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HomeMy WebLinkAboutB16-2706 000-000-000383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Levi Rosser - Rosser Enterprises Project: Bagley 40x60 Metal Building Foundation Address: 4349 Woodrose Road, Oroville, Butte Valley, CA PERMIT # ' BUTTE COUNTY DEVELOPMENT SERVICES c"jib REVIEWED FOR C DE COMPLIANCE C o DATE � C:) —BY BUTTE COUNTY DEC 0 7 2016 DEVELOTW*-D f SERVICES &-27)0 Note: These calculations and details are based on permit drawings by Star Building Company. These calculations apply only to the structure as defined in the reviewed set of drawings. Any changes to either this set of calculations or the reviewed set of drawings provided by Star Building Company without the written consent of this Engineer is strictly prohibited and shall render these calculations and specifications void. Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Ulm Project: Engineer esign of: Foundations Grid Line Summit Structural Design Page: Date Soil Bearing 1500 psf �" " "`� "g'•' +� �� W• rt %,�>a•� fi• .*e .� „�,,„.,•rr..: CBC7013,Section 160531 - DL+CL+LL Soil capacity to resist uplift T, varies T. Mo' e-w„.�..„„mi DL+t1-.6w DL+CL+.75(.6W)+.75LL DL + CL+ .75(.7E) + ,75LL .60L+.6tv Sqr Ftg for .6DL +.7E 1A 2B 1C 2A 2C 3A 3C OT Sqr Ftg for Resistive Unity Gravity (kips) Uplift (kips) Soil Bearing Thickness Length Width Uplift Factor )L CL I LL Wind I Eq Min Size (ft} (ft) (ft) (ft} Load (kips} (must be. 50 0.40 2.10 -3.30 -0.1 1.41 2 2.25 x 2.25 1.79 1.06 .40 1.30 6.60 -10.90 -1.80 2.49 2_5 4.00 x 4.00 6.06 1.06 50 0.40 2.10 -6.10 -1.40 1.74 2.5 3.00 x 3.00 3.87 1.15 50 2.70 9.00 -17.04 -1.70 3.21 2.5 S.00 x 5.00 8.69 1.00 40 2.70 8.90 -16.90 -1.30 3.19 2.5 5.00 x 5.00 8.69 1.00 20 1.10 3.60 -8.49 -1.25 2.22 2.75 3.00 x 3.00 4.44 1.02 20 1.10 3.60 -8.40 -1.30 2.21 2.75 3.00 x 3.00 4.44 1.03 2 Project: _ Engineer_ Summit Structural Design Hairpin Design (worst case Line 2) F Date 11/28/2016 Note: All Loads are ULT F -Horizontal Force 1.2*DL + 0.5*LL = DL= 0.60 kips CL= 0.80 kips LL= 2.60 kips W= 3.50 kips EQ= 1.40 kips Angle 0.162 in2 Use: 1 # 3 bar As= q= 30 deg Steel Grade fs= 60 ksi Vu= 1.4*DL — 1.960 kips 1.2*DL + 0.5*LL = 2.980 kips 1.2*DL + 1.6*LL + 0.5W = 7.590 kips governs 1.2*DL + 0.5*LL + 1.OW = 6.480 kips 1.2*DL + 1.OEQ = 3.080 kips 0.91DL + 1.OW = 4.760 kips 0.9DL + 1.OEQ — 2.660 kips ACI 398-11 Section 9.2 Load Combinations Vu=0.9*Area'd*(fs)*cos(q) Check this equation Areq'd = Vu/(0,9*(fs)*cos(q)) Areq'd= 0.162 in2 Use: 1 # 3 bar As= 0.221 In2 Anchor Designer""^ A` t Software Version 2.4.602.5.31 rolect Information Customer company: Customer contact name: Customer e-mail: Comment: 2, Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information; Anchor type: Cast -in-place Material: AS Diameter (inch): 0.750 Effective Embedment depth, h,,l (inch): 20.000 Anchor category: - Anchor ductility: Yes hn,in (inch): 22.25 Cma, (inch): 1.63 S,ti, (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: U = 0.9D + 1.OW Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No <Fi Company: Summit Structural Design Date: 11/28/2016 Engineer, Andy Johnson, P,E. ---4Pa e: 115 Project: Address: 383 Rio Lindo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail andy@summRchico.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 30.00 State: Uncracked Compressive strength, f, (psl): 2500 4)�,v: 1.4 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore 6do requirement Yes Build-up grout pad: No Base Plate Length x Width x Thickness (Inch): 10.00 x 6,00 x 0.38 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility, ,orno)nn ; w:wg=fir, Company L -c 6955 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax, 925,847,3871 www.strongtie,com <Figure 2> Anchor Designer TIM Software Version 2.4,6025.31 Company: Summit Structural Design Date: 11/28/2016 Engineer. Andy Johnson, P.E. Page: 2/5 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 FE --mal andy@summitchico.com Recommended Anchor Anchor Name: PAS Pre -Assembled Anchor Boit - PAB6 (3/4"0) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be chocked for plausibility. <irnp�,Un 'Slv:o l Te C opany 1,m 6956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www,strongtie.com Anchor Designer TM Software Version 2.4.6025.31 01 Company: Summit Structural Design Date: 11/28/2016 Engineer: Andy Johnson, P.E. Page: 1315 Project: Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: 1 andy@summitchico.com 3. Resulting Anchor Anchor Forces Tension load, Shear load x, Shear load y, Shear load combined. Nua (lb) Vu*x (lb) Vuey (lb) V(V ..)'+(Vuny)' (lb) 1 3055.0 1935.0 0.0 1935.0 2 3055.0 1935.0 0.0 1935.0 3 3055.0 1935.0 0.0 1935.0 4 3055.0 1935.0 0.0 1935.0 Sum 12220.0 7740.0 0.0 7740.0 Maximum concrete compression strain (%a): 0,00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 12220 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces In y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vY (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor Naa (Ib) d In Tenslon(Sec. pNa. (lb) D.fi.11 19370 0.75 14528 S. Concrete Breakout length of Anchor Ira_Ten sIon (Sec. D.5,21 Nb = 16A.VPahaP'3 (Eq. D-7) A, N (psi) ho (in) Nb (lb) 1.00 2500 18.667 105084 O%q =0 (ANcIAN-)T.CN'1ed,N'Pa.01cp.NNb (Sec. 0.4.1 & Eq. D-4) ANc (In") ANcp (In2) 'PMfV '1'ed,N Ya,N I&Pto Nb (lb) 0 ONrap (lb) 3600.00 3136.00 1.000 1.000 1.25 1.000 105084 0.70 105553 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 ON,. = 0%,PNp - 0'1',,P8AtnpPc (Sec. D.4.1, Eq. D-13 & D-14) Y'o.P Abp (int) f'. (psi) 4 (ib) 1.4 3.53 2500 0.70 69266 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. t54nmon 61-jng T;tr Company Inc. 5958 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925,847. 871 www,strongtie.com N Anchor Designer TM Software Version 2.4.6025.31 w S. Steel Strength of Anchor In Shear (Sec. MAI V. (lb) 09MW 0 ¢yro.r¢V.. (lb) 11625 1.0 0.65 7556 Company: Summit Structural Design Date: 11/28/2016 Engineer. Andy Johnson, P.E. Page: 4/5 Project: Status Address: 383 Rio Undo Ave #200, Chico, CA 95926 Phone: 530.592.4407 E-mail: 1 andy@summitchico.com 9 Concrete Breakout Strength of Anchor In Shear (Sec D 6 21 Shear Forces (Sec D71 Shear perpendicular to edge in x•d/rectlon: Tension Factored Load, N. (lb) Design Strength, oNn (lb) Vbx = minj7(1./d.)D 9A.4fec.r'•61 (Eq. D-33 & Eq. 0-34) Status Steel 3055 1. (in) d. (in) d, fe (psi) c.r (in) Vb. (lb) Pass (Governs) Concrete breakout 6.00 0.75 1.00 2500 20.00 40249 0.12 Pass OVeb7. (Ave/Avco) Y'.ovW*dvYc.vrYh,VVb9 (Sec. D.4.1 & Eq. D-31) 3055 69266 0.04 Av. (int) Ave. (in 2) %e.y !Node Y'c.V Y'n.y Vo, (lb) 0 OVcbg. (lb) 1800.00 1800.00 1.000 0.980 1.400 1.000 40249 0.70 38655 Shear parallel to edge In x-dfrectlon: 0.26 Pass (Governs) T Concrete breakout x+ Vby = minj7(1./d.)024d..i.4fec.r15; 9a.4fee.r' bj (Eq. 0-33 & Eq, D-34) 38655 0.20 Pass 1. (In) d. (In) Bio fe (psi) c.r (in) Vby (ib) 78888 0.05 6.00 0.75 1.00 2500 20.00 40249 7740 211105 01/wr, _ ¢(2)(AvelAvco)'1'.e,vY'.dvKv'Nb.vVby (Sec, D.4.1 & Eq. D-31) Pass Interaction check NmION. V../OVn Combined Ratio Ave (int) A*. (in 2) Y'se,v Ynd,v 111�.V Y'b,v Vby (lb) 0 dV.b2, (lb) 1800,00 1800.00 1.000 1.000 1,400 1,000 40249 0.70 78888 10 Concrete Pryout Strength of Anchor in Shear (Sec. 0.6.31 OV -m = OkcpNcbp = Okop(AN.I ANc.) Yvc,N Wed.N %N N P p,NNb (Eq. D-41) kcp A* (in2) Aw. (in 2) Y'.oN Y'OdN Y4,N iNcp.N Nb (tb) d OVopg (lb) 2.0 3600.00 3136,00 1.000 1.000 1,250 1.000 105084 0.70 211105 11, Results Interaction of Tensile and Shear Forces (Sec D71 Tension Factored Load, N. (lb) Design Strength, oNn (lb) Ratio Status Steel 3055 14528 0.21 Pass (Governs) Concrete breakout 12220 105553 0.12 Pass Pullout 3055 69266 0.04 Pass Shear Factored Load, Vu. (lb) Design Strength, 0Vn (lb) Ratio Status Steel 1935 7556 0.26 Pass (Governs) T Concrete breakout x+ 7740 38655 0.20 Pass jj Concrete breakout y- 3870 78888 0.05 Pass Pryout 7740 211105 0,04 Pass Interaction check NmION. V../OVn Combined Ratio Permissible Status Sec. D.7.3 0,21 0.26 46.6% 1.2 Pass PAB6 (3/4"0) with hef = 20,000 inch meets the selected design criteria, Input data and results must be chocked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Simon -Tie Company Iric.. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925,560.9000 Fax: 925.847.3871 www. strongtie,com ENGI E RING 9 a �a � � PRODUCT D A .e R rVA ,.nSTA,BUILDING SYSTEMS@ AN NO COMPANY CALCULATIONS PACKAGE BUILDER: JOHN BAGLEY CUSTOMER: FASTAR-LEVI ROSSER JOB NUMBER: 15-B-54737 TABLE OF CONTENTS Original Design Completed thru Change Order # 01 RPV1Cln19 T�ictnnr Update Rev # Reactions? Reason for Revision Page Loc 1 Design Criteria 2 Building Sketch 3 Design Summary 4-12 Special Detail 13 Reactions 14-15 Seismic Desi 16-18 Original Design Completed thru Change Order # 01 RPV1Cln19 T�ictnnr Update Rev # Reactions? Reason for Revision Date Pages Revised Revised Eng. Project Engineer: SIVANAGI REDDY (Fairview) Checking Engineer: Vinay Joseph Signing Engineer: Allen Hurtz, P.E. PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES CODEC MPLIANCE DATE BY BUTTE COUNTY DEC 0 7 2016 DEVELOPMENT SERVICES TSiI-z-70(0 "TA f"k.*J BUILDING SYSTEMS@ AN NO C0,1APANY October 27, 2016 JOHN BAGLEY 4349 WOODROSE DR. BUTTE VALLEY, CA 95965 15-B-54737 FASTAR-LEVI ROSSER 4349 WOODROSE DR. OROVILLE, CA 95965 40'-0" x 60'-0" x 18'-0" To Whom It May Concern: 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 Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Allen D. Hurtz, P.E. Director of Engineering 15-6-54737 8600 South 1-35 Service Road • Oklahoma City, OK 73149 • 405.636.2010 • starbuildings.com 1 10/27/2016 STAR BUILDING SYSTEMS Job Number: 15-B-54737 Jobsite: OROVILLE, CA 95965 Designer: SNR Checker: Revision: 0 Date: 10/24/16 By: Pages Revised: Building Code ....................... CBC 13 Risk Category ........................ II - Normal Roof Dead Load Superimposed .................... 2.400 psf Collateral ...................... 3.500 psf Roof Live Load ....................... 20.00 psf (Reducible) Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)........ 0 psf Snow Exposure Factor (Ce)....... 1.00 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Seviceability Wind Speed ...... 72 mph Wind Exposure Category ......... C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 28.086 psf pressure -37.536 psf suction Other Areas 28.086 psf pressure -30.467 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 .............................. 0.6180 g Sds ..... 0.5379 g S1 .............................. 0.2634 g Shc ..... 0.3286 g Analysis Procedure .............. Equivalent Lateral Force Column Line 2&3 SWA SWC 1 Basic Force Resisting System C4 C4 B3 B3 Response Modification Coefficient (R) 3.25 3.5 3.25 3.25 System Over -Strength Factor (Omega) 3.0000 3.0000 2.0000 2.000 Seismic Response Coefficient (Cs) 0.166 0.154 0.166 0.166 Design Base Shear in kips (V) Transverse 4.20 Longitudinal 3.63 Basic Structural System (from ASCE 7-10 Table 12.2-1) C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." *********************************************************************** 2 10/27/2016 ® O O Provide 2x2xl/8" FB at indicated locations 0 9 Provide nested qirt -----------------Y----------------- I I>— I _ =Add jambs / / / O1 B ------------ - - - - - - - - - - - - - - - - -- --- --------------------- ----------------- Add Sc -480 clips 1 2 Add jambs as per 3 MBS drawings 15-B-54737 Framino Layou 10/24/16 3 10/27/2016 15-B-54737 FRAMING SUMMARY: Roof 10/24/16 4:58am PURLIN LAYOUT: -------------- Surface Purlin Surf Ext Stub Purlin Total Peak-Set_Space- Id Type Left Right Left Right Rows Space Space Row ------- ------ ----- ----- ---- ----- ----- ----- ----- --- 2 ZB 0.00 0.00 N N 4 0.83 4.95 4 3 ZB 0.00 0.00 N N 4 0.83 4.95 4 PURLIN LOCATION: ---------------- Surface Purlin Surf Id Id Offset Space ------ ------ ------ ----- 2 1 4.95 4.95 2 9.89 4.95 3 14.84 4.95 4 19.78 4.95 20.62 0.83 3 1 0.83 0.83 2 5.78 4.95 3 10.72 4.95 4 15.67 4.95 20.62 4.95 PURLIN & EAVE STRUT: -------------------- Surface Bay-Purlin-Lap- IS_Flg Eave Id Id Part Left Right Strap Strut ------- ----------- ------ ------ ------ -------- 2 1 8X35Z12 3.00 0 8ES3L14 2 8X35212 3.00 0 8ES3L14 3 1 8X35212 3.00 0 8ES3L14 2 8X35212 3.00 0 8ES3L14 ROOF BRACING: ------------- Bay Attach_Locate Id Start End Type Part Dia --- ------ ------ ----- -------- ----- 2 0.00 20.00 Rod WRO800 0.500 20.00 40.00 Rod WR0800 0.500 BOLT AT EAVE STRUT: ------------------- Wall Frame Line Lap ------- Bolt -Size ------ Id Id Type Plate No. Type Dia Washer ---- -- ---- ----- --- ----- ----- ------ 2 1 EW - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 0 2 3 RF - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0 4 3 RF - 2 A325 0.500 0 PURLIN ANTI -ROLL: 4 10/27/2016 ----------------- Surf Line Ds_ARoll No. Id Id AntiRoll Type Id Purlin Purlin_Id ---- ------------------------- ------ -------------------- 2 L_EW Clip w/gusset @001 1 4 2 RF Clip w/gusset @004 1 4 3 L_EW Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 15-B-54737 FRAMING SUMMARY: Left Endwall 10/24/16 4:58am ------------------------------------------------------------------------------- RAFTER: Surf Id Id Raft 2 Raf2 3 Part Length -------- W8X10 ------ 20.62 W8X10 20.62 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 3 0.00 M 6.00 0.500 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Coll 0.67 C W8X10 16.78 0.00 Co12 20.00 B W8X10 21.60 0.00 Co13 39.33 A W8X10 16.78 0.00 BASE PLATE: ----------Plate-------- ----- Anchor _ Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Coll S3 6.00 8.00 0.375 GR36 0.625 3.00 2 0 Co12 S3 6.00 8.00 0.375 GR36 0.625 3.00 2 0 Co13 S3 6.00 8.00 0.375 GR36 0.625 3.00 2 0 CAP PLATE: GIRT LAYOUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZF 8X35Z13 14.00 ZF 8X35Z14 18.50 ZF 8X25Z16 --- ------ ------------ Bay-Offset --Support- ----Lap---- Flg Start End Left Right Left Right Rot ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D 4.99 20.00 Col Col 0.00 0.00 D ----- ----- ---- ----- ----- ----- --- 5 10/27/2016 -----Bolts----- Id No. Type Dia ------ Coll --- 4 ----- A325 ----- 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZF 8X35Z13 14.00 ZF 8X35Z14 18.50 ZF 8X25Z16 --- ------ ------------ Bay-Offset --Support- ----Lap---- Flg Start End Left Right Left Right Rot ----- ----- ---- ----- ----- ----- --- 0.00 20.00 Col Col 0.00 0.00 D 0.00 20.00 Col Col 0.00 0.00 D 4.99 20.00 Col Col 0.00 0.00 D ----- ----- ---- ----- ----- ----- --- 5 10/27/2016 2 7.50 ZF 8X35Z13 0.00 20.00 Col Col 0.00 0.00 D 14.00 ZF 8X35Z14 0.00 20.00 Col Col 0.00 0.00 D 18.50 ZF 8X25Z16 0.00 15.01 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 ----- ------ 1 0.00 -------------- 21.60 Rod -------- WR0800 ----- 0.500 15-B-54737 FRAMING SUMMARY: Right Endwall 10/24/16 4:58am COLUMN: Grid Base Id Offset Line Part Length Elev ------ ------ ------------ ------ ----- Co12 20.00 B W10X12 21.33 0.00 BASE PLATE: ----------Plate-------- ----- Anchor _ Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia ------ ---- ----- ------ ----- ----- ----- ----- --- --- ----- ----- Co12 S3 6.00 10.00 0.375 GR36 0.625 3.00 2 0 CAP PLATE: -----Bolts----- Id No. Type Dia ------ --- ----- ----- Co12 2 A325 0.500 OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening_Size------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 2 2.50 14.00 14.00 0.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 2 Jamb -L 2.50 0.00 8F35C12 14.00 Jamb -R 16.50 0.00 8F35C12 14.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZF 8X25Z12 0.00 20.00 Col Col 0.00 0.00 D 6 10/27/2016 14.00 ZF 8X25Z13 0.00 20.00 Col Col 0.00 0.00 D 18.50 ZF 8X25Z16 8.70 20.00 Col Col 0.00 0.00 D --- ------ 2 7.50 ---- ZF -------- 8X25Z16 ----- 0.00 ----- 2.50 ---- Col ----- Jamb ----- 0.00 ----- 0.00 --- D 7.50 ZF 8X25Z16 16.50 20.00 Jamb Col 0.00 0.00 D 14.00 CF 8X25C13 0.00 20.00 Col Col 0.00 0.00 U 18.50 ZF 8X25Z16 0.00 11.30 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 15-B-54737 FRAMING SUMMARY: Front Sidewall 10/24/16 4:58am OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening -Size ------ Id Id Offset Width Height Sill Note ---- ---- ------- ------- ------- ------- ------------- 1 1 13.50 14.00 14.00 0.00 2 2 2.50 14.00 14.00 0.00 OPENING JAMB/HEADER/SILL: Open Bay Id Id Member Offset Locate Part Length ---- --- ------ ------ ------ -------- ------- 1 1 Jamb -L 13.50 0.00 8F35C12 14.00 Jamb -R 27.50 0.00 8F35C12 14.00 Header 14.00 13.50 8F25C16 14.00 2 2 Jamb -L 2.50 0.00 8F35C12 14.00 Jamb -R 16.50 0.00 8F35C12 14.00 Header 14.00 2.50 8F25C16 14.00 GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 1 7.50 ZB 8X25Z16 0.00 13.50 Col Jamb 0.00 0.00 D 14.00 ZB 8X25Z16 0.00 13.50 Col Jamb 0.00 0.00 D 16.00 ZB 8X35Z12 0.00 30.00 Col Col 0.00 2.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 2 7.50 ZB 8X25Z16 0.00 2.50 Jamb Jamb 0.00 0.00 D 7.50 ZB 8X25Z16 16.50 29.67 Jamb Col 0.00 0.00 D 14.00 ZB 8X25Z16 0.00 2.50 Jamb Jamb 0.00 0.00 D 14.00 ZB 8X25Z16 16.50 29.67 Jamb Col 0.00 0.00 D 16.00 ZB BX35Z12 0.00 29.67 Col Col 2.33 0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 WIND BENT: Bay Column-Web_Depth- I Rafter 7 10/27/2016 Id Height Part Start End I Part --- -------------- ----- ----- -------- 2 17.08 W12643 12.00 12.00 W10853 WIND BENT SPLICE: ----------------- Bay -----------Bolts----------- Id Width Thick Type Dia Gage Row Space --- ----- ----- ----- ----- ----- --- ----- 2 8.00 0.375 A325 0.750 3.00 4 4.00 ------------------------------------------ 15-B-54737 FRAMING SUMMARY: Back Sidewall 10/24/16 4.58am GIRT LAYOUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZB 8X25Z12 14.00 ZB 8X35Z14 --- ------ ---- -------- 2 7.50 ZB 8X25Z12 14.00 ZB 8X35Z14 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 Bay Offset --Support- ----Lap---- Flg Start End Left Right Left ----- Right ----- Rot --- ----- 0.33 ----- 30.00 ---- Col ----- Col 0.00 2.33 D 0.33 30.00 Col Col 0.00 ----- 2.33 ----- D --- ----- 0.00 ----- 30.00 ---- Col ----- Col 2.33 0.00 D 0.00 30.00 Col Col 2.33 0.00 D WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 1 0.00 18.00 Rod WR0600 0.500 --------------------------------------- 15-B-54737 FRAMING SUMMARY: Rigid Frame 1 10/24/16 4:58am LAYOUT: Type RF No. Line 1 Frame Line Id 3 Grid Line Id 3 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 ------ 10.00 ------ 5.00 ----- 9.00 11.92 0.134 0.250 0.250 1 1 2 7.45 5.00 11.92 14.00 0.134 0.250 0.250 2 2 3 8.91 5.00 11.00 11.00 0.134 0.250 0.250 2 2 4 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 5 10.00 5.00 11.00 11.00 0.134 0.250 0.250 3 3 6 8.91 5.00 11.00 11.00 0.134 0.250 0.250 4 4 7 7.45 5.00 14.00 11.92 0.134 0.250 0.250 4 4 6 10.00 5.00 11.92 9.00 0.134 0.250 0.250 8 10/27/2016 SPLICE: -Surface- Mem ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row --- Space ----- Row --- Space ----- -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 15-B-54737 FRAMING SUMMARY• Rigid Frame 2 10/24/16 4:58am LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem ---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: --- 1 ----------- 1 ------ 10.00 ------------- Surf ----- 9.00 No. 0.156 0.250 Id Locate Side Part Clip ------ 2 ---- ------ 1 1 ------------ 1 L2X2X14G 19.00 0.156 1 2 1 L2X2X14G 2 3 2 1 1 L2X2X14G 15.00 0.156 2 2 1 L2X2X14G 2 4 2 3 1 L2X2X14G 15.00 0.156 2 4 1 L2X2X14G 3 5 3 1 1 L2X2X14G 15.00 0.156 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 15-B-54737 FRAMING SUMMARY• Rigid Frame 2 10/24/16 4:58am 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 ------ 10.00 ------ 5.00 ----- 9.00 ----- 14.88 0.156 0.250 0.250 1 1 2 7.45 5.00 14.88 19.00 0.156 0.250 0.250 2 2 3 8.57 5.00 15.00 15.00 0.156 0.250 0.250 2 2 4 10.00 5.00 15.00 15.00 0.156 0.250 0.250 3 3 5 10.00 5.00 15.00 15.00 0.156 0.250 0.250 9 10/27/2016 3 3 6 8.57 5.00 15.00 15.00 0.156 0.250 0.250 4 4 7 7.45 6.00 19.00 14.89 0.156 0.250 0.375 4 4 8 10.00 6.00 14.89 9.00 0.156 0.250 0.313 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt--- Top--- -- -- Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- --- ----- --- ----- 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 A325 0.750 3.00 2 4.00 2 4.00 4 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ----------- ---Plate--------------Bolt---------- Base Locate Type Width Thick Type Dia Gage Row Elev ---------- ---- ----- ------ ----- ----- ----- ---- ----- Lt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip ---- ------ ------------ ------ 1 1 1 L2X2X14G 1 2 1 L2X2X14G 2 1 1 L2X2X14G 2 2 1 L2X2X14G 2 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 3 1 L2X2X14G 3 4 1 L2X2X14G BEARING STIFFENER: ------------------ Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 10 10/27/2016 mm) GENERAL. NOTES: t. ML BMW mm " Amm-a 77PE 1 Balls OEAIFA 1FW1 t 019E7F71 IR 3PWFH RPOM PFEIOWD Jens N /QAWWa 91111 FOR SIIM9UWL .09115 USIO ASIY AiA OR Moo ARE 2701. NE1FIf.4allla cl" BE /cm1P1IDEo Br USW LIE BEM a c9B017ED 7967 aP r1PE lEl®N Carnlln. Bti7S aR Dm lo�+sa�1r»laR srExacr/aE ro 71E NSPEEC1191C /64M.7 Ilo BaDEW ppFFFF e7so1FA1cN NSPEcno11 1EurtmExls 1cx ErE-miso�En Bans (SEa1G7pN FOR sIR11aNRIL - SEOI@1 9Z U69W lUN-0F�91f YE7110D BB woc�stEo. nE aa9cnols a nBs ,PE Rm s1s amcv. L ML MD CONELM OF S MMW MWO SIWL ff BM7E0 9118 AM BOOB. 3. Ns1KL NL Rmw KAM 91 am w wml !rmm "m FRAME CROSS SECTION: FRAME LINE 3 ImxI WE IoF�loR ID 1 10/34/101 wN E/0W 9dKWM I 12b W-4 1114.0/9.0 0.34 T 4 STAR BUILDING SYSTEMS am xKm 1-39 swfa Rw A R&.%.0 o C. CM. CK 73149 (Ba}d79-7878 Mr.. FR598ALN FDW omot J" Baer aRoc J" amm RX 0MLL Q% WM w oaE Sn.ClaE 4 N9WA a 16 a6 737 NEm 51 /4' .:222.1 6 It %4' i 19&0 11 10/27/2016 , • 3 ° r-io 4' e'w 6' 4' M2 S 0.°/16.° 10.166 TL73�1.1 6 a%4' i 317.7 6 Fnd �9A/ 9A 0.168 313.7 I I I e ■ %4' a 71169 Id a Yare e18e1 Mirk 3 yy IN 8 1 -2 4 4 ° AS76 4' fly PM mmu Cd Plod St'. WO) A 2�r t GENERAL NOTES: "I DIM MM WrH kTiaF-W TYR 1 Fuus a6 W iRw 1 °w[mt R[ SPHfID SIFFNDK PI6lOWa6D ANfS M /CCOI✓DVICE PBFR FOR SR61CR11W. ARS USNC ifi,ll AS76 OR W R0.1S ME 3% 7°0{ . PRE7FM1aNG CNI E /CCOIFIIAm Of 1910 TW tU81_W_MR WNW OF �1pRp�C, C/lHU1FD 1, 1�6T OFF M MGM OON FATS OR WM 7O9U1 IdWOR swans iOLFPOec TO TW MEOW AGM " RAM e,sviunaR 9rrccnoR RFDUee101i9 FOR E-mf9aan AIIS FOR SIRUORP/L ARS SFL'RON 9.' 1910 RMFOF�e/f ,[OCO sueb>�. nE canEcl,aFs aR n6 rmaEc� � F1or s1r anrx. 2 ALL FM OOMUMN OF 3MM ff MWC SFWL K nM POFR ASIS DAIS 3 NSVLL ILL RMOE WAM ON MM /1C FWRR 31FFRX SEAM 12' 40'-0' OUf-10-M OF On FRAME CROSS SECTION: FRAME LINE 2 WE °F°OP°" " °"' °" STAR BUILDING SYSTEMS Om BUM aam wm — SOMA Rob ,0/24/1 FOR esoiLOM 4— A aW, OK 73149 1u.1.ac o. Oa/ (OW) -8 -- MFASPR-MM FUM AIN . I aREIC A,N mu OW mWE SaFM ,e/wie N 16 @6 4737 SEEe7 ea 12 10/27/2016 on Erp.t�Aion Drmvings, 'Scl Flan'gc SC ',2, 13 10127/2016 f 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_Longl 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_Leftl 9 0.6Dead+0.6Wind Left2+0.6Wind Suction 10 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Right 11 0.6Dead+0.6Wind Right2+0.6Wind_Suction 12 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 13 0.6Dead+0.6Wind Suction+0.6Wind_Long2 14 0.52Dead+0.7Seismic_Right 15 0.6Dead+0.6Wind Pressure+0.6Wind Long2 16 1.08Dead+1.08Collateral+0.7Seismic Right 15-B-54737 Bracing Reactions Report: 10/24/16 4:58am BUILDING BRACING REACTIONS: 14 10/27/2016 15-B-54737 -------------- Reactions, Anchor Bolts, & Base Plates:10/24/16 4:58am -----Foundation_Loads(k )----- --------- ----------------- Frame Col Max_Pos_Val Max _Neg_Val Anc._Bolt Base_Plate Line Line Id Horz Vert Id Horz Vert No. Diam Width Len Thick ----- 1 ------ C -- ----- 9 0.0 ----- -3.3 -- ----- 9 0.0 ----- -3.3 --- 4 ----- 0.625 ----- 6.00 ----- 8.00 ----- 0.375 10 0.0 3.5 1 B 11 3.1 -5.7 12 -2.8 -4.0 4 0.625 6.00 8.00 0.375 3 0.0 9.3 11 3.1 -5.7 1 A 13 0.0 -1.7 13 0.0 -1.7 4 0.625 6.00 8.00 0.375 3 0.0 3.1 ---- 3 ------ B -- ----- 11 3.2 ----- 0.2 -- ----- 15 -2.9 ----- 0.2 --- 4 ----- 0.625 ----- 6.00 ----- 10.00 ----- 0.375 16 0.0 0.3 ----- 3 ------ C -- ----- 1 2.2 ----- 3.1 -- ----- 2 -2.8 ----- -2.6 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 1.6 6.0 4 0.7 -4.3 3 A 5 2.8 -2.6 6 -2.2 3.1 4 0.750 6.00 9.50 0.375 3 -1.6 6.0 7 2.5 -4.2 ----- 2 ------ C -- ----- 1 4.9 ----- 7.7 -- ----- 2 -5.6 ----- -4.9 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 4.0 14.1 8 -4.9 -8.7 2 A 5 5.7 -4.8 6 -5.0 7.8 4 0.750 6.00 10.00 0.375 ----- ------ 3 -- ----- -4.0 14.1 ----- 7 -- ----- 5.0 -8.7 ----- --- ----- ----- ----- ----- 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_Longl 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_Leftl 9 0.6Dead+0.6Wind Left2+0.6Wind Suction 10 1.05Dead+1.05Collateral+0.75Live+0.53Seismic_Right 11 0.6Dead+0.6Wind Right2+0.6Wind_Suction 12 0.6Dead+0.6Wind Pressure+0.6Wind_Longl 13 0.6Dead+0.6Wind Suction+0.6Wind_Long2 14 0.52Dead+0.7Seismic_Right 15 0.6Dead+0.6Wind Pressure+0.6Wind Long2 16 1.08Dead+1.08Collateral+0.7Seismic Right 15-B-54737 Bracing Reactions Report: 10/24/16 4:58am BUILDING BRACING REACTIONS: 14 10/27/2016 1..-- --- ----- _ ._. _..1. __... __.. --------------------------- Col ----Dead--- Collateral ------Reactions(k )------- --- Wall-- Col Wind_Rightl ----Wind---- --Seismic--- Panel _Shear(lb/ft) Loc Line Line Vert Horz Vert Horz Vert Wind Seismic Notes ----- ----- ------------- ----- ---- L-EW ---- 1 ------- C ,B ----- ----- 2.80 3.13 1.01 1.13 F SW A 2 ,3 ----- 1.0 (a) R EW 3 1.8 -4.3 3 (h) B SW C 3 ,2 3.67 1.98 1.88 1.02 ---- ----------- ----- ----- ----- ----- ------------- ----- (a)Wind bent in bay (h)Rigid frame at endwall WIND BENTS: -------Reaction(k ) ------ --- Wall- - Col ----Wind---- ---Seismic-- Anc_Bolt --Base-Plate(in) --- Loc Line Line Horz Vert Horz Vert No Dia Width Length Thick ---- ---- ----- ----- ----- ----- ----- -- ----- ------ ------ ----- F-SW A 2 ,3 1.84 2.22 0.88 1.06 4 0.750 6.000 12.50 0.375 Reaction values shown are unfactored. Maximum load combination factors are: Wind 0.60 Seismic: 0.70 15-B-54737 Additional Reactions Report: 10/24/16 4:58am 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 ----- ----- 3 ------ C ----- 0.3 ----- 1.2 ----- 0.3 ----- 1.1 ----- 1.0 ----- 3.6 -4.4 -8.2 1.8 -4.3 3 A -0.3 1.2 -0.3 1.1 -1.0 3.6 -1.8 -4.3 4.4 -8.2 2 C 0.6 2.4 0.8 2.7 2.6 8.9 -8.8 -16.9 3.5 -9.2 2 A -0.6 2.5 -0.8 2.7 -2.6 9.0 -3.7 -9.2 9.0 -16.9 Frame Col wind_Left2 Wind_Right2 Wind_Longl Wind_Long2 -Seis_Left- Line Line Horz Vert Horz Vert Horz Vert Horz ----- Vert ----- Horz ----- Vert ----- ----- 3 ------ C ----- -4.9 ----- -5.6 ----- 1.3 ----- -1.7 ----- 0.9 ----- -8.4 0.1 -7.6 -0.7 -0.6 3 A -1.3 -1.7 4.9 -5.6 -0.1 -5.6 -0.9 -6.4 -0.7 0.6 2 C -9.9 -10.5 2.4 -2.8 2.2 -15.3 0.9 -13.8 -1.4 -1.3 2 A -2.6 -2.8 10.1 -10.5 -0.8 -11.9 -2.3 -13.3 -1.4 1.3 Frame Col -Seis_Right -Seis_Long- Line Line Horz Vert Horz ----- Vert ----- ----- 3 ------ C ----- 0.7 ----- 0.6 0.0 -1.3 3 A 0.7 -0.6 0.0 0.0 2 C 1.4 1.3 0.0 -1.3 2 A 1.4 -1.3 0.0 0.0 15 10/27/2016 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 0.5 0.4 2.1 2.8 -6.1 0.0 1.4 2.8 -6.1 1 B 1.4 1.3 6.6 0.0 -3.9 2.8 -10.9 0.0 -3.9 1 A 0.5 0.4 2.1 0.0 -2.4 0.0 -3.0 0.0 -2.4 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 1.4 0.0 0.0 0.0 -2.3 0.8 -2.5 1 B 2.8 -10.9 -4.7 5.2 0.8 -8.0 0.0 -6.1 1 A 0.0 -3.0 0.0 0.0 0.0 -1.6 0.0 -3.3 Frame Col Seismic Left Seismic Right -E1PAT_LL_1--E1PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 1.3 -1.4 0.0 1.7 0.0 2.5 0.0 -0.3 1 B 0.0 1.5 1.3 -1.8 0.0 3.3 0.0 3.3 1 A 0.0 -0.1 0.0 0.1 0.0 -0.3 0.0 2.5 ------------------------------------------------------------------------------ Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 3 B 0.3 -4.8 5.3 ------------------------------------------------------------------------------ 15-B-54737 Seismic Design Report: 10/24/16 4:58am Building Data ------------- Code Length Width Left Eave Height Right Eave Height Seismic Formula --------------- Base Shear, V =IBC 12 = 60.00 = 40.00 = 18.00 = 18.00 = 0.667*Ie*Fa*Ss*W/R Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.283 T(Braced Frame) = 0.175 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V 16 10/27/2016 (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.807 R = Zone/Design Category= D Cs = 0.1656 Ie = 1.000 20.60 (k ) Force, V = S1 = 0.263 Force, E = 4.44 (k ) Shc = 0.329 Back R = 3.25, Rho= Sds = 0.538 Cs = 0.1656 Seismic Dead Load, W 11.38 (k ) Force, V = 1.88 (k ) -------------------- Frame Dead = 2.00 (psf ) 3.77 (k ) Force, Roof Dead = 2.40 (psf ) Wind Bents Collateral = 3.50 (psf ) 3.50, Rho= 1.30 Roof Total = 7.90 (psf ) , Weight= 18.96 (k ) L_EW Dead = 2.00 (psf ) , Weight= 0.82 (k ) F_SW Dead = 2.00 (psf ) , Weight= 1.06 (k ) R_EW Dead = 2.00 (psf ) , Weight= 0.82 (k ) B SW Dead = 2.00 (psf ) , Weight= 1.08 (k ) Force, V = Total = 22.76 (k ) Seismic Forces -------------- Roof Bracing R = 3.25, Rho= 1.30 Cs = 0.1656 W = 20.60 (k ) Force, V = 3.41 (k ) Force, E = 4.44 (k ) Sidewall Bracing Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 11.38 (k ) Force, V = 1.88 (k ) Force, Em = 3.77 (k ) Force, E = 2.45 (k ) Wind Bents Front R = 3.50, Rho= 1.30 Cs = 0.1538 W = 11.38 (k ) Force, V = 1.75 (k ) Force, E = 2.27 (k ) Endwall Bracing Left R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 6.16 (k ) Force, V = 1.02 (k ) Force, Em = 2.04 (k ) Force, E = 1.33 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1656 Frame 1 W = 6.13 (k ) Force, V = 1.02 (k ) Force, E = 1.32 (k ) 17 10/27/2016 Frame 2 W = 13.10 (k ) Force, V = 2.17 (k ) Force, E = 2.82 (k ) End Plates Frame R = 3.25, Omega= 3.00 Wind Bent R = 3.50, Omega= 3.00 Total Base Shear Longitudinal Force, V = 3.63 (k ) Transverse Force, V = 4.20 (k ) __.__. ... _.. _ ... _-_ 1 -... ._--- ..._._- - __.__ -.J.. 18 10/27/2016 BUILDER./CONTRACTOR RESPONSIBILITIES DESIGN LOADING I DESCRIPTION DRAWING INDEX Drowin Validity - These drawings, supporting structural calculations and design certification are based on the g g PP g g Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant p 9 Y THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: 10/28/16 1 FOR ERECTOR INSTALLATION PNR 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 13 manufacturer as of the date of these drawings. Any changes to the order documents after the date on these performance requirements of SSPC Paint 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 is 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 is intended to protect the WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. 0 F1 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 2.400 0 F2 ANCHOR BOLT REACTIONS Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or SUPERIMPOSED PSF 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) 3.5 PSF 0 F3 ANCHOR BOLT DETAILS 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 E1 ROOF FRAMING PLAN specifications, including its design, fabrication and quality criteria standards and tolerances. AISC code of p g g q Y ( may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any R OF LIVE LOAD 20.00 PSF (Reducible) 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 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 RISK CATEGORY /SNOW E3 BACK SIDEWALL specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor PROJECT NOTES 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 Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 0 E5 RIGHT ENDWALL Builder is responsible for State, Federal and OSHA safety compliance - The Builder/Contractor is responsible for conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 applying and observing all pertinent safety rules and regulations and OSHA standards as applicable. ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with FLAT ROOF SNOW LOAD (Pf) 0 PSF 0 E6 -F-1 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 b, minimum is 42 ksi for round SNOW EXPOSURE FACTOR (Ce) 1.0 0 DET1-14 STANDARD DETAILS compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, grade yield point 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 / 0 R1 -R8 INSTALLATION SHEETS erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) of 55 ksi. -/WIND LOAD ULTIMATE WIND SPEED 110 MPH 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 as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004'. NOMINAL WIND SPEED (vasd) 85 MPH (IBC Section 1609.3.1) Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. SERVICEABILITY WIND SPEED 72 MPH Materials by Others - All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and WIND EXPOSURE CATEGORY C 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 assumptions will govern. erection. The coordination and the costs associated for setting up and Special Inspections are the responsibility TOPOGRAPHICAL FACTOR 1.0 ❑ FOR APPROVAL of the Erector, Owner, Architect, or Engineer of Record. INTERNAL PRESSURE COEFFICIENT (GCpi) 0.18 /-0.18 THESE DRAWINGS, BEING FOR APPROVAL, ARE BY Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. ZONE 4, COMPONENT WIND LOAD < 1OFT2 DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL Errors which cannot be corrected by the foregoing means or which require major changes in the member28.086 PSF PRESSURE -30.467 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 are 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 2 ZONE 5, COMPONENT WIND LOAD < 10FT DOCUMENTS. ONLY DRAWINGS ISSUED be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mar 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site 28.086 PSF PRESSURE -37.536 PSF SUCTION "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by an 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. ZONES PER ASCE 7-10; FIG. 30.4-1 been designed according to the Building Code and specifications and the loads shown on this drawing. ZONES PRESSURES SHOWN ARE UN -FACTORED Modification of the building configuration, such as removing wall panels or braces, from that shown on these This project is designed using manufacture's standard serviceability standards. Generally this means that all RAIN INTENSITY 1:1 FOR 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 YP P P Y g THESE DRAWINGS, BEING FOR PERMIT, ARE BY Structural Engineer should be consulted prior to making an changes to the building configuration shown on g p g Y g g g products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4 IN/HOUR 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 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 this state. components that can be safely erected. However, the safety commitment and job site practices of the erector SS 0.6180 SDs 0.5379 are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions The design collateral load has been uniform) applied to the design of the building. Hanging loads are to be g y PP g g' g g X❑ FOR ERECTOR INSTALLATION and accident prevention is the top priority of any job site. Local, State and Federal safety and health attached to the purlin web. This may not be appropriate for heavily concentrated loads. Any attached load in S1 0.2634 Sp, 0.3286 FINAL DRAWINGS FOR CONSTRUCTION. standards, whether standard statutory or customary, should always be followed to help ensure worker safety. excess of 150 pounds shall be accounted for by special design performed by a licensed engineer using SITE CLASS D 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.SEISMIC D Provide special inspection reports to CBC SECTION 1704 should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use DESIGN CATEGORY of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets Where This metal building system is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) the Building Inspector for review and SPECIAL INSPECTION REQUIRED approval prior to final building field applicable, are recommended. For purposes of determining lift requirements, no bundles supplied b the PP P P g q pp Y must be designed to withstand the specified wind loading for the design of components and cladding in ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE inspection See attached Special Inspection manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual accordance with the specified building code. Doors are to be closed when a maximum of 50% of design wind Note member weights of other structural members. If additional information is required contact the customer service velocity is reached. 2&3 department. COLUMN LINE SWA SWC 1 BASIC FORCE RESISTING SYSTEM* C4 C4 B3 B3 Foundation Design - The Metal Building Manufacturer is not responsible for the design, materials and Non expandable Main frames workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only The rigid frame at lines 3 is designed as a non -expandable rigid frame. Corresponding frame RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.5 3.25 3.25 ENGINEERING SEAL location, diameter and projection of the anchor rods required to attach the Metal Building System to the reactions are calculated based upon actual tributary area. SYSTEM OVER -STRENGTH FACTOR(Q0) 3.0000 3.0000 2.0000 2.0000 foundation. It is the responsibility of the end customer to ensure that adequate provisions are made for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete SEISMIC RESPONSE COEFFICIENT(Cs) 0.166 0.154 0.166 0.166 THIS CERTIFICATION COVERS PARTS MANUFACTURED foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed BLDG DESIGN BASE SHEAR (V) 4.20_(k) 3.63 (k) AND DELIVERED BY THE MANUFACTURER ONLY, loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, and A3) THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES FOUNDATION DESIGN AND ERECTION OF THE BUILDING. 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 metal including but not limited to: Copper and Arsenic Salts used in treated lumber, Calcium used in concrete, mortar and grout. THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED Debris Removal - An foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the BY IN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE Y gENGINEER-OF-RECORD FOR THE OVERALL PROJECT. roof, gutters, trim, etc. if left on building surfaces for a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. ISSUE DATE I DESCRIPTION BY CK'D DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR SNR Rev. 8/12/14 BUILDING SIZE: 40'-0" x 60'-0" x 18'-0" 3.0:12 STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD OK 73149 A RobertsonCeco Company OKLAHOMA CITY, PERMIT# (800)-879-7828 E PROJECT: FASTAR-LEVI ROBBER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. OWNER: JOHN BAGLEY PHASE BUILDING ID 1 A JOB NUMBER 15-B-54757 SHEEP NUMBER ISSUE C1 0 cotr»t DEC 0 7 2016 TE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Nov 08, 2016 Com, 0 ly 0 C14 O O C"i 40'-0" OUT—TO—OUT OF STEEL D pp 10" L p 19'-2„ 19,-2„ I� O CA N X—Bracinq Z Z 00 D CD D c7 0 1'-3 1 /4" FTI (Hold This Dimension) 37'-5 1/21$ C7 00 0 0 0 01 4" �HM 14,_0„ _ , 3'-6„ 20,-0„ 20'-0„ n:r- nc,3 1 J 0 C... -j O ly O 0 C O IC) CIA 0 I '0 M m M CD cn C O m -77 oCpo M 0 m o �m C3 0 N 0 0 �mo -' M zoO Z co n�q W m m _O D Q Q M cn II II -P 00 0 m m n 0 z F9 m r CD z M O z m z < m z n 7z � o cn z o Cn ;;a z rC:) n C CD 0 D 0 O� HZ:n �;7 O m D OCD z D � e N co M c7 m CD D r co co � O cn� z C/7 n � D M D o C CD cn � 0 _ n z M O C-) 0 7D C 0 D G) M i) O � z O D G-) z CCD p CO t P � W cD a D O �l 00 p Cl) v O � co D C_- I n = � I 00 - Cs, O cn (/) 7K Cn FTI � z -P C7 CO FT -1 C ZJ co D Du p En - CD Cn C M * REG o �y5 O n co P N C', o 0- Com, 0 ly 0 C14 O O C"i 40'-0" OUT—TO—OUT OF STEEL D pp 10" L p 19'-2„ 19,-2„ I� O CA N X—Bracinq Z Z 00 D CD D c7 0 1'-3 1 /4" FTI (Hold This Dimension) 37'-5 1/21$ C7 00 0 0 0 01 4" �HM 14,_0„ _ , 3'-6„ 20,-0„ 20'-0„ n:r- nc,3 1 J 0 C... -j O ly O 0 C O IC) CIA 0 I '0 M m M O m -77 oCpo � 0 m o �m C3 0 �mo -' M zoO Z n�q W m m _O D Q Q M cn II II -P 00 BUILDING BRACING REACTIONS ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES EAVE HEIGHT FT) = 18 / 18 Grout Reactions in plane of wall Frm Col Anc._Bolt Base -Plate (in) Thick Grout 4 0.750 6.000 f Reactions(k ) Panel -Shear Line Line Qty Dia Width Length Thick (in) Wall - Col Wind - -Seismic - (Ib/ft) Vert ROOF SNOW LOAD psf) = 0 THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Loc Line Line Harz Vert Harz Vert Wind Seis Note 1 C 4 0.625 6.000 8.000 0.375 0.0 WIND CODE = CBC 13 1.4 2.8 1 B 4 0.625 6.000 8.000 0.375 0.0 L_EW 1 C,B Bracing, see EW reactions 1 A 4 0.625 6.000 8.000 0.375 0.0 F_SW A R_EW 3 2,3 h �a� 3 B 4 0.625 6.000 10.00 0.375 0.0 B -SW C 3,2 3.7 1.9 * NOTES FOR REACTIONS Anc._Bolt NhWind bent inbayRigid frame at endwall -3.0 0.0 BUILDING REACTIONS ARE BASED ON 0.0 -3.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. THE FOLLOWING BUILDING DATA: Line Qty *See RF reactions table for vertical and horizontal reactions in plane of the rigid frame. WIND BENT REACTIONS -I� RV H �V FRAME LINES: 2 3 H IV WIDTH (FT) = 40 PLATES Dead LENGTH (FT) = 60 Base -Plate (in) EAVE HEIGHT FT) = 18 / 18 Grout Qty ROOF SLOPE rise/12) = 3.0:12 / 3.0:12 Length Thick DEAD LOAD psf = 2.400 4 0.750 6.000 COLLATERAL LOAD (psf) = 3.5 0.375 0.0 ROOF LIVE LOAD (psf) = 20.00 0.750 6.000 10.00 FRAME LIVE LOAD ( sf) = 12 0.0 Vert ROOF SNOW LOAD psf) = 0 THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS GROUND SNOW LOAD (psf) = 0.0000 0.5 0.4 (in) WIND SPEED (MPH) = 110 RIGID FRAME 2.8 -6.1 WIND CODE = CBC 13 1.4 2.8 EXPOSURE = C 0.0 1.4 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF CLOSED/OPEN = Closed Frm Col 1.4 IMPORTANCE - WIND = 1.00 Line Line 6.6 IMPORTANCE - SEISMIC = 1.00 Plate (in) 2.8 SEISMIC ZONE = D NOMINAL WIND SPEED (vasd) = 85 MPH (IBC Section 1609.3.1) 2 C -3.9 2.8 -10.9 2 A H IV IV 1&1►IIIIIIIIIIIII1►1II GENERAL NOTES ANCHOR BOLTS & BASE PLATES Dead Anc._Bolt Base -Plate (in) 10/28/16 1 Grout Qty Dia Width Length Thick (in) 4 0.750 6.000 9.500 0.375 0.0 4 0.750 6.000 10.00 0.375 0.0 IV 1&1►IIIIIIIIIIIII1►1II GENERAL NOTES Frm Col Dead Collot Frm Col Live 10/28/16 1 Wind_Leftl Wind_Rightl Wind_Left2 Wind_Right2 BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF Line Line Vert RIGID FRAME: ANCHOR BOLTS & BASE PLATES Horz Vert Harz Vert Horz Vert Horz Vert THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS C 0.5 0.4 (in) 2.1 2.8 -6.1 0.0 1.4 2.8 -6.1 0.0 1.4 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF 1 AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS 1.4 1.3 Frame 6.6 Base Plate (in) 2.8 Grout 0.0 -3.9 2.8 -10.9 THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL 1 A OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS Frm Col Anc._Bolt 0.0 -2.4 0.0 -3.0 0.0 -2.4 0.0 -3.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. Line Line Qty Dia Width Length Thick (in) (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. Frm Col Wind_Long 1 Wind_Long2 GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER 3 C 4 0.750 6.000 9.500 0.375 0.0 Line Line Horz Vert Horz WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE 3 A 4 0.750 6.000 9.500 0.375 0.0 C 0.0 -2.3 0.8 -2.5 REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND 0.0 1.7 0.0 2.5 0.0 -0.3 NOTED OTHERWISE. 1 B 0.8 -8.0 0.0 -6.1 0.0 1.5 DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES -1.8 0.0 3.3 0.0 3.3 1 A 0.0 -1.6 0.0 -3.3 0.0 -0.1 0.0 AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS RIGID FRAME: BASIC COLUMN REACTIONS (k ) FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. Frame Column -----Dead-----Collateral- ----- Live ------ Win d_Left1- -Wind_Rightl- --Wind_Left2- 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD 3 C 0.3 1.2 0.3 1.1 1.0 3.6 -4.4 -8.2 1.8 -4.3 -4.9 -5.6 REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER 3 A -0.3 1.2 -0.3 1.1 -1.0 3.6 -1.8 -4.3 4.4 -8.2 -1.3 -1.7 TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER 2 C 0.6 2.4 0.8 2.7 2.6 8.9 -8.8 -16.9 3.5 -9.2 -9.9 -10.5 DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION 2 A -0.6 2.5 -0.8 2.7 -2.6 9.0 -3.7 -9.2 9.0 -16.9 -2.6 -2.8 DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE Frame Column -Wind_Right2- --Wind_Longl - --Wind_Long2- -Seismic-Left Seismic -Right -Seismic-Long DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE 3 C 1.3 -1.7 0.9 -8.4 0.1 -7.6 -0.7 -0.6 0.7 0.6 0.0 -1.3 ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT 3 A 4.9 -5.6 -0.1 -5.6 -0.9 -6.4 -0.7 0.6 0.7 -0.6 0.0 0.0 RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER 2 C 2.4 -2.8 2.2 -15.3 0.9 -13.8 -1.4 -1.3 1.4 1.3 0.0 -1.3 OF FORCES TO THE FOUNDATION. THE METAL BUILDING 2 A 10.1 -10.5 -0.8 -11.9 -2.3 -13.3 -1.4 1.3 1.4 -1.3 0.0 0.0 MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE Frm Col Dead Collot Frm Col Live 10/28/16 1 Wind_Leftl Wind_Rightl Wind_Left2 Wind_Right2 BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF Line Line Vert Vert Vert ANCHOR Horz Vert Harz Vert Horz Vert Horz Vert THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. 1 C 0.5 0.4 (in) 2.1 2.8 -6.1 0.0 1.4 2.8 -6.1 0.0 1.4 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF 1 B 1.4 1.3 Frame 6.6 F1554 0.0 -3.9 2.8 -10.9 0.0 -3.9 2.8 -10.9 THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL 1 A 0.5 0.4 2.1 0.0 -2.4 0.0 -3.0 0.0 -2.4 0.0 -3.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. Frm Col Wind_Long 1 Wind_Long2 Seis_Left Seis-Right E1 PAT_LL-1- E1 PAT_LL_2- (UNLESS NOTED) Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS 1 C 0.0 -2.3 0.8 -2.5 1.3 -1.4 0.0 1.7 0.0 2.5 0.0 -0.3 NOTED OTHERWISE. 1 B 0.8 -8.0 0.0 -6.1 0.0 1.5 1.3 -1.8 0.0 3.3 0.0 3.3 1 A 0.0 -1.6 0.0 -3.3 0.0 -0.1 0.0 0.1 0.0 -0.3 0.0 2.5 ± Reactions Wall - Col Wind(k ) Seismic(k ) Loc Line Line Horz Vert Horz Vert F_SW A 2 1.8 2.2 0.9 1.1 F_SW A 3 1.8 2.2 0.9 1.1 Bolt(in) Base-Plate(in) Qty Dia Width Length Thick 4 0.750 6.000 12.500 0.375 4 0.750 6.000 12.500 0.375 ISSUE DATE I DESCRIPTION BY CK'D IDSN Frm Col 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR I SNR P roj (in) 2.00 2.00 2.50 2.50 STAR BUILDING SYSTEMS A Raee,tsonce<o Company PROJECT: FASTAR-LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. Wind Wind Wind Suct Wind Frm Col Dead Press -4.7 Suct Line Line Vert Horz Harz 3 B 0.3 -4.8 5.3 ANCHOR BOLT SUMMARY Dia Qty Locate (in) Type O 12 Jamb 5/8" F1554 O 16 Endwall 5/8" F1554 0 16 Frame 3/4" F1554 0 8 WindCol 3/4" F1554 P roj (in) 2.00 2.00 2.50 2.50 STAR BUILDING SYSTEMS A Raee,tsonce<o Company PROJECT: FASTAR-LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. Wind Wind Press Suct Horz Horz 0.0 0.0 -4.7 5.2 0.0 0.0 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE DATE t7i �' - BY 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE 1 A 15-13-54737 F2 0 Nov 08, 2016 Dia= 5/8" LJj DETAIL A Dia= 5/8" c - W cn W DETAIL B Dia= 5/8" n cn W DETAIL C [)in= 3/4" „ DETAIL D N 0 SW 1 3/4 Framed Opening Width 1 3/4 Dia= 3/4" 6„ w —T— r- 2 2 DETAIL E Dia= 3/4" 6„ —T— N 2 2 See Plan DETAIL F Dia= 5/8" 3 1/2" 4" 3" 8 1/411 4" 3" 8 1/4 11 DETAI L G Dia= 5/8" cn DETAIL W H SW y'u SW Dia_ 3/4" /6 r 1/2 1'-0 1 2° 0 9 1 2,• 4 DETAIL I 4' K 11 1/4" SW Door Opening Width 1 1 /4 1 1/4 ISSUE Equal Equal 0 -TVN ,.o + Steel Line + ARDiaFramed Opening AR Layout AR Dia Walk Door AR Layout 5 /8" 1/2 ' DATE DESCRIPTION 10/28/16 FOR ERECTOR INSTALLATION PERMIT# 6A- -1 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR � CODE COMPLIANCE ff� DATE � T t! 1 (fj �A STAR BUILDING SYSTEMS � a Roee,t,anC,co Company PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 1 a 15—B-54737 F3 0 Nov 08, 2016 0 0 I CV 1 4w w W U Q Li Cn Li 0 w W U En Li O O 0 CN I 60'-0" OUT—TO—OUT OF STEEL UT 30'-0" 2 30'-0" E-2 Q3 RF2-1 CDE-1 � f PURLIN LAP GENERAL DOTES: 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. 4" �E-1 E-1 RF1-1 P-2 T RF2-2 P-1 NO RF2-2 RF2-3 3'-1 3/4" ROOF FRAMING PLAN ISSUE DATE 0 10/28/16 E-2 DESCRIPTION FOR ERECTOR INSTALLATION =Mw . mm RF1-2 O 0 I N d - I U W RR -3 RF1-4 0 O 0 I N C N W O U I j< o� C) iOLl- C:) O Of 0 F52—D B (11) N O Ln CV I O N ROOF SHEETING PANELS: 26 Gauge PBR Charcoal Gray STAR BUILDING SYSTEMS � A Roee,tsonceco Company PROJECT: FASTAR-LEVI ROBBER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. MEMBER TABLE JOB NUMBER SHEEP NUMBER ROOF PLAN i a MARK E1 PART LENGTH P-1 8X35Z 12 Y3 --r--1 1 2 P-2 8X35Z 12 33'-1 1/2" E-1 8ES3L14 29'-11 1/2" E-2 8ES3L14 29'-11 1/2" CB -4 1 /2" DIA. ROD 35'-8" � —I NOTE: LTP'S TO BE FIELD LOCATED & FIELD CUT (BY OTHERS) � INSTALLATION MUST COMPLY WITH OSHA REQUIREMENTS PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE w1 , "LC 4� BY /,C - 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE i a 15—B-54737 E1 0 Nov 08, 2016 30'-0" 60'-0" OUT -TO -OUT OF STEEL n2 SIDEWALL FRAMING: FRAME LINE A (Gutter with 3 downspouts) 30'-0" owl 3 F761 -DR F761 -DR F760 -DR F2955 -D, F760 -D F760 -DR F73 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. SIDEWALL SHEETING & TRIM: FRAME EINE A PANELS: 26 Gauge PBR — Ash Gray BOLT TABLE FRAME LINE A MARK 0 F 81 TYPE DIA LENGTH WF -1 - WF -2 0 I F981 3/4" 1 3/4" i 8 A325 3/4" 1 3/4" F481 F481 A325 5/8;; 1 1/2 WF -3 - RF1-4 8 A325 5/8 1 1/2 29'-11 rl 1/2" E-2 8ES31_14 29'-11 1/2" G-11 8X25Z 16 13'-2" G-12 8X35712 32'-6" G-13 8X25Z 16 4'-4 1/2" G-14 8X35Z 12 32'-6" G-15 8X25Z 16 13'-2" rr7 N N r- 00 0c) CD OO 00 OD 0c) 00 Li- LL_ Lair- I LL_ it rl F73 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. SIDEWALL SHEETING & TRIM: FRAME EINE A PANELS: 26 Gauge PBR — Ash Gray BOLT TABLE FRAME LINE A MARK LOCATION QUAN TYPE DIA LENGTH WF -1 - WF -2 8 A325 3/4" 1 3/4" WF -3 - WF -2 8 A325 3/4" 1 3/4" WF -1 - RF2-3 8 A325 5/8;; 1 1/2 WF -3 - RF1-4 8 A325 5/8 1 1/2 MEMBER TABLE FRAME LINE A MARK PART LENGTH WF -1 W12643 17'- 1 WF -2 W10853 26'-5 3/4" DJ -1 8F35C12 16'-0" DH -1 8F25C16 14'-0" E-1 8ES31_14 29'-11 1/2" E-2 8ES31_14 29'-11 1/2" G-11 8X25Z 16 13'-2" G-12 8X35712 32'-6" G-13 8X25Z 16 4'-4 1/2" G-14 8X35Z 12 32'-6" G-15 8X25Z 16 13'-2" PERMIT # J 1 k3 �� 6 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE I rl N 4" 30'-0" 60'-0" OUT—TO—OUT OF STEEL (LJ I I H RF1-1 RF2-1 EC -1 GIRT 2'-5 3/4"1 LAPS 2'-5 3/4" S I D EWALL FRAMING: FRAME LINE C 3 2 1 (Gutter with 3 downspouts) F761—DR F761—DR F760—DR F2955—D F760—D F76❑0—DR 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. F73 SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Gauge PBR — Ash Gray ISSUE DATE I DESCRIPTION BY CK'D DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR I SNR 0 r--) 00 STAR BUILDING SYSTEMS A RobertsonCeco Company MEMBER TABLE FRAME LINE C MARK PART LENGTH E-1 8ES31_14 29'_ 11 1/2" E-2 8ES31_14 29'-11 1/? " G-16 8X25Z 12 32'-5 1 2" G-17 8X35Z 14 32'-5 1/2 G-18 8X25Z 12 32'-5 1/2" G-19 8X35Z14 32'-5 1/2" CB -3 1/2" DIA. ROD 34'-11 " CB -5 1 /2" DIA. ROD 34'-10" PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE DATE � ' C 8410 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 10/28/16 N.T.S. 1 a 15—B-54737 SHEEP NUMBER ISSUE E3 0 Nov 08, 2016 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. BOLT TABLE 17 ID PART LENGTH FRAME LINE 1 L2X2X 14G PART LENGTH LOCATION EC -1 QUAN TYPE DIA LENGTH ER -1 ER -2 7/811 8 A325 5/8" 2 Cor—Column/Rof 4 A325 1/2" 1 1/4" EC-2/ER-2 16'-8 4 A325 5/8" 1 1 /4" 40'-0" OUT—TO—OUT OF STEEL B A C B A 'z�T3„ 1 p„ 19,_2„ 19,_2„ 101, � �3„ — 3 " �. 60—D 12 12 12 12 0 �_ F73 r ENDWALL FRAMING: FRAME LINE 1 ENDWALL SHEETING &TRIM: FRAME LINE 1 PANELS: 26 Gauge PBR —Ash Gray 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. MEMBER TABLE FRAME LINE 1 17 ID PART LENGTH MARK L2X2X 14G PART LENGTH I L2X2X 1 /8" EC -1 W8X10 16'-8 7/811 EC -2 W8X10 21'-3 7/8" EC -3 W8X10 16'-8 7/8" ER -1 W8X10 20'-7 1/8" ER -2 W8X10 20'-7 1/8" G-1 8X35Z13 18'-6" G-2 8X35214 18'-6" G-3 8X25Z16 11'-5 15/16" CB -1 1/2' DIA. ROD 28'-4" CB -2 1/2' DIA. ROD 25'-3" FLANGE BRACE TABLE FRAME LINE 1 17 ID PART LENGTH FB29.3 L2X2X 14G 2'-5 1/4" FB6-1 I L2X2X 1 /8" 1 2'-5 1/4" PERMIT#yZ© BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE -PW N ITl C/)DD C70�Zcf) C E'7 o OMO F7Z C 70z�rD �::O D Gr- Z7Z<D-�� �C ��r-�DmD O ny Zrr Z DF-�C -nc� C oo;:o;u O —I M FD CO FT i 0 DaD CJ-) cilzF- � CD QD cn C"i �m C-�m Cmc DOS CD CD D I"O--.J I"O�l�l-POz - m�cn D c.0 CP co r D C) O cn r m� cn��� �7DZDc./) " s F-O�C�� m O C -r-i cn D O :* z-D-oC/) L-1 D IDOz=Oc.n z C/)z m O �C Ocoz r 0 ---q CD m C= = - z m = c� z FTI m CJ7 O C7 C E'7 o OMO DC7 O O _ U) O �C (./) O \ rn � z C7 m co D C) o C"i Cmc CD D I"O--.J I"O�l�l-POz - :O c.0 CP co 0 C) O cn CJ7 O z C E'7 o OMO DC7 O O _ U) O � z D \ rn co z C7 m co �J m o C"i CD D I"O--.J I"O�l�l-POz - :O c.0 CP co 0 C) O cn " c0cDOC,4(DOCD= rn cr " s m m ;;o cn L-1 D o �0') P P CJ7 � m � z C E'7 o OMO y C� C D• G-) � r- 0 'n v r D —i O z C7 m co �J m o C"i CA -P --.--.----Nr � I"O--.J I"O�l�l-POz :O CJ7 � m � z _ (D E'7 o OMO y C� C D• G-) I z C r- 0 'n v r U-1 —i M Co m -� CO C7 m co �J m C"i CA -P --.--.----Nr I"O--.J I"O�l�l-POz ICD C m O N \ m 07 J 0 CD CD 0 n 0 n 0 3 Q .■ w 11-1 D O I = CQ 00 O O � C cJo D � C-,) = I 000 ' { C14 UlO ;;,� cn � m Com, C � C7 co m Z7 O D o D m � m � tg c t � '� E'7 o OMO m W r m mxxxxxxxm� D• r, -i C� C-� N) N N N ND N N) C ,4 r- 0 'n v Zom C7 -i —i M Co m n C7NNC')NNNNC-) C7 m co z D D ePA DJ -2 CTI J n� 0 N O 0 Ln m m F— N O O U01 O WOM CIA N 70 O C i4 E5 M m Cf) E�-I C7nC)D>- ;U m ;Um N N Ul NN Cr1-0 � D FT Cn CDmK: Cz7 ao G-) G-) G-) C) C) G-) G7 c- C-) U4 -.IMCJi -P.N O -Tl E�:: m m oo 00 00 00 00 00 00 00 co 0orte- _O m W r m mxxxxxxxm� D• r, -i C� C-� N) N N N ND N N) C ,4 70 cn Cl cn Cr C7l Cry cn Cyl Cr cl y< —i n C7NNC')NNNNC-) N NmImCAmmCANN CA -P --.--.----Nr I"O--.J I"O�l�l-POz mC-n I I -� I I� I 11 0 " c0cDOC,4(DOCD= " s 00 o �0') P P C/-) �_ � Fri � Z G7 ZO O m Oz� D z m) rm m gy m � m 00 Z C• C O C D •- C� nmm z �mD _ r C Z r C c7 =O m r � C Oz z � �O O m z C C Z D (./) r - C r� C-)rmCo o OHO FT - O =-Co 0 rnr� C4 Ied C14 N c n C Z D CnC/')=mO7-0CIOD Z D m O f- ---q rn O C m DpmZ��co �rn�zzcncm� � D D o cn 0 0 rnQ p I— I�- C7 m OOD�I�� Z O OmO 0 m O 3>'m Cl)CD �?=z�Cno� C7 -4 C/) z -0�mU)�� CD N >- O =C—M yZr,-1= CTt Crl CA F71 C./) m -I C/) mC�pmnDzc,� co co 1 OHO-ID=-0MO� � n c7 z n - r- z c1)o�rn-i`�)cDoo CD p D CD -o r7-1 ND -'- O C Z�fT1Dr> o� Z _� W O-< p m cc]p D Z D Cn M Z7 TI C7rn-i m z � p V) 0 z oOo�DjO m (n m = m co Cn r'� -4 O C7 (i) ��T1ZmM-r-I� (n m I- O�Z CnC:)0 �- Drn C/') c cc)m z n C n 0 � m 2!: G -)F71 ZZrnrn 70 CD O O 7K C/) : CD z cn D �zC-r7CD = O OOZr-iC)m -T,M—<Co�CD Z = Q--) CD � D=�Cn �o ��QOCnO n� CCr4 N �zppOO CTT U) C O C7 -m-1 TI D O r= m O Q� �m � O )m OZ' G C ) N m rn 0 f C/) N m C r D � O c n C �7 o Cr) Cn C/') -I O n O 7 m O 4- M --q C O -P -p--0 -0 �x m � O 3>'m Cm CD 0 z D CD N �_ � CTt Crl CA \ D fTl co co 1 O � r - f C CD -'- O co Cn co C) P cn cc]p 0')m Un m z � � D m cn 00 (n m m C r D � O c C) o C) o Cr) Cn ........__... o 4t---- z m 7 m Z77 4- Z7 pDp C O -P -p--0 -0 �x m N f O Cm r C C/) G-) I z C_ - �_ � CTt Crl CA Cr r F co co O� O � Cs1 -'- O 000 Oo-� Cn o Cn C m cn C m TI O m m O z Cn c-� O Z O z Oo o � C D O I = CO O O coo D C I � � n = � --- i CSO - A C O YI C/) `J m CA CSO m TJ O D CD 0 -4 m Q<o omo mm �ao m� Z ZOm < C)M-Zi o m m m 10 m W CO Aff W 1 QV CD W CD CD 4 - CD I 0 O C • 11 7'-6" 6'-6" Oo FB30.5A(1) 0 FB31.3A 1 I N CA CA N i �o Csd N C n cn O �CD O o x C/) `n -P Cn -, O � O CD [)o Q --7 CD O C) CD C"7 Cn C7 I N 7'-6„ 6,-6„ t�T® 18'-0" I I I I O II II II I C/-) -0 I =- C- 0 -O = . 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(U.N.) A7 SECTION THRU HOT ROLLED RAFTER :er w/ Shop led Connecti( Partition Column Under Frame )TE: EW CLIP MUST BE FREE TO MOVE WITH RAFTER DEFLECTION Endwall Column B09 RIGID FRAME RAFTER TO ENDWALL COLUMN RA1 Rake An 102 1-0—Steel Line (1 � J1, o 1/2 2) x 1 1/4" A325 Bolts (Typ.) (U.N.) m n �., ,.ace As Required (A' ROOF PURLIN TO ENDWALL RIGID FRAME O E FNI MA/ A I I r`nl I I AA NI L_ I V L i V V" L- L- U I I\ I`) 1/2 )) 0 x 1 1/4 A325 BOLTS C6 ENDWALL COLUMN TO WALL GIRT Purlin (2)1/2 X1 1/4 - A325 M. Bolts Purlin, Clip - 2" , 2" , 3/16' P ate U �Purlin Clip 3/16" Plate Anti—Roll Clip O � 3/16' Plate 3/16 3 Cold Formed Rafter Section A Anti—Roll 3/16" PI( ,—Rafter n � of Rafter 3/16 3 / R Main Frame Rafter Section A D PURLIN ANTI—ROLL CLIP II ENDWALL WELDED GIRT PLATE � CORNER COLUMN O 0 BOLT with (2) 1/2 1) 0 x 1 1/4 1) @ EACH GIRT 0 0 WELDED PLATE - SDrCWiiLL GIRT D6 CORNER COLUMN TO WALL GIRT Endwall -4— Rr End\A umn Side 1 /4" A325 Bolts (Typ. U.N. on Endwall Drawing) UB6 HOT ROLLED ENDWALL COLUMN TO RAFTER * PART APPLICATION SC -5 O SC -54 Purlin, Clip 3/16 Plate Anti—,Roll Clip 3/16 Plate SC -55 1 12" Girt Depth 3/16 3 / R Main Frame Rafter Section A D PURLIN ANTI—ROLL CLIP II ENDWALL WELDED GIRT PLATE � CORNER COLUMN O 0 BOLT with (2) 1/2 1) 0 x 1 1/4 1) @ EACH GIRT 0 0 WELDED PLATE - SDrCWiiLL GIRT D6 CORNER COLUMN TO WALL GIRT Endwall -4— Rr End\A umn Side 1 /4" A325 Bolts (Typ. U.N. on Endwall Drawing) UB6 HOT ROLLED ENDWALL COLUMN TO RAFTER * PART APPLICATION SC -5 8" Girt Depth SC -54 10" Girt Depth SC -55 1 12" Girt Depth Sidewall Girt I ------------- i Welded Clip Rigid Frame Column I► II Sheeting PC -22 Clip * #55 FASTENER 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) i Rzl ` - -an I Endwall I Girt � I ----------------- (U J�' CORNER COLUMN TO WALL GIRT PERMIT #, 6UTTE COUN DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE nATF V7 e "moi -�( n 13Y ISSUE DATE DESCRIPTION BY CK'D DSN 0 10/28/16 FOR ERECTOR INSTALLATION PNR PNR SNR A. STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD A RobertsonCeco Company OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/28/16 N.T.S. 1 a 15-13-54737 DET1 0 I Nov 08, 2016 End Plate END WALL COLUMN Hot Rolled IN Width Varies Roof Purlin Door Jamb Endwall Rafter 0 0 0 II A 0 0 0 'Ile 0 ---------- 0 0 IIo 0 0 Additional ol 0 0 Flange Brace + 0 00 (As Required)I \o�,�o -I Flange Brace L 0— 0 RF Rafter 1 �o L — — — BASE PLATE Flange Brace Clip Endwall Column Section "A" PLAN ELEVATION ( ,�) Refer To Anchor Bolt See Endwall Drawing 1/2 x 1 1/4" A325 Bolts For Bolt Dia. And Type. (Typ.) (U.N.) Plan E5 BASE PLATE FOR DOOR JAMB F20 RAFTER SPLICE AT SURFACE CHANGE G 2 ROOF PURLIN TO INTERIOR FRAME RAFTER E3 BASE PLATE FOR ENDWALL COLUMN 6 3/8 Eave Strut Flange Brace Clip CONNECTION BLOCK (SC -480) — N Steel Line Eave Strut RF Column Flange Brace (As Required) (4) 5/8 0 X 1 1/2" II Eave Strut ol Additional Flange Brace A325 BOLTS w/ NUT Eave Strut (As Required) Rake rz Angle PORTAL RAFTER - - - - - - - - - - - - - - ----------- - - rrn - - - - - - - - - - - - - - - - - - rrn_LIWU 0 (WF— 2) O 0] 0 1 (8) 3/4"0 X 2 D o Rigid Frame A325 BOLTS w/ NUT __j 0 Column Rigid Frame Wall Girt U EW Rafter Column Q T- 0 1/2 x 1 1/4 A325 Bolts 1/2 x 1 1/4 A325 Bolts Endwall Rafter 1/2 x 1 1/4" A325 Bolts (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) H 2) WALL GIRT TO RIGID FRAME COLUMN (H 1 (0 PORTAL FRAME TO BUILDING COLUMN �8 LOW SIDE EAVE STRUT TO HOT ROLLED RAFTER J 2 EAVE STRUT TO RIGID FRAME PERMIT #fbtb-2�1) BUTTE COUNTY IJEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE OATF ISSUE DATE DESCRIPTION BY CKD DSN STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD 0 10/28/16 FOR ERECTOR INSTALLATION PNR PNR SNR OKLAHOMA CITY, OK 73149 A RobertsonCeco Company (800)-879-7828 Nov 08, 2016 PROJECT: FASTAR—LEVI ROSSER -orESS/1- CUSTOMER: JOHN BAGLEY OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 C61574 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE civil_ 10/28/16 N.T.S. 1 A 15—B-54737 D ET2 0 OF C All Xv- Eave Strut Door Jamb Wall Girt Door Header Door Jamb ` Wall Girt Eave Strut ------ ------ Welded Clip •� �� �� I O Welded Clip i Door Jamb Rigid Frame Wall Girt i Column Rigid Frame Welded Clip Column Opening Width o -� Door Jamb 1/2 x 1 1/4 A325 Bolts 1/2 x 1 1/4" A325 Bolts 1/2 x 1 1/4" A325 Bolts � 1/2 x 1 1/4 A325 Bolts (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) (Typ.) (U.N.) J24 SAVE STRUT TO RIGID FRAME WALL GIRT TO DOOR JAMB �8 DOOR JAMB TO WALL GIRT M3 DOOR HEADER TO DOOR JAMB (6) Stitch Screws 1/4"— 14 x 7/8 4"-14x78Lap Rigid Frame Column Lop Tek Die Formed *Column — WF or Ridge Cap ROD Cee F52 Member Screws 12 —14 x 1 1/4 Bracin Pad g at 5"-7"-5" O.C. (If Req'd) PBR Wall Panel Fastener #17A 12-14 x 1-1/4" SD W/Washer -- 5»-7"-5" O.C. 0 Hillside Washer �� -'' ��� Concrete Fastener e ��ae' ��� e ��-' 1/4 11 0 Minimum ' e © 3'-0 O.C. Maximum (Not by Metal Building Mfr.) Nut ' 1-1/4" .d < . .� d. .44 � a "PBR" Peak Purlins Similar connection 4 A a ^ . d. 4 a d. Roof Panel for Rafter. a d •d Insert Rod Through Slot in Web. Flat Washer = Refer To Anchor Bolt () \ Formed Base Trim F73 a. 1 Tape Sealant Then Assemble Hillside Washer, Flat Washer, and Nut. Plan F73 Formed Base Trim Without Panel Recess HW -506 DIAGONAL RODR 2 ANCHOR BOLTS AT S DEWALL COLUMNS "PBR" ROOF FIXED RIDGE DETAIL Trim -80 TRIM 39 PERMIT # BUTTE COUNTY DE LOPMENT SERVICES REVIEWED FOR ii DATE t� CODE'COMPLIANCE BY -�1� ISSUE DATE DESCRIPTION BY CK'D DSN A STAR BUILDING SYSTEMS 8600 SOUTH 1-35 SERVICE ROAD 0 10/28/16 FOR ERECTOR INSTALLATION PNR PNR SNR OKLAHOMA CITY, OK 73149 A RobertsonCeco Company fr"'k (800)-879-7828 Nov 08, 2016 PROJECT: FASTAR-LEVI ROSSER St07ESSlp�q CUSTOMER: JOHN BAGLEY OWNER: JOHN BAGLEY c' l� LOCATION: OROVILLE, CA 95965 N. 061574 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE * CP CIVIL 10/28/16 N.T.S. 1 A 15-B-54737 DET3 0 �rFOF cAtiF�� Wall 4n 2" 2" Gutter Downspout F320 Downspout Strap Gutter Back (Shape May Vary) F797 Field Bend Fastener #1 -- Splice 1 Tab 3 1/8 x 3/16" Pop Rivet o Downspout o a Cn C � J Q m �— F— m v, view 0 2 Typ. F320 OR F313 a Tab Stitch Screw � N Bend N 10 N N Interior �-- DS Width Note O O N Downspout Strap Downspout Front View Field Bevel Cut Wall F797 / / Top of Downspout Downspout KICkOUt � Q / Fast1 j ex e3/16" F321 Fastener #14 _ � Exterior Downspout /8 Pop Rivet DS Depth p 0 o o Q C -L j F320 = 10'-6;; F313 = 57-15"�i Un 0 / CS Field Splice Downs out To Gutter Attachment Detail 108" m CN A field splice is required for eave heights greater than 16-0". 1. Refer to the building erection drawings for the location and spacing of the downspouts. Cut a 10'-6" or 14'-6" length of downspout. 2. Locate all downspouts over a major panel rib if passable. `V Always measure the required length starting 3. Make a cardboard template of the downspout shape . Place the template on the bottom of the gutter and trace the outline. Remove the template and draw at the swaged end. After cutting to length, a line from corner to corner, forming an "X" pattern. insert the swaged end of the cut downspout 4. Drill a whole at the center of the "X". Using tin snips, cut along the lines of the X only. Do not cut along the outside lines of the downspout square. 411 1/2 Into the top of the lower downspout. Secure 5. Bend each triangular tab down toward the ground, 90 Degrees to the bottom with pop rivets. of the gutter. four 9 1/2 Downspout Strap Attachment Detail Finished Floor 6. Position the top of the downspout under the gutter. Make sure all gutter tabs are on the inside of the downspout. F321 7. Install Fastener #14 through the downspout into the gutter tab. Only the 4" X 5" Roll -Form 4 x 5 �> » Roll Form Downspout two sides and the front of the downspout will receive fasteners. I' Downspout K I c k o u t 4" x 5" Roll—Form TRIM 81 TRIM -96 TRIM -98 TRIM_123 Fastener #4 1/4"-14 x 7/8" LL Fastener #4 Wall Stitch Screw Field Notch top flanges Top Sealer SD W/Washer 1/4"-14 x 7/8" LL Fastene(1) HW506 Rake Trim to SD W/Wosher per F797 (2) per F81, F903, F1829 (Note; Notch out hem leg at Northern gutters)Roof Panel 3" O.C. max. 1/8"0 xr 3/16" Mitered Rake Trim 1'-0 O.C. max. 2 O.C. max. Standard (7) at Standard F1516L (Shown) (11) at Large Downspout Strap �I Wall Panel F1516R (Opposite) (F797, F81 (Varies) 2' La Standard Large F1829, F903) J F1581L (Shown) Fastener #14 Downspout PBR Panel F1581 R (Opposite) 18 x 316 Wall Panel Attachment � cin 8-1 � 1 ch side/F797 () Not provided b Metal (2) each side F81 P Y Fastener 4A F # j1 F903 F1829 Building Manufacturer °• e.•: 1/4"-14 x 7/8111 f2" 1 Field Cut 3/4" notch d � :°. a •. �d :. ,a � •° '. ' ° �..•.,a ' •-• Y +• •' ." / SD W Washer {-8 to allow Rake Trim '• 1. "a• at 1 O.C. Fastener #14 to overlap lip of Gutter Downspout Strap N Steel Line „ 2) 1 /4 of Tube bead runs 1 8" 0 x 3/16" Sealant / / End Cap Mitered Eave Gutter Field Cut flush Standard (F797, F81 Masonry F1829, F903) Eave Gutter(For 2" o.C. max. placement see details below) Fastener #14 Standard with Face of Panel 1 8"� x 316" F1309R (Shown) F1308R (Shown) or Trim / / Fastener #14 Field remove bearing (Profile varies, Northern F1361 Shawn) F1 309L (Opposite) F1308L (Opposite) 2" O.C. max. „ 1/8 0 x 3/16 Masonry Wall Attachment leg as required PBR Panel (9} at Standard Standard Lar e Standard Large F1339RShown) F1338R (Shown) (1) each side F797 Corner Trim (t at Large F1339L (Opposite) F1338L (Opposite) Gutter 2 each side F81 # O Fastener 55 F830 or F862 Steel Line and ,..,, F903, F1829 / 12-24 x 1-1 4" DP5 C Panel Rib (10)Fa stener �. 14 11 Fastener 14 # ( ) # Main Frame required at lap required at lap .•- --�- _ 1.) Apply Tube Sealant to End Cap bottom and side tabs. Install Column —' End Cap Cap 8-1/4" in from end of Gutter. Inspect after installing and seal Note: Standard panel location for Start and End panels is � panel rib at steel line. Refer �. -� ..�- �' �- -" t t any gaps with Tube Sealant. 2.) Attach Eave Gutter to Roof Panel locating end 1-1 /4" past face " of Panel or Trim. (See Gutter Placement) 1-1/4 Downspout Strap p p � (F797, F81 F1829, F903) to erection Drawings for panel location -' t t -' „ 2" o,c, max. t t t 1 max.8-1 / 4" 3.) Align edges of Eave Gutter and Rake Trim and attach Rake Fastener #14 Fastener and Corner Trim piece mark. Standard Northern Trim as shown. Apply Tube Sealant along edges to seal. 1/8110 x 3# 16" F1308 F1361 Typ I c a I S pa c I n q Steel Face of Panel 4.) See Eave and Rake Construction Details included with Erection Line Trim (1 ) each side F797 Column Attachment or Drawings for attachment of Eave Gutter and Rake Trim to Roof and Walls. (2) each side F81 Gutter Placement F903, F1829 Outside Corner Trim — PBR Wall Panel Eave Gutter End Lap Installation Low Eave Corner with Eave Gutter Downspout Strap Attachment to Wall TRIM -186 Cascading Standard and Northern Gutter — PBR Roof TRIM -503 Cascading Standard and Standard Large Gutter — PBR Roof TRIM 504 TRIM_511 PERMIT #--f2 ll -71 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE ISSUE DATE DESCRIPTION BY CK'D DSN A STAR BUILDING SYSTEMS DATE I— BY 8600 SOUTH 1-35 SERVICE ROAD 0 10/28/16 FOR ERECTOR INSTALLATION PNR PNR SNR ® OKLAHOMA CITY, OK 73149 A RobertsonCeco Company (800)-879-7828 Nov 08, 2016 PROJECT: FASTAR—LEVI ROSSER oVESsra�,�t CUSTOMER: JOHN BAGLEY [OWNER: JOHN BAGLEY /� D.yL�Frc LOCATION: OROVILLE, CA 95965 C61574 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE * �` sqT C�vti� 10/28/16 N.T.S. 1 A 15—B-54737 DET4 0 OF C, Fastener #4. 1/4"-14 x 7/8" LL SD W/Washer Gutter Support Tape Sealer HW506 6" Long Note "A" PBR Panel Screw must be installed through the Tape Sealer to ensure a water tight connection, Section A Fastener #4 Tape Sealer HW506 _ 1/4"-14 x 7/8 LL SD W/Washer Rake Trim at 1'-0 O.C. Standard F1516 (shown) Gutter Support Fastener #3 Standard Large F335 Standard Large F1581 Standard F893 (shown 12-14 x 1-1/4" LL SD W/Washer ,attached with (3) Fastener #4 See Sheeting at 5"-7"-5" O.C. 1/4"-14 x 7/8 LL SD W/Washer Layout Inside Panel Closure HW455 Fastener #17A (See Erection Drawings with continuous Tape Sealer 12-14 x 1-1 /4" for Spacing) 1-3�4 „A„ HW506 top and bottom SD W/Washer Note "A" Eave Gutter Standard F1308 (Shown) Fastener #14A Standard Large F1338 1/8"0 x /8" 5'-0" O.C. Fastener #17A Eave Trim 12-14 x 1-1/4" SD W/Washer F2955 Without Closure Fastener #14„ "Optional” Outside Closure 1/8"0 x 3/16 HW456 – PBR 3'– 0 O.C. HW429 – PBR With Closure HW460 – PBU Fastener #14A HW465 – AVP/PBA/ 1/8"0 x 3/8" Vistashadow 1'-0 O.C. Low Eave Gutter Detail — PBR Roof Cascading Standard and Standard Large Gutter — Sheeted Wall TRIM -539 Top Flange O Top Bolts — See Rigid Frame a7� TF(0-Drawings For Size 0 Web Intermediate Bolts O O (As Required) See Rigid Frame Drawings For Size Rake Slide F215 Rake Trim Outside Panel ClosureOutside Panel Closure HW456 (Foam) = PBR*HW429/HW429A HW456 (Foam) = PBR HW429/HW429A (Metal) = PBR (Metal) = PBR HW460 at PBU HW460 at PBU HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashadow Vistashadow Fastener #4A 1 4'a x Fastener #8"4„ 1/ 4 14 x 7/8" / W Washer SD W/Washer SD ,/ Alternate—(Sliding) at 1'-0 O.C. at 1-0 O.C. For roof runs greater than 100' Standard—(Fixed) For roof runs 100 or less Rake Trim Detail — PBR Roof Cascading Standard and -Standard Large Rake Trim — Sheeted Wall TRIM -543 Fastener #4 1/4"-14 x 7/8" LL SD W/Washer at 1'-0 O.C. Fastener #17A 12-14 x 1-1/4" SD W/Washer (1) Per Conn. At Each Purlin Roof Panel Rake Angl RA1 u Top Flange � � Top Bolts — See Rigid Frame Drawings For Size 0 0 Web Intermediate Bolts O O (As Required) See Rigid Frame Drawings For Size 0 0 Bottom Bolts — See Rigid Frame Bottom Flange o Drawings For Size Bottom Flange O � Extension Beyond Flange Is Optional, At Top & Bottom. U 2 BOLTS FOR RIGID FRAME RAFTER AT BUILDING PEAK � o Bottom Bolts — See Rigid Frame Drawings For Size O O U 3 BOLTS FOR RIGID FRAME RAFTER TO COLUMN CONNECTION (3) Fastener #4 1/4"-14 x 7/8" (Rake to Peak Box) Rake Trim Tape Sealer HW506 *Peak Box — (See Erection Dwgs for Piece Marks) Fastener #4A - 1/4"-14 x 7/8" SD W/Washer at each panel rib Fastener #4 1/4"-14 x 7/8" LL SD W/Washer (1) Required at lap for all profiles (Trim Color) Box Rake Trim ��50 o„ o o 4h0 1/4" bead of Tube Sealant 1 Mi Min. to overlap Tape Sealer Fastener #4 1/4"-14 x 7/8" LL SD W/Washer at 1'-0 O.C. Roof Panel � ,M `-Rake Angle Fastener #17A 12-14 x 1-1/4" SD W/Washer Outside Panel Closure up to 4:12 RS Flashing profile may vary dependent upon project order. Attachment as illustrated are applicable for all profiles. Peak Box Detail — PBR Roof #12 x 1" SD Screw Steel Li (2) 1/2" x 1 1/4" 1/411 A325 Bolts Purlin —' EW Rafter 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) n-1._ A--I- EW Raf Roof Panel—/ Backside View of Lap (6) Fastener #14 (7) Fastener #14 required at lap required at lap Fastener #4 Fastener #4 1/4"-14 x 7/8" LL 1/4"-14 x 7/8" LL SD W/Washer SD W/Washer 4} Req'd at Lap (4) Req'd at Lap Fastener #4 Piece Mark 1/4"-14 x 7/8" LL SD W/Washer Trim Std �td Northern thern NortProfile Cascading F1519 F1585 F1672 F1760 Classic F160 F4153 F381 F1024 Contoured F2219 F2285 F2372 F2460 Si nature F916 F3853 F236 F1018 Flashing profile may vary dependent upon project order. Attachment as illustrated are applicable for all profiles. Peak Box Detail — PBR Roof #12 x 1" SD Screw Steel Li (2) 1/2" x 1 1/4" 1/411 A325 Bolts Purlin —' EW Rafter 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) n-1._ A--I- EW Raf Roof Panel—/ Backside View of Lap (6) Fastener #14 (7) Fastener #14 required at lap required at lap Fastener #4 Fastener #4 1/4"-14 x 7/8" LL 1/4"-14 x 7/8" LL SD W/Washer SD W/Washer 4} Req'd at Lap (4) Req'd at Lap Fastener #4 BUILDING ID 1/4"-14 x 7/8" LL SD W/Washer 3" O.C. max. (Trim color for placement see details below) Fastener#14 0 1/8"0 x 3/16" 2 o.c. max. (12) at Northern (9) at Northern XL Fastener #14 1/8"0 x 3/16- 2" O.C. max. (For placement 2 voP 2r see details below) `— 1/4" bead Tube Sealant Rake Trim (Profile varies, Standard F1516 shown) Standard Northern F1516 F1667 TRIM 547 Rake End Lap Installation — PBR Roof VII l I v I \U I l.1/I IiJ �r��3 3 ENDWALL GIRT TO HOT ROLLED RAFTER CONNECTION ISSUE DATE I DESCRIPTION 0 10/28/16 1 FOR ERECTOR INSTALLATION BY CK'o DSN STAR BUILDING SYSTEMS PNR PNR SNR A RobertsonCeco Company PROJECT: FASTAR–LEVI ROBBER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/2816 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY TRIM -548 PERMIT # 0 & - 7 0 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODECOMPLIANCE DATE �.`'� % BY/+ � PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE 1 n 15—B-54737 DET5 0 Nov 08, 2016 T I 10'-0" Note: Bend end skirt gutter assembly to follow exact roof slope. Sealant D7 This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridqe Vent Installation DRAWING No. PBR Panel GPR12012 Vent Die Formed Ridge Cap F52 (5:12 Max) End Skirt Gutter ,* Not by Bldg. Mfr. Die Formed Ridge F52 (E PBR Roof Panel Outside Closure HW456 with Tape Sealant top and bottom Endcap 6:1 5:12 4:12 3:12 2: End Cad Modification Detail End cap is factory cut for 1:12 roof slope. Field cut end cap for slopes greater than 1:12. (6 Fastener #14 1)8x3/16 Pop Rivet YGI ILIIVIVI End Skirt Gutter (2) are included w/ each vent, by vent manufacturer 4" Gap End Cap Skirt Detail am er Position Pull Bar Link Ro Pull BarT_I 1 - Gap om' Pull Bar Connection Detail Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two approximately 4".Reach under the second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the same position as the first vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent to Ridqe Vent Installation DRAWING NO. PBR Panel GPR12015 n ---r C'�itch Screw 4 x 7/8" O.C. 9" OR 12" X 10'-0" RIDGE VENTILATOR FOR "PBR" ROOF SYSTEM with Tape Sealant top and bottom Member Screw 4x NS2) '456 IDrnfnrmod for -oof slo 2:12 3:12 4:12 5:12 6:12 Scribe Line End Cap Turn ventilator over and place gently on its top. Note that the end cap is pre—formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter (6 Fastener #14 18 x 3/16" Pop Rivet (6) Fast 1JJ8x: End Cap--// ap Pop Rivt LIIV VVI./ Position end skirt onto end cap. Be sure the down—turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener #14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridqe Vent Installation DRAWING NO. PBR Panel GPR12016 ISSUE DATE I DESCRIPTION BY CK'D DS" 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR SNR STAR BUILDING SYSTEMS PROJECT: FASTAR—LEVI ROSSER A RobertsonCeco Company 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 PERMIT # V? IC BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE DATE I IMM _.tS BY��� L CUSTOMER: JOHN BAGLEY I OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 10/28/16 N.T.S. 1 a 15-13-54737 DET6 0 Nov 08, 2016 Shi All Roof Members Except As Noted Below 12 12" 12" 1 ? 12" 2 1/2" 7" 5" 7" 5" 7" Stitch Screw 1/4-14 x 7/8" At 20" O.C. Detail "A" Member Screw(z 12-14 x 1 at 5") 71), 5 Two Continuous Layers 2 1/2 HW507 Tape Seal Roc Par Sheeting Direction Detail "A" Fastener 1/4-14 x �" SD W/Washer 6" c OUTSIDE CLOSURI HW4041 WITH TAI SEALANT TOP/BOTTOM Tape Sea At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laps Fastener Location for PBR" Roof Panel PBR Panel Ridge U/'1V1\ VI I Ln IL HW2998 Ridge Flashing f Panel OUTSIDE CLOSURE iW4041 WITH TAPE SEALANT TOP/BOTTOM Standard Grade Roof Panel TRIM -175 Description FastenerNumber Application 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description asteber Num Application 1 /4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2 3A Member Screw 12-14 x 2" 58 Member Screw Note: JOB Standard details call for 1 1/4 fasteners as member screws by default. 0 Member screws may be 1 1/4 . 1 1/2 . o r 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 DATE DESCRIPTION 0 10/28/16 FOR ERECTOR INSTALLATION "PBR" Panel Bearing Leg Stitch Screw 1 /4-14 x 7/8" _ Sheeting Direction SD, at 20" O.C. 12" _ 12" 12" 12" 12" "PBA"/"AVP" Panel _PBA" Panel Sheeting Direction 12" Member Screw 12-14 x 1 1/4"SD 12" O.C. at Each Member _ nded Leg AO = At Base, Rake, Eave, and Mid Span End Laps © = At Intermediate Member, and at Optional Liner Panel "PBU" Panel Bearing Leg 77--Stitch Screw 1/4-14 x 7/8" _ Sheeting Direction SD, at 20" O.C. Fastener location for Pane -1 At Wa "RVPBU" Panel TRIM -174 PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE DATE —�� -IU40 BY CK'o DSN A STAR BUILDING SYSTEMS PNR PNR SNR OO A RobertsonCeco Company F PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE � a 15—B-54737 DET7 0 Nov 08, 2016 0"U DANCE ON LTP PLACEMENT BACKGROUND: UNDERWRITERS LABRATORY CONSTRUCTION LISTINGS AVAILABLE TO NCI REQUIRE METAL ROOF PANELS AND LTPS TO BE IN AT LEAST A TWO SPAN CONDITION. SINGLE SPAN PANELS ARE NOT ACCEPTABLE. THIS IS ALSO GOOD ENGINEERING PRACTICE AS A SINGLE SPAN PANEL WILL FAIL BY THE SCREWS PULLING THROUGH THE PANEL AT THE EDGES. NONE OF OUR LOAD TABLES ARE BASED ON THIS FAILURE MODE. THE INTERNATIONAL BUILDING CODE SECTION 2609 PROVIDES RESTRICTIONS ON THE PLACEMENT OF "LIGHT—TRANSMITTING PLASTIC ROOF PANELS" COMMONLY REFERRED TO AS LTPS. THE PURPOSE IS TO LIMIT FIRE EXPOSURE TO ADJACENT BUILDINGS. IF A BUILDING BEING DESIGNED BY NCI IS INTENDED TO BE CLOSER THAN 10' FROM AN ADJACENT BUILDING AND THERE ARE OPENINGS, ALONG THE ADJACENT WALL, THAT ARE REQUIRED TO BE FIRE PROTECTED THEN LTPS ARE NOT PERMITTED WITHIN 6 OF -THE EAVE. (IBC06 SECTION 2609.3 AND 704.8) IT IS ALSO GOOD ENGINEER PRACTICE TO NOT PLACE LTPS NEAR THE EAVE OF A BUILDING. SAFETY IS A TOP CONCERN AT NCI. THEREFORE THE STANDARD LTP LOCATION FOR NCI WILL NOT BE CLOSER THAN TWO PURLIN SPANS OR 6 FROM THE EAVE. THE INTERNATIONAL BUILDING CODE SECTION 2609.2 ALSO STATES THAT THERE SHALL BE A MINIMUM SEPERATION BETWEEN ADJACENT LTPS OF 4'. THIS PROVISION DOES NOT APPLY TO LOW HAZARD BUILDINGS LESS THAN 5000 SQ FT THAT HAVE A MINIMUM FIRE SEPERATION FROM ADJACENT BUILDINGS OF 10'. FALL PROTECTION: OSHA REQUIRES SKYLIGHTS BE GUARDED TO PROTECT PEOPLE FROM FALLING THROUGH THEM WITH ONE OF SEVERAL METHODS OF FALL PROTECTION. THESE METHODS ARE OUTLINED IN OSHA 29CFR 1910.23(a)(4) SKYLIGHT SCREENS, 1910.23(e)(8) SLATWORK, 1926.500(b)(4) RAILING, 1926.502(b GUARDRAIL SYSTEM,c SAFETY NET SYSTEMS, (d) PERSONAL FALL ARREST SYSTEMS, (e)POSITO ING DEVICE SYSTEM, �f� WARNING LINE SYSTEM, (g) CONTROL ACCESS ZONE, hSAFETY MONITOR, (i) COVERS. 30 15 penin unnru JVTTTLI Do Not Cut Purlins All panel supports are to be field cut and located at the same elevation as the top of the purlins. Support framing will be 8", Cee cold form material. M PBR Single Span Panel Support Frame Type "B" WARNING: LIGHT TRANSMITTING PANELS (LTP9S) ARE NOT DESIGNED OR INTENDED TO BEAR THE WEIGHT OF ANY PERSON WALKING, STEPPING, STANDING, OR RESTING ON THEM. THE MANUFACTURER DISCLAIMS ANY WARRANTY OR REPRESENTATION, EXPRESSED OR IMPLIED, THAT ANY PERSON CAN SAFELY WALK, STEP, STAND, OR REST ON OR NEAR THESE LIGHT TRANSMITTING PANELS, OR THAT THEY COMPLY WITH OSHA REGULATION. THIS LETTER IS AN UPDATE ON THE LTP PLACEMENT OPTIONS THAT ARE IN COMPLIANCE WITH THE INTERNATIONAL BUILDING CODE, UNDERWRITERS LABRATORY AND GOOD ENGINEERING PRACTICES. (1) SINGLE SPAN METAL OR LTP PANELS SHOULD NOT BE USED. THE MINIMUM NUMBER OF SPANS FOR ANY PANEL IS TWO. (2) LTPS SHOULD NOT BE PLACED WITHIN 6' OF THE BUILDING EAVE. (3) THERE SHOULD BE 4' OF METAL PANEL SEPARATING ADJACENT LTPS. GIVEN THIS GUIDANCE, THE FOLLOWING TABLE ILLUSTRATES THE MAXIMUM DENSITY OF LTPS FOR VARYING ROOF SPANS WITH A 5' PURLIN SPACING AND TWO SPAN MINIMUM CONDITION. SMALLER PURLIN SPACING CAN BE USED TO OBTAIN THE REQUIRED TWO SPAN CONDITIONS. *SIMPLE SPAN METAL PANELS OR LTPS ARE PERMITTED WITH ADDITIONAL FRAMING WHICH CREATES A TWO SPAN CONDITION. THE ATTATCHED DETAILS ILLUSTRATES THE FRAMING NECESSARY TO CREATE A TWO SPAN CONDITION FOR A SINGLE SPAN PANEL OR LTP. MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (GABLE BUILDING) BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 20 10 2 PBR PBR 30 15 3 PBR PBR LTP* 40 20 4 PBR PBR LTP LTP 50 25 5 PBR PBR LTP LTP PBR* 60 30 6 PBR PBR LTP LTP PBR PBR 70 35 7 PBR PBR LTP LTP PBR* LTP LTP 80 40 8 PBR PBR LTP LTP PBR PBR LTP LTP 90 45 9 PBR PBR LTP LTP PBR PBR LTP LTP PBR* 100 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR MAXIMUM LTP DENSITY AND LOCATION FOR VARYING ROOF PLANE WIDTHS (SINGLE SLOPE BUILDING) BLDG WIDTH ROOF PLANE WIDTH PANEL SPANS S 5 10 15 PURLIN 20 25 LOCATION 30 35 40 45 50 10 10 2 PBR PBR 15 15 3 PBR PBR PBR 20 20 4 PBR PBR PBR PBR 25 25 5 PBR PBR LTP* PBR PBR* 30 30 6 PBR PBR LTP LTP PBR PBR 35 35 7 PBR PBR LTP LTP PBR PBR PBR 40 40 8 PBR PBR LTP LTP PBR* LTP* PBR PBR 45 45 9 PBR PBR LTP LTP PBR* LTP LTP PBR PBR 50 50 10 PBR PBR LTP LTP PBR PBR LTP LTP PBR PBR WALL LTPS ARE NOT SUITABLE FOR ROOF APPLICATIONS. FOR PURLIN SPACING LESS THAN 5', ROOF LTPS MUST BE "FIELD CUT" TO LENGTH (SEE ERECTION DRAWINGS FOR DETAILS). INSULATED PANELS CAN ONLY BE "FACTORY CUT" TO LENGTH. ISSUE DATE I DESCRIPTION BY CK'D DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR SNR STAR BUILDING SYSTEMS PROJECT: FASTAR—LEVI ROSSER A RobertsonCeco Company 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 CUSTOMER: JOHN BAGLEY I OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 10/28/16 N.T.S. 1 a 15—B-54737 PERMIT #_i���' BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE' COMPLIANCE DATE t (0 BY SHEET NUMBER ISSUE DETB a Nov 08, 2016 Member Screws At 6" On Center "A„ z" II 4 , Member Screws At 12" On Center " R" Panel Skylight 2" � Member Screws At 6" On Center SECTION THRU STANDARD SKYLIGHT ROOF PANEL T r` I 1 T r% I I \N nsulation II 13UIU LIUH Trm F-75 SECTION A" Member Screws / At 6" On Center /, nsuiation i rim F— 75 STANDARD SKYLIGHT PANEL INSTALLATION ISSUE DATE I DESCRIPTION BY CK'D DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR SNR nsulation PERMIT # ►' b -Z f b BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE'COMPLIANCE DATE C?'7i? --) L BY�L STAR BUILDING SYSTEMS A aoee,isonceco company PROJECT: FASTAR-LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE 1 a 15—B-54737 DET9 0 Nov 08, 2016 PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) 3" Opening Width r'rI 0 0 ° Head Trim F481 See PW07030 a� C: Fastener #14A �" x J" Pop Rivet 3 at 20" O.C. at Cold Form o OR —� Fastener #207 12-24 x 1 2" 41 Pancake DP5 at 20" O.C. at ± a, Hot Rolled U-) = o + ° Bead of HW540 Tube Caulking s from Header to Floor (see section) 0 Jamb Trim F482 Jamb Trim F482 c� or Alternate F484 or Alternate F484 C: a� 0 ° See PW07029 Finish Floor Line 3" See PW07023 & PW07027 Note: ° For "Optional" Channel Closure Trim see PW07028 0 1" Lap with (2) Fasteners #14 A" x J" Pop Rivet Typ at Head & Jamb Trim when required. Field notch as required. 0 � Opening Width Note: All trim is to be Note: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation is applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Field Notch Panel at Head Trim PBR Wall Panel -Three Sided Framed Opening PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025, Opening Width + 6" (+1" Lap when req'd) Head Trim F481 Front View End View 1" Lap with (2) Fasteners #14 J" x fj" Pop Rivet and HW540 Caulking Opening Width 3 Opening Width 3 Fat notch Panel / at Head Trim O �O Head Trim F4814-1 rn See PW07027 = for Jamb Trim field cut detail c 0 Jamb Trim F482 J or Alternate F484 0 Caulk with HW540 at these edges after installation Fastener #14A A" x i" Pop -i ie cut ane Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 1i" Pancake DP5 at 20" O.C. at Hot Rolled Note: Panel position is shown with Panel Rib and Opening on 1'-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls measure before cutting Panel and Trim. STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) PW07024 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Field Cut and Remove SSUE DATE I DESCRIPTION 0 10/28/16 1 FOR ERECTOR INSTALLATION 14 �iT Opening Width + 6" (+1" Lap when req'd) Opening Width + 3" Opening Width 1 2 See PW07025 /& PW07027 0 0 0 i 0 Head Trim F481 Detail #14 I Head Trim F481 0 HW540 Caulking 41 See 12.E Opening Width Field Notch and Bend PW07030 rn 1 Tab behind Jamb cut or Note: All trim is Trim. Attach with rn Fastener #14 J" x" Fastener #14A J" x J" Pop Rivet c .E installed BEFORE o at 20" O.C. at Cold Form PW07025 for details. OR Head Trim F481 CL insulation is applied Fastener #207 12-24 x 1i" 0 Pancake DP5 at 20" O.C. at Bend 1�" Tabdown 0 Hot Rolled Trim field cut detail 0 �iT Opening Width + 6" (+1" Lap when req'd) Opening Width + 3" Opening Width 1 2 See PW07025 /& PW07027 0 0 0 i 0 Head Trim F481 Detail #14 I Head Trim F481 and HW540 Caulking See 12.E Opening Width Field Notch and Bend PW07030 1 Tab behind Jamb cut or Note: All trim is Trim. Attach with Fastener #14 J" x" Fastener #14A J" x J" Pop Rivet installed BEFORE Pop Rivet. See at 20" O.C. at Cold Form PW07025 for details. OR Head Trim F481 ° insulation is applied Fastener #207 12-24 x 1i" Pancake DP5 at 20" O.C. at Bend 1�" Tabdown Hot Rolled Trim field cut detail " „ Bead of HW540 Tube Caulking 90 degrees Note: Panel position is from Header to Floor (see section) Fastener #14A i" x 8" Pop IF C 0 Panel Rib and Opening on 1'-0 module. 1" Lap with (2) - Jamb Trim F482 Jamb Trim F482 Fastener #207 12-24 x 14" // l�Location or Alternate F484 or Alternate F484 of Rib may vary depending on Fasteners #14 A" x Hot Rolled T" Pop Rivet Typ at the Opening Width and location. Field Head & Jamb Trim when required. Field measure before cutting Panel and Trim. notch as required. See ° 2121 IYA-01 Note: For "Optional" Channel Closure Trim see PW07028 Finish Floor Line 0 Opening Width Note: All trim is to be Note: Field measure Opening Width installed BEFORE blanket and Height before making field cuts insulation is applied to walls. and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at Head Trim PW070251 Note: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. *Field Cut Remainder and Remove Openinq Width + 6" (+1" Lap when req'd) *Opening Width + 3" Front 1*Opening Width 1 End View Head Trim F481 Detail #14 I behind Jamb Trim. Attach with and *Note: Field measure Opening Width and cut Head Trim to required length. End Cut Detail Front View 1" Lap with (2) Fasteners End View See End Cut Detail #14 J" x 1j" Pop Rivet behind Jamb Trim. Attach with and HW540 Caulking Fastener #14 x J" Pop Rivet 12.E Opening Width Do not cut or Note: All trim is to be remove back leg installed BEFORE blanket Head Trim F481 insulation is applied to walls rn Bend 1�" Tabdown Trim field cut detail = „ K 90 degrees Note: Panel position is shown with Fastener #14A i" x 8" Pop IF C Rivet at 20" O.C. at Cold Form Panel Rib and Opening on 1'-0 module. Fastener #207 12-24 x 14" // l�Location of Rib may vary depending on Field Cut Hot Rolled the Opening Width and location. Field and Remove measure before cutting Panel and Trim. End Cut Detail (Viewed from top of Head Trim) Opening Width 1„ Field Notch and Bend 14" Tab behind Jamb Trim. Attach with Fastener #14 x J" Pop Rivet 0 0 0 Head Trim F481 rn See PW07027 for Jamb—",z Trim field cut detail = Jamb Trim F482 or Alternate F484 C Fastener #14A i" x 8" Pop C Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 14" Pancake DP5 at 20" O.C. at Hot Rolled BY CK'D DSN PNR PNR SNR AV,m STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD F"IPA A RabertsonCeca Company OKLAHOMA CITY, OK 73149 (800)-879-7828 PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY OWNER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER io/za/is N.T.S. 1 a 15—B-54737 Field cut Panel PERMIT# 2 1 0` �OEVEL�npm;:mT BUTTE COUNTY SERVICES REVIEWED F CODEC MPP AUNCE DATE I. / f2z BY ;i 0 SHEET NUMBER ISSUE DET10 0 Nov 08, 2016 PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details 4A" Alternate Jamb Trim F484 Top View 4J" z •_,c� „ 1„ r - Jamb Trim F482 Top View 4J" J„ 3J„ Field Cut and Remove 0 a� c (U 3 a Side View at Head Trim J r + s rn Q) in 2 + c 1 Q) o� o_ 0 C" c .E CL 0 Side View at Sill Trim Note: Field measure Opening Height before making field cuts and adjust cut dimensions accordingly. PW07027 1 „ 2 Cut and remove remainder of front fold (2) Fasteners #14 " x A" Pop Rivet at lap 1" Lap when required. Field cut and notch as required. Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as shown Left Jamb Trim opposite hand Finish Floor Line PBR Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim ODenina Width + 7" (+1" Lap when read) 1" Field bend tab down 90 degrees 21" Field cut and remove 1-� -.,— Channel Closure Trim 32" Field cut and remove Channel Closure Trim at Jambs W End Cut Detail STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. PW07028 1" Lap typ at Head & Jamb when required. Field cut to length if req'd and notch. Channel Closure Trim Piece Mark F981 3" Opening Width 3" F2994 — 8J" member F2991 — 81" member rIN — 84" member F982 ° 0 0 — 10i" member F169 — 12" member ° ° Note: All Channel Closure Trim installed BEFORE blanket See insulation is applied to walls. PW07030 and Height before making field cuts and adjust cut dimensions accordingly. Fastener #14A x 8" Pop Rivet at 20" O.C. at Cold Form ° OR 41 Fastener #207 12— " 24 x 14 Pancake DP5 at 20" O.C. at .01 FU Hot Rolled Channel Closure Trim CL0 ° Channel Closure Trim ° See PW07029 Finish Floor Line ° 0 1" Field bend tab down 90 degrees 21" Field cut and remove 1-� -.,— Channel Closure Trim 32" Field cut and remove Channel Closure Trim at Jambs W End Cut Detail STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. PW07028 1" Lap typ at Head & Jamb when required. Field cut to length if req'd and notch. Channel Closure Trim Piece Mark F981 — 8" member F2994 — 8J" member F2991 — 81" member F2992 — 84" member F982 - 10" member F2993 — 10i" member F169 — 12" member F2995 — 121" member Note: All trim is to be installed BEFORE blanket insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Three Sided Framed Opening Jamb Trim Installation Fastener #14A A" x J" Pop Rivet at 20" O.C. at Cold Form BY OR Fastener #207 12-24 x 141, Pancake DP5 at 20" O.C. at PNR Hot Rolled Double Sided Tape (Not by Bld'g Mfg) Blanket Insulation PBR Wall Panel Note: Terminate Blanket Insulation at capillary lip of Jamb Trim Field flatten Trim leg when required -J Jamb Trim F482 (shown) or Alternate Jamb Trim F484 Alternate Jamb Trim F484 Profile Note: All trim is to be installed BEFORE blanket insulation is applied to walls. ISSUE DATE I DESCRIPTION BY CK'D DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR I SNR N Jamb (Cold Form shown Hot Rolled similar) PBR Wall Panel -Three Sided Framed Opening PW07029 Head Trim Installation "Optional" Channel Closure Trim See PW07028 for details. J" Bead of HW540 Tube Caulking (Header to Floor) Field Cut Wall Panel Opening Width Note: Panel position is shown with Panel Rib and Opening on V-0 module. Location of Rib may vary depending on the Opening Width and location. Field measure before cutting Panel and Trim. .STAR PBR Wall Panel Wall Member Screw 12-14 x — at 5"-7"-5" O.C. at Cold Form OR 12-24 x — at 5"-7"-5" O.C. at Hot Rolled .,-Fastener #14A A" x J" Pop--\ Rivet at 20" O.C. at Cold Form OR Fastener #207 12-24 x 1411 Pancake DP5 at 20" O.C. at Hot Rolled "Optional" Channel Closure Trim See PW0728 for details PW07030 Header (Cold Form shown Hot Rolled similar) Note: All trim is to be installed BEFORE blanket insulation is applied to walls PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Q CODE COMPLIANCE DATE 1 ?/� BY. STAR BUILDING SYSTEMS A aoeeri=onceco company PROJECT: FASTAR—LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/2816 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEEP NUMBER ISSUE 1 n 15—B-54737 DET11 0 Nov 08, 2016 PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch Panel at Head Trim PW09022 Date Rev. Dec 'ill 00 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. L 0 o 0 0 0 o � 4-1 C L 0 0 L_ c o I 0 0 U)i o LL_ o v 0 cn a L 0 0 0 0 Door Width + 62" (+ V-6 for each SideLite) 12" Door Width + 32" (+ V-6 for each SideLite) E. " m o 0 1 1 T ri �- Head Trim F481 See PWO9030 or PWO9032 Fastener #14A " x i" Pop Rivet at 20" O.C. 12" See PW09023 & PWO9027 PBR Wall Panel - Walk Door & Glass- Front Walk Door Field Notch Panel at Head Trim PW09023 ate Rev. Dec 'll 100 Note: Trim Installation can be done by Field Notch Panel as shown on PW09022 & PW09023 OR with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. ° Door Width + 32" (+ V-6 for each SideLite) 12„ Door Width (+ V-6 for each SideLite) 1 " 0 " Bead of HW540 Tube Caulking = from Header to Floor (see section) L 0 0 0 Jamb Trim F482 Jamb Trim F482 or Optional F484 or Optional F484 ° i� 0 See o PWO9029 0 or PW09031 Finish Floor Line o ° •=tet 1 Door Width (+ V-6 for each SideLite) 14" Door Width + 32" (+ V-6 for each SideLite) Note: All trim is to be Note: Field measure Door Width and installed BEFORE blanket Height before making field cuts and insulation is applied to walls. adjust cut dimensions accordingly. i O Head Trim F481 See PWO9027 for Jamb Trim field cut detail Jamb Trim F482 or Optional F484 I I Fastener #14A x" Pop Rivet at 20" O.C. Door Width + 32" (+ 1'-6 for each SideLite) 12" Door Width (+ V-6 for each SideLite) 1 " 4-1 C DATE I 0 Li -� o 0 N DSN � m v 10/28/16 1 C, PNR PNR SNR if0 L 0 0 0 L o o 0 0� o o I � `_ � I V) 0 N I � i� 0 i� III I Field cut Panel r Field notch Panel at Head Trim Caulk these edges after installation. Note: Panel position is shown with Panel Rib and Door on V-0 module. Note: All trim is to be Location of Rib may vary depending on installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. measure before cutting Panel and Trim. PBR Wall Panel - Walk Door & Glass -Front Walk Door Jamb Trim Field Cut Details 41" 4J„ s 12" 12" Optional Jamb Trim F484 Jamb Trim F482 Top View Top View 0 0 44„ 0 0 0 0 41 C c 0 0 0 0 o LL o LL 0 cln 0 cn N V) 0 23- n N r`) N •=ao "i00 Side View at Head Trim LO I i� 12" Side View at Sill Trim Page PWO9027 Date Rev. Dec'lll 00 Jamb Trim F482 and Note: Field measure Door Height before Optional Jamb Trim F484 making field cuts and adjust cut dimensions Front View accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 1j" below Finish Floor Line. Left Jamb Trim opposite hand ISSUE DATE I DESCRIPTION BY CK'D I DSN 0 10/28/16 1 FOR ERECTOR INSTALLATION PNR PNR SNR ve 1. Icor ra PERMIT# VD BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE I Y �_ByJJ40 STANDARD WALKDOOR DETAILS (PBR WALL PANEL) STAR BUILDING SYSTEMS A Rane,tsonceco Company PROJECT: FASTAR—LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROUILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE i a 15—B-54737 DET12 0 Nov 08, 2016 PBR Wall Panel - Walk Door & Glass -Front Walk Door Jamb Trim Field Cut Details Pa9 PW09027 PBR Wall Panel - Knock Down Walk Door Jamb Trim Installation Page ePW09031 PBR Wall Panel - Knock Down Walk Door Head Trim Installation Page PW09032 Date Dec'11 Rev. 00 Date Dec '11 IRev. 00 Date Dec '11 IRev. 00 4A„ 4J„ PBR Wall Panel Wall Member Screw Optional Jamb Trim F484 Jamb Trim F482 12-14 x _ Top View Top View at 5"-7"-5" O.C. 4J" Bead of HW540 Tube Caulking Fastener #14A x" ° 0 0 (Header to Floor) Pop Rivet at 20" O.C. 3 J„ 0 0 0 o Fastener #14A J" x J" Walk Door Jamb o L_o LL- Field Cut and Remove Pop Rivet at 20 O.C. (Profile may vary) 0 1 0 1 o o c5 3" Walk Door Double Sided Tape (Not by Bld'g Mfg) M N ``� N I 2" Glass—Front Door Blanket Insulation Cut and remove �� i� Head Trim F481 Walk Door Header remainder of front fold (Profile may vary) Field Cut Wall Panel 0 0 PBR Wall Panel �_ L a Side View at Head Trim o O � � o �c Note: ermnaanInsulation Tite Blanket Ilation 0 0 1 0 at capillary lip of Jamb Trim I I I i� 0 +, 1 Door Width 0 L° Field flatten Trim leg when required (in Door Width + 34" U1 Jamb Trim F482 (shown) or Optional Jamb Trim F484 Finish Floor Line i� Finish Floor Line Optional Jamb Side View at Sill Trim Trim F484 Profile Jamb Trim F482 and Note: Panel position is shown with Note: Field measure Door Height before Optional Jamb Trim P F484 Panel Rib and Door on Note: All trim is to be Location of Rib may vary V-0 module. depending on Note: All trim is installed BEFORE tbe blanket making field cuts and adjust cut dimensions Front View installed BEFORE blanket the Door Width and location. Field insulation is applied to walls. accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown insulation is applied to walls. measure before cutting Panel and Trim. Trim & at 11" below Finish Floor Line. Left Jamb Trim opposite hand ISSUE DATE I DESCRIPTION 0 10/28/16 1 FOR ERECTOR INSTALLATION STANDARD WALKDOOR DETAILS (PBR WALL PANEL) CONT. BY CK'D DSN PNR PNR SNR A. STAR BUILDING SYSTEMS 8600 SOUTH I-35 SERVICE ROAD A RobertsonCeco Company OKLAHOMA CITY, OK 73149 FIIIIk (800)-879-7828 PROJECT: FASTAR—LEVI ROBBER CUSTOMER: JOHN BAGLEY I OWNER: JOHN BAGIEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER 10/28/16 N.T.S. 1 a 15—B-54737 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE—1 Z��� `� �� BA 0 SHEEP NUMBER ISSUE DET13 0 Nov 08, 2016 Knock Down Walk Door Jamb Extensions rage 90-26-22 Knock Down Walk Door Date Rev With Low Girts Attached to Door Frame Mar'16 00 Girt Door Width 3'-0", 4'-0", 6'-0" Door Frame Elevation Piece Mark Description Color Weight Each HW9582 Jamb Extension WR 8j" Unpainted 3# HW9876 Jamb Extension WR 10j" Unpainted 3# HW9877 Jamb Extension WR 12j* Unpainted 3# Jamb Extension are a vender fabricated item and are require for all knock down doors. (2) are required for each door and are billed out in XDA For girt elevations above 7'-6" refer to AC05132 for Jamb Extension requirments. Door Frame Jamb Jamb Extension Door Frame Jamb Extension Isometric Jamb Extension #12A Top View AC05131 ,ate Rev. Marl 5 01 Door Frame Walk Door Clip (WDC8,WDC10,WCD12) Low Girt Walk Door Angle (WDA) ------Shown In Detail "B", Used Field to Brace Strike Jamb when Cut Girt low girt at elevation 2'-6" 3 thru 4'-6" is not present. 0 i J ",-Attachment To Framing Elevation Concrete, Not by Metal Bldg. Mfr. Low Girt (Field Fastener #12A Cut At Jamb) 12-14 x 1" Pancake SD W/O Washer (two at each girt flange) �— — — — — — — — — — — — — II II Door Frame Section At Low Girt Fastener #12A 12-14 x 1" Pancake SD W/O Washer (2 per Jamb Leg) Door Frame Detail "B" At Walk Door Angle SL Girt Door Header Section Thru Header Walk Door Clip (WDC8,WDC10,WCD12) (2) Fastener #113 1/4-14 x 1 1/4" SD W/O Washer -ield Bend -Walk Door Angle (WDA) n! -L Knock Down Walk Door Jamb Extensions " n 90-26-22 Date I Rev Mar'16 1 00 Lo I r Jamb Extension Door Frame Jamb Extension Isometric Door Width 3'-0", 4 —0 , 6 —0 Door Frame Elevation Jamb Extension are Required for all Knock Down Doors. (2) are Required for Each Door. Extend Jamb Extension to the 7'-6" Girt Elevation and Attach to the web of the Girt With (4) 12 Fasteners. Door Frame For Girt Elevations Above 7' "Refer to AC05132 for Jamb Jamb Extension requirments. Note: If Girt has a 3 1/2" Flange Field Notch Jamb Extension Channel to Clear Girt lip. Do not Notch Girt lip. ISSUE DATE HW9582 for 8j Door Frames a 0 HW9876 for 10 Door Frames PNR „ HW9877 for 121" Door Frames Door Width 3'-0", 4 —0 , 6 —0 Door Frame Elevation Jamb Extension are Required for all Knock Down Doors. (2) are Required for Each Door. Extend Jamb Extension to the 7'-6" Girt Elevation and Attach to the web of the Girt With (4) 12 Fasteners. Door Frame For Girt Elevations Above 7' "Refer to AC05132 for Jamb Jamb Extension requirments. Note: If Girt has a 3 1/2" Flange Field Notch Jamb Extension Channel to Clear Girt lip. Do not Notch Girt lip. ISSUE DATE DESCRIPTION SHEET NUMBER BY I CK'D IDSN a 0 10/28/16 FOR ERECTOR INSTALLATION PNR PNR SNR U-4-- #12A Jamb Extension ....1..11..1 #12A Top View Knock Down Jamb Extension 84" Door Frame 2„ 3$, 2„ E00000 1-- N Top View AM _ HW9582 )ate I Rev Mar'161 00 ro i Front View Side View 71. 2ju All Holes 16"0 & Bends 900 Unless Noted Width/Girth Thickness/Gauge Length Color/ Finish Additional Information 16 Ga. 1'-6" Unpainted Vendor item PERMIT# k'�'� (. 60 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE' COMPLIANCE DATE f I 4 (' BY STAR BUILDING SYSTEMS A Raeertsonce:o Company PROJECT: FASTAR-LEVI ROSSER CUSTOMER: JOHN BAGLEY LOCATION: OROVILLE, CA 95965 CAD DATE SCALE 10/28/16 N.T.S. 8600 SOUTH 1-35 SERVICE ROAD OKLAHOMA CITY, OK 73149 (800)-879-7828 OWNER: JOHN BAGLEY PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 1 a 15—B-54737 DET14 0 Nov 08, 2016 CODE ANALYSIS GOVERNING CODES: 2013 CBC 2013 CEC 2013 CPC 2013 CMC 2013 CFC 2013 CALIF. HEALTH & SAFETY CODE AND AMENDMENTS 2013 CALIF. BUILDING ENERGY EFFICIENCY STANDARDS 2013 CALIF. BUILDING CODE CHAPTER 11 2013 CAL GREEN OCCUPANCY GROUP: U -PRIVATE GARAGE OCCUPANCY SEPARATION: NONE ALLOWABLE HEIGHT AND BUILDING AREAS (CBC 406.1) ALLOWABLE AREA: 3,000 S.F. ACTUAL AREA: 2,400 S.F OK CONSTRUCTION TYPE: TYPE IIB FIRE -RESISTANCE RATINGS: NONE EXTERIOR WALL SEPARATION: NONE RATED CONSTRUCTION: CHAPTER 7 PROJECTIONS: NON -RATED (SECTION 704.2) OPENINGS: UNLIMITED UNPROTECTED (TABLE 704.8) AUTOMATIC SPRINKLER: NONE NUMBER OF EXIT REQ'D: 1 N w E s SITE PLAN NO SCALE 00ES CODE ANALYSIS XG xDII CALEGRfEx GCDDE 1—TH xx TNI TVAEAFEAx,wGlGMfA„<RE<�RI CONITRICTIll TIPE T- III ECTIDNR NDN —EDIs TIDN TDA xI iOMATIC SPF NIIRFRNNI01RyOTE(.TED ITnxLE xb.sl OVERALL SITE V—AREA OF MTEREST OVERALL SITE NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT STRUCTURAL DESIGN. AREA OF INTEREST Rpp1 E551cNq Rs%I ']12 X l p L1,G6,6 EXISTING SEPTC ,. ROSSER EXISTINGES DENCE T` k:NTf NNItIStS E. ST nc ronfefpTlses.t°m PRI F AY \R rossa530f 2/8-6352 EXISTING WELL - ° `—E Xlsnxc iAwNMnoscAVlnc EXISTING GARAGE Off\ g EXSTN � W .............. O W Q � m so° w 0 PR I'll B LHINI'llG ' �— c ETAL BUILDING 9O( G N (u-caeacE 24DD SF) ✓w �'q� p O �o APN: 041-540-030 0 5.67 ACRES 3 m f. / v `Imo' COU” B SIL DRI D'Vl ,!0",,r L+N+.pc REVISIONS'. AREA OF INTEREST xa scA.r DATE: ]1/18/16 SfALE'. � NTS DRAWN BTACI IDB NUMBER: 16309 SHEET: SP PERMIT# t' k—'110 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATEJ2L�T�, _( BYjQ_ '�)VESS/019 C. o �un � N 6 821 � 0/1 gTFOF CAO 12/ ('01Co THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS i 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com liC.. ti't 2st rosserenterprises. com (530) 218-6352 Q U 1 W J J Q Z W zoo J m W J Q � W W W 00 Xwr^ ' O O qzll REVISIONS: DATE: 11/28/16 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 16-349 SHEET: NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED SITE PLAN SITE. AS ENSID S AND EDUCED FROM INF EXISTING CONSTRUCTION AND BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION „Y AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT STRUCTURAL DESIGN. NOTE: ENGINEER OF RECORD HAS NOT VISITED THE PROPOSED CONSTRUCTION SITE. DIMENSIONS AND LAYOUT OF EXISTING BUILDINGS AND SITE HAS BEEN DEDUCED FROM INFORMATION PROVIDED BY THE CONTRACTOR. CONTRACTOR MUST FIELD VERIFY PLANS AND ALL DIMENSIONS PRIOR TO CONSTRUCTION AND IMMEDIATELY REPORT ANY DISCREPANCIES TO SUMMIT STRUCTURAL DESIGN. AREA OF INTEREST Rpp1 E551cNq Rs%I ']12 X l p L1,G6,6 EXISTING SEPTC ,. ROSSER EXISTINGES DENCE T` k:NTf NNItIStS E. ST nc ronfefpTlses.t°m PRI F AY \R rossa530f 2/8-6352 EXISTING WELL - ° `—E Xlsnxc iAwNMnoscAVlnc EXISTING GARAGE Off\ g EXSTN � W .............. O W Q � m so° w 0 PR I'll B LHINI'llG ' �— c ETAL BUILDING 9O( G N (u-caeacE 24DD SF) ✓w �'q� p O �o APN: 041-540-030 0 5.67 ACRES 3 m f. / v `Imo' COU” B SIL DRI D'Vl ,!0",,r L+N+.pc REVISIONS'. AREA OF INTEREST xa scA.r DATE: ]1/18/16 SfALE'. � NTS DRAWN BTACI IDB NUMBER: 16309 SHEET: SP PERMIT# t' k—'110 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATEJ2L�T�, _( BYjQ_ '�)VESS/019 C. o �un � N 6 821 � 0/1 gTFOF CAO 12/ ('01Co THESE PLANS HAVE BEEN REVIEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTURAL CALCULATIONS i 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com liC.. ti't 2st rosserenterprises. com (530) 218-6352 Q U 1 W J J Q Z W zoo J m W J Q � W W W 00 Xwr^ ' O O qzll REVISIONS: DATE: 11/28/16 SCALE: NTS DRAWN BY: ACJ JOB NUMBER: 16-349 SHEET: GENERAL NOTES 1. GENERAL ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. THE ENGINEER HAS PROVIDED AND IS RESPONSIBLE FOR SPECIFIC STRUCTURAL ITEMS ONLY, ALL OTHER REQUIREMENTS OF THE BUILDING CODE INCLUDING WATERPROOFING, FIREPROOFING, DRAINAGE, HANDICAP ACCESSIBILITY, EGRESS REQUIREMENTS, PARKING, AND ALL OTHER DESIGN REQUIREMENTS NOT SPECIFICALLY SHOWN IN THE STRUCTURAL DESIGN CALCULATIONS ARE THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE DOCUMENTS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC. IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1704 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: HIGH STRENGTH BOLTING OF METAL BUILDING ABOVE THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 2. SITE WORK / FOUNDATIONS ASSUMED MAXIMUM SOIL BEARING = 1500 PSF (NO SOILS REPORT PROVIDED) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES. USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. 3. CONCRETE / REINFORCING CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI U.N.O. (DESIGNED BASED ON 2500 PSI MIN.) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS WHICH ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF THE ACI CODE AND CBC APPENDIX, CHAPTER 19. REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER 1 %" #6 BARS AND LARGER 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 3/4" REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP REINFORCING 40 BAR DIAMETERS U.N.O. #5 AND LARGER REBAR SHALL NOT BE RE-BENT. ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. ANCHOR BOLTS SHALL BE ASTM A 307 AND SHALL BE PROVIDED NEW, W/O EXCESSIVE RUST. STRUCTURAL PLAN NOTES: 1. VERIFY ALL DIMENSIONS, ELEVATIONS, COLUMN LOCATIONS, AND EDGE OF SLAB LOCATIONS WITH METAL BUILDING DRAWINGS BY STAR BUILDINGS CORP., STAMPED AND SIGNED BY AN ENGINEER LICENSED IN CALIFORNIA 2. ALL ANCHOR BOLTS SHALL BE INSTALLED USING THE LAYOUT PROVIDED BY STAR BUILDINGS CORP. STAR BUILDINGS HAS PROVIDE ANCHOR BOLT DIAMETER REQUIREMENTS FOR ALL COLUMN LOCATIONS. ALL ANCHOR BOLTS SHALL BE EMBEDDED INTO CONCRETE FOOTING PER DETAIL 1/S1. 3. SUMMIT STRUCTURAL DESIGN HAS NOT DESIGNED THE SLAB ON GRADE, HOWEVER AT A MINIMUM THE FOLLOWING IS RECOMMENDED: 6" THICK SLAB ON GRADE WITH #4 AT 18" O.C. E.W. PLACED AT THE CENTERLINE OVER 4" AGGREGATE BASE. USE MOISTURE BARRIER (ASTM E 1745) WHERE FLOORING OR MOISTURE SENSITIVE EQUIPMENT WILL OVERLAY CONCRETE SLABS. USE CRACK CONTROL JOINTS AS REQUIRED TO AVOID UNINTENTIONAL CRACKING. IF LOADING IS TO EXCEED 250 PSF A DESIGN FOR THE SLAB ON GRADE SHALL BE REQUIRED. w w w V) L1_ 0 I— Z) O 1 O I 0 0 0 d- E B N I m N I 0) �J TYP F5 --- F3 (-------� F3 RAMP EDGE OF SLAB AT 8" ROLL UP DOOR OPENINGS DRAINAGE BY OTHERS----,,_ 3 4" ALL DIMENSIONS INCLUDING ANCHOR BOLT LOCATIONS AND SPACING SHALL BE TAKEN FROM THE FINAL FOR CONSTRUCTION SET OF METAL BUILDING MFR DRAWINGS. FOUNDATION DRAWINGS ARE GENERAL IN NATURE AND ONLY REPRESENT FOUNDATION SIZES, REINFORCING, AND ANCHOR ROD EMBEDMENT. FOUNDATION PLAN SCALE: 1/4" = V-0" SLAB ON GRADE F*, � OF COLUMN PER PLAN EDGE OF STEEL—,T —/ STEEL COLUMN, BY OTHERS SLAB ON GRADE 691 AT SIM CONDITION o #4 VERT. 12f AT 24" O.C. A.B. PER PLAN- (@ 2 -POUR FOUNDATION) VARI • (2) #4 CONT. 1'-0" TOP AND BOTT FOOTING AT ROLL UP DOOR s N_ NO SCALE SZ I N O EDGE OF STEEL A.B. PER PLAN WHERE OCCURS SLAB ON GRADE PER a- w DRAINAGE BY OTHERS_ -- PLAN WHERE OCCURS 0 D CUj o J U U (n ooOd SLAB ON GRADE I - 6�-- _. _...... ._....... • I _J -111►- O II II 20" e_ I II II (DIM Y) II II N 20" RAMP EDGE OF SLAB AT 8" ROLL UP DOOR OPENINGS DRAINAGE BY OTHERS----,,_ 3 4" ALL DIMENSIONS INCLUDING ANCHOR BOLT LOCATIONS AND SPACING SHALL BE TAKEN FROM THE FINAL FOR CONSTRUCTION SET OF METAL BUILDING MFR DRAWINGS. FOUNDATION DRAWINGS ARE GENERAL IN NATURE AND ONLY REPRESENT FOUNDATION SIZES, REINFORCING, AND ANCHOR ROD EMBEDMENT. FOUNDATION PLAN SCALE: 1/4" = V-0" SLAB ON GRADE F*, � OF COLUMN PER PLAN EDGE OF STEEL—,T —/ STEEL COLUMN, BY OTHERS SLAB ON GRADE 691 AT SIM CONDITION o #4 VERT. 12f AT 24" O.C. A.B. PER PLAN- (@ 2 -POUR FOUNDATION) VARI • (2) #4 CONT. 1'-0" TOP AND BOTT FOOTING AT ROLL UP DOOR s N_ NO SCALE SZ I N O EDGE OF STEEL A.B. PER PLAN WHERE OCCURS SLAB ON GRADE PER a- w DRAINAGE BY OTHERS_ -- PLAN WHERE OCCURS 0 D CUj o J U U (n ooOd SLAB ON GRADE I - 6�-- AT SIM CONDITION ':......; #4 VERT. 12"1 AT 24" O.C. • o -I (© 2 -POUR FOUNDATION) (1) #4 CONT. TOP AND BOTT CONTINUOUS FOOTING NO SCALE EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE HOOK REINFORCING AROUND BOLTS AT HAIRPIN TIE SLAB ON GRADE PER PLAN • J F- 0 z W W mwao 0 O Uj Lj U m W U zwoV Q 6__REINFORCING PER SCHEDULE 3" CLR PERMIT # " I✓ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 1� -71 g NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS WITH OWNER AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. _. _...... ._....... • .................. I I II II II II L�....._.................... I I II I II II II -111►- • II II 20" II II I II II (DIM Y) II II II II AT SIM CONDITION ':......; #4 VERT. 12"1 AT 24" O.C. • o -I (© 2 -POUR FOUNDATION) (1) #4 CONT. TOP AND BOTT CONTINUOUS FOOTING NO SCALE EQUAL EQUAL DIM PER SCHEDULE DETAIL AT SPREAD FOOTING NO SCALE HOOK REINFORCING AROUND BOLTS AT HAIRPIN TIE SLAB ON GRADE PER PLAN • J F- 0 z W W mwao 0 O Uj Lj U m W U zwoV Q 6__REINFORCING PER SCHEDULE 3" CLR PERMIT # " I✓ BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 1� -71 g NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON-STRUCTURAL BOLTS FOR OPENINGS AND DOORS WITH OWNER AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. FOOTING SCHEDULE NO SCALE ANCHOR BOLT SCHEDULE A.B. TYPE FOOTING SCHEDULE EMBEDMENT A—B (4) 5/8" DIA 20" MARK (DIM X) X (DIM Y) X (THICKNESS) 20" ATTACHED STRUCTLIR CALCULATIONS clrlo4 REINFORCING 9" F2.25 2'-3" X 2'-3" X 2'-0" 3 4 E.W., TOP & BOTT. F3 3'-0" X 3'-0" X 2'-6" 5 4 E.W., TOP & BOTT. F4 4'-0" X 4'-0" X 2'-6" 7 4 E.W., TOP & BOTT. F5 5'-0" X 5'-0" X 2'-6" 1#4 9 4 E.W., TOP & BOTT. F5x3 5'-0" X 3'-0" X 2'-6" AT 6" O.C. E.W., TOP & BOTT. FOOTING SCHEDULE NO SCALE C NFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER 1/2" X 2 1/4" X 2 1/4" SECURED WITH DOUBLE HEAVY HEX NUTS, TYPICAL NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON—STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE NO SCALE SZ QWESS/py ANCHOR BOLT SCHEDULE A.B. TYPE A.B. SIZE EMBEDMENT A—B (4) 5/8" DIA 20" C (4) 5/8" DIA 9" D—F (4) 3 4" DIA 20" ATTACHED STRUCTLIR CALCULATIONS clrlo4 D I A 9" I (4) 1" DIA '� _/ 20" C NFORM TO ASTM F1554 GR. 36 WITH PLATE WASHER 1/2" X 2 1/4" X 2 1/4" SECURED WITH DOUBLE HEAVY HEX NUTS, TYPICAL NOTE: SEE ANCHOR BOLT SETTING PLAN PROVIDED BY STAR METAL BUILDING CORP. FOR ANCHOR BOLT SPACING. VERIFY ALL NON—STRUCTURAL BOLTS FOR OPENINGS AND DOORS AS THEY MAY OR MAY NOT HAVE BEEN SHOWN ON THIS PLAN. ANCHOR BOLT SCHEDULE NO SCALE SZ QWESS/py C. Joh. � 0 6 88 * o Is J'> CIVIL �P . q�FpFCA_\F IZJA�(BEE�THESEPLANS HEWED FOR COMPLIANCE ONLY WITH THE ATTACHED STRUCTLIR CALCULATIONS clrlo4 383 Rio Lindo Ave. Suite 200 Chico, CA 95926 P. 530.592.4407 SummitChico.com ft ENTERPRI rosseren terprises, com (530) 218-6352 00 LUQ U z } W J J Q 0 > Z W Z� J 7n rn O W 1 Q QUj F_O pC cW G W CL 0 O Ln O lx0 = z 0 d' O Uj O QCn.. Ljj d' REVISIONS: DATE: 11/28/16 SCALE: 1/4" = 1'-0" DRAWN BY: ACJ JOB NUMBER: 16-349 SHEET: si t � X11