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B16-1512 000-000-000
September 7; 201'6 . County of Butte:- FINAL Review'. I: N T E.R W E S.T Permit App::B16-1512: CONSULTING GROUP. Interwest No:: 201.603320 Jordan Debrunner Butte County 7 County Center. Drive Oroville, CA 95965. 530-538-2954 jdebrunner(a�buttecounty.net Plan Review: Metal Building for.Gosal Ranch Walnut Storage Address: - :207 Township Road Interwest Consulting -Group has -completed a final. review of the following documents on behalf of the County:of Butte:::. - 1. Drawings: Two (2):copies of:following sheets: a... 1 through 4 revised 8/31/1.6 by Gregory A. Peitz Architect. b. S1 revised 8/26/16 by.Summit Structural Design. C. CG dated 2016 by Gregory A. Peitz Architect. d. ' C1' through' DET23 revised 8/22/16 by Metallic. Building Company. 2. Structural Calculations: - Two.:(2) copies dated 5/20/16 by.Metallic Building Company. Two (2) copies, foundation calculations undated by Summit Structural Design. 3. Energy Compliance Documentation: Two:(2) copies dated. 8/7/17 by Energy.Compliancia Services. 4. Miscellaneous:Documents: One (1) copy ofthe following: a. Hazardous Materials anEmissions Questionnaire. b. :Square Footage Verification.. C. Accessibility Upgrade Worksheet. d. Butte County Fire Department Statement of lntended'Use. The 2013 California.Building Code, 2013 California Mechanical Code' 2013 California Plumbing' Code, 2.013 California Electrical Code, 2013. California Green Building Standards Code, and 2013. California : Energy. Code were used. -cit the basis of this review.::We have no further comments, however.webrin%the following .condition of:approval to, your attention: 1. A copy of:: the Construction . Waste Management form is. to be. completed and -signed at :time of:permit issuance. InterwestConsulting Group 11613 Santa°Clara Drive I Suite 100 1 Roseville, CA 95661 6280 K Las Positas Boulevard I Suite. 220 Pleasanton, CA.94588 , 800-784-9050 . .,� w ! .• Metal Building for Gosal Ranch walnut Storage County of Butte - Final Review 207 Township Road Interwest Project No. 201603320 September7, 2016 Permit App: B16-1512 Page 2 of 2 Enclosed, please find the above-noted documents bearing Interwest review stamps on the appropriate sheets. Please do not hesitate to contact us with any questions. Sincerely; INTERWEST CONSULTING GROUJi Denise V: Reese KieEPlansExaminer neer Page 2 of 2 ' .. 7 BUILDING ENERGY ANALYSIS REPORT PROJECT: Gosal Ranch 207 Township Road ' Gridley, CA ' Project Designer: Greg Peitz Architect 383 Rio Lindo Avenue Chico, CA 95926 PERMIT# 0) 651 ' -(530) 894-5719 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE _ DATE--q•I (lJ BY • Report Prepared by: Atousa Yazdanfar Energy Compliance Services 5702 Hersholt.Avenue REVIEWED Lakewood, CA 90712. 'EOR CODE COMPLIANCE 562 461-3749 SEP 0 7 2016 INTERWEST CONSULTING GROUP Job Number: 14863... RECEIVED ' Date: SEP 01 2016 INTERt4, ST 8/7/2016 CONSULT 4 ., .�.4ouP ' The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ener Pro 6.7 by Ener Soft User Number: 5634 ID: 14863 -F1 U� BUTTE COUNTY BUILDING DIVISION APPROVED EnergyPro 6.7 by EnergySoft Job Number: _1D: 14863 User Number: 5634 STATE OF CALIFORNIA INDOOR LIGHTING MR! Iv CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 1 of 5) Project Name: GOSal Ranch Date Prepared: $/7/2016 .A. General Information For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO FORM TITLE ✓ NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. Climate Zone: Conditioned Floor Area : 0 ✓ NRCC-LTI-03-E Indoor Lighting Power Allowance ✓ NRCC-LTI-04-E Tailored Method Worksheets 11 Unconditioned Floor Area: 10,500 Building Type: ❑ Nonresidential ❑ High -Rise Residential ❑ Hotel/Motel ❑ Schools ❑ Relocatable Public Schools ❑ Conditioned Spaces LTJ Unconditioned Spaces Phase of Construction: 1� New Construction ❑ Addition ❑ Alteration Method of Compliance: ❑ Complete Building 6 Area Category ❑ Tailored Project Address: 207 Township Road B. Lighting Compliance Documents (select yes for each document included) For detailed instructions on the use of this and all Energy Efficiency Standards compliance documents, refer to the Nonresidential Manual published by the California Energy Commission. YES NO FORM TITLE ✓ NRCC-LTI-01-E Certificate of Compliance. All Pages required on plans for all submittals. ✓ NRCC-LTI-02-E Lighting Controls, Certificate of Compliance, and PAF Calculation. All Pages required on plans for all submittals. ✓ NRCC-LTI-03-E Indoor Lighting Power Allowance ✓ NRCC-LTI-04-E Tailored Method Worksheets ✓ NRCC-LTI-05-E Line Voltage Track Lighting Worksheets BUTTE COUNTY BUILDING DIVISION APPROVE® CA Building Energy Efficiency Standards -2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING ri CEC-NRCC-LTI-01-E Revised 08/15 ojvrz CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE Divisiow NRCC-LTI-01-E Indoor Lighting BUILDING(Page 2 of 6) Project Name: GOsal Ranch Date Prepared: $/7/2016 C. Summary of Allowed Lighting Power Conditioned and Unconditioned space Lighting must not be combined for compliance Indoor Lighting Power for Conditioned Spaces Indoor Lighting Power for Unconditioned Spaces Form/Title Watts Watts ❑ Field Inspector Installed Lighting Installed Lighting NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), ❑ Field Inspector 1. NRCC-LTI-01-E, page 4 + 0 NRCC-LTI-01-E, page 4 + 16,024 2 PORTABLE ONLY FOR OFFICES + NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a NRCC-LTI-01-E, page 3 conference room, a multipurpose room, or a theater to be recognized for compliance. 3 Minus Lighting Control Credits ✓ 0 Minus Lighting Control Credits 0 NRCI-LTI-06-E - Must be submitted for additional wattage installed in a video conferencing studio to be recognized for NRCC-LTI-02-E, age 2 NRCC-LTI-02-E, page 2 4 Adjusted Installed Lighting Power _ 0 1 Adjusted Installed Lighting Power - 6,024 (row 1 plus row 2 minus row 3) (row 1 minus row 3) 5. Complies ONLY if Installed:5 Allowed Complies ONLY if Installed <_ Allowed 6 Allowed Lighting Power0 Allowed Lighting Power 6,300 Conditioned NRCC-LTI-03-E, page 1 Unconditioned NRCC-LTI-03-E, page 1 D. Declaration of Required Installation Certificates Declare by selecting yes for all Installation Certificates that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title ✓ NRCI-LTI-01-E - Must be submitted for all buildings ❑ Field Inspector ✓ NRCI-LTI-02-E - Must be submitted for a lighting control system, or for an Energy Management Control System (EMCS), ❑ Field Inspector to be recognized for compliance. ✓ NRCI-LTI-03-E - Must be submitted for a line -voltage track lighting integral current limiter, or for a supplementary ❑Field Inspector overcurrent protection panel used to energize only line -voltage track lighting, to be recognized for compliance. NRCI-LTI-04-E - Must be submitted for two interlocked systems serving an auditorium, a convention center, a ❑Field Inspector conference room, a multipurpose room, or a theater to be recognized for compliance. ✓ NRCI-LTI-05-E - Must be submitted for a Power Adjustment Factor (PAF) to be recognized for compliance. ❑ Field Inspector ✓ NRCI-LTI-06-E - Must be submitted for additional wattage installed in a video conferencing studio to be recognized for ❑Field Inspector compliance. CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page3 of 6) Project Name; GOSal Ranch Date Prepared: 8/7/2016 E. Declaration of Required Certificates of Acceptance Declare by checking all of the Certificates of Acceptance that will be submitted. (Retain copies and verify forms are completed and signed.) YES NO Form/Title NRCA-LTI-02-A - Must be submitted for occupancy sensors and automatic time switch controls. ❑Field Inspector NRCA-LTI-03-A - Must be submitted for automatic daylight controls. ❑ Field Inspector NRCA-LTI-04-A - Must be submitted for demand responsive lighting controls. ❑ Field Inspector A separate Lighting Schedule Must Be Filled Out for. Conditioned and Unconditioned Spaces. Installed Lighting Power listed on this. Lighting Schedule is only for: ❑ CONDITIONED SPACE ❑ UNCONDITIONED SPACE F. Indoor Lighting Schedule and Field Inspection Energy Checklist ❑ The actual indoor lighting power listed on this page and on the next page includes all installed permanent and planned portable lighting systems. ❑ When Complete Building Method is used for compliance, list each different type of luminaire on separate lines. ❑ When Area Category Method or.Tailored Method is used for compliance, list each different type of luminaire by each different function area on separate lines ❑ Also include track lighting in schedule, and submit the track lighting compliance form (NRCC-LTI-05-E) when line -voltage track lighting is installed. BUTTE COUNTY BUILDING DIVISION APPROVE® CA Building Energy Efficiency Standards -2013 Nonresidential Compliance August 2015 A STATE OF CALIFORNIA INDOOR LIGHTING CEC-NRCC-LTI-01-E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE NRCC-LTI-01-E Indoor Lighting (Page 4 of 6). Project Name: GOSal Ranch Date Prepared: 8/7/2016 G. Installed. Portable Luminaires in Offices — Exception to Section 140.6(a) ❑ This section shall be filled out ONLY for portable luminaires in offices (As defined in §100.1). All other planned portable luminaires shall be documented on next page of this compliance form. ❑ This section is used to determine if greater than 0.3 watts of portable lighting is planned for any office ❑ Fill out a separate line for each different office. Small offices that are typical (having the same general and portable lighting) may be grouped together. This allowance shall not be traded between offices having different lighting systems. Office Portable Luminaire Schedule Office Installed Portable Luminaire Watts Per Square Foot Office Location Field Inspector 1 2 3 4 5 6 7 8 9 10 Installed If F5 0.3, portable Watts enter 0 luminaire Y per. zero; Identify Office area in a) MS watts in T ° square G05 x G07 which these portable Pass Fail Complete Luminaire Description Z 3 . . this office a foot if G06 > luminaires are installed (i.e., LED, under cabinet, furniture mounted Watts per (G02 x (G04 / 0.3, direct/indirect) Luminaire . G03) G05) (G06-0.3) ❑ ❑ ❑ ❑ ❑.. ❑ ❑. ❑ ❑ ❑ Enter sum total of all pages into NRCC-LTI- Total installed portable luminaire watts that are greater than 0.3 watts per square foot per office: 01-E; Page 1 BUTTE COUNTY BUILDING DIVISION APPROVE® N ' CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 4 _ C r) m —cn 0E- 0 D $ CL o �m Z Z a: '0 O 0 M s�� ' 4 _ C r) m —cn 0E- 0 D $ CL o �m Z Z ° O 0 M s�� ' Name or 00 m or- T mGiz O TO N D v 3 0 r D CL o mG) = Item Tag '. Z cn V n N m - O_ 4 F " D _0 " -n O G1 T • � N • z 00c o, P 3 m w..a 3 n _ � d v m m -0 r n r M cu o ? W CL a H M. i P� (D T 0 o z SL o t! a : m z y M z M ` A 6Watts per. Luminaire _ z W m A A iA "❑ d' ~ M M ❑ ❑ ❑ ❑ 0 ❑ � CEC Default a o from.NA8 CO O/ Ln ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ According to rD a : fu m D §130.0(c) cu a p oo Number ' D Luminaires m x Total Installed - CD w- Watts in this area (H03 x H05) Z n •0 v A � Ln T 3 c 3 07 W M m ' 0 „ �+ p N n n 3 c y p N .. �.O 3 `^ as M d °1 3 N O t a 00 '_ d cn cn 2 i O ro a O _ i (D (D d ❑ ❑ '❑ ❑ : ❑ -❑ ❑ ❑ ❑ tin fTD' a • M ❑ ❑ ❑ ❑ o o ❑ b b ! O 4 Z d n S2 0o , Z M r- Ln o O •m _ C r) m —cn 0E- 0 D $ CL o �m Z Z ° O 0 M s�� 00 m or- T mGiz O TO N m = D M 3 0 r D CL o mG) = Z cn V n N m - O_ 4 F " Z d n S2 0o , Z M r- Ln o O •m i f of a d M c CO V N - O_ D " -n O Z d n S2 0o , Z M r- Ln o O •m STATE OF CALIFORNIA INDOOR LIGHTING BUTTE COUNTY CEC-NRCC-LTI-01=E Revised 08/15 CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE BtJILDING NRCC-LTI-01-E Indoor LightingAN (Page 6 of 6). Project Name: GOsal Ranch Date Prepared: $/7/2016 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: 1 /�, I,, Atousa Yazdanfar Atoms (�(� r [�j,(�j"[ az Company: Energy Compliance Services Signature Date: 8/7/2016 Address: 5702 Hersholt Avenue CEA Certification Identification (if applicable): City/state/zip: Lakewood, CA 90712 Phone: 562 461-3749 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Corn plia s re Ir to bei uded with the documentation the builder provides to the building owner at occupancy. Responsible Designer Name: Responsible Designer Signature: GREG PEITZ Company: GREG PEITZ'ARCHITECT Date Signed: 8-3 - 16 Address: 383 RIO UNDO AVE License: C21283 City/State/Zip: CHICO CA 95926 Phone: 530-894-5719 CA Building Energy Efficiency Standards - 2013 Nonresidential Compliance August 2015 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR_ CODE COMPLIANCE CALCULATIONS PACKAGE DATE---O-L 7 ) (A-9 BY. BUILDER: SUPERIOR CONSTRUCTION CUSTOMER:; i GURGIT GOSALBUTTE COUNTY JOB NUMBER:'.1517B-34346 JUL 112016 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History DEVHLOPMENT SSRVICES 8)& -IS 0" REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP Rev # Update Reason for Revision Pages Revised Date Eng. Reactions. Revised Project Engineer: Suram Siva (Fairview) Checking :Engineer: Srikanth Sikha Signing Engineer: Bejun Anklesaria, P.E. JUL 109 21116 ^/� IPJ?tw �t1('�'�S•I up y• - Page Loc 1 Design Criteria 2 - 2- Building BuildingSketch 3 Design Summary 5-14. Special Detail 4 Reactions 15-16 Seismic Desi 17-19 Original Design Completed thru Change Order # 0 Revision History DEVHLOPMENT SSRVICES 8)& -IS 0" REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP Rev # Update Reason for Revision Pages Revised Date Eng. Reactions. Revised Project Engineer: Suram Siva (Fairview) Checking :Engineer: Srikanth Sikha Signing Engineer: Bejun Anklesaria, P.E. JUL 109 21116 ^/� IPJ?tw �t1('�'�S•I up y• - •f May, -20,'-2616.'- SUPERIOR CONSTRUCTION 4241 East Brundage Lane Bakersfield, California 93307 15-B-34346 GURGIT GOSAL ,.�t+ , 207 Township"Road Gridley, CA 95948 70'-0" x 150,'-,0", x 20'-0" J To Whom ItMay'Concern: f sx !l► �. BUILDING COMPANY ACCREOTTED An NCI Company BUTTE COUNTY BUILDING DIVISION APPROVED ' i 'aV,1, This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished'by Metallic Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 15-B-34346 1 05/20/2016 i METALLIC BUILDING COMPANY Job Number: Jobsite: Gridley, CA 95948 Designer: SSR Checker: PNR Revision: 0 Date: 5/20/16 By: Pages Revised: Building Code CBC 13 Risk Category ........................ 'II'- Normal Roof Dead Load Superimposed .................... 2.'000 psf Collateral ...................... 3.000 psf Roof Live Load ......:............... 12/20.00 psf Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 BUTTE COUNTY BUILDING DIVISION APPR®VI® Wind Ultimate Wind Speed............ 1(10 -mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Wind Exposure Category .........CCS Internal Pressure Coef (GCpi) 0.-18%-0.18' Loads for components not provided by building manufacturer Corner Areas 25:592 psf pressure -34:059 psf suction Other Areas 25:592 psf pressure -27�-725 psf suction These values are the maximum values required based on a 10 sq ft area Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1 100 Seismic Design Category......... 0� r Soil Site Class .................& Stiff Soil Ss...............................0:5960 g' Sds ..... 0-5258Jg S1 .............................. 0%2:738-g) Shc ..... 0-:,-33 7-4 a Analysis Procedure .............. Equivalent Lateral Force ,olumn Line Ali A11(Front) All(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.2-5___]:-= `3:25=----'3u25- �1 System Over -Strength Factor (Omega) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.162 0.162 0.162 Design Base Shear in kips (V) Transverse 14.40 Longitudinal 13.35 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require.separate support members within the roof * system." 2 05/20/2016 2.2.x2.5x3J16" FB's at marked places OO 7--r-7-7 BUTTE COUNTY BUILDING DIVISION APPROVED 0 1 is ------- 15-B-34346 Framing Layout 5/20/16 3 05/20/2016 2 Bolts Unless Noted— on Erection Drawings 0 O Flange Brace Clip SC -2- - C All Bolts are 1/2') x1 1/4" A325 Without Washers 0 2'-4" -Purlin / Girt Clip SC1 Shop Welded Ne 1" v � ' f See �oc,� BUTTE COUNTY shpt BUILDING DIVISION APPROVED 2.5x2.5x3/16" FB's 4 05/20/2016 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-34346 FRAMING SUMMARY: Roof 5/20/16 3:42am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ---- ----`- ----- ----- ----- --- 2 ZB 0.00 0.00 N,; �,N°::; 7 1.33 `4.83 7 3 ZB 0.00 0.00 N.. -N= ?, 7 1.33 4.83 7 PURLIN LOCATION: w ---------------- Surface Purlin Surf Id Id Offset Space 2 1 4.83 4.83 ; 2 9.65 4.83 3 14.48 4.83 4 19.31 4.83 5 24.13 4.83 6 28.96 4.83 7 33.79 4.83 Strap ------ 35.12 1.33 3 1 1.33 1.33 2 6.16 4.83 3 10.99 4.83 4 15.81 4.83 5 20.64 4.83 6 25.47 4.83 7 30.29 4.83 4 35.12 4.83 BUTTE COUNTY BUILDING DIVISION APPROVED ROVED PURLIN & EAVE STRUT: -------------------- Surface Bay -Purlin_Lap- IS_Flg Eave Id ------- Id --- Part -------- Left ------ ------ Right Strap ------ Strut -------- 2 1 8X25Z13 3.00 0 8ES1L14 2 8X25Z14 3'.00 3.00 0 8ES1L14 3 8X25Z16 3.00 3.00 0 8M M4 4 8X25Z16 3.00 3.00 0 8ES11,14 5 8X25Z14 3.00 3.00 0 8ES11,14 6 8X25Z14 3.00 0 8ESIL14 3 1 8X25213 3.00 0 8ES11,14 2 8X25Z14 3.00 3.00 0 8ES11,14 3 8X25Z16 3.00 3.00 0 8ES1L14 4 8X25Z16 3.00 3.00 0 8ES1L14 5 8X25Z14 3.00 3.,00 0 8ES11,14 6 8X25Z14 3.00 0 8ES1L14 11.10101W.", Bay Attach_Locate Id Start End Type Part Dia --- ------ ------ ------------- ----- 6 0.00 24.05 Rod WR0800 0.500 24.05 35.00 Rod , WR0800 0.500 5 05/20/2016 6 PURLIN ANTI -ROLL: BUTTE COUNTY BUILDING DIVISION ®IL X11 9 R®V E® Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1 7 2 RF Clip w/gusset @004 1 7 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 ------------------------------------------------------------------------------- 15-B-34346 FRAMING SUMMARY: Left Endwall 5/20/16 3:42am RAFTER: Surf Id Id Raft 2 Raf2 3 Part Length 35.00 45.95 Rod WRO800 0.500 35.12 Id 45.95, 70.00 Line Rod WRO800 0.500 BOLT AT EAVE STRUT: D W8X10 18.53 0.00 ------------------- Wall Frame—Line C Lap ------- Bolt—Size -----= Id Id Type Plate No. Type Dia Washer 2 1 EW - 4 A325 0.500 2 2 2 RF Y 4 A325 0.500 0 2 3 RF Y 4 A325 0.500 0 2 4 RF Y 4 A325, ::0.500- ', Oat, 2 5 RF Y 4 �A325 0.500--.0 2 6 RF Y 4 A325, �b . 500 0' � 2 7 RF - 4 A325 _ 0.500 0 4 1 EW - 2 A325' 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF N 2 A325 0.500 0 4 4 RF N 2 A325 0.500 0 4 5 RF N 2 A325 0.500 0 4 6 RF Y 4 A325 0.500 2 4 7 RF - 4 A325 0.500 2 PURLIN ANTI -ROLL: BUTTE COUNTY BUILDING DIVISION ®IL X11 9 R®V E® Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1 7 2 RF Clip w/gusset @004 1 7 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 ------------------------------------------------------------------------------- 15-B-34346 FRAMING SUMMARY: Left Endwall 5/20/16 3:42am RAFTER: Surf Id Id Raft 2 Raf2 3 Part Length W10X12 35.12 W10X12 35.12 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ---- ----- --- ----- --- ----- 3 0.00 M 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: BASE PLATE: 6 05/20/2016 Grid Base Id Offset Line Part Length Elev Coll 0.67 D W8X10 18.53 0.00 Co12 24.00 C W8X10 20.47 0.00 Co13 46.00 B W8X10 20.47 0.00 Co14 69.33 A 8F25C14 18.53 0.00 BASE PLATE: 6 05/20/2016 ----------Plate-------- ----- Anchor _Bolt ----- Base _Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll EB 6.00 8.00 0.375 GR36 0.625 3.00 2 0 Co12 EB 6.00 8.00 0.375 GR36 0.625 3.00 2 0 Co13 EB 6.00 8.00 0.375 GR36 0.625 3.00 2 0 Co14 EB 7.:00>j;�,�8•'00 -0"..250-s GR36 0.625 *3.00 1 0 CAP PLATE: -----Boats---- Id---- No. Type- --Dia BUTTE COUNTY Coll 4 A325 0.500 BUILDING DIVISION Co12 4 A325 0.500 AP P H ®�v E D Co13 9 A325 0.500 Co14 4 A325 0.500 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZF 8X25Z12 0.00 24.00 Col Col 0.00 0.00 D 12.67 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D 17.75 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D . --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZF 8X35Z13 0.00 22.00 Col Col 0.00 0.00 D 12.67 ZF 8X35Z14 0.00 22.00 Col Col 0.00 0.00 D 17.75 ZF 8X35Z14 0.00 22.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZF 8X25Z12 0.00 24.00 Col Col 0.00 0.00 D 12.67 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D 17.75 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 20.47 Rod WR0800 0.500 15-B-34346 FRAMING SUMMARY: Right Endwall 5/20/16 3:42am COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ Co12 24.00 B w8X10 ------ ----- 21.14 0.00 Co13 46.00 C w8X10 21.14 0.00 BASE PLATE: ----------Plate-------- -----Anchor-Bolt ----- Base Clip Bolts 7 05/20/2016 Id Type Width Length Thick Type Dia Gage Row No. Type Dia- Co12 EB 6.00 8.00 0.375 GR36 0.625 3.00 2 0". Co13 EBS 6.00 8.00 0.375 GR36 0.625 3.00 2 0 CAP PLATE: -----Bolts----- BUTTE COUNTY Id No. Type DiaBUILDING DIVISION Co12-- -2 A325 0.500 Co13 2 A325 0.500 GIRT LAYOUT: y Bay Bay -Offset --Support-- ---- Lap----- Flg Id. Locate Type Part Start End Left Right 'Left Right Rot 1 7.50 ZF 8X35Z12 0.00 24.00 Cole Col 0.00 0.00 D 12.67 ZF 8X35Z13 0.00 24.00 Col Col 0.00 •0.00 D 17.75 ZF 8X25Z13 0.00 24.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ---;- --- 2 7.50 ZF 8X35Z13 0.00,22.00 Col Col 0.00 0.00 D 12.67 ZF 8X35Z14 0.00 22.00 Col Col 0.00 0.00. D 17.75 ZF 8X35Z14 0.00 22.00 Col Col 0.00 0.00 D 1 --- ------ ------------ ----- ----- -- ----- ----- ----- --- 3 7.50 ZF 8X35Z12 t0 00 24s00,TCol Col 0.00 0.00 D , 12.67 ZF 8X35Z13-1`01!00j24.06%oi!�'CCol •0.00' 0.00 D 17.75 ZF 8X25Z13 0.00 24.00 Col, .Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 15-B-34346 FRAMING SUMMARY: Front Sidewall 5/20/16 3:42am ------------------------ OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening _Size ------ • Id Id Offset Width Height Sill Note 1 3 5.50 14.00 14.00 0.00 2 6 5.50 14.00 14.00 0.00 OPENING JAMB/HEADER/SILL: --------------- Open Bay • t Id .Id Member Offset Locate Part Length 1 3 Jamb -L 5.50 0.00 8F25C16 20.00 Jamb -R 19.50 0.00 8F25C16 20.00 Header 14.00 5.50 8F25C16 14.00' 2 6 Jamb -L 5.50 0.00 8F25C16 14.00 Jamb -R 19.50 0.00 8F25C16 _ 14.00 GIRT LAYOUT: Bay Bay_Offset Support -----Lap---' Flg Id Locate. Type Part Start End Left Right Left Right Rot r• .. 8 ' 05/20/2016 --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z14 0.00 25.00 Col Col 0.00 1.33 D 14.00 ZB 8X25Z14 0.00 25.00 Col Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z14 0.00 25.00, Col Col 1.33 1.33 D 14.00 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 110.00 5.50 Col Jamb 1.33 0.00 D 7.50 ZB 8X25Z16 19.50 25.00. Jamb Col 0.00 1.33 D 14.00 ZB 8X25Z16 0.00 5.50 Col Jamb 1.33 0.00 D 14.00 ZB 8X25Z16 19.50 25.00 Jamb Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D 14.00 ZB 8X25Z14 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 5 7.50 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D 14.00 ZB 8X25Z14 0.00 25.00 Col Col 1.33 0.00 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 6 7.50 ZB 8X25Z16 0.00 5.50 Col Jamb 1.33 0.00 D 7.50 ZB 8X25Z16 19.50 23.75 Jamb Col 0.00 0.00 D 14.00 CO 8X25C12 0.00 23.75 Col Col 0.00 0.00 U GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 4 5 6 --- --- --- --- --- --- BUTTE COUNTY 0 0 0 0 0 0 BUILDING DIVISION WALL BRACING: APPROVED ,E ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 20.00 Rod WR1200 0.750 -------=------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-34346 FRAMING SUMMARY: Back Sidewall 5/20/16 3:42am GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z14 1.25 25.00 Col Col 0.00 1.33 D 14.00 ZB 8X25Z16 1.25 25.00 Col Col 0.00 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z14 0.00 25.00 Col Col 1.33 1.33 D 14.00 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D 14.00 -ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 4 7.50 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D 14.00 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 5 7.50 ZB 8X25Z14 0.00 25.00 Col Col 1.33 1.33 D 14.00 ZB 8X25Z16 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 6 7.50 ZB 8X25Z13 0.00 25.00 Col Col 1.33 0.00 D 14.00 ZB 8X25Z14 0.00 25.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: 9 05/20/2016 ------------- ----------- No._Brace/Bay 1 2 3 4 5 6 0 0 0 0 0 0 BUTTE COUNTY WALL BRACING: BUILDING DIVISION ------------ Bay Brace_Height APPROVE Id Bot Top Type Parte'. " Dia 1 0.00 20.00 Rod WR1200 0.750 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-34346 FRAMING SUMMARY: Rigid Frame 1 5/20/16 3:42am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 1 Frame Line Id 7 Grid Line Id 7 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- ---Top--- -Plate_Thickness- Id Id Id Part Length Width Start End Web O-flg I-flg 1 1 1 10.00 6.00 9.00 21.71 0.156 04250 0.250 1 1 2 9.35 6.00 21.71 32.00 0.156 0.250 0.313 2 2 3 6.96 6.00 32.00 20.84 0.185 0.250 0.250 2 2 4 5.00 6.00, 20.84 14.00 0.156 0.250 0.250 2 3 5 10.00 6.00 14.00 14.00 0.134 0.250 0.250 2 3 6 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 4 7 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 4 8 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 5 9 5.00 6.00 14.00 20.83 0.156 0.250 0.250 3 5 10 6.95 6.00 20.83 32.00 0.185 0.250 0.250 4 6 11 9.35 8.00 32.00 21.69 0.185 0.375 0.375 4 6 12 10.00 8.00 21.69 9.00 0.156 0.375 0.375 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate* ------ Type Width Thick Type Dia Gage Row Space Row Space -- 2 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4, 0.00 VEE 8.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36, 0.750 4.00 2. 0.00 Rt Column P 8.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip ---- ------ ------------ ------ 10 05/20/2016 1 1 1 L2X2X14G 2 1 1 L2X2X1/8 2 3 1 L2X2X14G 2 5 1 L2X2X14G 2 7 1 L2X2X14G 3 1 1' 'L2X2X14G 3 3 1 L2X2X14G 3 5 1. L2X2X14G 3 7 1 L2X2X1/8 4 1 1 L2X2X1/8 BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 4.00 0.250 BUTTE COUNTY BUILDING DIVISION APP d® Y E® 15-B-34346 FRAMING SUMMARY: Rigid Frame 2 5/20/16 3:42am LAYOUT: Type RF No. Line 5 Frame Line Id 2 3 4 5 6 Grid Line Id 2 3 4 5 6 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- ---Top--- -Plate_ Thickness - Id Id Id Part Length Width Start End Web 0-flg I-flg ---- 1 --- 1 ----------- 1 ------ 10.00 ------ 6.00 ----- 9.00 ----- 21.59 ----- 0.134 ----- 0.250 ----- 0.250 1 1 2 9.35 6.00 21.59 32.00 0.156 0.250 0.313 2 2 3 6.93 6.00 28.00 19.32 0.185 0.250 0.250 2 2 4 5.00 6.00 19.32 14.00 0.1340.250 0.250 2 3 5 10.00 6.00 14.00 14.00 0.134 0.250 0.250 2 3 6 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 4 7 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 4 8 10.00 6.00 14.00 14.00 0.134 0.250 0.250 3 5 9 5.00 6.00 14.00 19.32 0.134 0.250 0.250 3 5 10 6.93 6.00 19.32 28.00 0.185 0.250 0.250 4 6 11 9.35 6.00 32.00 21.59 0.156 0.250 0.313 4 6 12 10.00 6.00 21.59 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.500 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--------------Bolt------ --- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 11 05/20/2016 FLANGE BRACE: Surf No. Id. Locate Side Part Clip ---- ------ 1 1 ---- 1 -------- ------ L2X2X14G 2 1 1 L2X2X1/8 2 3 •1 L2X2X14G .2 •5 1 L2X2X14G " 2 8 1 L2x2x14G BUTTE COUNTY 3 1 1 L2X2X14G 3 4 1 L2X2X14G BUILDING DIVISION 3 6 1 L2X2X14G APPROVED P P R O`� E D 3 8 1 L2X2X1/8 - 4 1 1 L2X2X14G • t BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.2 50 Rt Column 2.50 0.250 r' L +""c �A / s 12 05/20/2016 a �/,• r"' I BUTTE COUNTY Wt -z .� BUILDING DIVISION �+� ®P��®`e�® �� W2 a 65 40 a M 4 / 40 0.34 4A/4A ax ;�, 01A a ee sd�1 a� 21 � 6a0 24U 24ao 60D 187fl04 I �i, � 6 6 , /4' , 30.0 e,1µ;,t$6 e , �//g4' . 2400 1. 1.7 8: �i4 14U 6 , /4 , 230.8 I /4•:2fl6 e , �/4• :1427 ec3/8'c,Ya7 MU 'T -4 7 0 '-s 16 16•-�' -12 FQ16 2 11 13 05/20/2016 � I II II 4 IV• II II I II II I I I II II II II I I i I '4 I II II II II I I 'P I II I1 f II U I 8 I/ 6S- 1/4• CLEVANM 4_ D A RIGID FRAME ELEVATION: FRAME LINE 7 GENERAL NOTES: 0 W °C6 am t, ALL MW MM �1,�1, 66,,,E 16� ,1 ,� �6/, FM D66 N metallic building company SPUM si4sOE PREiDOM IIB N /�gtpd�7e�)Y,f�2p;�'113Mq per{ F1 'mm AOMm �Bf K: IUIN-OF�elf 1�a flY� S PA ID 40.A6 CIM BE I 1ME Ifl100 OF TCIOF106' GYZNA� MIDCL iRST Oi TPE MM Od0601 BOLA OR OFECP ME 6MAOR 96EROK ILCFDOIBIE m 712 NSPECII6 /ODIIX NO BI9p0 pi____.__N59LApw 09RCIGw IRDIf61MfIS N6!-aff-40105 °w es PRa6O aF01f O061L aalme swma aas m a111m oumrr eosK s omm lemic a a nc for ams anru Iccant m+sr. at Mae 2 u1_ trL6 cams OF =WMW MWO WU BE Boum Mm we seasa6 am zu ma um o JOB MW sol Ml®1 e5 3. WMU AL nma BP'm ON OO M NO PltM si M solve 6/EI/16 w7S 1 , E6 0 11 13 05/20/2016 SUFE BOLT TABLE - Nah * BA FL Tdo - Ymk _ a : a a 5P.-I 1 4 4 7 A3W 3 4 2 4 4 6e e[ /4' a 448 e t e' a 811 &M 4 4 0 Am 4' Y 1.�/ 37.0 0.83 3 E N11FD) - BUTTE COUNTY i � .. RFS-2 � 03 0. Be B A e a /4* a p40A 6 t /4� a 1421 1 1 G v BY/ 4A 0. 34 440 6 t 1/4 : 13D.0 6 a �/4 a 7788 A� DIVIsIDN A/4D 0.34 7408 RFS-3 4D/ 4d Q 3L 7140 6 t �/4' : 130.0 6 a 1/1• a 248 0' � - , BUILDING ��mm 3t4�.8A0//787U °a eqa e [ µ• [ 74oa e [ pfp• a 1421 Oro l Md R k Fan Fa[ N Repetl 4 Ri?� 37.0 0,85 431 871 e a 1%4• a 731E 4 t 1%4�=x120.) D ` R®Y � � I If fi I I I . Z12 2 F93V -A 4 - • RIGID FRAME ELEVATION: FRAME LINE 2 3 4 5 6 GENERAL NOTES: w 1. ALL OM MM RIR, AT781-W X 1 ?5 IiOAIEn TX ! 1 LWflER AM 0 6A/t FOR OMM WKLA R w metallic building company SPFSM SLPM0E PRE10601m 10405 N kgLgOE7A�gr�i!R3M4MM= FOR Ril Q SCAN HEA WE9m SIN IAEO 11E 111N-0i- IEIIIOD OF ram ffi1 fIR11E�'• Fql �ilf� 488-4768 SPA EP 4054 TISR?fJL94TED T1RST OFF ITFi TFIBON 0010141 nn OR WW TDOW SP4ROK ItCEP08lE TD i1E NSPECINO IIIi1LY kD BIAOIC ER06T. G147E OOS�L NS91WIN1 N4401GN REliIIHIMIS R8:-iFEB01® 101R9 NRIo04 SIPEM comm IMAM UNT 04UL t�iE mxc1 a nc °MNs�°icr a rc mHOD 1000INL mLrF. a SOON 2 ALL FEED ONIECM OF SEEMVN MW MU BE WM IM AM B=aD WE 941E RELII [MOND D M amB R 9[ET 11F®t FSi S WALLILL RMZ 0= ON =M W WTER SIMM WNe/E)/14 104% 1 A E% 0 14, 05/20/2016 15-B-34346 Reactions, Anchor Bolts, & Base Plates: 5/20/16 3:42am APPROVED 1 -----Foundation_Loads(k )----- 0.6Dead+0.6Wind Leftl --------- 3 ----------------- 4 Frame Col Max_Pos_Val 0.6Dead+0.6Wind_Longl Max _Neg_Val Anc._Bolt 0.6Dead+0.6Wind Left2+0.6Wind Suction Base -Plate Line ----- Line ------ Id -- Horz ----- Vert Id Horz Vert No. Diam Width Len Thick 1 D 7 0.0 ----- -3.1 -- ----- 7 0.0 ----- -3.1 --- 4 ----- 0.625 ----- 6.00 ----- 8.00 ----- 0.375 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-34346 ---------------------------------------=---------------------------------------- 8 0.0 3.6 1 C 9 3.1 -4.8 10 -2.9 -4.8 4 0.625 6.00 8.00 0.375 1 0.0 7.9 9 3.1 -4.8 1 B 11 3.1 -4.6 12 -2.9 -4.6 4 0.625 6.00 8.00 0.375 1 0.0 7.9 11 3.1 -4.6 1 A 13 0.0 6.0 14 -6.1 -4.2 2 0.625 7.00 8.00 0.250 ----- 12 -4.4 -5.1 ----- 7 ------ B -- 11 ----- 3.3 0.1 -- ----- 12 -3.0 ----- 0.1 --- 4 ----- 0.625 ----- 6.00 ----- 8.00 ----- 0.375 16 0.0 0.2 7 C 11 3.3 0.1 12 -3.0 0.1 4 0.625 6.00 8.00 0.375 16 0.0 0.2 ----- 7 ------ D -- 1 ----- 9.8 ----- 15.9 -- ----- 2 -9.2 ----- -12.3 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 8.4 16.9 7 A 4 9.2 -12.2 1 -9.8 16.2 4 0.750 8.00 10.00 0.375 1 -9.8 16.2 4 9.2 -12.2 2* D 1 9.6 15.9 2 -6.7 -8.9 4 0.750 6.00 9.50 0.375 3 8.3 16.9 5 -2.1 -11.3 2* A 4 6.7 -8.9 1 -9.6 15.9 4 0.750 6.00 9.50 0.375 ----- ------ 3 -- -8.3 ----- 16.9 ----- 6 -- ----- 2.1 -11.3 ----- --- ----- ----- ----- ----- ----------------------------------------------------------------------------- 2* Frame Lines:2 3 4 5 6 15 05/20/2016 BUTTE COUNTY LOAD COMBINATIONS: ------------------ BUILDING DIVISION - IdCombination------------------- APPROVED 1 Dead+Collateral+Live 2 0.6Dead+0.6Wind Leftl 3 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Long 4 0.6Dead+0.6Wind_Rightl 5 0.6Dead+0.6Wind_Longl 6 0.6Dead+0.6Wind Long2 7 0.6Dead+0.6Wind Left2+0.6Wind Suction 8 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Right 9 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 10 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 11 0.6Dead+0.6Wind Right2+0.6Wind Suction 12 0.6Dead+0.6Wind Pressure+0.6Wind_Long2 13 1.05Dead+1.05Collateral+0.75Live-0.53Seismic_Long 14 0.53Dead+0.7Seismic_Long 15 0.53Dead+0.7Seismic_Right 16 1.07Dead+1.07Collateral+0.7Seismic Right -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-34346 ---------------------------------------=---------------------------------------- Bracing Reactions Report: 5/20/16 3:42am 15 05/20/2016 BUILDING BRACING REACTIONS: ----Dead--- Collateral --------------------------- Wind ------Reactions(k )------- Rightl --- Wall-- Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes L EW 1 D ,C 2.48 2.17 1.33 1.17 F SW A 1 ,2 7.32 5.32 6.67 4.85 R EW 7 7 7 (h) B SW D 7 ,6 7.32 5.32 6.67 4.85 BUTTE COUNTY BUILDING DIVISION APPROVE® ---- ----------- ----- ----- ----- ----- ------ =-- --- ----- (h)Rigid frame at endwall Reaction values shown are unfactored. Maximum load combination factors are: Wind : 0.60 Seismic: 0.70 ------------------------------------------------------------------------------- ------------------------------------------------------------------------------- 15-B-34346 Additional Reactions Report: - 5/20/16 3:42am Rigid Frame,Column Reactibns(k ) -------------------------------- Frame Col ----Dead--- Collateral ----Live--- Wind Leftl Wind Rightl Line Line Horz Vert Horz Vert Horz„ Vert Horz Vert Horz Vert ----- ------ =' -- a---- ----- --- 7 7 D A 1`.5` 2'8 3,:,0 1.7f2.6 '2.6 6.6 -6.6 10.5 10.5 -16.8 6.2 -23.4 -15.2 -6.3 16.9 -15.2 -23.9 2* D '1'.;5 2.8 1.6 2.6 6.5 10.5 -12.6 -17.6 -3.9 -11.8 2* A -•1-.-5'' ` "2.8 • -1'.6L" 2.6 -6.5 10.5 3.9 -11.8 12.6 -17.6 Frame Col wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 7 D -14.3 -15.9 -3.7 -7.7 -5.2 -21.6 -5.8 -18.5 -1.5 -0.8 7 A 3.7 -7.7 14.4 -15.9 5.8 -13.2 5.2 -16.3 -1.6 0.8 2* D -10.3 -10.1 -1.7 -4.4 -5.0 -21.6 -5.6 -18.5 -1.4 -0.7 2* A 1.7 -4.4 10.3 -10.1 5.6 -18.5 5.0 -21.6 -1.4 0.7 Frame Col -Seis_Right -Seis_Long- Line Line Horz Vert Horz Vert ----- 7 ------ D ----- 1.5 ----- 0.8 ----- ----- 0.0 76.3 7 A 1.6 -0.8 0.0 0.0 2* D 1.4 0.7 0.0 -6.3 2* A 1.4 -0.7 0.0 -6.3 2* Frame Lines:2 3 4 5 6 Endwall Column Reactions(k. ) 16 05/20/2016 Fra "Cbl Dead' Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line'- .Line., .,,Vert Vert Vert Horz Vert Horz Vert Horz Vert 1 `' D' 0.6 0.4 2.4 2.5 -5.7 0.0 0.2 2.5 -5.7 1 C 1.1 1.0 5.8 0.0 -6.6 2.5 -7.4 0.0 -6.6 1 B 1.1 1.0 5.8 0.0 -5.0 0.0 -8.8 0.0 -5.0 1 A 0.4 0.4 2.4 0.0 -2.2 0.0 -3.5 0.0 -2.2 Frame Col Wind_Right2 Wind_Pressure Wind_Suction Wind_Longl Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.0 0.2 0.0 0.0 0.0 0.0 0.0 -3.2 1 C 2.5 -7.4 -4.8 0.0 5.2 0.0 0.4 -9.1 1 B 0.0 -8.8 -4.8 0.0 5.2 0.0 0.0 -5.1 1 A 0.0 -3.5 -7.3 -5.3 0.0 5.3 0.0 -2.1 Frame Col Wind_Long2 Seismic_Left Seismic _Right Seismic_Long Line Line Horz Vert Horz Vert Horz Vert Horz . Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.4 -2.5 1.7 -1.5 0.0 1.7 0.0 0.0 1 C 0.0 -4.8 0.0 1.5 1.7 -1.7 0.0 0.0 1 B 0.0 -8.7 0.0 0.0 0.0 "0.0 0.0 0.0 1 A 0.0 -3.6 0.0 0.0 0.0 0.0 -8.7 -6.3 Frame Col-E1PAT_LL_1--E1PAT_LL_2--E1PAT_LL_3--E1PAT_LL_4- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 D 0.0 2.3 0.0 -0.1 0.0 2.6 0.0 -0.2 1 C 0.0 6.4 0.0 2.2 0.0 3.0 0.0 2.8 1 B 0.0 2.2 0.0 6.4 0.0 3.0 0.,0 2.8 1 A 0.0 -0.1 0.0 2.3 0.0 2.6 0.0 -0.2 ------------------------------------------------------------------------------ wind wind BUTTE COUNTY Frame Col Dead Press Suct Line Line Vert Horz Horz BUILDING DIVISION 7 B 0.2 -5.0 5.5 ED 7 C 0.2 -5.0 5.5 ------------------------------------------------------------------------------ 15-B-34346 Seismic Design Report: 5/20/16 3:42am - -------------------------------------------------------------------------------- ------------------------------------------------------------------------------- Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V =IBC 12 = 150.00 = 70.00 = 20.00 = 20.00 = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) 17 05/20/2016 T(Moment_Frame) 0.308 T(BYaced Frame) = 0.189 Shear. Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V " (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.789 R = Zone/Design Category= D Cs = 0.1618 Ie = 1.000 76.50 (k ) Force, S1 = 0.274 Force, E = 16.10 (k ) Shc 0.337 Sds = 0.526 1,30, Omega= 2.00 Cs = Seismic Dead Load, W W = 41.25 (k ) -------------------- Roof Dead+Collateral= 5.00 (psf ) Force, Frame Dead = 2,.;.M (psf, )� Force, E = Roof Total = 7..00r(psf' ) `' Weight= 73.50 (k ) L_EW Dead = 2:00 (ps-f �,�).:„'=;;'swe`ight= 1.50 (k ) F_SW Dead = 2.'00 ;(psf; ) Weight= 3.00 (k ) R_EW Dead = 2.00 '(psf'_. ), Weight= 1.50 (k ) B_SW Dead = 2.00 (psf ) Weight=. 3.00 (k ) Left Total = 82.50 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1618 W = 76.50 (k ) Force, V = 12.38 (k ) Force, E = 16.10 (k ) Sidewall Bracing Front R = 3.25,'Rho= 1,30, Omega= 2.00 Cs = 0.1618 W = 41.25 (k ) Force, V = 6.67 (k ) Force, Em = 13.35 (k ) Force, E = 8.68 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1618 W = 41.25 (k ) Force, V = 6.67 (k ) Force, Em = 13.35 (k ) Force, E = 8.68 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1618 W = 8.22 (k ) Force, V = 1.33 (k ) Force, Em = 2.66 (k ) Force, E = 1.73 (k ) Rigid Frames BUTTE COUNTY BUILDING DIVISION APPROVE® 18 05/20/2016 R= Cs = Frame 1 W _ Force, V = Force, E _ Frame 2 W = Force, V Force, E _ End-�Viates ` Longitudinal Force, V = Transverse Force, V = 3.25, Rho= 1.30 0.1618 14.73 (k ) 2.38 (k ) 3.10 (k ) 13.21 (k ) 2.14 (k ) 2.78 (k ) 3.25, Omega= 3.00 13.35 (k ) 14.40 (k ) BUTTE COUNTY BUILDING DIVISION APPROVE® 1s 05/20/2016 ^B^U��TT �E�/ COUN l i JUL. I'S 2016 DEVELOPMENT SERVICES �_ �:�f4. •�'tJ34iY. L Y. Ij�lt+a' ' � 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP Structural Calculations For: Client: Dave Dailey - General Contractor Project_ Gosal Ranch 70x150 Metal Building Foundation Ad__dress: 207 Township Road, Gridley, CA PERMIT# U11Q•��� BUTTE COUNTY DEVELOPMENT SI REVIEWED FOR /CODE COMPLIANCE sT civi v �P JUL 19 21016 �" ' ' • i BYq�FOF CA60 11.� �_ 1 y Note: 'these calculations and details are based on permit drawings by Metallic Building Company. These calculations apply only to the structure as defined In the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawing,.; provided by Metallic Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspt�ction I:o assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is riot responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shill be of thE; highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. f � L -e- cow f0 1A 1B 1C 1D { 2-6A s 2-6D 7A 7D 0.40 0.40 2.40 -5.30 -6.3 1.63 2.75.= 3.00 ). Ea Summit Structural Design 4.44 1.07 1.10 .1.00 5.80 Project: 0.00 2.29 Page: Engineer: x 3.00 Date Design of- Foundations 1.10 1.00 - -9.10 -1.70 Ulti-CUPIMltesbtaoce7,.2crp Ata.q XD: ,P(2,e,i."Jr_t-0 CBC2013, Section 1605,3.1- Basic Load Combos -3.00 x Soil Bearing 1500 psf Atlow'anleUplift Rcsisian .aT,,ii.s DL+CL+LL 0.60 0.40 Soil capacity to resist uplift T varies T. ` .er ^1301,11 DL+CL .6W 1.72 2.25 3.00 D.(oo nedMth(ft) I. 25 deb (assumed •come ati-) t . fmi6 a Icne'l, (ts) = W 1,N 9.loodnewAdm (h) - DL + CL +.75(.6W) + .75LL 3.32 1.09 2.80 2.60 DL + CL + .75(.7E) + .75LL -21.60 -6.30 3.50 3 .6DL+.6W x 5.25 I 11.96 1.06 .6DL +.7E 2.60 10.50 -21.60 -6.30 OT 3 5.25 x ` Sqr Ftg for Resistive Unity 1.06 3.00 Gravity (kips) Uplift (kips) ° ` Soil Bearing Thickness ' Length Width Uplift Factor -0.80 Grid Line - DL I CL I LL Wind I Eq Min Size (ft) (ft) (ft) (ft) Load (kips) (must be > 1) 1A 1B 1C 1D { 2-6A s 2-6D 7A 7D 0.40 0.40 2.40 -5.30 -6.3 1.63 2.75.= 3.00 x 3.00 4.44 1.07 1.10 .1.00 5.80 =8.80 0.00 2.29 3 3.00 x 3.00 5.03 1.09 1.10 1.00 5.80 -9.10 -1.70 2.29 3 -3.00 x 3.00 5.03 1.05 0.60 0.40 2.40 -5.70 -1.50 1.72 2.25 3.00 x 3.00 3.32 1.09 2.80 2.60 10.50 -21.60 -6.30 3.50 3 5.25 x 5.25 I 11.96 1.06 2.80 2.60 10.50 -21.60 -6.30 3.50 3 5.25 x ` 5.25 11.96 1.06 3.00 2.60 10.50 -23.40 -0.80 3.62 3 5.50 x 5.50 12.90 1.05 2.80 2.60 1 10.50 -23.40 -6.30 3.60 3 I 5.50 x 5.50 12.90 l 1.04 BUTTE COUNTY BUILDING DIVISION .-APPROVED �i Project: Engineer IL Summit Structural Design Hairpin Design (worst case Line 2-6) Date 6/15/2016 Note: All Loads are ULT F -Horizontal Force DL= 1.50 laps CL= 1.60 kips LL= 6.50 kips BUTTE COUNTY BUILDING DIVISION APPROVE® W= -1.70 kips J` EQ= 1.40 kips Angle q= 30 deg Steel Grade fs= 60 k,:i \ i Vu= 1.4*DL = 4.340 kips 1.2*DL + 0.5*LL = 6.970 kips 1.2*DL + 1.6*LL + 0.5W _ 13.270 kips governs 1.2*DL + 0.5*LL + 1.OW — 5.270 kips 1,2*DL + 1.OEQ = 5.120 kips 0,9DL + 1.OW = 1.090 kips 0.9DL + 1.OEQ _ 4.190 kips ACI 318-11 Section 9.2 Load Combinations Vu:=0.9*Area'd*(fs)*cos(q) Check this equation Are:q'd = Vu/(0.9*(fs)*.cos(q)) Areq'd= 0.284 int Use: 1 # 4 bar As= 0.393 in2 BUTTE COUNTY BUILDING DIVISION APPROVE® "' � .� ~►.• `"�; ., 4 .tip ; ° i' ,• � 4 `�ti ' -Anchor DesignerT"' MSoftware 4 Version 2.4.5673.30 4 _ Company: "' Summit Structural Design Date. 5/3/2016 Engineer: Andy Johnson, P.E, - Pager 1. 115 Project.- - y -- — -- Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: •. 530:592.4407 --- _--* , andy@summitchico.com W ' t a< f �, f1Prolect=infomriattion r_ • x'; �� " " Customer company: ' ` •Pro}ect'description.. Customer contact name: Location; Custom er a -mail « ' ' Fastening description. Comme, _nt t . a, ° 'I' e'. X'-. � -- t '� !° 4 r Vis:-• 4 ,r � � 1,� � , 2. Inuut Data :3 Anchor aranneters r General --� - � Base Material +p Design melhod:ACl 318-11 , 'y Concrete: Normal weight o - ' o `; Units: -Imperial units Concrete thickness, h (inch):• 36.00( - - '` State: Untracked Anchor Information: " , + ``; `,'Compressive strengih,,fc^(psi). 2500 r Anchor type: Cast -in-place Wcv: 1:4 T + Material: AB s f ,Reinforcement condition: B; tension, 8 shear Diameter (inch): 0.750 :Supplemental reinforcement: No f Effective Embedment depth, h.i.(inch): 20.000 ° Reinforcement provided at-comew No F' Anchor tate jory: - Do not evaluate. concrete breakout in tension: No Anchor ductility: Yes' } Do not evaluate concrete breakout.in shear: No r' hn,m (inch): 22.25 Ignore 6do requirement: Yes C„i„ (inch): 1.50 Build, -up grout pad: No S,:ri„ (inch): 3.00 Base Plate •t r A • , Load and Geometry Length x Width x Thickness (inch): 9.50 x 6.00 k Cf.38, +' Load factor source: ACI 318 Section 9.2 - 'Load combination: U = O.9D + 1.OW ” ;i Seismic design: No r ' �•; r Anchors subjefted to sustained tension: Not applicable R t BUTTE COUNTY', a ".; Apply entire shear load affront row: No i " BUILDING DIVISION' r Anchors only, resisting, wind •and/or.seismic loads: No ' <Figure 1> . �APPR , G�f} it'ii !9 E D Y ,a Y '• ? 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Company: Summit`Structural Design Date,: Engineer: Andy Johnson, P.E. Page:— .5/3/2016-7 2/5 i y _ Address: ` • 383 Rio Lindo Ave 11200, Chico, CA 95926 r Phone: '_ r 530.592.4407; . •' --' --- E-mail: andy@summitchico.com s <Figure 2> 4 ' i y t•Y .}9 � .. }}r{ft�'r _. t ��t�t SHE, .r<7(I'm-, 1f �. SY t<itt(�S,S i�ppIN 01. rt4't'if�tl,d l+t,I1F EtE� tS�H1{E d'la -t - . .n•.'\ -4.:., T�`, itt. .tiY rt �ftt - h !tY' t!''� .j `hit aTN iY. ,p,llb,ti it n ` ' t� v - r -. Sri• ,�, ((,, {flEit"P , �3 x `) g` p .} It' , k t a r x! " 'IGt ,�I, r u-1 itr.D 3 rF }��,uJ +, G' r� r><u Sik •j t iii" '.}-ri'4�lGI hrtti:r' t(t,� +j+ a [j � 3t ti 1 j�LL'' S - t`l:tY �tJr i , e _ r. E - t • ^'i a --•r ! r_'r.,., } . �• ;Ji f;• lr'7` •',ftlk It i S r., �f,K f. $ `t5j �( Ft w tls}dt'aSF M' +rtitq ��t. I, tj GS ki a iYj air r d r h uy.� .. h Ik,t t0,�j _ c�H ri t3iliy}`y7. �rih r tIfi f Sfi kkrJdtt, :r it r% r �'� �a ` + It 5 ``t �. 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W h €• NY 1'r tip., � -1. r Siy tG tj{ . `t k +NA (f �kts3t wtk. ti.Lv st.. � k'j[j�t a.��51}�6. I���{t�4at,r {, .. r V .'\ ! i, �' r y , (Mt't23 ) t •i 11:jt {. t<• • 1'�,�r,� .}'�' j) . , rrt(ltGygy� �'�,7,; � q�{]til, It 11,5,.""I•.{I� t �Id'3t Yt tTttip�"�,Glt 4:i5�'iq t� Y�l�' � I J }. + ` • . w } r _ IiS • �(itl•�r'a� {it , t'i �aT�7' r 't u7 k� ..f �,� .. �h4i '_yh t��f s U •'t � ir` k .t- . > , _! "•t i s r r 'ruH i'.'.• J Kt +l `itiq�tt �JY3 .fYP.i�t,p�u y�rts^JUtI �, rJai.M7�� yiSjiriF <.. {, $! � i r. f• SR rS . i °Ma.:tjR' �E,is.fGlitat ^ (.. .♦ ,. —�_.__�)131�__ NEIL .. - -t� -� . �� r�s''� ____.—.21•x_____ • r • Recommended _ Recommonded Anchor fi ' � ,} • ^ A11chor•Name: PAS Pre -Assembled Anchor Bolt- _- � �� PA86 (3/4"0),-'' r ir'1' „- • rac:.;aYlOtidL1C "ti i - e i_• ` }• .t 1. >� •, r �, .•� �. Y A, "a �' BUTTE COUNTY 'BUILDING -DIVISION APPRO Y.v ... F r - j.. y � if S.:K `:. � i rt ... - � r � i•, ' �♦ - i' } + - _ r `t d y• � r •, • L, r ,� , T • � Input data and results must be checked for agreement with the ` existing circumstances the standards and guidelines must be checked fcr plauslbd ty. mp..:,.r. t, ut. • is Conspar y Inc 5956 W. Las Posllas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www•strbngtiu.com � •�P "Mi.ti 7?f :-4. '}•" ^} y. `r ii + ',,•t r .lT.. ,,'f • r- -.�. ter � -r :� t ,. EMMM Anchor DesignerTM Software 00121y"WIMVersion 2.4.5673.30 m Company: Summit Structural Design Date: 5/312016 Engineer: Andy Johnson, P.E. Page: 3/5 Project: Shear load y, Address: 383 Rio Lindo Ave #200, Chico, CA 9_5926 Phone: _ 530.592.4407 E-maif: I andy@surrlmitchico.com 3. Resulting Anchor Forces N,,, (lb) 4 ONee (lb) _ .._........_............ s ..._........._ .., .. _ 19370 0.75 14528 Anchor Tension load, Shear load x, Shear load y, Shear load combined, e Pc (psi) her (in) Nn (Ib) - Nue (lb) Vuer (ib) Vuey (ib) 1(VU..)2+(Vuay)1 (lb) 3 1 4635.0 -3480.0 0,0 3480.0 2 4635.0 -3480.0 0.0 3480.0 3 4635.0 -3480.0 0.0' 3480.0 4 4635.0 -3480.0 0.0 3480.0 Sum 18540.0 -13920.0 0.0 • Maximum concrete compression strain (%e): 0.00 <Figure 3> ,Maximum concrete compression stress (psi): 0 Resultant tension farce (lb): 18540 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 13920.0 4. Steel Strength of. Anchor in Tension(Sec D 5 11 _ .,.._........_.._... _..._ .. N,,, (lb) 4 ONee (lb) _ 19370 0.75 14528 - 5, Concrete Breakout Strength of Anchor in Tension (Sec D 5 2) Nb = 1GiwNf,hers'1(Eq. 0-7) e Pc (psi) her (in) Nn (Ib) - 1.00 2500 20.000 117889 Wce3 =O(ANc/ANco)Y„e.N'Ped,N'/i.NV4p,NNt, (Sec. D.4.1 & Eq. D-4) - Arrc (in') ANco (W) '/Miv 'Pad.N 'Nc;N ` 'Pcp,N Ne (Ib) 0 S Nony (lb) 4356.00 3600.00 1.000 1.000 1.25 1.000 117889 0.70 '124815 6. Pullout Strenatli of Anchor In Tension (Sec. D,5.3) Mo„ _ 0114.PNo = OV16AAwg`e (Sec. D.4.1, Eq. D-13 & D-14) 'l'c.p An.9 (in') f c (psi) 0 Op„ (lb) - 1.4 3.56 •2500 0.70 69741 BUTTE COUNTY BUILDING DIVISION - APPROVED . ......... __.......__.... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be che:ckod for plausibility. cilin+p;m :St:•^n�,=1'ie r;omp,.rr;y'Ini... 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www.slrongtie.com r EMAnchor DesignerTM b t Yr 1 y,.. Software Version 2.4.5673.30 0 Company: Summit Structural Design 5/312016 Engineer: Andy Johnson, P.E. _Dale: Page: 14/5 11625 1.0 0.65 7556 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 ---- Phone: 530.592.4407 E-mail: I andy@summitchico.com 8. Steel Strength of Anchor in Shear (Sec Q.6.1) ,Vso (lb) 09,0v: 0 09,owttiVso (lb) 11625 1.0 0.65 7556 BUTTE COUNTY 9. Concrete E3reakout Strength of Anchor In Shear (Sec 13 6 2) BUILDING DIVISION Shear perpendicular to edge in x -direction: " ����®` ,�® Vb, = min)7(Ic/do)0•2\Id.)w�fcco+1•5; 9Ab4rac.0-11 (Eq. D-33 & Eq. D-34) V to (in) de (In) Ac rc (psi) co, (in) Vb, (lb) 6.00 0.75 1.00 2500 24.00 52909 ' ^b9, = 6 (AVC/Avco)YOG,vVud,VYc.V'1'h.vVb, (Sec. D.4.1 & Eq. D-31) Avc (int) Avon (int) 'Noc,y Yvd,V Y'c,v Y'h,v Vb, (11)) d yMtc , (lb) 2376.00 2592.00 1,000 0.958 1.400 1.000 52909 0.70 45549 Shear parallel to' edge In x -direction: Vby = minl7(lo/di)0•2�Id8A0vr0c0l'-,: 9A.0.c.0-11 (Eq. D-33 & Eq. D-34) to (in) do (in) A. rc (psi) cbr (in) Vby (16) 6.00 0.75 1.00 2500 24.00 52909 6Vcbp, = 0 (2)(Avc/'Avco) `Yec,vYud,vYu.'vY'b,vVby (Sec. D.4.1 & Eq. D-31) Avc (int) Avco (in 2) Ycav '/'oav Yu.v fn.v Vey (Ib) 6 OVabg, (lb) 2376.00 2592.00 1.000 1.000 1.400 1.000 52909 0.70 95060 10, Concrete Pryout Strength of Anchor in Shear (Sec. 0.6.3) 0Vcp9 = GkcoNcb9= Okcy(ANc/ANco)'POVA' ed.NY'c,NYcwvNb(Eq. D-41) ' kcp ANc (in 2) ANco (in') %C.N Vud.N '11C. N - '/'cp,N Nb (Ib) 0 OVcp9 (lb) 2.0 4356.00 3600.00 1.000 1.000 1,250 1.000 117889 0.70 249630 11. Results Interaction of Tensile and Shear Forces (Sec' D.71 Tension Factored Load, Nue (lb) Design Strength, eNp (lb) Ratio Status Steel 4635 14528 0.32 Pass (Governs) Concrete breakout 18540 124815 0.15 Pass Pullout 4.635 69741 0.07 Pass Shear Factored Load, Vvb (lb) Design Strength, oV. (lb) Ratio Status Steel 3480 7556 0.46 Pass (Governs) T Concrete breakout x- 13920 45549 0.31 Pass II Concrete breakout y- '6960 95060 0.07 Pass Pryoul 13920 249630 0.06 Pass Interaction check N„e/(bNp V./o V„ 'Combined Ratio Permissible Status Sec. 0.7.3 0.32 0.46 78.0% 1.2 Pass--- PAB6 (314"0) with hef = 20.000 Inch meets the selected design criteria. Input data and results must be checked for agreement With the existing'circumstances, the standards and guidelines must be checked for plausibility. G n,paoy,Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94586 Phone: 925.560.9000 Fax: 925.847.3871 vnvw.slrongtie.corn r BUTTE COUNTY PHYLLIS L. MURDOCK, DIRECTOR FIR% 'L- LMARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER JUL 109 2016 WYWW.BUTTECOUNTY.NET/PUBLICHEALTH INTERVJEST ENVIRONMENTAL HEALTH DIVISION PUBLIC HEALTH C0N U1'i lr'dG HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) //�� � K PROJECT ADDRESS m T+ 76 � V, !� L41AP—SA.P. # FIRM NAME APPLICANTS ADDRESS W CITY, STATE, ZIP NATURE OF BUSINESS CONTACT PERSON �I% VI �' 7J �yf PHONE NUMBER TRAKIT NUMBER (for official use only) 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO (k) YES W NOTE: Hazardous materials are defined as any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present or potential hazard to human °; } health and safety or to the environment if released into the workplace or the environment. "HAZ- (1)W m ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste, w Cc Z paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which u ' 2 OQ a handler or the administering agency has a reasonable basis for believing to be injurious to the O,LLJ health and safety of persons or harmful to the environment if released. � CL 0. 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standard W temperature or pressure), of formulation containing hazardous materials? NO (X) YES ( ) > U or o � Q Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances abovf U 0 threshold quantities identified in California Code of Regulations, Title 19, Ch. 4.5, sec. 2770.5, Tables 1-3? W 0 0 If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the prvc40 3. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? cc NO ( ) YES ( ) a o IF YES, name of school: 4. Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO (X) YES ( ) IF YES, contact the Butte County Air Quality Management district at (530) 891-2882 for permit requirements. Owner or Authorized Company Representative _ Date (Signa re) BCEHD BCAQMD BCEHD Signature BCAQMD Signature The applicant has met or is meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County Air Quality Management District. The above regulations DO NOT apply to this facility. Date Date WHITE – Building Dept YELLOW – Environmental Health PINK – BCAQMD GOLDENROD - Fire Dept 05/09 TEL- 530.538.7281202 MIRA LOMA DRIVE T-1LL�m� FAx- 530.538.5339 I OROVILLE, CA 95965 pri OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH 1 r Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue Oroville, CA 95965 Office (530) 538-7888 Fax (530) 538-2105 www.buttecounty.net/fire STATEMENT OF INTENDED USE Various process and situations in commercial and industrial establishments can create fire and life safety hazards. In .order to provide a reasonable degree of safety to life and property, specific requirements have been established in the _bFire, Building, and Life Safety Codes. To help us determine what particular laws appl - qq y b siness, please provide the following information: PtRMIT #_ _ .. l BUTTE COUNTY DEVELOPMENT SERVICES PART I — Building Information REVIEWED FOR CODE COMPLIANCE Business Name: �('e - L_ _SAT-.._•-' _�.-_--- - - -BY - I V✓ Business I --a to" L Number of Buildings: Type of Construction: r S PART 11— Questionnaire 2---(3 Square footage: 1. Will you store or handle an aggregate quantity aerosol products in excess of 500 lbs.? 2. Will you install or operate a stationary lead -acid battery system more than 100 gallons? 3. Will you produce dust or loose combustible fibers in excess of 100 cubic feet? 4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? 5. Will you store, handle or use compressed gases? (Table 105.6.8) 6. Will you produce, store or handle cryogens? (Table 105.6.10) 7. Will you engage in the business of dry cleaning? 8. Will you conduct an operation which produces combustible dusts (i.e. flour, magnesium) 9. Will you have any explosives or blasting agents? 10. Will you store, handle, use or dispense flammable or combustible liquids? 11. Will you store, transport on site, dispense, use or handle hazardous materials? (Table 105.6.20) 12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) 13. Will you store, handle or use liquefied petroleum gases? (LPG) 14. Will you melt, cast, heat treat or grind more than 10 lbs. of ma nesiu?�4 I 15. Will you have a motor vehicle fuel -dispensing station? �( hL19216 1 of 3 2of3 R rt, E 0 V FE JUL 19 2016 INTERVVEST C0NSlJrLT';,NG CROUP YES 16. Will you'manufacture more than 1 gallon of organic coating per day? NO 17. Will you operate an industrial baking or drying oven? 18. Will you operate a place of assembly (Drinking, Dining, Gathering) for more than 50 people? I I >9 19. Will you store or handle radioactive materials? I I Yl 20. Will you have a refrigeration system with >220 lbs. Group Al or >30 pounds of any other refrigerant? 21: Will you operate a repair garage for servicing or repairing, automobiles? 22. Will you be conducting hot work? (welding, cutting or use flame producing devices or torches) 23. Will you apply flammable or combustible liquids? (Spray booth, Dip tank, Powder Coating, Rolling) 24. Will you store over 1000 cubic feet of tires in an outside area? 25. Will you store, lumber, wood chips, hog ywo'od hogged material or pl in excess of 200 cubic feet? 26. 19 your.,building equipped with automatic fire sprinklers? If YES then: a) Calculated sprinkler system GPM/SqFt —Design Area (i.e. .3/3000) (Density and certification information can usually be found labels on the main sprinkler system riser for each system) b) Pipe Schedule (non -calculated) sprinkler system, Date system installed c) . Early Suppression Fast -Response (ESFR) sprinkler system PSI d) Other type Sprinkler System – list type and location: e) Date of last sprinkler system 5 year certification (Title 19 CCR): Fire sprinkler alarm monitoring company: 27. Is your building equipped with automatic fire detection? (smoke detector, heat detector, manual pull) A] a) Date of last alarm system certification: b) Alarm monitoring company: 28. Number of employees: 29. Hours of operations: C' To 30. What is the proposed use of this structure? 2of3 R rt, E 0 V FE JUL 19 2016 INTERVVEST C0NSlJrLT';,NG CROUP PART III —Fire Extinguisher Requirements [ ] Light Hazard occupancy (office, classrooms, medical offices, etc.) Provide a minimum of (1) 2A10BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 6000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. [ ] Ordinary Hazard occupancy (mercantile storage, dining areas, and display, warehouses, light manufacturing) Provide a minimum of (1) 2A20BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and the travel distance to a fire extinguisher shall not exceed 75 feet from any point. [ ] Extra Hazard Occupancy (Hazardous Materials, flammable liquid, vehicle repair, cooking areas, woodworking uses) Provide a minimum of (1) 2A40BC rated fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 2000 square feet and the travel distance to a fire extinguisher shall not exceed 50 feet from any point. [ ] Kitchen Hood System — One 40B fire extinguisher (no "A or C° rating shall be mounted near kitchen hood system) (ABC multi-purpose fire extinguishers may compromise the liquid in fixed kitchen hood systems) NOTE: These are typical minimum requirements. More fire extinguishers may be required due to special operations or processes being used. For example: spray booths, special electrical hazards, . exotic metals, and other situations will require increased protection. - PART IV - High Piled Combustible Storage In Chapter 32 of the California Fire Code, high piled combustible storage is defined as: Storage of combustible materials [product and/or packaging] in closely packed piles (floor storage) or combustible materials on pallets, in racks, or on shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes certain high hazard commodities, such as rubber tires, group A plastics, flammable liquids, idle_ pallets, and similar commodities, where the top of the storage is greater than 6 feet in height. It is very important to contact the Fire Department prior to consideration of storing high -piled combustible storage. Many of the permit requirements must be built into your building. If your building is not approved for high -piled combustible storage it may be cost prohibitive. For example if you have a pipe schedule sprinkler system — no high piled storage is permitted until the system is calculated. Securing a design professional is recommended to assist you with the code requirements A THIS BUILDING WILL NOT BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. [' ] THIS BUILDING WILL BE USED FOR HIGH -PILED COMBUSTIBLE STORAGE. [ ] THIS BUILDING IS A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME. *TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM WITH THE BUILDING PERMIT APPLICATION Name: Signature: 3of3 0 - /.3 - /G E� Butte County Department of Development Services .�"Tr PE.RN11T CENTER FORM NO ° - - 7 County Center Drive, Oroville, CA 95965 o �. Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax(530)538-7785 DPC-U 1 CCESSIBILTY UPGRADE WORKSHEET Job Address --:?- — / o W cto 4 G Date ::�/ !+ c.f ha Project Nae W-,( (. i-1-�i �' Permit Number B Applicant ('cuneVOwner te, 1. Construction Cost: $ ' a. Ground floor $ b. Basement $ c. Other floors ( ) $ 2. Construction Cost on the same path of travel during the previous three years: $ 3. Total Construction Cost (add amounts in 1 and 2 above): $ 4. Current Valuation Threshold (Effective January 2012): $ 150,244.00 SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION N,y(�i This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. "� ❑ The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or.drinking fountains (if any), parking, storage and alarms that serve the area of alteration currently comply -with all accessibility provisions as for new buildings. ❑ The total Construction. Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroo f�each sex (as. applicable), public phones or drinking fountains (if any), parking, storage and alarms that see v" the r �t l era I to comply with all accessibility provisions as for new buildings. FOR CGDE COMPLIANCE El The total Construction Cost (item 3 above) does not exceed the urrent Valuation Threshold (item 4 above).or the alteration occurs on a floor other than the ground floor. I will upgrade the existing primary entrance, route of travel, at Ie t•Fbe r nst oo for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all accessibility provisions as for new buildings. I NTERWEST ❑ The total Construction Cost (item 3 above) does not ex%ed�(� r�eno I1(I-Ryglxbld (item 4 above) or the alteration occurs on a floor other than the ground floor and providi g m lance witliall acces ;iib''ijjity provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $ ). In choosing which accessible elements to provide, priority will be given to those elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Co/t Table Signed Date (/ (OWNER OR ANT) Building Division Plan Approval Date Cost Table Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each selected individual element ar;d provide_their costs. Step C. Go to the next category (2, 3, 4, 5 then 6) and p in order. PERMIT#I/�. BUTTE COUNTY DEVELOPMENT SERVICES CODEF IEWpp��EDII 11FppOn'R �i I C1SNI PMN uilding\BwIding Fc DATE " ! '� 1 01_AgVssi .I pgrade_' -eep"'eat�un it a 16 categories have been completed T) ," JUL 1 D 2616 �p��we>nisl�i 07 A��2�0�1 fom(s - Compl eted\DPC\DPC- k-Weet—ri:26-12'_5-bv`d'_5'y-20:141_AKM.doc Pagel of 3 NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibilitv Uoorarle Wnrksheet CATEGORY COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA ; Compliance.Status: ❑.,Existing Full ❑ Upgrade Full ❑ Upgrade Partial . ❑ DOOR A. Change of door $ ❑ B. Threshold ❑ C. Hardware ❑ D. Kick plate E. Strike -side clearance ❑ ❑ F. Other SIGNS AND IDENTIFICATION ❑ A. Sign at building entrance ❑ ❑ B. Sign in building lobby C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade.Partial ❑ CHANGE OF ELEVATIONS) A. Ramps/Curb Ramps $ ❑ B. Lifts ❑ C. Elevators DOORS ❑ A. Change of door ❑ B. Threshold ❑ C. Hardware ❑ D. Kick plate ❑ E. Strike -side clearance ❑ F. Signs and identification (Braille) ❑ G. Other - Subtotal KANEW_WEB SITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM.doc Page 2 of 3 CATEGORY COSTS 3. RESTROOMS SERVING ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance D. Door symbols E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) 1. $ 2. 3. 4. G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. H. Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add Subtotal $ $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain C. Provide alcove D. Add wing walls and/or floor treatment E. Other $ $ Subtotal 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ A. Replace curb ramps B. Re -slope parking space & loading/unloading aisle C. Paint the border of loading/unloading aisle blue D. Other Subtotal $ $ TOTAL $ K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DPC\DPC- 01 _Accessibilty_Upgrade_Worksheet_ 11.26.12_rev'd_3.7.2014_AKM. doe Page 3 of 3 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director e o7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-1512 ' Owner's Name: KHAIRA, HARJIT Assessor's Parcel Number: 021-220-036 Date of Application: 7/13/2016 Square Footage Verification No Change: NOTES: Verified By: Date:l w (Plan Check Signature) Confirmed TRAKiT Updated by: Date: LS�--:)ns 6 P .01 At Application: Change To: Living Area 10500 Garage Area 0 Covered Area 0 Open Area 0 Other U No Change: NOTES: Verified By: Date:l w (Plan Check Signature) Confirmed TRAKiT Updated by: Date: LS�--:)ns 6 P .01 BUILDER/CONTRACTOR RESPONSIBILITIES Drawing Voliditv - These drawings, supporting structural calculations and design certification ore based on the Shoo Primed Steel - All structural members of the Metol Building System not fabricated of corrosion resistant order documerjts as of the dote of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating ore pointed with one coat of shop primer meeting the manufacturer ,osxbf the date of these drawings. Any changes to the order documents after the dote on these performance requirements of SSPC Point Specification No. 15. All surfaces to receive shop primer are cleaned of drawings moy void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method Builde,k/Controctor is responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Pointing Council) prior to painting. The coot of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification. steel framing for only o short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in E3 the field pending erection should be kept free of the ground and so positioned as to minimize water -holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer hos correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coat of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Aoorovol - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Controctor PROJECT NOTES is responsible for securing oil required approvals and permits from the appropriate agency as required. SHEET NUMBER ISSUE Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with A a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys. HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with o minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building pians and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as o part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors -. Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an Modification of the Metol Building from Plans - The Metal Building supplied by the manufacturer hos Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or broces,'from that shown on these This project is designed using manufacture's standard serviceability standards. Generally this means that ail plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed stresses and deflections are within typical performance limits for normal occupancy and standard metal building Structural Engineer should be consulted prior to making any changes to the building configuration shown on products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. Safety Commitment - The Metal Building Manufacturer has a commitment to manufacture quality building x -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. components that can be safely erected. However, the safely c0rnrnilrnenl and jub site practices of the erector are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions The design collateral load has been uniformly applied to the design of the building. Hanging loads ore to be and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in standards, whether standard statutory or customary, should always be followed to help ensure worker safety. excess of 150 pounds sholl be accounted for by special design performed by a licensed engineer using Make certain all employees know the safest and most productive way to erect a building. Emergency procedures concentrated loads and may require separate support members within the roof system. should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the must be designed to withstand the specified wind loading for the design of components and clodding in manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual accordance with the specified building code. Doors are to be closed when o maximum of 50% of design wind member weights of other structural members. If additional information is required contact the customer service velocity is reached. department. Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metol including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. Debris Removol - Any foreign debris such as sawdust, dirt, onimal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP Rev. 8/12/14 Expandable Main fromes The rigid frame at line 7 was designed to receive additional boy 25 feet measuring from center line of the column to the steel line of the additional bay. Corresponding frame reactions ore calculated based upon actual tributary area. ` f 51 D_ BUTTE COUNTY DEVELOPMENT SERVICES FIED PERMIT # � CO°REVIEWED DE COMEPL FOR SEP 0l 2016 DATE � ! ' BY v iNTERWST L-ACONSULTING ;) SOUP DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REOUIREO BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 3 PSF FRAME / ROOF LIVE LOAD 12 0.00 PSF RISK CATEGORY II - Normal SNOW LOAD GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 FLAT ROOF SNOW LOAD (Pf) 0 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Cl) 1.00 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 ZONE 4. COMPONENT WIND LOAD S IOFT2 25.592 PSF PRESSURE -27.725 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 10FT2 25.592 PSF PRESSURE -34.059 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.5960 SN 0.5258 S1 0.2738 Sol 0.3374 SITE CLASS D SEISMIC DESIGN CATEGORY D ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE TRANSVERSE LONGITUDINAL FRONT BACK BASIC FORCE RESISTING SYSTEM- C4 63 B3 RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 SYSTEM OVER -STRENGTH FACTOR((),) 3.0000 2.0000 2.0000 SEISMIC RESPONSE COEFFICIENT(C.) 0.162 0.162 0.162 BLDG DESIGN BASE SHEAR (V) 14.40 (k) 13.35 (k) THE TRANSVERSE DIRECTION IS PARALLEL To THE RIGID FRAMES THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES BASIC FORCE RESISTING SYSTEM - C4. STEEL ORDINARY MOMENT FRAME 83. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS DRAWING INDEX I ISSUE I PAGE I DESCRIPTION I 11 I Cl I COVER SHEET I 1 1 1 F1 I ANCHOR BOLT PLAN I 0 F2 ANCHOR BOLT REACTIONS 0 F3 ANCHOR BOLT DETAILS 0 E1 ROOF FRAMING PLAN 1 E2 FRONT SIDEWALL 0 E3 BACK SIDEWALL 1 0 1 E4 I LEFT ENDWALL I 10 1 E5 I RIGHT ENDWALL I 0 E6 -E71 FRAME CROSS SECTION 10 DET1-23 STANDARD DETAILS DRAWING STATUS I] FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL. AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. 11 FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION' CAN BE CONSIDERED AS COMPLETE. F] FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 800-784-9795 MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. FI L ?02 ILDING SIZE: 70'-0" x 150'-0" x 20'-0" 1.0:12 ;UE DATE DESCRIPTION 5/23/16 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR metallic building company 1 8/22/16 REV FOR ERECTOR INSTALLATION PNR EH SSR 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. 1 A 15-B-34346 C1 I FI L ?02 �. Z3 O O I O N i T r O F `r - O F- . o G B I - N u n _ A 2 - " 25'-0" 150'-0" OUT -TO -OUT OF STEEL 4 . 25'-0 25'- 6 -0" 25-0" 23'-9"-T 1' 0 0 1 5'-6" 14'-0" 5'-6" 25'-0" 25'-0" .-ANCHOR BOLT PLAN 5'-6'L14'-0 L4' -3",1l'-3" 25'-0" 25'-0" . 6 7 o Dia= - 5/8", 0 Dio= 3/4" ® Dia=l" x-trrocmg T T F `r F F- F F G I - u n REVIEWED I N FOR CODE COMPLIANCE H B SEP 0 7 2016 B H iNTERWEST N � CONSULTING GROUP o N - n c0 N O w L — • HB 00 F.— v BUTTE COUNTY B o - - BUILDING DIVISION .APPROVED - - - o <Y cN Lo e • D = M I D 2 D D M. D 2 E oe lH H C o] FH H C X—Brncinn 0 0 1 5'-6" 14'-0" 5'-6" 25'-0" 25'-0" .-ANCHOR BOLT PLAN 5'-6'L14'-0 L4' -3",1l'-3" 25'-0" 25'-0" . 6 7 o Dia= - 5/8", 0 Dio= 3/4" ® Dia=l" FRAME LINES: 2 3 4 5 6 7 COLUMN LINE GENERAL NOTES ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) H DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE 1 C 0.0 2.2 0.0 3.0 0.0 2.8 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Frm Col Dead Collat Live Wnd_Lefti Wind_Rightl Wind_Left2 Wind_Right2 Wind_Press fV AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS Line Line Vert Vert Vert Horz Vert Harz Vert Harz Vert Horz Vert Harz Vert J OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS 1 D 0.6 0.4 2.4 2.5 -5.7 0.0 0.2 2.5 -5.7 0.0 0.2 0.0 0.0 ` WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 1 C 1.1 1.0 5.8 0.0 -6.6 2.5 -7.4 0.0 -6.6 2.5 -7.4 -4.8 0.0 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD 1 B 1.1 1.0 5.8 0.0 -5.0 0.0 -8.8 0.0 -5.0 0.0 -8.8 -4.8 0.0 ti GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER 1 A 0.4 0.4 2.4 0.0 -2.2 0.0 -3.5 0.0 -2.2 0.0 -3.5 =7.3 -5.3 WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL THE FOLLOWING BUILDING DATA 2. A 4 0.750 6.000 9.500 0.375 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 70 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. LENGTH ( = 2' Frame lines: 2 3 4 5 6 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED LOAD GROUPS Frm Col Wind_Suct Wind-LongiWind_Long2 Seis_Lefl Seis_Right Ses_Long E1PAT_LLt- N T THAN THE FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT Line Line Hoa Vert Harz Vert Harz Vert H04`2Vert Harz Vert Harz Vert Harz Vert FACTORS USED IN THE FOUNDATION DESIGN. 1 D 0.0 0.0 0.0 -3.2 0.4 -2.5 1.7 -1.5 0.0 1.7 0.0 0.0 0.0 2.3 3. IMANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD 1 C 5.2 0.0 0.4 -9.1 0.0 -4.8 0.0 1.5 1.7 -1.7 0.0 0.0 0.0 6.4 = CBC 13 COMBINATION REACTIONS. HOWEVER, THE LOAD CO 1 B 5.2 0.0 0.0 -5.1 0.0 -8.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.2 DATION ENGINEER REACTIONS PROVIDED MAY BE USED BY THHEE FOUNDATION 1 A 0.0 5.3 0.0 -2.1 0.0 -3.6 0.0 0.0 0.0 0.0 -8.7 -6.3 0.0 -0.1 TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER 7 D 1.5 2.8 1.7 2.6 6.6 10.5 -16.8 -23.4 -6.3 -15.2 -14.3 -15.9 7 A -1.5 3.0 -1.7 2.6 -6.6 10.5 6.2 -15.2 16.9 -23.4 3.7 -7.7 BUILDING BRACING REACTIONS DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION Frm Col E1PAT_LL_2- E1PAT_LL_3- E1PAT_LL_4- 2' A -1.5 2.8 -1.6 2.6 -6.5 10.5 3.9 -11.8 12.6 -17.6 1.7 -4.4 Reactions in lane of wall t Reactions (k � Panel_Shear Frame Column-Wind_Ri ht2- 9 DESIGN Line Line Horz Vert Harz Vert Horz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Loc Line C Line' Harz Vert Harz Vert Wind Seis Note 7 D -3.7 -7.7 -5.2 -21.6 -5.8 -18.5 -1.5 -0.8 FRAME LINES: 2 3 4 5 6 7 COLUMN LINE 4. THE METAL BUILDING MANUFACTURER 15 RESPONSIBLE FOR THE 1 D 0.0 -0.1 0.0 2.6 0.0 -0.2 H H DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE 1 C 0.0 2.2 0.0 3.0 0.0 2.8 TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE 1 B 0.0 6.4 0.0 3.0 0.0 2.8 iV fV ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT 1 A 0.0 2.3 0.0 2.6 0.0 -0.2 RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING Wind Wind MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR Frm Col Dead Press Sucl THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION Line Line Vert Harz Harz RIGID FRAME: ANCHOR BOLTS & BASE PLATES' EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF 7 8 0.2 -5.0 5.5 THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION 7 C 0.2 -5.0 5.5 DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE r Frm Coll Anc._Boll Base_Plote (in) Grout BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF NOTES FOR REACTIONS Line Line Oty Dia Width Length Thick (in) THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. - IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF BUILDING REACTIONS ARE BASED ON 2' D 4 0.750 6.000 9.500 0.375 0.0 THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL THE FOLLOWING BUILDING DATA 2. A 4 0.750 6.000 9.500 0.375 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 70 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. LENGTH ( = 2' Frame lines: 2 3 4 5 6 (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS EAE HEIGHT ROOF SLOPE JZ/Q) = 20 / 20 = 1.0:12 / 1.0:12 NOTED OTHERWISE. DEAD LOAD psi) = 2.000 RIGID FRAME: ANCHOR BOLTS & BASE PLATES COLLATERAL LOAD (psi) = 3 ROOF LIVE LOAD (psi) FRAME LIVE LOAD (sf) = 20.00 = 12 Frm Col Anc._Bolt Bose -Plate (in) Grout" _ ' ? ROOF SNOW LOAD psi) = p Line Line Oty Dia Width Length Thick (in) GROUND SNOW LOAD (psi) = 0.0000 WIND SPEED (MPH) = 110 7 D 4 0.750 6.000 9.500 0.375 0.0 WIND CODE = CBC 13 7 A 4 0.750 8.000 10.00 0.375 0.0 EXPOSURE= C CLOSED/OPEN '' IMPORTANCE - WIND = Closed = 1.00 RIGID FRAME: BASIC COLUMN REACTIONS (k) ' + IMPORTANCE - SEISMIC SEISMIC ZONE = 1.00 = D Frame Column • -----Dead-----Collateral- --- Live ------ Wind_Left1- -Wind_Ri hl1---Wind- Vert Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Horiz Vert 7 D 1.5 2.8 1.7 2.6 6.6 10.5 -16.8 -23.4 -6.3 -15.2 -14.3 -15.9 7 A -1.5 3.0 -1.7 2.6 -6.6 10.5 6.2 -15.2 16.9 -23.4 3.7 -7.7 BUILDING BRACING REACTIONS 2' D 1.5 2.8 1.6 2.6 6.5 10.5 -12.6 -17.6 -3.9 -11.8 -10.3 -10.1 2' A -1.5 2.8 -1.6 2.6 -6.5 10.5 3.9 -11.8 12.6 -17.6 1.7 -4.4 Reactions in lane of wall t Reactions (k � Panel_Shear Frame Column-Wind_Ri ht2- 9 --Windi---Wind_Lon 2 -Seismic -Left 9 9- Seismic -Right ht-Seismic_Lon 9 9 =Wall - Col -Wnd ---Seismic - (Ib/ft- Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Loc Line C Line' Harz Vert Harz Vert Wind Seis Note 7 D -3.7 -7.7 -5.2 -21.6 -5.8 -18.5 -1.5 -0.8 1.5 0.8 0.0 -6.3 - 7 A 14.4 -15.9 5.8 -13.2 5.2 -16.3 -1.6 0.8 1.6 -0.8 0.0 0.0 L_EW 1 Bracing, see EW reactions 2' D -1.7 -4.4 p A 10.3 -10.1 -5.0 -21.6 -5.6 -18.5 -1.4 -0.7 5.6 -18.5. 5.0 -21.6 -1.4 0.7 1.4 0.7 0.0 -6.3 1.4 -0.7 0.0 -6.3 - 1,C F_SW A 1.2 7.3 ' 6.7 ' . R_EW 7 B_SW D 7,6 7.3 ' 6.7 (h) 2' Frame lines: 2 3.4 5 6 ' (h)Rigid frame at endwau ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Boll Bose -Plate (in) Grout 'See RF reactions table for vertical and Line Line Oty Dio Width Length Thick (in) horizontal reactions in plane of the rigid frame. 1 D 4 0.625 6.000 8.000 0.375 0.0 REVIEWED ' 1 C 4 0.625 6.000 8.000 0.375 0.0 1 B 4 0.625 6.000 8.000 0.375 0.0 FOR CODE COMPLIANCE I A 2 0.625 7.000 8.000 0.250 0.0 7 B 4 0.625 6.000 8.000 0.375 0.0 7 C 4 0.625 6.000 8.000 0.375 0.0 CE, 0 7 2016 �% i iU ` ANCHOR BOLT SUMMARY BUTTE COUNTY BUILDING DIVISION. Qty Locate Di(in) Type P(°nj) INTERWEST 2.00 CONSULTING GROUP AMPT ROV O 22 End all 5/8' F1554 0 48 Frame 3/4' F1554 2.50 ® 4 WindBent 1' F1554 3.00 ISSUE DATE DESCRIPTION BY CK'PNR DSR 0 5/23/16 FOR ERECTOR INSTALLATION PAIR PAIR SSR � l �, metallic eta' I' ♦ b u'' d' n � company O m p a n y I` 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 • (713) 466-7788 ZIP 77240 C13 ,. PROJECT: GURGIT GOSAL _ CUSTOMER: SUPERIOR CONSTRUCTION / OWNER: GURGIT GOSAL EXP » U9 23, 2016 • LOCATION: CAD Gridley, CA 95948 'DATE SCALE C1V►L PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE %� � 5/23/16 N.T.S. 1 A F2 0 Dia= 5/8" Dia= 3/4' 8" Dia= 1" SW3 r� SW N m O p� �q f� 1 f� 0 4" 38fI� r o N ® ® • _ O wj 2` 2" 8 1/4" c SW DETAIL A DETAIL E DETAIL I Dia= 5/8" r Dio= 3/4' 8 _ T _ 4". 3" 8 1/4' N M 2" 2" SW - See Plan DETAIL BW _ DETAIL F REVIEWED FOR CODE COMPLIANCE Dia= 5/8" Dia= 3/4" _ SW ,� - - - - - SEP 0, 7 2016 8" T O N \ N Ii3j I f0 4" I� I IN T ERWEST - CONSULTING GROUP O O l I I tl 8 1/4, 2" 2" M, I�fI SW DETAIL Cw DETAIL G BUTTE COUNTY BUILDING DIVISION Dia= 3/4''s" Dia= s/B" 3 1 2" APPROVED _qT q_ N iffi I f0( r � - • 4" ffi1 I iffi I O _ 1 _ 3" co1 O q" �— —I 2 2" 2" 8 1/4" SW 1 3/4" SW See Plan See Plan DETAIL D DETAIL H Framed Opening Width 1 3/4 1 3Z4 ah FEualQEqual 1 1�4 Door Opening Width l 1/4' ISSUE DATE DESCRIPTION 0 5/23/16 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR ! • • • metallic Vuildinc� company' Equal Equal — i �' 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 coo ++13 Line Steel Line PROJECT: GURGIT GOSAL Ramp (If Required) _ _ CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL QII0 23, 2016 -, U9 " LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 15—B-34346 �� ARDi Framed Opening AR Layout AR Dio Walk ,Door AR Layout 5/8' 1 2" 5/23/16 N.Ts. 1 A F3 D 0 PURLIN 3'-1 3 4' 3'-1 3 4' 3'-1 3 4" 3'-1 3 4" 3'-1 3 4' LAP 3'-1 3/4" 3'-1 3/4' 3'-1 3/4• 3'-1 3/4' 3'-1 3/4' ROOF FRAMING PLAN DOWNSPOUT SPACING LOCATIONS DOWNSPOUTS ARE TO BE PLACED AT A SPACING NOT TO EXCEED ?? FT. WITH A DOWNSPOUT WITHIN ?? FT. OF EACH END OF THE GUTTER RUN. GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR N f - N I � - c W N 01 UAN TYPE DIA LENGTH O I U 4 A325 1/2- 1 1/4" ZIP 77041 (713) 466-7788 ZIP 77240 ;-� - 2 4 A325 1 2" 1 1/4" M Ln MEMBER TABLE N ROOF PLAN C M13 PROJECT: GURGIT GOSAL MARK PART LENGTH CUSTOMER: SUPERIOR CONSTRUCTION P-1 8X25Z13 28 -1 1 2 � it 23, ZU16 O P-2 8X25Z14 31'-3 1/2� Of0 P-3 8X25Z16 31'-3 1/2 CIV11. 0 I P-4 8X25Z14 28'-1 1/2" DATE SCALE PHASE P-5 8X25213 28'-1 1/2 JOB NUMBER SHEET NUMBER N P-6 8X25Z14 28'-1 1/2" 5/23/16 B E-1 8ESIL14 24'-11 1/2" A 15-B-34346 E1 E-2 8ESIL14 24'-1' 1/2" W E-3 8ESIL14 24'-11 1/2" O I U E-4 8ESIL14 24'-11 1/2 LOM E-5 8ES1114 24'-11 1/2" E-6 8ESIL14 24'-11 1/2" CB -6 1/2" ROD 33'-3" CB -7 1/2 ROD 26'-1" O M CB -8 1/2" ROD 33'-0" O K N CB -9 1 2" ROD 26' -0 - PURLIN 3'-1 3 4' 3'-1 3 4' 3'-1 3 4" 3'-1 3 4" 3'-1 3 4' LAP 3'-1 3/4" 3'-1 3/4' 3'-1 3/4• 3'-1 3/4' 3'-1 3/4' ROOF FRAMING PLAN DOWNSPOUT SPACING LOCATIONS DOWNSPOUTS ARE TO BE PLACED AT A SPACING NOT TO EXCEED ?? FT. WITH A DOWNSPOUT WITHIN ?? FT. OF EACH END OF THE GUTTER RUN. GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. - ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR SPECIAL BOLTS yeFA . I I • c building company ny I \ ROOF PLAN 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 01 UAN TYPE DIA LENGTH 4 A325 1/2- 1 1/4" ZIP 77041 (713) 466-7788 ZIP 77240 - 2 4 A325 1 2" 1 1/4" MEMBER TABLE ROOF PLAN C M13 PROJECT: GURGIT GOSAL MARK PART LENGTH CUSTOMER: SUPERIOR CONSTRUCTION P-1 8X25Z13 28 -1 1 2 � it 23, ZU16 P-2 8X25Z14 31'-3 1/2� UCj P-3 8X25Z16 31'-3 1/2 CIV11. P-4 8X25Z14 28'-1 1/2" DATE SCALE PHASE P-5 8X25213 28'-1 1/2 JOB NUMBER SHEET NUMBER ISSUE P-6 8X25Z14 28'-1 1/2" 5/23/16 N.T.S. E-1 8ESIL14 24'-11 1/2" A 15-B-34346 E1 E-2 8ESIL14 24'-1' 1/2" E-3 8ESIL14 24'-11 1/2" E-4 8ESIL14 24'-11 1/2 E-5 8ES1114 24'-11 1/2" E-6 8ESIL14 24'-11 1/2" CB -6 1/2" ROD 33'-3" CB -7 1/2 ROD 26'-1" CB -8 1/2" ROD 33'-0" CB -9 1 2" ROD 26' -0 - CONNECTION PLATES ROOF PLAN p ❑ ID I MARK PART 1 SC18 2 DB1 _ O I � N N W O U _ N NOTE: M N I I LTP'S TO BE FIELD LOCATED I & FIELD CUT (BY OTHERS) CD I I INSTALLATION MUST COMPLY L J WITH OSHA REQUIREMENTS a F52 -e N (38) B W O U I � N N REVIEWED o I L FOR CODE COMPLIANCE N � O O M Of SEP 0 7 2016 A INTERWEST ROOF CONSULTING GROUP SHEETING PANELS: 26 Go. PR Golvolume BUTTE COUNTY BUILDING DIVISION APPROVE® - ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR yeFA . I I • c building company ny I \ 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C M13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL � it 23, ZU16 UCj LOCATION: Gridley, CA 95948 CIV11. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE : 5/23/16 N.T.S. 1 A 15-B-34346 E1 0 41 0 Tn :o `n I C' io u EC -4 GIRT LAPS I I I 7 C II 7 C I RF2-4 RF2-4 RF2-4 I RF2-4 Z1 Z1 RF2-4 RFI -4 - Q 15'-6" I — 14'-0" 15'-6" I 15'-6" I 14'-0" 15'-6 j V-5 3Zj�_ 1'-5 3� 1'-5 3� 1'-5 3� V-5 3� 1'-5 3/4' I -5 3/4' - 1'-5 3/4' - I -5 3/4' _1-5 3/4' SIDEWALL FRAMING- FRAME LINE A 4 3 1 SC584-L FSI UJ -1 BF25C16 19'-3 1/4" A DJ -2 8F25C16 14'-0" Q Q DH -1 8F25C16 14'-0" FOR CODE COMPLIANCE E-1 8ESIL14 24'-11 1/2: E-2 8ES11_14 24'-11 1/2 - F761-BLF761-BR F760 -BL E-3 8ES1L14 24'-11 1/2" - F760 -BR E-4 8ESIL14 24'-112" G-13 8X25Z14 26'-S 1 2" . _ G-14 8X25Z14 27'-11 1/2- G-15 8X25Z16 27'-11 1/2- REV FOR ERECTOR INSTALLATION G-16 8X25Z16 6'-9" - G-17 8X25Z16 6'-9" G-18 8X25Z14 26'-5 1/2- /2"G-19 G_ 198X25C12 24'-11 1/2- GENERAL NOTES: G-20 8X25Z16 5'-3" CB -3 3/4e ROD 30'-4" C64613 CB -4 3/4 ROD 31'-6" 3 1 SC584-L FSI 0 Go A A Q Q Q Q Q Q Q FOR CODE COMPLIANCE (Gutter with 4 downspouts) - F761-BLF761-BR F760 -BL F2955 -B, F760-6 EXPANSION F643 -B, F635 -B - F760 -BR P 7 2D1vCC ISSUE DATE 0 5/23/16 DESCRIPTION FOR ERECTOR INSTALLATION . DSR SSR � jl metallic b V I I d I A� company 1 8/22/16 0 Go INTERWEST CONSULTING GROUP 0 m BUTTE COUNTY BUILDING DIVISION ..APPROVED F73 A A O SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PR - Light Stone ISSUE DATE 0 5/23/16 DESCRIPTION FOR ERECTOR INSTALLATION BY CK'D PNR PNR DSR SSR � jl metallic b V I I d I A� company 1 8/22/16 REV FOR ERECTOR INSTALLATION PNR EH i i SSR 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 GENERAL NOTES: C64613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: GURGIT GOSAL 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL &p�� Ug 23, 2016 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT - LOCATION: Gridley, CA 95948 CMI. APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL - 1 5-B-34346 SHAVINGS CAUSED BY DRILLING. 5/23/16 N.T.S. 1 A E2 1 O O M FgE 1 f9 '1 F481 F481 M oo rn i oo rn 0 0 0 o 0 J IBJ O� INTERWEST CONSULTING GROUP 0 m BUTTE COUNTY BUILDING DIVISION ..APPROVED F73 A A O SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PR - Light Stone ISSUE DATE 0 5/23/16 DESCRIPTION FOR ERECTOR INSTALLATION BY CK'D PNR PNR DSR SSR � jl metallic b V I I d I A� company 1 8/22/16 REV FOR ERECTOR INSTALLATION PNR EH i i SSR 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 GENERAL NOTES: C64613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: GURGIT GOSAL 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL &p�� Ug 23, 2016 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT - LOCATION: Gridley, CA 95948 CMI. APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL - 1 5-B-34346 SHAVINGS CAUSED BY DRILLING. 5/23/16 N.T.S. 1 A E2 1 I 0 N io n I RF1-1 GIRT LAPS I I I I I H RF2-1 RF2-1 RF2-1 RF2-1 RF2-1 EC -1 1'-5 3LI;_ V-5 3LI�__ V-5 3LI;_ V-5 34 V-5 3LI�__ V-5 3/4' V-5 3/4' 1'-5 3/4' V-5 3/4' 1'-5 3/4" SIDEWALL FRAMING: FRAME LINE D L -G E-5 ULJ ILIY - 8ES1L14 LY -11 24'-11 ISL 1/2e E-6 8ES1L14 24'-11 1/2 G-14 8X25Z14 27'-11 1/2e G-15 8X25Z16 27'-11 1 G-21 8X25Z14 26'-5 1 2" G-22 8X25Z16 26'-51/2- SCALE N.T.S. G-23 8X25Z13 26'-5 1/2" G-24 8X25Z14 26'-5 1/2 cR—S 3/4" ann 3n'_7^ C6011 ExR6KIM ghly ug 23, 2016 ISSUE DATE DESCRIPTION BY CK'D OSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR ;I ! (Gutter with 4 downspouts) BUTTE COUNTY F761—BL F7600 --BL _ • F2955—B, F760—B �� EXPANSION F643—B, f635—B F761—BR F760—BR BUILDING DIVISION ZIP 77041 (713) 466-7788 ZIP 77240 ; PROJECT: GURGIT GOSAL 0 I ICUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVE® CAD DATE 5/23/16 SCALE N.T.S. PHASE 1 I ]15-B-34346 BUILDING ID A JOB NUMBER SHEET NUMBER E3 ISSUE 0 APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. _ 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 00 M co a1�Q/ U FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST F73 CONSULTING GROUP SIDEWALL SHEETING & TRIM: FRAME LINE D PANELS: 26 Go. PR — Light Stone C6011 ExR6KIM ghly ug 23, 2016 ISSUE DATE DESCRIPTION BY CK'D OSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR ;I ! • ■��etalfic building Company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 GENERAL NOTES: 1. 'INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. ZIP 77041 (713) 466-7788 ZIP 77240 ; PROJECT: GURGIT GOSAL I ICUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: Gridley, CA 95948 CAD DATE 5/23/16 SCALE N.T.S. PHASE 1 I ]15-B-34346 BUILDING ID A JOB NUMBER SHEET NUMBER E3 ISSUE 0 APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. _ 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. C6011 ExR6KIM ghly ug 23, 2016 I E3 EC -1 I B A 23'-2" T 22'-0" 23'-4" v ERI -1 RAI -I / WEa Is / � t 7 F629.8 FB�B 829.8 F629.8 kS - RA1-1 B6 E2 2 FB29.iS rocs— — ��•0 1829.8 F629.8 F829.8 — — — — — — F629.8 FB29.8 Ba 4— -7 — _=rte — -77-L _ -,7 I EC -2 W8X10 20'-4 13/16" G-2 G-4 G-6 I r G-2 ZZ G-4 G-6 I D6 C6 ER -1 D4 - 1444 G- G-3 G-5 (713) 466-7788 .ZIP G-1 8x25Z12 22'-6" 03 G-2 8X25Z13 22'-6" --------------------------------------- I I I I EC -2 EC -3 ENDWALL FRAMING: FRAME LINE 1 Y Y D lul ES EC -4 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENOWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. - 8" 1"� 12 12 F1 60-B 1" 2 F764 F764 F764 -L F764 -R GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. � C N N N N N iv i-4 O O - O O N N N N N N N N N N N N N N N O OI I N N N N N N O O F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PR - Light Stone 2-4" 2 Bolts Unless Noted on Erection Drawings Purlin / Girt Clip hh SCl Shop Welded 1L -- ------ -- ------------------- - O O . / b-� Flange Brace Clip SC -2 - Shop Welded 6 ° All Bolts are 1/2" x 1 1/4" G A325 without Washers FB7 Flange Brace Detail BUTTE COUNTY BUILDING DIVISION x`11 Y M O 1! E ISSUE DATE DESCRIPTION BY CK D DSN 0 1 5/23/16 1 FOR ERECTOR INSTALLATION PNR PNR SSR L metallic e \IIIC b U I I d I A a C O m a n A u EC -2 W8X10 20'-4 13/16" EC -3 W8X10 20'-4 13116 EC -4 81`25C 14 18'-5 1/2- HOUSTON, TEXAS, P.O. ER -1 W10X12 35'-1 3/16 - ER -2 W10X12 35--l3/16- (713) 466-7788 .ZIP G-1 8x25Z12 22'-6" PROJECT: GURGIT GOSAL G-2 8X25Z13 22'-6" G-3 8X35Z13 21'-4" OWNER: G-4 8X35Z14 21'-4" uIT 04,1016 G-5 8X25Z12 22'-8" REVIEWED CB -11 18/252ROD 30'-5" FOR CODE COi IPLIANCE CB -2 1 1 2 ROD 1 29' -3 - CAD DATE 5/23/16 FLANGE BRACE TABLE SEP 0 7 2016 BUILDING ID .A FRAME LINE i SHEET NUMBER E4 ISSUE 0 D ID PART I LENGTH FB29.8 L2X2X14G 1 2'-5 3/4" IN 1 ERVVEST F137-1 L222.5X3/16 2'-5 3/4" CONSULTING CONNECTION PLATES GROUP FRAME LINE 1 2-4" 2 Bolts Unless Noted on Erection Drawings Purlin / Girt Clip hh SCl Shop Welded 1L -- ------ -- ------------------- - O O . / b-� Flange Brace Clip SC -2 - Shop Welded 6 ° All Bolts are 1/2" x 1 1/4" G A325 without Washers FB7 Flange Brace Detail BUTTE COUNTY BUILDING DIVISION x`11 Y M O 1! E ISSUE DATE DESCRIPTION BY CK D DSN 0 1 5/23/16 1 FOR ERECTOR INSTALLATION PNR PNR SSR L metallic e \IIIC b U I I d I A a C O m a n A u 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 .ZIP 77240 PROJECT: GURGIT GOSAL C6013CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT COSAL uIT 04,1016 ug LOCATION: Gridley, CA 95948. 1 CAD DATE 5/23/16 SCALE N.T.S. PHASE 1 BUILDING ID .A JOB NUMBER -15—B-34346. SHEET NUMBER E4 ISSUE 0 12 0 i 0 N 70'-0" OUT–TO n BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. 1"h�' 12 RAI=1 I io I RAI -1 � 22'-11 G-8 BX35Z13 –3" Ir— G-4 G-12 7 IQ _ ----� CPI ENDWALL FRAMING: FRAME LINE 7 23'-7 3/4" I G-8 G-4 G-11 IT 1" 12 TI 1 C6 f- --@ G-7 G-3 11 G-10 �44 F764 1764 REVIEWED F73 . 11 1 UAIV LI -1 I I/ IV G-3 8X35Z13 21'-4" III I I I I E3 � 22'-11 G-8 BX35Z13 I I -------- EC -5 — EC -5 ----� G-11 8X35Z13 ENDWALL FRAMING: FRAME LINE 7 23'-7 3/4" Q Q Q Q 1" 12 F16600–B 1"� 3 RFGC1 F764 1764 REVIEWED F764–L FOR CODE COMPLIANCE 57604–R F73 . 11 1 UAIV LI -1 I I/ IV G-3 8X35Z13 21'-4" G-4 8X35Z14 21'-4" G-7 8X35Z12 22'-11 G-8 BX35Z13 3/4" 23'-7 3 4" G-9 8X25Z13 23'-7 3/4- G-10 8X35Z12 22'-11 3 " G-11 8X35Z13 23'-7 3/"4 G-12 8X25Z13 23'-7 3/4" CONNECTION PLATES metallic building company FRAME LINE 7 . ❑ ID MARK PART I ZiBX 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX . 40338 3 RFGC1 GENERAL NOTES: - 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER: -4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 4 SC -484 REVIEWED FOR CODE COMPLIANCE PROJECT: GURGIT GOSAL C6013 SES' 0 l 2016 • � 6 0�Za17 23, 2016 INTERWEST U9 1iy CNi< CONSULTING DATESCALE 5/23/16 GROUP PHASE 1 BUTTE COUNTY JOB NUMBER 15—B-34346 BUILDING DIVISION ISSUE 0 APPROVED ENDWALL SHEETING & TRIM: FRAME LINE 7 PANELS: 26 Go. PR – Light Stone • ISSUE DATE DESCRIPTION 0 5/23/16 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR L ! metallic building company . 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX . 40338 GENERAL NOTES: - 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER: -4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 4 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL C6013 CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL � 6 0�Za17 23, 2016 LOCATIONGridley, CA 95948 : re Y, U9 1iy CNi< CAD DATESCALE 5/23/16 _ N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-34346 SHEET NUMBER E5 ISSUE 0 �C# SPLICE BOLT TABLE Qty Mork Top Bot Int Type Dia Len SP -1 4' 4 2 A325 3/4" 2 1 SP -2 4 4 0 A325 3/4" 2" BASE PLATE TABLE MEMBER TABLE htside Flange Col Inside Flange Plate Size Mark Width Thick . 'Length BP -1 6" 3/8" 9 1/2 - BP -2 8" 3/8" 10 OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A - L2X2X14G C - L2X2X1/8 Q1" -e1 �D00 F52-8 , ' 34'-7 1 2" 7_ I 'BR, Golvalume' -4" 1'- " 7®4'-91516" < � F631.8A 1 FB31.8A(1� • FB31.861) �� Q F631.8A(II -7 1 2" -9 15/ta" MEMBER TABLE htside Flange Web Death Web Plate Inside Flange Mork Start End Thick Len tl RFI -1 9.0/32.0 0.156 198.4 32.0/32.0 0.250 35.9 RFI -2 32.0/21.6 0.185 81.7 21.6/14.0 0.156 60.0 14.0/14.0 0.134 240.0 RFI -3 14.0/14.0 0.134 240.0 ISSUE DATE DESCRIPTION 14.0/21.6 0.156 60.0 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS . GREATER THAN 1/2- DIAMETER ARE 21.6/32.0 0.185 81.6 metallic c -building d company RFI -4 32.0/32.0 0.250 35.9 32.0/22.9 0.185 78.4 -7 1 2" -9 15/ta" FOR CODE COMPLIANCE SEP 0 7 2096 3if INTERWEST CONSULTING GROUP 12 10 � B 8 1/4" -1 2'-8 9/16" htside Flange I.J t Inside Flange N x Thk x Len th W x Thk x Len th 6x14 x231.7 6x14 x120.8 6x 1/4"x40.6 6x5/16"x79.0 6 x 1/4" x 240.0 6 x1/4" x 142.8 6 x 1/4" x 139.0 6 x 1/4" x 238.8 6 x 1/4" x 138.9 6 x 1/4" x 238.8 6 x 1/4"_x 240.0 ISSUE DATE DESCRIPTION 6 x 1/4" x 142.7 8 x 3/8" x 40.7 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS . GREATER THAN 1/2- DIAMETER ARE 8 x 3/8" x 199.7 8 x 3/8" x 231.7 metallic c -building d company FOR CODE COMPLIANCE SEP 0 7 2096 3if INTERWEST CONSULTING GROUP 12 10 � B 8 1/4" -1 2'-8 9/16" 63'-2 3/16" I.J t BP - 2'-8 3/4", 8 1/4" BUTTE COUNTY CLEARANCE A BUILDING DIVISION 70'-0"'OUT-TO-OUT OF STEEL _. OWN I RO V ED RIGID FRAME ELEVATION:FRAME LINE 7 GENERAL NOTES: ISSUE DATE DESCRIPTION -BY CK'D DSN 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS . GREATER THAN 1/2- DIAMETER ARE 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR J' metallic c -building d company SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE SPECIFICATION. FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004".' 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 PRETENSIO-OF-NUT METD OF NI ING THE NCONTROL NG CAN BE ACCOMPSHED BY TYPE ZIP 77041 (713) 466-7788 ZIP 77240 ' TIGHTENING, CALIBRATED W ENCHI,ITWIST OFF TENSION BOLTSOR DIRECT * C1� _TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING PROJECT: GURGIT GOSAL OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL.� - - - LOCATION: Gridley,. CA 95948 _ ug 23 2016 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. CAD DATE . SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 5/23/16 N.T.S. 1 A 15-B-34346 E6 o SPLICE BOLT TABLE MEMBER TABLE Mork Qty Top Bot Int Type Dia Len SP -1 SP -2 4+ 4 2 4 4 0 A325 A325 3/4" 21 3/4 2" RF2-1 9.0/22.6 0.134 22.6/32.0 0.156 32.0/32.0 0.185 120.0 82.6 31.9 6 x 1 4 x 231.8 6 x 1/4" x 40.6 6 x 1/4" x 120.7 6 x 5/16" x 83.1 BASE PLATE TABLE RF2-2 28.0/19.9 0.185 81.4 Col Mork Plate Size Width Thick _ Length 19.9/14.0 0.134 60.0 BP -1 6" . 3/8" 9 1/2" 14.0/14.0 0.134 240.0 FLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A - L2X2X14G C - L2X2X1/8 One L And One R At Each Eove As Required 12 . � o C, 0 N _4� F52 -B RE'!/IEWED"' -i -47 34-7 1 2"3„FOR CODE COMPLIANCE SEP 0 7 2016 7 @ 4'-9 15 16" ` " TER°1/VEST CON§'ULTING GROUP -" 8 1/ -238' _ CLEARANCE 70'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION- FRAME LINE 2 3 4 5 6 GENERAL NOTES. ISSUE DATE DESCRIPTION BY CK'D DS 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2- DIAMETER ARE, 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SS SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS "USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL: INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD, IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLITICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 0 N M CM L� Q0 n BUTTE COUNTY 2'-8 9/16' 8.1/4' BUILDING DIVISION A APPROVE® metallic buildin!) company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 PROJECT: GURGIT ZIP 77041 (713) 466-7788 ZIP 77240. GOSAL C 6013 CUSTOMER: SUPERIOR "CONSTRUCTION OWNER: GURGIT GOSAL I? xpagm LOCATION: Gridley, CA 95948 u9 23, 2016 C to CAD DATE SCALE PHASE BUILDING ,ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.s* 1 A 15-B-34346 E7 0 MEMBER TABLE Mork Web Depth Web Plate Start End Thick Outside Flange W x Thk x Len ih Inside Flange W x Thk x Length Length RF2-1 9.0/22.6 0.134 22.6/32.0 0.156 32.0/32.0 0.185 120.0 82.6 31.9 6 x 1 4 x 231.8 6 x 1/4" x 40.6 6 x 1/4" x 120.7 6 x 5/16" x 83.1 RF2-2 28.0/19.9 0.185 81.4 6 x 1/4" x 240.0 6 x 1/4" x 142.1 19.9/14.0 0.134 60.0 6 x 1/4" x 139.0 6 x 1/4" x 238.8 14.0/14.0 0.134 240.0 RF2-3 14.0/14.0 0.134 14.0/19.9 0.134 19.9/28.0 0.185 240.0 60.0 81.4 6 x 1/4" x 139.0 6 x 1/4 x 240.0 6 x 1/4" x 238.8 6 x 1/4 x 142.1 RF2-4 32.0/32.0 0.185 31.9 6 x 1/4" x 40.6 6 x 5/16' x 83.1 32.0/22.6 0.156 82.6 6 x 1/4` x 231.8 6 x 1/4" x 120.7 22.6 9.0 0.134 1 120.0 _ F52 -B RE'!/IEWED"' -i -47 34-7 1 2"3„FOR CODE COMPLIANCE SEP 0 7 2016 7 @ 4'-9 15 16" ` " TER°1/VEST CON§'ULTING GROUP -" 8 1/ -238' _ CLEARANCE 70'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION- FRAME LINE 2 3 4 5 6 GENERAL NOTES. ISSUE DATE DESCRIPTION BY CK'D DS 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2- DIAMETER ARE, 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SS SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS "USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL: INSTALLATION INSPECTION REQUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD, IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SUP CLITICAL 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 0 N M CM L� Q0 n BUTTE COUNTY 2'-8 9/16' 8.1/4' BUILDING DIVISION A APPROVE® metallic buildin!) company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 PROJECT: GURGIT ZIP 77041 (713) 466-7788 ZIP 77240. GOSAL C 6013 CUSTOMER: SUPERIOR "CONSTRUCTION OWNER: GURGIT GOSAL I? xpagm LOCATION: Gridley, CA 95948 u9 23, 2016 C to CAD DATE SCALE PHASE BUILDING ,ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.s* 1 A 15-B-34346 E7 0 Purlin q _ X1 1/4" •(2)1/ Steel Line 1/4"1/4all I •(1) #113 (2) 1/2" x i 1/4". Steel Line (1) #16 (2) 1/2" x 1 1/4" A325 M. Bolts Anti -Roll Clip Rafter A325 Bolts A325 Bolts 3/16 Plate - - Rafter 0 0 o o Purlin Clip RA1 0 o RA1 0 0 • 2" 2' 3/16" Plate of Rafter Rake Angle =____ ______________ Rake Angle - Purlin Clip O Purlin Clip Purlin Purlin r 3/16" Plate 3/16" Plate EW RditerAnti-Roll Clip Anti -Roll Clip _ Rigid Frame Rafter 0 3/16" Plate 3/16" Plate I 1/2" Washer Column Side Not Clip Side Flange Brace As Required Flange Brace 3/16" 3 3 16" 3 V1 Ufa g EW Column \ R As Required 3/16" 3 FOR CODE COil�l✓L(14 k6r 1 1/4- 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Cold Formed Rafter Main Frame Rafter A325 Bol s T U.N. on (Yp T U.N. (Typ.) ( ) T U.N. (Typ.) ( ) Section Q Section Q °- Endwall Drawing) 9 S' % L�1S A7 SECTION THRU -HOT ROLLED RAFTER `' A l Q ROOF PURLIN TO ENDWALL RIGID FRAME , ANTI PURLIN ANTI -ROLL CLIP Bq ENDWALl ULdb1NN�I R, -' BUTTE COUNTY BUILDING DIVISION Endwall Rafter APPROVE® EW Girt Corner Column ENDWALL COLUMN ' r P : 10 JWELDED _ a RIGID FRAME IRAFTER ' SW Girt COOR 1/2" Washer Column Side ` - - - - - - - _ _ _ _ Welded Plate '\ Not Clip Side O NECT ON I CONNECTION V -5 / Endwall Column u LATE—I CC p (4) 1/2" x 1 1/4" ENDWALL GIRTS • A325 Bolts (Typ. U.N. on ENDwAII COLUMN 1 /2"0 x 1. 1/4" A325 BOLTS 1/2" x 1 1/4" A325 Bolts Endwoll Drawing) _ B34 ENDWALL RAFTER TO COLUMN . C6 ENDWALL COLUMN TO WALL GIRT (Typ.) (U.N.) B6 HOT ROLLED ENDWALL COLUMN TO RAFTER D4 CORNER COLUMN TO WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR /� • • • metallic ■.metallic buildiA!) company " 7301 FAIRVIEW, .HOUSTON, ,TEXAS, P.O. BOX 40338. .. - ZIP 77041 (713) 466-7788 ZIP 77240 00613 PROJECT: GURGIT GOSAL x 7 CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT•GOSAL U9 23, 2016 LOCATION: Gridley, CA 95948 CWP. • , - - - CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ' 5/23/16 N.T.S. 1 A 15-B-34346 DET1 0 (OFF � SIDEWALL RT _ I RIGID Welded ENDWALL COLUMN ENDWALL I FRAME .. Q � Clip Rigid Frome WELDED GIRT — — COLUMN w Endwall PLATE 1 • o Q' - ColumnA II CORNER COLUMN 1 II o. O Ip --� ® ® 01 0 II I I 10 ® 1 BOLT with 1 II )EACH RCGP1 @ GIRT �I I i I I Endwoll Girt 0 0 11 11• • • • 1 - - LO ®j - - - - - - - - - - - - - - - -.- - - - II CUP - ENDWALL 0 o SC -484 ENDWALL R E V IZASr"' GIRT WELDED FOR Cpf`NF COMPLIAtLI PLATE 1/2" x 1 1/4" A325 Bolts (6) 1/2" x 1 1/4" A325 Bolts TION (TYP•) (U.N.) (TYPO (U -N.) SEP V 2016 D16 CORNER COLUMN TO WALL GIRT D27 EW GIRT TO RIGID FRAME COLUMN SIDEWALL GIRT D6 CORNER COLUMN TO WALL GIRT E3 BASEjNPjtEEA-jT`YE%QTR-ENDWALL COLUMN r CONSULTING GROUT' BUTTE COUNTY BUILDING DIVISION APPROVED Door Jamb EW Column r Roof Purlin HOT ROLLED ENDWALL o o - RAFTER O O O e`0��� 0 O O O Additional Flange Brace' •�°,� ��� ' (As Required) Flange Brace ® f a RF Rafter p p Flange Brace Clip SEE ENDWALL DRAWING (*) = Refer To Anchor Bolt ( ) = Refer To Anchor Bolt FOR BOLT DIA- AND TYPE. 1/2" x 1 1/4" A325 Bolts Plan Plan F1 2 RAFTER SPLICE AT SURFACE CHANGE (TYP•) (U.N.) E5 BASE PLATE FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN G2 ROOF PURLIN TO INTERIOR FRAME RAFTER - ISSUE DATE DESCRIPTION BY CK'D OSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR Metallic buildiA!) company - 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 . s ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL ' �� ug 23, 2016 LOCATION: Gridley, CA 95948 - CIYIL CAD DATE SCALE PHASBUILDING ID JOB NUMBER SHEET NUMBER ISSUE'Q 5/23/16 N.T.S. 19 A 15—B-34346 DET2 0 + - Flange Brace Clip Flange Brace Clip - Steel Line 1/4" EAVE STIR UT Eave Strut , RF Column Flange Brace 10 > rj As Re cared ( Required) RF Column Flange Brace ® ®, (As Required) Eove Strut , Additional ,,' Additional _______________________ Flange Brace ��,%'�,�' (As Required), Flange Brace (As Required) %�,�' Rake .� `� �' SC18 SC18 ' Angle 1 /2"0 x 1 1 /4„ ® ® o m ® ® A325 BOLTS -- — -- -- — Wall Girt Wall Girt EW Rofter COLUMN 1 /2"0 x 1 1 /4" A325 BOLTS 1/2" x 1 1/4", A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Endwall Rafter \� �,� ; M (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) SECTION o! ELE�V�I[01 E A VF CU(,T�ik�T�.IANCE R I GI DS H 2 WALL GIRT TO RIGID FRAME COLUMN H 4 WALL GIRT TO RIGID FRAME COLUMN 8 LOW SIDE EAVE STRUT TO HOT ROLLEgLW6OUN1G BUILDING D"'I" AMMIS APPROVED INTEEove Strut Eave Strut CONSULTII GtST OU GROUP Door Jamb . Wall Girt %�• - - Wall Girt Eave Strut Welded Clip 0 0 Connection Plate Rigid Frame Wall Girt Door Jamb . _ I i Door Jamb Column Rigid Frame Welded Clip Column SECTION ELEVATION Opening Width o 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts _ �of��'?� 1/2" x 1 1/4" A325 Bolts Door Jamb (Typ.) (U.N.) (Typ.) (U.N.) 1/2" x 1 1/4"'A325 Bolts (Typ.) (U.N.) (Typ.) (U. N.) 2 4 EAVE STRUT TO RIGID FRAME K 3 WALL GIRT TO DOOR JAMB L DOOR JAMB TO EAVE STRUT L8 DOOR , JAMB TO WALL GIRT - ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR !' metallic building company 7301 FAIRVIEW; HOUSTON, TEXAS, • P.O. BOX 40338 ZIP 77041 . (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL U » ug 23, 2U16 LOCATION: Gridley, CA 95948 - _ CAD- GATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE s/23/16 N.T.S. 1 A 15-1]1-34346- DET3 0 *PART APPLICATION " Door Header SC544 1/4" Cable or. 1/2" Rod Cable BUTTE COUNTY' Rigid Frame Column Door Jamb *Column — WF or SC545 5/16" Cable or 5/8" Rod BUILDING DIVISION _ ROD _ Cee SC546 3/8" Cable APPROVED = SC547 1/2" Cable Bose Coble Anchor* = SC548 3/4" Rod SC549 1" Rod p, = Bracing Pad (If Req'd) SC550 1 1/4" Rod % = Hillside Welded Clip = Washer, _y E eBolt a ® Base Cable Anchor 1" Diameter - --e Nut ® (SC551 or SC552) Bolt `� * Simi[or connection 'kfor Rafter_. Flat ` 1/2" x 1 1/4" A325 Bolts Insert Rod Through Slot in Web. Washer (*) = Refer To Anch - Bolt�®!8 (Typ.) (U.N.) Then Assemble Hillside Washer, Flat Washer, and Nut. Anchor Bolts Plan REVIr- E M3 DOOR. HEADER TO DOOR JAMB Q3 DIAGONAL ROD Q6 DIAGONAL BRACE CLIP TO FLOOR DETAIL FOR CODE COMPLIANCE R2 ANCHOR BQ T S4DEWALL COLUMNS S�EI�O7 L016 Fastener #4 s _ Fastener {x 1/4"-14 x 7/8" 3" D.C. x 7/8" LL SD W/Washer 3" O.C. max. (Trim Color, For Placement 6 Stitch Screws O INTERWEST Wall ij Steel Line Optional Base Closure LL SO W/Washer. At Lop See Details Below) 1/4"-14 x 7/8" Lop Tek Die CONSULTI P #17A X --" S.D. Screw Ridge 9 P F52 Downspout (See Fastener Detail) F320 OR F313 Wall I i Anchors By Others oaW"��� Fastener #14 Member Screws 12 —14 x 1 1/4" � Stitch Screw Panel 1/8"0 x 3/16" 1 at 5"-7"-5" O.C. Downspout Strap Deluxe Bose Trim (F73)4" bead of Tube Ylont to overla 1 `-�11 2" O.C. max. (For Placement F797 , Tape Sealer see details be - Finished Floor F Fastener X14 j 1/4" bead "ealant 1 1/2 LAe Tube S 1 /4 .a • T T a . . a, Backside View of Lao Rake Trim (Profile varies, Minimum 1/4" Diameter Anchor or Equivalent Power—Driven Fastener (7) Fastener #14 required at lap Fastener #4 1/4"-14 x 7/8" LL SD W/Washer (4) Req'd At Lap (7) Fastener #14 required at lap Fastener #4 1/4"-14 x 7/8" LL SD W/washer (4) Req'd At Lap Standard F764 shown) / "PBR"J Roof Panel Peak Purlins At 24" On Center Maximum. v v 4 v 1" Tape Sealant 4" 1/2" - TRIM-39 HW-506- " Standard F764 Northern F375 . Downspout Strap Attachment Detail. P P SECTION THRU WALL PANEL AND CONCRETE4" � "PBR" ROOF FIXED RIDGE DETAIL x 5" Roll-Form FOUNDATION WITH DELUXE BASE TRIM Rake Detail — PBR Roof Classic Standard and Northern Rake End Lap Installation TRIM-50 Trim-80 TRIM-81 - ISSUE DATE DESCRIPTION 0 5/23/16 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR 1 ;I metallic building company, 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL ug 23, 2016 LOCATION: Gridley, CA 95948 I1L . " CAD .. DATE SCALE .PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. 1 A 15—B-34346 DET4 0 a" 2" Back Gutter fastener #4 FeA"2" 1 4"-14 x 7 8°Gutter / / Tape Sealer HW506 ust be installed through the Tope Field Notch top flan a (Shope Moy vary) LL SO W/Washer 6" Long ensure o water tight connection. FielSplice �_ I 3 Gutter Support PBR Panel Fastener #4 P - t Tab 1/4"-14 x 7/8° a o y J a vim. 2~ Section A LL SO W/WASHER of 1'-0 D.C. Tob Fastener #3 d Interior end Gutter Support 12-14 x 1-1/4" LL SO !,WASHER Downspout DS s Front width Note o o Standard FLar (shown) Standard Large F335 See Sheeting at 5"-7 -5" O.C. t t t t View Field Bevel Cut attached with (3) fastener #4 Layout Inside Panel Closure HW455 max. 2 O.C. max. a Tap of Downsyout Dor t Wo 1/4"-14 x 7/8° LL SD W/WASHER 1_3 4° with Continuous Tape Sealer HW506 P.1" _ / Fastener (See Erection Drawings "A" top and bottom HW506 Fastener 14 Typical Spacing _y 2) 1/4" bead run 1`8'0 x /16"o = o a / j1t4 Exlerwfor Downspout t/8 x 3/16" Spacing) of Tube Sealant 2 o.c. max. o a, a = F320 = 10'-6" Pop Rivet 05 Depth Eave Gutter "A" ( p ) Eave Gutter For placement see details below o / F313 = 14'-6" Standard F760 (Shown) Note ( Profile varies, Northern f391 shown)s n a o Field Splice Downspout To Gutter Attachment Detail Standard Large F413 Fastener 14A (i A field splice is required for eave heights I. Refer to the for 1/8'0 If 3/8" 5'-0O.C. greater than 16'-0". budding erection drawings the location and spacing of the downspouts Fastener c.r Cut a 10'-6" or 14'-6" length of downspout. 9 p spouts over a ma 2 Locate all down jar pond rib it passable Eine Trim F2955 12-14 x 1-i/4 SD W/WASHER 1-1 Always measure the required length starting at the swaged end. After cutting to length, 9 9 9 Insert the swaged end of the cut downspout into the top of the lower downspout. Secure 3. Make a cardboard template of the downspout shape Place the template on P sPo ape • P the a from of the gutter and orae the ou0 p Remove the template and draw a line from a«n« to cern«, forming an 'x pattern. 4. Drill a whole at the center of the Y. Using tie snips, cut along the Imes of the x only01. Do not cut along the outside lines of the downspoutsquare s Bend each triangular tab down toward the ground. 90 Degrees to the bottom Without Closure Fastener 14 ii 1/8"0 x 3/16' 3'-D O.C. "0ptional" Outside Closure HW456 — PBR HW429 - PBR PW05020) 12 Fastener 14 re wired at la q P (15)'Fastener #14 required at lop (15) Fastener #14 required at lap (17) Fastener #14 required at lap P 1 1 t 1 1 Finished Floor with pop rivets. of the gutter. 6. Position the top of the downspout under the gutter. Make sure dl four labs the inside the downspout. With Closure Fastener #14A 1/8"0 (see HW460 - PBU HW465 — AVP/PBA/ Standard 1 1 t Standard Large Northern t f Northern Large F321 gutter are on of wn 7. Instal Fastener /14 through the downspout into the �utt« tab. Only the two the me downspout tars x /8" 1'-0 O.C. VStOShO 0w F760 F4130 F391 F883 Orr X 5" Roll Form Downspout sees and ant of wa receive en«s Eave Gutter End_ Lap Installation — PBR Roof _ TRIM -96 TRIM -98 Low Eave Detail — PBR Roof Classic Standard and Standard Large Gutter - Sheeted Wall TRIM -103 Classic Trim Profile TRIM -90 Tape Sealer 1/2° I DownspPout F320 Downspout Strop F797 HW506 ty Fastener #1 Fastener 17A Fastener (✓4 12-14 x 1-1/4" SD W/WASHER 4 x 7/8" LL SD W/WASHER (2) Runs t/a' Dead Urethane Tube Sealant 0P Rhe Id 1/8" x 3/16" Pop Rivet T (yP�) at 1'_ al each purlin of 1'-0 O.C. Roof Panel Rake Trim [� Rake Trim Standard FLar (shown) (t! F�ddPpF a� tTf N Standard Large F4150 (3) Stitch Screws I� �� Rake�Angle Fastener �17A 1/4'-14 # 7/8' (Typo) p FOR CODE ft n n �� t� COMPLIANCE N / Wall 12-14 x 1-1/4" SO W/WASHER I I }��/ Kickout 0. Purlin Pprold Br SE nn 9 U LO i F321 Rake Trim Rake frim 1!1ISI L__ Rake Trim Rake Slide 0 _J 0 0 0 00 QTR° IN v ERWEST F215 Outside Panel Closure I I Min. I Mm. gill, CONSULTING N S U 108' TING G R O U Rake Trim Outside Panel Closure HW456 (Foam) =PBR HW456 (Foam) = PBR (See GPR05005) (See GPR05005) HW429VHW429A (Metal) = PBR HW429/HW429A (Metal) PBR PWO5015) Stitch Screw t 4 tax 7 8 / "- / " (See !05015) (See HW460 of PBU at I'-0' O.C. HW460 at PBU HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistoshadow HW506 Tape Mostic r PSI Vsiashadow Fastener #14A 1/4"-14 x 7/8" SD W/WASHER 4SO Peak eox lI6 BUTTE COUNTY 1/4"-14stx 7/8 W WASHER / at 1'-0 O.C. PBR Roof of 1 -0 O.C. Roke Angle RAI 9 BUILDIN DIVISION 9 i/2" Standard (Fixed) Alternate a ter tan 1 For roof runs 100 or less For roof runs greater than 100' Wall Fastener Outside Panel Closure ,«aonibct tEnd Caphe „n from the =aWthedutUe�achthe ynme dcapt th the Cad Cup to the Lute r using b4) Ill Ue R suck t and a falter. Attedges o,us Is , a � ilea m nine sine m using t t Pop edge redo `"^ APPROVED Stitch Screw t/a°—til x )/B" t the Cutler into the Rake Trim Afyi the mitered edges and ed Tube Sed' been Trim to the Rake Trkn al each high rib. Allan with I/B' Pap RiveLc D Downspout Downspout Kickout Rake Detail — PBR Roof Standard Peak Box Detail Gutter to Rake Miter Detail x Roll—Form Classic Standard and Standard Large Rake Trim - Sheeted Wall TRIM -104 PBR Roof TRIM -106 TRIM -119 TRIM -123 ISSUE DATE DESCRIPTION 0 5/23/16 FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR _ P metallic b u i l d i n!) c o m p o n y 7301 FAINEW, HOUSTON, TEXAS, P.O. BOX 40338 N= ZIP 77041 (713) 466-7788 ZIP 77240 M61 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL up WM17 U9 23, 2016 LOCATION: Gridley, CA 95948 CW {: ' CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. I 1 A 15—B-34346 DET5 1 0 Top Flange Top flange O O PBR Panel Top Bolts - See Rigid Frame Top Bolts - See Rigid Frame N Drawings For Size Drawings For Size �FastOO � a ener #4A 1/4'-14 x 7/8- Web WebSD W/Washer Intermediate Bolts Intermediate Bolts at 1 -8 o.C. O 0 — (As Required) O — (As Required) See Rigid Frame Drawings For Size See Rigid Frame Drawings For Size Steel Line Field remove bearing OO Qo LIU leg as required PBR Panel Bottom Bolts - See Rigid Frame Bottom Bolts - See Rigid Frame Corner Trim Bottom Flana Drawings For Size Bottom Flange Drawings For Size F830 or F862 Steel Line and g OO OO g OO OO IZ Panel Rib Note: Standard panel location for Start and End Extension Beyond Flange Is. panels is q_ panel rib at steel line. Refer to erection Drawings for panel location Optional, At Top &Bottom. and Corner Trim piece mark. ..., BOLTS FOR RIGID FRAME RAFTER ' BOLTS_ FOR RIGID FRAME RAFTER Outside Corner Trim' - PBR wall Panel nU2 AT BUILDING PEAK nU3 TO COLUMN CONNECTION (10) Fastener #14 Gutter Expansion This- end only Cover (See Table) ISSUE DATE DESCRIPTION BY CKD DSR building company 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR Mmetallic V IN7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 TRIM -186 Gutter End Cap - PBR Roof PR04003 Gutter Expansion Installation -100'-0" Maximum Dec'12 R03 F635 Expansion Gutter ' - Cap (See Table) _ Gutter (See Table) �i (2) Fastener #14 g p� g 'R VI 8g t!,(� E F392 (15) Fastener #14 anc slda only F658 Northern Large F883 FOR CODE COMPLIANCE Gutter End � Cop (See i - Table) (� SEP 0 I 2016 INTERWEST (SeeeT End • CONSULTING GROUP Gutter (See Table) BUTTE COUNTY BUILDING DIVISION - APPFROVE® (10) Fastener #14 Gutter Expansion This- end only Cover (See Table) ISSUE DATE DESCRIPTION BY CKD DSR building company 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR Mmetallic V IN7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 Gutter Gutter End Cap Expansion Cover Expansion Cap Standard , F760 F761 (12) Fastener #14 F643 F635 Standard Large F4130 F4131 (14) Fastener #14 F4102 F4132 'Northern F391 F392 (15) Fastener #14 F656 F658 Northern Large F883 F894 (17) Fastener #14 - F641 F629 ZIP 77041. (713) 466-7788 ZIP 77240 Cl3 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL��, 23, 2016 LOCATION: Gridley, CA 95948 U9 CAD" DATE 5/23/16 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15.-13-34346 SHEET NUMBER DET6 ISSUE 0 "A" Eave Strut Standard Grade Description FNumner ber 1'-0" \-DB1-Jamb Brace Bolted Required only when Jamb is located 2'-0" or Connection greater from a Column or Jamb. Only one Jamb Jamb Brace required between two Jambs located 2'-0" or less apart. See Roof 12-14 x 1 1/2" Framing Plan for Piece Mork and location. Jamb Brace at Eove Strut to Purlin 12-14 x 2" (4) Fastener # 1 B 2Y Member Screw x` 8 Section Low Side Eave Strut 2'% 2 Og` b BtOce Purlin Low Side Eave Strut B default. "PBR' Panel (4) Fastener # 1 B Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. 4°-14 x 14" Bearing Leg (4) Fastener # 1 B Section "A" High Side Eave Strut $" L 2" 2�- High Side Eave Strut Direction ::I: e Jamb Brac Purlin customer request. 1 (4) Fastener#1B DB - 'PBA" Panel 4"-14 x 14 Sidewall Framed Opening Jamb Brace -Detail 12" 12" NS75 Standard Grade Description FNumner ber Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description FNumner ber Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Note Standard details call for 12" WPR04004 1 7" 5" 1 7" - 5" 1 7" 1 5" 7" 12" 12" A 1 1/4" fastenets as 2 1/2" 12" 12 —�3 member screws by "PBR" Panel B default. "PBR' Panel "PBU" Panel Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. Member screws may be Bearing Leg Stitch screw 1/4-14 x 7/8° 1 1 /4", 1 1 /2", or 2" depending on insulation, P 9 application, Or Sheeting Direction SD, at 20' O.C. customer request. 'PBA" Panel 12" 12" 12" A B - d- "MBR" Panel SO, at 20" O.C. Self—Drilling Screw Application SCRW1 12" 12" WPR04004 12" i - 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR I 1 _ - 7" 1 5" 7" 5" 7" A Stitch Screw 1/4-14 x 7/8" Tape Seal A B 2 1/2 12" 12 T "PBA"/"AVP" Panel CUSTOMER: SUPERIOR CONSTRUCTION B Fastener //4 "PBU" Panel Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. Member Screw 12-14 x 1 1/4"SD CAD Tape Sealer J-14 x I- LL SCALE N.T.S. 12" O.C. at Each Member •PBU' Panel Bearing Leg 2 1 2' 2 1 2 2 1 2 Extended Leg HW506 SD W/Washer 'PBA" Panel Stitch Screw Mitered Rake Trim Rake. Trim to 1/4-14 x 7/8• - d- Sheeting Direction SO, at 20" O.C. Sheeting Direction 3" O.C. max. Fastener 14 N Q = At Base, Rake, Eave, and Mid Span End Laps 6" 1 6" 6" 1 6" 6" L 6" A ©= At Intermediate -Member, 12" 12" 12" B and at Optional Liner Panel "RVPRIJ" Pnnel Fastener Location for' Panel At Wall PBR Roof Panel - Standard and Standard Large WPR04004 ISSUE DATE DESCRIPTION BY CK -D DSN i - 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR I 1 _ - Low Eave Rake Corner with Eave Gutter -1 1" Wall Panel 4 gaps with Tube Sealant. 12 9 1/ 2" 12 12 9 1 2" 9 1/2" Stitch Screw 1/4-14 x 7/8" Tape Seal Nov'14R04 PROJECT: GURGIT GOSAL ' 1�" Large Panel or Trim. (See Gutter Placement) CUSTOMER: SUPERIOR CONSTRUCTION At 20" O.C. Fastener //4 -Steel ]Vk• Face of Panel Line or Trim Gutter Placement Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. - LOCATION: Gridley, CA 95948 CAD Tape Sealer J-14 x I- LL SCALE N.T.S. Fastener y4 2 1 2' 2 1 2 2 1 2 HW506 SD W/Washer 4-14 x a" LL Mitered Rake Trim Rake. Trim to SD W/Washer - d- Stondord Roof Panel F764L Shown 1'-O O.C. max. (Shown) 3" O.C. max. Fastener 14 N - _ Detail "A" F764R (Opposite) A-0 x it" 9 Standard Larae F4150L (Shown) 2" O.C. max. (9) at Standard Sheeting Direction Detail "A" F415OR (Opposite)' (10) at Large All Roof Members Except As Noted Below Member Screws 4"+ - 12-14 x 1 1/4" Roof Panel 12" 12" 12" at 5" 7" 5" a� 5`ondord 9� forge Two TContinuous Layers 2 1/2" 7" 5" 7" 5" 7" 2 1/2" HW507 Tape Seal ield cut J" Notch to allow Roof Purlin Rake Trim to Ponel overlap lip of Gutter Mitered Eove Gutter Field Cut flush Sheeting Direction - Detail "A" End Cop Standard F760R (Shown) F760L (Opposite) with Face of Panel or Trim At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Standard Standard Large 8�" Standard - F761R (Shown) F761L (Opposite) Standard Lorae F413OR (Shown) F4130L (Opposite) Fastener Location for "PBR" Roof Panel 9a" Large F4131R (Shown) Fastener #14 TRIM -175 F4131L (Opposite) 1"0 x fl- - - End Cap 2" O.C. max. Gutter (12) at Standard (14) at Large _ BUTTE COUNTY BUILDING DIVISION APPIROVED REEVIWE® FOR CODE COMPLIANCE SEP 0 7 2090 iN T ERWEST CONSULTING GROUP metallic building company 7301 FAIRVIEW. HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ' OWNER: GURGIT GOSAL .PHASE BUILDING ID I JOB NUMBER I SHEET NUMBER I ISSUE 1 A 15-13-34346 DET, 0 TRIM -174 CM13 Ev.61211 0fT ug 23, 2016 ISSUE DATE DESCRIPTION BY CK -D DSN i - 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR I 1 _ - 1.) Apply Tube Sealant -to End Cap bottom and side tabs. Install Cop in from end of Gutter. Inspect after installing and seal any gaps with Tube Sealant. it 1r Standard 2.) Attach Eove Gutter to Roof Panel locating end past face of PROJECT: GURGIT GOSAL ' 1�" Large Panel or Trim. (See Gutter Placement) CUSTOMER: SUPERIOR CONSTRUCTION 3.) Align edges of Eove Gutter and Rake Trim and attach Rake -Steel ]Vk• Face of Panel Line or Trim Gutter Placement Trim as shown. Apply Tube Sealant along edges to seal. 4.) See Eave and Rake Construction Details included with Erection Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. - LOCATION: Gridley, CA 95948 CAD DATE 5/23/16 SCALE N.T.S. BUTTE COUNTY BUILDING DIVISION APPIROVED REEVIWE® FOR CODE COMPLIANCE SEP 0 7 2090 iN T ERWEST CONSULTING GROUP metallic building company 7301 FAIRVIEW. HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 ' OWNER: GURGIT GOSAL .PHASE BUILDING ID I JOB NUMBER I SHEET NUMBER I ISSUE 1 A 15-13-34346 DET, 0 TRIM -174 CM13 Ev.61211 0fT ug 23, 2016 GUIDANCE ON ETP PLACEMENT BACKGROUND: UNDERWRITERS LABRATORY CONSTRUCTION LISTINGS AVAILABLE TO NCI REQUIRE METAL ROOF PANELS AND LTPS TO BE IN AT LEAST A TWO SPAN CONDITION. SINGLE SPAN PANELS ARE NOT ACCEPTABLE THIS IS ALSO GOOD ENGINEERING PRACTICE AS A SINGLE SPAN PANEL WILL FAIL BY THE SCREWS PULLING THROUGH THE PANEL AT THE EDGES. NONE OF OUR LOAD TABLES ARE BASED ON THIS FAILURE MODE. THE INTERNATIONAL BUILDING CODE SECTION 2609 PROVIDES RESTRICTIONS ON THE PLACEMENT OF "LIGHT—TRANSMITTING PLASTIC ROOF PANELS" COMMONLY REFERRED TO AS LTPS. THE PURPOSE IS TO LIMIT FIRE EXPOSURE TO ADJACENT BUILDINGS. IF A BUILDING BEING DESIGNED BY NCI IS INTENDED TO BE CLOSER THAN 10' FROM AN ADJACENT BUILDING AND THERE ARE OPENINGS, ALONG THE ADJACENT WALL, THAT ARE REQUIRED TO BE FIRE PROTECTED THEN LTPS ARE NOT PERMITTED WITHIN 6' OF THE EAVE. (IBC06 SECTION 2609.3 AND 704.8) IT IS ALSO GOOD ENGINEER PRACTICE TO NOT PLACE LTPS NEAR THE EAVE OF A BUILDING. SAFETY IS A TOP CONCERN AT NCI. THEREFORE THE STANDARD LTP LOCATION FOR NCI WILL NOT BE CLOSER THAN TWO PURLIN SPANS OR 6' FROM THE EAVE. THE INTERNATIONAL BUILDING CODE SECTION 2609.2 ALSO STATES THAT THERE SHALL BE A MINIMUM SEPERATION BETWEEN ADJACENT LTPS OF 4'. THIS PROVISION DOES NOT APPLY TO LOW HAZARD BUILDINGS LESS THAN 5000 SQ FT THAT HAVE A MINIMUM FIRE SEPERATION FROM ADJACENT BUILDINGS OF 10'. FALL PROTECTION: OSHA REQUIRES SKYLIGHTS BE GUARDED TO PROTECT PEOPLE FROM FALLING THROUGH THEM WITH ONE OF SEVERAL METHODS OF FALL PROTECTION. THESE METHODS ARE OUTLINED IN OSHA 29CFR 1910.23(a)(4) SKYLIGHT SCREENS, 1910.23(e)(8) SLATWORK, 1926.50O(b)(4) RAILING, 1926.5O2(b) GUARDRAIL SYSTEM, (c) SAFETY NET SYSTEMS, (d) PERSONAL FALL ARREST SYSTEMS, �h3 POSITIIO MONITORICE SYSTERS.(fJ WARNING LINE SYSTEM, (g) CONTROL ACCESS ZONE, PANFI WnTk _..... Do Not Cut Purlinsl All panel supports are to be field cut and located at the some elewlion as the top of the purlins. Support framing will be 8% Cee cold form material. PBR Single Span Panel Support frame Type "B" WARNING: LIGHT TRANSMITTING PANELS (LTPS) ARE NOT DESIGNED OR INTENDED TO BEAR THE WEIGHT OF ANY PERSON WALKING, STEPPING, STANDING, OR RESTING ON THEM. THE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION, EXPRESSED OR IMPLIED, THAT ANY PERSON CAN SAFELY WALK, STEP, STAND, OR REST ON OR NEAR THESE LIGHT TRANSMITTING PANELS, OR THAT THEY COMPLY WITH OSHA REGULATION. THIS LETTER IS AN UPDATE ON THE LTP PLACEMENT OPTIONS THAT ARE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE, UNDERWRITERS LABRATORY AND GOOD ENGINEERING PRACTICES. (1) SINGLE SPAN METAL OR LTP PANELS SHOULD NOT BE USED. THE MINIMUM NUMBER OF SPANS FOR ANY PANEL IS TWO. (2) LTPS SHOULD NOT BE PLACED WITHIN 6' OF THE BUILDING EAVE. (3) THERE SHOULD BE 4' OF METAL PANEL SEPARATING ADJACENT LTPS. GIVEN THIS GUIDANCE, THE FOLLOWING TABLE ILLUSTRATES THE MAXIMUM DENSITY OF LTPS FOR VARYING ROOF SPANS WITH A 5' PURLIN SPACING AND TWO SPAN MINIMUM CONDITION. SMALLER PURLIN SPACING CAN BE USED TO OBTAIN THE. REQUIRED TWO SPAN CONDITIONS. *SIMPLE SPAN METAL PANELS OR LTPS ARE PERMITTED WITH ADDITIONAL FRAMING WHICH CREATES A TWO SPAN CONDITION. THE ATTATCHED DETAILS ILLUSTRATES THE FRAMING NECESSARY TO CREATE A TWO SPAN CONDITION FOR A SINGLE SPAN PANEL OR LTP. MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (GABLE BUILDING) BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 20 10 2 PBR PBR REV' 15 30 15 3 PBR PBR LTP* FOR CODE 20 20 4 40 20 4 PBR PBR LTP LTP 25 25 5 PBR 50 25 5 PBR PBR LTP LTP PBR* . PBR PBR 60 30 6 PBR PBR LTP LTP PBR PBR PBR LTP 70 35 7 PBR PBR LTP LTP PBR* LTP LTP LTP 80 40 8 PBR PBR LTP LTP PBR PBR LTP LTP 90 45 9 PBR PBR LTP LTP PBR PBR LTP LTP PBR* 100 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (SINGLE SLOPE BUILDING) BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS S 5 10 15 PURLIN LOCATION 20 25 30 35 40 45 50 10 10 2 PBR PBR REV' 15 15 3 PBR PBR PBR FOR CODE 20 20 4 PBR PBR PBR PBR 25 25 5 PBR PBR LTP* PBR PBR* SEP 30 30 6 PBR PBR LTP LTP PBR PBR 35 35 7 PBR PBR LTP LTP PBR PBR PBR 40 40 8 PBR PBR LTP LTP PBR* LTP* PBR PBR INTE. 45 45 9 PBR PBR LTP LTP PBR* LTP LTP PBRVg1RNSUL1 50 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR EWE® COMPLIANCE 17 2016 tWEST ING GROUP WALL LTPS ARE NOT SUITABLE FOR ROOF APPLICATIONS. FOR PURLIN SPACING LESS THAN 5', ROOF LTPS MUST BE "FIELD CUT" TO LENGTH (SEE ERECTION DRAWINGS FOR DETAILS). INSULATED PANELS CAN ONLY BE "FACTORY CUT" TO LENGTH. BUTTE COUNTY BUILDING DIVISION APPROVED DATE DESCRIPTION BY CND DSR metallic building company 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR � 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 PROJECT: GURGIT GOSAL ZIP 77041 (713) 466-7788 ZIP 77240 C646l3 CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL X17 LOCATION: Gridley, CA 95948 ug 23, 2016 CW11. CAD DATE SCALE I PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �!'� 5/23/16 N.T.S. 1 A 15—B-34346 DETB 0 -S 2" Member Screws At 6" On Center Member Screws " R" Panel Skylight Member Screws2„ 4„ At 12" On Center At 6" On Center SECTION THRU STANDARD -SKYLIGHT ROOF -PANEL Tape Sealant Tape Sealant Skylight Panel Stitch Screws Stitch Screws At 12" On Center Tape Sealant At 12" On Center Roof Panel REVIEWED FOR CODE COMPLIANCE Member Screws SES 4 7 2016 At 6 On Center SECTION A" INTERWEST Insulation Trim Insulation Trim CONSULTING GROUP Insulation F-75 F-75 Insulation BUTTE COUNTY BUILDING DIVISION STANDARD SKYLIGHT PANEL INSTALLATION APPROVED ISSUE DATE DESCRIPTION BY CK'D DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR ; : metallic building company 1� 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C WI PROJECT: GURGIT GOSAL ` CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSALii LOCATION: Ganey, CA 95948 Ug 23, 2016 CNI� CAD DATE SCALE PHASE BUILDING IDJOB NUMBER SHEET NUMBER . ISSUE' of 5/23/16 N.T.S. i A 15—B-34346 DEf9 o WWW 4 10'-0' 10'-0' Note: Bend end skirt gutter assembly to follow exact roof slope. Sealant 17 . This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not 'recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent Installation DRAWING NO. PBR Panel GPR12012 Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter Not by Bldg. Mfr. Die Formed Ridge Cap F52 (5:12 Max) EndcapM'Vlentrilator 6:15:12(6 Fastener #14 4:12118 x 3/16 3.12Pop Rivet : End Skirt Gutter End CaR Modification Detail (2) are included w/ each End cap is factory cu or 1:1 roofslope. vent, by vent manufacturer Field cut end cap for slopes greater than 1:12. 4' Gap End Cap Skirt Detail Wmper Position }—Pull Bar Link R Pull Bar—ri 4 �p I Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in fine with the first and leave a gap between the two approximately 4'. Reach under the second vent and grosp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the some position as the first vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather lightness warranties. The building manufacturer does not recommend the use of aridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation DRAWING NO. PBR Panel GPR12015 Roof Stitch Screw 1/4"-14 x 7/8" all 12" O.C. Roof Member Screw 12-14x_ (See NS2) P*Line.. fed for roof sloope 2:12 3:12 4:12 5:12 6:12 End Cap Vent Operator Attachment GPR12100 with Sidewall Cable Assembly Dec'12 00 Vent Turn ventilator over and place gently on its top. Note that the end cop is cable a—p pre—formed for a 1:12 roof pitch. iThe five bench mark dots represent 2:12, 3:12, p .lh Eyeball AuodKa J 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. Not ey Meld Bwg End Skirt Manufacturer Gutter Up to 2 Vents (6 Fastener #14 may be linked 118 x 3/16' Pop Rivet (6 Fastener #14 118 x 3/16' Using vent Fnrl ran Pop Rivet Operator HW722 Position end skirt onto end cap. Be sure the down—turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener Fastener #14 in six places. / This detail is for your convenience any. Ridge vents are not covered under weather Cable Clamp -1 tightness warranties. The building manufacturer does not recommend the use of _ a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent Installation DRAWING NO.Pu0ry nt GPR12016 h PBR Panel yebdl Attached Support An* Pulley rith E)rbdi Attached Support Angle � Cable Pulley rith EWbdt Attached Coble, amrip $ ' S Hook Eybdt Eave Strut PBR Roof Panel77" — 9" or 12" REVIEWED Outside Closure Hw456 FOR CODE COMPLIANCE with Tape Sealant OR 9" VENTtop and bottom OR 12 VENT 1' - 4" SEP 0 7 2015 Outside Closure HW456 with Tape Sealant top and bottom INTERWEST CONSULTING GROUP BUTTE COUNTY 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM BUILDING DIVISION APPROVE® ISSUE DATE DESCRIPTION BY CK'O DSN 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL up MT LOCATION: Gridley, CA 95948 ug 23, 2016 CAD. DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 1 N.T.S.1 A 15-8-34346 DET10 0 � O � Typ Edge Q Joint Q NOTES: � ao , Typ Both THK. WELD SIZE Sides 16 Go . 1/16": 0.0625 inch )-J 14 Go 5/64": 0.0781 inch 12 Go 7/64": 0.1094 inch Q 2-P4 10 Go 9/64": 0.1406 inch 2-24 Q2 © b ®-<<3/8" Thk L2T © orO L 2 L3 --z 3�8" Thk 03- B TSM TYPICAL COLD -FORMED CONNECTIONS L 2 s 3/8" Thk L 2 Below 3/8" The Material Has No Joint 0 0 Typ < 3/8" Thk< 3/8" Thk © Typ or or z 3/8" Thk��T z 3/8" Thk�J Interior Wide Flange BGTSM BGTSM Base Plate < 3/8" Thk: ©� lJ or < 3/8" Thk or z 3/8" Thk ` BGTSM z 3/8" Thk // © L2 z BGTSM hick ® © L 2 or Q)< 3/8" Thick)-�—T Typ © a O Typ © © Typ �A {< 3/8" Thick Typ O ® < 3/8" Thick or C©� or z 3 8" Thick ® z 3/8 Thick BGTSM BGTSM Straight Column Type 2 0� 1/2 ISSUE DATE DESCRIPTION © O Typ 0 5/23/16 FOR ERECTOR INSTALLATION Typ (SV << 3/8" Thick or (5�" z3 8" Thick BGTSM Strait Column Te 1 > 3/8" Thk a b s 3/8' Thk/--fl-]( Webs At ' ,� or U <3/8" Thk > 3/8" Thk, T T.Pu 3/8" Thk ® r1� BGTSM <3/8" Thk b or TN -2 3/8" Thk ® BGTSM <3/8" Thk or ® , �k 3 8" Thk BGTSM © L 2 Weld Int"3-6 REVIEWED 2 1/2" ® L 2 over 24 DIRosCODE COMPLIANCE o 2 1/2" SE' 0 7 2096 Typ Flg Brace Clip INTERWEST CONSULTING GROUP QTyp ** Note: Sizes Of Fillet Weld For Web—To—Flonge Weld Web Thickness Flan e Thickness 3/16" 1/4" To 1/2" Over 1/2"' 10 Go & 3/16" 3/16" See Note 2 1/4" See Note 1 3/16" 1/4" 5/16" See Note 2 5/16" 3/8" Over 3/8" See Note 3 1.) 3/16" Flanges Are Not To Be Used For Web Thickness Of 1/4" Or Over Unless Specified By Engineering. ' 2.) Weld Size Equals To Thickness Of Web Or See Note 5. 3.) For Web Thickness' Over 3/8" All Fillet Sizes Are To Be Specified By Engineering. 4.) Weld Both Sides Of Web To Flange 3" Beyond Both Ends Of Bracket. 5.) Flange To Flange Or Flange To Connection Plate Weld Sizes Are Determined By The Following Criteria: tf < 3/8" 3/16" Fillet " 3/8"< tf < 3/4" f\ With 1/4" Fillet tf > 3/8" , N With 5/16" Fillet Weld Need Not Exceed Thickness Of Thinner Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Thicker Plate, But Not To Exceed Thickness Of Thinner Plate. 7.) Opposite Side Weld'Length To Be a Dimemension Plus 3 Inches, and b Dimension Plus 3 Inches. © X Typ —(S) X Note!!! X ® Notch > BGTSM = Back Gou e © 3/8" Typ To Solid Metol (Typ.3 Typical Stiffener Detail SECTION A—A Revised 4/25/ Notice This Drawing And The Information Contained And/Or Depicted hereon, either expressly or implied, is CONFIDENTIAL AND Backing Ring- PROPRIETARY and may not be reused,. reprinted, distributed Some Material or otherwise disclosed As Pipe W-1 /WELD 'DETAIL SHEET BUTTE COUNTY Interior Column Conn Plates BUILDING DIVISION APPROVED DSN SSR metallic building company�� MIME 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C» PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL EXP & MIT LOCATION: Gridley, CA 95948. u9 23, 2016 CAO DATE SCALE PHASE., BUILDING' ID MR. JOB NUMBER SHEET NUMBER ISSUE (6QWFr 5/23/16 N.T.S. 1 A 15—B-34346 DET11 10 PBR Wall Panel -Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening r PBR Wall Panel- Three Sided Framed Opening Trim.lnstallationwrth Field Notch Panel at Head Trim PW07022 Field Notch Panel at Head Trim PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim PW07024 Field Notch and Bend Tabs at Head Trim' PW07025 N . Trim Ihslollation can be done by Field Notch Panel as shown on PW07022 & PW07023 IND: Trim Installation can be done by Field Notch Panel as shown w PW07022 & PWO7023 Trim Installation can be done by Field Notch Panel as shown on PW07022 & PM7023 : Trim Installolion can be done by Field Notch Panel as shown on PW07022-ai PW07023 gfj with Field Notch - and Bend Tabs at Head Trim as shown on PW07024 & PW07025. with Field Notch and Bend Tabs of Head Trim as shown on PW07024 & PW07025. 4J3 with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. 48 with Field Notch and Bend Tabs at Head Trim- as shown on PW07024 & PW07025. .'Opening Width + 6" (+1" Lap when req'd) •- - Opening Width + 6' (+1" Lap when req'd) Opening Width + 6" (+1" Lap when �req•d) win 'Width + 6" +1' Lo .when re _ OP 9 ( P qd)' . _ C 3- 3" - _ Field Cut and Remove a f` _ -' r • -Opening Width + 3' *Note, Field measure -„ +Opening Width - _ Opening .Width + 3" 'See PW07023 Head Trim F481 �} 1}' pening Width end -Opening Width - 1 cOuI Head Trim to •Field ' 9 }" - r Opening Width _ & PW07027 - t See PW07025 Cut required length. Remainder and . -_ - -- PW07027 _ I Remove z Head Trim : F481' w • rr Front View ,• -- - - End Yew ---ti-•-1' Lap with (2) Fasteners n f'� Head Trim. F481 Head Trim F481 See +, See PW07030 #14 It' x J' Pop Rivet - and HW540 Caulking - ..• Field Notch and Bend -, •_ - Front View f ' PW07030 a 1}" Tab behind Jamb see End Cut Detail _4- 1' Lap with (2) Fasteners _ d ` r s j . Fastener #14A �" x J' Pop Rivet at 20" O.C. of Cold Form • OR Fastener #207 12-24 x 11" 'Nate:Opening - For 'Optional" - Channel Closure Trim see PW07028 - Width • 3' Opening Width 3 Field notch Panel - i at Head Trim • .� "- / --: - r / .(� .: i x y /�/ i i y - i o r - - - ; - .. Fastener #14A A' x j" Pop Rivet at 20' O.C. at Cold Form OR _ Fastener #207 12-24 x�.• Trim. Attach ' fastener #14 �" x {�' PW07025Pop for details. - and§14 d x 0 Pop Rivet 1 and HW540 Caulking . }� Opening�Widlh "+z - Do not cut or Note: All trim is to be remove back leg j instolled BEFORE blanket _ insulation is applied to walls _ • -Pancake DP5 at 20" O.C. at _ - _ ,y �.� > / '` r Pancake DPS of 20' O.C. of Hol Rolled 1 I Bend 1}' Tab 3� down 90 Nate* Panel Position is shown with Hot Rolled -♦. .i S g'i -_ i� f __ J ..� t degrees - Panel Rib and Opening on l'-0 module. _ • ® _ - r® r _ II - -. / • r - _ K Location of Rib may vary depending on + c Bead of HW540 Tube Caulkin �� 9 from Header to Floor (see section) 1" Lap with (2) - ->f •%�..' l �i s l -• - .,. /' y .z .+.. Bead of HW540 Tube Caulkin from Header to Floor (see section) o Field Cut - the Opening Width and location. Field and Remove _ • measure before cutting Panel and Trim. c, o r; i ... - + .� Fasteners #14 d" x f}" Pop Rivet Typ at . ` Head Trim F481 - c- a ; / a �" J / 'Caulk with4�,e + n i„ O ° - - Jamb Trim F482 .Jamb Trim F482 - 1- Lap with (2) - End Cut Defail - (Viewed from lop of Head Trim ) a, c -� Jamb Tran F482 Jamb Trim F482 '-or Alternate F484 or Alternate F484 Had & Jamb Trim when required. Field J /. _ i .. of these - -See PW07027 ., o' �s after installation!3 , -, o, t- . .or Alternate F484 or Alternate F484 Fasteners #14 A" x Pop Rivet Typ at ' On _ -. '� Bee PW07029 ,notch as required. q • for Jamb Trim c /! _ . „ field cul detail n o t. Jamb Trim F482fSee c -� _ • it;- wHead & hen required.Jamb Field notch as required. 1 ._ OpeningWidth -� •Opening Width } Field Notch and Bend 1}" Tab behind Jomb Trim. Attach withor' AlternateF484i PW07029 tFastener #14 �' x {�Pop RiP -, •' - nish Floor line - • � - ,t• Note: -, '}`' • _ •-� t _ - For "Optional" Channel Closure Trim r •'•• r: ;, - - Fastener #14A J" x P Field cul Panty i. - r' • see PW07028 e • - i� .- - - - • • ". - _ Rivet at 20" O.C. of Cold form OR Finish Floor Line - - _ Trim F481 -• z I -II II.-.I..;I - Head - r •' z _ _Opening Width - _ Fastener #207 12-24 x 1}' ';-J I _ _ J See PW07027 for Jamb '- •Pancake DPS at 20' D.C.at. I `' • Trim field cut detail _ ~Jamb _ Hot Rolleda' •7 - r _4 "�" Opening Width •� Trim.F482-or-Alternate F484. P • '� P .. �� •Note: Panel position is shown -with t • L - z+ A Fastener #14A d" z j" Popa w w o " - ,_ n -Note: All Width. - - - _ - Panel Rib and Opening on l'-0 module 1 Note: All +is to be Location of Rib may ar depending on y v y p 94•• • ' f'• _ +. + - - Rivet at 20" O.C. at Cold Form - •*, OR I lrimr:is to be Note: Field measure Opening installed BEFORE blanket and Height before making field cuts installed E blanket :FO1the.Opening Width and location. Field Note: All trim is to be ote: Field measure Opening, .• Width - Fastener ' .III #207 12-24 x 1}'. insulotion•is applied to walls. and adjust cut dimensions accordingly.- insulation lied •to walls' , PP measure before cutting Panel and Trim. `'4 installed - BEFORE blanket nd Height before making [Ind field cuts Poncoke DP5 at 20"'O.C. at insulation is applied to walls. adjust cudimensions accordingly. - Field cut PanelMot Rolled - _ ' • •_ 's •`' r... .. • _y _•' - "r_ -, _ w d .' '' •r a»` � c _• + .. N{ - - - .? • i -f - +-� ., _.' - _ - f ^• ,•, r�'[� �•g}�p p� • REVIEWED -.. t. �+„1 . � - - - -_ ~•• 4 [' i? . r• •,- - - ...,., _.:,• -. ,--. _- J __ _ r..� _ _ - _ . ".ice � { / ,. .T. �- `.J - _. - t, - _ 'FOR.CODE COMPLIANCE SEP'O 7. 2016 • IRITERWEST M : CONSULTING BUTTE COUNTY. . BUILDING DIVISION ISSUE DATE _ D SCRIPTION �..- . By CK'D iDSN . • • , i y J 0 5/23/16{ FOR ERECTOR INSTALLATION PNR PNR SSR i7 ili rnotollic building company t a . FI FAIRVIEW,X 40338 _ ZIP177041VI W .. (7103). 66-7788.0. BIP 77240' PC'6013 " ;,;STANDARD FRAMED .'OPENING DETAILS (PBR WALL'• PANELY- y�_ - PROJECT: GURGIT GOSAL r'. _ _ J CUSTOMER: 'SUPERIOR, CONSTRUCTION ` s-. OWNER: , GURGIT GOSAL g 233, 2016 . r . if. a - LOCATION:' Gridley 95948 _ CAD DATE SCALE PHASE • ' BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ,. r a , n 15-B-34346 -5/{3/16 N.T.S. t DET12 o' - 'f :> h ..fir .. ., , - ?• ,b`- •- ,,,,:..- � � ,� �.;i. - -� _ - - yJ.r r - 'f :> h ..fir .. ., , - ?• ,b`- •- ,,,,:..- � � ,� �.;i. - -� _ - - yJ.r PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 "Optional" Channel Closure Trim PW07028 Jamb Trim Installation PW07029 Head Trim Installation PW07030 Opening Width + 7- (+1' Lop when req'd) ... _. - 3� -- Opening Width 31. * _F 1�. (� 1� ^�U _ - _ • PBR Wall Panel " Alternate•Jomb Trim F484 Ton Yew Jamb Trim F482 Too Ye w n ~ fastener 814A �' x �" Pop Rivet Jamb (Cold Form shown Hol Rolled similar) ' WDII Member Screw' 12-14 x _ al 5'-7"-5 Fastener 814A ]' x �- Pop I ." Channel Closure Trim q�- v See al 20" O.C. at Cold Form OR O.C. at Cold Form OR Rivet at 20' O.C. at Cold Form }- 3�- �' ' m- � PW07030 a Fastener ®207 12-24 z 1�- -Optional- . 12-24 x _ of 5"-7--5' OR c Pancake DP5 at 20. O.C. at 0. C. at Hot Rolled Fastener 8207 12-24 x 1}- - Field Cul and Remove ; Fastener 14A' x Po Rivet @ P Hol Rolled . Channel Closure Trim See PW07028 for details. Pancake DP5 at 20' O.C. at Rolled t at 20. O.C. at Cold Form OR Fastener $207 12-24 x 1}' Pancake DPS of 20' O.C. at Double Sided Tope (Not by Bldg Mfg) Blanket Insulation r Beod of HW540 Tube Caulking ,Hot = Hot Rolled - - (Header to Floor) "Optional" Header - Head Trim F481 n c + c Channel Closure Trim Lop lyp of Head &Jamb when i, Channel Closure Trim (Cold Form shown See PW0728 for details Hot Rolled similar) - Cul and remove o required. Field cut i�� '-" remainder of front told s rn Channel Closure Trim to length if req'd - — 1 f- — — Z _ + . c L (2) Fasteners 814 - i rn� � and notch. Jx t 2 o' A' z jr Pop Rivet _ o � PBR Wall Panel c Field Cul WDII Panel Side Vie of Heod Trim - at lap o PW07029 _ - .9 p RAIZTerminate Blanket Insulation at capillary lip of Jamb Trim c 0 = Finish Floor Line Opening Width _. 1�. c 1- Lop when required. c . Field cul and notch c as required - .Field Outten Trim leg when required - -. Finish Floor Line .9' 1' Field bend tab down 90 degrees Jamb Trim F482 (shown) - = on Channel Closure 2)- Field cut and remove Trim Piece Mark or Alternate Jamb Trim F484 - . m F981 - 8" member • .� Channel Closure Trim F2994 - 81_ member. _ - - ' - F2991 - 8j" member o 31"- F2992 - 8:' member -, F982 - 10" member • - . Finish Floor Line _J F2993 310 Field cut and remove F169 - 10}- member- - 12" member -1 47 ILJ_ F2995 - 12J' member VIII 7— Side View at Sill Trim _ - Channel Closure Trim al Jambs Note: All trim is to be installed BEFORE blanket Alternate Jamb Trim .F484 Profile _ a Jamb Trim F482 and insulation is applied to walls. - - - Note: Panel position is shown with - Note: Field measure Opening Height Alternate Jamb Trim F484 Front View Note: Field measure Opening Width Note: All trim is to be Panel RiD and Opening on 1'-0 module. Location of Rib may vary depending on Note: All trim is to be installed BEFORE blanket before making field cuts and adjust. cut dimensions accordingly. - Right Jamb ,Trim as shown and Height before 9 makin field cuts 9 • .in:tolled BEFORE blanket the 0 enin Width and location. Field P 9 insulation is o hed to walls PP - Left Jamb Trim opposite hand End Cut Detail and adjust cul dimensions accordingly. < insulation is applied to walls. measuregbefore cutting Panel and Trim. t - `� - •. r e - - - .. .. R E Y9 1�Ei ... FOR CODE COMPLIANCE r - • SEP 0 7 2010 - ' INTERWEST • CONSULTING GROUP - BUTTE COUNTY BUILDING DIVISION w APPROVED ISSUE DATE 0 5/23/16 DESCRIPTION FOR ERECTOR INSTALLATION BY CK'D DSN PNR PNR SSR- /�� • / metallic building company I 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 STANDARD FRAMED OPENING DETAILS (PBR -WALL PANEL) - ZIP 7704, (7i3).4ss-77ss ZIP 77240. C64613 PROJECT: GURGIT GOSAL CONT. CUSTOMER: ' SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL• owl - u9 23, 2016 LOCATION: Gridley, CA 95948 Crx • CAD DATE . SCALE PHASE . BUILDING ID JOB NUMBER ' SHEET NUMBER ISSUE' " 5/23/16 N.r.S. 1 A 15-B-34346 DET13 * o r Knock Down Walk Door Sections AC05131 PBR Wall Panel - Walk Door & Glass -Front Walk Door 1,4090z IDec'11 roo Dec'11 R01 _ 47,,10',12' Girls Trim Installation with Field Notch Panel at Head Trim (+ V-6 for each SideLite) — . Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 Dow Width Door Header Angle (+ 1'-6 for each SideLite) :� QR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. • Door Header Angle See Chart 0 Gut See Chart w/(one) Wall Member Screw 12-14 x _ Girl $ Door Width + 61" (+ 1'-6 for each SideLite) O Each End At 12' O.C. o CUSTOMER: SUPERIOR CONSTRUCTION Y Door Frame o c 3 11" Door Width + 31" (+ 1'-6 for each SideLite) 11' Walk Door Clip (WDC) o Girt k Door Angle (WDA) a SCALE 1 N.T.S. &ePw09 273 •� — — — wn In Detail •B', Used ` 3 u 0 I a -t ISSUE 0. Door Bracing Only And o c See PWO9027 l for Jamb Trim i ot Req'd. If Optional Girt Door Header hq 3 I II II I l l — — — — 3'-6' Is Used. Section Thru Header c s o i g r o ; Jamb Trim F482 I -F484 Attachment To o I III I III Head Trim F481 ee PW09030 I a Framing Elevation Concrete, By others , -.Fastener #1 4A �' x " or PWO9032 I Field cut Panel Pop Rivet at 20" O.C. - Fastener g14A Girt (Field Wall Member Screw Cut At Jomb) 12-14 z _ (TYP) Door Jamb Door Header Angle Piece Mark For Door DHA3 3070 DHA4 4070 DHA6 6070 is o Pop Rivet at 20" O.C. 0 0 a O Z a Bead of HWSaO Tube Caulking i` y a = I from Header to Floor (see section) �' 1 o 0 Jamb Trim F482 Jamb Trim F482 Section At 3'-6 Girt I w Optional F484 or Optional F484 Walk Door Gip (WDC) 0 Field Weld or use Wall Member Screw I Pw09029 Door Jamb Wall Member Screw 12 14 z _ or Pw09031 Aluminum 12-14 x _ Threshold Door Jamb Field Bend Field Anchors By Erector Tape Sealant alk Door Angle (WDA) Detail "A" Detail "B" At Base w/ Swing -Out Door At Brace (Typ. Both Jambs) o f I I r- Finish Floor Line I I e 1} Door Width (+ l'-6 for each SideLite) 1}- Dow Width + 31• (+ t'-6 for each SideLite) Note: All trim is to be Note: Field measure Dow Width and ,installed BEFORE blanket Height before making field cuts and insulation is applied to walls, adjust cut dimensions accordingly. PBR Wall Panel - Walk Door & Glass- Front Walk Door PM Field Notch Panel at Head Trim Dec'11 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Q& with Field Notch and Bend Tabs at Head Trim as shown on PM9024 & PW09025. Field notch Panel of Head Trim these edge installation. Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to beLocation of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel -'Walk Door & Glass -Front Walk Door a PW09027 Jamb Trim Field Cut Details Dec'11 00 Optional Jamb Trim F484 Jamb Tr m Fa82 Too Yew c Too View 0 0 3j- �. ° 't ° Field Cut and Remove a I I 3 v 3 u �3* Wolk Door 2' Glass -Front Door _ - Cut and remove remainder of front fold `o Side Yew al Heod Trim ° 0 � o °0 3 0� „ o I I 0 0 I u Finish Floor Line Side Yew at Sill Trim _ Jamb Trim F482 and Note: Field measure Dow Height before Optional Jamb Trim F484 making field cuts and adjust cut dimensions Front Yew accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand .REVS WL -D _ FOR CODE COMPLIANCE SEP 0 7'2016 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION . MPPPOVED. STANDARD WALKDOOR DETAILS (PBR WALL PANEL) fL Panel Rib - DATE DESCRIPTION BY CK'D DSN 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR Door Width + 3j' - _ (+ V-6 for each SideLite) :.) Dow Width + 3�' - 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 Dow Width (+ V-6 for each SideLite) (+ 1'-6 for each SideLite) :� Dow Width (+ 1'-6 for each SideLite) 1 o/ S i. C6l3 O S rf / CUSTOMER: SUPERIOR CONSTRUCTION Y u! 6I8wlI ug 23, 2016 LOCATION: Gridley, CA 95948, CAD e SCALE 1 N.T.S. ff Head Trim F481 JOB NUMBER 15--B-34346 a -t ISSUE 0. I c' a See PWO9027 l for Jamb Trim i field cutdetail I II II I l l O I ^ c s o i g r o ; Jamb Trim F482 I -F484 o I III I III or Optional i i o i , -.Fastener #1 4A �' x " I Field cut Panel Pop Rivet at 20" O.C. Field notch Panel of Head Trim these edge installation. Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to beLocation of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel -'Walk Door & Glass -Front Walk Door a PW09027 Jamb Trim Field Cut Details Dec'11 00 Optional Jamb Trim F484 Jamb Tr m Fa82 Too Yew c Too View 0 0 3j- �. ° 't ° Field Cut and Remove a I I 3 v 3 u �3* Wolk Door 2' Glass -Front Door _ - Cut and remove remainder of front fold `o Side Yew al Heod Trim ° 0 � o °0 3 0� „ o I I 0 0 I u Finish Floor Line Side Yew at Sill Trim _ Jamb Trim F482 and Note: Field measure Dow Height before Optional Jamb Trim F484 making field cuts and adjust cut dimensions Front Yew accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand .REVS WL -D _ FOR CODE COMPLIANCE SEP 0 7'2016 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION . MPPPOVED. STANDARD WALKDOOR DETAILS (PBR WALL PANEL) DATE DESCRIPTION BY CK'D DSN 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR j. :. metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C6l3 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL u! 6I8wlI ug 23, 2016 LOCATION: Gridley, CA 95948, CAD DATE 5/23/16 SCALE 1 N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15--B-34346 SHEET NUMBER DET14 ISSUE 0. PBR Wall Panel - Walk Door & Glass -Front Walk Door PWO9027 PBR Wall Panel - Knock Down Walk Door PW09031 PBR Wall Panel - Knock Down Walk Door PWO9032 Jamb Trim Field Cut Details Dec'11 00 Jamb Trim Installation Dec'11 00 Head Trim Installation Dec'11 00 q r -E Eli • �L 1}- PBR Wall Panel _ Wall Member Screw Dalional Jamb Trim F484 Jamb Trim F482 - 12-14 x — - Teo View Ton View at 5'-7--5' O.C. ao a 41- , J- Bead of HW540 Tube Caulking - Fastener 4A (Header to Floor) 11 !) x r . Pop Rivet at 20- O.C. c o c o Fastener ®14A J' x �" Walk Door Jamb a t. a u- Field Cut and Remove Pop Rivet at 20' O.C. (Profile may vary) I I 3 u,_ 3 v Double Sided Tape 3- Walk Door (Not by Bldg Mfg) .,1 '•' "' �2" Gloss—Front Door , Blanket Insulation / / - I CONSULTING GROUP ISSUE DATE DESCRIPTION BY " CK'D DSN metallic building company Cul and remove �t Head Trim F481 Walk Door Header 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 remainder of front fold - Ci� ��(Profile GURGfT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL may vary) ug 23, 2016� - LOCATION: Gridley, CA 95948 �„ CAD DATE SCALE PHASE . BUILDING ID JOB NUMBER SHEET NUMBER Field Cul Woll Panela 5/23/16 N.T.S. 1 A 15—B-34346 DET15 0 : a PBR Wall Panel Side Yew al Heod Trim pa ;a'Note:Terminale Blanket In I ii 3 at capillary lip of Jamb Trim - o _ 13- Door Width r' 6 ° Field flatten Trim leg when required - m Door Width + 3}' Jamb Trim F482 (shown) n 0 or Optional Jamb Trim F484 i _- Finish Floor Line BUTTE COUNTY BUILDING DIVISION • Finish Floor Line - APPROVED - Side View at Sill Trim - Oolional Jomb Trim F484 Profile ` Jamb Trim F482 and - Note: Panel position is shown with • - Note: Field measure Door Height before ODi ianal Jamb Trim F484 Panel Rib and Door on l'-0 module. ... Notc: All trim is to be making field cuts and adjust cut dimensions accordingly so that Jamb Trim fits to Head Front View Right Jamb Trim as shown Note" All trim is to be installed BEFORE blanket Location of Rib - a ver depending on may Y eP 9 the Door Width and location. Field - installed BEFORE blanket insulation is applied pp i to walls. Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand insulation is applied to walls. measure before cutting Panel and Trim. g .. - . REVIEWED - - - - FOR CODE COMPLIANCE SEP 0-1 2016 _ v.. INTERWEST CONSULTING GROUP r A r - ISSUE DATE DESCRIPTION BY " CK'D DSN metallic building company 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 Ci� PROJECT: GURGfT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL Ev. 60017 ug 23, 2016� - LOCATION: Gridley, CA 95948 �„ CAD DATE SCALE PHASE . BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. 1 A 15—B-34346 DET15 0 : a r A r - FIELD SERVICE P OC,� EDURES IN ORDER TO LIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM. PLEASE HANDLE 4NY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TIILEBLOCK AS SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE VERIFIED BY THE CUSTOMER AGAINST QUANTITIES THAT ARE BILLED ON THE SHIPPING DOCUMENT. NEITHER THE MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL 6 DELIVERED, AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER 6 THE MANUFACTURER, CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING TO THE OUANTMES THAT ARE BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED OR THE OUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. DAMAGED OR DEFECTIVE MATERIAL - DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE DEGREE OF ,MUS NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS. INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C' & 7 SECTIONS & COVERING PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE CARRIER 6 A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF CONSEQUENTIAL DAMAGES RESULTING FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED BY VISUAL INSPECTION. OIL CANNING IS NOT CAUSE FOR REJECTION EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL DELIVERED IN EXCESS OR THOSE REQUIRED BY -THE ORDER DOCUMENTS. INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OR VERBAL INITIAL CLAIM" TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, 'DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. THE INITIAL CLAIM' INCLUDES: 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING OUANTITIES. 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED MAN-HOURS. 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED QUANTITIES AND COST. 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER. R1-01 Erection Guide AUTHORIZATION FOR CORRECTIVE WORK NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO UNE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR WHICH REQUIRE MAJOR CHANGES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE MANUFACTURER, AN "AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE MAXIMUM TOTAL COST SET FORTH. ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE INITIAL CLAIM" MAY BE DIRECTED BY THE MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK.' ONLY THE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. FINAL CLAIM - THE 'FINAL CLAIM* IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO THE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK AUTHORIZED BY THE MANUFACTURER. THE 'FINAL CLAIM' MUST INCLUDE 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK AND ACTUAL HOURLY RATES OF PAY. 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. 4. COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID INVOICES. 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE 'FINAL CLAIM' MUST BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. 'FINAL CLAIMS' ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THE AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK. IMPORTANT NOTE •' - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS. SHIPMENT ARRIVAL TIME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES AT THE JOBSTE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HAS BEEN MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. IMM01 UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTS ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. NOTE PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSIT! REMEMBER, SAFETY FIRST! BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM DAMAGE DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE ON THE GROUND. EXTRA CARE SHOULD ALWAYS BE EXERCISED IN THE UNLOADING OPERATION TO PREVENT INJURIES FROM HANDLING THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS SUCH AS ARTS, PURLINS, EIC.. THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB. ALL BUNDLES OF PRIMED PARTS SHOULD BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE SAME REASON. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE RI -06 TITLED 'SHOP PRIMED STEEL' TEMPORARY SUPPORTS TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES. FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION VALL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS. NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 AISC CODE OF STANDARD PRACTICE. 9TH ED.). R1-03 DATE I DESCRIPTION 5/23/16 1 FOR ERECTOR INSTALLATION ROOF AND WALL PANELS MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE DUALITY MERCHANDISE, WHICH MERITS CAUTIOUS CARE IN HANDLING. UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD BE LIFIFED OFF THE TRUCK WITH EXTREME CARE TAKEN 70 INSURE THAT NO DAMAGE OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS, THE PACKAGES SHOULD BE STORED OFF THE GROUND SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND MOISTURE & DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAW. THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER FORMED BY CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAW. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE THE STAIN IS USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF THE PANELS AS LONG AS IT IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE R1-07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER." CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES AND NETS WHEN NECESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS! USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, UFT RATHER THAN SLIDE THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID OVER ONE ANOTHER. NEVER ALLOW PANELS TO BE WALKED ON WHILE ON THE GROUND. R1-04 U ELEVATE DAMAGE DURING CONSTRUCTION THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING CONSTRUCTION CAN BE THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. OVERDRMNG THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL EUMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. R IS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE ANY OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE ERECTION OF THE ROOF AND THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC... PERSONNEL WAUKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE IS SEVERE. THE EDGES MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/ORWEATHER TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND FOR SAFETY CONSIDERATIONS. LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY HAVE BEEN ONTOSPLASH DW E THE ALL DURING G CONSTRUCTION. CORROSION DAMAGE MAY OCCUR WHERE THIS DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION OF THE SOIL IS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. THE APPEARANCE OF THE BLDG. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. R1-05 REVIEWED FOR CODE COMPLIANCE SEP 0 7 2015 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION APPROVED C64613 EXP IN II' 17 ug 23, 2016 11 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 1 N.T.S. I 1 I A 15-B-34346 DET16 I 0 C64613 EXP IN II' 17 ug 23, 2016 TYPES OF FINISHES DAMAGE FROM CONDENSATION OR TRAPPED WATER SHOP PRIMED STEEL ' ALL STRUCTURAL MEMBERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION IT IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED RESISTANT MATERIN OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS ONE COAT OF SH60 PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE SPECIFICATIONrNO. I& THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL BUNDLE CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE FRAMING OR ONLY A SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. BODIES OF WATER. SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: FREE OF THE GROUND AND 50 POSITIONED AS TO MINIMIZE WATER -HOLDING POCKETS, DUST, IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED CORNERS TO ALLOW AIR CIRCULATION AROUND THE BUNDLE THIS WILL HELP PREVENT SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE IS NOT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION ACTION IS REQUIRED IF THE PANELS ARE FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING. LOADING. SHIPPING UNLOADING ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. IN SEVERE CONDITIONS AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 N 42.4) LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED PANELS AND MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET Cal VAI [IMF AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 GhLVAUJMY IS THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BAIANCED AND IS COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR 'WHITE RUST. TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REF ECTIVP OF FOOT TRAFFIC ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW BUILDING PANELS. PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT PRE -PAINTED IU RC -G AKLUME STEEL AS A SUBSTRATE, PRE -PAINTED STEEL IS GIVEN AN ADDITIONAL RUST TARP INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME ® ROOFS, EXCESSIVE FOOT THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PUNNED FOR A COAT, DESIGNED ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE GALVALUME ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF AND PRE -PAINTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN , PAINT AND COATING MAINTENANCE REMOVE SMUDGE MARKS FROM BARE GALVALUME(E). FORMULA 409 HAS PROVEN TO BE SOMEWHAT EFFECTIVE. UGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE SMUDGE NO PRODUCT WILL REMOVE ALL SMUDGE MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTNE LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE THAN REQUIRED TO REMOVE STAIN. NO PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH. LIGHTLY APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER THE SCRATCH. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / PURCHASING TOUCH-UP PAINT AS NEEDED. AIK LAKL,ULABLIN A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS UNDER NORMAL EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESS CALLED )WEATHERING' TO OCCUR THAT INHIBITS FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO 'RED RUST' IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER BEFORE ERECTION. R1-06 R1-07 Erection Guide — R1 Jul'13 02 SAFETY COMMITMENT ROOF MAINTENANCE GUIDELINES THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. ' INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB URETHANE SEALANT. SITE PRACTICES OF THE ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING ' ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. MANUFACTURER. REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE. HIP OR RIDGE FLASH. CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. DO NOT WALK ON LIGHT TRANSMITTING PANELS (LIPS). THEY WILL NOT SUPPORT A MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A PERSON'S WEIGHT. BUILDING. EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. GUARD ALL LIPS AND ROOF OPENINGS. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EOUIPMENT FOR HANDLING MATERIAL ROOF STRUCTURAL AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. ' • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE PAINT OR GALVALUME® COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF IF ADDITIONAL INFORMATION IS REWIRED CONTACT THE FIELD SERVICE DEPARTMENT. IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES ICE AND SNOW REMOVAL WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEOUATELY PROTECTED. 0 FOOT TRAFFIC EXCESSIVE ICE AND SNOW. SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND AT PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT ENDIAPS. ALWAYS WALK IN THE FIAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DO NOT WALK ON TRIM OR IN GUTTERS. ON BARE GALVALUME ® ROOFS, EXCESSIVE FOOT DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002 MBMA TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PUNNED FOR A LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX A8 FOR DETAILS ON SNOW REMOVAL ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF .THE DESIGN ROOF SNOW WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS LOAD SHOWN ON THIS SHEET IS REALIZED. LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN , DEBRIS REMOVAL ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE REASON FOR SUCH VISITS. ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG DISSIMILAR METALS ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS OF TIME. INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN CONCRETE, MORTAR AND GROUT. PERIODIC INSPECTION ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS. PARTICULARLY IN CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITY OR WIND ACTIVITY. THE CRANE MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. DRAINAGE • KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF GUTTER TO ALLOW WATER TO QUICKLY DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. • DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. • ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION. R1-08 R1-09 DATE I DESCRIPTION 5/23/16 1. FOR ERECTOR INSTALLATION Secondary Steel Alignment for all IMP Projects SUPPORT ALIGNMENT LIMITS SUPPORT SPAN MAX DEVIATION LIMIT UP TO 4'-0' c Correct Alignment 11911s 7 L' Mis-Alignment (Unacceptable, Avoid These Conditions) REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION APPROVED CM13 ug 23, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID -JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. 1 A 15—B-34346 DET17 0 CM13 ug 23, 2016 BUILDING ANCHORAGE 1. To determine that the foundation is square, measure diagonal dimensions to be sure they are of equal length. 2. To determine that the foundation is level, set up a transit or level and use a level rod to obtain the elevation at all columns. 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start–up. AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings that have been approved by the owner's designated representatives for design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as follows: (o) The variation in dimension between the centers of any two anchor rods within on anchor–rod group shall be equal to or less than 1/8 in. [3 mm]. (b) The variation in dimension between the centers of adjacent anchor–rod groups shall be equal to or less than 1/4 in. [6 mm]. (c) The variation in elevation of the tops of anchor rods shall be equal to or less than plus or minus 1/2 in. [13 mm]. (d) The accumulated variation in dimension between centers of the anchor–rod groups along the column line through multiple anchor–rod groups shall be equo_I to or less than 1/4 in. per 100 ft [2 mm per 10000 mm], but not to exceed a total of 1 in. [25 mm] (e) The variation in dimension from center of any onchor–rod group to the column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b). (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and perpendicular to the nearest column line, for individual columns that are shown in, the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with on approved embedment drawing: The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by. the owner's designated representative for construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the os–built locations of anchoi rods, foundation bolts and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. It is extremely important that anchor bolts be placed accurately in accordance with the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar' means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be mode `before the costly installation labor and equipment arrives. Erection Guide FORT BOAT SPECIFIED COLUMN CENTERLINE STEEL LINE t STEEL UNE FOAM BOARD — TEMPLATE _f 1 C ]A itri. 1 1 4-4- ANCHOR ROD SETTING TOLERANCES DIMENSIONS A, B, AND C AS GIVEN ON ANCHOR BOLT PLAN 31/2' t1/8� FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES SHEETING STEEL LINE NOTCH 8 E D ANCHOR BOLTS 1 PROJECTION OF ANCHOR BOLTS 'D" GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REOUIRED MEZZANINE BEAM HEIGHT TOLERANCE REVIEWED FOR CODE COMPLIANCE. SEP 0 7 2016 INTERWEST CONSULTING GROUP BUTTE COUNTY B®UILDING DIVISION ISSUE DATE DESCRIPTION BY CKD DSR metallic building company 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR � �I 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL E» LOCATION: Gridley, CA 95948 ug 23' 2016 CN1L CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE C 5/23/16 N.T.S. 1 A 15—B-34346 DET18 0 FIELD TOLERANCES H/500 Height (t) TOLERANCE 10' 1/4" 1 12' 5/16- 1 500 t5• 3/8- 500 20' 1/2' 25' 5/8" 30' 3/4' 45' 1 1/16- 60' 1 7/16" COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE REVIEWED FOR CODE COMPLIANCE. SEP 0 7 2016 INTERWEST CONSULTING GROUP BUTTE COUNTY B®UILDING DIVISION ISSUE DATE DESCRIPTION BY CKD DSR metallic building company 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR � �I 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL E» LOCATION: Gridley, CA 95948 ug 23' 2016 CN1L CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE C 5/23/16 N.T.S. 1 A 15—B-34346 DET18 0 SIDEWALL 1 1 500 r 500 D z 500 5001 500 1 t t SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES Curb Bose Length Down UP HL.al 12" Min. Hill o I I PURUN S EDRIL LERS- \ — MANGER ROD- / Panel profile varies - **Stainless Steel Clamp Step 1 � ) SUGGESTED METHODS ' **(Not by Metol Bldg Manufacturer) - r An angle is self -topped to the web of the purlin to catch hanger rod. This method does w not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel Cla7////// See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Step 3 t Roof Jack Installation T—Panel profile Tri -Bend Tape Sealant \ van�rles HW504 Install Pipe in center to allow base of rubber roof jack to lay flat on panel. Endla ' Cannot encompass more than 75% of panel. U - ❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof 4 4Roof Panel jacks do not hove 20 -year service life and, in the case of lead hots, will cause" galvanic - corrosion of the roof panels. Roof Panel ❑ Use EPDM rubber roof jacks with an integral aluminum band bonded into the perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof .jacks. Retrofit rubber roof jacks ore available for applications in which the top ®Purlin Line of the pipe is inaccessible, eliminating the possibility of sliding the roof jack over the top of Indicates Roof Panel Support location the pipe. Panel Rib ❑ Do not use tube caulk/silicone to .seal roof jack to the roof panels. Use only tape sealant A Indicates Curb Bose Support location Profile Floating Panel Support as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with oo 1/4"-14 x 7/8" Lop Tek Stitch Screws at 1" on center around base of roof jock. ❑ Roll down the top of the roof jock and apply tope sealant continuously around the exposed v < portion of the pipe. Roll the top of the roof jack bock over the tape sealant. Apply the "= Up Lift Plate Curb Bose stainless steel clamp over top of roof jack and firmly tighten to form a secure compression (If Required) 0 3 iseal. �o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in o center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. " Section "A" If a pipe must be installed through a panel seam, or if the pipe diameter is so large to (Insulation when specified) block the flow of woter'down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top cannot be The curb details shown illustrate the building manufacturers recommended curb style accessed, a two-piece pipe curb is available. and installation method. It is the erector / installer's responsibility to provide the ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with o snow proper curb style and install them in accordance with the procedures established by retention system immediately up slope from the pipe. these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Golvalume/No Galvanized) , 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) 3. Installed over low end / under high end application for water flow .at panel splice 4. Up lift prevention for clip applied roof "systems are required if: - - a. Wind load exceeds 110 mph or b. Curb base crosses o purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500# Roof Curbs (When not Supplied by Building Manufacturer) SUGGESTED METHOD OF PURLIN ATTACHMENT ISSUE DATE DESCRIPTION (FOR BLDG ACCESSORIES) 0 5/23/16 FOR ERECTOR INSTALLATION PURLIN PURUN • HANGER ROD. ANGLE 'Z' PURLIN ROO OR CHAIN CLIP DO NOT INSTALL HANGER DO NOT INSTALL"PURUN CLIPS OF ANY R2 • ROD IN FLANGE of PURLIN KIND ON FLANGE OF PURLIN AS SHOWN Erection Guide THE INCORRECT WAY - FleWl2 Roof Jack Installation **(Not by Metal Bldg Manufacturer) —Roof Jack ** Roll Top Down 1/4-14 x 7/8" Lop Tek S.D. w/Wosher at 1" O.C. VLTri-Bead Tape Sealant HW504 **Stainless Steel Clamp Step 2 —Apply Tri -Bead Tape Sealant Continuously around Pipe Roof Jack** 1/4-14 x 7/8: Lap Tek S.D. w/Washer at 1 O.C. kTri -Bead Tape Sealant HW504 —Tri -Bead Tape Sealant HW504 —Roof Jack** 1/4-14 x 7/8" Lap Tek S.D. w/Washer at 1' O.C. \\ NOTE: Roll roof jack up over Tri -Bead Tape Sealant and secure the clamp. REVIEWEU FOR'CODE COMPLIANCE SEP 0 7 2016 IN T ERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION APP"ROVED C0613 EXP.8f80INIT ug 23, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT COSAL LOCATION: Gridley, CA 95948 CAD DATESCALE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N. r__PHASE 1 A 15-B-34346 DET19 0 C0613 EXP.8f80INIT ug 23, 2016 END FRAME - RAFTER END POST CORNER C STEP 1:_. ERECT FIRST BAY WALL FRAMING _ NOTE It is the responsibility of the PRIMARY FRAM erector to provide temporary erection bracing until the structure is completed. 1A: Determine from erection drawings furnished with the building the location of the first braced boy. Framing for this bay will be erected first. 1B: Stand adjacent primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. NOM The end frame may be a bearing frame with the rafter supported by end posts, or o rigid frame with the rafter self-supporting, and not attached to the end posts. The procedure shown is for a bearing frame. If the building has o rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub -nut (see detail on erection drawings). 1D: Install the eove strut by bolting to the top of the columns. Refer to the erection drawings and attach column flange brace where shown. Flonge braces may be required on one or both sides of the columns. If a (longe brace connects to a girt in the adjacent bay, that brace will be bolted to the girt after the adjacent boy girls are installed. NOTE: As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girls attach should be installed. Field located accessory framing may be installed at the some time as girls or at a later time. 1E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at this time but do not tighten completely until the boy is plumbed. 1F: Repeat steps 1B thru 1E for wall framing on the opposite side of the building. 1G: Attach clips to the end posts and stand these posts over the Anchor Rods. follow the procedure as described for corner columns in step 18. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place otop the end posts. Bolt rafter sections to corner column and end post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING PURLINS It is the responsibility of the erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed: RAFTER / TEMPORARY ERECTION BRACING END / FRAME END POST BRACING Erection Guide R3 CAUTION Until rafters ore bolted in place with purlins and flange braces installed, they ore easily damaged by incorrect or careless handling procedures. Use extreme coution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items ore more easily installed on the ground. Lift rafter into place between sidewall columns and install bolts in rafter to column knee connections. - 2B: Install end boy purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior boy purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and the roof bracing working from eove to peak. Tighten any remaining bolts. Plumbing and aligning a total structural system begins with the first braced boy and continues through completion. Accurate alignment of the first bay is essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and aligning the structural system. STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY NOTE It is the responsibility of the END BAY erector to provide temporary PURLIN erection bracing until the structure is completed. TEMPORARY ERECTION BRACING END FRAME END BAY GIRT RAFTER END POST ENDWALL CORNER GIRT COLUMN 3A: After end frome is plumb and square, install endwoll girls and flange braces for end post if required. 3B: Attach wall girtsto the primary frame columns (see step 1C). 3C: Install eave struts (see step 10). 3D: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the - rafter flange in the same manner as girts to column flanges (see step 1C). connect flange braces to purlins. 3E: Check alignment, plumb and square the two bays just erected. Tighten all bolts and bracing. DATE I DESCRIPTION 5/23/16 1 FOR ERECTOR INSTALLATION STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. EAVE STRUT FRAME POST 'PRIMARY FRAME TEMPORARY ERECTION BRACING Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eove struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings ore installed. Constant checks should be mode to ensure the building is square, plumb and aligned. All X -Bracing should be checked that it is installed to a tout condition with oil slack removed. Do not tighten beyond this state. RE REVIEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION APPROVE® C6U13 EftP,8f3012017 ug 23, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING IDI JOB NUMBER M SHEET NUBER ISSUE 5/23/16 N.T.S. I 1 A 15—B-34346 DET20 I o C6U13 EftP,8f3012017 ug 23, 2016 PRE -ERECTION NOTES: The following rotes, procedures and suggested recommendations are importonVorts of the pre -erection process. 1.) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. 12' - ANCHOR r RODS 6 XALGONOULD U ALS BE Measure, along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diagonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list. Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they con be erected from whichever end of the building you wish to start. Your crane will move from one end of the building to the other while standing columns and hanging rafters. 5.) Layout the girls and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl facing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panelstacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning thereafter, inspect he panel bundles for moisture between the panels. This is especially important with golvalume or galvanized panels. The panel finish must be protected at all times before and during erection to preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especially items such as tube caulking and locksets. Store mostic away from heat. LAYOUT OF BUILDING COMPONENT 0 iS ® sCs- O RAUP O(2 1. Girts, Eove Struts and purlins 2. End Frames and Endpost '3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwoll Glrts 1.) Layout primary and secondary framing around the slob as shown. 2.) Place components and crates on the slab or on wood blocking to prevent contact with the ground. 3.) Block one end of components higher than other end to allow drainage of rain water. 4.) Leave one end of the building open for erection equipment access. 5.) Construct temporary ramp of timbers from grade to slob to prevent damage to concrete edge from equipment traffic. 6.) Install clips and flange braces onto columns and rafters before these members ore in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide ��Rl ay'1: i GENERAL ERECTION NOTES MASTIC SEALANT 1.) All clips, flange braces, bolts, brocing *systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of a building. Mastic shown on erection drawings. should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During worm 2.) It is extremely important, especially during construction, that panels at the weather, store mastic in a cool dry place. During cold weather (below 60') eaves, rakes and ridges be kept secure. mastic must be kept worm (60'-90`) until application. After mastic has been applied, keep protective paper in place until panel is ready to be installed. 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless specified on erection drawings for the building. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cables (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cables. Roof rods/cables are tightened from eove to peak. portion of this drawings set are for general guidelines only, and not meant to be all-inclusive. Industry accepted installation practices with regard to all areas not 5.) High strength bolts (A325) must be used where specified. specifically discussed in this section should be followed. Only experienced, PROJECT: GURGIT GOSAL knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building during all stages of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions expressed by the Manufacturer about installation practices noted in the ERECTION 2.) Temporary supports, such as temporo ry guys, braces or other elements shall GUIDE are intended to represent only a guide as to the sequencing and how the be the total and complete responsibility o the erector. The temporary supports components could be assembled to create a building. Both the quality and safety required shall be determined and furnished by the erector. of installation and the ultimate customer satisfaction with the completed building 3. Temporary construction supports shall be provided wherever necessary to P rY pP P rY ore determined by the experience, expertise, and skills of the installation crews, as well as the equipment available for handling the materials. Actual installation accommodate all construction loads to which the structure may be subjected, left in place as long as may be required for safety. operations, techniques and site conditions ore beyond the Manufacturers control. PANEL CAUTIONS AND NOTES JOB NUMBER To minimize potential of corrosive action at the bottom edge of wall panels, ISSUE the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days 5/23/16 before wall panels are installed. (un -cured concrete is highly alkaline and 1 metal panels can undergo varying degrees of corrosive attack when in direct 15-B-34346 contact with the concrete.) After the first week of the curing cycle, the 0 reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL - AROUND PANEL BASE PANEL NOTCH FOUNDATION (SHOWN) OR� _ BASE TRIM a' {1� a SLOPE FINISH GRADE MINI AWAY FROM BUILDING 1� 2.) Top of finish grode at building to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base " of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness check. Always use the proper tool to install fasteners. A fastener driver (screw gun) with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SOUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO - SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings con destroy the paint finish and void any warranty. RIEVIEEWED FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION APFFR 0O/ED' ISSUE DATE DESCRIPTION BY CK'PNR DSR 0 5/23/16 FOR ERECTOR INSTALLATION PNR PNR SSR � metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 67013 C13 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL EXP 1 23, 2��6 U9 LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 N.T.S. 1 A 15-B-34346 DET21 0 OF �y STEP 5: INSTALL SIDEWALL PANELS NOTE It is the responsibility of the erector to provide temporory erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are Installed. LOCKING T ALIGNMENT 5A: Before installing wall panels, the girls must be aligned to a level position so that there is no visible sag. This should be done directly ahead of panel installation. Girt leveling may be accomplished by standing a section of gable angle vertically against the outside girt flanges at approximate mid—bay location. When girls are level, attach the girt flanges to the angle with vise grip pliers or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil conning. LOCKING NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. CONTACT TAPE :. INSULATION SIDEWALL INSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 58: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the • base, cut off the insulation a minimum of 1/2" above the bottom of, the wall panel. Thiswill prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape (Not by manufacturer) (Not by manufacturer) to be used to secur Note: insulation. Trim insulation and turn vinyl back Insulation must not be exposed to weather. Wall Not by manufacturer) Fiberglass Insulation Vapor Barrier to to OUTSIDE of INSIDE of Building Building Eave Detail (See Erection Drawings) Insulation (Not by manufacturer) Wall Panel Note: Finished Floor Trim insulation and turn vinyl back Insulation must not be exposed to a weather. Base Detail (See Erection Drawings) Storting at a building corner, attach the first piece of blanket insulation to the contact tape on the eove strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide R4 Jan'121 00 5C: Sidewall panels should be installed so that the panel sidelop is in a direction away from the prevailing wind. (refer to appropriate lap detail included with erection drawings.) 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in increments of panel width to allow visual checking of. panel coverage as installation progresses. NOTE: Check periodically to ensure that all panels are aligned and plumb. 5E: At the finishing corner of o sidewall, the last panel may required additional lop or trimming for installation of corner trim refer to the details in the erection drawings. Screw Alignment Panel (Ihrooro Fmtmed Pond Drily) TO BE DRILLED KEEP END OF PANELS ALIGNED NOTE: After drilling panels, it is important to clean metal filings off all panel surfaces, including between panels that are not installed that day, to ovoid rust stains. • ISSUE DATE DESCRIPTION 0 5/23/16 FOR ERECTOR INSTALLATION STEP 6: INSTALL ENDWALL PANELS 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt—up to each other or is spliced as required except at expansion joints where a one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eove strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. NOTE END FRA PURLIN Detail shown for ribbed roof panel RAFTER GABLE only. For standing seam roke and ANGLE gable angle installation, see 7" erection details. AT RAFTER JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 6B: See erection drawings sheeting layouts for panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS _ I MEASURED FROM CENTER TRIM4-- I OF FIRST MAJOR RIB. GABLE ANGLEPURLIN CONTACT TAPE SAVE STRUT ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION F1pyq(� S \OE1tP�� 6C: Align and level girls on endwall. 60: If the walls ore to be insulated, place a continuous run of contact tape along the gable angle and base member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle, pull tight and adhere to tape at the base. Cut off excess insulation. It is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE, 'At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and setin place. Refer to corner details in the erection drawings for the panel starting distance from the corner. When the panel is located and plumb, Install fasteners. 6F: Install remaining endwall insulation and panels, being careful to maintain the correct panel coverage as suggested in step 5D. 6G: Install corner trim. BUTTE COUNTY BUILDING DIVISION '0 LE V I EWE FOR CODE COMPLIANCE SEP 0 7 2016 INTERWEST CONSULTING GROUP C 64613 EXP.8f3QITfl17 ug 23, 2016 metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 ZIP 77041 (713) 466-7788 ZIP 77240 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL LOCATION: Gridley, CA 95948 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 5/23/16 I N.T.S. 1 A 15-B-34346 1ET22 0 C 64613 EXP.8f3QITfl17 ug 23, 2016 STEP 7: INSTALL ROOF PANELS 7A: Install ove trim- over top of sidewall panels and eave struts with fasteners - per��ssei _ction drawings .eave detail. _ -7B:.IfFhe roof is insulated, place a continuous run of contact tope along top of s eave struts at both sidewolls. Lay a starter roll of blanket insulotion from eove NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR to eave across roof and secure to contact tape. (refer to packing list for UNATTENDED ROOF PANELS. width of insulation starter roll) It is recommended that insulation be installed no more than 6 feet ahead of panels. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in _ -- proper alignment for the ridge panel. This is critical on the "PBR" panels so — RAKE STEP 8: INSTALL TRIM AND ACCESSORIES that the ridge cops con be properly Installed. Check for proper coverage as Panels May Collapse If Not Properly Secured! II II{III the sheeting progresses. Note panel—sheeting sequence below! IIuIIIIIIII��JJJI FRAMED-//n\\�u���'+�W�' ` PERSONNEL DOOR OPENING SAVE GUTTER INSULATION Roof panels must be completely attached to the purlins and to panels 8A: Install rake trim and gable closure. on either side before they can be a safe walking surface. Light 8B: If included with the building, install the eave gutter, corner closures and transmitting panels or translucent panels con never be considered as o downspouts. walking surface. NOTE:Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter B Partially attached or unattached panels should never be walked on! to guard against corrosion. 8C: Install accessories (doors, windows, louvers, etc...) not previously installed. Do Not: Refer to the appropriate details for installation instructions. t t a 1. Step on rib at edge of panel. IMPORTANT: Remove debris from roof and wall surfaces during installation and after. 2. Step near crease in rib at edge of panel. Clean surface of sheeting as required to remove smudges and touch—up INSULATION 3. Step within 5 feet of edge on unsecured panel. any minor/mild scratches,with color match touch—up paint. ENOWALL SIDEWALL PANELS A single roof panel must never be used as a work platform. An OSHA PANELS approved runway should be used for work platforms! (Consult OSHA 7C: Install the first run of roof panels across the building from eave to eave, Safety and Health Regulations for the Construction Industry). Safety First! or eave to ridge. To allow proper Installation of rake trim, the starting location for the first panel must be as shown in rake details included with the erection drawings. When the first run is propperly located and aligned with the correct endlops and eove overhang, fasten to purlins. Roof panels ,should be installed so that the sidelop is in a direction away from the prevailing wind. Refer to appropriate lap detail. 7D: Install remaining roof insulation and panels. To ovoid accumulative error due to panel coverage gain -or loss, properly align each panel before it is fastened. - + ccoslonol checks should be made o ensure that correct panelcoversgqe is - maintained. Special attention should be given to fastener, mastic and c 0sure 4 requirements. Refer -to details with erection drawings. s� -7E: At finishing end of roof, the las[ panels may require field modification for - installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. - NOTE: Roof panel tyypes and installation requirements will vory. Refer to the appropriate detoils for the specific panel used. .IMPORTANT: Loose --fasteners, blind rivets, drill shoving, ETC.. must be removed from- -1 rom';r roof to guard against corrosion. NOTE 4' It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall OI panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT , INSULATION , SIDEWALL PANELS PANELS REVIEWED FOR CODE COMPLIANCE SEP 0 7 201.6 INTERWEST CONSULTING GROUP BUTTE COUNTY BUILDING DIVISION ® 9 1PKI® 9/ E® ISSUE DATE DESCRIPTION BY CK'PNR DSR 0 5/23/16 FOR ERECTOR INSTALLATION � PNR PNR SSR I � '� metallic building company 7301 FAIRVIEW, HOUSTON, TEXAS, P.O. BOX 40338 r ZIP 77041 (713) 466-7788 ZIP 77240 C6013 PROJECT: GURGIT GOSAL CUSTOMER: SUPERIOR CONSTRUCTION OWNER: GURGIT GOSAL UP WIMM? 23, 2016 U9 LOCATION: Gridley, CA 95948 CjVIL CAD SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE' IDATE 5/23/16- N.T.S. 1 A 15-B-34346 DET23 0 -�