14,660 (6S.2) 20,880 (92.9) 20,940 (93.1) 28,800 (128.11 24,360 (108.4) 1 28,800 (128.1) 1 (25.4) 300 (406.7) 4.1/2 (114.3) 13,940 161.0) 16,080 171.5) 20,180 (89.8) 12,820 (101.5) 21,180 (94.2) 24,480 (108.9) 7-3/8 (187.31 14,600 (64.9) 28,680 (127.6) 23,980 (106.7) 37,940 (168.8) 33,260 (148.0) 38,080 1169.41 9.1/2 (241.3) 18,700 (83.2) 28,680 (117.6) 16,540 (118.1) 37,940 (168.8) 33,260 (148.0) 38,080 (169.4) Allowable values are based upon a 4 to 1 safety factor. Divide by 4 for allowable load values. • for Tie -Win Wedge Anchor, TW -1400, use tension data from 1/4' diameter with 1.1/8" embedment. • For continuous extreme low temperature applications, use stainless steel. • Allowable values are based upon a 4 to 1 safety factor. Divide by 4 for allowable load values /TO' Red Hear 37 8/07 1-8000-�8199-7890 38 www.itwredhead.com Ultimate Tension and Shear Values (Lbs/kN) in im e a r Lightweight Concrete* 1ANCHOR INSTALLATION EMBEDMENT ANCHOR LIGHTWEIGHT CONCRETE LOWER FLUTE OF STEEL DECKWITH A. TORQUE DEPTH TYPE fc = 3000 PSI (20.7 MPa) LIGHTWEIGHT CONCRETE FILL m) Ft. lbs. (Ntn) In. (mm) fc = 3000 PSI (20.7 MPa) TENSION SHEAR TENSION SHEAR tbs. RN) Lbs. (kN) Lbs. RN) tbs. (kN) 3/8 (9.5) 25 (33.9) 1-1/2 (38.1) WS -Carbon of 2,110 (9.4) 3,720 (16.5) 1,900 (8.5) 3,160 (14.1) 3 (76.2) WS -G Hot -Dipped 2,940 (13.1) 4,240 (18.9) 2,840 (12.6) 4,000 (17.81 1/2 (12.7) 55 (74.6) 2-1/4 (57.2) 3,600 (16.0) 7,040 (31.3)• 3,400 (15.1) 5,380 (23.9) 3 (76.2) 4,720 (21.0) 6,620 (29.4) 4,480 (19.9) 6,620 (19.4) 4 (101.6) Galvanized .---. 6,920 (30.8) 4,800 (21.4) 6,440 (28.6) 5/8 (15.9) 90 (122.0) 3 (76 1) 61000 (26.7) 9,240 (41.1) 4,720 (21.0) 5,500 (24.5) 5 (127.0) WW 3 300 4 S.S. or 5,960 (26.5) 9,280 (41.3) 6,580 (29.3) 9,140 (40.7) 3/4 (19.1) 175 (237.3) 3.1/4 (82.6) 7,160 131.9) 12,600 (56.0) 5,840 (26.0) 8,880 (39.5) S-1/4 (133.4) SWW-316 8,900 (39.6) 15,920 (70.8) 7,040 (31.3) ---- • Allowable values are based upon a 4 to 1 safety factor. Divide by 4 for allowable load values /TO' Red Hear 37 8/07 1-8000-�8199-7890 38 www.itwredhead.com RED HEAD® ANCHOR/NC SYSTEMS Submittal Information Recommended Spacing and Edge Distance Requirements for Shear Loads* ANCHOR EMBEDMENT ANCHOR EDGE DISTANCE MIN.EDGE MIN. EDGE DISTANCE SPACING MIN. ALLOWABLE DIA. DEPTH TYPE REQUIREDTO DISTANCE AT WHICH AT WHICH THE REQUIRED TO SPACING BETWEEN In. (mm) In. (mm) 2 (50.8) OBTAIN MAX. THE LOAD FACTOR LOAD FACTOR OBTAIN MAX. ANCHORS In. (mm) 1-15/16 (49.2) 1-15/16 (49.2) WORKING LOAD APPLIED =.60 APPLIED =.20 WORKING LOAD LOAD FACTOR 2-118 (54.0) 1.5/8 (41.3) In. (mm) In. (mm) In. (mm) In. (mm) APPLIED= .40 1/4 (6.4) 1.1/8 (28.6) 5-1/4 (133.4) 2 (50.8) 1-5/16 (33.3) 3-15/16 (100.0) 1 (50.8) 3 (76.2) 1-15/16 49.2) WS -Carbon 1-15/16 (49.2) 1 (25.4) 3 (76.2) 3-7/8 (98.4) 1.15/16 (49.2 3/8 (9.5) 1-1/2 (38.1) 2.5/8 (66.7) 1.3/4 (44.5) 6 (152.4) 5-1/4 (133,4) 2-5/8 (66.7) 2-1/4 (57.2) 3 (76.2) or WS -G 3.3/4 (95.3) 3 (16.2) 1-1/2 (38.1) 1 6 (152.4) 3 76.2) 1/2 (11.7) 2.1/4 (57.2) 3-15/16 (100.0) 2-9/16 (65.1) 1-9/16 (39.7) 7-7/8 (200.0) 3-15/16 (100.0) -1 4.1/8 104.8 Not -Dipped Galvanized 5.3/16 (131.8) 3-1/8 79.4 1-9/16 (39.7) 6.3/16 (157.2) 3.1/8 (79.4 5/8 (15.9) 2-3/4 (69.9) 4-13/16 (121.1) 3-1/8 (79.4) 9-5/8 (244.5) 9-5%8 (244.5) 4-13/16 1122.2) Hot -Dipped 5-1/8 130.1 or 6-7/16 (163.5) 3-7/8 (98.4) 1-15/16 (49.2) 7-11/16 (195.3) 3-7/8 98.4) 3/4 (19.1) 3.1/4 (82.6) 5.11/16 (144.5) 3-3/4 (95.3) 3.1/4 (82.6) 6-5/8 (168.3) 11-3/8 (288.9) 5-11/16 (144.5) 11-3/8 (288.9) 9.15/16 (252.4) 6-5/8 168.3) WW'304S.S. or 6-5/16 (160.3 5 117.0 2-112 (63.5 9-15/16 252.4) 5 127.0 (22.2) 3-314 (9S.3) 6-9/16 (166.7) 4-5/16 (109.5) 3-3/4 (95.3) 13.1/8 (333.4) 6-9116 (166.7) [718 6-1/4 158.8 SWW-316 S.S. 8.1/2 115.9) 6.1/4 (158.8) 3-1/8 (79.4 12.1/2 (317.5) 6-1/4 158.8) (25.4) 4.1/4 (108.0) 7.7/8 (200.0) 5-1/8 (130.2) 15-3/4 (400.1) 7.7/8 (200.0) 6 152.4) 7.3/8 187.3) 12 (304.8) 10-1/16 (255.6) , 7-3/8 187.3 3-11/16 93.7 14-3/4 374.7 7-3/8 (187.3 spacing and edge disrances snap oe divided DYU./) wnen anchors are placed in structural ngntweignt concrete. Linear interpolation maybe used for intermediate spacing and edge distances. Combined Shear and Tension Loading -for Trubolt Anchors Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation: (Ps/Pt)"'+ (1ANt)51) sl Ps = Applied tension load Vs = Applied shear load Pt = Allowable tension load Vt = Allowable shear load ITN'iQ�a., It ead" 38 7-800-899-7890 39 8/0% www.itwredhead.com .. Recommended Spacing and Edge Distance Requirements for Tension Loads* ANCHOR EMBEDMENT ANCHOR EDGE DISTANCE MIN. ALLOWABLE SPACING REQUIRED MIN. ALLOWABLE DIA. DEPTH TYPE REQUIRED TO EDGE DISTANCE AT TOOBTAINMAX. SPACINGATWHICH In. (mm) In. (mm) OBTAIN MAX. WHICH THE LOAD WORKING LOAD THE LOAD FACTOR WORKING LOAD FACTOR APPLIED =.65 In. (mm) APPLIED =.70 In. (mm) In. (mm) In. (mm) 1/4 (6.4) 1.1/8 (28.6) 2 (50.8) 1 (2S.4) 3-15/16 (100.0) 2 (50.8) 1-15/16 (49.2) 1-15/16 (49.2) 1 (25.4) 3.7/8 (98.4) 1.15/16 (49.2) 2-118 (54.0) 1.5/8 (41.3) 13/16 (20.6) 3-3/16 81.0) 1-5/8 (41.3) 3/8 (9.5) 1.1/2 (38.1) 2.5/8 (66.1) 1.5/16 (33.3) 5-1/4 (133.4) 2.5/8 (66.7) 3 (76.2) 3 (76.2) 1-112 (38.1) 6 (152.4) 3 (76.2) 4 101.6) 3 (76.2) 1-1/2 (38.1) 6 (152.4) 3 (76.2) 1/2 (12.7) 2-1/4 (57.2) 3-15/16 (100.0) 2 (50.8) 7.7/8 (200.0) 3-15/16 1100.01 4.1/8 (104.8) WS -Carbon or 3.1/8 (79.4) 1-9/16 (39.7) 6.3/16 (1 S7.2) 3-1/8 (19.4) 6 152.4 WS -G 4.1/2 114.3) 2-1/4 57.2) 9 (228.6) 4-1/2 114.3 5/8 (15.9) 2.3/4 (69.9) 4-13/16 (122.2) 2-7/16 (61.9) 9-5/8 (244.5) 4-13/16 (122.2) Hot -Dipped 5.1/8 (130.2) 7-1/2 (190.5) Galvanized 3.7/8 (98.4) 5-5/8 (142.9) 1-15/16 (491) 2.13/16 (71.4) 7-1/16 (195.3) 11.1/4 (285.8) 3.7/8 (98.4) 5.5/8 (142.9) of WW -3045.S. 3/4 09.1) 3.1/4 (82.6) 6-5/8 (168.3) 5.11/16 (144.5) 5 (127.0) 2-7/8 (13.0) 2.112 (63.5) 11-3/8 (288.9) 9.15/16 (252.4) 5-11/16 (144.5) 5 (127.0) 10 254.0 or 7-112 (190.5) 3-3/4 95.3 15 381.0 1.1/2 190.5 7/8 (22.2) 3-3/4 (95.3) SWW-316 S.S. 6-9/16 (166.7) 3-5/16 (84.1) 13-1/8 (333.4) 6.9/16 (166.1) 6-1/4 (158.8) 6-1/4 (158.8) 3-1/8 (79.4) 12.1/2 (317.5) 6-1/4 1158.81 8 203.2) 6 152.4) 3 761 12 (304.8) 6 (152.4) 4-1/2 (114.3) 7-1/8 (200.0) 3-15/16 (100.0) 15-3/4 (400.1) 7.7/8 (200.0) 7.3/8 (187.3) 7.3/8 (187.3) 3.11/16 (93.7) 14.3/4 (374.7) 7.3/8 (187.3) 9-1/2 241.3) 7.1/8 (181.0) 3-9/16 90.5) 14-1/4 (362.0) 7-1/8 (181.0) 5.1/2 (139.7) 9-5/8 (244.5) 4.13/16 (112.2) 19-1/4 (489.0) 9.518 (244.5) 8 (203.2) 8 (203.2) 4 101.6) 16 406.4) 8 (203.2) Spacing and edge distances shall be divided by 0.75 when anchors are placed in struaural lightweight Concrete. Linear interpolation maybe used for intermediate spacing and edge distances. Combined Shear and Tension Loading -for Trubolt Anchors Allowable loads for anchors subjected to combined shear and tension forces are determined by the following equation: (Ps/Pt)"'+ (1ANt)51) sl Ps = Applied tension load Vs = Applied shear load Pt = Allowable tension load Vt = Allowable shear load ITN'iQ�a., It ead" 38 7-800-899-7890 39 8/0% www.itwredhead.com 4 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 1374 BIGGS AVE Owner: Permit NO: $07-2291 APN: 030-131-035 STANFIELD, WINONA Issued Date: 11/07/2007 By KCG Permit type: MISCELLANEOUS 1374 BIGGS AVE Subtype: 'Siding/Stucco OROVILLE, CA 95965 Expiration Date: 11/06/2008 Description: SIDING ON SF (170 LF) (530) 534-1374 Occupancy: - Zoning: AR Contractor Applicant: Square Footage: S N L CONSTRUCTION S N L CONSTRUCTION Building Garage Remdl/Addn 138 LA MIRADA 138 LA MIRADA OROVILLE, CA 95966 OROVILLE, CA 95966 Other Porch/Patio Total (530)589-5264 (530)589-5264 FEE INFORMATION ' DBMSC Stucco/Siding-Stone/Bric $116.00 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires S N L CONSTRUCTION 866358 / B / 10/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Secog7000) of Division 3 of the Business and Professions Code, and my license is in fuWorce-andeffect. / 11/07/2007 Contractor, Sigh rem Date W ORKERS' COMPENSATION DECLARATION COMPENSATION DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations:, ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compensation insurance carrier and policy number are; Carrier. State Fund Policy Number: 713-01611405 Exp. Date:06/01/2008 (This section need not be completed if the permit is for one hundred dollars ($100) oror esss) 1 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' Compensation IawVbf California, and agree that if I should become subject to the workers' fWRIPBhsatigt pr sions of Section 3700 of the Labor Code, I shall forthwith comply with those 11/07/2007 Signatur __�- Date WARNIq6. R5tIfURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, ANDS UBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. - 'CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY.that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lenders Address City State Zip Total Charged: $116.00 Fees Paid: $116.00,, Balance Due: $0.00 Receipt No: B5237 OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044; Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such 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 burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). ❑ I AM EXEMPT under Section B. 8 P.C. for this reason: Owners Signature 11/07/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte touq to enter the above mentioned property for inspection purposes. I hereby certify that I am the grope ner or am authorized t on the prop o es behalf. _ 11/07/2007 am of Permittee GN] Print Date ❑ Owner � ontractor 'OR: for Owner Agent for Contractor FILE COPY BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REO UIRED AT TIME OF APPLICATION Website: www.buttecounty.net/dds **PLEASE PRINT CLEARLY** OWNER INFORMATION Last Name S, J i Na First e�\ AOAR Mailing Address - 3-74 'qq S A R_ City Air, ipZ 1_ StateCA Zip CG Phone i3., Fax E-mail APPLICNT CONTRACTOR NameA� Flood Zone Address v� qj �-J C, Ave. City ory V11 IQ No CA Zip95%(, Phone53 :±a E-mail Lic. #T��..�5 g Class APPLICNT ARCHITECT/ENGINEER Name Flood Zone Address S vie,City City No State Zip Phone Fax E-mail State License Number APPLICNT / FORMATION Name Flood Zone Addres33 a S vie,City 1 � JY, No State Zip � - (a (0 Phones33 Fax 533-3.,4) E-mail PLICANT SIGNATURE X PERMIT NO. 807-22a BIN # PROJECT LOCATION Property Addres� ej ;� i' . S Vt City O 1w i I I10 7 ,� WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must he shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: e ex I if kaj%e- d h� • �'Igosed►� In Sq FT- Living Garage Open Cov_ ❑ Structure Built without Permits ❑ Proposed Change of Occupancy (Note previous use): , For office use only: Zoning Flood Zone SRA I Yes No Occ. Type Const. BUTTE,COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE #:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 1374 BIGGS AVE Owner: Permit No: B07-0806 APN: 030-131-035 STANFIELD, WINONA JEAN ET Issued Date: 05/15/2007 By TMP Permit type: MISCELLANEOUS. 1374 BIGGS AVE Subtype: Room Addn-First Stry OROVILLE, CA 95965 Expiration Date: 05/14/2008 Description: ADD MSTR BATH & ADD TO EX B: (530) 534-1237 Occupancy: Zoning: AR Contractor Applicant: Square Footage: S N L CONSTRUCTION S N L CONSTRUCTION Building Garage Remdl/Addn 138 LA MIRADA 138 LA MIRADA 260 OROVILLE, CA 95966 OROVILLE, CA 95966 Other Porch/Patio Total (530) 589-5264 • (530) 589-5264 260 FEE INFORMATION DBEH Building Review Fee $75.70 DBF Room Addition - First Stor $340.94 DBMSC Room Addition -First Stor $511.41 DBSMIP Residential $1.69 PW DRAINAGE $0.00 LICENSED CONTRACTOR'S DECLARATION Contractor (Name) State Contractors License No. / Class / Expires S N L CONSTRUCTION 866358 / B / 10/31/2007 I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and alle.X05/15/2007 Contractor's SiOddurdY Date I WORKERS' COMPENSATION DECLARATION ` I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. jQ7 SHAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required by action 3700 of the Labor Code, for the performance of the work for which this permit is issued. My Workers' Compansation insurance carrier and policy number are; Carrier: Policy Number: Exp. Date: (This section need not be completed if the permit is or one ahundredllars ($100) or less.) ❑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' 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. _ X �- 05/15/2007 Signature Date WARNING: FAILUR2?O SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND ATTORNEY'S FEES. - CONSTRUCTION LENDING AGENCY I HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for the performance of the work for which this permit is issued. (3097 civ. code) Lender's Address City State Zip Total Charged: $929.74 Fees Paid: $929.74 Balance Due: $6.00 Receipt No: B3081 OWNER / BUILDER DECLARATION I HEREBY AFFIRM UNDER PENALTY OF PERJURY that 1 am exempt from the Contractor's License Law for the following reason (Sec. 7031.5), Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure prior to its issuance, also requires the applicant for such permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractors License Law [Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code] or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars [$500]; Please check one of the following: ❑I, AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK, AND THE STRUCTURE IS NOT INTENDED OR OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractors License Law does not apply to an owner of the property, who builds or improves thereon, and who does the work himself or herself or through his or her own employees, provided that such 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 burden of proof that he or she did not build or improve for the purpose of sale.). ❑I, AS OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED CONTRACTORS TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: The Contractors License Law dows not apply to an owner of the property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors License Law.). ❑ I AM EXEMPT under Section B. & P.C. for this reason: Owner's Signature 05/15/2007 Date I hereby certify that I have read this application and state that the above information is correct. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building construction, and with any and all conditions of permit. I agree to defend, indemnify, and hold harmless Butte County, its officers, agents and employees from any and all claims and liability for personal injury, including death, and property damage caused by, arising out of, or in any way connected with the issuance of this permit. I hereby acknowledge that issuance of this permit does not authorize the use or occupancy of any sidewalk, street, or subsidewalk. I hereby authorize representatives of Butte County to enter the above mentioned property for inspection purposes. I hereby certify that I am the property owner or am authorized to act on the property owners behalf. I PJ .05/15/2007 ❑ Owner El Contractor OR; ElAgent for Owner I5Ultgent for FILE COPY �lF� Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds NOTICE TO BUILDERS Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: 0 Make sure your application is complete. 0 Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit. A permit may be renewed (for a fee) prior to expiration an indefinite number of times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications (not yet issued) must be requested within two years from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge of $54.99 to process the refund application will be assessed. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at httl2:Hmunicipalcodes.lexisnexis.com/codes/butteco/ Reference Number: B07-0806 Date: 4/16/2007 Location: 1374 BIGGS AVE Parcel Number: 030-131-035 Owner Name: STANFIELD, WINONA JEAN ETAL Phone: (530) 534-1237 Description: ADD MSTR BATH & ADD TO EX BEDRM - MAKING NEW HOBBY ROOM Signature of Property Owner: Date: 4/16/2007 FILE Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 75965 (530) 538-7601 Telephone (530) 538-7785 Fax www.buttecounty.net/dds PERMIT APPLICATION DATA SHEET Reference Number: B07-0806 Date: 4/16/2007 Location: Parcel Number: Owner Name: Description: 1374 BIGGS AVE 030-131-035 By: GLB Sub Type: Room Addn-First Str STANFIELD, WINONA JEAN ETAL Phone: (530) 534-1237 ADD MSTR BATH & ADD TO EX BEDRM - MAKING NEW HOBBY ROOM The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. Yes No DRAINAGE DISTRICTS 1:1 ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 - (530) 533-0740 ❑ ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 - (530) 533-2000 AWK City of Chico, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 PARKS & RECREATION DISTRICTS Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 - (530) 895-4711 Durham Park & Recreation District, 9447 Midway, Durham CA 95938 - (530) 345-1921 Feather River Recreaction & Park District, 1200 Myers Street, Oroville CA 95966 - (530) 533-2011 Paradise Parks & Recreation, 6626 Skyway, Paradise CA 95969 - (530) 872-6393 SCHOOL DISTRICTS Biggs Unified School District, 300 B Street, Biggs CA 95917 - (530) 868-1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 - (530) 891-3006 Durham Unified School District, 4920 Putney Drive, Durham CA 95938 - (530) 895-4675 Gridley School District, 429 Magnolia, Gridley CA 95948 - (530) 846-4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 - (530) 741-6000 Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 - (530) 532-3000 Oroville Union High, 2211 Washington Ave, Oroville CA 95966 - (530) 538-2300 Ext:105 U Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 - (530) 872-6400 OTHER Recorded copy of Agricultural Acknowledgment Statement- See Attached Instructions City ofPlanning artment, 3016 Sixth Street Biggs CA 95917 - (530) 868-5447 t Other:. �/�% rat h(3 a { Other: Other: Signature of Property Owner: Date: 4/16/2007 6PFILE BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 75965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-0806 Job Address: 1374 BIGGS AVE Contractor: S N L CONSTRUCTION Fee Description PW 138 LA MIRADA OROVILLE, CA 95966 Printed: 4/16/2007 4:00 pm Account Number Fee Amount Paid'Date Pmt Amt Thermalito Drainage (by unit) 1800-0-280-1011822 C $0.00 ___j DBEH Building Review Fee 0021-540013-4614901-1010 $75.70 4/16/2007 $75.70 DBMSC Room Addition -First Stor 0010440001-4210500-1010 $419.93 DBF Room Addition - First Stor 0010440001-4210500-1010 $340.94 4/16/2007 $340.94 DBSMIP Residential 1001-0-280-1011298 $1.69 838.26 $416.64 Printed By: Gwyn. Benedict Balance Due: $421.62 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. Signature: Date: 4/16/2007 Pursuant to Government code Section 6 ou are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 75965 (530) 538-7266 Telephone (530) 538-7171 Fax www.buttecounty.net/dds National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE 1 Reference Number: B07-0806 Location: 1374 BIGGS AVE Parcel Number: 030-131-035 Date: 4/16/2007 By: GLB Sub Type: Room Addn-First Str Owner Name: STANFIELD, WINONA JEAN ETAL Phone: (530) 534-1237 Description: ADD MSTR BATH & ADD TO EX BEDRM - MAKING NEW HOBBY ROOM By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the state of California Regional Water Quality Board. I am aware that submitting false and/or inaccurate information or failure to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board for this project that disturbes one acre or more of land may result in revocation of grading and/or other permits or other santions provided by law. Signed: Title: FILE Date: 4/16/2007 r BUTTE COUNTY DEVELOPMENT FEE CERTIFICATION FARM BIEATHER RIVER RECREATION AND PARK DISTRICT (FRR D) cot, 0 CHICO AREA RECREATION AND PARK DISTRICT (C 1*14), 0 PARADISE RECREATION AND PARK DISTRICT (PRP*It, 24Q� ❑ DURHAM RECREATION AND PARK DISTRICT (DRPD)- $E4voP Assessor Parcel Number (s) �1 ' Building Permit Number, A�e_4 Property Owner (s) Project Location /Address�� - i G, � S A&< 0 (p V ((1e_ . 4i7CO C Subdivision Name Assessable Sq. Ftge Type of Residential Development (check one) New Development Single Family -Detached Single Family -Attached Alteration/Addition(s) Non -Residential to Residential Multi -Family Dwelling Mobile home Mobile home replacement verified by Assessor Department Demo Permit (date issued ) verified by Building Department Comments: Ok I V RAY'\ L4 L, 10-4 Buddina artm t R presentative Date RRPD ❑ CARD 0 PRPD 0 DRPD certifies that: (AJu06wmc_ C530) 370-2-Y33 Applicant Name Phone Number i� ) i �s -e oy-o o', noel (2k'14 Mailing Address City State Zip Has complied with requirements of the Butte County Board of Supervisors Resolution No. by Payment of: 1� Dwelling Units @ $ per unit for a total of $ Square Feet @ $ per sq foot for a total of $ Remarks Paid by Check No: Paid by Cash: Receipt No: y-/ /-7- e�'' 7 Recreation and Park District Representative Date BUTTE COUNTY SCHOOLS IMPACT FEE CERTIFICATION FORM (One form per Building) School District b r OV i I' l a 1^ Building Department No `Tax Rate Area No. _ A.P. Number �o r / D3 S Jurisdiction: City County Property Owner VI.)(Y. n Dir -10 a Q 164 Property Location/Address I �� qI V e t f / y'a (/ / �� Subdivision Lot No. :.................................................................................................' Residential Development 0 Sq. Footage 9/00 No of Living Mobile Home Addition/ 'Supplemental to (Group R) Units Installation Conversion Permit # Cr. Demo - € *(No foundation inspection) existing sq. ft. see attached _.................................................................................................. Net total sq. ft. C CQ Y Deed Restricted Sq. Footage (Attach a signed copy of Deed Restriction and Notice.of Limited Use Facility document) Commercial/Industrial Q Sq. Footage New Addition (Including Exterior Roofed Areas) n, Building --D Dartment�Re b resentabve Date District Identification No. 070152 School District certifies that (Payor) (Street Address) J J (City) (State) (Zip Code) (Phone Number) has complied with the requirements of Resolution No. , Q)S 1 by payment of $ representing square feet. 8 2926 $ FULL MITIGATION $ School DI`stnct epresentative Date Paid by Check # Remarks: Notice: You may protest the imposition of the fees identified above by submitting a written protest to the District, in compliance with Government Code Section 66020(a), within 90 days from the date fees are paid. Failure to submit a timely written protest will prohibit you from challenging the imposition of the fees in any court action. If, subsequent to the School District Representative signing this Butte County Schools Impact Fee Certification Form, the School District is notified by the applicable Local Planning Agency that this project is being reviewed under the California Environmental Quality Act (CEQA), this project may be subject to additional school fees to fully mitigate its impact on the school district's schools. White (school district), Yellow (building department), Pink (applicant) feeform.xls (12/06)dmm tl, 1. I u' -v I u' SEv�ER yt.ov 11D WOW - G i LATERAL BRACING:. DENOTES 3/8" MIN. APA PLYWD APPLIED OVER 2X4 FRA,1" NAIUNG = Sd VCS 6"cc EDGE NAILING, 12"cc.F1ELD. BLOCK ALL PW EDGES FOR EDGE NAILING. L= BRACED PANEL LENGTH. (MIN. = 4'.) if,'�ENOTES GYP. BD. OVER 2X FRAMING 16"x. NAILING; L= BRACED PANEL LENGTH. (MIN = 8'. 4' IF APPLIED BOTHI 3 DENOTES 7/16" HARDI PANEL SHEETING APPLIED OVER 1 FRAMING. NAILING = 8d GALV 6" cc EDGE, 12"cc FIELD. L= MIN 4' PANEL LENGTH. DENOTES ALTERNATE BRACED PANEL. SEE DETAIL, PAG NOTE: THE 2001 CBC, CPC, CMC, 2004 CEC, A 20( APPLICABLE TO THIS PROJECT. ' PROVIDE GFI FOR ALL BATH AND OUTSIDE PLUGS. ALL BEDROOM PLUGS, LIGHTS AND SMOKE DETECTC PROTECTED CIRCUITS. ALL NEW OR REPLACED LIGHTING WILL COMPLY WIT BATHROOMS WILL HAVE A 20 AMP DEDICATED OUTO PROVIDE SMOKE DETECTORS IN ALL BEDROOMS ANI BEDROOMS AS INDICATED ON FLOOR PLAN. BATTER' PROVIDE APPROVED EARTHQUAKE STRAPPING FOR ABBREVIATIONS: UNO= UNLESS NOTED OTHERWISE. TYP=TYPICAL: PL MFG= MANUFACTURE. E= EXISTING. N= NEW. CLR=M' EN= EDGE NAIL. PW=PLY WOOD. APE= AS PER EXIST SF= SOLID FRAMING UNDER BEARING POINT. SB= SO FF= FINISH FLOOR. EG= EXISTING GRADE. FG= FINAL �oa� PC �1 . I fidd. 5.4f4l I SEv�ER yt.ov 11D WOW - G i LATERAL BRACING:. DENOTES 3/8" MIN. APA PLYWD APPLIED OVER 2X4 FRA,1" NAIUNG = Sd VCS 6"cc EDGE NAILING, 12"cc.F1ELD. BLOCK ALL PW EDGES FOR EDGE NAILING. L= BRACED PANEL LENGTH. (MIN. = 4'.) if,'�ENOTES GYP. BD. OVER 2X FRAMING 16"x. NAILING; L= BRACED PANEL LENGTH. (MIN = 8'. 4' IF APPLIED BOTHI 3 DENOTES 7/16" HARDI PANEL SHEETING APPLIED OVER 1 FRAMING. NAILING = 8d GALV 6" cc EDGE, 12"cc FIELD. L= MIN 4' PANEL LENGTH. DENOTES ALTERNATE BRACED PANEL. SEE DETAIL, PAG NOTE: THE 2001 CBC, CPC, CMC, 2004 CEC, A 20( APPLICABLE TO THIS PROJECT. ' PROVIDE GFI FOR ALL BATH AND OUTSIDE PLUGS. ALL BEDROOM PLUGS, LIGHTS AND SMOKE DETECTC PROTECTED CIRCUITS. ALL NEW OR REPLACED LIGHTING WILL COMPLY WIT BATHROOMS WILL HAVE A 20 AMP DEDICATED OUTO PROVIDE SMOKE DETECTORS IN ALL BEDROOMS ANI BEDROOMS AS INDICATED ON FLOOR PLAN. BATTER' PROVIDE APPROVED EARTHQUAKE STRAPPING FOR ABBREVIATIONS: UNO= UNLESS NOTED OTHERWISE. TYP=TYPICAL: PL MFG= MANUFACTURE. E= EXISTING. N= NEW. CLR=M' EN= EDGE NAIL. PW=PLY WOOD. APE= AS PER EXIST SF= SOLID FRAMING UNDER BEARING POINT. SB= SO FF= FINISH FLOOR. EG= EXISTING GRADE. FG= FINAL AN; NVA t vowc#mp V41090VJ51 vypiv- vVpA- I l V,;Z le M ry/.7PS OpC. ERGY CODE ARE BE ON ARC FAULT ENERGY CODE. YSADJACENT TO SQ: M�M.9IFO�A%fti f4 '% X,),A "o 51. r2'4° ION OK FOR RETROFIT. iATER. NE104- EARANCE. W4 1 140 in BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT APPLICATION OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 A FEE WILL BE REQUIRED AT TIME OF APPLICA TION Website: www.buttecounty.net/dds "PLEASE PRINT CLEARLY" OWNER INFORMATION Last Name 'S First Name Mailing Address C )7`� , 5 /t v -e City f�Pv J` 1�E State Phone 5%1- 6A.4 Phone S Fax E-mail APPLICANT INFORMATION I rCONTRACTOR Name 5c�TFTt'r SN L_ G,,�,�i".►f��ot� Address L4 City pr�v t I le Statec-A Zip 95160 Phone 5%1- 6A.4 Fax � � 3797 Efimie 320 Lic. # W.9,355 Class 1 APPLICANT INFORMATION ARCHITECT/ENGINEER Name L.aSN Gvc=3�/ Address Po 30)L 0111*15 City orov, n Fax State Zip j +� Phone 533 _ 15-10 Fax E-mail State License Number APPLICANT INFORMATION Name suff /^ ,^� u Address 2,% LA ►,t%ra&(g; Ave - City State Zip el5q(0(0 Phone 5.9 _,524. ° Fax . i 3707-- 2-433 fA PLICANT SIGNATURE X PERMIT NO. BIN # PROJECT LOCATION AP# �b �21 O J__ Property Address i'l;7T 3 S ^ � City Uro vi ll z T F 1 WORKER'S COMPENSATION Policy NumbQ�' Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. LENDING AGENCY Name Address DESCRIPTION OR SCOPE OF WORK: Zoning Flood Zone SRA Tes No Occ. Tye Const. Scl FT- Living Garage ❑ Structure Built without Permitl ❑ Proposed Change of Occupa (Note previous use): Open For office us o Zoning Flood Zone SRA Tes No Occ. Tye Const. 6y6\A4 � (�"bn 'c7