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HomeMy WebLinkAboutB15-0617u A Garco Building /AS !- ® Systems A Division of Robertson-Ceco H. Corporation . ACCREDITED AC472 BUTTE COUNT' r MAR 2 3 2015 DEVELOPMENT SERVICES DESIGN PERMIT # T cFRVICEB BUTTE COUNTY DEVELOP�rIEN REVIEWED FOR PAC]FS:AG�E CODE OMPLIANCE C BY r �r DESIGN PACKAGE A BUILDER: Metal Building Outlet Corp CUSTOMER: PETE KING JOB NUMBER: 14-B-76396 TABLE OF CONTENTS r r Original Design Completed thru Change Order # 0 Revision History Update Date Rev # Reactions Reason for Revision Pages Revised Eng. 9 Revised Project Engineer: Mustapha Chreeide (Fairview) Checking Engineer: Samantha Fuentevilla Signing Engineer: Dustin Cole, P.E. Page Design Summar 1-8 Design Loads 9-16 Reactions 17-19 Seismic Design 19-21 r r Original Design Completed thru Change Order # 0 Revision History Update Date Rev # Reactions Reason for Revision Pages Revised Eng. 9 Revised Project Engineer: Mustapha Chreeide (Fairview) Checking Engineer: Samantha Fuentevilla Signing Engineer: Dustin Cole, P.E. • Systems, division of Rbberf" on.vCeco la;Corpo atiion 2714 S. Garfield Road Airway Heights, WA 99001-9595 r February 06, 2015 Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 14-B-76396 PETE KING Palermo, CA 30'-0" x 40'-0" x 12'-0" To Whom It May Concern: ACCREDITED AC472 Office: (800) 941-2291 (509)244-5611 Fax: (509) 244-2850 http://www.garcobuildings.com 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 Garco Building Systems. The attached design criteria information is to remain with and form part -of this Letter of Certification. The calculations and the metal building they represent are the product of Garco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Garco Building Systems Materials for Metal Buildings An NCI Company Dustin L. Cole, Vice President o 14-B-76396 Mailing Address: Garcon Building Systems 2714 S. Garfield Road Airway Heights, WA 99001 Page 1 of 2 Office: (800) 941-2291 (509) 244-5611 Fax: (509) 244-2850 Su'ild.in 9 'S stems UAdMo' of Ribbotiibn.•Ceco'l1C6Vp-diation: 2714 S. Garfield Road Airway Heights, WA 99001-9595 Building Code ....................... CBC 13 Risk Category ........................ II - Normal ACCREDITED AC472 Office: (800) 941-2291 (509)244-5611 Fax: (509) 244-2850 http://www.garcobuildings.com Roof Dead Load Superimposed .................... 2.000 psf Collateral ...................... 0.5 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)....... 1.0 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed ................ 110 mph Nominal Wind Speed (Vasd).......... 85.21 mph (IBC Section 1609.3.1) Wind Exposure Category ......... C ' Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 24.171 psf pressure -32.167 psf suction Other Areas 24.171 psf pressure -26.185 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) 1.00 Seismic Design Category......... D Soil Site Class .................. D Stiff Soil Ss .............................. 0.7500 g Sds ..... 0.6000 g Sl .............................. 0.3500 g Shc ..... 0.3967 g Analysis Procedure .............. Equivalent Lateral Force Column Line All All(Front) All(Back)' Basic Force Resisting System C4 B3 B3 Response Modification Coefficient (R) 3.25 3.25 .3.25 System Over -Strength Factor (Omega) 3.0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.185 0.185 •0.185. Design Base Shear in kips (V) Transverse 1.48 Longitudinal 1.31 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 14-B-76396 Page 2 of 2 Mailing Address: Office: (800) 941-2291 Garco® Building Systems Fax: (509) 244-2850 ` 244-5611 2714 S. Garfield Road Airway Heights, WA 99001 I u Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 FRAMING SUMMARY FOR King Muffler 7510 Occidental Palermo, CA 95968 PETE KING 7510 Occidental Palermo, CA 95968 14-B- BUILDING LAYOUT Width (ft)= 30.0 Length (ft)= 40.0 Eave Height (ft)= 12.0/ 12.0 Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )_ 2.0 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall (psf )= 2.0 Front.Sidewall(psf )= 2.0 Back Sidewall(psf )= 2.0 Roof Live Load {psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 0.5 Wind Speed (mph )= 110.0 Wind Code = CBC 13 (IBC 12) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 F Importance - Seismic = 1.00 Seismic Design Category= D Seismic-Coeff (Fa*Ss) _ 0.90 ------------------------------- t Designer Detailer : MC 2/ 6/15 1 2/6/2015 KING FRAMING SUMMARY: Roof 2/ 6/15 9:32am PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak-Set_Space- A Id Type Left Right Left ------- ------ ----- Right Rows Space Space Row ----- ---- 2 ZB 0.00 0.00 N ----- ----- N 3 ----- ----- 1.33 4.57 --- 3 3 ZB 0.00 0.00 N N 3 1.33 4.57 3 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space ------ ------ -----------..., 2 1 4.57 4.57 2 9.15 4.57 3 13.72 4.57 15.05 1.33 3 1 1.33 1.33 2 5.91 4.57 3 10.48 4.57 • 15.05 4.57 PURLIN & EAVE STRUT SIZE: ------------------------- Surface Bay-Purlin_Lap- IS_Flg Eave i Id Id Part Left Right Strap Strut ------- -----.------ ------ 2 1 8X25216 ------ ------ 2.00 0 -------- 8ES1L14 2 8X25Z16 2.00 0 8ES1L14 3 1 8X25216 2.00 0 8ES11,14 2 8X25Z16 2.00 0 8ES11,14 ROOF BRACING: ------------- Bay Attach_Locate Id Start End Type Part -------- Dia --- ------ ------ ----- 2 0.00 15.00 Cable WC4 ----- 0.250 15.00 30.00 Cable' WC4 0.250 BOLT AT EAVE STRUT: ------------------- Wall Frame _Line Lap ------- Bolt ------ Id Id Type Plate No. Type -Size Dia Washer ---- -- ---- ----- --- ----- 2 1 EW - 2 A325 ----- ------ 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 EW - 2 A325 0.500 0 4 1 EW -- 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 EW - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- Surf Line Ds ARoll No. 2 2/6/2015 GIRT LAYOUT: !j ------------ 3 2/6/2015 Id Id AntiRoll Type Id Purlin Purlin_Id ---- ---- " --------------------- -------------------------- 2 L_EW Clip w/gusset @001 1 3 2 RF •Clip w/gusset @004 1 3 2 R_EW Clip w%gusset @001 1 3 3• L_EW Clip w/gusset @001 1 1 3 RF Clip-w/gusset @004 1 1 3 R_EW Clip w/gusset @001 1 1 KING FRAMING SUMMARY: Left Endwall 2/ 6/15 9:32am RAFTER: Rafter Surf Id Id Part Length _ 1 2 8F35C12 15.05 2 -3 8F35C12 15.05 SPLICE: -Surface- ---Plate---. Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space 3 0.00 M 7.00 0.375 A325 0.625 3.50. 2 4.00 2 4.00 COLUMN: Column Grid Base_Clip_Bolts ---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type Dia 1 0.67 C 8F25C16 10.70 0 4 A325 0.625 2 15.00 B 8F25C16 11.89 0 4 A325 0.625 3 29.33 A 8F35C14 10.70 0 '4 A325 0.625 BASE PLATE: . Column-------Plate-----------------Bolt---------- Base ---Id- Type Width Length Thick Type Dia Gage Row Elev .1 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 - 2 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 3 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 OPENING LAYOUT: Open -----Bay----- -------- Opening_Size------ Id Id Offset - Width Height Sill Note 1 2 2.00 10.00 10.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 2 Jamb -L 2.00 0.00 8F25C16 13.08 Jamb -R 12.00 0.00 8F25C16 12.25 Header 10.00 2.00 8F25C16 10.00 GIRT LAYOUT: !j ------------ 3 2/6/2015 Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End --- ------ ---- Left Right Left Right Rot -------- ----- ----- 1 7.33 ZF 8X25Z16 0.00 15.00 ---- ----- ----- ----- Col Col 0.00 --- 0.00 D • 2 7.33 ZF 8X25Z16 0.00 2.00 Col Jamb 0.00 0.00 D 7.33 ZF 8X25Z16 12.00 15.00 Jamb Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia• --- ------ ---------------------- ----- 1 0.00 11.89 Cable WC4 0.250 KING FRAMING SUMMARY: Right -------------- Endwall 2/ 6/15 9:32am RAFTER: Rafter Surf Id Id Part Length 1 2 l0F25C14 15.05 2 3 l0F25C14 15.05 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: ' Column Grid Base_Clip_Bolts---Top_Bolts--- Id Offset Line Part Length No. Type Dia No. Type . Dia 1 0.67 A 8F25C16 10.53 0 4 A325 0.625 2• 15.00 B 8F25C16 11.72 0 4 A325 0.625 3, 29.33 C 8F25C16 10.53 0 4 A325 0.625 BASE PLATE: Column -------Plate------ ----------- Bolt --- =------ Base. Id Type Width Length Thick Type Dia Gage Row Elev ------ ---- ----- ------ ----- ----- ----- ----- ---- ----- 1 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0.00- 2 EB 7.00 -8.00 0.250 GR36 0.625 3.00 1 0.00 3 EB .7.00 8.00 0.250 GR36 0.625 3.00 1 0.00 GIRT LAYOUT: .� ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot • 4 i 2/6/2015 1 7.33 ZF 8X25Z16 0.00 15.00 Col Col 0.00 0.00 D --- ------ ---- ------ ----- ----- ---- ----- ----- ----- --- -2 7.33 ZF 8X25Z16 0.00 15.00 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WALL BRACING: , ------------- Bay Brace_Height Id Bot Top Type Part Dia 2 "0.00 11.72 Cable WC4 0.250 KING FRAMING SUMMARY: Front Sidewall 2/ 6/15 9:32am OPENING LAYOUT: Open -----Bay----- -------Opening_Size---- Id Id Offset Width Height Sill Note 1 1 2.00 3.33 7.17 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length 1 1 Jamb -L 2.00 0.00 8F25C16 12.00 Jamb -R 5.33 0.00 8F25C16 12.00 Header 7.17 2.00 .8F25C16 3.33 GIRT LAYOUT: ------------ Bay Bay_Offset --Support ----Lap---- 'Flg Id Locate Type .Part Start End Left Right Left.Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.33 ZB,, 8X25Z16 0.'00. 2.00 Col Jamb 0.00 0.00 D 7.33 ZB 8X25Z16 5.33 20.00" Jamb Col -0.00 1.00 D 2 7.33 ZB 8X25Z16 0..00 20.00 Col Col 1.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace Height Id. Bot ,Top Type Part Dia 2 0.00 12.00 Cable �WC4 0.250' KING FRAMING SUMMARY: Back Sidewall 2/.6/15 9:32am 40- 5 2/6/2015 • 6 2/6/2015 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 7.33 ZB --- ------ ---- 8X25Z16 0.00 20.00 -------- Col Col 0.00 1.00 D 2 7.33 ZB ----- ----- 8X25Z16 0.00 20.00 ---- ----- ----- Col Col ----- 1.00 0.00 --- D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ---=----- Bay Brace_Height Id Bot Top Type Part Dia. ----- ------ ------ 1 0.00 12.00 ---------------- Cable WC4 ----- 0.250 • KING FRAMING SUMMARY: Rigid Frame 1 2/ 6/15 9:32am LAYOUT: Type RF No. Line 1 " Frame Line Id 2 ' Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate_Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg ---- --- --- -------- ------ ------ ----- ----- ----- ----- -----� 1 1 1 11.35 5.00 10.00 14.00 0.134 0.250 0.250 2 2 2 13.24 5.00 10.00 10.00 0.134 0.250 0.250 3 3 3 13.24 5.00 10.00 10.00 0.134 0.250 0.250 4 4 4 11.35 5.00 14.00 10.00 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 0.375 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.375 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 . FLANGE BRACE: • 6 2/6/2015 ------------- Surf No. Id Locate Side Part Clip 2 1 1 L2X2X14G 2 3. 1 L2X2X14G 3 1 1 L2X2X14G 3 3 1. L2X2X14G BEARING STIFFENER: ------------------ Locate' Width- Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 S110E BOLT TABLE York Tab Bol w T m Yuk SP -1 4 4 B Affi S4 34 - 1/4. 3/4 Qr I."Iti s•+� -IV--2 Ur V- + 1/4• CiFiVtANCE + - RIGID FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES: ®` DQE msurm er oro ON Metal cutlet Corp 1. ILL BOLEW imm mm AmW-09 TWE 1 BODS CREITFR 1 OWEIFR IRE - L 6/1 MR ETH.7pt k6v9bODY Building S Al A115 N W¢ tllN nE� FOR ID390 Bradford Road WLg WM US01E0 CASTMOW Ails OR MBo8pu� a9E3a 2RB1. Fii�D6701BD na BE JLfAIf7AE0 BY IAD TIE tus YE1FIo0 aF FREE so ABS BE - Littleton, CO 80127 TV7B MKNMB GYHGim [7EIIf1L I Tai► TYPE TD®11 O BOLA OR OItEEf - , AND TBB011 MGO AS /LYFFGBIE m TIE k6PEELTTID AWOFRET O RAM 06'GIWDB 9B4CIDN RBp!<EIEIYIs FOR NE-TDSUSD ABs FYRt 511sICIU1tAl Airs 9IOd! 99 IEfIG TBRR-aP-wr mxon PRa6T. PDE DM0 �� �9 �* � FOE D� 910ESIEB. TRE COIOECIDIs 011 TI6 ARE IDT SP nBDY. YYATOk Plep G OEO® 2 ALL FEIB CWELTIbt6 IF 9)bF W RAM 9911 BE BODED EM Ails BODS 00 aoE SGIE n9S BUm D I A RAM SED MU tm 1 0sau 111 F1116E BWQS ON MUAM AND RAFU A9 SMY k/1E IDS I 1 A 14-8-76396 E6 0 4 8 2/6/2015 Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 STRUCTURAL DESIGN CALCULATIONS FOR King Muffler 7510 Occidental Palermo, CA 95968 PETE KING 7510 Occidental Palermo, CA 95968 14-B- BUILDING LAYOUT Width (ft)= 30.0 Length (ft)= 40.0 Eave Height (ft)= 12.0/ 12.0 Roof Slope (rise/12 )= 1.00/ 1.00 BUILDING LOADS Roof Dead Load (psf )_ 2.0 Wall Dead Load Left Endwall (psf )= 2.0 Right Endwall (psf )= 2.0 Front Sidewall.(psf )= 2.0 Back Sidewall(psf )= 2.0 Roof Live Load (psf )= 20.0 Frame Live Load (psf )= 12.0 Collateral Load (psf )= 0.5 Wind Speed (mph )= 110.0 Wind Code = CBC 13 (IBC 12) Closed/Open = C Exposure = C Internal Wind Coeff = -0.18, +0.18 Importance - Wind = 1.00 Importance -_,Seismic 1.00 Seismic Design Category= D Seismic Coeff (-Fa*Ss) = 0.90 ------------------------------- Designer : Detailer MC 2/ 6/15 9 2/6/2015 0 KING Design Loads For Building Components: 2/ 6/15 9:32am FRONT SIDEWALL: --------------- BASIC LOADS: • ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb ' 22.4 1.00 0.60 3.00 1.06 1.23 1.06 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long ` 19.5 -21.4 Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet BACK SIDEWALL: • --------------- BASIC LOADS: ----- Edge_Strip_Ratio--= Basic Wind -Load -Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.4 0.43 0.60 3.00 1.06 1.23 1.06 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long ; 19.5 -21.4 Girt/Header 24.2 -26.2 Panel 19.5 -21.4 Jamb 33.6 -22.4 Parapet LEFT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio--=- Dead Coll Live Snow Rain Basic Wind'Load_Ratio Zone C61/ ` Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 3.00 1.06 •1.23 1.06 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2._00 0.24 0.48 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct ' 19.5 -21.4 Column t 19.5 -21.4 Girt/Header ' 19.5 -21.4 Jamb ti 24.2 -26.2 -Panel 33.6 -22.4 Parapet 10 2/6/2015 33.6 -22.4 .. Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind 2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.33 -0.54 0.69 -0.18 0.33 -0.55 -0.65 0.00 2 -1.06 -0.63 -0.70 -0.27 -1.06 -0.63 -1.06 0.00 3 -0.63 -1.06 -0.27 -0.70 -0.63 -1.06 -0.63 0.00 4 -0.54 0.33 -0.18 0.69 -0.55 0.33 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow- Wind 1 Wind -2 Long_Wind Column -Wind No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 •0.00 1.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45. 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 14 0.60 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 18 0.60 0.00 0.00 0.00 0.00 0.00 .0.00 0.00 0.60 0.00 0.00. 0.00 0.00 0.00 0.00 0.60 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 24 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 25 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 26 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 27 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 28 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RAFTER DESIGN LOADS: Load--Add-Snow- No Id Dead Coll Live Snow Drift Slide Rain 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 10 0.600.00 0.00 0.00 0.00 0.00 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 Wind -1 Wind -2 Long Aux -Load Left Right Left Right Wind Seis Id Coef 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00- 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 11 2/6/2015 STEPPED LOAD COEFFICIENTS: 15.05 0.59 Basic Location No. ------------- 15.05 No. Load Use Id Step Locate Coef WINDLI - 2 2 15.00 1.00 WINDRI - 3 2 0.05 0.59 • WINDL2 R 2 2 15.00 1..00 WINDR2. R 3 2 0.05 0.39 WINDL2 C 2 2 15.00 1.00 WINDR2 C 3 2 0.05 0.59 RIGHT ENDWALL: -------------- • BASIC LOADS: Locate Coef Locate Coef 15.05 0.59 15.05 1.00 15.05 0.39 15.05 1.00 15.05 0.59 15.05 1.00 • _ 12 2/6/2015 ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind_ Load_ Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor width Girt Panel Jamb 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 3.00 1.06 1.23 1.06 • BASIC LOADS AT SAVE: Seis Seis Seis ---Torsion--- Dead Girt Load Wind Seismic 2.00 0.24 0.48 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind • Press Suct r 19.5 -21.4 Column 19.5 -21.4 Girt/Header 19.5 -21.4 Jamb 24.2 -26.2 Panel 33.6 -22.4 Parapet 33.6 -22.4 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind -1 Wind_2 Wind _2 Long Surface Id Left Right Left Right Left Right Wind Friction 1 0.33 -0.54 0.69 -0.18 0.33 -0.55 -0.65 0.00 2 -1.06 -0.63 -0.70 -0.27 -1.06 -0.63 -1.06 0.00 3 -0.63 -1.06 -0.27 -0.70 -0.63 -1.06 -0.63 0.00 4 -0.54 0.33 -0.18 0.69 -0.55 0.33 -0.65 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow- Wind 1 Wind -2 Long_Wind Column Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press -Wind Suct Seis SeiE 29 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 O.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 -0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 _0.00 0.00 0.45 0.00.0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75. 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.600.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0. GO 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60. 0.00 O.00 18 0."60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 • _ 12 2/6/2015 F7 L -A 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 O.00 22 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7( 23 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5- 25 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.-0 26 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5': 27 '1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.51: 28 0.52 0.00..0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C RAFTER DESIGN LOADS: Load--Add-Snow- Wind -1 Wind -2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 16 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 .0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 • 13 1.00 1.00 0.75 0.00 0.00. 0.00.0-.00 0.00 0.00 0.00 0-00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI -2 2 15.00 1.00 15.05 0.59 WINDR1 - 3 2 0.05 0.59 15.05 1.00 WINDL2 R 2 2 15.00 1.00 15.05 0.39 WINDR2 R 3 2 0.05 0.39 15.05 1.00 WINDL2 C 2 2 15.00 1.00 15.05 0.59 WINDR2 C 3 2 0.05 0.59 15.05 1.00 • ROOFDES: BASIC LOADS: Dead Coll Live Snow Rain Basic Wind _Load -Ratio Surface Seis % Load Load Load Load Load Wind Deflect Factor Friction Factor Snow • 2.0 0.5 20.0 0.0 0.0 22.4 0.43 0.60 0.00 1.000 0.00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct-Roof 16.0 -24.2 Purlins 0.0 -37.4 Gable Extensions • 16.0 -26.4 Panels 13.0 -2.5 -15.4 Long Bracing, Building 17.7 -5.6 Long Bracing, Wall Edge Zone 33.6 -22.4 17.9 Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: Wind Surf No. Zone --Purlin-- ---Panel--- • Id Id Zone Id Width Length Press Suct Press Suct 1 2 6 1 0.00 0.00 1.00 1.00 1.00 1.00 13 2/6/2015 0 0 0 0 0 0 0 0 3 0.00 3.00 1.00 1.18 1.00 1.68 4 3.00 0.00 1.00 1.18 •1.00 1.68 5 0.00 3.00 1.00 1.18 1.00 1.68 7 3.00 3.00 1.00 1.18 1.00 '2.53 8 3.00 3.00 1.00 1.18 1.00 2.53 3 6 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.18 1.00 1.68 5 0.00 3.00 1.00 1.18 1.00 1.68 6 3.00 0.00 1.00 1.'18 1.00 1.68 9 3.00 3.00 1.00 1.18 1.00 _2.53 10 3.00 3.00 1.00 1.18 1.00 2.53 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3 1 1 0.00 0.00 1.00 1.00 1.00 1.00 EDGE & CORNER ZONE WIND: LONGITUDINAL Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 PURLIN DESIGN LOADS: Surf --Load---Add Snow-' Wind Wind Aux_Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.0.0 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00' 0.00 0.60 0 0.00. 3 9 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 '1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0-.00 0 0.'00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 ` 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0' 0.00 BRACING DESIGN LOADS: --Load- --Add Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 •0.00 0.00 0.00 0.60 0.00 '0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 ..0 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0:00 0.00 0.00 0 X0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.06 1.06 0.75 0.00 0.00 0.00 0.00 .0.00 0.00 0.53` 0 0.00 11 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 '0.00 13 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 .0.00 14 0.52 0.00 0.00 0.00 0.00 0.00 0.00, 0.00 0.00 0.70 0 RIGID FRAME # 1: 14 2/6/2015 BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 12.0 0.0 0.0 22.4 0.43 0 BASIC LOADS AT EAVE: Seismic Weak -Axis L Weak -Axis R --Torsion----EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: Surf--Wind_1-----Wind-2--- Long -Wind Surface Id Left Right Left Right 1 2 Friction 1 0.25 -0.54 0.66 -0.13 -0.63 -0.63 0.00 2 -0.87 -0.55 -0.51 -0.19 -0.87 -0.55 0.00 3 -0.55 -0.87 -0.19 -0.51 -0.55 -0.87 0.00 4 -0.54 0.25 -0.13 0.66 -0.63 -0.63 0.00 DESIGN LOADS: -Load- -= 16 2/6/2015 ' 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0 0. 45 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 47 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0 0. 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0. • 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0. 50 0.60 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.00 0.00 0 0. 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0. 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00-0.60 0.00 0.00 0.00 0 0. 53 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.70 0.00 0 0. 54 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0. 55 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0., 56 1.08 1.08 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 O.i 57 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0.` 58 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0 0. 59 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0 0. 60 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 ,0.00 0 0. 61 1.06 1.06 0.75 0.00 0.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 62 1.06 1.06 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0 0. • 63 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0 0. 64 1.06 1.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 -0.00 0 0. 65 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0 0. 66 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0 0. 67 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0 0. 68 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0 0. • STEPPED LOAD COEFFICIENTS: Basic Surf No. ------------- ------------- ------------- No. Load Id Step Locate Coef Locate Coef Locate Coef . 4 WINDLI 2 2 15.00 1.00 15.05 0.63 WINDRI 3 2 0.05 0.63 15.05 1.00 WINDL2 2 2 15.00 1.00 15.05 0.37 WINDR2 3 2 0.05 0.37 15.05 1.00 16 2/6/2015 J KING Reactions, Anchor Bolts, & Base Plates: 2/ 6/15 9:32am - ----------------------------- ----- ----------Foundation_Loads(k )----- ---------- ----------------- Frame Col Max_Pos.Val Max_Neg_Val Anc._Bolt Base Line ----- Line Id Horz Vert Id Horz Vert ------ -- ----- ----- -- No. Diam Width -Plate Len Thick 1 ----- ----- C 8 0.0 -1.3 8 0.0 -1.3 --- 2 ----- 0.625 ----- 7.00 ----- 8.00 ----- 0.250 3 0.0 1.4 1 B 9 1.1 -2.3 '10' -1.0 -1.8 2 0.625 7.00 8.00 0.250 r 3 0.0 4.2 9 1.1 -2.3 1 A 11 0.0 -0.8 11 0.0 -0.8 2 0.625 '-7.00 8.00 0.250 3 0.0 1.5 3 A 12 0.0 -0.8 12 0.0 -0.8 2 0.625 7.00 8.00 0.250 3 0.0 1.4 3 B 8. 1.1 -2.4 13 -1.0 -1.8 2 0.625 7.00 8.00 0.250 3 0.0 4.2 8 1.1. -2.4 3 C 9 0.0 -1.3 9 0.0 -1.3 2 0.62.5 7.00 8.00 0.250 3 0.0 1.4 ----- 2 ------ -- ----- ----- -- ----- ----- C 1 2:0 2.8 2 -2.4 -2.2 --- 4 ----- 0.750 ----- .6.00 ----- 10.50 ----- 0.375 3 1.9 5.8 4 -2.3 -4.0 - 2 A 5 2.4 -2.2 6 -2.0 2.8 4 0.750 6.00 10.50 0.375 ----- 3 -1.9 5.8 7 2.3 -4.0 ------ -- ----- ----- -- ----- ----- --- ----- ---=- ----- ---- -7 --------------------------------------------------------------------- LOAD COMBINATIONS: ------------------ Id Combination ---- 1 ------------------------------ Dead+Collateral+0.75Live+0.45Wind_Rightl 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Live • 4 0.6Dead+0.6Wind_Leftl 5 0.6Dead+0.6Wind Right2 6 Dead+Collateral+0.75Live+0.45Wind_Leftl 7 0.6Dead+0.6Wind_Rightl 8 0.6Dead+0.6Wind Left2+0.6Wind Suction 9 0.6Dead+0.6Wind Right2+0.6Wind Suction 10 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl • 11 0.6Dead+0.6Wind_Su6tion+0.6Wind_Long2 12 0.6Dead+0.6Wind_Suction+0.6Wind_Longl 13 0.6Dead+0.6Wind_Pressure+0.6Wind_Long2 KINGBracing Reactions Report: ----------- 2/ 6/15 9:32am • BUILDING BRACING REACTIONS: --------------------------- ------Reactions(k )------- --- Wall- - Col ----Wind---- --Seismic--- Panel_Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic 17 2/6/2015 0 n L. EW 11, C ,B 1.08 0.90 0.37 0.31 F SW A 2 3 1.75 0.89 0.66 0.33 • R_EW 3 B C 1.08 0.89 0.37 0.30 B SW C 3 2 1.75 0.89 0.66 0.33 ---- ----------- ----- ----- ----- ----- ------ ------- Reaction values shown are unfactored. Maximum load combination factors are: , • Wind : 0.60 Seismic: 0.70 KING Additional Reactions Report: 2/ 6/15 9:32am 0 Rigid Frame Column Reactions(k ) Frame Col ----Dead--- Collateral ----Live--- Wind_Leftl Wind_Rightl' • Line ----- Line ------ Horz ----- Vert ----- Horz ----- Vert Horz Vert Horz Vert Horz Vert 2 C 0.3 1.1 10.1 ----- ----- ----- 0.2 1.6 4.5 ----- ----- -4.1 -7.7 ----- 0.9 ----- -4.2 2 A -0.3 1.1 -0.1 0.2 -1.6 .•4.5 -0.9 -4.2 4.1 -7.7 Frame Col Wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert • ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2 C -4.4 -4.7 0.7 -1.2 0.0 -7.5 -0.2 -6.2 -0.5 -.0.4 2 A -0.7 -1.2 4.4 -4.7 0.2 -6.2 0.0 -7.5 -0.5 0.4 Frame Col -Seis_Right -Seis_Long- Line Line 'Horz *Vert Horz Vert 2 C 0.5 0.4 0.0 -0.4 ' 2 ------------------------------------------------------------------------------ A 0.5 -0.4 0.0 -0.4 Endwall ----------------------------- Column Reactions(k ) Frame Col Dead Collat Live Wind_Leftl Wind_Rightl Wind_Left2 Line Line Vert Vert Vert Horz Vert Horz Vert Horz Vert ----- 1 ---- C ----- 0.2 ----- 0.03 ----- 1.2 ----- ----- ----- 1.1 -2.4 ----- 0.0 0.1 ----- 1.1 ----- a -2.4 " 1 B 0.5 0.1 3.6 0.0 -2.5 1.1 -4.4 0.0 -2.5• 1 A 0.2 0.03 1.2 0.0 -0.8 0.0 -1.5 0.0 -0.8 ' Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert •----- - - - - ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.0 0.1 0.00 0.00 0.0 •-1.4 0.1 -0.9 1 B 1.1 -4.4 -1.7 1.8 0.1 -3.5 0.0 -3.3 18 2/6/2015 •1 A 0.0 .-1.5 0.00 0.00 0.0 -0.8 0.0 -1.6 Frame Col Seismic -Left Seismic_Right. Line Line Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- _ 1 C 0.5 -0.4 0.0 0.4 1 B, 0.0 .0.4 0.5 -0.4 1 A 0.0 0.0 0.0 0.0 Frame Col Dead Collat Live Wind_Leftl wind_Rightl Wind Le£t2 Line Line Vert Vert Vert Horz Vert Horz Vert. Horz Vert 3 A 0.2 0.03 1.2 0.0 -1.5 0.0 -0.8 0.0" -1.5 3 B 0.5 0.1 3.6 1.1 -4.4 0.0 -2.5 1.1 -4.4 3 C. 0.2, 0.03 1.2 0.0 0.1 1.1 -2.4 0.0 0.1 Wind wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 t Line Line Horz VerHorz Horz Horz Vert Horz Vert 3 A 0.0 -0.8 0.00 0.00 _0.0 -1.6 0.0 -0.8 3 B 0.0 -2.5 -1.6 1.8 0.0 -3.3 0.1 -3.5 3 C 1.1 -2.4 0.00 0.00 0.1 -0'.9 0.0 -1.4 Frame Col Seismic -Left Seismic -Right Line Line Horz Vert Horz Vert 3 A 0.0 0.0 0.0 0.0 3 B 0.5 -0.4 0.0 0.4 3 C 0.0 0..'4 0.5 -0.4' ------------------------------------------=----------------------------------- KING Seismic Design Report: 2/ 6/15 9:32am. Building Data Code =IBC 12 -Length, = 40.00' Width = 30.00 Left Eave Height = 12.00 T Right Eave Height = 12.00 Seismic Formula ---------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.204 T(Braced Frame) Shear Force, E = Rho*V , (Rigid frame, endwallyframe, 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 V 19 2/6/2015 • 20 2/6/2015 Fa*Ss - 0.900 Zone/Design Category= D Ie = 1.000 S1 = 0.350 • Shc = 0.397 Sds = 0.600 Seismic Dead Load, W -------------------- Roof Dead+Collateral= 2.50 (psf ) Frame Dead = 2.00 (psf ) • Roof Total = 4.50 (psf ) Weight= 5.40 (k ) L_EW Dead 2.00 (psf ) Weight= 0.38 (k ) F_SW Dead = 2.00 (psf ) Weight= 0.48 (k ) R_EW Dead = 2.00 (psf ) Weight= 0.38-(k ) B_SW Dead = 2.00 (psf ) Weight= 0.48 (k ) Total = 7.12 (k ) • Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1847 W = 6.16 (k ) Force,. V = 1.14 (k ) Force, E = 1.48 (k ) Sidewall Bracing Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1847 W = 3.56 (k ) Force, V = 0.66 (k ) Force, Em = 1.31 (k.) Force, E _ 0.85 (k ) Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1847 W = 3.56 (k ) Force, V = 0.66 (k ) - Force, Em = 1.31 (k ) Force, E = 0.85 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1847 W = 2.00 (k ) Force, V = 0.37 (k ) Force, Em = 0.74 (k ) Force, E = 0.48 (k ) Right R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1847 W = 2.00 (k ) Force, V = 0.37 (k ) Force, Em = 0.74 (k ) Force, E = 0.48 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1847 Frame 1 W = 4.00 (k ) Force, V = 0.74 (k ) Force, E = 0.96 (k ) • 20 2/6/2015 End Plates Frame R = 3.25, Omega= 3.00 Total Base Shear Longitudinal Force, V = 1.31 (k ) -Transverse Force,.V = 1.48 (k ) t 21 2/6/2015 ,r Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 ANT I'"'. bu ttmou utv. uet/dds SITE PLAN Assessor's Parcel Number: 0 C 0 Cl Fo-1 — 0 ® [j] NS�RV-to Be CTIpN IN or- ,91 STR11Cra FOOTING o'o F §N ► EAS MnNS1WAL' !C s4ov� 06+ Permit # FORM NO DBP -3 ;ee attached- Minimum erosion controi and— -p ediment controls for projects disturbing less. T ian one acre,..---...» B U-tTTE { The 2013=bye , CEC, CFC, j F�,' I j CGBC ia EnergyCf71TI' Ihe jurisdictionStandards ectMAR 4.3 2015 ' j � l DEVELOVAUM SERVIEg V o Owner Name: Site Location: Contact name: Flood Zone: Scope of Work: Phone:_ Scale F'= PERMIT # air -060 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE._--70--� BY L, !: t � KABUELDING\Amira Revised forms for review 11-17-14\Fully revised forms and documents 12-01-14\DBP-03-Site_Plan-Paper_REV'D_8.13.14_AKM.doc Page 1 of 1 rocs � Butte bounty STRUCTURAL NOTES STRUCTURAL GENERAL NOTES AND SPECIFICATIONS: DIVISION 01 - GENERAL 1. The Engineer of Record only assumes responsibility for that which was prepared by the Engineer of Record. 2. Refer to Structural Cover Sheet for applicable structural codes. 3. The structure shown on these drawings is structurally sound only in its completed form. The contractor shall brace all earth, forms, concrete, steel, wood, masonry, to resist gravity, earth, wind and construction loads during - construction. 4. Contractor shall exercise proper precaution to verify all existing conditions and layout or work. Immediately notify Engineer of any discrepancies. Contractor is re- sponsible for any error "resulting from failure to exercise such precaution. 5. Any discrepancies, errors or omissions discovered in the contract documents shall be brought to the attention of the Engineer before proceeding with related work. Otherwise, the correction of such items is the respon- sibility of the contractor and/or subcontractor. 6. Where a detail, typical detail, section, typical section or a note is shown for one condition, it shall apply for all like or similar conditions unless otherwise noted. 7. Should structural conflicts occur affecting fit -up of structural material, contractor shall notify engineer. Under no circumstances should structural material be modified to accommodate fit -up without the engineer's approval. DIVISION 02 - CONCRETE Foundation Criteria: 1. Interior column footings have been designed for place- ment on original, undisturbed soil or compacted fill material of 1500 PSF minimum bearing capacity. 2. All fill areas shall be cleared and stripped of organic material under building or paving areas. Proof rolling of existing soil and compaction of fill material to 95% Standard Proctor shall be completed to within 12" of the bottom of the floor slab to a distance of 8'-0" outside y of building area before footing excavation is begun. The remaining 12" below the slab shall be compacted to 95% Standard Proctor. Parking areas shall be compacted to a minimum of 90% Standard Proctor. Any engineered. struct- ural fill shall be placed in 8" lifts, maximum. Concrete: 1. All concrete construction shall conform to ACI. 301, 12. Specifications for Structural Concrete for Buildings, ACI Building Code 318, ACI 322 and Guide for Concrete Floor and Slab Construction ACI 302.1R. ` 2. When hot or cold weather conditions exist during placement and curing of concrete that would impair the quality and strength of concrete, special measures shall be taken as specified in ACI 305 "Hot Weather Concreting" and ACI 306 "Cold Weather Concreting". 13. - 3. Structural concrete shall be as follows, unless other- wise noted, 28 day minimum compressive strength: a Footings & Foundations: 3500 PSI b Floor Slab: 3500 PSI Slump attained shall be 4" '(+/- 1"). Concrete for masonry filled cells may be' placed with 8" to 11" slump. 14. 4. Unless noted otherwise, details of concrete reinforcement and accessories shall be in.,accordance with ACI 315, Manual of Standard Practice for Detailing Reinforced Con- crete Structures and CRSI MSP -1, Manual of Standard Practice, latest edition. ` 5. Reinforcing steel shall conform to ASTM A615, grade 60, 15. and ASTM A616. 1 16. 6. Unless otherwise noted, reinforcing lap splices shall be ACI Ctass B splices using the following lap lengths: - 4 24" 5 30" 17. 7 42" 7. All welded reinforcing steel shall be` ASTM A706 and be 18. free of oil, scale, and rust. Welding of bars shall con- form to ANSI/AWS D1.4 "Structural Welding Code - Reinforc- ing Steel". - 8. Wire mesh shall conform to ASTM A185; minimum lap to be 6 inches. 19. 9. Provide corner bars at corners of concrete walls and footings.Size and spacing -of bars shall match size and spacing of longitudinal barsin walls or footings. 20. 10. Concrete slab and design criteria shall be as noted on the structural plans. 11. Place 6 mil (nom.) polyethylene vapor barrier under all building slabs on grade, lap 12„minimum. BUTTE COUNT' MAR 2 3 2015 3 DEVELOPMENT SERVICES PERMIT # BUTTE COU EV L ITS F = ' �? IEW D O' CODE COMPLIANCE DATE Slabs on grade shall be placed using strip placement. Sawed joints (noted as S.J. foundation plan) shall be cut as soon as possible after slab is able to support weight of saw and be cut without raveling. Sawing shall be performed within 4 to 12 hours and absolutely before 24 hours has passed from time after first placement. Saw joint nearest midpoint of strip first and then half -way between cuts next. Unless noted otherwise, minimum clear cover for rein- forcement shall be as follows: a. concrete cast against earth -3" b. formed concrete exposed to earth or weather - 1 1/2" for #5 bars and smaller, 2" for #6 bars and larger. Immediately upon final troweling of slabs, coat with curing compound which meets or exceeds ASTM C-309 "Liquid Membrane -Forming Compounds for Curing Concrete." Coverage shall not be less than 1 gallon per 160 square feet of slab area or more if recommended by curing compound manufacturer (minimum of 8 to 10 mils thick). Floors shall be finished to FF 35 and FL 25, minimum. Do not add calcium chloride or other salty compounds to concrete without specific authorization by Structural Engineer. In no case shall calcium chloride exceed 1 percent. Use Portland Cement Type I or II conforming to ASTM C150-92. Aggregates shall be normal weight conforming to . ASTM C33. For every vertical or horizontal bar discontinues by -an opening, one bar (min. of two bars) shall be added at the side of the openings. Slabs at corners of openings, cut- outs and penetrations shall be reinforced with 2-#4 (3-0" long) diagonals unless otherwise noted. Pipes, ducts, conduits, etc. shall not be placed in slabs unless approved by the engineer. (Place all pipes below slab). Concrete exposed to weather shall be air -entrained 3.0% to 5.0%. Interior slabs shall have air content of 0% to 3% maximum. 40' Out to Out of Concrete 20' 20' GENERAL NOTES: - Concrete: B As per CBC '13 and ACI — 318 00c A F2 p 00 F2 Loads: 1 Live Load = 150 p.s.f. (slab) _ — y ; Dead Load 62.5 p.s.f. (slab) 4IBP —B � I '• ,— ---=--� "— ---------- I BP—D BP—B I Slab is 5" thick resting on 4" I--- --t-- --= BP—G I Granular Fill. Reinforced with Fiber I I Mesh or 6x6 — W1.4xW1.4 W.W.F. #5 Hairpin I Design Strength: f'c = 3500 p.s.i. j5" Reinforced Concrete Slab I I over 4" Granular Fill. I I I Minimum Cover: ' I Reinforced with Fiber Mesh orI _ I Cast against earth = 3" N I 6x6—W1.4xW1.4 W.W.F. I=, E Exposed to earth or weather = 2" E w/ 6 mil Vapor Barrier I �" All other reinforcement = 1Y2" F2 F2 i F.F.E. 100'-0" I 0I I Reinforcement: fy = 60,000 p.s.i. o I I r' I All laps shall be 48 x bar 0 u.n.o. +, I BP—A_ BP—A I 3 18" --------I------------------------I # p r---------------- I _ I #4 — 24" BP—E Saw''JointBUTTE #6 - 36" 0 COUNTS MAR 2 3 2015 I sails: r _ 1 • Allowable Bearing 1500 p.s.f. ' 1 DEVELOPMENT I �j I I. SERVICES I ** Use a #5 bent bar® all •rigid I II frame baseplates. ( 1 BP—E BP—B 45.0' I — I — BP—D BP—G _I I BP—C I L---- — ---- ----- BUTTE COUNTY - - - - _ - - n BUILDING DIVISION - U_ U_ a a F2 F2 COMPLY WITH CALIFORNLA 00 ELECTRICAL CODE— AR77CLE 250 2' 3'-4" 14'-8" r YREQUIREMENTS FOR GROUNDING t AND BONDING FOUNDATION PLAN ,W Sa Metal Building Outlet Corp. SCALE: N.T.S. :, ; ' Q K. Pete King m` Oroville, CA 95966 Q 742' 0 AVWZp Date 2/20/15 Drawn By Scale N.T.S. RKJ AtjP P L I E D 447 JESSEN LANE, SUITE B ONCIV1�, STRUCTION CHARLESTON, sc 29492 INC. TISE PHONE (843) 849-0455 OF INC. FAX (843) 971-0589 '" FOUNDATION PLAN F 1 CONSULTING ■ ENGINEERING 0 INSPECTIONS 2'-6., V-63) 1 9 y. #4 Bent Bar @ 24" O.C. E.W. Column #4 Bent Bar @ 24" O.C. min. co ..— —0 -FFE1000 U #5 Bar @ 12" O.C. . . . . . . . .... 1-111 111111 , W Top & Bottom (o =11�= -4 IF =11. 1'" EL. B.O.F. 98'-0*-" 0 Ilk:I Ir EL. B.O.F. 98'-0" 2-#5 Bars Cont. 3-#5 Bars Cont, DETAIL A SECTION Q SECTION E TYE. SAW JOINT Scale: N.T.S. Scale: N.T.S. Scale: N.T.S. Scale: N.T.S. 0 0 Jt C*4 CL (L to 04 R.F. Column Base Plate G 8j" Hairpin #4 Bent Bar @ 24"�,`6.t- Granular Fill F.F.E. 100'-0. F.F.E. 100' —0" (0 0 7, EL. B.O.F. 98'-0" EL. B.O.F. 98'-0*:, 330 3" 3-#5 Bars Cont.''A.- 2'-601 5Z8 0 ANCHOR BOLT .,3-Z4'0 ANCHOR BOLT 1 "0 ANCHOR BOLT F1554 F1554 BUTTE COUNTY F1554 BUILDING DIVISION SECTION B SECTION Q APPROVED. Scale: N.T.S. Scale: N.T.S. Metal Building Outlet Corp- Pete King Oroville, CA 95966 p 7022"otk"� Date .2/20/15 Drawn By 0� Scale' N.T.S. RKJ IX4ERP P L I E D 447 JESSEN LANE, SUITE B ONSTRUCTION CHARLESTON, SC 29492 XPEHONE (843) 849-0455 Civil- SECTIONS / DETAILS- F2 TISE PHONE FAX (843) 971-0589 QF Q CONSULTING, 0 ENGINEERING 0 INSPECTIONS , f to ji. J a�..._�..... _....^,.i... _�.-•�.. _•_ _..♦_.....�-......~..mow_.._ ..,__........_.... � .r. ._w_ ,�. _ ...�-_ ....._ __r._._... ti..._. �. �.a.`.�...�..-_ t 7.;1 BUILDER/CONTRACTOR RESPONSIBILITIES DESIGN LOADING DRAWING INDEX DrawingValidity - These drawings, supporting structural calculations and design certification are based on the 9 PP 9 9 Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant 9 Y THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: ISSUE PAGE DESCRIPTION order documents as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are painted with one coat of shop primer meeting the CBC 3 ` manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Point Specification No. 15. All surfaces to receive shop primer are cleaned of 0 C1 COVER SHEET drawings may 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 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY Builder/Contractor i5 responsible for notifying the building authority of all changes to the order documents which SSPC-SP2 (Steel Structures Painting Council) prior to painting. The coat Of Shop primer i5 intended to protect the WITH THE REOUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 0 Fl ANCHOR BOLT PLAN result in changes to the drawings, supporting structural calculations and design certification. steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in the field pending erection should be kept free of the ground and so positioned as to minimize water -holding FRAME / ROOF DEAD LOAD 2.000 PSF 0 F2 ANCHOR BOLT REACTIONS Builder Acceptance of Drawings -Approval of the manufacturer's drawings and design data affirms that the packets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or SUPERIMPOSED 0 F3 ANCHOR BOLT DETAILS manufacturer has 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 COLLATERAL (LIGHTS) 0.5 PSF 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 0 El ROOF FRAMING PLAN 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 FRAME / ROOF LIVE LOAD 12/20.00 PSF 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 0 E2 FRONT SIDEWALL unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the RISK CATEGORY II - Normal Code Official Approval - 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) 0 E3 BACK SIDEWALL specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES SNOW LOAD 0 E4 LEFT ENDWALL is responsible for securing all required approvals and permits from the appropriate agency as required. GROUND SNOW LOAD (Pg) 0.0000 PSF Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 0 E5 RIGHT ENDWALL 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 FLAT ROOF SNOW LOAD (Pf) 0 PSF 0 E6 FRAME CROSS SECTION Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round SNOW EXPOSURE FACTOR (Ce) 1.0 0 DET1-16 STANDARD DETAILS compliance with the Metol 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 THERMAL FACTOR (Ct) 1.00 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 a minimum yield point erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. WIND LOAD Discrepancies - Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified asesnug-tightened joints, unless noted otherwise, in ULTIMATE WIND SPEED 110 MPH 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". WIND EXPOSURE CATEGORY C Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. TOPOGRAPHICAL FACTOR 1.0 Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated b the Builder Contractor or A E firm. Unless specific design criteria P Y Y / / P 9 The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 DRAWING STATUS concerning any interface between materials if furnished as a part of the order documents, the manufacturers or any special inspections (including inspection of the high strength bolts or field welds) as required during ZONE 4, COMPONENT WIND LOAD 5 IOFTZ assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility ❑ FOR APPROVAL of the Erector, Owner, Architect, or Engineer of Record. 24.171 PSF PRESSURE -26.185 PSF SUCTION Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts ZONE 5, COMPONENT WIND LOAD < tOFT2 THESE DRAWINGS, BEING FOR APPROVAL. ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL 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 _ 24.171 PSF PRESSURE -32.167 PSF SUCTION REPRESENTATION ONLY. THEIR PURPOSE IS TO 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 yore applied in general accordance with the applicable CONFIRM PROPER INTERPRETATION OF THE PROJECT 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 ZONES PER ASCE 7-10: FIG. 30.4-1 DOCUMENTS. ONLY DRAWINGS ISSUED by be used b others. AISC Code of Standard Practice Sept86 Section 7.12 Mar 05 Section 7.14 ( 7.12)() declares Or attests that the loads as designated Ore proper for the local provisions that m0 apply Or for site 9 P P P y PP y ZONES PRESSURES SHOWN ARE UN -FACTORED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED ' specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an RAIN INTENSITY AS COMPLETE. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. 5 -MINUTE DURATION, 5 -YEAR been designed according to the Building Code and specifications and the loads shown on this drawing.RECURRENCE (11) 4.0000 IN/HOUR 1:1FOR Modification of the building configuration, such as removing wall panels or braces, from that shown on theseThis project is designed using manufacture's standard serviceability standards. Generally this means that all 5 -MINUTE DURATON, 25 -YEAR CONSTRUCTION PERMIT 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 RECURRENCE (12) 6.0000 IN/HOUR THESE DRAWINGS, BEING FOR PERMIT, ARE BY 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 DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED building not indicated on these drawings. - SEISMIC LOAD AS COMPLETE. Safety Commitment -The Metal Building Manufacturer has a commitment to manufacture y g quality building X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond SEISMIC IMPORTANCE FACTOR (le) 1.00 components that can be safely erected. However, the safety commitment and job site practices of the erector this state. Ss 0.7500 SDs 0.6000 are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and accident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be Sl 0.3500 SDI 0.3967 ❑X FOR ERECTOR INSTALLATION standards, whether standard statutory customary, ry, should always be followed to help ensure worker safety. attached to the urlin web. This may not be appropriate for heavily concentrated loads. Any attached load in o excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using 517E CLASS D FINAL DRAWINGS FOR CONSTRUCTION. 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. D should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use SEISMIC DESIGN CATEGORY of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where FOR OUESTIONS OR ASSISTANCE applicable, are recommended. For purposes of determining lift requirements, no bundles supplied b the PP P P 9 q PP Y y ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE CONCERNING ERECTION CALL: manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual 303-948-2038 member weights of other structural members. If additional information is required contact the customer service TRANSVERSE LONGITUDINAL deportment. BUTTE ,�' FRONT BACK MONDAY - FRIDAY 7:30AM TO S:OOPM Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and BASIC FORCE RESISTING SYSTEM- C4 83 B3 I C;i FST y workmanship of .the foundation. Anchor rod plans prepared by the manufacturer are intended to show only R. PONSE MODIFICATION COEFFICIENT(R) 3.25 3.25 3.25 ENGINEERING SEAL location, diameter and projection of the anchor rods required to attach the Metal Building System to the J TEM '. OVER -STRENGTH FACTOR FACTOR(Q0) 3.0000 2.0000 2.0000 foundation. It is the responsibility of the end customer to ensure that adequate provisions ore made for 2 3 2015 specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete .SE MIC RESPONSE COEFFICIENT(Cs) 0.165 0.185 0.185 THIS CERTIFICATION COVERS PARTS MANUFACTURED 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 B G DESIGN BASE SHEAR (V) 1.48 (k) 1.31 (k) DEVELOPMENT AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, and A3) T 71.1E TRANSVERSE DIRECTION IS PARALLEL T( THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE BUILDING. SERVICES THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES THESE DRAWINGS AND THE METAL BUILDING SYSTEM Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metol THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar BASIC FORCE RESISTING SYSTEM- OF NCI GROUP, INC. - 10943 N. SAM HOUSTON and grout.- C4. STEEL ORDINARY MOMENT FRAME PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL PERMIT # B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED Debris Removal - An foreign debris SUCK as Sawdust, dirt, animal droppings, etc. will Cause corrosion of the Y 9BUTTE C�U E� N •SE VICES STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. roof, gutters, trim, etc. if left on building surfaces for D long enough time. The roof should be periodically REVIEWED FOR G2. INVERTED PENDULUM SYSTEMS inspected for such conditions and if found, they should be removed. CODE COMPLIANCE CANTILEVERED COLUMN SYSTEMS DATE T-> I is ---By BUILDING SIZE: 30'-0" x 40'-0" x 12'-0" 1.0:12 ISSUE DATE DESCRIPTION BY CK'D D Metal B u i I d i n g Outlet Corp 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH' MCC �C L' 10390 Bradford Road Cp Ej y-04 Littleton, CO 80127 " PROJECT: u C72875 PETE KING A EXp, Z CUSTOMER: KING MUFFLER OWNER: PETE KING *� 15 *' 0216 //10/10/ 5 LOCATION: OROVILLE, CA 95966 C f V 14 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �� Rev. 8/12/14 2/ 7/15 N.T.S. 1 A 14-B-76396 C1 CSF o T O' Dia= 5/8" 1 40'-0" OUT -TO -OUT OF STEEL 3 0 No= 3/4" 20'-0" ?® 20'-0" Dia=1" co � r X -Bracing c'� o 1016 ® ® I ®® o ®® Bn C D C 7 W N O m I N - m d' I o B vA o o a A2o11 B 'icli 2-011 EE y , Q ' I O M O O • � [ 0 � - E - j v [o - M A O I D A �� of F C ®T® y 0 ®® .B 0 00 eo X -Bracing 0o 4„ 1'-8" 3'-4" 14'-8" BUTTE COUNTY BUILDING DIVISION 20'-0" 20'-0" APPROVED ANCHOR BOLT PLAN ISSUE DATE DESCRIPTION BY CK'D DSC Metal B u i I d i n g Outlet Corp 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC -Y 10390 Bradford Road Littleton, CO 80127 p C72875i r PROJECT: PETE KING Exp. 06/30016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 CIV1\- 9%OF, CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE. 2/ 7/i5 N.T.S. 1 A 14—B-76396 CAti-�F� F1 0 NOTES FOR REACTIONS BUILDING REACTIONS ARE BASED ON THE FOLLOWING BUILDING DATA: WIDTH (FT) LENGTH (rT) EAVE HITIH ROOF SLOPE rF a/12) DEAD LOAD sf) COLLATERAL L AD (psf) ROOF LIVE LOAD (psf) FRAME LIVE LOAD (sf)) ROOF SNOW.LOADps GROUND SNOW LO (pl)sf) WIND SPEED (MPH) WIND CODE EXPOSURE CLOSED/OPEN IMPORTANCE - SEISMIC SEISMIC ZONE = 30 = 40 = 12 / 12 = 1.0:12 / 1.0:12 = 2.000 = 0.5 = 20.00 = 12 =0 = 0.0000 = 110 = CBC 13 =C = Closed 1.00 2 Q Q ( COLUMN UNE, = D H I H I IV IV ANCHOR BOLT SUMMARY RIGID FRAME: Dia Proj Qty Locate (in) Type (in) O 8 Jamb 5/8" F1554 2.00 O 12 Endwall 5/8" F1554 2.00 0 8 Frame 3/4" F1554 2.50 ® 8 WindBent 1" F1554 3.00 RIGID FRAME: ANCHOR BOLTS & BASE PLATES Frm Col Anc._Bolt Bose -Plate (in) Grout Line Line Qty Dia Width ' Length Thick (in) 2 C 4 0.750 6.000 10.50 0.375 0.0 2 A 4 0.750 6.000 10.50 0.375 0.0 GENERAL NOTES RIGID FRAME: BASIC COLUMN REACTIONS (k ) Frame Column -----Dead-----Collateral- ----- Live ------ Wind_LeftI--Wind_Righti- --Wind_Left2- 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS 2 C 0.3 1.1 0.10.2 1.6 4.5 -4.1 -7.7 0.9 -4.2 -4.4 -4.7 OR'DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS 2 A -0.3 1.1 -0.1 0.2 -1.6 4.5 -0.9 -4.2 4.1 -7.7 -0.7 -1.2 WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED UN-FACTOREDN. FOR EACH LOAD frame Column-Wind_Riyht2- --Wind_Lon 1--Wind-Long2- -Seismic-Left Seismic -Right -Seismic-Long GROUP APPLIED O THE COLUMN. THE FOUNDATION ENGINEER' Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert A WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE 2 C 0.7 -1.2 0.0 -7.5 -0.2 -6.2 -0.5 -0.4 0.5 0.4 0.0 -0.4 REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND 2 A 4.4 -4.7 0.2 -6.2 0.0 -7.5 -0.5 0.4 0.5 -0.4 0.0 -0.4 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD Wind Wind COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD Frm Col Dead Collat Live Wind_Left1' Wind_Ri htt Wind_Left2 9 Wind_Ri ht2 Press Suct 9 REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER Line 'Line Vert Vert Vet Horz Vert Horz Vert Horz Vert Harz Vert Harz Harz TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER I C 0.2 0.0 1.2 1.1 -2.4 0.0 0.1 1.1 -2.4 0.0 0.1 0.0 0.0 DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION I B 0.5 0.1 3.6 0.0 -2.5 1.1 -4.4 0.0 -2.5 1.1 -4.4 -1.7 1.8 DESIGN 1 A 0.2 0.0 1.2 0.0 -0.8 0.0 -1.5 0.0 -0.8 0.0 -1.5 -0.8 0.9 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE 3 A 0.2 0.0 1.2 0.0 -1.5 0.0 -0.8 0.0 -1.5 0.0 -0.8 0.0 0.0 DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE 3 B 0.5 0.1 3.6 1.1 -4.4 0.0 -2.5 1.1 -4.4 0.0 -2.5 -1.6 1.8 TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE 3 C 0.2 0.0 1.2 0.0 0.1 1.1 -2.4 0.0 0.1 1.1 -2.4 0.0 0.0 ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING Frm Col Wind -Longi Wind_Long2 Seis_Left Seis_Right MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR Line Line Harz Vert Harz Vert Harz Vert Harz Vert THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION 1 C •0.0 -1.4 0.1 -0.9 0.5 -0.4 0.0 0.4 EMBEOMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF 1 B 0.1 -3.5 0.0 -3.3 0.0 0.4 0.5 -0.4 THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION 1 A 0.0 -0.8 0.0 -1.6 0.0 0.0 0.0 0.0 DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE 3 A 0.0 -1.6 0.0 -0.8 0.0 0.0 0.0 0.0 BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF 3 B 0.0 -3.3 0.1 -3.5 0.5 -0.4 0.0 0.4 .THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 3 C 0.1 -0.9 0.0 -1.4 0.0 0.4 0.5 -0.4 IT .IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. Frm' Col Anc._Bolt Base -Plate (in) Grout (UNLESS NOTED) _ Line Line Qty Dia Width Length Thick (in) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS - _ NOTED OTHERWISE. 1 C 2 0.625 7.000 8.000 0.250 0.0 1 B 2 0.625 7.000 8.000 0.250 0.0 1 A 2 0.625 7.000 8.000 0.250 0.0 BUILDING BRACING REACTIONS 3 A 2 0.625 7.000 8.000 0.250 0.0 + 3 B 2 0.625 7.000 8.000 0.250 0.0 f Reactions (k) Panel -Shear 3 C 2 0.625 7.000 8.000 0.250 0.0 -Wall - Col -Wind ---Seismic - (Ib/ft Loc Line Line Harz Vert Horz Vert Wind S eis BUTTE COUNTY V L_EW 1 C,B 1.1 0.9 0.4 0.3 BUILDING DIVISION F_SW A 2,3 1.8 0.9 0.7 0.3 R_EW 3 B,C 1.1 0.9 0.4 0.3 B_SW C 3,2 1.8 0.9 0.7 0.3 6� APPROVED ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION Metal Building Outlet Corp o� 10390 Bradford Road Littleton, CO 80127 q �n PROJECT: PETE KING C72875 Exp. 06130/2016 ;USTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 CIII v'V CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q�oF CALF 2/ 7/15 N.T.S. 1 A 14-B-76396 I F2 0 . J Dia= 5/8" 0 a m • _ J DETAIL A W DETAIL E .. Dia= 5/8" Dia= 5/8" Sw 3 1/2". 8" N -1 O I O co 4" E F ---l^ 1 O N _ _ L. O J LJ 2" Sw a 1 3/4" See Plan DETAIL B DETAIL F Dia 5/8" 7�" — { Dia= 1 10" SW .. I � O 0o O I O 4" LJ o0 8' N Sw 10 W DETAIL C DETAIL G Dia= 3/4" —T- 010 T0IX% 4" _ISI I_ 3" 2" + 2" 8 1/4- Sw /4"Sw See Plan DETAIL D Framed Opening Width 1 3/4 1 3 4 Mo EqualQEqual N gRompSteel Line + (If Required) ARDi Framed Opening AR Layout 5 8" . s r SUE DATE DESCRIPTION B' 0 2/ 7/15 FOR ERECTOR INSTALLATION HF 1 BUTTE COUNTY BUILDING DIVISION APPROVE® Metal Building Outlet Corp o, 10390 Bradford Road Jy'(%N L. Cp Littleton, CO 80127C72875 O m PROJECT: PETE KING A Exp. 0613012016 :USTOMER: KING MUFFLER OWNER: PETE KING 02/10/155 02/1 LOCATION: OROVILLE, CA 95966 C'vt i 9%L`OF CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 7/15 N.T.S. 1 A 14—B-76396 F3 C 0 7 -T c M A PURLIN LAP 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. • l 40'-0" OUT—TO—OUT OF STEEL 2'-1 3/4 2'-1 3/4" ROOF FRAMING PLAN ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION O in F52-8 8 (14) M MEMBER TABLE ROOF PLAN ROOF MARK PART LENGTH P-1 8X25Z16 22 —1 1 P-2 8X25Z16 22'-1 1 E71 BESIL14 19'-11 E-2 BESIL14 19'-11 E-3 8ES1L14 19'-11 CB -7 ra_a 1/4" CABLE i /A" rAAI c 23'-10" 9Y_I i" W � ROOF BUTTE COUNTY SHEETING BUILDING DIVISION PANELS:' 26 Go. PR BAPPRED APPROVED Galvalume Op Metal Building Outlet Corp %o 10390 Bradford Road Littleton, CO 80127 p m C%Z875 �i PROJECT: PETE KING Exp, 06/30/2016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 C..v'v q%OF CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE C�`Ft0` 2/ 7/15 N.T.S. 1 A 14—B-76396 E1 0 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. 40'-0" OUT -TO -OUT OF STEEL 2 4.• 20'-0" 20'-0" E 7 E I of EC -3 RF1-1 EC -4 ! 2'-0" 3'-4" 14'-8" GIRT 1'=1 3/4," LAPS 1'-1 3/4' SIDEWALL FRAMING: FRAME LINE A. ' F2955 -B BUTTE COUNTY. o MEMBER TABLE ^- FRAME LINE A BUILLAING®®IVg ISION MARK PART LENGTH DJ -3 81`25C16 11'-3 1/4" _ SIDEWALL SHEETING & TRIM: FRAME LINE `A DFI-2 8F25C16 3'-4" E-1 8ESIL14 -- E-2 BESIL14 19'-11 1/2" ISSUE DATE DESCRIPTION G-5 8X25Z16 1'-9° 0r1i, G-6 8X25Z16 15'-7" 0 2/ FOR ERECTOR INSTALLATION G-7 8X25216 21'-1 1/2" -Y CB -5 1/4 CABLE — I 23'-0' ... .. 10390 Bradford Road Littleton, CO 80127 q m, M _F1 81 PROJECT: PETE KING EXp, 0613012016 A CUSTOMER: KING MUFFLER i 4 N �'. LOCATION: OROVILLE, CA 95966 CjUtLQ CAD DATE SCALE PHASE 00 0o SHEET NUMBER ISSUE 0c C�`E .. 2/ 7/15 N.T.S. 1 A 14—B-76396 E2 0 BUTTE COUNTY. o MEMBER TABLE ^- FRAME LINE A BUILLAING®®IVg ISION MARK PART LENGTH DJ -3 81`25C16 11'-3 1/4" _ SIDEWALL SHEETING & TRIM: FRAME LINE `A DFI-2 8F25C16 3'-4" E-1 8ESIL14 19'-111/2" E-2 BESIL14 19'-11 1/2" ISSUE DATE DESCRIPTION G-5 8X25Z16 1'-9° 0r1i, G-6 8X25Z16 15'-7" 0 2/ FOR ERECTOR INSTALLATION G-7 8X25216 21'-1 1/2" -Y CB -5 1/4 CABLE — I 23'-0' ... .. BUTTE COUNTY. o BUILLAING®®IVg ISION F407 APS" R®b E® SIDEWALL SHEETING & TRIM: FRAME LINE `A PANELS: 26 Ga. PR - Light Stone ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Corp 0r1i, 7/15 0 2/ FOR ERECTOR INSTALLATION HPD EH MC -Y 10390 Bradford Road Littleton, CO 80127 q m, C72875 PROJECT: PETE KING EXp, 0613012016 A CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 �'. LOCATION: OROVILLE, CA 95966 CjUtLQ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 0c C�`E .. 2/ 7/15 N.T.S. 1 A 14—B-76396 E2 0 40'-0" OUT -TO -OUT OF STEEL 2 20'-0" Y 20'-0" EC -6 RF14 0� EC -1 GIRT 1'-1 3/4' LAPS 1'-1 3/4' SIDEWALL FRAMING: FRAME LINE C F2955 -B 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. — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — BX25Z16 21'-1 1 2" G-8 BX25Z16 21-1 1/2" CB -5 1/4" CABLE 23'-01, - CB -6 1 4 CABLE 21'-9" o 0 2/ 7/15 FOR ERECTOR INSTALLATION 10390 Bradford Road M 00`lllsl�' Qy��N Littleton, CO 80127 072875 PROJECT: PETE KING A Exp. 06130/2016 f CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 1' MEMBER TABLE FRAME LINE C MARK PART LENGTH E-2 8ESIL14 19 -11 1/2 E-3 8ESIL14 19'-11 1 2° G-7 BX25Z16 21'-1 1 2" G-8 BX25Z16 21-1 1/2" CB -5 1/4" CABLE 23'-01, - CB -6 1 4 CABLE 21'-9" o 0 2/ 7/15 FOR ERECTOR INSTALLATION n Li BUTTE rnHNTY BUILDING DIVISION F407 - _ APPROVED SIDEWALL SHEETING & TRIM: FRAME LINE 'C ' PANELS: 26 Go. PR - Light Stone ISSUE DATE DESCRIPTION BY C Metal HPD EHH MC MC B u i I d i n g Outlet Corp o 0 2/ 7/15 FOR ERECTOR INSTALLATION 10390 Bradford Road 00`lllsl�' Qy��N Littleton, CO 80127 072875 PROJECT: PETE KING A Exp. 06130/2016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 1' LOCATION: OROVILLE, CA 95966 C V 1L a�P q%OF CAD F DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE CA1 �F 2/ 7/15 N.T.S. 1 A 14-13-76396 E3 0 12 RAI - I 7 30'-0" OUT -TO -OUT OF STEEL RA1-i C eJ ] ] C EC -1 EC -2 EC -3 I2'-0" 10'-0' ENDWALL FRAMING: FRAME LINE 1 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. BOLT TABLE FRAME LINE 1 LOCATION I WASH _ UAN TYPE DIA LENGTH ER -1 ER -2 8 8 A325 5 8 2 USE (1) HARDENED Columns/Rof 4 4 A325 5/8;; 1 3/4 Jamb 2 2 A325 5 8 1 3/4" WASHER PER EACH MEMBER TABLE 5/8"0 BOLTS A325 AND UP. FRAME LINE 1 MARK PART LENGTH TYP.UNLESS NOTED EC -I EC -2 BF25C16 8F25C16 10-7 3 8 11'-7,1/8" EC -3 8F35C14 10'-9' ER -1 8F35C12 15'-1 1/16 ER -2 8F35C12 15'-1 1/16 DJ -1 8F25C16 11'-7 11/16„ DJ -2 8F25C16 10'-9 11/16” DH -1 8F25C16 10'-0" G-1 BX25Z16 13'-8" - G-2 BX25Z16 1'-9" G-3 BX25Z16 1'-5" CB -1 1/4" CABLE 18'-2" ltjjj) n �„li J n �A) CB -2 1/4 CABLE 17'-8" FLANGE BRACE TABLE 8„ FRAME LINE 1 1„� Q1„ DID MARK ILLNGTH 12 12 F1 60-B 12 1 F629.3 12'-5 1/4 F765 F764 0 F764 F765 CONNECTION PLATES 0 FRAME LINE 1 _ — — _ ❑ ID I MARK PART \ — o 0000 — i NF981 F481 — N `l j 1 I SC -5 °°� • N -, 0 F407 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Go. PR - Light Stone BUTTE COUNTY BUILDING DIVISION APPROVED UE DATE DESCRIPTION BY CK'D DSC Metal B u i I d i n g Outlet Corp o, 7/15 I 2/ FOR ERECTOR INSTALLATION ' HPD EH MC 10390 Bradford Road Littleton, CO 80127 a C728755 PROJECT: PETE KING Exp. 06/301201602/10/15 CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 C f V 1L a�P j\- CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q%oF 2/ 7/15 N.T.S. I A 14—B-76396 E4 C 0 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. 30'-0" OUT—TO—OUT OF STEEL A B C 14'-4" 14'-4" 12 RAI—I RAI -1 C EC -4 EC -5 ENDWALL FRAMING: FRAME LINE 3 %1" 12 _F 1^ B 0 EC -6 Y 12 BOLT TABLE BUILDING DIVISION _ FRAME LINE 3 APPROVED ENDWALL SHEETING & TRIM: FRAME. LINE 3 LOCATION WASH QUAN TYPE DIA LENGTH USE (1) HARDENED Colum sRRot 4 4 A325 5/8" 1 3/4" 8„ 1 WASHER PER EACH Q o MEMBER TABLE 0 2/ 7/15 FOR ERECTOR INSTALLATION 12 5/8"0 BOLTS A325 AND UP. FRAME LINE ART 10390 Bradford Road LENGTH TYP.UNLESS NOTED EC -4 EC -5 8F25C16 8f25C16 —U --5--3/—k 11'-5 1/8" EC -6 8F25C16 10'-5 3/8" PROJECT: PETE KING ER -3 1OF25C14 15'-1 3/16" CUSTOMER: KING MUFFLER ER -4 IOF25C14 15'-1,3/16" G-1 8X25Z16 13'-8' G-4 8X25Z16 13'-11 3/4" SCALE PHASE CB -3 .1/4" CABLE 17'-7" ISSUE or C�`F rR—d 1/d" rApiF 1A'-1" 0 EC -6 Y 12 BUTTE COUNTY BUILDING DIVISION F407 y APPROVED ENDWALL SHEETING & TRIM: FRAME. LINE 3 PANELS: 26 Go. PR — Light Stone t ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Corp Q o 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC 10390 Bradford Road Littleton, CO 80127 4 `m C72875 PROJECT: PETE KING A Exp. 0613012016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 cjvji- aQ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE or C�`F 2/ 7/15 N.T.S. 1 A 14-8-76396 E5 0 - N N BUTTE COUNTY BUILDING DIVISION F407 APPROVED ENDWALL SHEETING & TRIM: FRAME. LINE 3 PANELS: 26 Go. PR — Light Stone ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Corp Q o 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC 10390 Bradford Road Littleton, CO 80127 4 `m C72875 PROJECT: PETE KING A Exp. 0613012016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 cjvji- aQ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE or C�`F 2/ 7/15 N.T.S. 1 A 14-8-76396 E5 0 SPLICE BOLT TABLE Qty 9 USE (1) HARDENED Mark Top Bot Int Type Dia Length 4 4 0 A325 3/4" 2" WASHER PER EACH OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) 5/8"0 BOLTS A325 AND UP. FBxxA(1): xx=length(in) A L2X2X14G TYP.UNLESS NOTED — 14'-234" 26 Go. PBR, Golvalume 3p4'-678„ 12 r F52 -B 4,}� -�14,�- F630A 1 _ F8330A(l) MEMBER TABLE - I i� I . I , Mark Web De lh 5tort End Web Plate Thick Len th Outside Flange W x Thk x Length Inside Flange W x Thk x Length RFI -1 10.0/.14.0 RF1-2 10.0/10.0 0.134 0.134 137.0 157.8 5 x 1/4" x 135.8 5 x 1/4" x 22.6 5 x 1/4" x 156.9 5:x 1/4" x 1,23.2 5 x 1/4"-x 156.9 APPROVE® Metal 14.-2 3/4 36 718" 8 1/4" 1'-2 1/2" GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS 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 AS 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 SLIP CLHiCAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN LV -G 1 L CLEARANCE + - . 30'-0" OUT -TO -OUT OF STEEL RIGID FRAME ELEVATION: FRAME LINE 2 ISSUE DATE DESCRIPTION . 0 2/ 7/15 FOR ERECTOR, INSTALLATION 12 I - I i� I . I , 1'-2 1/2- I I I 8 1/4" BUTTE COUNTY A BUILDING DIVISION APPROVE® Metal Building Outlet Corp o 10390 Bradford Roadq�N �" 5 co Littleton, CO 80127 o C72875 PROJECT: PETE KING .a Exp. 0613012016 CUSTOMER: KING MUFFLER OWNER:. PETE KING 02/10/15 � LOCATION: OROVILLE, CA 95966,9 C I V tv CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 7/15 N.T.S. 1 A 14—B-76396 E6 0 Steel Line (1) #iB 1/4° (2) 1/2" x. 1 1/4" AM Bolts 0 0' RA1 --/ 0 0 Rake Angle EW Rafter Purlin Flange Brace (At Each Purlin) 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) A5 SECTION THRU COLD FORMED RAFTER EW Girt EW Column Purlin A (2)1 /2"x l 1/4" A325 M. Bolts Anti—Roll Clip 3/16' Plate. EW Rafter Rafter Purlin Clip 2" 2" 3/16" Plate of Rafter Purlin Clip OO • Purlin Clip f 3/16" Plate 3/16" Plate Anti—Roll ClipAnti—Roll Clip 3/16' Plate ® 3/16" Plate 21 3 16" 3 3/16" 3 3/16" 3 Cold Formed Rafter Main Frame Rafter Section A Section A (Typ'x)2 A325 Bolts ) (U.N. x 1 1 /2" A325 Bolts (Typ. U.N. on Endwall Drawing) Refer To Endwall Drawing ANTI PURLIN ANTI -ROLL CLIP 64 ENDWALL COLUMN TO RAFTER B 1 6 CORNER COLUMN TO ENDWALL RAFTER A EW Girt " Corner Column � I CD $ j Door Jamb 16N i Welded --- Clip --- Welded Clip — i a ® Endwall Corner Column Girt a SW Girt o � SWelde L ---------Welded PlateSC-5 Sheeting d Plate EW Girt Clip Clip SC -123 w/(3) #16 FASTENER UTTE COUNTY 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4"•A325 Bolts (*) = Refer To Anchor Bolt (Typ.) (U.N.) (Typ.) (U.N.). (Typ.) (U.N.) Plan BUILDING DIVISION 2 APPROVED C4 CEE ENDWALL COLUMN TO WALL GIRT CORNER COLUMN TO WALL GIRT % ROTATED CORNER COLUMN TO WALL GIRTS E5 BASE PLATE FOR DOOR JAMB ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Corp V 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC 10390 Bradford Road J��\N L. co Littleton, CO 80127 PROJECT:' PETE KING O C72875116 m CUSTOMER: KING MUFFLER OWNER: PETE KING Exp. Z 02//10/10/ 5 15 � - LOCATION: OROVILLE, CA 95966 civl\. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q%OF CN-�Fp� 2/ 7/15 N.T.S. 1 A 14—B-76396 DET 0 * PART APPLICATION SC -5 8" Girt Depth SC -54 10" Girt - Depth SC -55 12" Girt Depth � I CD $ j Door Jamb 16N i Welded --- Clip --- Welded Clip — i a ® Endwall Corner Column Girt a SW Girt o � SWelde L ---------Welded PlateSC-5 Sheeting d Plate EW Girt Clip Clip SC -123 w/(3) #16 FASTENER UTTE COUNTY 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4"•A325 Bolts (*) = Refer To Anchor Bolt (Typ.) (U.N.) (Typ.) (U.N.). (Typ.) (U.N.) Plan BUILDING DIVISION 2 APPROVED C4 CEE ENDWALL COLUMN TO WALL GIRT CORNER COLUMN TO WALL GIRT % ROTATED CORNER COLUMN TO WALL GIRTS E5 BASE PLATE FOR DOOR JAMB ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Corp V 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC 10390 Bradford Road J��\N L. co Littleton, CO 80127 PROJECT:' PETE KING O C72875116 m CUSTOMER: KING MUFFLER OWNER: PETE KING Exp. Z 02//10/10/ 5 15 � - LOCATION: OROVILLE, CA 95966 civl\. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE q%OF CN-�Fp� 2/ 7/15 N.T.S. 1 A 14—B-76396 DET 0 End Plate "C" Endwall Width Varies Rafter Roof EW Column Purlin Flange Brace Clip A O O Flange Brace RF Column aLo`> o� (As Required) Additional 0 0 0 I o 0 _____ 0 ____ _--- 0 Flange Brace (As Required) L-- — _ O O o •Additional , �.-----------io---------- --o i Flange Brace .,\\` �\ o °�o,� o m o E I I I O o I I (As Required) . Flange Brace o 0 o L o— —o J i RF Rafter -- -- - - - - �y�\�/i I Wall Girt Endwall Column Flange Brace Clip Section "A" O = Refer To Anchor Bolt See Endwall Drawing -1/2" x 1 1/4"• A325 Bolts 1/2" x 1 1/4" A325 Bolts Plan For Bolt Dia. And. Type. s (Typ.) (U.N.) (Typ.) (U.N.) E8 BASE PLATE FOR ENDWALL COLUMN F23 RAFTER SPLICE AT SURFACE CHANGE G2 ROOF PURLIN TO INTERIOR FRAME RAFTER H2 WALL GIRT TO RIGID FRAME COLUMN Eave Strut �__ Eave Strut Steel Line Door Jamb - 1/4° Eove Strut Eave Strut , Eave Strut T 4 O O Connection Plate EW Rafter Rigid FrameJ Wall Girt Door Jamb Column Rigid Frame Welded Clip Column SECTION ELEVATION Endwall Rafter 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts - 1/2" x 1 1/4" A325 Bolts 5/8" x 1 1/2" A325 Bolts @ Door Jamb (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) 1/2" x 1 1/4" A325 Bolts @ Eave Strut (U.N.) 6 LOW SIDE EAVE STRUT TO COLD FORMED RAFTER 2 EAVE STRUT TO RIGID FRAMEK3 WALL GIRT TO DOOR JAMB L DOOR JAMB TO EAVE STR�ILDING DIVISION APPROVED ISSUE DATE DESCRIPTION BY CK'D DSC 0 2/ 7/15 FOR Metal B u i I d i n g Outlet Corp o ERECTOR INSTALLATION HPD EH MC 10390 Bradford Road `m Littleton, CO 80127 o C72875 • PROJECT: PETE KING A Exp. 2 016 ` CUSTOMER: KING MUFFLER OWNER: PETE KING 02//10/10/155 LOCATION: OROVILLE, CA 95966 CIV1L ��P q%OF CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 7/15 N.T.S. CA1-�F i A 14—B-76396 DET2 0 *PART APPLICATION Door Header SC544 1/4" Coble or 1/2" Rod Coble Rigid Frame Column Door Jamb SC545 SC546 5/16" Cable or 5/8" Rod 3/8" Coble - Steel Line Base Closure HW455 SC547 1/2" Cable Base Cable Anchor* _ SC548 3/4" Rod - #17A S.D. Screw c` ®. SC549 SC550 1" Rod 1 1/4" Rod _ Wall Panel (See Fastener Detail) Anchors By Others* 0� = Base Angle Welded Clip EyeBolt Finished Floor n �"�` 1 1/2" Base Cable Anchor (SC551 or SC552 ) �/ . 1 Diameter Bolt a \ \ \y�\ 'k \ '+� 1/4"1 / 3„ T T ' Base Trim—/ :Min..'- in:(F407) • (F407) *Minimum 1/4" Diameter Anchor \\ or Equivalent Power-Driven Fastener 1/2" x 1 1/4" A325 Bolts () = Refer To Anchor Bolt At 24" On Center Maximum. (Typ.) (U.N.) Anchor Bolts_4d 2 Plan M 3 DOOR HEADER TO DOOR JAMB Q 6 DIAGONAL BRACE CLIP TO FLOOR DETAIL R2 ANCHOR BOLTS AT SIDEWALL COLUMNS T 1 SECTION THRU WALL PANEL AND FOUNDATION CONCRETE Stitch Screw. Inside closure with (6) Stitch Screws_ 1/4-14 x 7/8" SD," 1/2` ' 1 1 1/4" Tape seal on top 1/4"-14 x 7/8"� Rake Angle Roof Panel at 12" O.C. and bottom Lap Tek Die Formed RAI-1 Tape Seal (2) Runs 1/4" Bead Ridge Cap F52 Rake Trim F764 Urethane Tube Sealant Rake Trim PBR Roof Panel Member Screws Is%es(TrP) 12 -14 x 1 1/4" at 5"-7"-5" O.C. Member Screw 12-14 x 1 1/4" SD Purlin * -.* ��4Sfi14h I Fastener #14 CL 1/8 x 3/16" F>at B x Flat Eave Trim Pop Rivet, 10'-0" O.C. Rake Trim Rake Trim F2955 Member Screw 12-14 X 1 1/4" SD , Min. Fastener 14 1/8 3 114—z 6 of 5", 7", 5' Rake Trim Outside Foom closure up to 4:12 roof slope Stitch Screw of 6" oC. 7/8"at x Pop Rivet 60" O.C. Member Screw 12-14 X 1 1/4" SO "PBR" Roof Panel Peak Purlins Stitch Screw 1/4" —14x 7/8" SD ' Tape Mastic at 12" O.C. Outside Panel--/ 1/2 Tape Sealant Standord(Fixed) Peak Box---, ox PBR Roof Closure EOVe HW-507 For roof runs 100'-0" or less Rake Angle RA1-1 Strut ' Standard Rake Trim Section Wall Fastener Stitch Screw 9---Outside Panel Closure W011 Panel "PBR" ROOF FIXED RIDGE DETAIL Midwest - PBR Roof - Sheeted Wall 1/4`-14 x 7/8" at each high rib. Low BUTTECOUNTY Trim-80 TRIM 104 Standard Peak Box Detail TRIM-106 Flat Trim /4a Wall Panel—PBR ®�IILDING DI�(r� IQN PBR Roof ISSUE DATE DESCRIPTION BY CK'D D Metal 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MCC B u i I d i n g Outlet Corp O, 10390 Bradford Road Littleton, CO 80127 p C72875'1 � PROJECT: PETE KING A Exp. 0613012016NER: CUSTOMER: KING MUFFLER OWPETE KING 02/10/15 LOCATION: OROVILLE, CA 95966 q C1ut4 aQ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE OF 2/ 7/15 N.T.S. 1 A 14-B-76396 CA1.�F DET3 0 Stitch AT 20 Member 1'-0 Remove E Corner (F83u) Coble Flo -Lo( * Similar car for Rafter. Insert EyeBolt Through Slot in Web. Washer Then Assemble Hillside Washer, Flat Washer, and Nut. Q2 ,DIAGONAL CABLE, EYEBOLT END TRIM _186 5„ 5" A Eove Strut Top Flange O O (2) Member Screws Top Bolts - See Rigid Frame (Plain) T Drawings For Size O OO SA6 Eove Strut Brace (typ') Web E E Intermediate Bolts - O O (As Required) 3" See Rigid Frame Drawings For Size Eave Strut . QP. Bottom Bolts - See Rigid Frame Opening ti' Bottom Flange Oo Oo Drawings For Size Width . SP6 Purlin • -' Fastener # 12A F-3" Section - A Extension Beyond Flange Is 12 x 1 " Pancake Head Optional, At Top & Bottom. typical each end Top Flange O O Top Bolts - See Rigid Frame Drawings For Size O O Web Intermediate Bolts OO OO — (As Required) See Rigid Frame Drawings For Size O O Bottom Bolts - See Rigid Frame Bottom Flange Drawings for Size po po Sidewall Framed Opening Jamb Brace Detail. - U2 BOLTS FOR RIGID FRAME RAFTER U3 BOLTS FOR RIGID FRAME RAFTER p AT BUILDING PEAK TO COLUMN CONNECTION NS75 Standard Grade Field locate and provide WF or Maximum a slot for the bracing. 1/8" Lorger than "X" bracing Cee 1 2" 1 2° Diameter. E : o o Inside Flong Up 'ad EU 0 -- — -- 00 U Description ner FasNumber 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 1 Member Screw Note: , Standard details call for 1 1/4" fasteners as member screws by default. ' Member screws may be de E E Long Life v _ - er _ _ _ X _ 1 1 /4" 1 1 /2" or 2" N O ro a- -Zee Web Nut — — — — -- — — Outside Flange Down *For Cable, Unravel Flo -Lock Grip and Remove E e Bolt Sli Th— h Description Fastener Number pp A lication 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 depending on insulation, application, or customer request. Slotted Girls, then Reassemble Cable. CABLE AT FLUSH WALL GIRT Self—Drilling Screw Application SCRW1 BUTTE COUNTY BUILDING DIVISION APPROVED, ISSUE DATE DESCRIPTION BY CK D DCN Metal B u i I d i n g Outlet Corp '" • 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MG �N L L. 10390 Bradford Road gK c� ' Littleton, CO 80127 a PROJECT: PETE KING C72875t CUSTOMER: KING MUFFLER OWNER: PETE KING Exp. 06/3012016 02/10/15 LOCATION: OROVILLE, CA 95966 C V tt �Q CAD DATE SCALE PHASE BUILDING ID I JOB NUMBER SHEET NUMBER ISSUE OF CALF 2/ 7/15 N.T.S. t A 14—B-76396 DET4 0 PBR Roof Panel - Standard and Standard Large Low Eave Rake Comer with Flat Eave Trim -1;" Wall Panel FngtPnPr I nrntinn fnr Pnnal At Wnll Rake End Cop Field Cut legs Plushy F765 with Corner Trim TRIM -174' 12" 12" 12° Stitch Screw . Tape Sear =Y 1/4-14 x 7/8' 9 -1/2"- 9 1/2" 9 1 2» At 20" O.C. ' 2 1/2" 2 1/2" 2 1/2" Detail "A" Sheeting 'Direction Detail. A' 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 -T Continous 2 1/2" 7" 5" 7" 5" 7" 2 1/2" Tape Seal Roof Purlin Panel Sheeting Direction Detail "A" x At Eave Strut, Panel End- Lap, 'and Peak Purlin Section Thru Panel End Laps _ Fastener Location for "PBR" Roof Panel TRIM -175 ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION and Roof Panel See Contruction Details for required attachment of Eove Trim and Rake Trim to Wall. Wall Panel Closures not shown for clarity. Fastener #4 J-14 x J" LL SD W/Washer (3) Required (Trim Color) Endwall Panel ' (Varies, PBR shown) ` Rake Trim _ (Extend past Corner Trim 1}") - -- F76� 4�(Shown) Standard Large F4150 ` Fastener #14 J"0 x a- . 2" O.C. max. - -' (8) Required — `— Metal Building Outlet .Corp Q o, 10390 Bradford Road Littleton, CO 80127 O m 072875 PROJECT: PETE KING + Exp, 06/3012 016 CUSTOMER: KING MUFFLER . 7" 5" 7„ LOCATION: 5" 7" CIV 1L ty�P q%OF 12" 12" 12" SHEET NUMBER ISSUE 2/ 7/1s N.T.S' 1 A 14-13-76396 5' 7' S 7 A 2 1 2" ' 12" 12" A B A B7 "PBA"/"AVP" Panel 2 1/2 1 12' 12 B "PBR" Panel "PBU" Panel _ Member Screw 12-14 x 1 1/4"SD "PBR" Panel 12" O.C. at Each Member "PBU" Panel Bearing Leg Fastener g4_ J-14 x I" Ll \ Bearin Le 99 - _ SD W/Washer - Extended Le 9 End Cap To Roof Panel V-0 O.C. max. Pte" Panel\4r—/Stitch Screw (Trim Color) Stitch Screw 1/4-14 x 7/8" 1/4-14 x 7/8" Sheeting Direction SD, at 20" O.C.' Sheeting Direction SD, at 20" O.C. Sheeting Direction Sidewall Panel - _ (Varies, PBR shown • At Base, Rake, Eave, and Flat Eave Trim F2955 Mid Span End Laps • �A 12" 12" 12" A B ©= At Intermediate Member, 12' 12' "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel FngtPnPr I nrntinn fnr Pnnal At Wnll Rake End Cop Field Cut legs Plushy F765 with Corner Trim TRIM -174' 12" 12" 12° Stitch Screw . Tape Sear =Y 1/4-14 x 7/8' 9 -1/2"- 9 1/2" 9 1 2» At 20" O.C. ' 2 1/2" 2 1/2" 2 1/2" Detail "A" Sheeting 'Direction Detail. A' 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 -T Continous 2 1/2" 7" 5" 7" 5" 7" 2 1/2" Tape Seal Roof Purlin Panel Sheeting Direction Detail "A" x At Eave Strut, Panel End- Lap, 'and Peak Purlin Section Thru Panel End Laps _ Fastener Location for "PBR" Roof Panel TRIM -175 ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION and Roof Panel See Contruction Details for required attachment of Eove Trim and Rake Trim to Wall. Wall Panel Closures not shown for clarity. Fastener #4 J-14 x J" LL SD W/Washer (3) Required (Trim Color) Endwall Panel ' (Varies, PBR shown) ` Rake Trim _ (Extend past Corner Trim 1}") - -- F76� 4�(Shown) Standard Large F4150 ` Fastener #14 J"0 x a- . 2" O.C. max. - -' (8) Required — `— Metal Building Outlet .Corp Q o, 10390 Bradford Road Littleton, CO 80127 O m 072875 PROJECT: PETE KING + Exp, 06/3012 016 CUSTOMER: KING MUFFLER . OWNER: PETE KING 02/10/155 LOCATION: OROVILLE, CA 95966 CIV 1L ty�P q%OF CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 7/1s N.T.S' 1 A 14-13-76396 CA1-�Fl DET5 0 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 Trim Installation with Field Notch Panel at Head Trim PWO7022 Field Notch Panel at Head Trim PW07023 NTrim Installation with Field Notch and Bend Tabs at Head Trim r PWO7024 Field Notch and Bend Tabs at Head Trim' ` ' P 0762 JJ91@: Trim Installation 2a with Field Notch can be done by Field Notch Panel as shown on and Bend Tabs at Head Trim as shown on PWO7024 PW07022 & PW07023 & PW07025. Trim Installation can be done b Field Notch Panel as shown on PW07022 & PW07023 ��° y ` i - -�' - Trim Installotion 2@ with Field con be done by Field Notch Panel as shown Notch Bend Tabs Head Trim on PW07022 & PW07023 N�1@: Trim Installation can' be done by Field Notch Panel�os shown on PW07022'& PW07023 ;+ . 2a with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. j: and of as shown on PW07024 & PW07025. 2a with Field Notch and Bend Tabs at Head Trim as shown on PW07024 &iPW07025. Opening Width + 6" (+1" Lap when req'd) y>., Opening Width + 6" (+1" Lop when req'd) - r- Opening Width + 6" (+1' Lop when req'd) - - -. � - r - ' Opening Width + 6" (+1" Lop when req'd) - • 1 . '• • a 1. - Opening Width * 3" 3" .-Field and Remove Cut - re: 'Opening Width + 3 •-Nene, Fieldmeasure Opening Width + 3" t Opening Width P 9 -See PW07023 PW07027 Head Trim 1`481 ' .r `~, • 1� 1 3 and 1)" -Opening Width - 1�' cut Head Trim to, - _ & - 702 See PW07025 .'Field Cut required length. • �., L - + w & PW0 Remainder and Remove Head Trim F481 o - -o _ Front View �1. n . ' Head Trim.F481 Vi 1" Lap with (2) Fasteners End ew _ I Head Trim 1`481 See •PW07030 a + #14 A" x j" Pop Rivet +^ and HW540 Caulking - ', J; _ ~ Field Notch and -Bend Front View VVV '� +PW07030 - See a - 1j" Tab behind Jamb 'Attach 1" Lop with (2) Fasteners' w See End Cut Detail - a o •• Fastener 14A x Po Rivet v }" �' P at 20": O.C. at Cold Form - OR Fastener #207 12-24 x 1�" Note, For Optional" Channel Closure Trim see PW07028 Opening Width 3' '^- P 9 Opening Width 3" Field notch Panel ' .++ at Head Trim + . ° ,- - y / _, - - - - Fastener #14A �" x J" Pop Rivet at 20" O.C. at Cold Form OR + Fastener #207 12-24 x 1j" Trim. with fastener #14 4" x f�" Pop Rivet. See PW07025 for details. _ #14 }' z f}' Pop Rivet and HW540 Caulking _ Opening' Width - _ Do not cut or N2LqL All trim is to be installed BEFORE blanket remove back leg insulation is a I'ed to walls DPS 'v 'Pancake DP5 at 20" O.C. at { ; ', Pancake DP5 at 20" O.C. at I Bend 1}" Tab rn .8 Hot Rolled-" •, _ n Hot Rolled 1} Panel position is. shown with down 90 degrees �� P x r® t _ - _ I Panel Rib and Opening on 1'-0 module. o1' ® •_ _ 'Tu Location Rib + _ c m n }" Bead of HW540 Tube Caulking from Header to Floor (see section) - - Lap with (2) Fasteners #14 �" x _ o _ �' N •E }" Bead of HW540 Tube Caulkin from Header to Floor (see section) 9 _ _ of may vary depending on Field Cut the Opening Width and location. Field and Remove measure before cutting Panel and Trim. _ ' o f}" Pop Rivet Typ at Head Trim F481 r - o + „ i" • - End Cul Detail - rn Jamb Trim 1`482 Jamb Trim F482 • Head & Jamb Trim -- Caulkwith HW540' = al these edges o a• Jamb Trim F482 Jamb Trim F482 Lap with (2) Fasteners #14 J7 (Viewed from top of Head Trim) c " v .. or Alternate 1`484 or Alternate F484 when required. Field notch as required. _ See PW----- a' after installation for Jamb Trim - c +.'. or Alternate F484 or Alternate F484 x fj" Pop Rivet Typ at • - p • • - See PW07029 s a field cut detail v I I I o r-. Jamb Trim 1`482 -i • or Alternate F484. I I I _ rn 5 O L - r Se PeW07029 Head &Jamb Trim when required. Field notch as required. - Opening Width 1�. ., Opening Width " _. Field Notch and Bend 1j" Tab behind Jamb Trim. Attach with ' Fastener #14 �" x �" Pop Rivet - ' Finish Floor Line .I Note, - / - `> ♦' • For "OI / o o Y " " - _jptio" -` •" _ ? - Fastener #14A d" x d" Pop,. Field cut Panel ', d' Channel Closunalre Trim see PW07028 - - -.. • Rivet at 20" O.C. at Cold Form ; OR t. _ _ .•,• Finish Floor Line -,,;,o Head Trim 1`481 ., ® I II II " r- ' y n -• Opening Width .. Fastener #207 12-24 x 1}" • , r� n ^t' - - . - Y See PW07027 for Jamb P - _ : • - _ Pancake DP5 at 20" O.C. at '+ yr �- �' - ♦ .. ' + c y I _ - '- • Trim field cut detail- - 1 Hot Rolled: astt - . Opening width _. -Jomb F482 or Alternate 1`484, r �{ _ Note, Panel position is shown with M.i,, f _ _ ^`4." - Trim Fastener #14A �" z Pop '• ? ! - . z o e All installed trim is to be Note: Field measure Opening BEFORE blanket and Height before making Width _,. field cuts •Panel Rib and Opening on 1'-0 module.Y Note, All trim is to be Location of Rib may vary depending on installed BEFORE blanket- "lha ,{{•y All - - _ c - - ,. Rivet al 20" O.C. at Cold Form _ OR . ax Il\ Insulation is applied to walls. and adjust cul dimensions accordingly. - 0 - Dening Width and location. Field .�"� -insulationis applied to walls installed trim is to be Ng_LeLField measure Opening BEFORE blanket Width ,' Fastener 207 12-24 1 -• # measure before cuttingPanel and Trim. '''•e 11"' +�•� • insulation and Height before making is to field cuts Pancake at ., • - O.C.'at r `� .4 .r applied walls. and adjust cut dimensions accordingly. Hos Rolled" 1 `Field cut Panel , If r 1 •J fat �' - w - - eA • 41 BUTTE COUNTY +Y -r > ri - .. r - - BUILDINGDIVISION ' ' r ,4 =i rt•�ii .:9 L..1` rli l • .. ..e 6i- �y-��_ 1 f''. • ! Atl ♦ A ®®iiE® r r ' J • ` '-. .• -.. 1 A. r i ; nj4• " _ - - �'� r 1# ; ' -, •' a .. t , • , Y • - , •� '�� � i1` _ .. - r ¢ � - [ t • !- +�; +A: ; ^ , Y ; + ' ♦ " n ` r '� r _ o ♦ '+ *' - a f _ ' ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION BY CK'D DSN HPD EH MC Metal BuiIding — Outlet Corp o` 10390 Bradford Road Littleton, CO 80127 a �� .. -STANDARD FRAMED 'OPENING DETAILS (PBR -WALL'.PANEL) c72s�s PROJECT: PETE KING Exp, 06I30I2016 ,O CUSTOMER: KING MUFFLER OWNER: PETE KING 02/1 0/15 r LOCATION: OROVILLE, CA 95966 C \Q CAD DATE SCALE PHASE BUILDING,ID JOB NUMBER SHEET NUMBER ISSUE 1i JOB * 2/ 7/15 N.T.S. 1 A 14—B-76396 DET6 0 i S 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 DetailsFP—W07027 "Optional' Channel Closure Trim PW07028 Jamb Trim Installation PW07029* Head Trim Installation PW07030 L. �{ Opening Width + 7" (+1" Lap when req'd) Opening Width 3}^ Tl }' 1} 31" PBR Wall Panel i . Alternate Jamb Trim F484 Yew"-' Jamb Trim F482 Fastener #14A �" x �" Pop Rivet Jamb (Cold Form shown- Wall Member $crew 12-14 x _ at 5"-7"-5" Fastener 10.C. datxColdPop, Channel Closure Trim q�^ o See .. at 20" O.C.OaRt Cold Form Hol Rolled similar) O.C. al Cold Form Riv t at 20" Form }" 3j" }" -c PW07030 a _ Fastener #207 12-24 x 1}" 'Optional' OR 12-24 z i- at 5" -led O.C. Hot Rolled OR Fastener 207 12-24 x 1 # v Pancake DP5 at 20" O.C. at Channel Closure Trim at Pancake DPS at O.C. a at Field Cut and Remove r a Fastener #14A �" z �'" Pop Rivet Hot Rolled Sea PW07028 for details. Hot Rolled al 20" O.C. at Cold Form M M I n w = OR Fastener #207 12-24 x 1}" Pancake DP5 at 20" O.C. at Hot Rolled Double Sided Tape (Not by Bldg Mfg) Blanket Insulation }" Bead of HW540 Tube Caulking (Header to Floor) "Optional" Header "t 1" Lap typ at Head �� i Head Trim F481 Channel Closure Trim (Cold Form shown See PW0728 for details Hot Rolled similar) + w Channel Closure Trim & Jamb when - c Cut and remove o required. field cut remainder of front fold .21 Channel Closure Trim to length if req'd — Z j — — -ti _ + c ...- _ and notch. J -' P o (2) Fasteners #14 d' x {}' Pop Rivet 5 c Seo PBR Wall Panel Field Cut Wall Panel as Side View at Head Trim J olop f o. o Pee 'c o v t Note: Terminote Blanket Insulation at capillary lip of Jamb Trim n O .5 Finish Floor Line Opening Width - + ,1}^, = 1" Lap when required. c Field cut and notch 'c as required. n Field flatten Trim leg when required Jamb Trim Fb (shown) . Finish Floor Line - - _ Ir-`jl _ v Channel Closure F981 Trim Piece Mark - 8" member T or Alternate Jamb Trim F484 .c Channel Closure Trim F2994 - 8}" member F2991 - 81" member o _ 33"' F2992 - 8j' member F982 - 10" member Finish Floor Line F2993 / 13}" Field cut and remove F169 - 101" member - 12" member II /1 • F2995 12}" member FIJI Channel Closure Trim at Jambs Note: All trim Is to be " Alternate Jamb Trim F04 Profile Side View at Sill Trim installed BEFORE bIonkat - - Jamb Trim F482 and insulation is applied to walls. Note: Panel position is shown with Field Note: Field measure Opening Height Alternate Jamb Trim F484 Front View _ Note: Field measure Opening Width Note: All trim is to be Panel Rib and Opening on l'-0 module. Location of Rib may wry depending on Note: All trim is to be installed BEFORE blanket making field cuts and adjust cut dimensions accordingly. Right Jamb Trim as shorvn and Height before - making field cuts installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls Left Jamb Trim opposite hand End Cut Detail and adjust cut dimensions accordingly., insulation is applied to walls. measure before cutting Panel and Trim. BUTTE COUNTY ' BUILDING DIVISION APPROVE® ISSUE DATE DESCRIPTION BY CK'D DSN Metal BuiIding Outlet Cor p J /O' • 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD EH MC �• � 10390 Bradford Road Jg'��N cocEj� STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) Littleton, Co 80127 ° C72875 PROJECT: PETE KING A EXp, Z CONT. CUSTOMER: KING MUFFLER OWNER: PETE KING 15 � 02//10/10/ 5 - LOCATION: OROVILLE, CA 95966 tL aP cm CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 9%OF CAt-�F 2/ 7/15N.TS.1 A 14-B-76396 DET7 0 ** Note: Sizes Of Fillet Weld ® ov Oil _C-7c�-<>3/8" Thk For Web—To—Flange Weld O L 2 or Same As Web Flan e Thickness Edge Q Typ © L 2 s 3/8" Thk Bottom Flange Thickness 3/16" 1/4" To 1/2" Over 1/2" Joint Some As Q NOTES: ® � Bottom Flange 10 Ga & 3/16" 3/16" See Note 2 S,deBoth > THK. WELD SIZE ° b 1/4" 3/16" See Note Q 16 Go 1/16": 0.0625 inch o o Q 5/16" See Note 1/4" 2 14 Go 5/64": 0.0781 inch Q ° Some As ° Q 1 Q 12 Go 7/64": 0.1094 inch 2-24 OrK. Conn Plate 3/8" 5/16" 10 Ga 9/64 0.1406 inch Q 2-24 ©© �b Typ ® Q Over 3/8" See Note 3 Q s 3/8" Thk Typ At or Q <3/8" Thk ©<3/8" Thka b or Webs „ T �' Notes: Q L 2 T © or © / " Thk > 3/8" Thk�T '2 3/8„ Thk L 2 �2 3 8 © BGTSM 1.) 3/16" Flanges Are Not To Be Used For Web Q 3„ BGTSM <3/8" Thk Thickness Of 1/4" Or Over Unless Specified TYPICAL COLD–FORMED CONNECTIONS or © By Engineering. © �b T E)- 3/8" Thk 2.) Weld Size Equals To Thickness Of Web Or © BGTSM Q5 See Note 5. —<<3/8" Thk © L 2 s 3/8" Thk Q5 3.) For Web Thickness Over 3/8" All Fillet Sizes ® L 2 Below 3/8" The Material '© or © Are To Be Specified By Engineering. Has No Joint T z B/TSMThk 4.) Weld Both Sides Of Web To Flange 3" Q G Beyond Both Ends Of Bracket. © Typ O © L 2 Weld Int 3-6 0 2 1/2" 5.) Flange To Flange Or Flange To Connection a © L 2 Over 24" Deep Webs #� Typ At © Plate Weld Sizes Are Determined By The © Webs *# ��(Z)2 1/2" Following Criteria: Typ < 3/8" Thk < 3/8" Thk O Typ © © Typ Brace Clip Cliff tf < 3/8" 3/16" Fillet Typ © 3/8" < tf : 3/4" N With 1/4" Fillet or 6 or tf > 3/8" N With 5/16" Fillet Z 3/8" Thk' \ 2 3/8" ThkInterior Wide Flange % ,T 0)BGTSM Base Plate (ZWeld Need Not Exceed Thickness Of Thinner Part Joined. • - 6.) Weld Size Is To Be 1/16" Less Than Q Thicker Plate, But Not To Exceed Thickness Of O© �' © L 2 Thinner Plate. < 3/8" Thk%� Q V o 3/8" Thk �Q--�<3/8" Thick T� © MZV L 2 7.) Opposite Side Weld Length To Be i 3/8" Thk, © or or l�J "A' A" a Dimemension Plus 3 Inches, and b Dimension t3/8ThkBGTSM / Tor ®�;Z// Thick Plus 3 Inches. 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CONSTRUCTION PRACTICES,'AND HANDLING METHODS FIELD SERVICE PROCEDURES E 'AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING, AND STORING MATERIALS ROOF AND WALL PANELS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT.THE IN ORDER TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE HANDLE ANY NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE AMOUNTS STRUCTURAL - A GREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING PARTSBE MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & GALVANIZED, APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING CONSTRUCTION CAN THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS, SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO LINE THROUGH ARE UNLOADED AT THE BUILDING SITE ACCORDING TO A PRE -ARRANGED PLAN. PROPER LOCATION AND PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING & ERECTION OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND THE CAREFULLY CHECK YOUR PACKING LIST WHILE UNLOADING. MARK ANY ITEMS, WHICH APPEAR TO BE THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE FOREGOING MEANS OR HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE OUAUTTY MERCHANDISE, WHICH FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC POLLUTANTS MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE TIFLEBLOCK AS WHICH REQUIRE MAJOR CHANCES IN THE MEMBER CONFIGURATION SHOULD BE REPORTED IMMEDIATELY ML PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0- FROM MERITS CAUTIOUS. CARE IN HANDLING. SOON AS POSSIBLE. CALLING SOMEONE ELSE COULD DELAY THE PROPER RESPONSE. TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO ENABLE WHOEVER IS RESPONSIBLE EITHER TO END. -------- (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT IN THESE POCKETS. THE COMBINATION' SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, QUANTITIES ARE TO BE VERIFIED BY CORRECT THE ERROR OR TO APPROVE THE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS SHOULD OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE CORROSION DAME TO THE THE CUSTOMER AGAINST OLIANTIFIES THAT ARE BILLED ON THE SHIPPING DOCUMENT. NEITHER THE TO BE USED BY OTHERS. (AISC 303-10, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE -DOWNS FOR LOADS THAT MAY HAVE SHIFEE LIFTED OFF THE TRUCK WITH EXTREME CARE TAKEN TO INSURE THAT NO DAMAGE OCCURS TO PANEL AND FASTENER. RAIN WAY WASH SOME POLLUTANTS AWAY, BUT MOISTURE IN THE FORM OF HIGH MANUFACTURER NOR THE CARRIER IS RESPONSIBLE FOR THE MATERIAL SHORTAGES AGAINST THE THE FAULT OF THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN DURING TRANSIT! ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED OFF THE GROUND HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE THE PROBLEM. OVERDRIVING THE FASTENER QUANTITIES BILLED ON SHIPPING DOCUMENT IF SUCH SHORTAGES ARE NOT NOTED ON SHIPPING WRITING BY THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED SUFFICIENTLY HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE PACKAGES. THIS AVOIDS GROUND ALSO FORCES THE SEALING WASHER FROM UNDER THE FASTENER HEAD CREATING A LEAK AT THIS DOCUMENTS WHEN THE MATERIAL IS DELIVERED, AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT._THE MAXIMUM TOTAL COST SET FORTH. REMEMBER, SAFETY FIRST MOISTURE & DEFERS PEOPLE FROM WALKING ON THE PACKAGES. ONE END OF THE PACKAGE SHOULD POINT. PROPER TORQUE ADJUSTMENT OF THE SCREW GUN OR PREFERABLY THE USE OF A DEPTH IF THE CARRIER IS THE MANUFACTURER, CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE INITAIL CLAIM' MAY BE ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE OF RAIN. GAUGE WILL ELIMINATE THE PROBLEM OF OVERDRIVEN FASTENERS. TO THE COMMON CARRIER. IF THE MATERIAL OUANTIFTES RECEIVED ARE CORRECT ACCORDING TO THE DIRECTED BY THE MANUFACTURER IN THE "AUTHORIZATION OF CORRECTIVE WORK! ONLY THE FIELD BLOCKING UNDER THE COLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB FROM THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO INSURE ITIS EXTREMELY IMPORTANT THAT ALL DRILL SHAVINGS FROM THE INSTALLATION OF PANEL FASTENERS OLIANTITES THAT ARE BILLED ON THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE OLAMES SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. DAME DURING THE UNLOADING PROCESS. IT ALSO FACILITATES THE PLACING OF SLINGS OR CABLES THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CUMATIC CONDITIONS, WATER FORMED BY AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL SURFACE. ORDERED OR THE QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE ORDER DOCUMENTS, CLAIM IS TOO BE MADE OF THE MANUFACTURER. . I FINAL CLAIM - THE 'FINAL CLAIM" IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO THE AROUND THE MEMBERS FOR LATER UFTING AND ALLOWS MEMBERS TO BE BOLTED TOGETHER INTO SUB-ASSEMBUIES WHILE ON THE GROUND. EXTRA CARE SHOULD ALWAYS BE EXERCISED IN THE CONDENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. THIS MAY CAUSE DISCOLORATION CORROSION CAN OCCUR INA MATTER OF HOURS WHEN THESE SHAVINGS OR FIWNGS ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED MOISTURE. WHEN DAMAGED OR DEFECTIVE MATERIAL -DAMAGED OR DEFECTIVE MATERIAL, REGARDLESS OF THE DEGREE MANUFACTURER WITHIN TEN (10) DAYS OF COMPLETION OF THE CORRECTIVE WORK AUTHORIZED BY UNLOADING OPERATION TO PREVENT INJURIES FROM M HANDLING THE STEEL AND TO PREVENT DAMAGE CAUSED BY TRAPPED MOISTURE. PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTION ALL SHAVINGS OR FILLINGS LEDGED• OF DAMAGE, MUST BE NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND ACKNOWLEDGED THE MANUFACTURER. TO MATERIALS AND THE CONCRETE SLAB. THE STAIN is USUALLY SUPERFICIAL & HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE LIFE OF MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT CORROSION OF THE PANEL BY IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT RESPONSIBLE FOR MATERIAL THE PANELS AS LONG ASR IS NOT PERMITTED TO REMAIN ON THE PANELS. HOWEVER, MOISTURE IN THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT CLEAN AT LEAST DAILY AND CERTAINLY DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, INCLUDING, BUT NOT LIMITED TO. THE "FINAL CLAIM" MUST INCLUDE. IF WATER IS ALLOWED TO, REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS SUCH AS CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXTENDED PERIOD CAN SEVERELY ATTACK THE AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF SHOULD BE DONE PRIOR TO INSTALLING THE FASTENERS, SHEET METAL 'C' & *Z' SECTIONS & COVERING PANELS THAT BECOME WET AND/OR 1: ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE WORK AND CIRTS, PURLINS, ETC, 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 FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE RI -07 *DAMAGE FROM CONDENSATION OR GUTTER SO THAT THE SHAVINGS ARE NOT DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY 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 ACTUAL HOURLY RATES OF PAY. BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED WATER TO DRAIN AWAY AND PERMIT AIR TRAPPED WATER.' OTHER FOREIGN OBJECTS OR DEBRIS LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED CARRIER IS THE MANUFACTURER, THE CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. 1 OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. CIRCULATION FOR DRYING. PUDDLES OF WATER SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES AND NETS FROM THE ROOF, DURING THE ERECTION OF THE ROOF AND .THE INSTALLATION OF EQUIPMENT SUCH AS AIR CONDITIONING UNITS, ETC -MANUFACTURER. IF THE CARRIER IS A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR 4. COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED BY THE MANUFACTURER TO BE ON COLUMNS OR RAFTERS FOR THE SAME REASON.',,- WHEN N CESSARY! PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE MATERIAL THAT HAS DAMAGE TO THE COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER INCLUDING, BUT NOT LIMITED TO LABOR CHARGES OF OONSEOUENTIAI DAMAGES RESULTING FROM THE PURCHASED FROM OTHER THAN THE MANUFACTURER. INCLUDING COPIES OF PAID INVOICES. -FINAL THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A SHORT PUDDLED FROM BUNDLES STORED ON A SLOPE. DEMI, FROST, OR OTHER FORMS OF MOISTURE GREATLY INCREASE THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME PANEL SURFACE IS SLIPPERY PERSONNEL WALKING 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 CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED BY VISUAL 5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2. 3 & 4). THE *FINAL PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP PRIMER DOES & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR TRANSLUCENT PANELS! BE BENT BY CARELESS HANDUNG. IF THIS DAMAGE IS SEVERE. THE EDGES MUST BE STRAIGHTENED INSPECTION. CLAIM' MUST. BE SIGNED AND CERTIFIED TRUE AND CORRECT BY THE CUSTOMER. NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND CORROSION RESISTANCE OF OIL CANNING IS NOT CAUSE FOR REJECTION CLAIMS" ARE CREDITED TO THE CUSTOMER BY THE MANUFACTURER IN AN AMOUNT NOT TO A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A MANNER THAT WILL ALLOW MOISTURE PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER TIGHTNESS OF THE PANEL COULD BE EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH IN WRITING IN THEAFFECTED. I TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL AIR CIRCULATION. DRAGGING ONE PANEL ACROSS ANOTHER CAN CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. DELIVERED IN EXCESS OR THOSE REQUIRED 13Y THE ORDER DOCUMENTS. ' AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT COST OF CORRECTIVE TOUCH-UP OF THESE MINORAEIRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. WHEN HANDLING OR UNCRATING THE PANELS, LIFT RATHER THAN SLIDE THEM APART. BURRED EDGES INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN OR WORK. ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE- ERECTION! - SEE R1 -O6 TITLED 'SHOP MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SUIT OVER ONE ANOTHER. NEVER ALLOW ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT DAMAGE AND VERBAL "INITIAL CLAIM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, DRAFTING, BILL OF PRIMED STEEL' PANELS TO BE WALKED ON WHILE ON THE GROUND. FOR SAFETY CONSIDERATION S. MATERIALS OF FABRICATION ERROR. IMPORTANT NOTE COST OF EQUIPMENT (RENTAL OR DEPRECATION), SMALL TOOLS, SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CiAjMS. LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE PANEL HE I5CAM* INCLUDES: 1. DESCRIPTION OF THE MATURE AND Dam OF THE ERRORS, INCLUDING QUANTIFIES. - SHIPMENT ARRIVAL TIME -EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES AT THE ==RRTS Y GUYS. BRACES, FALSE WORK, CRIBBING OR OTHER TEMPO,I.R.1=TEMPOR4R, DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. MUD MAY RAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION DAMAGE MAY OCCUR WHERE THIS 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING ESTIMATED JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER MAKES NO ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND DRAINAGE. DIRT OR MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION OF THE SOIL IS MAN-HOURS. WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A SHIPMENT NOT ARRIVING INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE ACCELERATED AND MOST LIKELY BE 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED AT A REQUESTED T-MrVNLESS A SEPARATE AGREEMENT HAS BEEN WE IN WRITING FOR A ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL WALLS AT THE COMPLETION OF THE WORK. QUANTITIESAND COST. GUARANTEED ARRIVAL TIMEWHICH 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 PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF THE COATING HAS BEEN DAMAGED DUPING HANDLING 4. MAXIMUM TOTAL COST OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED FROM OR ERECTION. OTHER THAN THE MANUFACTURER. OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR ELEVATE COLLISION. (SECT. 7.9.1 AMSC CODE OF STANDARD PRACTICE, 9TH ED.). 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.' c by _03-• ' R1-01 R1=02 R1 R1-04 R1=05` 7 Erection Guide % # r BUTTE COUNT'. Y BUILDING DIVISION. A PPROVED r a w ' ,•�. .� � '• � Y • - � • �t.� .. f •. I . ,. i - d� j ' `- r ,� ` , r .. .. - Ys a — ' ISSUE DATE BY CK'D DSIV DESCRIPTION .4 Metal. Building Outlet Corp 7/15 'MC 0 2/ FOR ERECTOR INSTALLATION HPD EH - Bradford Road .10390 0 Littleton, CO 80127r. oy C72875 PROJECT: PETE KING Exp, 0613012016 CUSTOMER: KING MUFFLER OWNER: PETE KING 02/10/15 LOCATION: OROVILLE,' CA 95966 CAD L DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE ] OF c 21 7/15• N.T.S. 1 A 14—B-76396 DET9 0 _.y x TYPES OF FINISHES SHOP PRIMED STEEL �BERS OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION DAMAGE FROM CONDENSATION OR TRAPPED WATER R IS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCE OF TRAPPED WATER OR SAFETY COMMITMENT THE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT SAFETY RULES AND OSHA STANDARDS AS APPLICABLE ROOF MAINTENANCE GUIDELINES ' INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS, Secondary Steel Alignment for all IMP Projects SUPPORT ALIGNMENT LIMITS RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH ONE MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS WITH TEMPERATURE THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE QUALITY BUILDING COMPONENTS ' INSPECT AND RESEAL AS NECESSARY ALL ROOF CURBS AND OTHER PENETRATIONS WITH URETHANE SUPPORT SPAN MAX DEVIATION UMI COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PAINT SPECIFICATION NO. CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE BUNDLE CONDENSATION CAN THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB SITE PRACTICES OF THE SEALANT. 15. THE COAT OF SHOP PRIMER IS INTENDED To PROTECT THE STEEL FRAMING FOR ONLY A SHORT OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE BODIES OF WATER. ERECTOR ARE BEYOND THE CONTROL OF THE BUILDING MANUFACTURER. • ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. UP TO 4'-0" Y, 6 ' PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. SHOP PRIMED STEEL WHICH IS STORED IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION PRACTICES ' REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED. 4'-0' TO 8'-0" IN THE FIELD PENDING ERECTION SHOULD BE KEPT FREE OF THE GROUND AND SO POSITIONED AS TO IF JOBSITE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE CORNERS TO BE THE TOP PRIORITY OF ANY JOB SITE. - ' WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: MINIMIZE WATER -HOLDING POCKETS, DUST, MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. ALLOW AIR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT MOISTURE EVAPORATING FROM LOCAL, STATE AND FEDERAL SAFELY AND HEALTH STANDARDS, WHETHER STANDARD STATUTORY OR ' USE FALL PROTECTION AND OTHER SAFETY EQUIPMENT AS REQUIRED. 8'-0' AND UP ' REPAIRS OF DAMAGE TO PRIMED SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE PANELS. PLASTIC OR OTHER CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. IMPROPER FIELD STORAGE DR SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE ACTION 6 REQUIRED IF THE PANELS ARE MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A BUILDING. ' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A THE MANUFACTURER IS NUT RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR FOUND TO BE WET FROM ANY CAUSE. THE BUNDLES MUST BE OPENED AND EACH PANEL UNSTACKED EMERGENCY PROCEDURES SHOULD BE KNOWN TO ALL EMPLOYEES. PERSON'S WEIGHT. CORROSION THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, AND THOROUGHLY DRIED ON BOTH SIDES. RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD HATS, ' GUARD ALL LTPS AND ROOF OPENINGS. NOR THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE OTHER TO PREVENT NESTING WILL ALLOW AIR CIRCULATION AND ASSIST IN KEEPING THE PANELS DRY. RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDUNC MATERIAL AND SAFETY ' STEP ONLY IN THE PANEL FIAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING ROOF SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING AND IN SEVERE CONDITIONS LARGE FANS CAN BE USED TO CIRCULATE AIR BETWEEN THE UNSTACKED NETS WHERE APPLICABLE, ARE RECOMMENDED. STRUCTURAL ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 IV 4.2.4) PANELS AND ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME FOR PURPOSES OF DETERMINING UFF REQUIREMENTS, NO BUNDLE SUPPLIED BY THE MANUFACTURER WILL ' AFTER OTHER TRADES RAVE. BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR ti WET AND ARE ALLOWED TO STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERF4CE THE BILL OF MATERIALS FOR - DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS. SCRATCHES IN THE PAINT GALVALUME HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE AND IS INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. IF ADDITIONAL INFORMATION 6 OR GALVALUME R COAQHG, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MAKE SURE THAT ANY DEBRIS GALVALUME THE TRADE NAME FOR A PATENTED STEEL SHEET & COIL PRODUCT HAVING A COATING COMMONLY CALLED WET STORAGE STAIN, ZINC OXIDATION, OR -WHITE RUST-. REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. OR SCRAP LEFT BEHIND BY THE WORKERS 6 REMOVED FROM THE ROOF IMMEDIATELY. AVOID USING 0O CDOTION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED TO OBTAIN THE CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES WHERE THIS IS NOT POSSIBLE. COATING THAT RETAINS THE CORROSION REFLECTIVITY OF MINUM & E & ES ICE AND SNOW REMOVAL THE ROOF MUST ADEQUATELY PROTECTED. - SACRIFICIAL ACTON OF GALVANIZED. THE BEEST PROPERTIISTANCE OF BOTH ALUMINUM &T ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE UFE FOR BUILDING PANELS. - EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT DAMAGE TO ROOF FOOT TRAFFIC - AND POSSIBLE COLLAPSE DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW AS THIS CAN PRE -PAINING DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO, BE CAREFUL AROUND PLUMBING PIPES AND KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW PITCHED USING GALVALUME STEEL AS A SUBSTRATE, PRE-PAJNTED STEEL IS GIVEN AN ADDITIONAL RUST FLASHINGS. 'BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT TRANSMITTING PANELS. THESE PANELS ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE FAVE AND AT ENDLAPS. ALWAYS WALK INHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. THESE TARP WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL DO NOT WALK ON TRIM OR IN Ca7RM-ARE APPLIED TO THE EXERIOR SURFACE OF THE PANELS AND THE WASH COAT, DESIGNED _ COVERD WITH ICE AND SNOW. SEE 2002 MBMA LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX AB FOR GUTTERS. ON BARE GALVALUME R ROOFS, EXCESSIVE FOOT TPAM034AY CAUSE BLACK BURNISH ONLY FOR INTERIOR USE, IS APPLIED ON THE OPPOSITE SIDE. GALVALUME AND PRE -PAINTED STEEL DETAILS ON SNOW REMOVAL PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE. MARKS.IF REGULAR FOOT TRAFFIC IS PLANNED FOR A ROOF, PROVISIONS SHOULD BE MADE FOR ACAN [OR GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES CONCERNING THEIR CARE AND DESIGN ROOF SNOW LOAD SHOWN ON THIS SHEET IS REALIZED. PROPERLY DESIGNED AND INSTALLD ROOF WALKWAY SYSTEM. IN ORDER TO LIMIT ACCESS TO THE OUT - 'SEE SCHEDULE MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE EQUALLY SUBJECT TO DAMAGE AND - ROOF, ROOFHATCHES OR ACCESS LADDERS SHOULD BE LOCKD AT ALL TIMES. A SIGN SHOULD BE .• FOR AUGNMENT UMITS CORROSION WHEN CARE IS NOT PROVIDED. POSTED AT THE POINT OF ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN ADDITION, A LOG BOOK SHOULD BE KEPT OF ALL VISITS TO THE ROOF AND THE ANY FO8@8RI� GMAS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE CORROSION REASON FOR SUCH VISITS. AIR CIRCULATION OF THE -Km, GmifRS. TRIM• ETC. IF LEFT ON BUILDING SURFACE FOR A LONG ENOUGH TIME. THE AAgR��yOL� Mp R . FORMULA 409 HAS PROVEN TO BE SOMEWHAT 'f>i EY�'iY3'1'IMV'" 1z� "D RINSE WITH WATER. DO NOT RUB MORE THAN ROOF SHOULDBEPERIODICALLY INSPECTED FOR SUCH CONDITIONS MD IF FOUND, THEY SHOULD BEEFFEf RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE GUIDELINES. NEVER ALLOW TREATED DISSIMILAR METALS REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REDDVE ALL SMUDGE MARKS. REMOVE RUST A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT WITH ROOF PANELS, ESPECIALLY NEVER�YOORRM IV COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY DISSIMILAR STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE GALVANIZE CALVALUME R . FOR EXTENDED PERIODS OF TIME. METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS INCLUDES COPPER AND A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE MAN REQUIRED TO REMOVE STAIN. NO AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SNCE THEY LACK THE - - ARSENIC SALTS USED IN TREAED LUMBER• CALCIUM USED N CONCRETE, MORTAR AND GROUT. PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO TOUCH-UP SCRATCHES IN PAINT (NOT TO BARE . ADDITIONAL PROTECTION OF PAINT. ZINC COOED OR GALVALUME PANELS UNDER NORMAL EXPOSURE 0'METAL), CLEAN AREA TO BE -PAINED WITH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE ALLOWING A SLOW OXIDATION PROCESSSMAg� ARTIST'S BRUSH, LIGHTLY APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UPSIS PALM TO OCCUR THAT INHIBITS FURTHER IN BUNDLES CONSTANT T CRANE ALL HIGWEATHERING BLDGWIDTH REQUI REQUIRED TO FILL /COVER ME SCRATCH: CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH CSNTACT OFF THERING* PANELS WITH CODENSD OR TRAPP D WA EROSION. PREVENTS THISO PROCESS. BUILOIN'�`0 AC IVITY ORW IND AC ITMTY. THE CRANESMANUFFACTURER WILL MINIMUM PERIOD R BLDG.WIDTH OR LENGTH S LENGTH OR LENGTH ORDERING /PURCHASING TOUCH-UP PALM AS NEEDED. � SPECIFY A BUT SHOULD NOT EXCEED -2 YEARS. RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEAD TO 'RED ° - TION OR STAINS ER F ME IN A OPORCELAIN RT TIME ISIN MINOR, A STHE S. ����� T�0 QUICKLYDRAIN OUT OF PMENTTOFF ' '$0 COR2CI Alignment MIS -void (Tient TYPE USED ONSTAINEHOLD S AAND�BATHTUBS MAY BE USED TO REMOVE WIRE FROMEPR -` -C"' NOT USE WOOD BLOCKING TIO HOLD EQUIS OFYPANELR BLOCKS � Avoid These Conditions) BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE SCRATCHING OR REMOVAL OF THE FLOW OF WATER AND HOLDS MOISTURE - (Unacceptable, - THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE SHOULD BE REPLACED BY THE BUYER ' DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. - " _ BEFORE ERECTION. ' ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF.WILL CAUSE PREMATURE CORROSION. - R1-06 R1-07 R1-08 R1-09 R1-10 Erection Guide BUTTE COUNT y BUILDING DIVISION ' . APPROVED DATE - DESCRIPTION 2/ 7/15 FOR ERECTOR INSTALLATION Metal Building Outlet Corp 10390 Bradford Road Littleton, CC) 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER LOCATION: OROVILLE, CA 959H CAD DATE' SCALE 2/ 7/15 N.T.S. OWNER: PETE KING PHASE BUILDING IDJOB NUMBER 1 A _ 14—B-76396 . 00, JyK C72875 m Exp. 06/30/2016 02/10/15 CIV1k- S� SHEET NUMBER ISSUE q OF CA1-�F DET10 D . r 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 an anchor—rod group shall be equal to or less than 1/8 in. [3 mm]. TEM (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]. FORM — BOARD (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 onchor—rod groups shall be equal to or less than 1/4 in. per 100 it (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 anchor—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 ore 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 an approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that ore 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 anchor 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. SPECIFIED COLUMN CENTERLINE —e ANCHOR ROD SETTING TOLERANCES 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 made before the costly installation labor and equipment arrives. Erection Guide R2 M rE A A DIMENSIONS A. 8, AND C AS GIVEN ON ANCHOR BOLT PLAN tt/2 tl/B" FINISH FLOOR BASE PLATE AND ANCHOR ROD TOLERANCES STAKE FIELD TOLERANCES H/500 '-Height (t) TOLERANCE 10' 1/4- /4"12' 12' 5/16" I 500 15' 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 SHEETING STEEL LINE NOTCH 8 E 1 D i th ANCHOR BOLTS PROJECTION OF ANCHOR BOLTS "D" - GIVEN ON ANCHOR BOLT PLAN. SHEETING NOTCH SHOWN BUT NOT REQUIRED - - 1. 4 ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION BUTTE COUNTY BUILDING DIVISION APPROVED Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 PROJECT: PETE 'KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE . SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/ 7/15 N.T.S. 1 A 14—B-76396 DET11 0 POO00 N L C72875 Exp, 06/3012016 02/10/15 CIVIN- aQ T OF C1u.�F� F� SIDEWALL 1 1 500 500 0 z I I I o I I Z I I I 500 500 500 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES F Curb Base Length Down UP Correct o Hill 12` Min. Hill 6" Min. = Endla Install Pipe in center to allow base of rubber roof jack to lay flat an panel. Endla Cannot encompass more than 75%. of panel. 4• a❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof Mo Roof Panel jacks do not have 20—year service life and, in the case of lead hats; will cause galvanic corrosion of the roof panels. I 'I Roof Panel ❑ Use EPDM rubber roof jacks with an integral aluminum bond bonded into the perimeter of ---- the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top ®Pudin 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. ® Indil ❑ l Rib ' Floating Panel Support Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only. tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the lop of the roof jack back over the tope sealant. Apply the Up Lift Plate Curb Bose stainless steel clamp over top of roof jack and firmly tighten to form a secure compression i o (IF Required) seal. •o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in > - 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 water 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 accessed, a two—piece pipe curb is available. - The curb details shown illustrate the building manufacturers recommended curb style 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 a; 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 a 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 2/ 7/15 FOR ERECTOR INSTALLATION PURLIN PURUN HANGER ROD, ANGLE "Z" PURLIN ROD OR CHAIN CLIP - DO NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY QeW q_01 ROD IN FLANGE OF PURLIN KIND ON FLANGE OF PURLIN AS SHOWN Erection.Guide THE INCORRECT WAY Raaf Jack Installation ,Ifacturer) secure me sump. i—Bead Tape Continuously Pipe 8" La Tek S.D Tape Sealant Metal Building Outlet Panel profile varies— aries—PURLIN **Stainless Steel Clamp 10390 Bradford Road PURLINANGLE (W/ 2 Littleton, CO 80127 PROJECT: SELF—DRILLERS•• CUSTOMER: KING MUFFLER OWNER: PETE KING `Angle" HANGER ROD-- Sprinkler Hanger Pipe Rod Step 1 SUGGESTED METHODS **(Not by Metal Bldg Manufacturer) DATE An angle is self—tapped to the web of the purlin to catch hanger rod. This method" does not preclude other forms of attachment to the purlin web. I The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: N.T. s. 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel Clam 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 Roof Jack Installation Panel profile varies Tri—Bead Tape Sealant HW504 Down UP Correct o Hill 12` Min. Hill 6" Min. = Endla Install Pipe in center to allow base of rubber roof jack to lay flat an panel. Endla Cannot encompass more than 75%. of panel. 4• a❑ Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof Mo Roof Panel jacks do not have 20—year service life and, in the case of lead hats; will cause galvanic corrosion of the roof panels. I 'I Roof Panel ❑ Use EPDM rubber roof jacks with an integral aluminum bond bonded into the perimeter of ---- the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top ®Pudin 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. ® Indil ❑ l Rib ' Floating Panel Support Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only. tape sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. ❑ Roll down the top of the roof jack and apply tape sealant continuously around the exposed portion of the pipe. Roll the lop of the roof jack back over the tope sealant. Apply the Up Lift Plate Curb Bose stainless steel clamp over top of roof jack and firmly tighten to form a secure compression i o (IF Required) seal. •o ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in > - 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 water 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 accessed, a two—piece pipe curb is available. - The curb details shown illustrate the building manufacturers recommended curb style 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 a; 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 a 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 2/ 7/15 FOR ERECTOR INSTALLATION PURLIN PURUN HANGER ROD, ANGLE "Z" PURLIN ROD OR CHAIN CLIP - DO NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY QeW q_01 ROD IN FLANGE OF PURLIN KIND ON FLANGE OF PURLIN AS SHOWN Erection.Guide THE INCORRECT WAY Raaf Jack Installation ,Ifacturer) secure me sump. i—Bead Tape Continuously Pipe 8" La Tek S.D Tape Sealant BUTTE COUNTY BUILDING DIVISION APPROVED SHEET NUMBER ISSUE DEf12 0 pX�c,'� C72875 Exp. 06/3012016 02/10/15 C f V ►1- .aQ T OF CA1.1F Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE SCALEPHASE BUILDING ID JOB'NUMBER 2/ 7/15 N.T. s. 1 A 14-8-76396 BUTTE COUNTY BUILDING DIVISION APPROVED SHEET NUMBER ISSUE DEf12 0 pX�c,'� C72875 Exp. 06/3012016 02/10/15 C f V ►1- .aQ T OF CA1.1F PRE -ERECTION NOTES: Thefollowing notes, procedures and suggested recommendations are important parts 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. ----------2 ANCHOR 12 RODS LS 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 can 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 girts 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 panel stacks 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 mastic away from heat. LAYOUT OF BUILDING COMPONENT ® sc O RAMP . O 2 Q 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwall Girts 1.) Layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slob 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 slab to prevent damage to concrete edge from equipment traffic. - 6.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide m R3 GENERAL ERECTION NOTES MASTIC SEALANT Building Outlet 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of o 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 warm 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 warm (60'-90') until application. After mastic has been KING MUFFLER OWNER: PETE KING applied, keep protective paper in place until panel is ready to be installed. OROVILLE, CA 95966 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless CAD specified on erection drawings for the building. _ IMPORTANT NOTE: PHASE 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 eave to peak. portion of this drawings set are for general guidelines only, and not meant to be 1 A 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, 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 temporary guys, braces or other elements shall be the total and complete responsibility of the erector. The temporary supports GUIDE are intended to represent only a guide as to the sequencing and how the required shall be determined and furnished by the erector. components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building 3.) Temporary construction supports shall be provided wherever necessary to are determined by the experience, expertise, and skills of the installation crews, accommodate all construction loads to which the structure may be subjected, as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. left in place as long as may be required for safety. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures are followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and - metal panels can undergo varying degrees of corrosive attack when in direct R contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM WALL PANEL AROUND PANEL HOSE - ' PANEL NOTCH FOUNDATION _ (SHOWN) OR� - - BASE TRIM 4" MIN. -c3 + - SLOPE FINISH GRADE ° ' r AWAY FROM BUILDING ' 2.) Top of finish grade 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 C 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. Alwoys 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. =t. f 11I1L.L_L_/_/1 J1LL.lJLLGL J1C111LL1.L CORRECT DEGREE OF Too TIGHT TOO LOOSE - TIGHTNESS SEALANT SQUEEZED 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 can destroy the paint finish and void any warranty. r J - ISSUE DATE DESCRIPTION BY 0 2/ 7/15 FOR ERECTOR INSTALLATION HPD IM BUTTE COUNTY BUILDING DIIV®ISION APP C72875 A Exp. 06/30/2016 02/10/15 CIV1\- a\P SHEET NUMBER ISSUE OF CALF DET 13 0 Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 2/ 7/15 N.T.S. 1 A 14-B-76396 BUTTE COUNTY BUILDING DIIV®ISION APP C72875 A Exp. 06/30/2016 02/10/15 CIV1\- a\P SHEET NUMBER ISSUE OF CALF DET 13 0 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. and continues throughcompletion. —curate alignment of the f rst bay s essential for correct alignment of succeeding bays. The installer s responsible for POST BRACING STEP 4: ERECT REMAINING STRUCTURAL FRAMING STEP 1: ERECT FIRST BAY WALL FRAMING AUTION NOTE Until rafters are bolted in place with purlins and flange braces installed, they are It is the responsibility of the - NOTE easily damaged by incorrect or careless handling procedures. Use extreme caution erector to provide temporary foundation. Plumb and align the columns and install washers and nuts onto It is the responsibility of the when lifting rafters. Two booms should be used to lift an inched rafter section 9 y P 80 feet or more in length. erection bracinguntil the PRIMARY FRAM erector to provide temporary NOTE: The end frame may be a bearing frame with the rafter supported b end y 9 PP Y structure is copleted. RACING erection bracing until the END BAY erector to provide temporary CORNER ENDWALL ' the end posts. The procedure shown is for a bearing frame. If the structure is completed. i PURLINS structure is completed.. All X–Brocin should be checked that it is installed to a tout -condition 2A: Bolt primary frame rafter together at peak connection (unless rafter length EAVE STRUT requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are more easily installed on the ground.. EAVE STRUT GIRT Lift rafter into place between sidewall columns and install bolts in rafter to . for end post if required. column knee connections. 2B: Install end purlins tinteer riorhboy rpurlst insrat rame 36: Attach wall girls to the primary frame columns (see step 1C). , ei rafter. The end the fior boypurlins swill overlap the 3C: Install eave struts (see step 1 D). END FRAME 9 as described in step 1C. Complete flange brace connection to purlins. GIRTS RAFTER END POSTG�0 .2C: Install roof bracing systems but do not tighten completely until the bay is 3D: Attach roof purlins for this boy to the two rafters. Purlins will bolt to the rafter flange in the same manner as girls to column flanges (see step 1. C) CORNER COLUMN 0� plumbed. - PRIMARY FRAME 2D: Plumb and square the first bay. After alignment, tighten wall bracing first and TEMPORARY ERECTION BRACING ' the roof bracing working from eave to peak. Tighten any remaining bolts. EN J_ Plumbing and aligning a total structural system begins with the first braced bay FRAME EN 1A: Determine from erection drawings furnished with the building the location of the first braced bay. Framing for this bay will be erected first. and continues throughcompletion. —curate alignment of the f rst bay s essential for correct alignment of succeeding bays. The installer s responsible for POST BRACING choosing the best- method suited for plumbing and aligning the structural system. detail on erection drawings). 18: 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 END FRAME TEMPORARY ERECTION BRACING - Starting at the opposite end of the first bay erected. 'install the remaining base is level, at the correct elevation, and is in full contact with the STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY interior frames, girts, purlins, eave struts, bracing, end frames and end posts foundation. Plumb and align the columns and install washers and nuts onto I 1� using the procedures described in the preceding steps. Be sure all wall girts, the Anchor Rods. NOTE. roof purlins and flange braces as shown on the erection drawings are installed. NOTE: The end frame may be a bearing frame with the rafter supported b end y 9 PP Y _ It is the responsibility of the P Y - Constant checks should be made to ensure the building is square, plumb and aligned. pposts, ora rigid frame. with the rafter self–supporting, and not attached F END BAY erector to provide temporary CORNER ENDWALL ' the end posts. The procedure shown is for a bearing frame. If the PURUN erection bracing until the " building hos a rigid end frame, it is erected the some as interior frames as described in steps 1 and 2. structure is completed.. All X–Brocin should be checked that it is installed to a tout -condition NOTE: As wall girts are installed around the building, framingfor factory located with all slack removed. Do not tighten beyond this state. 1C: Attach wall girls 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). 1 D: Install the eave strut by bolting- to the top of the columns. Refer to .the END FRAME TEMPORARY ERECTION BRACING - erection drawings and attach column flange brace where shown. Flangge braces RAFTER ...END BAY GIRT may be required on one or both sides of the columns. If a flon a POST brace connects to a girt in the adjacent bay, that brace will be bolted to END k the girt after the adjacent bay girts are installed. CORNER ENDWALL ' GIRT COLUMN NOTE: As wall girts are installed around the building, framingfor factory located ' framed openings and accessory framing to which the girts attach should 3A: After end frame is plumb and square, install endwoll girls and flange braces be installed. Feld located accessory framing may be installed at the some for end post if required. time as girts or at a later time. ' 36: Attach wall girls to the primary frame columns (see step 1C). , ei 1 E: Install wall bracing systems (rods, cables, knee bracing, portal bracing) at 3C: Install eave struts (see step 1 D). this time but do not tighten completely until the bay is plumbed. 1F: Rep Repeat steps 1B thru lE for wall framing on the opposite side of the 3D: Attach roof purlins for this boy to the two rafters. Purlins will bolt to the rafter flange in the same manner as girls to column flanges (see step 1. C) budding' connect flange braces to purlins. 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 1B. 3E: Check alignment, plumb and square the two bays just erected. Tighten all ' bolts and bracing. Y J_ 1H: Bolt required clips and flange braces to the end frame rafter sections and _ T' lift into place atop the end posts. Bolt rafter sections to corner column. and end post cap plates. Bolt rafter sections together at peak. u STEP 2: ERECT FIRST BAY ROOF FRAMING . Q NOTE PURLINS ' It is the responsibility of the .. It. s Y� erector to provide temporary erection bracing until the PRIMARY FRAME structure is completed. t• RAFTER .;'. TEMPORARY ERECTION BRACING END � r FRAME END POST BRACING • - .. fir . jt ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION t�r _ Erection Guide N12 M PI EH MCC I HPD EH DMetal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE SCALE PHASE I BUILDING ID JOB NUMBER 2/ 7/15 N.T.S. 1 A 14—B-76396 C72875 Exp. 06/30/2016 02/10/15 ClV1N- a�P SHEET NUMBER I ISSUE q OF CAt-1Fp� DET14 0 V NOTE 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 panels ore installed. WOOD BLOCKING . FOR GIRT ALIGNMENT INSULATION SIDEWALL PANELS 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 girts are level, attach the girt flanges to the ongle 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 canning. _OCKING 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 SIDEWALL INSULATIONINSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER CONTACT TAPE 5B: 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. This will prevent the insulation from hanging below the wall panel and wicking moisture. Roof Pane Insulation . Double Faced Taped (Not by manufacturer) (Not by manufacturer) to be used to secur - Note: insulation. Trim insulation and turn vinyl bock +" 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) N 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) Starting at a building• corner; attach the first piece of blanket insulation to t the contact tape on the eave 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'12p00 • a Metal Building Outlet 10390 Bradford Road Littleton, CO 80127 5C: Sidewall panels should be installed so that the panel sidelap is in a direction PROJECT: PETE KING away from the prevailing wind. (refer to appropriate lap detail included with STEP 6: INSTALL ENDWALL PANELS erection drawings.) KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 5D: Install remaining sidewall insulation and panels, being careful to maintain correct panel coverage. It is suggested that the foundation be marked in +j DATE 2/ 7/15 increments of panel width to allow visual checking of panel coverage as installation i progresses. 14-8-76396 NOTE: Check periodically to ensure that all panels are aligned and plumb. i 5E: At the finishing corner of a sidewall, the last panel may required additional lap or trimming for installation of corner trim refer to the details in the erection drawings. ENDWALL PANELS INSULATION Screw Alignment Panel SIDEWALL PANELS + (Through Fastened Panel Only) CORNER TRIM PRE -DRILLED 6A: Install gable angles/supports onto the ends of purlins and eove struts. This TEMPLATE SHEET >Ii _ 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. i Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eave 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 rake. and STACKED SHEETS - ANGLE gable angle installation, see %,. erection details. TO BE DRILLED �r AT EXPANSION f JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION KEEP END OF PANELS ALIGNED _ • 68: See erection drawings sheeting layouts for panel starting dimensions, _ • iP , panel trim locations, and lap locations. NOTE: After drillingpanels, it is important to clean metal filings off all p p g panel surfaces, including between panels that are not installed that day, to avoid rust stains. TRIM DIMENSION IS I MEASURED FROM CENTER TRIM -I ---I OF FIRST MAJOR RIB. �Y re L i N _ •f ISSUE DATE DESCRIPTION 0 2/ 7/15 FOR ERECTOR INSTALLATION it k - GABLE ANGLE I -- CONTACT -CONTACT TAPE SAVE STRUT Ilk ENDWALL GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION F^pHq \OEtIP�� L( S 6C: Align and level girts on endwall. 6D: 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 set in place. Refer to corner details in the erection drawings for the panelstarting distance from .the corner, When the panel is located and plumb, install fosteners. 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 i BUILDING -DIVISION APPROVED �C. 0 o C72875 m Exp. 06/30/2016 02/10/15 SHEET NUMBER ISSUE C f V t�- �%00 CAt-�F DET15 D Metal Building Outlet 10390 Bradford Road Littleton, CO 80127 Corp PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE 2/ 7/15 SCALE N.Ts. PHASE 1 BUILDING ID 'A 14-8-76396 JOB NUMBER BUTTE COUNTY i BUILDING -DIVISION APPROVED �C. 0 o C72875 m Exp. 06/30/2016 02/10/15 SHEET NUMBER ISSUE C f V t�- �%00 CAt-�F DET15 D i STEP 7: INSTALL ROOF PANELS 7A: Install eave trim over top of sidewall panels and eave struts with fasteners per erection drawings eave detail. 78: If the roof is insulated, place a continuous run of contact tape along top of eave struts at both sidewalls. Lay a starter roll of blanket insulation from eove to eave across roof and secure to contact tape. (refer to packing list for 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 that the ridge caps can be properly installed. Check for proper coverage as the sheeting progresses. Note panel—sheeting sequence below! 7C: Install the first run of roof panelsacross the building from eave to eave, 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 properly 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 avoid accumulative error due to panelcoverage gain or loss, properly align each panel before it is fastened. ccosi anal checks should be made o ensure that correct panelcoversge i maintained. Special attention should be given to fastener, mastic and closurs e requirements. Refer to details with erection drawings. 7E: At finishing end of roof, the last panels ma( require field modification for installation of rake trim. Refer to rake details. DO NOT BACK LAP THROUGH FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific panel used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC.. must be removed from roof to ,guard against' corrosion. NOTE 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 oil roof and wall panels are installed. WOOD BLOCKING FOR GIRT ALIGNMENT INSULATION , SIDEWALL PANELS ENDWALL PANELS - F STEP 8: INSTALL TRIM AND ACCESSORIES N� NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR } UNATTENDED ROOF PANELS. �. RAKE TRIM F Panels May Collapse If Not Properly Secured! •1 f FRAMED PERSONNEL DOOR s A OPENING EAVE GUTTER J Roof panels must be completely attached to the purlins and to panels ' SA: Install rake trim and gable closure. on either side before they can be a safe walking surface. Light 86: If included with the building, install the eave gutter, corner closures and transmitting panels or translucent panels can never be considered as a downspouts. walking surface. - NOTE: Remove all loose fasteners, blind' rivets, drill shavings, etc... from gutter 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. 1. Step on rib at edge of panel. IMPORTANT: 2. Step near crease in rib at edge of panel. Remove debris from roof and wall surfaces during installation and after. Clean surface of sheeting as required to remove smudges and touch—up any minor/mild scratches with color match touch—up paint. 3. Step within 5 feet of edge on unsecured panel. A single roof panel must never be used as a work platform. An OSHA - approved runway should be used for work platforms! (Consult OSHA r Safety and Health_ Regulations for the Construction Industry). Safety First!. tj DATE DESCRIPTIO 2/ 7/15 FOR ERECTOR INSTALLATION ,T Metal Building Outlet Corp i t 10390 Bradford Road i Littleton, CO 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: i CAD i SCALE PHASE BUILDING ID t JOB NUMBER 2/ 7/15 i 1 A 14—B-76396 f - I DATE DESCRIPTIO 2/ 7/15 FOR ERECTOR INSTALLATION ,T BUTTE COUNTY BUILDING DIVISION APPROVED 72875 Exp. Exp. 06/3012016 02/10/15 SHEET NUMBER ISSUE ClVI\. q! OF C�`F DET16 0 Metal Building Outlet Corp 10390 Bradford Road Littleton, CO 80127 PROJECT: PETE KING CUSTOMER: KING MUFFLER OWNER: PETE KING LOCATION: OROVILLE, CA 95966 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 2/ 7/15 N.T.S. 1 A 14—B-76396 BUTTE COUNTY BUILDING DIVISION APPROVED 72875 Exp. Exp. 06/3012016 02/10/15 SHEET NUMBER ISSUE ClVI\. q! OF C�`F DET16 0