Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
030-131-033
0 F 30,-131=33 _ 2804-'89B r M #hvt, LOVE,—J.D. . X1364"Biggs-Ave, ,Oroville, Contr George Roofing —(r'er;of /SF) �e Ir•, r f y: /� ti9 ,w_ .01 [:';B7' 1292 v 030=131=033 ISCELLANEOUS Private Garage/Shop ETAL STORAGE BLDG (30X30) 64 BIGGS AVE OVE, BILLIE C JR & LISA 1 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES BUILDING PERMIT 24 HOUR INSPECTION #:(530) 538-7636 (OROVILLE) (530) 891-2834 (CHICO) OFFICE 4:(530) 538-7541 FAX#: (530) 538-2140 WEBSITE: www.buttecounty.net\dds PROJECT INFORMATION Site Address: 1364 BIGGS AVE Owner: Permit No: B07-1292 APN: 030-131-033 LOVE, BILLIE C JR & LISA Issued Date: 07/10/2007 By AAM Permit type: MISCELLANEOUS 1364 BIGGS AVE Subtype: Private Garage/Shop OROVILLE, CA 95965 Expiration Date: 07/09/2008 Description: METAL STORAGE BLDG (30X30) (530) 533-4923 Occupancy: U-3 Zoning: A -R Contractor Applicant: Square Footage: FACTORY DIRECT METAL INC LOVE, BILLIE C JR & LISA Building Garage RemdUAddn P.O. BOX 1898 1364 BIGGS AVE 900 REDDING, CA 96001 OROVILLE, CA 95965 Other Porch/Patio Total (530)244-7510 (530)533-4923 900 FEE INFORMATION DBF Garage -Wood Frame Plan Che $233.56 DBMSC Garage/Shop/Strge Wood F $350.34 DBSMIP Residential $2.16 PW DRAINAGE $0.00 Total Charged: $586.06 Fees Paid: $586.06 Balance Due: $0.00 Receipt No: B3814 LICENSED CONTRACTOR'S.DECLARATION OWNER/ BUILDER DECLARATION Contractor (Name) State Contractors License No. / Class / Expires I HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am exempt from the Contractor's License FACTORY DIRECT METAL INC 862138 / D-24 / 08/31/2007 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 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license pursuant to the provisions of the Contractors License Law (Chapter 9 (commencing with Section 7000) is in full force and effect. 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 X 07/10/2007 the applicant to a civil penalty of not more than five hundred dollars [$500); Please check one of the following: Contractor's Signature Date E]1. AS OWNER OF THE PROPERTY, OR MY EMPLOYEES WITH WAGES AS THEIR SOLE COMPENSATION, WILL DO THE WORK AND THE STRUCTURE IS NOT INTENDED OR WORKERS' COMPENSATION DECLARATION OFFERED FOR SALE (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of the property, who builds or improves thereon, and who does I HEREBY AFFIRM UNDER PENALTY OF PERJURY one of the following declarations: the work himself or herself or through his or her own employees, provided that such improvements ❑I HAVE AND WILL MAINTAIN A CERTIFICATE OF CONSENT TO SELF -INSURE FOR are not intended or offered for sale. If, however, the building or improvement is sold within one WORKERS' COMPENSATION, as provided for by Section 3700 of the Labor Code, for the year of completion, the owner -builder will have the burden of proof that he or she did not build or performance of the work for which this permit is issued. rove for the purpose of sale.). I HAVE AND WILL MAINTAIN WORKER'S COMPENSATION INSURANCE, as required byPNTRACTORS (1,S OWNER OF THE PROPERTY, AM EXCLUSIVELY CONTRACTING WITH LICENSED TO CONSTRUCT THE PROJECT (Sec. 7044, Business and Provessions Code: Section 3700 of the Labor Code, for the performance of the work for which this permit is.issued. e Contractor's License Law dows not apply to an owner of the property who builds or improves My Workers' Compansation insurance carrier and policy number are; thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the State Fund 1838268 01/0112008 Cartier. Policy Number: Exp. Date: Contractors License Law.). (This section need not be completed if the permit is or one hundreddollars ($to0) or less.) I AM EX T under Section B. 8 P.C. for this reason: j\ riCERTIFY THAT IN THE PERFORMANCE OF THE WORK FOR WHICH THIS PERMIT IS G ISSUED, I shall not employ any person in any manner so as to become subject to the Workers' I Compens n laws of California,/�and agree that if I should become subject to the workers' compensr3li n provisions of 8Ct10n 3700 of the Labor Code, I shall forthwith comply with those X 07/10/2007 wners ig ature Date provisio X ( / 07/10/2007 I hereby certify that I have read this application and slate that the above information is torted. I agree to comply with all City and County ordinances, rules, regulations, and State laws relating to building natlh Date WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, 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 AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE injury, including death, and property damage caused arising out of, or in any way connected with HUNDRED THOUSAND DOLLARS $100,000, IN ADDITION TO THE COST OF COMPENSATION, ( 1 the issuance of this pemq[],.I hereby acknowledge thatt is issuance of this permit does not authorize the DAMAGES AS PROVIDED FOR INSECTION 3706 OF THE LABOR CODE, INTEREST AND use or occupan f any sidewalk, wrest, or subsidewalk. I hereby authorize representatives of Butte ATTORNEY'S FEES. roperty o inspection purposes. I hereby certify that I am the Count o e h abov nti d "don roperty m t h p party owner's behalf.CONSTRUCTION LENDING AGENCY 07/10/2007 1 HEREBY AFFIRM UNDER PENALTY OF PERJURY that there is a construction lending agency for Name o e ittee [SIGNI I Print Date the performance of the work for which this permit is issued. (3097 civ. code) Owner � Contractor OR Agent for Owner ❑Agent for Contractor FILE COPY Lenders Address City State Zip BUTTE COUNT' o���o DEPARTMENT OF DEVELOPMENT SERVICES 0 BUILDING PERMIT APPLICATION 0 o OFFICE #: (530) 538-7541 FAX #: (530) 538-2140 o A FEE WILL BE REQUIRED AT TTVE OFAPPLICATION Website: www.buttecounty.net/dds 011 R'"PLEASE PRINT CLEARLY ---- OWNER INFORMATION Last Name Lo v p/ C First Name Mailing Address / � .',d a /n1 City tate 6. - Zip W ,5 Phon�63o3' 73 # JJ Fax E-mail ARCHITECT/ENGINEER Name RoAerjo Adarne_ CONTRACTOR Name acifor, �t./�re-� - X el—gl Address p Z Q� Citye ► 1 A State � Zip CLA Phone 0 Fax E-mail Lic. # d� 1� C[ Class ARCHITECT/ENGINEER Name RoAerjo Adarne_ y Address LOO ibo n �j 1 p City C%n W 6g IS>PO i2 StateC " J 0 `� Pho 6S So r, ? "1 O ocaJJ� Fax E-mail State i n e u ber APPLICANT INFORMATION Name i l � e. C zo ve, Address 1,:3` ,8/ d VC /7S1at le/1 City �'��/ / le �,/ �l�( Zip Phone �?? / % � .•�J `7 Fax E mail PERMIT NO. 0. 0-5 BIN # PROJECT LOCATION AP# L17,3633 Property Address City %Q (/f'/! 7 (L%!i%5 WORKER'S COMPENSATION Policy Number Carrier If hiring anyone other than license contractors, a certificate of worker's compensation must be shown at the time of permit issuance. I LENDING AGENCY I Name Address DESCRIPTION OR SCOPE OF WORK. all ®' Y,30 e Iu / Slor4 / Oncreie Sl�l Sq FT- Living Garage Open Cov ❑ Structure Built without Permits ❑ Proposed Change of Occupancy a (Note previous use): 33 �O For office use only: Zoning Flood Zone SRA I Yes N Occ. Type Const. i ' 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 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 http://municiDalcodes.lexisnexis.com/codesibutteco/ Reference Number: B07-1292 Location: 1364 BIGGS AVE Parcel Number: 030-131-033 Owner Name: LOVE, BILLIE C JR & LISA Description: METAL STORAGE BLDG (3 Signature of Property Owner: FILE Date: 06/13/2007 Phone: (530) 533-4923 Date: 06/13/2007 Butte 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 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: B07-1292 Date: 06/13/2007 Location: 1364 BIGGS AVE By: KEJ Parcel Number: 030-131-033 Sub Type: Private Garage/Shop Owner Name: LOVE, BILLIE C JR & LISA Phone: (530) 533-4923 Description: METAL STORAGE BLDG (30X30) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land arid 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: Date: 06/13/2007 Title: FILE BUTTE COUNTY FEE SUMMARY 7 County Center Drive Oroville, CA 95965 Department of Development Services Phone (530) 538-7541 Fax (530) 538-2140 Permit Number: B07-1292 Job Address: 1364 BIGGS AVE Contractor: FACTORY DIRECT METAL INC P.O. BOX 1898 REDDING, CA 96001 Printed: 06/13/2007 11:24 am Fee Description Account Number Fee Amount Paid Date Pmt Amt PW DRAINAGE Thermalito Drainage (by unit) 1800-0-280-1011822 DBMSC Garage/Shop/Strge Wood F 0010-440001-4210500-1010 $350.34 DBF Garage -Wood Frame Plan Che 0010-440001-4210500-1010 $233.56 06/13/2007 $233.56 DBSMIP Residential 1001-0-280-1011298 $2.16 Printed By: Karen Jones 586.06' $233.56 Balance Due: $352.50 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees ay chanA during the plan checking process. Signature: Ait\Date: 06/13/2007 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). !STEELBU[LD[\Gi P.O. Box 3618 A0 srrr! BuiLn[niL TEL: 805.550.4532 J Er• [�Lz!nG! i _ QP L`�r �� ,�{��� FAX: 805.782.0260 a , • !STEELBU[LD[\Gi P.O. Box 3618 A0 srrr! BuiLn[niL TEL: 805.550.4532 J Er• [�Lz!nG! SAN LUIS OBISPO, CA 93403-3618 L _ QP L`�r �� ,�{��� FAX: 805.782.0260 a , [ S l el L BU[LD NG P.O. Box 3618 �{ si i ! i !3Uu u[Ac 1 TEL: 805.550.4532 ' SAN LUIS OBISPO, CA 93403-3618 `' `� LNG1N�E1't� j FAX: 805.782.0260 THE 2001 CBC, CMC, CPC, 2004 CEO, AND 2005 CALIFORNIA ENERGY STANDARDS AS AMENDED BY THE JURISDICTION APPLY TO THIS F M PROJECT. FILE COPY FACTORY DIRECT METAL PO BOX 991-898 REDDING, CA 96099 Phone: (530) 244-7510 30'x 30' x 10'-0" Eave Height Steel Storage Shed (5' o.c. Frame Spacing) APPROVED PLANS AND PERMIT SHALL BE ON SITE FOR ALL INPECTIONS PROJECT INFORMATION OWNER NAME: BILLIE LOVE PROJECT ADDRESS: 1364 BIGGS AVE. OROVILLE, CA 95965 SHEET INDEX 1- COVER SHEET 2-3 GENERAL NOTES 4- ROOF FRAMING PLAN 5- FOUNDATION PLAN 6- FRONT/BACK WALL FRAMING & TYP 7- RIGHT & LEFT SIDE WALL FRAMING 8-9 CONNECTION DETAILS 10 MISC. INFORMATION NOTICE TO BUYER: NOTE: 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. V L. ,o t/jr BUILDING PERMIT#y>' 12' ' 2 - ASSESSOR'S ASSESSOR'S PARCEL# 016-' 131' BUILDIM APPROVED DESIGN LOADS: DEAD LOAD: LIVE LOAD: SNOW LOAD WIND LOAD: SEISMIC : 5 PSF 0 PSF 20 PSF 75 MPH EXP. C ZONE 4 INT. FRAME ELEV. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC. © COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC. lAl :STEEL FACTORY DIRECT METAL DRWN: NG 05/15/07 BUII.DING DWG. N0. ENGINEERING STEEL STORAGE SHED CHK: JCP 05/15/07 ,COVER SHEET APPR: RA 05 15 07 OF: 10 P.O.BOX 3618- SANLUIS OBISPO, CA 9]10] (805) 5,6-8,22. FAX (805) 782-0260 SCALE: AS SHOWN JOB NO.: SBE -0728-07 REV: 0 C" S� TE Pte, : --- -- ... .. - . -.. - . P �"_'if.:.�.:.1:�m�^>':a..c-+/[cF�+Q+mna+vx's.�..e�n--c:�OC.91isr.-' --v� ..�..r,•���v. cw-.. �.e^P_�'i-F.9y^.C9 ^'�+"..vz�t+S.�f.�4:_: _�fT.- ..•t-�'..�.�+•+-m_•_-�:cef .-.-w� _ _a.v�^' _ �. � � fes, 9 •] � / ' �, v n - t I, .-"4NING DIVISION -BUILDING PLAN APPRO ..t 0 A h, Assess�oe Parcel P ty ber: © L� J ®. % m �Ca1e: V ddripss) Phone Me.dT coint� act: Ove 4- .JSG . /Lovg Pie FOR OFFICE.USE ONLY RR®1!!®E FOR ALL ADJACENT PARCELS SIZE: (AC): General Plan Destg. . ZOMNG: � Ms. 'SEN PLAN.: -- �.� USES: r use: -off-- �18IDate:..__% __✓ . gePaun: acpng: h Ott� < her '. . �� Sig Signa . . AP Df i t A h, Assess�oe Parcel P ty ber: © L� J ®. % m �Ca1e: V ddripss) Phone Me.dT coint� act: Ove 4- .JSG . /Lovg Pie FOR OFFICE.USE ONLY RR®1!!®E FOR ALL ADJACENT PARCELS SIZE: (AC): General Plan Destg. . ZOMNG: � Ms. 'SEN PLAN.: -- �.� USES: 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. 2. STEEL BUILDING ENGINEERING INC. SUPPLIES TECHNICAL DRAWINGS PREPARED FOR PERMIT PROCESSING BY THE LOCAL BUILDING DEPARTMENT. YOUR DEALER IS INDEPENDENT AND NOT A' CONTRACTOR OR AGENT OF STEEL BUILDING ENGINEERING INC.. These drawings, notes and details ore instruments of service and ore the property of STEEL BUILDING ENGINEERING INC.. All drawings, information, specifications, ideas, designs and arrangements represented within these documents shall remain the property of STEEL BUILDING ENGINEERING INC.. No port thereof sholl be copied, disclosed to others or used in connection with any work or project other than the specific project for which they have been prepared, developed and licensed, without the expressed written consent of STEEL BUILDING ENGINEERING INC.. COPYRIGHT 2007. STEEL BUILDING ENGINEERING %e'se plans and specifications are instruments of service prepared for contract construction work and sholl be used only under specific agreement and license with STEEL BUILDING ENGINEERING INC.. Contractor shall verify all dimensions and existing conditions. Report any discrepancies to STEEL BUILDING ENGINEERING INC. prior to commencing work. Material contained in these documents may not be reproduced in whole or in port without the written consent of STEEL BUILDING ENGINEERING INC.. These plans are the property of STEEL BUILDING ENGINEERING INC. and may only be used for the project as specified in the contract or licensing agreement. i GENERAL NOTES 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: CBC Sec. 1607 Snow Load: 20 psf Wind Load: 75 mph, Exp. C Seismic Load: Zone 4. O.M.R.F. 1.5 DESIGN MATERIALS & STRESSES Steel Tubing Manufactured per ASTM—A500 Carbon Steel 16-22 Gouge — cold rolled steel 16-7 Gouge — 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 for seismic) in accordance, with the 1997 OBC, the 2001 CBC. BILLIE LOVE STEEL-BUILDI ©CO YRIGHT G ENGINEERING Z NOC7I V STEEL BUILDING 'FACTORY DIRECT METAL DRWN: NG 05 15 07 DWG. N0:ENGINEERING STEEL STORAGE SHED CHK: JCP 05/151/07 R Y k A GENERAL NOTES APPR: RA 05/15/07 oF: to D.0.80% 3618 • SIN WIS 0aw, G 93403 (805) 516-8127 • FAX (805) 782-0260 SCALE: NONE JOB NO.: SBE -0728-07 REV: 0 2.0 GENERAL NOTES: 1.I C0I✓CRETE 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 chomfered i" whether or not shown on the drawings. 2. The maximum concrete slump shall be: Slobs ..... 3" +1" All other work ..... 4" +1" 3. The minimum cement content shall be 5 X socks per cu yord and shall be a standard brand type II, 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 i" U.O.N. Use 1/4" aggregate for slabs on grade. 6. Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by on 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) 8. Special InsOection is NOT required for the footing concrete 2.1 COIdCRETE ,1?ElNF0,J'CINC SPECIFICATIONS 1. 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 hove minimum bend radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending. Once bent, steel shall not be straightened. 1.5 SOIL SPECIFICATIONS - 1. Minimum required soil bearing (DL+LL) to be 1000 psi. 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 sholl be brought to the engineers' attention. 4. All required fill and backfill shall be compacted to of least 90% of maximum density unless otherwise noted on a soils report. 1.4 STEEL SPECY'lCATIONS 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 gouge and heavier Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier 3. Carbon Steel used shall conform to the following: 16 gouge - 22 gauge (cold ,rolled steel) 16 gouge - 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 '/r to 3 times the outside diameter (round) 3 X to 5 times the outside dimension (shapes) 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 be accurately positioned and adequately tied, using proper choirs ond. 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. 1 W'....where not exposed to earth or weather. BILLIE LOVE N UH . STEEL BUILDING DIRECT METAL ENGINEERING STEEL STORAGE SHED GENERAL NOTES P.0.60N 7618 • sa LUIS OBISPO. 2- 97107 ( SCALE: NONE JOB NO.: SBE -0728-07 hos) 546-8427• rur (hos) �6�-orso © COPYRIGHT 200". STEEL BUILDING ENGINEERING INC DRWN: NG 05 /15/07--" DWG. N0. CHK: JCP 05/15/0 APPR: RA 05/15/07 OF: 10 REV: 0 I L 1 HI I z Z J O W CL O N O N W 2 Q W f Q W s Q W Q W s Q W Q W Q W W W W W W C W I :1 ? j w.- M M ._._._._ U W 1-_._._._ U W F ._._._._ U W :_._._.—_ U W .-- - U W F- .—._._ U W . U C W C C X xx N C x N K X x N K x X N K x X N K x X N C C Ic M M x N f: Roof Decking' 6 boys @ 60.00" o.c. (Re[.) 360.00" (30'-0" ) ROOF FRAMING PLAN , SCALE: NTS 8,. /--\ l'—\ r--\ , STITCH SCREW 2X3 RAFTER �- 26 GA. METAL ROOFING SHEATHING ON RAFTER DETAIL 7 SCALE: NTS BILLIE LOVE FACTORY DIRECT METAL V STEEI; BUII:DING STEEL STORAGE SHED EENGINEERING ROOF FRAMING PLAN P.O.BOX 5618 • SIN LOIS OB15PO. CA 95405 (805) 546-8177 • (AX (905) 787-0160 SCALE: •AS SHOWN JOB NO.: SBE -0M 114-14 x 7/8" AT 30" O.C. © COPYRIGHT 2007 STEEL -BUILDING ENGINEERING INC.. DRWN: NG 05 15 07 M. N0. CHK: JCP 05/15/07 APPR: RA 05/15/07 OF: 410 REV: 0 7.00" (T1?.)j 60.00" 60.00" 60.00" 1 48.00" 1 72.00" 1 46.00" A o o a: o e u e e c) ^ O I O v _a 4" Concrete Slab w/ e e a •• O tb — o 0 + e' 6/6/10/10/ Welded Wire Fabric 0 o .. a i .. a. O O e. • • e . e • • n ,. .. .e• ... e. lo - o o n e , e' cD o A 60.00" 60.00" 60.00" 60.00" 60.00" 46.00" 360.00" (30'-0") FOUNDATION PLAN SCALE: NTS See Plan BILLIE LOVE % ''STEEL BUILDING �,' ENGINEERING P.O.eOX 3618" SAN LUIS oawo, G 97403 (805) 546-842Y • fAX (805) 782-0260 8• Thickened Edge Perimeter rooling w/ 1-14 Bar on top SCALE: NTS LEGEND /r2"x3" Post 1/2"0 ITW/Ramset Wedge Anchor 0 ITW/RAMSET REDHEAD WEDGE ANCHOR � 2 x2' Bose Roil a 2"x3" RECT. TUBING 1-8" Thickened Edge Concrete Slab • 2"x2" SQUARE TUBING ITWIRAMSET WEDGE ANCHOR DETAIL � SCALE: NTS, FACTORY DIRECT METAL STEEL'STORAGE SHED FOUNDATION PLAN. LE: AS SHOWN I JOB NO.: SBE -OM O COPYRIGHT 2007 STEEL BUILDING ENGINEERING INC ORWN: NG E 15 07DWG. N0. CHK: JCP 05/15/07 APPR: RA 05/15/07 OF: 10 REV: 0 FRONT WALL FRAMING SCALE: 1/8" = 1'-0" 1 BACK WALL FRAMING SCALE: 1/8" = 1'-0" L360.00" (30'-0") NOTE: TYPICAL INTERMEDIATE FRAME ALL FASTENERS ON EXTERIOR FACE OF SCALE: 1/8" = 1'-0" FRAMING ARE TO BE FLAT HEAD SCREWS. ©COPYRIGHT 2007 BILLIE LOVE STEEL BUILDING. ENGINEERING INC @wMENGINEERING TEELBDILDING FACTORY DIRECT METAL DRWN: NG 05 is 07 DWG. N0. STEEL STORAGE SHED CHK: JCP 05 15/6 7 FRONT/BACK WALL FRAMING & TYP. INT. FRAME ELEV. APPR: RA 05/15/07 OF: 10 V.0.80% 3618• SIN LN! OBIlAO, G 9703 rill s.6 :, • ��% r09> 782-0260 SCALE: 1 r 8" = 1'-0" IJOR NO.: SBE -0728-07 REV: 0 H Roof Decking x = Y W Q > CL W Q m o I 1 o 0 0 0 0 'n o � N RIGHT SIDE WALL FRAMING SCALE: 3/16" = 1'-0" Roof Decking x Y Q C1- m I C. 0 LEFT SIDE WALL FRAMING SCALE: 3/16"`= 1'-0" PYRIGHT 2 BILLIE LOVE STEEL BUILDING CE�NGI EER NG IN Z— 9 Wall Decking 6 boys @ 60.00" o.c. (Ref.) 360.00" (30'-0") Z— "x3"RECT. TUBING, � Q W -CD 3 o C) -1 0 �o x � 8 C, = Z a Wall Decking 6 boys @ 60.00" o.c. (Ref.) , 360.00" (30'-0") FACTORY DIRECT METAL ORWN: Nc 55117107"" lUl .STEEL BUILDING STEEL STORAGE SHED CHK: JCP 05 15 07 '� ENGINEERING RIGHT & LEFT SIDE WALL FRAMING APPR: RA • 05/15/07 i.0.80X 3618 •SAN Wb OAISiO, G 9!'0.1 (80.5) 546-8427 • FAX (805) 782-0760 SCALE: 3. 16" = 1'-0" JOB NO.: SBE -0728-07 REV: 0 � (2) 12, x78 EX CRE BRACKET NIM MIN. (2) gl2•x 1' TEK SCREWS 10 EACH MEMBER. ONE BRACKET ON EACH SIDE OF CONNECTION. (� :VERTICAL TO RAFTER DETAIL � SCALE: AS SHOWN ` Y B-57 BRACKET, 7'6-3/4; BGA \ ry WTH MIN. (3) 112-x I- TEK STREWS EACH MEMBER. ONE BRACKET yf , • ON EACH. SIDE OF CONNECTION.- , TRIM BRACKET 10 ROPE OF RAFTER. 2-x3• DOOR POST 3 DOOR HEADER DETAIL SCALf: 'AS SHOWN i • B-57 BRACKET, 7•6-3/4-, 18 GA. ". N7M MIN. (3) J12 x I' TEK SCREWS TO EACH MEMBER. ONE BRACKET ON EACH SIOE'OF CONNECTION. + TRIM BRACKET i0 SLOPE OF RAFTER. 1 HEADER n ' i 6-0 3/4"08 GA- B-15 BRACKET FNM MIN. (2) #12'x I' TEK SCREWS TO EACH MEMBER. ONE BRACKET +4 ON EACH SIDE OF CONNECTION. S 2•x3' VERTICAL N I 4 � i'xJ• HEADER y 2 VERTICAL TO:HEADER°DETAIL SCALE:' AS SHOWN T B-57 •BRACKET. 7'6-3/4•, 18 GA. WTH MIN. (3) 112 x 1• TER SCREWS TO PEAR ` EACH MEMBER. ONE BRACKET TR EACH SIDE OF CONNECTION. . BLN BRACKET TO SLOPE OF RAFTER. a kg •(s r 2•x2• WEB MEMBER (4-A�—�TRUSSMETAIL SCALE: 1 1'-0`,' }8-57 2"x3" Verticol Unit 2'x2' TRUSS BRACE °p . 2'x3• SIDE POST / 1.0"x1.0" Corner Broce %� BOTTOWCHORD CONNECTION DETAIL (�)CqORNER-BRACE DETAIL J SCALE: AS SHOWN 1 t E: 1 1'-0" _ 1 i `MILLIE LOVE ' STEEL BUILDING CPYRIGHT ECNGINEERING2 INC. et i STEE FACTOR. Y DIRECT METAL DRwN: NG 05/15/07' -DWG.. NO. N� LBUILDING `STEEL STORAGE SHED CHK: JCP 05 .15 07 ENGINEERING I J CONNECTION DETAIL$ APPR: RA 05 15 07 OF:. 810 P.°80X 3618 5) 545-`2'" LUX °�° `" °' SCALE: AS, SHOWN JOB NO.: SBE -0728-07 REV: 0 ` (805) 516-8+17 • FAX (BOS). 787-0160 t I'y VERTICAL • CORE POST CORE PIN MADE FROM STAINLESS STELL 1-3/4-X 2-3/4-.--- FRAMING SCREWS 14 GA. STEEL TUBING 4 ME BASEPLATE MADE FROM BASEPLATE M CORE PIN WELDED 10--,/L--= spa V22�' X 3' 14 GA.BASEPLATE THE 2*X3' BASEPLATE CALVENIZED STEEL TUBING 3" 0 COLUMN TO BASERAIL -DETAIL ) SCALE: A;AS SHOWN 2' X 3' GALV STEEL MEMBEf 1-3/4'X 2-3/4-14 GA. STEEL CORE INSERT X 3' GALVENIZE0 EEL MEMBER :oLlumWT-O."CORNE'll, METAIL SCALE: ' M' ��CALLEM/4"'= -1'.-0 2' X 3" CALVENIZED STEEL RAFTER 2* X3' GALVEN)ZED STEEL PEAK A 2' X 3" GALVENIZEO STEEL RAFTER 1-3/4'X 2-3/414 GA. STEEL CORE INSERT 1-3/4'x 2-3/4'14 GA. t STEEL CORE INSERT '),'RAOtEll 't Q'PEAK DETAIL A CORNER TO RAFTER dETAIL 47—= V --O" SCALE:*13/4" = 1'-0" ,:BILLIE;LOVE STEEL iE ?M BUILDING] - ENGINEERING f 9 - SAN LUIS 03SP0. CA 934W -6427 - FAX (803) 762-0260 5 J. 15.00" 15.00" 40" PEAK��D Lt SCALE. ALE. 314 S: 4. Q COPYRIGHT 2007 5TEELBPILDING ENGINEERING 'INC. 7 7 . T "FACTORY DIRECMETAL eDRWING, 05'.1`5 /07 DWG.- NO.� STEEL- STORAGESH E . D 11 CHK.''JCP 'JPP 'd5/'i5/07 9 CONN ECtIOW DETAILS --"APPR: RA, 05/15/07 OF: 10 'ALE: AS SHOWN JOB NO.: SBE'—'0728-07i R�EV.0 4 Y STRUCTURAL CALCULATIONS for a -30' x 30' x 10141 ease 'height STEEL STORAGE SHED (5' Frame Spacing) (18 Pages). Factory Direct Metal PO Box 991-898 Redding, CA 96099 Owner Name: Billie Love Project No. ADG-0728-07 May 15, 2007 THE ADAMES DESIGN GROUP 1600 WILSON STREET SAN LUIS OBISPO, CA 93401 (805) 801-2332 Prepared by: N. GODOI Checked by: R. ADAMES Engineer's Seal ( r ' IM=THE ADAMES ;SUBJECT: STEEL STORAGE SHED Prepared 6y: N.` GODOI PAGE DESIGN GROUP Project No. ADG-0728-07 Checked by: R. ADAMES 2 of 18 TABLE OF CONTENTS 1.0 Design Criteria 7.0 Structure Sketches Figure 7.1- Structure Plan 1.4 Design Codes and References 3' 17 1.2 Design Loads 3. Figure 7.4- Back Wall Framing 1.3 Design Materials and Stresses 3 . 2.0 General Notes 2.1 Concrete Specifications 4- 2.2 Soil Specifications 5 2.3 Steel Specifications 5 3.0 Design Parameters 6 4.0 Structural System 7 5.0 Structure Loads 5.1 Vertical Loads 7 5.2 Lateral Loads 8 5.3 Load Combinations 8 6.0 Structural Analysis 6.1 Roof & Wall .Sheathing Design 9 6.2 Check Anchor Bolts at Base Rail 10 -6.3 Check 3x2 Column 11. 6.4 Check Moment Resisting Elbow Connection 11 6.5 Column Footing 12 6.6 Check Truss 13 6.7 Anchorage to Resist'Uplift 14 6.8 Allowable Loads for TEK Screws & Metal Sheathing 15 6.9 Check Metal Sheathing Acting as a Vertical Diaphragm 16 7.0 Structure Sketches Figure 7.1- Structure Plan IT, Figure 7.2- Typical,_ Frame 17 Figure 7.3- Front Wall Framing 17 Figure 7.4- Back Wall Framing 18 Figure 7.5- Side Framing 18 THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by': N. GODOI PAGE DESIGN GROUP Project No. ADG-0728-07 Checked by: R. ADAMES 3 of 18 1.0 DESIGN CRITERIA: 1.1 DESIGN CODES & REFERENCES 1997 Edition of the Uniform Building Code 2001 Edition of the California Building Code Steel Allowable Stress Design, Ninth Ed. (AISC) Concrete Reinforced Concrete Design Handbook (ACI) Ultimate Strength Design Handbook (ACI) 1.2 DESIGN LOADS Dead Load: Structure Weight Live Load: 0 psf Wind. Load: 75 mph, Exp. C Snow Load: 20 psf Seismic Load: Use Group I, Category D 1.3 DESIGN 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: 94 bars and smaller Fy = 40,000 psi Grade 60: #5 bars and larger Fy = 60,000 psi Concrete Normal Weight Pc =2500 psi in 28 days Soil Foundations have been proportioned based on an allowable soil bearing value of 1000 psf (w/.1/3 increased for seismic) -in accordance with the 1997 UBC, and the 2000 IBC. THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GOD01 PAGE DESIGN GROUP Project No. ADG-0728-07 Checked by: R. ADAMES 4 o 18 2.0 GENERAL NOTES: 2.1 CONCRETE SPECIFICATIONS All concrete shall be normal weight and attain a minimum compressive strength of 2500 psi in 28 days. All concrete edges, corners Slabs....................3" fl" chamfered 3/" whether or not shown on the drat All other work ......... 4" f 1" 2. The maximum concrete.slump shall be: 3. The minimum cement content shall be/5 'h sacks per cu yard and shall be a standard brand type II, 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.O.N. 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 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 for the footing concrete. 2.2 CONCRETE REINFORCING SPECIFICATIONS 1. 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. 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 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" ............ where concrete is exposed to and cast against earth. 2" ............ where concrete is exposed to earth but cast against formwork. 1 '/2".........where not exposed to earth or weather. SUBJECT: STEEL STORAGE SHED Prepared by;: N. GODOI PAGE JIMTHEADAMES DESIGN GROUP Project No. ADG-0728-07 Checked by: R. ADAMES 5 of 18 2.3 SOIL SPECIFICATIONS 1. Minimum required soil bearing (DL+LL) to be 1000 psf. 2. Expansive index= (assumed* / from report) *verification maybe 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. 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, 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 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'/z to 3 times the outside diameter (round) 31/2 to 5 times the outside dimension (shapes) SUBJECT: STEEL STORAGE SHED Preparied.by,-: N.-GODOL, PAGE E ADAMES, SIGN GROUPR. Project No. ADG-0728-07 Checked byy-MRADAMES 6 of 18 3.0 DESIGN PARAMETERS: Building Dimensions Width3I)' ft Roof Rise Length ft Roof Run 12 Eave Height a10 ft 'Frame Spacing ft Header Length 1=G ft Post Number of Post in Transverse Direction Number of Post in Longitudinal Direction Occupancy Category 4>;, Standard c�cupaney StTuctt"u�es ..Encl6s'ure aftfall Closest Distance to Seismic Source AU Elbow Cohnection Brace Horizontal Length 111,1,8in Brace Vertical Length' k U 8, in .Soil Type: Foundation Type: jffi�@b2nqq' Anchor Type: IN Slab Thickness y 4Y in Pier Diameter: 171YA rl in Concrete Density lbs/ft^3 Peir Depth: in .- Roof Sheathing Roof Sheathing Gage: 26 Ga Roof Sheath' Direction: Sheathing Z. Wall Sheathing Wall Sheathing Gage: 8%! Ot"a. 9 Wall Sheathing Direction: f Hm-07, mma Truss Type- a �• THE AD'AMES . 'SUBJECT: STEEL STORAGE SHED Prepared -by : N. GOD01 PAGE • • '` ;Project No. ADG-0728-07 Checked by - R. ADAMES 7 of 18 DESIGN GROUP t ' - 4.0 :STRUCTURAL SYSTEM g 4.1 ROOF SYSTEM — Steel decking over steel tube rafters. Diaphragm will be considered flexible for calculation purposes. 4.2 WALL SYSTEM - Longitudinal- i"bit FREE',, Bearing: ° `!gall System Transverse - Ordinary Moment Resisting Frame 4.3 FLOOR SYSTEM — 4" concrete slab on grade f 4.4 FOUNDATION SYSTEM — 8" thickened edges with Hilti Redhead wedge anchor t • 5.0 STRUCTURE LOADS y : 5.1 VERTICAL LOADS 5:1.1 Roo Loads Dead Loads '(Estimated) Live LoadM-1psf psf psf Decking':Rim Snow Load Framing:psf Misc.:psf Total 5.0 psf 5.1.2 Wall Loads Dead Load (Estimated). Live Load J.psf Steel Siding over Tubing , .;�, psf Total 5 psf 5.1.3 Floor Loads Dead Loads (Estimated) Live Load ,, :0 psf Concrete Slab:' "1744 I psf Not applicable for floor type Total 144 psf 7THE AD'AMES SUBJECT: STEEL STORAGE SHED Prepared.by : N. GOD01 PAGE DESIGN GROUP Project No. ADG-0728-07 Checked by' R. ADAMES 8 of 18 52LATEPAL LOADS 5.2.1 Wind Loads Site Conditions Wind Speed:_;' : 75.E . " mph Wind Pressure: 1.4.5 psf CBC Table 16-F Exposure: C Iw: 1. CBC Table 16-K P = CQC9gsIw UBC Sec. 1620 Method 1 (Normal Force Method) UBC Sec. 1621.2 Ce= 1.06 (Structure Less Than 20' Tall) . CBC Table 16-G .. F CBC Table 16-H Pwall 12 psf Inward Proof -18 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R= x°4;5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) , DL +LL= 5 + 0= 5 psf 2)'DL + W= 5+-18= -13 psf 3)DL + S = 5 + 20= 25 psf DL + S Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade P,nmary�F�arne�ystern Roof Leeward r ' -1.2 (1.06)(-1:2)(14.5)(1)" "-18.44 ;Roof Windward{ 0.9 (1.06)(0.9)(14.5)(1.) 13.83 Roof Windward -1.2 (1.06)(-1.2)(14.5)(1) - -'18.44, Wall Leeward j -0.5 (1.06)(45)(14.5)(1) =7.69 Wall Windward; 0.8 1 (1.06)(0.8)(14.5)(1) 12.30 CBC Table 16-H Pwall 12 psf Inward Proof -18 psf Outward 5.2.2 Seismic Loads Total Design Base V = 3 Ca W CBC Sec. 1630.2.3.2 R Na= 1.0 CBC Table 16-S Ca=0.40Na= 0.4 R= x°4;5 CBC Table 16-N V= 0.27 W 5.3 LOAD COMBINATIONS Using Working Stress Design for Streel Structures (Reference CBC Section 1607.4.2) 1) , DL +LL= 5 + 0= 5 psf 2)'DL + W= 5+-18= -13 psf 3)DL + S = 5 + 20= 25 psf DL + S Governs 25 psf Note: Floor DL and LL is excluded due to Slab on Grade THE AD'AMES . SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE .o DES 1GN GROUP Project No. ADG-0728-07 Checked by: R. ADAMES 9 of 18 6.0 STRUCTURAL ANALYSIS 6.1 ROOF SHEATHING AND SHEAR WALL DESIGN 6.1.1 Roof Contribution Roof LL Roof DL DL + S = 25 psf (5 psf)(30 ft) = 150 lb/ft 6.1.2 Wall Contribution DL at mid -height (5 psf 1, Oft /2) = 25 plf 6.1.3 Lateral Contribution Wind = (12 psf x (10 ft /2)) + (18 psf x 3.75 ft) = 128 plf Seismic = ( 0.27 )( 150 plf + 25 plf) = 47 plf 127.5 plf. > 47.3 plf. Wind Governs Roof Sheathing ] 3.75ft 5 ft Longitudinal Axis PLAN ELEVATION Unit Shear in transeverse direction, Based on 5 ft. c.c. frame spacing v = 127.5 plf x 5 ft = 319 lbs/post 2 Posts Unit Shear Longitudinal Direction: v=(18psf x0.5x3.75ftx30ft)+(1212sfx(10ft/2)x30ft) 2 x 7 Posts 6.1.4 Roof Pressure. due to Wind Load Pressure Load at Roof is 18 psf (Outward) Use 26 Ga. Fabral's Metal Sheathing. Rated at 31 psf Wind Load, 24 psf Live Load, for a 5' span. Fasten to rafters per manufacturers instructions, using No. 12-14 sheet metal screws reated at 1,620 lbs shear or bearing and 752. lbs pullout. 201 lbs/post THE AD'AMES SUBJECT: STEEL STORAGE SHEDI Prepared by..: N. GODO.I PAGE • DESIGN GROUP Project No. ADG-0728-07 Checked by: R. ADAM ES 1pof 18 6.2 CHECK ANCHOR BOLTS AT BASE OF POSTS Total shear load transferred to base from roof diaphram along tranverse axis: R= 319 lbs; so, for one 1/2" dia. ITW/RAMSET RedHead Wedge Anchor embeded a min. 2 1/2" into -2000 psi concrete with 1 1/2 edge distance and 48" o.c. spacing, allowable shear is 11.90 lbs. And' concrete with 1 1/2" edge distance and 48" o.c. spacing, . allowable .shear is 1 ]90 lbs. And allowable tension is 580 lbs without special inspection. Reference ICBG #ER -1372 Table 3. Thus, 318.75 lbs/ 1190 lbs= 0.27 say 1. bolt min. at each column for shear transfer. , THE ADAMES SUBJECT: STEEL STORAGE SHED Prepared by: N. GODOI PAGE •• • Project No. ADG-0728-07 Checked by: R. ADAMES 11of 18 DESIGN -GROUP 6.3 CHECK'COL UMN Cro s�Se bion I'ro .ertes 0.619 it,- 0.7250928 w = 1.2 psf x 5 ft= 60pl,fG/ 2 columns = Ex in0.826 6750 lbs -in in, 1.131 in 1875 lbs Bending 1 1VI�tisin w = 1.2 psf x 5 ft= 60pl,fG/ 2 columns = 30.0 plf 10, 6750 lbs -in DL+W ; (12+5)(5)(10)(18) : M = wl^2 / 8 = ( 30 plf )( 10 ft )^2 / 8 = 375 lbs -ft fb = WSx = 3751b -in /0.619 in^3 = 7.28 ksi Fb = 33 ksi 33 ksi > 7.28 ksi 01 R Bending O.K. ` Shear V= 3001f (10 ft )/2 = 150 lbs w= 30.0 Of 10 ft fv = 1.5V/A = 1.5(1501bs)/ 0.725 1n^2 = 0.3 ksi Fv = 22 ksi 22 ksi > 0.31 ksi Shear O.K. f 1 Axial P = (25 psf)(5 ft)(30 /ft/2) = 1875 lbs fa = P/A = 1875 lbs/ 0.725in^2 = 2.59 ksi Cc 102.02 KI/r =1.74.33 Kl/r > Cc Use Eqn E2-2 Fa = 4.91 ksi 1 Combined ; 1875 lbs I fa/Fa = 0.527 >.15 Use Eqn. H 1-1 & H 1-2 Fcombined = 0.922 < 1.0 Combined O.K. USE2x314G,a X 6.4 CHECK MOMENT RESISTING ELBOW CONNECTION r i K = 18 in 2652 lbs 12 3'� 33750 lbs. -ft 18 in DL+S Governs 33750 lbs -in ' 33750 lbs -ft 2652 lbs mad Offset' 1VI�tisin DL+S "(25)(5)(30/2)(18)"F` 33750 lbs' -in DL+LL (5)(5)(30/2)(18) 6750 lbs -in DL+W ; (12+5)(5)(10)(18) : 15300 lbs -in 12 3'� 33750 lbs. -ft 18 in DL+S Governs 33750 lbs -in ' 33750 lbs -ft 2652 lbs THE mumviES SUBJECT: STEEL STORAGE SHED Prepared by : N ;GODOI PAGE DESIGN GROUP Project No. ADG-0728-07 Checked. by: R. ADAMES' 12of 18 IME Try : Ix16Ga 2x3.14 Ga h Bending i M = 33750 lb -in = 281.2.5 lb -ft i 2.6 3 in. fb = M / Sx = 2812.5 lb -in /2.15 in") = 15.70 ksi Fb = 33 ksi 3.3 ksi > 15.7 ksi Bending O.K. i Axial i Z= (182+182)12= 25.5 in 9.08 in. i Z/Y=P/Fy 25.46 in/ 18 in. = P/ (25ps1)(Sft)(1 Sft) P = 2652 lbs 1 x1 i16 Ga ft = P/A = 2652 lbs/ 0.95in^2 = l 1.79 ksi Ft = 0.6Fy= 0.6(50,000psi) = 33.00 ksi-5mm Axial O:K. USE: o o , e es Centroid 9:08in Ix 19.53. in Sx 2'. 15 in A 0.950 in Number of Screws,, For One No. 12-14 metal screw allowable shear: lbs Shear in Screw due to moment=337501b-in/(18in)(4screws) = 468.75 lbs/screw 468.75 > 1620 Screws Adequate 6.5 COLUMN FOOTING Sldb on Grade Volume of Slab: (5ft)(15ft)(4in/121n/ft) = 25.00 ft/13' Dead Load of Concrete: (144 pcf)(25 ft/13)= 3600 lbs ' 587.5 < 3600 Anchorage Force Provided by slab is Adequate to Resist Uplift TFIE ADAMES SUBJECT: STEEL STORAGE SHED L Prepared by N. GODOI PAGE DESIGN GROUP Project No. ADG-0728-07 Checked b�y: R. ADAMES 13 of 18.. 6.6 CHECK TRUSS STANDARD WEB TRUSS.ANALYSIS 937. lbs . G1 937.5 lbs 937. lbs E 1 i 3.375 1.1 � Y (3 � � B A C D 8.5 ft 10.0ft 4.Oft 4.5 ft P.1=( 5ft)( 25psf)( 0.25 x 30ft)= 937.5 lbs a= A.TAN(H/0.5L) = ATAN(3.375/((0.5)(27 ft)= 14.04 degrees (3= ATAN(H/(1/3)L) = ATAN( 3.375/((1/6)(30 ft)= 34.02 degrees y= ATAN (h/(1 /6)L) = ATAN( 1.1/4 ft)= 15.71 degrees Sum of the moments. about point A (P1)(1/6L)+(P2)(1/2L)+(P1)(5/6L) - By(L) = 0 By = 1406.25 lbs Sum of the forces in the Y (-)Ay - PI - P2 - P 1+ By = 0 Ay = 1406.25 lbs Analyze Joint A Find Diagonal Component at Joint A AE = (1406.25lbs)/SIN(14.04) = 5798.12 lbs (Compression) AC= COS(14.04) (5798.12 lbs) = 5625 lbs (Tension) Analyze Joint E Sum of the forces in the Y -direction 0 - lbs + SIN(1.4.04)(5798.1) - EG SIN(1.4.04) + EC SIN(15.71) EG = 5798.1 + 1.1.1.6 EC Sum of the forces in the X -direction 0 = 5798.1 COS(14.04) --EG COS(14.04) - EC COS(15.71) 0 = 5624.9 - (5798.1 + 1.116 EC) COS(14.04) - EC COS(15.71) EC = 4.4E-13 lbs (Compression) EG = 5798.12 -lbs (Compression) Analyze Joint C Sum of the forces in the Y -direction 0= -SIN(] 5.71)(0) + SIN(34.02) CG CG = 0.0 lbs (Tension) Sum of the forces in the X -direction 0 = COS(34.02)(0) + CD - 5625+ COS(15.71)(0) CD= 5625.0 lbs (Tension) ADAMES ]SUBJECT: ESIGN GROUP STEEL STORAGE SHED Project No. ADG-0728-07 Prepared by: N:.GODOI Checked by: R. ADAMES PAGE 3 of 18 IMTHE 1 embe Ntuber Ssize 5798 ( C) " F1 s=' cksi Ft $ksil f ° a # of``cre s .. { ) ,� `AE 2x314`Ga O.K. 8.00 32:5 24.8 ."0.25 6. EG '20 14 Ga O.K. 8.00 32.0 24.8 s 0.25 6 CG 5.28 O.K. 0.00 32.4. 24.8 ' . 0.00 0 EC 2x2 :14 Ga O.K. 1 0.00 32.6 24.8 0.00 0 CD �Zx2 1Ga . ma4 x. O.K. 9.78 31.9 24.8 0.40 6 AC ` 2x2 14 Ga O.K. 9.78 1 32.1 24.8 0.40 6 ,,Ce ffiber A { n2 rI 5 . ft xr.: TA , 0.725, 0.826 4.64 5.62 5798 ( C) " EG 0.725 0.826 9.28 11.23 5798 ( C) CG 0.57528 0.78659 6.03 7.67 0 (T)' EC 1 0.57528:1 0.786591 4.161 5.28 0 ( C ) CD 1 0.575281 0.786591 101 12.711 5625 ( T) AC 1 0.575281 0.786591 8.51 10.811 56251(T) 1Vlembe07sAdequate. Usetruss members sizesfrom F 1 3TFIE AD/�MES SUBJECT: STEEL STORAGE SHED Prepared by : N...GODOI PAGE DESIGN GROUP Project No. ADG=0728=07 Checked by: R. ADAMES 14of 18 67ANCHORAGE TO RESIST MAXIMUM UPLIFT Overturning Force on Structure due to inward wind pressure (per frame.basis) 12 psf x 5 ft spacing x 10 ft eave return = 600.0 lbs per frame Overturning Moment (M1 ot) = 600 lbs x 10 ft = 6000.0 lbs -ft Force Couple at base of structure resisting Overturning Moment (M1 ot) T1 = C1 = Mot/ Span = 6000 lbs -ft / 30ft = 200.0 lbs (uplift) Uplift Forsce on Structure due to outward wind pressure (per frame basis) 18 psf x 5 ft spacing x 15 ft = 1350 lbs per frame Overturning Moment (M2 ot) 1350 lbs x 22.5ft = 30375 lbs -ft Force Couple at base of structure resisting Overturning Moment (M2 ot) Tl = C1 = Mot/ Span = 30375 lbs -ft / 30ft = 1012.5 lbs (uplift) Dead Load of structure resisting uplift: (5 psf)( l Oft 4- 30fta+ 1Oft)(5 ft)/2 = 625 lbs per column Net Uplift at base of frame: 625 lbs - 200 lbs - 1012.5 lbs = -587.5 lbs Anchor Type: Red Head Wedge For one Red Head Wedge Anchor embeded into 2000 psi concrete following manufacturer's recommendations, allowable shear is 1190 lbs. Allowable tension is 1164 lbs. 587.5 < 1164 Red Head Wedge Anchor Adequate Use Red Head Wedge Anchor embeded min 2.25in into 2,000 psi concrete following manufacturer's recommendations to resist uplift. I THE ADAMES :SUBJECT: STEEL STORAGE SHED Prepared,by,: WG0006 PAGE • •' Project No. ADG-0728-07 Checked by: R. ADAMES 150f 18 GROUP 7�DESIGN 6.�8ALLOWABLELOADSF, OR TEK SCREWS AND METAL SHEATHING Screw Type #12-14 Self -drilling d = 0:21x:6 in dw = U75 in Per manufacture'r's Specification Sheet Pts = 28 lbs (screw tension strength based on tests) Pss = 200Q lbs (screw shear strength based on tests) ' Minimum edge distance is ; 'l).,75 in Top Material Ultimate Strength Ful 600®0 psi Base Material Ultimate Strength"Fu2 0:00 psi r , Allowable Shear and Tension values for TEK screws based on 2002 AISI Manual Shear Design Strength Connection shear limited by tilting and bearing (Section E4.3.1) t1 X0.013' , Top Material Q 05 Base Material t2/t1 5.7692 For t2/t1 < 1.0, Pns is the smaller of For t2/tl > 2.5, Pns is thetm' allei of Pns = 4.2*023d)"2*Fu2 = ; 2406 lbs Pns = 2.7*t1 *d*Fu1 = 455 lbs Governs Pns = 2.7*t1*d*Fu, = 379 lbs Governs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns = 2.7*t2*d*Fu2 = 2187 lbs Pns/S2 = 152 lbs S2 = 3 Pns/Q = . 126 lbs ALLOWABLE Connection strength limited by end distance (Appendix E4.3.2) i. Pns = t*e*Fu = 585 lbs Pns/S2 = 195 lbs Shear in screw (Section E4.3.3) Pns = 0.8Pss = 1600'lbs Pns/Q = 533 lbs Tension Design`Strength Pull-out (Section E4.4.1) Pnot = 0.85*tc*d*Fu2 = 689 lbs t' Pull -over (Section E4.4.2) Pnov = 1.5*t1*dw*Fu, = 439 lbs Pull -over Governs Pn/n = 146 lbs ALLOWABLE Tension in screw Pnt = 0.8Pts = 2222 lbs Pnt/Q = 741 lbs !TH E�'ADAMES BJECT: STEEL STORAGE SHED Prepared by.,: N. GOD01 PAGE DESSIGN GROUP 7Project No. ADG-0728-07 Checked by' R- ADAMES j(pf 18 6.9 CHECK METAL SHEATHING ACTING AS VERTICAL DJAPHRAM Load acting on Panels 'at Longitudinal Walls: Load Acting on Panels at Side Walls: 7 post x 200.9 lbs/post = 1406:3 lbs Force per Screw: 12 lbs t. 1406.25 lbs /126 lbs per screw = 11.2 screws required to resist shear load 11.2 screws / 7 post = 1.6 screws per post Number of Screws per post 10 ft x 12 in/ft= 120 in / 8 screws = 15 in spacing required,. Specify 15 inche's center -to -center spacing for screws at primary supporting elements For Fabral.26 Ga. Mighti-Rib PBR panel, with span length of 4 ft and 7 spars: Shear Strength of Metal She ating V — 19"®3 plf Minimum Length of Panel Required:,, 1406.25 lbs 190.3 ft = 7.39 ft.1 Length of Side Wall Provided is ftWall gmwNT L7_ u a Check Panel Overturning: 1406.25 lbs x 10 ft = 14062.5 lb --ft Uplift = 1406.25 ft -lbs / 30 ft = 468.8 lbs; c Total Shear in Transverse Direction : 318.75. lbs/post x 2 x 7 post = -4462.5 lbs wall Length of ll required.to resist shear: 4462.5 lbs/ (2 x 190.3 plo = .1. 1. 7 ft Length of Wall Provided at Front & Back: �130 ft Walls �ldequafe Check Panel Overturning : 2231.25 lbs x 1.0 ft = 22312.5 lb -ft Uplift = 22312.5 ft -lbs / 30 ft = 743.8 lbs I 0 THE ,ADAMES SUBJECT: STEEL STORAGE SHED Prepared by. -N. GOD01 PAGE DESIGN GROUP Project No. ADG-0728-07 Checked by: R._ADANIES 17 of 18 7.0 STRUCTURE SKETCHES 6 boys @ 60.00" o.c. (Ref.) 360.00" (30'-0" ) 7.1 STRUCTURE PLAN 360.00" (30'-0") 7.2 TYPICAL INTERMEDIATE FRAME { 9 THE ADAMES SUBJECT: STEEL STORAGE SHED ' Prepared by: N. GODOI PAGE DESIGN GROUP' Project No. ADG-0728-07 Checked by: R. ADAMES 18 of 18 INHUX'SM •will \UN 7.4 BACK ELEVATION/ERAMING 6 boys ® 60.00" o.c. (Ref.) 360.00" (30'-0") 7.5 RIGHT SIDE ELEVATION/ERAMING 0 Page 3 of 7 ER -1372 TABLE 2 -RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR ITW RAMSETIRED HEAD SELF -DRILLING ANCHOR1 ) For Sl: I inch = 25.4 mm. I Linear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1,2,4,5,6 V, = 2,000 psi /'c = 4,000 psi DESCRIPTION Tension Tension . Tension Min. Allowable Min. Allowable Spacing ANCHOR INSTALLATION Edge Distance Edge Distance Spacing, Between Anchors With WithoutWith MIN. Required to (inches) Required to • (inches) BOLT ANCHOR EMBEDMENT Obtain Max. Load Factor Applied Obtain Max. Load Factor Applied DIAMETER DIAMETER DEPTH Working Load = 0.85 for Tension Working Load = 0.95 for Tension (inch) (inch) (inches) (inches) = 0.75 for Shear (Inches), = 0.70 for Shear 1/4 7/16 13/32 115/16 1 37/8 115/16 3/8 9/16 17/32 211/16 13/8 53/8 211/16 1/2 11/16 21/32 39/16 113/16 71/8 39/16 5/8 77/32 215/32 43/8 23/16 811/16 43/8 3/4 1 31/4 511/16 27/8 113/8. 511/16 ) For Sl: I inch = 25.4 mm. I Linear interpolation may be used for intermediate spacing and edge distances. TABLE 3-ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds)1,2,4,5,6 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf' ft = 1.355 818 N • m, 1 Ibf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: V, = 2,000 psi /'c = 4,000 psi Vc = 6,000 psi Tension Tension . Tension ANCHOR INSTALLATION EMBEDMENT With WithoutWith Without With Without DIAMETER TORQUE DEPTH 'Special Special Special Special Special Special (inches) (Ibf • ft) (inches) Insption1 inspection Shear Inspection Inspection Shear Inspection Inspection Shear 1/4 8 /8 295 150 350 445 225 350 475 240 350 11$/16 525 265 420 825 410 420 825 410 420 21/8 565 280 825 410 825. 410 3/8 25 11/2 420 210 580 560 280 655 710 355 790 3 870 435 1,000 1,485 740 1,035 1,530 765 1,125 4 1,200 600 1,485 740 1,530 765 1/2 55 21/4 1,165 580 1,190 1,275 640 1,190 1,760. 880 1,760 41/8 1,165 580 1,810 2,410 1,205 1,810 2.705 1,355 2,040 6 1,335 665 2,410 1,205 2,705 1,355 5/8 90 23/4 1,645 820 1,780 1,795 900 1,780 2,430 1,215 2.405 51/8 1,645 820 2,400 3,730 1,865 2,975 4,095 2,045 3,130 71/2 1,765 880 3,755 1,880 4,095 2,045 3/4 175 31/4 1,780 890 2,530 2,710 1,355 3,430 3.325 1,665 3,995 65/8 2,745 1,375 5,080 4,425 2,210 5,935 5,065 2;530 5,935 10 2,745 1,375 4,470 1 2,235 5,895 2,950 7/8 250 33/4 2,380 1,190 3,290 3,685 1,840 4,145 4,355 2,180 4,790 61/4 3,665 1,835 5,220 5,235 2,620 7,200. 6,090 3,045 7,200 8 3,665 1,835 5,580 2,790 6,090 3,045 1 300 41/2 3,485 1,745 4,020 5,045 2,520 5,705 5,295 2,650 6,120 73/8 3,650 1,825 7,170 5,995 3,000 9,485 8,315 4,160 9,520 91/2 4,675 2,340 6,635 3,315 8,315 4,160 11/4 500 51/2 4,535 2,270 5,820 6,595 3,300 7,365 8,410 4,205 8,445 8 6,835 3,413 8,770 10,825 5,410 11,065 11,385 5,695 12,640 10 9,035 1 4,515 11,385 1 51695 - 14,075 7,040 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf' ft = 1.355 818 N • m, 1 Ibf = 4.45 N. IThe tabulated shear and tensile values are for anchors installed in stone -aggregate concrete having the designated ultimate compressive strength at the time of installation. 2The holes are drilled with bits complying with ANSI B212.15-1994. The bit diameter equals the anchor diameter. 3These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.5. 4The minimum concrete thickness is 11/2 times the embedment depth, or the embedment depth plus three times the anchor diameter, whichever is greater. 5Allowable static loads may be increased one-third for earthquake or wind resistance in accordance with Section 1612.3.3 of the code. No further increase is allowed. 6The anchors are illustrated as follows: • Page 4 of 7 ER -1372 TABLE 4—RECOMMENDED SPACING AND EDGE DISTANCE REQUIREMENTS FOR TENSION LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORSI For Sl: 1 inch = 25.4 mm. " (Linear interpolation may be used for intermediate spacing and edge distances. '-Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance,with Table 10. TABLE 5—RECOMMENDED. SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 - - - DESCRIPTION DESCRIPTION Min. Allowable - - Min. Allowable -Edge Distance Edge Edge Distance Spacing'Between Min. Edge: Required to Distance Spacing Required. to Anchors ANCHOR DIAMETER EMBEDMENT DEPTH Obtain Max. Working Load (inches) Load Factor Obtain Max. Working Load (inches) Load Factor (inches) (inches) (inches) Applied = 0.65 (inches)• Applied = 0.70 1/4 II/8 - 2 1 315/16 2 ANCHOR 113/16 115/16 1 37/8 115/16 (inches) 21/8 15/8 13/16 33/ 16 15/8 3/8 11/' 25/8 15/16 51/4 25/8 (See Figure 2) 3 3 Ilh 6 / 3 I5/16 4 3 11/2 6 3 1/2 21/4 315/16 2 77/8 315/16 11/2 41 /8 31 /8 19/16 63/ 16 31 /8 6 41/2 21/4 9 41/2 5/4 23/4 413/16 27/16 95/8 413/16 77/8 - 51/8 37/8 115/16 711/16 37/8 19/16 71/2 55/8 213/16 111/455/8 ' 3/4 31 /4 511/16 27/8 1 13/8, • 511/16 67/16 65/8 5 2 1/2 915/16 ` 5 31/4 10 71/2 33/4 is 71/2 7/8 33/4 69/16 3 5/ 16 13 I /g 69/16 .511/16 5 61/4 61/4 31/8 121/2 61/4 13!/8 8 6 3 12 6 1 0/2 /2 77/8 315/ 16 1 53 /4 77/8 51/8 73/8 73/8 311/16 143/4 73/8 101/16 91/2 71/8 39/16 141/4 71/8 11/4 51/2 95/8 413/ 16 191/4 ' 95/8 8 8 4 16 8 8 10 71/2 33/4 15 71/2 For Sl: 1 inch = 25.4 mm. " (Linear interpolation may be used for intermediate spacing and edge distances. '-Spacings and edge distances shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance,with Table 10. TABLE 5—RECOMMENDED. SPACING AND EDGE DISTANCE REQUIREMENTS FOR SHEAR LOADS FOR ITW RAMSET/RED HEAD TRUBOLT WEDGE ANCHORS1 - - - DESCRIPTION (E) (Et) (E2) Edge Distance Min. Edge Min. Edge: Min. Allowable Required to Distance at Which Distance at Which Spacing Obtain Max. the Load Factor the Load Factor • Spacing Between Working Load Applied = 0.60 Applied = 0.20 Required to Anchors ANCHOR EMBEDMENT ' (inches) (inches) (inches) Obtain Max. (inches) DIAMETER DEPTH Working Load Load Factor (inches) (inches) (See Figure 2) (See Figure 2) (See Figure 2) (inches) Applled = 0.40 1/4 11/82 I5/16 N/A 315/16 . 2 115/16 115/16 1 N/A 37/8 115/16 3/8 11/2 25/8 13/4 N/A 51/4 25/8 3 33/4 3 11/2 6 3 1/2 21/4 315/16 29/16 N/A 77/8 315/16 41/8 53/16 31/8 19/16 63/16 31/8 5/8 23/4 413/16 31/8 N/A 95/8 413/16 51/8 67/16 37/8 115/16 711/16 37/8 3/4 31/4 511/16 33/4 N/A 113/8' 65/8 85/16 5 21/2 915/16 .511/16 5 7/8 33/4 69/16 45/16 N/A 13!/8 69/16 61/4 81/2 61/4 31/8. 121/2 61/4 1 41/2 77/8 51/8 N/A 153/4 77/8 73/8 101/16 73/8 .311/16 143/4 73/8 11/4 51/2 95/8 61/4 N/A 1994 95/8 8 .117/16 8 4 16 8 For SI: 1 inch = 25.4 mm. N/A =Not applicable. Linear interpolation may be used for intermediate spacing. and edge distances. 2Spacings and edge distances'shall be divided by 0.75 when anchors are placed in structural lightweight concrete in accordance with Table 10. • 0 Page 4 of 13 ER -5468 TABLE 2—ALLOWABLE REACTIONS BASED ON WEB CRIPPLING panel name panel thickness minimum bearing length allowable load per foot of panel coverage at reaction (kips/ft.) end interior Hefti-Rib 26 ga. 2" 0.115 0.400 24 ga. 0.147 0.469 22 ga. 0.230 0.800 20 ga. 0.389 1.196 18 ga. 0.765 2.115 Mighti-Rib PBR 26 ga. 2" 0.085 0.298 24 ga. 0.108 0.345 22 ga. 0.168 0.585 V -Beam 26 ga. 2' 0.157 0.547 24 ga. 0.202 0.643 22 ga. 0.316 1.101 20 ga. 0.537 648 18 ga. 1.056 E2.919 For SI: 1 ft. = 304.8 mm; 1 in. = 25.4 mm; 1 kip = 4.448 kNI Tabulated values are in accordance with web crippling requirements of the Specification of Design of Cold -formed Steel Structural Members; 1986 (with December 1989 Addendum), published by AISI, and " referenced in Division VII, Chapter 22, of the Uniform Building Code for locations of a concentrated load, or for reaction acting either on the top or bottom flange when the clear distance between the bearing edges of the concentrated load and adjacent, opposite concentrated loads or reactions is greater than 1.5 times the deck depth. TABLE 3—GRAVITY AND WIND LOADS Hefti-Rib panel gravity and wind uplift load table loads are in pso panel thk. and yield strength panel span 4' 5'6' T B' no. of. V 10' spans gravity wind gravity wind gravity wind gravity wind 1gravity wind gravity wind gravityl wind 26 1 85 82 43 42 25 24 16 15 11 10 7 7 -5 5 ga., 80 ksi 2 94 142 60 91 42 58 31 37 23 25 18 17 13 13 3 117 155 75 79 47 46 30 29 20 19 14 14 10 10 24 1 117 129 65 66 37 38 24 24 16 16 11 11 8 8 ga., 40 ksi 2 110 156 70 ? 100 49 69 36 51 28 39 22 27 18 20 3 137 195 88 125 61 72 45 46 30 31 21 21 15 16 22 1 168 177 91 91 53 53 33 33 22 22 16 16 11 11" ga. 40 ksi' 2 154 223 99 143 69 99 50 .. 73 39 53 30 45 25 27 3 193 279 124 172 86 99 63 63 42 42. 29 35 21 21 20 1F 229 237 123 121 71 70 45 44 30 30 21 21 15 _15 ga., 40 ksi 2 220. 305 141 195 98, 136 72 100 55 71 43 50 35 36 3 193 381 176 229 122 133 85 84 57 56 40 39 29 29 18 1 310 332 172 170 100 68L63 62 42 42 30 29 22 21 ga., 40 ksi 2 300 413 192 264 133 183 135 75 100 59 70 48 51 3 375 516 240 322 167 186 117 80 79 56 55 41 40 For SI: 1 ft. = 304 8 mm; 1 ksi = 6 89 MPam 1 psf = 47;9 Pa 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind uplift loads have been increased by 'A. • Page 5 of 13 TABLE 3 -GRAVITY AND WIND LOADS—(Continued) Miahti-Rib PBR oanel aravitv and wind uolift load table (loads are in nsfl ER -5468 panel ; panel span panel span 4' no. of S, 6' T 8' 9 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind' gravity wind gravity wind thk. and yield no. of 4' 126 5' 64 6' 37 T 23 8' 16 ;9' . 10' spans gravity wind' gravity wind gravity wind gravity wind .gravity wind gravityrind ;gravity wind strength 43 1 45 56 23',' 29 13 17 – – – – –8 ga.,2 80 ksi 72 83 68 53 44 32 30 20 22 14. 17 – 165 3 85 85 44`1 54 25 32 16 20 - 131 1.3 13 24 ga., 40 ksi 50 75 321. 39 , 19 22 12 14 – – – – – 24 ga., 4 40 ksi 2 70 67 45; 43 31 30 23 22 18 17• 14 13 – – 71 3 88 83 56, 53 36 37 23 27' 15 18 – 13 – 77 1*',,. 77 100 49 . .51 28 30 18 19 12 13- 213 22 ga., 40 ksi 127: 2 91 102 58; 65 40 45 30 33 23 25 18 20 15 15 3 " 114 355 73; 81 51 56 34 35 23 24 16 17 12 12 ror J1: 1 Tr. = JU4.0 mm; 1 KSI = 5.tf9 mea; 1 PST = 4/.9 ea. 1. Lower of allowable stress or 0180 deflection is tabulated. 2. Wind uplift loads have been increased by 1/3. V -Beam panel aravity and wind uplift load table (loads are in nsf) panel thk. and yield strength ; panel span 4' no. of S, 6' T 8' 9 10' spans gravity wind gravity wind gravity wind gravity wind gravity wind' gravity wind gravity wind 1 130 126 67 ` 64 38 37 24 23 16 16 11 11- , 8 8 26 80 ksi ga., 8 2 130 197 83 s. 126 58 88= 43 57 33 38 26 27•. 20° 19 3 163 238 .'.1041, 122 72 71 46 44 31 30 22• " 21 .16 15 1 165 201 1011 103 59 59 37 37. 25 '25 17 18 1.3 13 24 ga., 40 ksi 2 159 219 102 140 71 97 52 71 40 X55 31 "42 25 31 3 199 274 127. 175" 88 113 65 71 47 47 33 '33 24 24 1 213 266 1341 136 77 79 49 50 33 33 . 23 23 17 17 4 0 ksi ga., 4 . 2 213 284 .137.1 182. 95 126 70 93 53 71 42 (56 .34 41 3 267 355 '1711 227 119 149 87 94 62 63 43 144 32 32 1 258 322 165J 165, 96 96 60 60 40 40 '28 28 21 21 20 ga., 40 ksi 2 258 343 165 3220. 1.15 153 84 112 - 65 86 51 68, 41, 50 3 '323 429 : 206 i 275 '143 181 105 114 76 76 54 '54 39 ,39' 1 338 420 215 , 215 ' 124 124' 78 78 52 52 52 37 27 .27 18 ga., 40 ksi 2 338 449 216 1 287, 1 150 200 1 110 147 84. 112 84 .89 54 65 3 422 561 270 1 359 187 1 235A 138 1 148 '1 99 1 99• 99 111 51 - 51 ror al; I n. = aw.a rpm; 7 K51 = o.ov mea; 7 psr = 4im ea. 1. Lower of allowable stress or U180 deflection is tabulated. 2. Wind loads have been increased by 'A' Page 7 of 13 TABLE 4 -DIAPHRAGM DESIGN VALUES -(Continued) MIGHTI-RIB' PBR PANEL ALLOWABLE DIAPHRAGM SHEAR STRENGTH AND STIFFNESS (G') VALUES .2 SCREWS PER PANEL VALLEY FOR ALL SUPPORTS span (ft.) no. of spans 26 ga. (80 ksi) strength stiffness (kips/ft.) (kips(n.) 24 ga. (40 ksi), strength stiffness (kips/ft.) (kips/in.) 22 ga. (40 ksi) strength stiffness (kips/ft.) (kips/in.) 4 1 .0.2880 36.279 0.2786 54.406 0.3753 181.265 2 0.2498 51.104 0.2089 70.743 0.2680 , 97.539 3 0.2220 61.057 0.1857 80.349 0.2382 105.966 4 0.2082 .67.579 0.1741 86.102 0.2233 110.615 5 0.1998 71.997 0.1671 89.769 0.2144 113.418 6 0.1943 74.934 0.1625 92.093 0.2084 115.109 7 0.1903 77.028 0.1592 93.694 0.2042 116.232 5 1 0.2446 40.551 0.2228 58.997 1 0.2858 85.380 2 0.1998 54.284 0.1671 72.999 0.2144 98.130 3 0.1776 62.785 0.1486 80.645 0.1905 104.360 4 0.1665 68.061 0.1393 85.019 0.1786 107.672 5 0.1599 71.508 0.1337 87.726 0.1715 109.620 6 0.1554 73.741 0.1300 89.402 0.1667 110.765 7 0.1523 75.304 0.1273 90.539 0.1633 111.513 6 1 0.2156 43.823 0.1857 62.178 0.2382 87.803 2 0.1665 56.378 0.1393 74.176 0.1786 97.940 3 0.1480 63.692 0.1238 80.404 0.1588 102.723 4 0.1388 68.060 0.1161 83.857 0.1489 105.205- 05.2055 50.1332 70.845 0.1114 85.952 0.1429 106.639 6 0.1295 72.616 0.1083 87.228 0.1389 107.466 7 0.1269 73.841 0.1061 88.084 0.1361 107.498 7 - 1 0.1903 46.372 0.1592 64.436 0.2042 89.248 2 0.1427 57.808 0.1194 74.784 0.1531 97.445 3 0.1269 64.170 0.1061 79.966 0.1361 101.235 4 0.1189 67.864 0.0995 82.777 0.1276 103.168 5 0.1142 70.177 0.0955 84.459 0.1225 104.271 6 0.1110 71.629 0.0929 85.470 0.1191 104.896 7 0.1088 72.624 0.0910 86.143 0.1167 105.294 8 ' 1 0.1665 48.391 0.1393 66.074 0.1786 90.109 2 0.1249 58.816 0.1045 75.077 0.1340 96.846 3 0.1110 64.412. 0.0929 79.471 0.1191 99.927 4 0.1041 67.592 0.0870 81.816 0.1116 101.479- 01.4795 50.0999 69.557 0.0836 83.205 0.1072 102.357 6 0.0971 70.779 0.0812 84.032 0:1042 102.846 9 1 0.1480 50.014 0.1238 67.286 0.1588 90.610 2 0.1110 59.546 0.0929 75.190 0.1191 96.229 3 0.0987 64.520 0.0825 78.977 0.1059 98.788 4 0.0925 67.300 0.0774 80.973 0.0992 100.066 5 0.0888 69.000 0.0743 82.146 0.0953 100.782 10 11 0.1332 51.338 0.1114 68.198 0.1429 90.884 2 . 0.0999 60.087 0.0836 75.199 0.1072 95.634 3 0.0888 64.549 0.0743 78.507 0.0953 97.797 4 0.0833 67.010 0.0696 80.236 0.0893 1 98.870 5 0.0799 68.503 0.0669.81.244 0.0857 99.467 For 51: 1 in. = 25.4 mm; 1 ft. = 304.8 mm; 1 Ib./ft. = 14.59 N/m; 1 kip/in. = 175 kN/m; 1 ksi = 6.89 MPa NOTES: 1. Stitch screws are #10 x 1", 18" o.c. 2. All sheet -to -support screws are #12 x 1". 3. Above values were determined in accordance with Steel Deck Institute Diaphragm Design Manual with a 2.5 safety factor. 4. For wind loads only, the above design strength values can be multiplied by 1.064 for a 2.35 safety factor. 5. No edge attachments were figured at the extreme edges of the diaphragm. ER -5468 p®.1a41tj4J,; �a2 1475..( n,a a f .to'ti'i "" eco afar,:. � 100 Matariat Properiiss: • hletarrsl° Cf©18 �;C1022 , : NeelTreatmen •Case. Hardaned 'case Hardness;`— Rockwell G a�=58 Casa Deplh . 86 d(a ; .(If22 f 0.0 f1•'811hrf le';'r ; 114 ',0051;4.11" Corm. HBrdnesst—. Hocktivelt C 32 -AU 29 �i �cfllD<e� .v�iti7i eas o9s A at;nrn 7 28 ga X298 tA3:::. 1A 7nree: s } Pnrhuti Point'' yp— ?0. Strengtbs.of Fasteners It DimaP�&:Metric - zts x2 g6 Conversions p®.1a41tj4J,; �a2 1475..( n,a a f .to'ti'i "" eco afar,:. � 100 Matariat Properiiss: • hletarrsl° Cf©18 �;C1022 , : NeelTreatmen •Case. Hardaned 'case Hardness;`— Rockwell G a�=58 Casa Deplh . 86 d(a ; .(If22 f 0.0 f1•'811hrf le';'r ; 114 ',0051;4.11" Corm. HBrdnesst—. Hocktivelt C 32 -AU 29 �i �cfllD<e� .v�iti7i eas o9s A at;nrn 7 28 ga X298 tA3:::. 1A < Z2: R�� i;�D3J'N � � (•11!191..: ?0. M100 g, zts x2 g6 n—q t�S- `�i05"� 2.571r�i1 17i!'_�; �31i 'n 3;781rst1'. s:< 1,8 ge t+OOr 12.71rrt Ductillry•.. S degrees mitt:. . Osla Mee N test (asu0� arrdspecl800ansarc based on latio�atoly fbst "Apps riafb Shear Valuesin Steel -;(Average Ultl'nate Poundsj 7 28 ga X298 tA3:::. 1A y1 > is qe Ufaa 3 g, zts x2 g6 n—q s:< 1,8 ge &1Sj ! _4,128 195' - 1.442: <� _. 1S+f0 t_ m 1132,1? . � 21110 16gi 678 703: 7S01j;:;- +§2 . ; s 88fiT f F 1'4.geKI8 fA -359 ro',9G8; )b66 WO�...: TT X2752 fro 1O7.VFt 1694 m1511 tts5o { (861 3116 -a .a-rd�xXti.A. n� knrc'�•i ?90 375 .iro'� .Y,•S 4552>. .VjW Yz.�...w an�; f/daf�' Vai i'_ BB4h 5432 x 5038 Shear Valuesin Steel -;(Average Ultl'nate Poundsj safety ractl�r� s>rOuiU ya u e4 by ft+a Igor of spexit(br Destflrirl�tatrtg th++, prCo�r tasters i� iha tegiotnflly fit MITI tum@a;a� spoclfier, Bc#auso appllcatian corigiteona vary';: we inStallafion ,Recomm>andations dssumo r1(9'lat>�§ty tor'ths usti'ol"1.414 mfamsaaon_ r - ScreW9tlnAPIA Metric Gonvers><o�'Formuias g 1p s1 yoo RPAt -8 8 ua ugs' 114 H vy Ga 2 � RPf.4 s t8 88 S.�inl Sibet : U 1,wo RP) 4 fJeclma! fo M!!!lr►rtleis LTecltnat x 25 4 = Mlli[meier - fesfenws should bs tneiafled,perpertAkufar to P31ttoNe1vt�M1l1lersr° P5OD7 N oN�n�ftilmetrr(tdlnq mhoutd t o u �o p�io�van ova argl,mg Pounds Force to NOwtans PqurbQs t=otes x �3 448 Nel,<1o�+s ,�°a.c'F���3� MA mBL4°�ER�Ilir1<f2iStet�esare �` manufectured andtes#ed�toconorm4 �tp�S�AE�J78 fo�sel�fd�illi g�fasteners '�_ _ 4 ��;���; (IRA►# LEF,iATENiER �. .._� _ ... _ "Spec,faJ Fasteners d& Services For Cfvrrstructr©rt" Meed a cusfoM designed fastener orepplcat�orllest5� d Call our Fesf nirr r Design & ngirleer ng Gerite! _ (21Ei) 3514933 : e + : • Page.5 _ 7 28 ga X298 2)4 1'�a __ °�� ��+:::� • �'�� . n—q s:< 1,8 ge &1Sj ! _4,128 195' - 1.442: <� _. 1S+f0 t_ m 1132,1? . � 21110 1597 14 118 WO�...: { X2752 fro ,°� fVm safety ractl�r� s>rOuiU ya u e4 by ft+a Igor of spexit(br Destflrirl�tatrtg th++, prCo�r tasters i� iha tegiotnflly fit MITI tum@a;a� spoclfier, Bc#auso appllcatian corigiteona vary';: we inStallafion ,Recomm>andations dssumo r1(9'lat>�§ty tor'ths usti'ol"1.414 mfamsaaon_ r - ScreW9tlnAPIA Metric Gonvers><o�'Formuias g 1p s1 yoo RPAt -8 8 ua ugs' 114 H vy Ga 2 � RPf.4 s t8 88 S.�inl Sibet : U 1,wo RP) 4 fJeclma! fo M!!!lr►rtleis LTecltnat x 25 4 = Mlli[meier - fesfenws should bs tneiafled,perpertAkufar to P31ttoNe1vt�M1l1lersr° P5OD7 N oN�n�ftilmetrr(tdlnq mhoutd t o u �o p�io�van ova argl,mg Pounds Force to NOwtans PqurbQs t=otes x �3 448 Nel,<1o�+s ,�°a.c'F���3� MA mBL4°�ER�Ilir1<f2iStet�esare �` manufectured andtes#ed�toconorm4 �tp�S�AE�J78 fo�sel�fd�illi g�fasteners '�_ _ 4 ��;���; (IRA►# LEF,iATENiER �. .._� _ ... _ "Spec,faJ Fasteners d& Services For Cfvrrstructr©rt" Meed a cusfoM designed fastener orepplcat�orllest5� d Call our Fesf nirr r Design & ngirleer ng Gerite! _ (21Ei) 3514933 : e + : • Page.5 _ .. •t-tc:.l.`;y.t N. .a...a,'fn.-.- r,fj:rN :. ,. .. e,els�w�.r - .� a ... -.. ,..��.-.p... _. ....-.. �-,-+-•-�- ..�.... , s �.+,»�'+PW'I'71+...s•�ap.n , �'-•- w COUNTY OF-BUTTE-�,OEPARTMENT OF PUBLIC-W1.ORKS - PERMITfNO� ; 7 County Center Drive - Orovil,e, California 95965 - Telephone: 916/538-7541 APPLICIATIMAND PERMIT ASSESSOR PARCEL NUMBER j f - ZONING i \ BUILDING PERMIT OWNER TELEPHONE MR. LOVE 533-4923 S0. FT. OCC. BUILDING VALUATION ,OWNER'S MAILING ADDRESS 20 eotay. 1200.00 1364 BIGGS AVE. OROVILLE,CA. CONTRACTOR'S NAME TELEPHONE DON C. GEORGE INC. 533-6393 CONTRACTOR'S MAILING ADDRESS P.O. BOX 729 OROVILLE. CA. 95965 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation Is LENDER'S MAILING ADDRESS Filing Fee $ 10,00 Permit Fee $ 20.50 ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS —� Energy Plan Checking Fee $ Penalty $ BUILDING 11364 ADDRESS Permittee Permit $ 30.50 AVE. OROVILLE PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump -water heater"- -20.00 LOT NO. SUBDIVISION NAME ` PARCEL MAP Water piping 5.00 Each pas water heater or vent 5.00 USE OF`STRUCTURE Gas piping,.system 1 - 5 outlets 5.00 SF © Duplex❑ Mobilehome❑ Other- Building sewe4r4%,,,,, 5.00 !\ t SPECIFY Mobile Home S 'tG.,.W O.00ea ' TYPE OF WORK ` New ❑ Addition ❑ Remodel ❑ Uti'lities f!Installation❑ Other2 Permit Fee'. $ Describe work: REROOF / - Contractor L ELECTRICAL PERMIT Filing Fee 10.ODi t -"T"t• Main service 100V OR LESS10010.00 1AMP OR LESS Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW NEW CONST. ( DWELLING OCCP.ei U �20sgft \ I declare under penalty of perjury (check one): _- OR ADDNS. ACC, BLDGS. NEW CONSTR U TI.OUTLET 2,50 ea I am licensed under provisions of Chapt. 9, Div. 3 of the Business NON.RESID .BRA CH CIRC ITS POWER APPARATUS and Professio s Code end my license is in full fo ce and effect. 25226 (SINGLE OUTLET CIR. .&) 20030t License No. Classification C -i9 Ex. Occup(OUTLETS OR FIXTURES eAL03o ❑ I, as the owner, or my employees with wages as their sole compen- FIXED \\ Ex. Occup. OUTLETS P(RESID )LINIS REA.) 2.00 sation, will do the work,and the structure is not intended or offered Temporary service 10.00 for sale. (Sec. 7044) ❑ I, the licensed Mobile Home Facilities 15.00 as owner, am exclusively contracting with ontract- contract- ors. ors.(Sec. 7044) Misc. Wiring g 15.00 ❑ I am exempt under Sec. , Business and Professions Code for this reason Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): MECHANICAL PERMIT FiIingFee 10.00 ❑ The permit is for $100.00 (valuation) or less. Heating I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. Cooling g ❑ I shall not employ any person in any manner so as to become subject Hood 3.00 to the W. C. laws of California. Ventilation Notice to Applicant: If after making this statement,should you become subject to the W. C. provisions of the Labor Code, you must forthwith comply with such Permit Fee $ provisions or this permit shall be deemed revoked. Contractor I certify that I have read this application and state that the above information Mobile Home Installation Fee $ is correct. I agree to comply to all County Ordinances and State Laws relating to building hereby Energy Inspection Fee $ construction, and authorize representatives of the Countyot Butte to enter upon the above-mentioned property for inspection purposes. TOTAL PERMIT FEE $ 30. 5 I also agree to save, indemnify and keep harmless the County of Butte against OCCuP. CONST.TTP! SCHOOL PIAOD PARCEL PD HD ISSUE F. all liabilities, judgments, costs, and expenses which may in any way accrue against,said County in consequence of the granting of this permit. %� �/�/% `� �� , 8 / 21 / 89 This permit is hereby issued under the applicable provi- Date sions of the Butte County Code and/or resolutions to do indicated Signature of Applicant — Owner C. Agent Agent ❑ work above for which fees have been paid. An OSHA permit is required for excavations over 5'0" deep and demolition or construct- DIRECTO f0F PUBLIC'WORKS ion of structures over 3 stories in height. / Receipt 7 9 y B /ate No. 7 WHIT!-D.P.W., YELLOW -ASSESSOR. PINK -INSPECTOR. GOLDENROD -APPLICANT PERMIT EXPIRES Date J � � ,. �y • ,•, ,•. 3 ' � COUNTY OF BUTTE - DEPARTMENT OF PUBLIC WORKS 7 County Center Drive - Oroville, California 95965 - Telephone: 916/538-7541 APPLICATION -AND LPERMIT PT NOV ASSESSOR PARCEL NBER p— U - ZONING BUILDING PERMIT O NER TELEPHONE SO. FT. OCC, BUILDING VALUATI LOVE533-4923 ADDRESS WNER'R AI ING 20 2omp. 12O • 00 1364 BIGGS AVE. OROVILLE CA. CONTRACTOR'SNAME TELEPHONE DON C. GEORGE INC. 533-6393 CONTRACTOR'S MAILING ADDRESS P.O. BOX 729 OROVILLE CA. 95965 Fireplace CONSTRUCTION LENDER UNKNOWN Total Valuation $ LENDER'S MAILING ADDRESS Filing Fee $ 10.00 Permit Fee $ ARCHITECT OR ENGINEER LICENSE NO. Plan Checking Fee $ ARCHITECT OR ENGINEER'S MAILING ADDRESS Energy Plan Checking Fee $ Penalty $ BUILDING ADDRESS Permit fee $ 1364 BIGGS AVE. OROVILLE PLUMBING PERMIT Filing Fee 10.00 Each Trap 2.00 Solar or heat pump water heater 20.00 LOT NO. SUBDIVISION NAME PARCEL MAP Water piping 5.00 Each qas water heater or vent 5.00 USE OF STRUCTURE Gas piping system 1 - 5 outlets 5.00 SF `X' Duplex❑ Mobilehome❑ Other Building sewer -1—d 5.00 SPECIFY Mobile Home S G W 0.00 ea TYPE OF WORK New ❑ Addition ❑ Remodel ❑ Utilities ❑ Installation❑ Other o Permit Fee $ Describe work: REROOF Contractor ELECTRICAL PERMIT FiiingFee 10.00 Main service 6001 OR LESS 100 AMP OR LESS 10.00 Main service EA. ADD'L 100 AMP 2.50 CONTRACTORS LICENSE LAW NEW CONST. / DWELLING OCCUP.m) \ , /20sgft I declare under penalty of perjury (check one): OR ADDNS. ACC. BLOGS. NEW CONSTR. MULTI—OUTLET 2.50 ea 19 1 am licensed under provisions of Chapt. 9, Div. 3 of the Business NO N.RE51D BRANCH CIRCUITS POWER APPARATUS e (SINGLE and Professions Code and my license is in full force and effect. OUTLET CIR. 452266 C-39 License No. Classification Ex. OCCup(OUTLETS OR FIXTURES 20@930 ❑ I, as the owner, or my employees with wages as their sole compen- Ex. Occup. OUTLETS FIXED P(RESID )REA.1 2.00 sation, will do the work,and the structure is not intended or offered Temporary service 10.00 for sale. (Sec. 7044) Mobile Home Facilities 15.00 ❑ 1, as the owner, am exclusively contracting with licensed contract- Misc. Wiring 15.00 ors. (Sec. 7044) g ❑ I am exempt under Sec. , Business and Professions Code for this reason Permit Fee $ Contractor WORKMEN'S COMPENSATION INSURANCE I declare under penalty of perjury (check one): MECHANICAL PERMIT Filing Fee 10.00 ❑ The permit is for $100.00 (valuation) or less. Heating I have placed on file with the County of Butte Building Department a Certificate of Workmen's Compensation Insurance or a Certificate of Consent to Self -Insure. Cooling ❑ I shall not employ any person in any manner so as to become subject Hood 3.00 to the W. C. laws of California. Ventilation Notice to Applicant: If after making this statement,should you become subject permit Fee to the W. C. provisions of the Labor Code, you must forthwith comply with such $ provisions or this permit shall be deemed revoked. Contractor I certify that I have read this application and state that the above information Mobile Home Installation Fee $ is correct. I agree to comply to all County Ordinances and State Laws relating Energy Inspection Fee $ to building construction, and hereby authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. TOTAL PERMIT FEE $ 3 0 . 5 also agree to save, indemnify and keep harmless the County of Butte against OCCUP. CON ST.TYPE SCHOOL FL000 PARCEL PD ND 1390E all liabilities, judgments, costs, and expenses which may in any way accrue again" id County in conseq nce of the granting of this permit. X 8 / 21 / 89 This permit is hereby issued under the applicable provi- Date sions of the Butte County Code and/or resolutions to do Signature of Applican — Owner Contractorf] Agent ❑ work in ated above for which fees have been paid. An OSHA permit is required for excavations over 5'0" deep and demolition or construct- DIRE F PU I WORKS ion of structures over 3 stories in height. Receipt No. e at WHITE-D.P.W.. YELLOW-ASe E33OR. PINK -INSPECTOR. GOLDENROD -APPLICANT PERMIT EXPIRES Date