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HomeMy WebLinkAboutB17-0531 042-050-080L'AncHo ineering, ins. STRUCTURAL CALCULATIONS Rancho Job #17-030 for Robinson Metal Building 2821 Rodeo'Ave Chico CA I" Calculation Index:Page #i�ERmir# REVIEVE®"FOR�c; • Project Layout • 1 CODE nPLIANCE Footing Analysis F1-F20oArE_ 4-1 • Anchor Bolt Design ABl-AB16 aY • Hairpin Design HP1 X00 P Revision Summary• Rev. 0 03/20/17 Initial Issue BUTTE COUNTY BUILDING DIVISION APPROVEn This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering Inc.. Rancho Engineering Inc. disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies.. Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com r1 LE=--- r , t i JOB# 1-1-030 5550 Skyway, Ste. G R051N50N METAL BUILDING CHO Paradise, GA C15%cl 2821 RODEO AVE FhOne/Fax: CHICO, CA Pn�ginne'enng (550) 8-7-1-3-700 PROJECT LAYOUT ~ 3/20/2017 Robinson Shop Job#17-030 F / J � SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD Condition: Corner Design Data Description Sym Value Units Concrete Strength fc ✓ (22h4', psi Reinf. Strength fy ✓ k s i Thickness of Cont. Ftg tf 6 in Width of Cont. Ftg bf 12 in Slab Thickness t 4 in Depth of Slab Reinf. d 2 in Width of Slab Section Gi 4 in v Density of Concrete - 150 pcf✓ Bending Reduction (D 0.9 Wind Load Factor - 1. - Slab Reinf. Bars - Slab Bar Spacing s 24 in Column Spacing SQL 20.0 ft Column Spacing SSR 20.0 ft Area of Steel AS 0.03 sqm Reinforcing Ratio 0.00417 - $ SLAB AREHr L-rA. I. . EDGE CONDITION �PrC.i'o R Allowable Tributary Width (W,) Desc Syrn Value Units Nominal Moment (DM„ 192 lb -ft Self Weight Moment MW 2.08333 Wr2 lb -ft Width of Slab Allowed W, 7.6 ft Conservative Width I W, 7.0 ft Uplift Resistive Weight From Slab 3.5 kips 1 �� �" i000 st CORNER CONDITION --�-� bf .i i%.. . 0 h a, ;' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings' menu item Protect Descr: F—Z_- and then using the 'Printing & Title Block' selection. Description: F1 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Number of Bars = Load Combinations Used : IBC 2012 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Generallnforrnation �'N. ql'e,, x .. 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Material Properties # Bars required within zone Soil Design Values # Bars required on each side of zone fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = It Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 2.50 ft Length parallel to Z -Z Axis = 2.50 ft Footing Thickness = 24.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Bars parallel to X -X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Z D ✓ Lr rI L S W E H P: Column Load = 4.10 2.90 0.0 -4.40 -0.60 k OB: Overburden = ksf_ M-xx = ----- -- — -- k -ft -- M-zz = k -ft V -z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: F ' Z using the 'Settings' menu item Project Descr: and then using the *Printing & Title Block' selection. NOMR "4 � �•r; SAA 4-1 LLic. # : KW -06007181 Licensee :.RANCHO ENGINEERING Description : F1 DESIG►VS(11Vpd1"ARY°� 15�A - • Min. Ratio Rem Applied Capacity Governing Load Combination PASS 0.940 Soil Bearing 1.410 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS 1.344 Uplift -2.640 k 3.548 k +0.60D+0.60W+0.60H PASS 0.01774 Z Flexure (+X) 1.195 k -ft 67.378 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01774 Z Flexure (-X) 1.195 k -ft 67.378 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01774 X Flexure (+Z) 1.195 k -ft 67.378 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01774 X Flexure (-Z) 1.195 k -ft 67.378 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 2.764 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X. +D+H 1.50 n/a 0.0 0.9460 0.9460 n/a n/a 0.631 X -X, +D+L+H 1.50. n/a 0.0 0.9460 0.9460 n/a n/a 0.631 X-X,+D+Lr+H 1.50 n/a 0.0 1.410- 1,410 n/a n/a 0.940 X -X, +D+S+H 1.50 n/a 0.0 0.9460 0.9460 n/a n/a 0.631 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.294 1.294 n/a n/a 0.863 X -X, +D+0.750L+0.750S+H 1.50 n/a 0.0 0.9460 0.9460 n/a n/a. 0.631 X -X, +D+0.60W+H 1.50 n/a 0.0 0.5236 0.5236 n/a n/a 0.349 X -X. +D+0.70E+H 1.50 n/a 0.0 0.8788 0.8788 n/a n/a 0.586 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.9772 0.9772 n/a n/a 0.652 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.6292 0.6292 n/a n/a 0.420 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.8956 0.8956 n/a n/a 0.597 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.1452 0.1452 n/a n/a 0.097 X -X, +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.5004 0.5004 n/a n/a 0.334 Z -Z, +D+H 1.50 0.0 n/a n/a n/a 0.9460 0.9460 0.631 Z -Z, +D+L+H 1.50 0.0 n/a n/a n/a 0.9460 0.9460 0.631 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.410 1.410 0.940 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.9460 0.9460 0.631 Z -Z. +D+0.750Lr+0.750L+H .1.50 0.0 n/a n/a . n/a 1.294 1.294 0.863 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.9460 0.9460 0.631 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.5236 0.5236 0.349 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.8788 0.8788 0.586 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.9772 0.9772 0.652 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.6292 0.6292 0.420 Z -Z. +D+0.750L+0,750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.8956 0.8956 0.597 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.1452 0.1452 0.097 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.5004 0.5004 0.334 .�Overtyrni�g�Sta'�rlity�,,�. Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning f'� °'�"�u rv+�'i. �Ca "�"` yfh` Sliding�SabilitY.s�r;'.'x�"�"1� All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: r Description: F1 =ooU g`Fleure+011i' If 10`11RN 7 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi•Mn Status k -ft Surface in -12 in"2 in"2 k -ft X -X. +1.40D+1.60H 0.7175 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.7963 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+0.5OLr+1.60L+1.60H 0.7963 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.6150 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X, +1.20D+1.60L+0.50S+1.60H 0.6150 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK U. +1.20D+1.6OLr+0.50L+1.60H 1.195 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1.6OLr+0.50L+1.60H 1.195 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1.6OLr+0.50W+1.60H 0.920 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1.6OLr+0.50W+1.60H 0.920 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.6150 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK U. +1.20D+0.50L+1.60S+1.60H 0.6150 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1,60S+0.50W+1.60H 0.340 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.340 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+0.5OLr+0.50L+W+1.60H 0.2463 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D40.5OLr+0.50L+W+1.60H 0.2463 -Z Bottom 0.5184 Min Tema % 0.7440 67.378 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.0650 +Z Bottom 0.5184 Min Two % 0.7440 67.378 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.0650 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+0.50L+0.70S+E+1.60H 0.540 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +1.20D+0.50L+0.70S+E+1.60H 0.540 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +0.90D+W+0.90H 0.08875 +Z TOD 0.5184 Min TemD % 0.7440 67.378 OK X -X. +0.90D+W+0.90H 0.08875 -Z TOD 0.5184 Min TemD % 0.7440 67.378 OK X -X. +0.90D+E+0,90H 0.3863 +Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK X -X. +0.90D+E+0.90H 0.3863 -Z Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.40D+1.60H 0.7175 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.40D+1.60H 0.7175 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z, +1.20D+0.5OLr+1.60L+1.60H 0.7963 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.5OLr+1.60L+1.60H 0.7963 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.6150 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.6150 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.6OLr+0.50L+1.60H 1.195 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.6OLr+0.50L+1.60H 1.195 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.6OLr+0,50W+1.60H 0.920 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.6OLr+0.50W+1.60H 0.920 +X Bottom 0.5184 Min Temp % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.6150 -X Bottom 0.5184 Min Temp % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.6150 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.340 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.340 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z, +1.20D+0.5OLr+0.50L+W+1.60H 0.2463 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.5OLr+0.50L+W+1.60H 0.2463 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.0650 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+0.50S+W+1,60H 0.0650 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+0.70S+E+1.60H 0.540 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +1.20D+0.50L+0.70S+E+1.60H 0.540 +X Bottom 0.5184 Min TemD % 0.7440 67.378 OK Z -Z, +0.90D+W+0.90H 0.08875 -X Too 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +0.90D+W+0.90H 0.08875 +X TOD 0.5184 Min TemD % 0.7440 67.378 OK Z -Z. +0.90D+E+0.90H 0.3863 -X Bottom 0.5184 Min TemD % 0.7440 67.378 OK D +O. OH r� . RU ±X. Bottom 0.5184 Min TemD % 0.7440 67.378 OK On`'eiNa Shear 94W Load+Q Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu I Phi*Vn Status +1,40D+1.60H 0.00 DSi 0.00 osi 0.00 DSi 0.00 Dsi ' 0.00 DSi 75.00 Dsi 0.00 0.00 +1.20D+0.5OLr+1.60L+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 DSi 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 DSi 75.00 DSi 0.00 0.00 +1.20D+1.6OLr+0.50L+1.60H 0.00 Dsi 0.00 Dsi 0.00 osi 0.00 DSi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.00 DSi 0.00 Dsi 0.00 osi 400 DSi 0.00 Dsi 75.00 DSi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 osi 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.00 Dsi 0.00 DSi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.200+0.5OLr+0.50L+W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 osi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 Dsi 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.70S+E+1.60H 0.00 Dsi 0.00 osi ' 0.00 Dsi ' 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +0.90D+W+0.90H 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +0.90D+E+0.90H 0.00 DSI 0.00 DSI 0.00 DSi 0.00 DSI 0.00 DSi 75.00 DSI 0.00 0.00 Title Block Line 1 r: You can change this area using the 'Settings' menu item, and then using the *Printing & Title Block' selection. Project ID: F� Description : Ft T. WajP:pnchirg';?Shear;4; r . - All units k Load Combination... Vu Phi'Vn Vu 1 Phi'Vn Status +1.40D+1.60H 1.66 osi 1.50.00osi 0.01106 OK +1.20D+0.5OLr+1.60L+1.60H 1.84 Dsi 150.00'Dsi' 0.01228 OK +1.20D+1.60L+0.50S+1.60H 1.42 Dsi 150.00Dsi ; 0.009483 OK +1.20D+1.6OLr+0.50L+1.60H 2.76 Dsi 150.00osi 0.01843 OK +1.20D+1.6OLr+0,50W+1.60H 2.13 Dsi 150.00Dsi :. 0.01419 OK +1.20D+0.50L+1.60S+1.60H 1.42 Dsi 150.00Dsi . ", 0.009483 OK +1.20D+1.60S+0.50W+1.60H 0.79 osi 150.00osi " 0.005243 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.57 o§i 150.00Dsi 0.003797 OK +1.20D+0.50L+0.50S+W+1.60H 0.15 osi 150.00osi 0.001002 OK +1.20D+0.50L+0.70S+E+1.60H 1.25 osi 150.00Dsi 0.008327 OK +0.90D+W+0.90H 0.21osi 150.00Dsi 0.001368 OK +0.90D+E+0.90H 0.89 Dsi 150.00Dsi 0.005956 OK 3/20/2017 Robinson Shop - Job#17-030 SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD Condition: Edge Design Data Description Sym Value Units Concrete Strength f c 2500 psi Reinf. Strength fy 40 ksi Thickness of Cont. Ftg tf 6 in Width of Cont. Ftg bf 12 in Slab Thickness t 4 in Depth of Slab Reinf. d 2 in Width of Slab Section b 4 in Density of Concrete - 150 pcf Bending Reduction (D 0.9 - Wind Load Factor - 1.6 - Slab Reinf. Bars - #4 - Slab Bar Spacing s 24 in Column Spacing S,L 20.0 ft Column Spacing SSR 20.0 ft Area of Steel AS 0.03 sqin Reinforcing Ratio I p 1 0.004171- Allowable Tributary Width (W,) Desc Syrn Value Units Nominal Moment (DM„ 192 lb -ft Self Weight Moment MW 2.08333 Wr2 lb -ft Width of Slab Allowed Wr 7.6 ft Conservative Widthl W, 7.0 ft Uplift Resistive Weight From Slab 6.0 kips � � T 9 5, R P,EA ScL SLR EDGE CONDITION CORNER CONDITION — I 111 L ----�— bf 5ECTION F Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID:' using the "Settings' menu item Project Descr: and then using the 'Printing & Title Block' selection. Description : F2 Width parallel to X -X Axis = 3.250 ft Length parallel to Z -Z Axis = 3.250 ft Footing Thickness = 30.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in t RelnfOfCII]g i �e ��xaw°' 1 v i �� s R �4 Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size = 8.0 _ # 5 8.0 _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) NYp.Ya7 r5•yi' y. �t`'.y1. *re?z:: `; Direction Requiring Closer Separation n/a :• :.:�:;:-' ;. ;:;:: �,.. >,_; .>; ,; -�,., ,;t :q_; # Bars required within zone n/a 10111MIN11111 # Bars required on each side of zone n/a Appllecl;Loads4;:,5ndf4?\ D Lr L S W E H P: Column Load = 6.90 4.80 -6.60 0.60 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used: IBC 2012 4S• .�'lY".a Generalaln o matton� { f Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overtuming Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No a ..rrsr7 �,. "�`mx:,,. 1."*� K'f.- .+� ra M�TP,� K "SrP'r�•?�,.',p�'x"-` rai:..f Dimensions Width parallel to X -X Axis = 3.250 ft Length parallel to Z -Z Axis = 3.250 ft Footing Thickness = 30.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in t RelnfOfCII]g i �e ��xaw°' 1 v i �� s R �4 Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size = 8.0 _ # 5 8.0 _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) NYp.Ya7 r5•yi' y. �t`'.y1. *re?z:: `; Direction Requiring Closer Separation n/a :• :.:�:;:-' ;. ;:;:: �,.. >,_; .>; ,; -�,., ,;t :q_; # Bars required within zone n/a 10111MIN11111 # Bars required on each side of zone n/a Appllecl;Loads4;:,5ndf4?\ D Lr L S W E H P: Column Load = 6.90 4.80 -6.60 0.60 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft V -x = k V -z = k Title Block Line 1 Project Title: You can change this area Engineer: Project ID: f --& using the 'Settings' menu item Project Descr. and then using the 'Printing & e Title Block' selection. Title Block Line 6 Printed: 20 MAR 2017.9:39AM Y ce . - r lcila 1 S. C '{ yobsi20 Zy0 0 1FB�DiRobl so ee6 Ge.ne o RANCHOLie. KW -06007181 Licensee: ENGINEERING Description : F2 DESIGNf,Si1MM�RY e - • Rotation Axis & Min. Ratio hem Applied Capacity Governing Load Combination PASS 0.980 Soil Bearing 1.470 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 ,k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k , 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS, 1.626 Uplift -3.960 k ... 6.437 k +0.60D+0.60W+0.60H PASS 0.02226 Z Flexure (+X) 1.995 k -ft 89.631 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02226 Z Flexure (-X) 1.995 k -ft 89.631 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02226 X Flexure (+Z) 1.995 k -ft 89.631 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02226 X Flexure (-Z) 1.995 k -ft 89.631 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 2.791 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H 1.50 n/a 0.0 0.7346 0.7346 n/a n/a 0.490 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X -X. +D+L+H 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X -X, +D+Lr+H 1.50 n/a 0.0 . 1.470 1.470 n/a n/a 0.980 X -X, +D+S+H 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X -X, +D+0.750Lr+0.750L+H 1.50 n/a 0.0 1.357 1.357. n/a n/a 0.905 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X -X. +D+0.60W+H 1.50 n/a 0.0 0.6408 0.6408 n/a n/a 0.427 X -X, +D+0.70E+H 1.50 n/a 0.0 1.056 1.056 n/a n/a 0.704 X -X, +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 1.075 1.075 n/a n/a 0.717 X -X, +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.7346 0.7346 n/a n/a 0.490 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 1.046 1.046 n/a n/a 0.697 X -X, +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.2345 0.2345 n/a n/a 0.156 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.6492 0.6492 n/a n/a 0.433 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.470 1.470 0.980 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 nla n/a n/a 1.357 1.357 0.905 Z -Z, +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z -Z, +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.6408 0.6408 0.427 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 1.056 1.056 0.704 Z -Z, +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 1.075 1.075 0.717 Z -Z, +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.7346 0.7346 0.490 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 1.046 1.046 0.697 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.2345 0.2345 0.156 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 nla n/a n/a 0.6492 0.6492 0.433 IOverturnrn g SWb l:16y Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning All units k SIIdIng.Stabilrty�wrcr Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: •r -I Description : F2 ;F„ooUng Fletiu�e�''' Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm: As Actual As Phi Mn Status k -ft Surface in"2 in"2 in"2 k -ft X -X. +1.40D+1.60H 1.208 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.335 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.335 -Z Bottom 0.648 Miri TemD % 0.7631 89.631 OK X -X. +1.20D+1.60L+0.50S+1.60H 1.035 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+1.60L+0.50S+1.60H 1.035 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+1.60Lr40.50L+1.60H 1.995 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 1.995 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.583 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.583 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.035 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+0.50L+1.60S+1.60H 1.035 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.6225 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.6225 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.510 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D40.5OLr+0.50L+W+1.60H 0.510 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+0.50L+0.50S+W+1,60H 0.210 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.210 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +1.20D+0.50L+0.70S+E+1.60H 1.110 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 1.110 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X, +0.90D+W+0.90H 0.04875 +Z Too 0.648 Min TemD % 0.7631 89.631 OK X -X. +0.90D+W+0.90H 0.04875 -Z TOD 0.648 Min TemD % 0.7631 89.631 OK X -X. +0.90D+E+0.90H 0.8513 +Z Bottom 0.648 Min TemD % 0.7631 89.631 OK X -X. +0.90D+E+0.90H 0.8513 -Z Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.40D+1.60H 1.208 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.40D+1.60H 1.208 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.335 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50Lr+1.60L+1.60H 1.335 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 1.035 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.035 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.995 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.995 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.583 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.583 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 1,035 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +1.20D+0.50L+1.60S+1.60H 1.035 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.6225 -X Bottom 0.648 Min Temp % 0.7631 89.631 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.6225 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.510 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.510 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.210 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.210 +X Bottom 0.648 Min Temp % 0.7631 89.631 OK Z -Z. +1.20D+0.50L+0.70S+E+1.60H 1.110 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +1.20D+0.50L+0.70S+E+1.60H 1.110 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z -Z. +0.90D+W+0.90H 0.04875 -X TOD 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +0.90D+W+0.90H 0.04875 +X TOD 0.648 Min TemD % 0.7631 89.631 OK Z -Z, +0.90D+E+0.90H 0.8513 -X Bottom 0.648 Min TemD % 0.7631 89.631 OK Z-- D+E+O 90H 08513 +X Bottom 0.648 Min TemD % 0.7631 89.631 OK One ay $heardk'�� Load Combination... Vu @ •X Vu @ +X Vu @ •Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 Dsi 0.00 psi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.70S+E+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +0.90D+W+0.90H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +0.90D+E+0.90H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 osi 0.00 0.00 Title Block Line 1 Project You can change this area EngineerTitle; . Project ID: using the 'Settings' menu item Project Descr:, and then using the ',Printing & ._ Title Block' selection. Title Block Line 6 Pnmed 20 W eon 9:39AM szs o tiln tea nr�scsa3"io,s Genera n@ ,e.. U6., # KW -06007181 Description ; F2 _ Licensee liasi7've RANCHO . �.�rTwo Way'Punching'�S�ear�,.������•-4,� � �� All units 'k" Load Combination... Vu Phi*Vn Vu 1 Phi*Vn : Status +1.40D+1.60H 1.69Dsi 1502osi 0.01126 OK +1.20D+0.50Lr+1.60L+1.60H 1.87 psi 150.00Dsi 0.01245 ` OK +1.20D+1.601 -+0.50S+1.601-1 1.45 osi :150.000si 0.009654 OK +1.20D+1.60Lr+0.50L+1.60H 2.79-osi 150.001)si 0.01861 OK +1.20D+1.6OLr+0.50W+1.60H 2.21 osi- 150.00Dsi 0.01476 OK +1.20D+0.50L+1.60S+1.60H 1.45 osi 150.00Dsi 0.009654 OK +1.20D+1.60S+0.50W+1.60H 0.87 psi` 150.000si 0.005807 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.71 Dsi ; . 150.00Dsi 0.004757 OK +1.20D+0.50L+0.50S+W+1.60H 0.29 Dsi ' 150.00osi 0.001959 OK +1,20D+0.50L+0.70S+E+1.60H 1.55 Dsi 150.00Dsi 0.01035 ` OK +0.90D+W+0.90H 0.07 osi 150.00Dsi 0.000455 OK +0.90D+E+0.90H 1.19 psi 150.00osi 0.00794 OK 3/20/2017 Robinson Shop - Job#17-030 F ~ SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD Condition: Edge Design Data Description Syrn Value Units Concrete Strength fc 2500 psi Reinf. Strength fy 40 ksi Thickness of Cont. Ftg tf 6 in Width of Cont. Ftg bf 12 in Slab Thickness t 4 in Depth of Slab Reinf, d 2 in .Width of Slab Section b 4 in Density of Concrete - 150 pcf Bending Reduction cp 0.9 - Wind Load Factor - 1.6 - Slab Reinf. Bars - #4 - Slab Bar Spacing s 24 in Column Spacing S,L 20.0 ft Column Spacing ScR 25.0 ft Area of Steel A, 0.03 sgin Reinforcing Ratio I p 1 0.004171- Allowable Tributary Width (W,) Desc Sym Value Units Nominal Moment OM„ 192 Ib -ft Self Weight Moment MW 2.08333 W,2 lb -ft Width of Slab Allowed W, 7.6 ft Conservative Width W, 7.0 ft Uplift Resistive Weight From Slab 6.0 kips A, 10 LAB REA� Hr 4 5, L ScR eDCGJ�f CONDITION I I , I 33 , SLAB � I ARIA SC . -•-1 CORNER CONDITION bf 5EGTION Title Block Line 1 Project Title: You can change this area Engineer: Proiect ID: using the'Settings' menu item Protect Descr: ,�1 �- and then using the 'Printing & Title Block" selection. Description : F3 Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 k -ft M-zz= _....__.._...-......__..._.......-' -'-- - -- Load Combinations Used: IBC 2012 V -x = ... _ _ _... -._... _ .._---"---.._......... -- ...._...___ ....-'....................................... k Gn'efralInformation:: : s' k �R�, Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footingbase depth below soil surface = ft Min Steel % Bending Reinf. = Allow ress. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 ;1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No � "'- "F`1 C':5•'•++•r ''!'S�h-'yw ✓t tet^ •� Width parallel to X -X Axis = 5.0 ft Length parallel to Z -Z Axis = 5.0 ft Footing Thickness = 30.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in }Reinforce -ng ,x�i 9 ,-'-"i" Bars parallel to X -X Axis Number of Bars Reinforcing Bar Size Bars parallel to Z -Z Axis Number of Bars Reinforcing Bar Size 12.0 # 5 = 12.0-:�;tr:--,.....<;;;...,._,:_:...,:.: ,:....,,..,. ;..:•...,._,.:.: .,,. # Bandwidth Distribution Check ACI ( 15.4.4.2) t "v6ar•.' .: �i' ;:. ,; .,n:i.A,.:::r>:. `}�':��:y_ •"••;ti�ri" ��:'=r•=+'��, Direction Requiring Closer Separation n/a - # Bars required within zone n/a # Bars required on each side of zone n/a ry " .. 4 D Lr L S W E H P: Column Load = 8.40 9.40 -16.70 -0.50 k OB : Overburden = ksf M-xx = k -ft M-zz= _....__.._...-......__..._.......-' -'-- - -- k -ft V -x = ... _ _ _... -._... _ .._---"---.._......... -- ...._...___ ....-'....................................... k V -z = k Title Block Line 1 Project Title: You can change this area Engineer: using the 'Settings' menu item Project Descr: and then using the 'Truing & Title Block" selection. Project ID: r i3 Description : F3 . . . EDESIGNSUMM,4R;Y�"v,xgm,fi 1.50 Design • 0.6985 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.7167 Soil Bearing .1.075 ksf, 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overtuming - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0'k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS 1.046 Uplift -10.020 k 10.478 k +0.60D+0.60W+0.60H PASS 0.03590 Z Flexure (+X) 3.140 k -ft 87.466 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.03590 Z Flexure (-X) 3.140 k -ft 87.466 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.03590 X Flexure (+Z) 3.140 k -ft 87.466 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.03590 X Flexure (-Z) 3.140 k -ft 87.466 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01034 1 -way Shear (+X) 0.7753 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.01034 1 -way Shear (-X) 0.7753 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.01034 1 -way Shear (+Z) 0.7753 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.01034 1 -way Shear (-Z) 0.7753 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H PASS 0.04492 2 -way Punching 6.738 psi 150.0 psi +1.20D+1.60Lr+0.50L+1.60H �}y �t ACt•�. �`i bk CRx �Y d�"�i F+�"+GK d 'u Sie +� FL$'ya',� W .I n/a 0.0 0.01830 0.01830 n/a n/a 0.012 X -X. +0.60D40.70E+0.60H 1.50 Soil Bearing 0.0 0.4051 0.4051 n/a - Gross Allowable Soil -Z Top, +Z -X . Right, +X Actual 1 Allow X -X, +D+H 1.50 n/a 0.0 0.6985 0.6985 n/a n/a 0.466 X -X, +D+L+H 1.50 n/a 0.0 0.6985 0.6985 n/a n/a 0.466 X -X. +D+Lr+H 1.50 n/a 0.0 1.075 1.075 n/a n/a 0.717 X -X. +D+S+H 1.50 n/a 0.0 0.6985 0.6985 n/a n/a 0.466 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9805 0.9805 n/a n/a 0.654 X -X. +D+0.750L+0.750S+H 1.50 n/a 0.0 0.6985 0.6985 n/a n/a 0.466 X -X. •+D+0.60W+H 1.50 n/a 0.0 0.2977 0.2977 n/a n/a 0.199 X -X. +D+0.70E+H 1.50 n/a 0.0 0.6845 0.6845 n/a n/a 0.456 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6799 0.6799 n/a n/a 0.453 X -X. +D+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.3979 0:3979 n/a n/a 0.265 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.6880 0.6880 n/a n/a 0.459 X -X. +0.60D+0.60W+0.60H 1,50 n/a 0.0 0.01830 0.01830 n/a n/a 0.012 X -X. +0.60D40.70E+0.60H 1.50 n/a 0.0 0.4051 0.4051 n/a n/a 0.270 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.6985 0.6985 0.466 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.6985 0.6985 0.466 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.075 1.075 0.717 Z -Z. +D+S+H 1.50 0.0 n/a n/a n/a 0.6985 0.6985 0.466 Z -Z. +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.9805 0.9805 0.654 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.6985 0.6985 0.466 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.2977 0.2977 0.199 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.6845 0.6845 0.456 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 nla n/a n/a 0.6799 0.6799 0.453 Z -Z. +D+0.750L+0.750S+0.450W+H 1.50 0.0 n/a n/a n/a 0.3979 0.3979 0.265 Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50 0.0 n/a n/a n/a 0.6880 0.6880 0.459 Z -Z. +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.01830 0.01830 0.012 Z -Z. +0.60D+0.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4051 0,4051 0.270 �'OverturningStability��'� Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning +MK" ..v.�L•3 v ..h FYjF1 i'tnSWvf'AU' 4 .i r.':rt.Lty y ,µ All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Proiect ID: itty 7 Description : F3 nFooUng�leu 0.36 Dsi 0.36 Dsi 0.36 Dsi 0.36 Dsi 0.36 Dsi 75.00 Dsi 0.00 Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As Phi Mn k Status 0.00 k -ft 0.31 Dsi Surface in"2 in^2 in12 -ft 0.00 X -X, +1.40D+1.60H 1.470 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 1.848 +Z Bottom 0.648 Min Temp % 0.7440 87.466 OK X -X. +1.20D+0.50Lr+1.60L+1.60H 1.848 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.260 +Z Bottom 0.648 Min Temp % 0.7440 87.466 OK X -X, +1.20D+1.60L+0.50S+1.60H 1.260 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 3.140 +Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+1.60Lr+0.50L+1.60H 3.140 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 2.096 +Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 2.096 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X, +1.20D+0.50L+1.60S+1.60H 1.260 +Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+0.50L+1.60S+1.60H 1.260 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.2163 +Z Bottom 0.648 Min Temo % 0.7440 87.466 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.2163 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.240 +Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.240 -Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.8275 +Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.8275 -Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 1.198 +Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X. +1.20D+0.50L+0.70S+E+1.60H 1.198 -Z Bottom 0.648 Min Temp % 0.7440 87.466 OK X -X. +0.90D+W+0.90H 1.143 +Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X. +0.90D+W+0.90H 1.143 -Z TOD 0.648 Min TemD % 0.7440 87.466 OK X -X. +0.90D+E+0.90H 0.8825 +Z Bottom 0.648 Min TemD % 0.7440 87.466 OK X -X, +0.90D+E+0.90H 0.8825 -Z Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.40D+1.60H 1.470 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.40D+1.60H 1.470 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.848 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50Lr+1.60L+1,60H 1.848 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.260 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 1.260 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 3.140 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 3.140 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 2.096 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 2.096 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 1.260 -X Bottom 0,648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 1.260 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.2163 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+1.60S+0.50W+1.60H 0.2163 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.240 -X Too 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.240 +X TOD 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.8275 -X TOD 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.8275 +X Too 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 1.198 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 1.198 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +0.90D+W+0.90H 1.143 -X Too 0.648 Min TemD % 0.7440 87.466 OK Z -Z, +0.90D+W+0.90H 1.143 +X TOD 0.648 Min TemD % 0.7440 87.466 OK Z -Z. +0.90D+E+0.90H 0.8825 -X Bottom 0.648 Min TemD % 0.7440 87.466 OK Z Z, +0 90D+E+0 90 0 +X Bottom 0.648 Min TemD % 0.7440 87.466 OK fr One�iNay.'S,hearV L:w5 $8,2 . Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi'Vn Status +1.40D+1.60H 0.36 Dsi 0.36 Dsi 0.36 Dsi 0.36 Dsi 0.36 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.46 Dsi 0.46 Dsi 0.46 Dsi 0.46 Dsi 0.46 Dsi 75.00 Dsi 0.01 0.00 +1.20D+1.60L+0.50S+1.60H 0.31 Dsi 0.31 Dsi 0.31 DSi 0.31 DSi 0.31 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.78 Dsi 0.78 Dsi 0.78 Dsi 0.78 Dsi 0.78 Dsi 75.00 Dsi 0.01 0.00 +1.20D+1.60Lr+0.50W+1.60H 0.52 Dsi 0.52 Dsi 0.52 Dsi 0.52 DSi 0.52 psi 75.00 Dsi 0.01 0.00 +1.20D+0.50L+1.60S+1.60H 0.31 Dsi 0.31 Dsi 0.31 Dsi 0.31 Dsi 0.31 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.05 Dsi 0.05 Dsi 0.05 Dsi 0.05 Dsi 0.05 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.06 Dsi 0.06 Dsi 0.06 Dsi 0.06 Dsi 0.06 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.20 Dsi 0.20 Dsi 0.20 Dsi 0.20 Dsi 0.20 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0,50L+0.70S+E+1.60H 0.30 Dsi 0.30 Dsi 0.30 Dsi 0.30 Dsi 0.30 Dsi 75.00 Dsi 0.00 0.00 +0,90D+W+0.90H 0.28 Dsi 0.28 Dsi 0.28 Dsi 0.28 osi 0.28 Dsi 75.00 Dsi 0.00 0.00 +0.90D+E+0.90H 0,22 Dsi 0.22 Dsi 0.22 Dsi 0.22 Dsi 0.22 Dsi 75.00 Dsi 0.00 0.00 Title Block Line 1 You this area Project Title: Engineer:, Prosect ID:f can change J using the 'Settings' menu item Protect Descr: ' and then using the'Printing & Title Block' selection. Title Block Line 6 Printed: 20 MAR 2017.9:40AM 0 �4r81 I B ec6 IeMCAS .i 1 KW-06007181 Description : F3 f...__;-0211, Licensee Qu tl6 x7a2j28 V,et6 2 8 RANCHO ENGINIEIERING a R Two WayPunchingSheH' All units k. km Mg!axf1c Load Combination... Vu Phi'Vn Vu 1 Phi'Vn Status _ +1.40D+1.60H3.16 osi 150.00DSi . 0.02103 OK +1.20D+0.5OLr+1.60L+1.60H 3.97 osi 150.00DSi '' 0.02643 OK +1.20D+1.60L+0.50S+1.60H 2.70 osi " .. 150.00DSi _ 0.01803 OK +1.20D+1.6OLr+0.50L+1.60H 6:74 osi 150.00DSi 0.04492 OK +1.20D+1.60Lr+0.50W+1.60H 4.50 osi 150.00DSi 0.02999 OK +1.20D+0.50L+1.60S+1.60H 2.70 osi 150.00DSi 0.01803 OK ' +1.20D+1.60S+0.50W+1.60H 0.46 Dsi 150.00DSi 0.003094 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.52 Dsi 150.00DSi 0.003434 OK +1:20D+0.50L+0.50S+W+1.60H 1.78 osi 150.00DSi 0.01184 OK +1.20D+0.50L+0.70S+E+1.60H 2.57 Dsi 150.00osi 0:01713 OK +0.90D+W+0.90H 2.45 osi 150.00osi_ 0.01635 OK +0.90D+E+0.90H 1.89 osi 150.00Dsi 0.01263 OK 3/20/2017 Robinson Shop - Job#17-030 F /6 SLAB WEIGHT CALCULATION FOR ADDITIONAL RESISTIVE DEAD LOAD Condition: Corner Design Data Description Sym Value Units Concrete Strength fc 2500 psi Reinf. Strength fy 40 ksi Thickness of Cont. Ftg tf 6 in Width of Cont. Ftg bf 12 in . Slab Thickness t 4 in Depth of Slab Reinf, d 2 in Width of Slab Section b 4 in Density of Concrete - 150 pcf Bending Reduction (D 0.9 - Wind Load Factor - 1.6 - Slab Reinf. Bars - #4 - Slab Bar Spacing s 24 in Column Spacing SQL 28.0 ft Column Spacing SSR 20.0 ft Area of Steel AS 0.03 sqin Reinforcing Ratio p 1 0.004171- Allowable Tributary Width (Wr) Desc Syrn Value Units Nominal Moment (DM„ 192 lb -ft Self Weight Moment MW 2.08333 WT2 lb -ft Width of Slab Allowed WT 7.6 ft Conservative Widthl W, 7.0 ft Uplift Resistive Weight From Slab. 3.5 kips 9 SLAB AREA ScL 3oR EDGE CONDMON CORNER CONDITION i na �--�� bf II FOR \� U \r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: y. l ,� using the 'Settings' menu item Project Descr: F and then using the 'Printing & Title Block' selection. Description: F4 Width parallel to X -X Axis = 4.0 ft Length parallel to Z -Z Axis = 4.0 ft Footing Thickness = 30.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ��2einforcing n � � •� `� Bars parallel to X -X Axis Number of Bars = 10.0 Reinforcing Bar Size = # 5 y; '•:'.: :Y.iM �,� "•'y% n`v}.'..•1 ;';:'vti. .�.•,•Yjrt,. Bars parallel to Z -Z Axis ���: _ :,:�.s'- _ •:,.�.;;,:._::;>,:�;-... s;r•a.. Number of Bars = 10.0 Reinforcing Bar Size = # 5 :;<."~ `• '�::'�, .• <<' ;`'� :' Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a RIMINIM 11_ ' # Bars required within zone n/a # Bars required on each side offs zone ny/a 1A 0i". L ao ds V 5 y '. D Lr L S W E H P: Column Load = 5.90 5.30 -11.20 -0.50 k OB : Overburden = ksf M-xx = k -ft M -u = Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 V -x = k Load Combinations Used: IBC 2012 k Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = Weight = 1.50 ksf No �Rebar Yield = 60.0 ksi Increase Bearing By Footing 200.0 c : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use fig wt for stability, moments & shears Yes = when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure No _ ft Use Pedestal wt for stability, mom & shear No �� DimenlsMxons� ,n;� Width parallel to X -X Axis = 4.0 ft Length parallel to Z -Z Axis = 4.0 ft Footing Thickness = 30.0 in Pedestal dimensions... px : parallel to X -X Axis = in pz : parallel to Z -Z Axis = in Height = in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ��2einforcing n � � •� `� Bars parallel to X -X Axis Number of Bars = 10.0 Reinforcing Bar Size = # 5 y; '•:'.: :Y.iM �,� "•'y% n`v}.'..•1 ;';:'vti. .�.•,•Yjrt,. Bars parallel to Z -Z Axis ���: _ :,:�.s'- _ •:,.�.;;,:._::;>,:�;-... s;r•a.. Number of Bars = 10.0 Reinforcing Bar Size = # 5 :;<."~ `• '�::'�, .• <<' ;`'� :' Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a RIMINIM 11_ ' # Bars required within zone n/a # Bars required on each side offs zone ny/a 1A 0i". L ao ds V 5 y '. D Lr L S W E H P: Column Load = 5.90 5.30 -11.20 -0.50 k OB : Overburden = ksf M-xx = k -ft M -u = k -ft V -x = k V -z = k Title Block Line 1 T You can change this area using the "Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Engineer: Project Descr: Project ID: F/6 Description : F4 rDESIGN�SUMMAR,Y' `�i.G°�a Design OK. PASS Min. Ratio item Applied Capacity Governing Load Combination PASS ' 0.7087 Soil Bearing 1.063 ksf 1.50 ksf +D+Lr+H about Z -Z axis PASS n/a Overturning - X -X 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Overturning - Z -Z 0.0 k -ft 0.0 k -ft No Overturning PASS n/a Sliding - X -X 0.0"k 0.0 k No Sliding PASS n/a Sliding - Z -Z 0.0 k 0.0 k No Sliding PASS 1.045 Uplift $.720 k 7.020 k +0.60D+0.60W+0.60H PASS 0.02138 Z Flexure (+X) 1.945 k -ft 90.983 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02138 Z Flexure (-X) 1.945 k -ft 90.983 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02138 X Flexure (+Z) 1.945 k -ft 90.983 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.02138 X Flexure (-Z) 1.945 k -ft 90.983 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1 -way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2 -way Punching 3.623 psi 75.0 psi +1.20D+1.60Lr+0.50L+1.60H 1.50 n/a 0.0 0.9797 0.9797 n/a n/a 0.653 X -X. +0+0.750L+0.750S+H 1.50 Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Leg, -X Right, +X Ratio X -X, +D+H 1.50 n/a 0.0 0.7313 0.7313 n/a n/a 0.488 X -X. +D+L+H 1.50 n/a 0.0 0.7313 0.7313 n/a n/a 0.488 X -X. +D+Lr+H 1.50 n/a 0.0 1.063 1.063 n/a n/a 0.709 X -X. +D+S+H 1.50 n/a 0.0 0.7313 0.7313 n/a n/a 0.488 X -X. +D+0.750Lr+0.750L+H 1.50 n/a 0.0 0.9797 0.9797 n/a n/a 0.653 X -X. +0+0.750L+0.750S+H 1.50 n/a 0.0 0.7313 0.7313 n/a n/a 0.488 X -X. +D+0.60W+H 1.50 n/a 0.0 0.3113 0.3113 n/a n/a 0.208 X -X. +D+0.70E+H 1.50 n/a 0.0 0.7094 0.7094 n/a n/a 0.473 X -X. +D+0.750Lr+0.750L+0.450W+H 1.50 n/a 0.0 0.6647 0.6647 n/a n/a 0.443 X -X. +0+0.750L+0.750S+0.450W+H 1.50 n/a 0.0 0.4163 0.4163 n/a n/a 0.278 X -X. +D+0.750L+0.750S+0.5250E+H 1.50 n/a 0.0 0.7148 0.7148 n/a n/a 0.477 X -X. +0.60D+0.60W+0.60H 1.50 n/a 0.0 0.01875 0.01875 n/a n/a 0.013 X -X. +0.60D+0.70E+0.60H 1.50 n/a 0.0 0.4169 0.4169 n/a n/a 0.278 Z -Z. +D+H 1.50 0.0 n/a n/a n/a 0.7313 0.7313 0.488 Z -Z. +D+L+H 1.50 0.0 n/a n/a n/a 0.7313 0.7313 0.488 Z -Z. +D+Lr+H 1.50 0.0 n/a n/a n/a 1.063 1.063 0.709 Z -Z, +D+S+H 1.50 0.0 n/a n/a n/a 0.7313 0.7313 0.488 Z -Z, +D+0.750Lr+0.750L+H 1.50 0.0 n/a n/a n/a 0.9797 0.9797 0.653 Z -Z. +D+0.750L+0.750S+H 1.50 0.0 n/a n/a n/a 0.7313 0.7313 0.488 Z -Z. +D+0.60W+H 1.50 0.0 n/a n/a n/a 0.3113 0.3113 0.208 Z -Z. +D+0.70E+H 1.50 0.0 n/a n/a n/a 0.7094 ' 0.7094 0.473 Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50 0.0 n/a n/a n/a 0.6647 0.6647 0.443 Z -Z. +D+0.750L+0.750S+0,450W+H 1.50 0.0 n/a n/a n/a 0.4163 0.4163 0.278 Z -Z, +D+0.750L+0.750S+0.5250E+H 1.50 0.0 nla n/a n/a 0.7148 0.7148 0.477 Z -Z, +0.60D+0.60W+0.60H 1.50 0.0 n/a n/a n/a 0.01875 0.01875 0.013 Z -Z, +0.60D40.70E+0.60H 1.50 0.0 n/a n/a n/a 0.4169 0.4169 0.278 ��y0uertti`ning�Starbihtjr" ,`�"'' Rotation Axis & Load Combination.-.. Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning b� �- h � +� h�, -'.: � RE,Sliding{Sa6/lin!'�� All units k R. s Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Title Block Line 1 You can change this area using the'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project Descr: Project ID: F1, 9 Description : F4 �1OFO 9 0.00 DSi 0.00 DSi 0.00 DSi 0.00 osi 0.00 Dsi 75.00 Dsi Flexure Axis & Load Combination Mu Side Tension As Req'd Gvm. As Actual As in"2 Phi Mn k Status 0.00 k -ft +1.20D+1.60L+0.50S+1.60H Surface in12 in^2. 0.00 Dsi -ft 75.00 Dsi X -X. +1.40D+1.60H 1.033 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.216 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50Lr+1.60L+1.60H 1.216 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1,20D+1.60L+0.50S+1.60H 0.8850 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+1.60L+0.50S+1.60H 0.8850 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.945 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+1.60Lr+0.50L+1.60H 1.945 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+1.60Lr+0.50W+1.60H 1.245 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+1.60Lr+0.50W+1.60H 1.245 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50L+1.60S+1.60H 0.8850 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+0.50L+1.60S+1.60H 0.8850 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+1.60S+0.50W+1.60H 0.1850 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+1.60S+0.50W+1.60H 0.1850 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1838 +Z TOD 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50Lr+0.50L+W+1.60H 0.1838 -Z Too 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.5150 +Z Too 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+0.50L+0.50S+W+1.60H 0.5150 -Z TOD 0.648 Min TemD % 0.7750 90.983 OK X -X. +1.20D+0.50L+0.70S+E+1.60H 0.8225 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +1.20D+0.50L+0.70S+E+1.60H 0.8225 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +0.90D+W+0.90H 0.7363 +Z TOD 0.648 Min TemD % 0.7750 90.983 OK X -X. +0.90D+W+0.90H 0.7363 -Z TOD 0.648 Min TemD % 0.7750 90.983 OK X -X. +0.90D+E+0.90H 0.6013 +Z Bottom 0.648 Min TemD % 0.7750 90.983 OK X -X, +0.90D+E+0.90H 0.6013 -Z Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.40D+1.60H 1.033 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.40D+1.60H 1.033 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1,20D+0.50Lr+1.60L+1.60H 1.216 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+0.50Lr+1.60L+1.60H 1.216 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+1.60L+0.50S+1.60H 0.8850 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+1.60L+0.50S+1.60H 0.8850 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+1.60Lr+0.50L+1.60H 1.945 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+1.60Lr+0.50L+1.60H 1.945 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.245 -X Bottom 0.648 Min TemD % 0.7750 90,983 OK Z -Z. +1.20D+1.60Lr+0.50W+1.60H 1.245 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.8850 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+0.50L+1.60S+1.60H 0.8850 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.1850 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+1.60S+0.50W+1.60H 0.1850 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+0.50Lr+0.50L+W+1.60H 0.1838 -X TOD 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H 0.1838 +X TOD 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+0.50L+0.50S+W+1.60H 0.5150 -X TOD 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +1.20D+0.50L+0.50S+W+1.60H 0.5150 +X TOD 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1.20D+0.50L+0.70S+E+1.60H 0.8225 -X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z, +1,20D+0.50L+0.70S+E+1.60H 0.8225 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +0.90D+W+0.90H 0.7363 -X Too 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +0.90D+W+0.90H 0.7363 +X TOD 0.648 Min TemD % 0.7750 90.983 OK Z -Z. +0.90D+E+0.90H 0.6013 -X Bottom 0.648 Min Two % 0.7750 90.983 OK Z Z, +Q90D+E+0 901-1 0.6013 +X Bottom 0.648 Min TemD % 0.7750 90.983 OK ai,,91't•.'-�wxa-5W, r5�1',, W Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi"Vn Status +1.40D+1.60H 0.00 DSi 0.00 DSi 0.00 DSi 0.00 osi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+1.60L+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60L+0.50S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+0.50L+1.60H 0.00 Dsi 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+1.60Lr+O.50W+1.60H 0.00 DSI 0.00 DSI 0.00 DSi 0.00 os! 0.00 DSi 75.00 DSi 0.00 0.00 +1.20D+0.50L+1.60S+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75,00 Dsi 0.00 0.00 +1.20D+1.60S+0.50W+1.60H 0.00 DSi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D+0.50Lr+0.50L+W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 DSi 75.00 Dsi 0.00 0.00 +1.20D+0.50L+0.50S+W+1.60H 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +1.20D40.50L+0.70S+E+1.60H 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 Dsi 0.00 Dsi 75.00 Dsi 0.00 0.00 +0.90D+W+0.90H 0.00 Dsi 0.00 osi 0.00 Dsi 0.00 Dsi 0.00 DSi 75.00 Dsi 0.00 0.00 +0.90D+E+0.90H 0.00 DSi 0.00 DSI 0.00 DSi 0.00 DSi 0.00 DSi 75.00 DSI 0.00 0.00 Title Block Line 1 Project Title t- You can change this area � � En 9 ineer Proiect ID: _ . using the 'Settings' menu item Project Descr: , and then using the'Printing & Title Block' selection. Title Block Line 6 G,�eneral Foo ung. 2�- nMed 20 MAR 2017 9.41AM 12Dt €g@D�ttobi s �'e"e6 �.�� `Description : F4 Q ME • 1Two V�IaYxFunchmg ,Shearwt 1'�;, i All units k Load Combination... Vu Phi'Vn Vu 1 Phi'Vn Status +1.40D+1.60H 1.92 Dsi 150.00Dsi 0.01282 OK +1.20D+0.5OLr+1.60L+1.60H 2.27 Dsi 150.00Dsi 0.0151 OK +1.20D+1.60L+0.50S+1.60H 1.65 Dsi 150.00Dsi 0.01099 OK +1.20D+1.6OLr+0.50L+1.60H 3.62 Dsi 150.00Dsi 0.02415 OK +1.20D+1.6OLr+0.50W+1.60H 2.32 Dsi 150.00Dsi 0.01546 OK +1.20D+0.50L+1.60S+1.60H 1.65 Dsi 150.00Dsi 0.01099 OK +1.20D+1.60S+0.50W+1.60H 0.34 Dsi 150.00Dsi0.002297 OK +1.20D+0.5OLr+0.50L+W+1.60H 0.34 Dsi 150.00Dsi 0.002282 OK +1.20D+0.50L+0.50S+W+1.60H 0.96 Dsi 150.00psi 0.006395 OK +1.20D+0.50L+0.70S+E+1.60H 1.53 Dsi 150.00Dsi 0.01021 OK +0.90D+W+0•90H 1.37 Dsi 150.00Dsi 0.009142 OK +0.90D+E+0.90H 1.12 Dsi 150.00Dsi 0.007466 OK r Anchor Designer TM 1° I Software Version 2.5.6163.7 oiect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.625 Effective Embedment depth, ho (inch): 4.000 Anchor category: - Anchor ductility: Yes hmin (Inch): 6.13 Cmin (inch): 1.38 t Smin (Inch): 2.50 Load and Geometry Load factor source: ACI 318 Section 5.3 . 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 <Figure 1> Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com Project description:�mo tt B /V•F? Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f. (psi): 2500 W.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.00 x 7.00 x 0.25 0 ib 0 ft -1b Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerTM . Software Version 2.5.6163.7 <Figure 2> Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 2/4 Project: Address: 555C Skyway 3e. C Phone: (53C.) 877-3703;. E-mail: ranc:hoengineering@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8"0) Input data and results must be checked for agreement with the existing circumstances, the stariards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 945=8 Phone: 91:5.560.9000 Fax: 925.847.3871 www.strongtie.com y l►'i1►911►`i��►■ Anchor DesignerTM Software Version 2.5.6163.7 AR 3 Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 3/4 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530) 877-3700 E-mail: ranchoengineering@hotmail.com 3. Resulting Anchor Forces Nb = keAe*.h.r -$ (Eq. 17.4.2.2a) kc Ae N (psi) Anchor Tension load, Shear load x, ' Shear load y, Shear load combined, ANc (int) AN. (in 2) ce•min (In) N.. (lb) VUU (lb) VUeY (lb) J(V.e.)'+(VoaY)' (lb) 1 1930.0 1120.0 0.0 1120.0 2 1930.0 1120.0 0.0 1120.0 Sum 3860.0 2240.0 0,0 2240.0 Maximum concrete compression strain (%e): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 3860 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'w (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4, Steel Strenoth of Anchor in Tensh Nie (lb) q ON. (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = keAe*.h.r -$ (Eq. 17.4.2.2a) kc Ae N (psi) her (in) Nb (lb) 24.0 1.00 2500 4.000 9600 ONrag =0(ANc/ANw)Y'acNY'ea,NY'c,NY'cp•NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ' ANc (int) AN. (in 2) ce•min (In) Y'ec•N Y'eQN Y'c•N Ycp,N Nb (lb) 0 ONebg (lb) 230.31 144.00 - 1.000 1.000 1.00 1.000 9600 0,70 10748 6. Pullout Strength of Anchor in Tension (Sec, 17.4.3) ONp„ = 0Y'e.aNp = 0Yo.a8Abv& (Sec. 17.3.1, Eq. 17.4.3.1 &,17.4.3.4) Y'c•P Abri, (int) Fc (psi) 0 ONm (lb) 1.0 2.10 2500 0.70 29372 t Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Anchor DesignerT°" ,. Software Version 2.5.6163.7 8. Steel Strength of Anchor in Shear (Sec. 17.5.11 V. (lb) Ogm-t 0 Og..tOVea (lb) 7865 1.0 0.65 5112 A13f Company: Rancho Engineering Date: 3/20/2017 Engineer: Jarrod Holliday Page: 4/4 Project: OV.m = ykcpNcbg = Okcp(ANc/ ANm)'PeaN'Ped,N'Pc,N'Pcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com - 10. Concrete Pryout Strength of Anchor in Shear (Sec, 17.5.3) OV.m = ykcpNcbg = Okcp(ANc/ ANm)'PeaN'Ped,N'Pc,N'Pcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (int) AN. (In Z) Yee.N 'I'edN 'I'c,N Yip.N Nb (lb) 0 OVcpp (lb) 2.0 230.31 144.00 1.000 1.000 1.000 1.000 9600 0.70 21496 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, N„e (lb) Design Strength, o% (lb)' Ratio Status Steel 1930 9825 0.20 Pass Concrete breakout 3860 10748 0.36 Pass (Governs) Pullout 1930 ,29372 0.07 Pass Shear Factored Load, Vue (lb) Design Strength, OW (lb) Ratio Status ' Steel 1120 5112 0.22 Pass (Governs) Pryout 2240 21496 0.10 Pass Interaction check N..I^ V„e/¢V,: Combined Ratio Permissible Status Sec. 17.6.3 0.36 0.22 57.8% 1.2 Pass PAB5 (5/8"0) with hef = 4.000 inch meets the selected design criteria. . 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E-711fi�:�'�•�►■ Anchor Designerr"' . Software Version 2.5.6163.7 Prosect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.625 Effective Embedment depth, has (inch): 4.000 Anchor category: - Anchor ductility: Yes hmin (inch): 6.13 Cmm (Inch): 1.38 Sm(inch): 2.50 Load and Geometry Load factor source: ACI 318 Section 5.3 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 <Figure 1> Az J Company: Rancho Engineering Date: 3/20/2017 Engineer: Jarrod Holliday Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com Project description: Location: Fastening description: f. raT f ili 6 s F 2_ Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, fc (psi): 2500 4W.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: 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): 8.00 x 7.00 x 0.25 i i,790 Ib Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com r ' Anchor Des ignerT"' Software Version 2.5.6163.7 <Figure 2> A IPA Company: Rar-cho Engineering Date: 3/20/2017 Engineer: Jarred Holliday Page: 2/4 Project: Address: 5550 Skyway S -,e. C Phone: (53Q 877-370) E-mail: r6nzhoengineE.Png@hotmaii.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5 (5/8"0) Input data and results must be checked for agreement with the existing circumstar ms, the stand uds and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 9458 Phone: 9.E.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerT"' Software Version 2.5.6163.7 A137 Company: Rancho Engineering Date:'3/20/2017 Engineer: Jarrod Holliday Page: 3/4 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530)877-3700 rE--`m­a4--,-j ranchoengineering@hotmail.com 3. Resulting Anchor Forces N.. (lb) 0 ON.. (lb) 13100 0.75 9825 Anchor Tension load, Shear load x, Shear load y, Shear load combined, k. ie f. (psi) Nue (lb) V.. (lb) Vuay (lb) J(V... )2+(Vaay)- (lb) 1 2895.0 2160.0 0.0 2160.0 2 2895.0 2160.0 0.0 2160.0 Sum 5790.0 4320.0 0.0 4320.0 Maximum concrete compression strain (%): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 5790 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'm (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'w (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 N.. (lb) 0 ON.. (lb) 13100 0.75 9825 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 - Nb = kcde4Poher' 5 (Eq. 17.4.2.2a) k. ie f. (psi) her (in) Nb (Ib) 24.0 1.00 2500 4.000 9600 ONwa =0 (ANcI ANm) ANYcd,N TC,NWcp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) ANc (in 2) AN. (In2) ca,min (in) W...N •Ycd,N Yc,N Ycp,N ty (lb) 0 ON bg (lb) 230.31 144.00 - 1.000 1.000 1.00 1.000 9600 0.70 10748 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) ONm = OY'c,pNp = OYc,F8AbMfc (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Yc.P Abro (int) f�c (psi) 0 ONO (lb) 1.0 2.10 2500 0.70 29372 Ir Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 1 1 j a • Anchor DesignerTM Software Version 2.5.6163.7 I t A j, Company: Rancho Engineering Date: 3/20/2017 Engineer: Jarrod Holliday Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vap (Ib) Og—t 0 Og.,OVaa (lb) 7865 1.0 0.65 5112 10, Concrete Pryout Strength of Anchor in Shear (Sec, 17.5.31 OVcpp = OkcpNcbg= Okcp(ANc/ANcc)Wac,N'NadNY'o,NS('cp.NNb(Sec. 17.3.1 & Eq. 17.5.3.1b) kcp AN. (int) AN. (int) YO' N TOd•N IY.,N tl'cp,N Nb (lb) 0 OVcpg (lb) 2.0 230.31 144.00 1.000 1.000 1.000 1.000 9600 0.70 21496 11, Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, Nu. (lb) Design Strength, 0N„ (lb) Ratio , Status ` Steel 2895 9825 0.29 Pass Concrete breakout 5790 10748 0.54 Pass (Governs) Pullout 2895 29372 0.10 Pass Shear Factored Load, Vua (lb) Design Strength, OVA (lb) Ratio Status Steel 2160 5112 0.42 - Pass (Governs) Pryout 4320 21496 0.20 Pass Interaction check N�.I^ V./OV. Combined Ratio Permissible Status Sec. 17.6.3 0.54 0.42 96.1% 1.2 Pass PA85 (5/8"0) with hef = 4.000 inch meets the selected design criteria. 12, Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard. Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www•strongtie.com �; • Anchor DesignerTM Software Version 2.5.6163.7 1.Proiect Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, het (inch): 7.000 Anchor category: - Anchor ductility: Yes hmin (inch): 9.25 Cmm (inch): 1.63 Smm (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 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 Z� <Figure 1> XF11? Company: Rancho Engineering Date: 3/20/2017 Engineer: Jarrod Holliday I Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com 14540 Ib Project description: fe—Av'('t/V It.> Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, fc (psi): 2500 Wc,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: No Do not evaluate concrete breakout in tension: No Do not evaluate concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.00 x 9.50 x 0.38 Olb _ _=Y 0 ft -Ib Input data and results must be checked for agreement with the existing circumstances,'the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588' Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software C= Version 2.5.6163.7 <Figure 2> Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Hollida% Page: 2/4 Project: Address: 5550 Skyway 3:e. C Phone: (530)877-3700 E-mail: ranchoengineerr.g@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3A"0) Input data and results must be checked for agreement with the existing circumstances, the stancards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.580.9000 Fax: 925.847.3871 www.strongtie.com ' • Anchor Designer TM t, Software - Version 2.5.6163.7 Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 3/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail ranchoengineering@hotmail.com Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 14540 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N: (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 01 02 Y 04X 03 J 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Nae (lb) 0 ON.. (lb) 19370 0.75 14528 S. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 . Nb = kc.le41'chef" (Eq. 17.4.2.2a) ke .le f'c (psi) her (in)' Nb (lb) 24.0 1.00 2500 3. Resulting Anchor Forces (Sec. 17.3.1 & Eq. 17.4.2.1b) • ANc (In2) AN. (in 2) ce,min (In) SF'e1.N 'Fed,N ''c,N 'I10p,N Nb (lb) yNcbp (lb) Anchor Tension load, Shear load x, Shear load y, Shear load combined, ONm = OPAPNp = 4S1rc,P8Abmfc (Sec. 17.3.1, Eq, 17.4.3.1 & 17.4.3.4) Nue (lb) Vuex (lb) 1.0 3.53 2500 Vuey (lb) q(Vuee)'+(Vuay)' (Ib) 1 3635.0 2022.5 0.0 2022.5 2 3635.0 2022.5 0.0 2022.5 3 3635.0 2022.5 0.0 2022.5 4 3635.0 2022.5 0.0 2022.5 Sum 14540.0 8090.0 0.0 8090.0 Maximum concrete compression strain (%e): 0.00. <Figure 3? Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 14540 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N: (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 01 02 Y 04X 03 J 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Nae (lb) 0 ON.. (lb) 19370 0.75 14528 S. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.21 . Nb = kc.le41'chef" (Eq. 17.4.2.2a) ke .le f'c (psi) her (in)' Nb (lb) 24.0 1.00 2500 7.000. 22224 4 yNcbp =0(ANcIANw)'PecIV'Fed.NWc,N'Ycp,NNb (Sec. 17.3.1 & Eq. 17.4.2.1b) • ANc (In2) AN. (in 2) ce,min (In) SF'e1.N 'Fed,N ''c,N 'I10p,N Nb (lb) yNcbp (lb) 742.56 441.00 - 1.000 1.000 1.00 1.000 22224 0.70 26195 6. Pullout Strength of Anchor in Tension (Sec, 17.4.31 ONm = OPAPNp = 4S1rc,P8Abmfc (Sec. 17.3.1, Eq, 17.4.3.1 & 17.4.3.4) Yc.p Abry (int) f'c (psi) 0 ON, (lb) 1.0 3.53 2500 0.70 49476 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com ' ' • ' Anchor DesignerTM . Software Version 2.5.6163.7 - A912,- Company: Rancho Engineering Date: 3/20/2017 Engineer, Jarrod Holliday Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: I ranchoengineering@hotmail.com 8. Steel Strength of Anchor in Shear (Sec. 17.5.11 V.. (lb) 09.0 0 Ogmutovsa (lb) 11625 1.0 0.65 7556 10 Concrete Pryout Strength of Anchor In Shear (Sec 17 5 31 OVcpg = OkcpNcbg = Okcp(ANc / ANcc) NF<aN W*d,N W.,N 71cP.NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (int) AN. (in 2) V'CC,N YI,e.N T.,N ']'CPN Nb (lb) 0 OVcpp (lb) .2.0 742.56 441.00 1.000 1.000 1.000 1.000 22224 0.70 52390 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, Nco (lb) Design Strength, 0Nn (lb) Ratio Status Steel 3635 14528 0.25 Pass Concrete breakout 14540 26195 0.56 Pass (Governs) Pullout 3635 49476. 0.07 Pass Shear Factored Load, VSB (lb) Design Strength, OVn (lb) Ratio Status Steel 2023 7556 0.27 Pass (Governs) Pryout 8090 52390 0.15 Pass Interaction check Nuc/ON,, V../OV,, Combined Ratio Permissible Status Sec. 17.6.3 0.56 0.27 82.3% 1.2 Pass PAB6•(3/4"0) with hef = 7.000 inch meets the selected design criteria. 12. Warninas - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 977r • Anchor DesignerT"' i Software Version 2.5.6163.7 oiect informatio Customer company: Customer contact name: Customer e-mail: Comment: 2, Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, her (inch): 7.000 Anchor category: - Anchor ductility: Yes hen (inch): 9.25 C�dn (inch): 1.63 Ste. (Inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 5.3 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 <Figure 1> "r 13 Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: I ranchoengineering@hotmail.com Project description: Location: Fastening description:' If __ �.-r I AJ r7 5 F c/ Base Material Concrete: Normal -weight Concrete thickness, h (inch): 12.00 State: Cracked. Compressive strength, fc (psi): 2500 We,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at comers: 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): 6.00 x 9.50 x 0.38 I Ib -1 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com E.7irii�.�•�e� Anchor Designer TM Software Version 2.5.6163.7 <Figure 2> P413IV Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holl'day Page: 2/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-2700 E-mail: ranchoengineering@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/-."0) Input dam and results must be checked for agreement with the existing circumstances, :he standares and guidelines must be checked for plausibility. Simpson Strong -fie Company Inc.. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 P11 one: 925.59;0.9000 Fax: 925.847.3871 www.strongtie.com Anchor Designer TM Software Version 2.5.6163.7 Company: Rancho Engineering Date: 3/20/2017 Engineer. Jarrod Holliday Page: 3/4 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) V... (lb) Vuay (lb) q(Vue.)2+(V..V)2 (lb) 1 2260.0 .1640.0 0.0 1640.0 2 2260.0 1640.0 0.0 1640.0 3 2260.0 1640.0 0.0 1640.0 4 2260.0 1640.0 0.0 1640.0 Sum 9040.0 6560.0 0.0 6560.0 Maximum concrete compression strain (%a): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 9040 ` Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'NY (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Nae (lb) 0 ON.e (lb) 19370 0.75 14528 01 02 Y 04X 03 5. Concrete Breakout Strength of Anchor In Tension (Sec. 17.4.21 Nb '= kcA.*,hef''S (Eq. 17.4.2.2a) kc Aa F. (psi) hef (in) Nb (lb) 24.0 1.00 2500 7.000 22224 4Ncbg =0 (ANcI ANw) I'ec,N Ped,N I'e,N PCP,NNb (Sec. 17.3.1 & Eq. 17.4.2.1 b) AN, (In2) AN. (In2) ce,min (In) I'ec,N I'ed,N I'o,N 'I'cP,N Nb (lb) 0 ¢Nwa (Ib) 742.56 441.00 - 1.000 1.000 1.00 1.000 22224 0.70 26195 6. Pullout Strength of Anchor in Tension (Sec. 17.4.31 ONm = O I'c,^ = O I'c,P8Ab gf'c (Sec. 17.3.1, Eq. 17.4.3.1 8 17.4.3.4) 'IC.P Aero (int) N (psi) 0 ONae (lb) 1.0 3.53 2500 0.70 49476 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor Designer TM Software Version 2.5.6163.7 Company: Rancho Engineering Date: f 3/20/2017 Engineer. Jarrod Holliday Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 . E-mail: I ranchoengineering@hotmail.com 8. Steel Strength of Anchor in Shear (Sec. 17.5.11 Vee (lb) ogro t 0 Og—,OV.. (lb) 11625 1.0 0.65 7556 10, Concrete Pryout Strength of Anchorin Shear (Sec. 17.5.31 OV.pe = 4lkc^tg= Okcp(AN.1A v o) Tec.NV'ed,NY'gNV'cp,NNb(Sec. 17,3.1 & Eq. 17.5.3.1 b) kep AN, (m2) AN. (int) Y'eo,N /�ed.N l o,N 'i p.N Nb (lb) 0 OVepg (lb) 2.0 742.56 441.00 1.000 1.000 1.000 1.000 22224 0.70 52390 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load, N„e (lb) Design Strength, eNn' (lb) Ratio Status Steel 2260 14528 0.16 Pass Concrete breakout 9040 26195 0.35 Pass (Governs) Pullout 2260 49476 0.05 - Pass Shear Factored Load, Vie (lb) Design Strength, OW (lb) Ratio Status Steel 1640 7556 0.22 Pass (Governs) Pryout 6560 52390 0.13 Pass Interaction check N„./^ V.doV� Combined Ratio Permissible Status Sec. 17.6.3 0.35 0.22 56.2% 1.2 Pass PA136 (3/4"0) with hef = 7.000 inch meets the selected design. criteria. + 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in-place anchor is waived per designer option. Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Hairpin Design (Worst Case Line 2) Note: All Loads are ULT F -Horizontal Force DL= 0.80 kips CL= 0.10 kips LL= 2.90 kips W= 4 40 kips / EQ= 1.20 kips \ Angle q= 45 deg i ..—� / \ Steel Grade fs = 40 ksi Vu= 1.4*DL = 1.260 kips. 1.2*DL + 0.5*LL = 2.530 kips 1.2*DL + 1.6*LL + 0.8W = 9.240 kips 1.2*DL + 0.5*LL + 1.6W = 9.570 kips governs 1.2*DL + 1.OEQ = 2.280 kips 0.9DL + 1.6W = 7.850 kips 0.9DL + 1.OEQ = 2.010 kips ACI 318-14 Section 9.2 Load Combinations Vu =0.9*Area'd* (fs)*cos(q) Areq'd = Vu/(0.9*(fs)*cos(q)) Areq'd= 0.376 in2 Use: 1 # 4 bar As= 0.393 ln2 DESIGN PACKAGE BUILDER: EMPIRE STEEL BUILDINGS CUSTOMER: SCOTT ROBINSON JOB NUMBER: 15-B-69670 TABLE OF CONTENTS ,----- I ;7 PERMIT 1 - DEVELOPtAFNTS� S r RUnE,000NTY __ _ REVIEV EU ruts CODE COMPLIANCE - I l B DATE ,r_ Original Design Completed thru Change Order # 1 Revision 14istnry Rev # Rea tons? Reason for Revision Pages Revised ate Pa e LOC 1 Design Criteria 2 Building Sketch 3 Design Summa 4-15 Special Detail 16 Design Reactions 17-19 Seismic Design 20-21 I ;7 PERMIT 1 - DEVELOPtAFNTS� S r RUnE,000NTY __ _ REVIEV EU ruts CODE COMPLIANCE - I l B DATE ,r_ Original Design Completed thru Change Order # 1 Revision 14istnry Rev # Rea tons? Reason for Revision Pages Revised ate ate Revised Eng' Project Engineer: Mohammed Mutahar (Fairview) Checking Engineer: Edupaganti Srineela Signing Engineer: Bejun Anklesaria, P.E. February 13, 2017 EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 15-B-69670 SCOTT ROBINSON 2821 RODEO AVENUE CHICO, CA 95973 40'-0" x 75'-0" x 16'-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 All American 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 All American Building.Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either All American Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, All American Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. Engineer IV 15-B-69670 1 02/13/2017 EMPIRE STEEL BUILDINGS Job Number: 15-B-69670 Jobsite: CHICO, CA 95973 Designer: MTR Checker: PNR Revision: A Date: 2/13/17 By: Pages Revised: Building Code ................... CBC 16 Risk Category.. II - Normal Roof Dead Load Superimposed ..................... 2.000 psf Collateral ...................... 0.500 psf Roof Live Load ....................... 12 / 12:4/20.00 psf Snow Ground Snow Load (Pg)........... 0.0000 psf Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load (Pf)....... 0.0000 ps'f Snow Exposure Factor (Ce)....... 1.0 Thermal Factor (Ct)............. 1.00 Wind Ultimate Wind Speed............ 110 mph Nominal Wind Speed (Vasd)...... 85 mph (IBC Section 1609.3.1) Wind Exposure Category ......... B Internal Pressure Coef (GCpi) 0.55/-0.55 Loads for components not provided by building manufacturer Corner Areas 26.725 psf pressure -33.310 psf suction Other Areas 26.725 psf pressure -28.383 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.........DD Soil Site Class...........,...... D Stiff Soil Ss .............................. 0.6182 g Sds ..... 0.5379 g Sl ............................... 0.2772 g' Shc ..... 0.3409 g Analysis Procedure.............. Equivalent Lateral Force Column Line All All(Front) All(Back) Basic Force Resisting System C4 C4 B3 Response Modification Coefficient (R) 3.25 3.5 3.25 System Over -Strength Factor (Omega) 2.5000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.166 0.154 0.166 Design Base Shear in kips (V) .Transverse 3.12 Longitudinal. 2.98 Basic Structural System (from ASCE 7-10 Table 12.2-1) H - Steel System not Specifically Detailed for Seismic Resistance C4 - Steel Ordinary Moment Frames B3 - Steel Ordinary Concentric Braced Frames G2 - Cantilevered Column System *********************************************************************** * "The design collateral load has been uniformly applied to the design* * of the building. Hanging loads are to be attached to the purlin * web. This may not be appropriate for heavily concentrated loads. * Any attached load in excess of 150 pounds shall be accounted for by * * special design performed by a licensed engineer using concentrated * * loads and may require separate support members within the roof * system." 2 02/13/2017 » - om1omor 15-B-69670 FRAMING SUMMARY: Roof 2/13/17 4:23am 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 1.33 4.68 4 3 ZB 0.00 0.00 N N 4 1.33 4:68 4 PURLIN LOCATION: Surface Purlin Surf Id Id Offset Space 2 1 4.68 4.68 2 9.37 4.68 3 14.05 4.68 4 18.74 4.68 20.07 1.33 3 1 1.33 1.33 2 6.02 4.68 3 10.70 4.68 4 15.39 4.68 20.07 4.68 PURLIN & EAVE STRUT: -------------------- .Surface Bay-Purlin Lap- IS_Flg Eave Id Id Part Left Right Strap Strut 2 1 8X25Z16 2.33 0 8ES1L14 2 8X25Z13 2.33 2.33 0 8ES1L14 3 8X25Z13 2.33 0 8ES1L14 3 1 8X25Z16 2.33 0 8ES1L14 2 8X25Z13 2.33 2.33 0 8ES1L14' ' 3 8X25213 2.33 0 8ES11,14 ROOF BRACING:, ------------- Bay Attach Locate Id Start End Type Part Dia --- ------ ------ ------------- ----- 2 0.00 20.00 Rod WR0800 0.500 20.00 40.00 Rod WR0800 0.500 EAVE EXTENSION LAYOUT: ---------------------- Wall Ext--Bay_Id-- Edge_Extend- Id Id Start End Width Height Slope Mount Left Right 2 1 1 3 5.00 16.00 1.00 F 0.00 0.00 EAVE EXTENSION BEAM & SPLICE PLATE: ----------------------------------- Wall Ext Columnl I Splice_Plate I ------ Splice _ Bolts ------ Id Id Line I Part I Type Width Thick I Type Dia Space Gage Row 4 02/13/2017 2 1 - 000814 1 WBX10 LP A325 0.500-18.80 2.50 2 2 W8X10 LP A325 0.500 18.80 2.50 2 3 W8X10 LP A325 0.500 18.80 2.50 2' 4 W8X10 LP A325 0.500 18.80 2.50 2 000814 EAVE EXTENSION PURLIN & EAVE STRUT: ---------------------------------- Wall Ext Bay ------- Purlin------ -Purlin_Lap- Eave Flange Id Id Id Type Row Part Left Right Strut Strap ---- --- --- ---- ----------- ----- ------------- ------ 2 1 1 ZF 1 8X35Z14 8X35C14 0 2 ZF 1 8X35Z14 8X35C14 0 3 ZF 1 8X35Z12 8X35C14 0 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 N 2 A325 0.500 0 2 4 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 N 2 A325 0.500 0 4 4 RF - 2 A325 0.500 0 PURLIN ANTI -ROLL: ----------------- 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-69670 FRAMING SUMMARY: Left Endwall 2/13/17 4:23am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- RAFTER: Surf Id Id Part Length Rafl 2 W8X10 20.07 Raft 3 W8X10 20.07 RAFTER SPLICE: -------------- -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- ------ ---- ----- ----- ----- ----- ----- T ----- T ----- 3 0.00 M 6.00 0.375 A325 0.625 3.50 2 4.00 2 4.00 COLUMN: Grid Base 5 02/13/2017 T Id Offset Line Part Length Elev Coll 0.67 C BF25C14 14.70 0.00 Co12 20.00 B BF35C12 16.31 0.00 Co13 39.33 A BF25C14 14.70 0.00 BASE PLATE: ----------Plate-------- ----- Anchor_Bolt----- Base_Clip_Bolts Id Type Width Length Thick Type Dial Gage Row No. Type Dia .Coll S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co13 S3 7.00 8.00 0.250 GR36 0.625 3.00 1 0 CAP PLATE: -----Bolts----- Id No. Type Dia Coll 4 A325 0.500 Co12 4 A325 0.500 Co13 4 A325 0.500 GIRT LAYOUT: Bay Bay -Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left.Right Left Right Rot 1 7.50 ZF 8X35Z14 0.00 20.00 Col Col 0.00 0.00 D 11.42 ZF 8X25Z14 0.00 20.00 Col Col 0.00 0.00 D --- ------ ------------ ----- ----- 2 7.50 ZF BX35Z14 0.00 20.00 ---- ----- Col Col" ----- 0.00 ----- 0.00 --- D 11.42 ZF 8X25Z14 0.00 20.00 Col Col 0.00 "0.00 D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia 1 0.00 16.31 Rod WR0800 0.500 15-B-69670 FRAMING SUMMARY: Right -------------------- Endwall ------------ 2/13/17 4:23am COLUMN: Grid Base Id Offset Line Part Length Elev Co12 20.00 B 1OF25C12 16.81 0.00 BASE PLATE: ----------Plate-------- ----- Anchor _Bolt ----- Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia 6 02/13/2017 ------ ---- ----- ------ ----- ----- ----- ---=- --- --- ----- ----- Co12 S3 7.00 10.00 0.250 GR36 0.625 3.00 1 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 1 6.00 5.00 7.00 3.00 OPENING JAMB/HEADER/SILL: Open Bay End Left Right Left Id Id Member Offset Locate Part Length ---- --- ------ 1 1 Jamb -L ------ 6.00 ------ 0.00 -------- 8F25C16 ------- 7.50 Jamb -R 11.00 0.00 8F25C16 7.50 Header 10.00 6.00 8F25C16 5.00 Sill 3.00 6.00 8F25C16 5.00 GIRT LAYOUT: ------------ Bay Id Locate Type Part --- ------ ---- -------- 1 7.50 ZF 8X25Z14 11.42 ZF 8X25214 --- ------ ---- -------- 2 7.50 ZF 8X25Z13 11.42 ZF 8X25214 GIRT INSIDE FLANGE BRACE: ------------------------- No. Brace/Bay 1 2 0 0 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 ----- 0.00 ----- 20.00 ---- Col ----- Col ----- 0.00 ----- 0.00 --- D 0.00 20.00 Col Col 0.00 0.00 D -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-69670 FRAMING SUMMARY: Front Sidewall 2/13/17 4:23am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- OPENING LAYOUT: Open -----Bay----- ------- Opening _Size ------ Id Id Offset Width Height Sill ---- 1 ---- 1 ------- 2.00 ------- 12.00 ------- 14.00 ------- 0.00 2 2 1.50 10.00 10.00 0.00 3 2 .13.50 10.00 10.00 0.00 4 3 4.00 5.00 7.00 3.00 5 3 17.00 8.00 7.00 3.00 OPENING JAMB/HEADER/SILL: ------------------------- Open Bay Id Id Member Offset Locate Part Note ------------- Length 7 02/13/2017 I ---- --- ------ ------ ------ ----=--- ------- 1 1 Jamb -L 2.00 0.00 BF25C16 16.00 Jamb -R 14.00 0.00 BF25C16 16.00' Header 14.00 2.00 8F25C16 12.00 2 2 Jamb -L 1.50 0.00 8F25C16 11.42 Jamb -R 11.50 0.00 8F25C16 11.42 Header 10.00 1.50 8F25C16 10.00 3 2 Jamb -L 13.50 0.00 8F25C13 11.42 Jamb -R 23.50 0.00 8F25C13 11.42" Header 10.00 13.50 8F25C16 10.00 4 3 Jamb -L 4.00 0.00 8F25C16 7.50 Jamb -R 9.00 0.00 8F25C16 7.50 Header 10.00 4.00 8F25C16 5.00 Sill 3.00 4.00 8F25C16 5.00 5 3 Jamb -L 17.00 0.00 8F25C16 7.50' Jamb -R 25.00 0.00 8F25C16 7.50 Header 10.00 17.00 8F25C16 8.00. Sill 3.00 17.00 8F25C16 8.00 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 2.00 Col Jamb 0.00 0.00 D 7.50 ZB 8X25Z16 14.00 21.00 Jamb Jamb 0.00 0.00 D 11.42 ZB BX25Z16 0.00 2.00 Col Jamb 0:00 0.00 D 11.42 ZB 8X25Z16 14.00 21.00 Jamb Col 0.00 1.33 D --- ------ ------------ ----- ----- ----- ----- ----- ----- --- 2 7.50 ZB BX25Z16 11.50 13.50 Jamb Jamb 0.00 0.00 D 11.42 ZB 8X25Z13 0.00 25.00 Col Col 1.33 1.33 D --- ------ ------------ ----- ----- ---- ----- ----- ----- --- 3 7.50 ZB 8X35Z13 0.00 27.75 Jamb Col 0.00 0.00 D ' '11'.42 ZB 8X25Z16 0.00 27.75 Col Col 1.33 0.00• D GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 WIND BENT: Bay Column-Web_Depth- 'I Rafter Id, Height Part Start End I Part 3 15.08 W10643 10.00 10.00 W08853 WIND BENT SPLICE: ----------------- Bay-----------Bolts-----------' Id Width Thick Type Dia Gage Row Space 3 8.00 0.375 A325 0.750 3.00 4 4.00 15-B-69670 FRAMING SUMMARY: Back Sidewall 2/13/17 4:23am GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 8 02/13/2017 --- ------ 1 7.50 ---- ZB -------- 8X25Z13 11.42 ZB 8X25Z14 --- ------ 2 7.50 ---- ZB -------- BX25Z14 11.42 ZB 8X25Z16 --- ------ 3 7.50 ---- ZB -------- 8X25Z16 11.42 ZB 8X25Z16 GIRT INSIDE FLANGE BRACE: ------------------------- No._Brace/Bay 1 2 3 0 0 0 ----- 1.25 ----- 29.00 ---- Col ----- Col ----- 0.00 ----- 1.33 --- D 1.25 29.00 Col Col 0.00 1.33 D ----- 0.00 ----- 25.00 ---- Col ----- Col ----- 1.33 ----- 1.33 --- D 0.00 25.00 Col Col 1.33 1.33 D ----- 0.00 ----- 21.00 ---- Col ----- Col ----- 1.33 ----- 0.00 --- D 0.00 21.00 Col Col 11.33 0.00 D WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ ---------------------- ----- 2 0.00 16.00 Rod WRO800 0.500 15-B-69670 FRAMING SUMMARY: Rigid Frame 1 2/13/17 4:23am LAYOUT: Type RF No. Line 1 Frame Line Id 2 Grid Line Id 2 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- ---Top--- -Plate_Thickness- Id ---- Id --- Id Part Length Width Start End Web O-flg I-flg 1 1 ----------- 1 ------ 5.00 ------ 5.00 ----- 9.00 ----- 10.34 ----- 0.134 ----- 0.250 ----- 0.250 1 1 2 10.35 5.00 10.34 13.00 0.134 0.250 0.250 2 2 3 8.34 5.00 10.00 10.00 0.134 0.250 0.250 2 2 4 10.00 5.00 10.00 10.00 0.134 0.250 0.250 3 3 5 10.00 5.00 10.00 10.00 0.134 0.250 0.250 3 3 6 8.17 5.00 10.00 10.00 0.134 0.250 0.250 4 4 7 10.35 5.00 15.00 11.00 0.156 0.250 0.250 4 4 8 5.00 5.00 11.00 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.375 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 9 02/13/2017 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 L2X2Xl4G 1 2 1 L2X2Xl4G 2 1 1 L2X2Xl4G 2 3 1. L2X2Xl4G 2 4 1 'L2X2Xl4G 3 1 1 L2X2Xl4G 3 2 1 L2X2Xl4G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2Xl4G BEARING STIFFENER: ------------------ Locate Width Thick Lt Column 2.50 0.250 Rt Column 2.50 0.250 ----------------------- 15-B-69670 FRAMING SUMMARY: Rigid Frame 2 2/13/17 4:23am ---------------------------------------------- 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 5.00 5.00 9.00 10.34 0.134 0.250 0.250 1 1 2 10.35 5:00 10.34 13.00 0.134 0.250 0.250 2 2 3 8.35 5.00 12.00 12.00 0.134 0.250 0.250 2 2 4 10.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 5 10.00 5.00 12.00 12.00 0.134 0.250.0.250 3 3 6 8.19 5.00 12.00 12.00 0.134 0.250 0.250 4 4 7 10.35 5.00 15.00 11.01 0.156 0.250 0.250 4 (4 8 5.00 5.00 11.01 9.00 0.134 0.250 0.250 SPLICE: ° Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom-' Id Locate Type Width Thick Type •.Dia Gage Row Space Row Space 2 0.00 VEE 6.00 0.625 A325 0.750 3.00 2 4.00 2 4.00 3 0.00 -EE 6.00 0.375 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 10 02/13/2017 r 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 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 1 L2X2X14G 3 4 1 L2X2X14G 4 1 1 L2X2X14G 4 2 1 L2X2X14G BEARING STIFFENER: --------------- 7 -- Locate Width Thick ---------- ----- ----- Lt Column 2.50 0.250 Rt Column 2.50 0.250 15-B-69670 FRAMING SUMMARY: Rigid Frame 3 2/13/17 4:23am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- LAYOUT: Type RF No. Line 1 Frame Line Id 4 Grid Line Id 4 MEMBER: Surf Mem Seg Flange Flange -Web_Depth- ---Top--- -Plate-Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg ---- 1 --- 1 ----------- 1 ------ 5.00 ------ 5.00 ----- 9.00 ----- 10.34 ----- 0.134 ----- 0.250 ----- 0.250 1 1 2 10.35 5.00 10.34 13.00 0.134 0.250 0.250 2 2 3 8.35 5.00 12.00 12.00 0.134 0.250 0.250 2 2 4 10.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 5 10.00 5.00 12.00 12.00 0.134 0.250 0.250 3 3 6 8.19 5.00 12.00 12.00 0.134 0.250 0.250 4 4 7 10.35 5.00 15.00 11.01 0.156 0.250 0.250 4 4 8 5.00 5..00 11.01 9.00 0.134 0.250 0.250 SPLICE: -Surface- ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type Width Thick Type Dia Gage Row Space Row Space -- 2 ------ 0.00 ---- VEE ----- 6.00 ----- 0.625 ----- A325 ----- 0.750 ----- 3.00 --- 2 ----- 4.00 --- 2 ----- 4.00 3 0.00 -EE 6.00 0.375 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 11 02/13/2017 +r I r f 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 3 1 L2X2X14G 2 4 1 L2X2X14G 3 1 1 L2X2X14G 3 2 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 fe2� el �Y v Aii elm FRAME CROSS SECTION: FRAME UNE 2 GENERAL NOTES 1. A L BRIM J= eel AM51-W 7- I— =& �Bnnm Am SPMM AB FRaDW= AOBIIB M lL1VmYgRp��p IeN S1i111.11.R11 am IBD AM A� eR Alia IIRFR�II! f1rDSBieD Oil BE ACMWUM W IBD M 1W11Di 6 OWBNOM 186E 01► TeS M6DB ORBML MM Oi Oei:1 10®1 6 M A B6PM= AD= W RUN i6iiAuol e9e1n1 IrBaeel�l6 w6-mmm Ans IB e1eA:lIe111016 �1 U910 11nFOHil1 If]IDD aDesm >K iaie;1o16 al ne AAE ert Zio OIBD� L ALL AD CUM= O liRVONM 6G16D WU BE BRIM ed AM BRA A 16WL ALL RIDE Be® W CMM IBD WO AS SM 4 iMlr maul amr mml cm q om DOE W.0 iM 7Hi7U rra 1 i■ 1"a7b e ■ P a 7A J..: '/P ■ 2I7A 6a /PafeAf/Pat16.6 e a P■p�,p e a ff/P a 171] 6a /Paf61A avoid fouling of extension beam with splice M EMPIRE STEEL BUILDINGS 5230 CANU CWRIN RD i 300 SAN Dmim CA 92121 13 02/13/2017 WM RAE A M7 007 Yri w' Dd H Tim ObVA 11A! L.0 Y>A t t ■ t F 4 4 0 AM -47 �7 4 4 0 AM C 1 r C '-0 167-77R Eff RAE ➢19E 6 i i i 6 i f/C i 147 NA 'o '4ffft D avoid fouling of . NM extension beam maroum with splice I I� I mI I C A -f FRAME CROSS SECTION: FRAME LINE 3 GEN°K NDTES. EMPIRE STEEL BUILDINGS ,. ALL MM MM MM AMN-m %4 1 MIS amain 111 1 OIY[IfD AH 846m AS FODSM AMIS M AOMOM MDI M Ri 1M 00611M RR/I . 5230 CARROLL CAlIYDH RD 30D FROD NL AMR 090 A57 AM 07 AiD 075 AW W ,E110D OI 0 OW BE AOOOINHO) EO 190 SAN DMA CA 42121 urms R M c 017EIOm 1067 OA o 70601 fO w ME Oil OIFL7 1060, AS IfODG9E A M MSaO;llp /EIEX MD 0AD10 ROA7! LWIi 09691 16SY1A011 1@0:101 RW610115 RS -1060m A1115 (09Fp�YDOOI RN 08L71A11 mM0 9EMM 1t90 110F6�Uf IEIIOD Q670ER DCOII ME001 IOME11 6= 06601 B eIOMSim M CONBIOB 01 DB RIOBf AIE IOf BP ORCL ,000OI OM4 M Mil! L ALL MD ODIIWW O SM MW AlMii WU E MW =Ilam MIS 9D De 274E RIR RUN i AB 079890Q YAw ®[ A 16111 ALL RAMI: 0708 OM omm = wo AS 8001 Y/L{H1 618 1 A 16-8-69 - A I I 14 02/13/2017 W= RAE B BMT DMBE WM °d ea rl m W. .0 ire �". MITT.. . SP- { { 0 Aim -6 T SP -S 4 { 0 Aim i {' IF 16YS�W34qpp 6 .Thk {' ■ b 6 ■ P ■ 7A 6 . ((�/f ■ 5��17A BU RAE DIME W3-4 11.1 Q t� 1 6. P i 6 a i/Y s 1Bi.7 cd Rd. Bs . WY RIA Th" - SP avoid fouling of p��krM extension beam with splice ONO I I II I II S4 i Ll i C OW-M-Ctff OF SM A FRAME CROSS SECTION: FRAME UNE 4 GE1SK NOTES* = M °'°�'°' By D" n EMPIRE STEEL BUILDINGS 1. AU MW J= BBB ABSFM ms 1 — MDOBt �, In �fD 15 FRUDO M ABS M AOmDH�AL MDBA IM FM ONE= MW 5M CANU Ck" RD # 3W a01ti""ORoOt 1M[ �9p Main AM um M Aim M Ai0 DANOi M7f IEfiIOD OT RRB®BD CMM BE OOOMFUM m 1.6M M SAN DMA CA 92121 7p0�p QVAI As O T M OR Tff HB °MBR BMS M ow IDSON IDaOM E ro M °s@IED AWW 10SUM W= MW mml pZlff8611Cnlaa° S u a i°nDB aBiMIA 9mR MYRBOI ODaA SOWS IOIBM M mBSIDIB OM Mt AIR 1Df BD Mora. 16a6oM as4 a BY/S L LL RID mIR.7RB 0r=MMWffiUffM=VMA=6= DD OR SOME 77BIMaD D A YI® BRE B!® ®E b MWl Nl RNQ BBSS M mm AD wa R BDeI S/L{/h VAI A 16-8-69670 E9 A 15 02/13/2017 r v' Refs# ED00001 X ate Rev ov '16 00 Flange Flange Brace Rafter Steel Line (2) Bolts 'Unless Noted Otherwise On Erection Drawings Flange Brace Clip SC2/SC280 Column Flange Brace Detail Job Number 15-B-69670 Olt Section "A" 1s 02/13/2017 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-69670 -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Reactions, Anchor Bolts, & Base Plates: 2/13/17 4:23am ----- ----- -----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 ----- -2.1 -- 9 ----- 0.0 ----- -2.1 --- 2 ----- 0.625 ----- 7.00 ----- 8.00 ----- 0.250 3 0.0 2.1 1 B 10 2.3 -3.5 11 -2.2 -3.1 2 0.625 7.00 8.00 0.250 3 0.0 5.7 10 2.3 -3.5 1 A 10 0.0 -2.2 10 0.0 -2.2 2 0.625 7.00 8.00 0.250 3 0.0 3.6 ----- 4 ------ B -- ----- 10 2.5 ----- 0.1 -- 13 ----- -2.3 ----- 0.1 --- 2 ----- 0.625 ----- 7.00 ----- 10.00 ----- 0.250 14 0.0 0.1 ----- 2 ------ C -- ----- 1 2.7 ----- 2.4 -- 2 ----- -3.1 ----- -0.2 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 2.1 6.9 4 0.3 -5.9 2 A 5 3.0 -1.8 6 -2.7 4.5 4 0.750 6.00 9.50 0.375 3 -2.1 10.1 7 2.0 -7.4 ----- ----- 3 ------ C -- ----- 1 3.1 ----- 2.7 -- 2 ----- -3.7 -0.3 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 2.4 8.0 8 -2.5 -6.9 3 A 5 3.5 -2.2 6 -3.1 5.2 4 0.750 6.00 9.50 0.375 3 -2.4 11.8 7 2.3 -8.7 ----- 4 ------ C -- ----- 1 1.6 ----- 1.6 -- 2 ----- -2.0 ----- -0.6 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 1.5 4.9 8• -1.7 -4.3 4 A 5 1.9 -1.8 6 -1.6 2.5 4 0.750 6.00 9.50 0.375 ----- ------ 3 -- ----- -1.5 6.3 ----- 7 -- 1.6 ----- -5.4 ----- --- ----- ----- ----- ----- 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 Long1L 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 0.6Dead+0.6Wind_Right2+0.6Wind_Suction 11 0.6Dead+0.6Wind Pressure+0.6Wind_Long1L 12 0.52Dead+0.7Seismic_Right 13 0.6Dead+0.6Wind_Pressure+0.6Wind Long2L 14 1.OBDead+1.08Collateral+0.7Seismic_Right -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-69670 Bracing Reactions Report: 2/13/17 4:23am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 17 02/13/2017 oozLozms auAczms xoxorzomS: � --------------------------- ------ Reactions(k --------------------------------acactio«a(k )------- ---mall-- col ---- Wind ---- -- Seismic --- paoez_ahcaz(lb/ft) Loo Line Line aorz Vert nozz vert Wind Seismic Notes � ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- z-ow 1 c ,o 1.65 1.40 0.52 0.44 o-sw A s ,« � (a) � n_Ew « ' (n) � a_uw c a ,z 2.46 1.39 1.43 0.81 ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- <a>eiuu bent in bay � ^ (u)mi«iu frame at euuvall ' wzmo oomra: ----------- � ' -------neactioo<k ) ------ ---Wall-- Col ----miuu---- --- Seismic-- Annc_oolt --Base-Plate(in) --- Loo Line Line Hozz vert eozz vert` mo Dia Width Length Thick , ---- ---- ----- ----- ----- ----- ----- -- ----- ------ ------ ----- F-SW A a ,o 1.23 1.40 0.77 0.88 « 0.750 6.000 10.50 0.375 � Reaction values shown are ���or�' Maximum load combination factors are: wiuu 0.60 Seismic: 0.70 ^ ------------ 15-B-69670 Additional Reactions Report: 2/13/17 4:23am -------------- - ' nioid Frame Column aeaoti000(x ) ^ -------------------------------- rzame Col ----oeau--- Collateral ----Live--- wiuu_Lectl wiou_nigutz Line ----- -Line, ------ � ovzz vert aozz Vert oozz Vert oozz Vert sozz vert u c ----- 0.4 ----- 1.3 ----- 0.1 ----- 0.2 ----- 1.7 ----- 5.3 ----- -*.o ----- -11.1 ----- 2.2 ------ -7.0 u A -u.* 1.9 '-o.l 0.2 -1.7 8.0 -u.z -a.o 3.7 -14.e a c 0.4 1.5 0.1 o.s 1.9 o'z -*.o -13'0 2.7 -o.z ' 3 A -0.4 2.1 -o.z o.s -1.9 *.4 -2.7 -o.o 4.2 -16.7 * c 0.3 1.0 0.1 0.2 1.2 3.7 -3.1 -o.z 1.0 -s.c 4 A -0.3 ' z.* -0.1 0.2 L --l.2 *.o -1.0 -a.0 z'y -zo.a Frame Col miuu_Leztz wiuu_nioht2 WiocLLougz ' wiou_Lou«u -ueio_Left- Line Line ------ aozz ----- Vert, anzz vert oorz Vert aozz Vert oozz Vert ----- 2 c -o.o ----- -1.7 ----- 0.6 ----- z.» ----- 0.1'-11.2 ----- ----- -0.1 ----- -*.A ----- -o.s ----- -o.s z A -o.o 1.3 s.s -*.s 0.1 -e.s -0.1 -e.o -o.o u.s a o -o.s -z.o 0.7 2.7 0.3 -zz.e 0.0 -11.4 -n.r -o.s 3 A -o.o 1.5 6.2 -s.0 0.0 -zo.0 -o.y -11'5 -o.r o.s 4 o -s.o -z.o 0.5 1.0 -0.1 -7.5 -o.o -6'4 -0.4 -0.4 4 A -n.s 0.2 o.* -4.4 0.3 -o.« 0'1 -r.s -o.s o.« Frame col -oeiu_uiuut -aeis_Loo«- Liue Line oozz Vert xozz Vert 18 ----- ------ ----- ----- ----- ----- 2 C 0.6 0.5 0.0 -1.0 2 A 0.6 -0.5 0.0 0.0 3 C 0.7 0.5 0.0 -1.0 3 A 0.7 -0.5 0.0 0.0 4 C 0.4 0.4 0.0 0.0 4 A 0.5 -0.4 0.0 0.0 ------------------------------------------------------------------------------ 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 0.3 0.04 1.7 1.4 -3.7 0.0 -0.6 1.7 -3.9 1 B 0.8 0.1 4.8 0.0 -4.1 1.1 -6.4 0.0 -3.9 1 A 0.6 0.04 2.9 0.0 -3.6 0.0 -4.4 0.0 -3.6 Wind Wind Frame Col Wind_Right2 Press Suct Wind_Longl Wind_Long2 Line Line Horz Vert Horz Horz Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.0 -0.4 0.0 0.0 0.0 -2.3 0.1 -1.6 1 B 1.4 -6.6 -3.6 3.9 0.1 -6.0 0.0 -5.7 1 A 0.0 -4.4 0.0 0.0 0.0 -1.5 0.0 -2.4 Frame Col Seismic _Left Seismic Right -E1PAT_LL_1--E1PAT_LL_2- Line Line Horz Vert Horz Vert Horz Vert Horz Vert ----- ---- ----- ----- ----- ----- ----- ----- ----- ----- 1 C 0.7 -0.6 0.0 0.6 0.0 1.9 0.0 -0.2 1 B 0.0 0.6 0.7 -0.6 0.0 2.6 0.0 2.5 1 A 0.0 0.0 0.0 0.0 0.0 -0.3 0.0 1.9 ----------------------=------------------------------------------------------- Wind Wind Frame Col Dead Press Suct Line Line Vert Horz Horz ----- ---- ----- ----- ----- 4 B 0.1 -3.8 4.1 ------------------------------------------------------------------------------ -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- 15-B-69670 Seismic Design Report: 2/13/17 4:23am -------------------------------------------------------------------------------- -------------------------------------------------------------------------------- Building Data ------------- Code Length Width, Left Eave Height Right Eave Height Seismic Formula =IBC 15 = 75.00 = 40.00 = 16.00 16.00 Base Shear, V = 0.667*Ie*Fa*Ss*W/R 19 02/13/2017 Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.257 T(Braced Frame) = 0.160 Shear Force, E = Rho*V (Rigid frame, endwall frame, wind bent, wind column & base reactions) Shear Force, Em = Omega*V (Wall diagonal bracing, splice at rigid frame & wind bent knee) Note: Applied load is seismic force multiplied by load combination Fa*Ss = 0.807 3.25, Rho= 1.30 10.06 (k ) Cs = 0.1656 Zone/Design Category= D 14.85 (k ) Force, V = 2.46 (k ) Ie = 1.000 3.20 (k ) Sidewall Bracing Back S1 = 0.277 Cs = 0.1656 Shc = 0.341 Force, V = 1.43 (k ) Force, Sds = 0.538 Force, E = 1.86 (k ) Wind Bents Seismic Dead Load, W Front R = 3.50, Rho= 1.30 -------------------- Frame Dead = 2.00 (psf ) Roof Dead = 2.00 (psf ) Collateral = 0.50 (psf ) Roof Total = 4.50 (psf ) Weight= 13.50 (k ) L_EW Dead = 2.00 (psf ) Weight= 0.67 (k ) F_SW Dead = 2.00 (psf ) , Weight= - 1.20 (k ) R_EW Dead = 2.00 (psf ) Weight= 0.67 (k ) B_SW Dead = 2.00 (psf ) Weight=. 1.20 -(k ) F SW Extend Total = 3.82 (psf ) Weight= 1.43 (k ) Total = 18.68 (k ) Seismic Forces -------------- Roof Bracing Cs = R = 3.25, Rho= 1.30 10.06 (k ) Cs = 0.1656 Force, E = W = 14.85 (k ) Force, V = 2.46 (k ) Force, E = 3.20 (k ) Sidewall Bracing Back R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1656 W = 8.62 ( k ) Force, V = 1.43 (k ) Force, Em = 2.86 (k ) Force, E = 1.86 (k ) Wind Bents Front R = 3.50, Rho= 1.30 Cs = 0.1538 W = 10.06 (k ) Force, V = 1.55 (k ) Force, E = 2.01 (k ) Endwall Bracing Left R = 3.25, Rho= Cs = 0.1656 W = 3.14 (k ) 1.30, Omega= 2.00 20 02/13/2017 Force, V = 0.52 (k ) Force, Em = F,.04 (k ) Force, E _ ;0.68 (k ) Rigid Frames R = 3.25, Rho= 1.30 Cs = 0.1656 Frame 1 W = 5.29 (k ) Force, V = 0.88 (k ) Force, E = 1.14 (k ) Frame 2 W = 6.22 (k ) Force, V = 1.03 (k ) Force, E = 1.34 (k ) Frame 3 W = 4.18 (k ) Force, V = 0.69 (k ) Force, E = 0.90 (k ) End Plates Frame R = 3.25, Omega= 2.50 Wind Bent R = 3.50, Omega= 2.50 Total Base Shear Longitudinal Force, V = 2.98 (k ) Transverse Force, V = 3.12 (k ) 21 02/13/2017 BUILDER /CONTRACTOR RESPONSIBILITIES Drowina Validlbyf These drawings, supporting structural calculations and design certification ore based on the Shop Primed Steel - All structural members of the Metal Building System not fabricated of corrosion resistant order doCurr's as of the date of these drawings. These documents describe the material supplied by the material or protected by a corrosion resistant coating are pointed with one coat of shop primer meeting the monufa(: uUw s if the date of these drawings. Any changes to the order documents after the dote on these performance requirements of SSPC Point Specification No. 15. All surfaces to receive shop primer are cleaned of �rowings moy''void these drawings, supporting structural calculations and design certification. The loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method Builder/Contractor is responsible for notifying the building authority of oil changes to the order documents which SSPC-SP2 (Steel Structures Pointing Council) prior to painting. The coot of shop primer is intended to protect the result in changes to the drawings, supporting structural calculations and design certification. steel framing for only 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 .guilder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or manufacturer hos correctly interpreted and applied the requirements of the order documents and constitutes removal of foreign material due to improper field storage or site conditions are not the responsibility of the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product manufacturer. The Manufacturer is not responsible for deterioration of the shop coot of primer or corrosion that specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of may result from exposure to atmospheric and environmental conditions, nor the compatibility of the primer to any standard practice Sept 86 Section 4.2.1) (Mar 05 Section 4.4.1) field applied coating. Minor abrasions to the shop coat (including galvanizing) caused by handling, loading, shipping unloading and erection after painting or galvanizing are unavoidable. Touch-up of these minor abrasions is the Code Official Ap roval - It is the responsibility of the Builder/Contractor to ensure that all project plans and responsibility of the End Customer (MBMA 06 IV 4.2.4) specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. PROJECT NOTES Builder is responsible for State. Federal and OSHA safety compliance - The Builder/Contractor is responsible for Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 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 Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in a minimum specified yield point of 50 ksi. Hot rolled angles, or other than flange braces, conform to ASTM 36 minimum. Hollow structural shaped conform to ASTM A500 grade b, minimum yield point is 42 ksi for round compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys. HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the braces, false work or other elements required for erection will be determined, furnished and installed by the 'Practice requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class 1 Grade 55, with a minimum yield point erector. (AISC Code of Standard Sept 86 Section 7.9.1) (Mor 05 Section 7.10.3) of 55 ksi. Discreponcies - Where discrepancies exist between the Metol Building plans and plans for other trades, the Metol All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. Materials by Others -All interface and compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria The manufacturer does not assume any responsibility for the erection nor field supervision of the structure and concerning any interface between materials if furnished as 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 of the Erector, Owner, Architect, or Engineer of Record. Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts A DET1- 15 STANDARD DETAILS of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immedio(ely to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to provisions of the model code and/or specification indicated. Neither the manufacture nor.the certifying engineer be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) declares or attests that the loads as designated are proper for the local provisions that may apply or for site WIND EXPOSURE CATEGORY B specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by on Modification of the Metol Building from Plans - The Metal Building supplied by the manufacturer has Architect and/or engineer of record for the overall construction project. been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these pions could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed This project is designed using manufacture's standard serviceability standards. Generally this means that all Structural Engineer should be consulted prior to making any changes to the building configuration shown on stresses and deflections are within typical performance limits for normal occupancy and standard metal building products. If special requirements for deflections and vibrations must be adhered to, then they must be clearly these drawings. The Metol Building Manufacturer will assume no responsibility for any loads applied to the stated in the contract documents. building not indicated on these drawings. DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL Safe Commitment - The Metal Building Manufacturer has a commitment to manufacture �Y 9 quality building X-brocing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond components that can be safely erected. However, the safety commitment and job site practices of the erector this state. are beyond the control of the building manufacturer. It is strongly recommended that safe working conditions and occident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load hos been uniformly applied to the design of the building. Hanging loads are to be standards, whether standard statutory or customary, should always be followed to help ensure worker safety. Make 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 certain all employees know the safest and most productive way to erect a building. Emergency procedures should be known to oil employees. Daily meetings highlighting safety procedures are also recommended. The use concentrated loads and may require separate support members within the roof system. of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where 'For applicable, ore recommended.- purposes of determining lift requirements, no bundles supplied by the manufacturer will exceed 4000 lbs. For further information also reference the bill of materials for individual Non expandable Main frames member weights of other structural members. If additional information is required contact the customer service The rigid frame at lines 4 ore designed as a non -expandable rigid frame. Corresponding frame reactions ore calculated based upon actual tributary area DESIGN LOADING DRAWING INDEX THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REOUIRED BY: ISSUE PAGE DESCRIPTION CBC 16 A Ct COVER SHEET THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. O Fl ANCHOR BOLT PLAN FRAME / ROOF DEAD LOAD 0 F2 ANCHOR BOLT REACTIONS SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 0.5 PSF 0 F3 ANCHOR BOLT DETAILS A E1 ROOF FRAMING PLAN FRAME / ROOF LIVE LOAD 12 / 12.4/10.00 PSF A E2 ROOF SHEETING PLAN RISK CATEGORY II - Normal A E3 FRONT SIDEWALL SNOW LOAD A E4 BACK SIDEWALL GROUND SNOW LOAD (Pg) 0.0000 PSF SNOW LOAD IMPORTANCE FACTOR (Is) 1.0000 A E5 LEFT ENOWALL FLAT ROOF SNOW LOAD (Pf) 0 PSF A E6 RIGHT ENDWALL SNOW EXPOSURE FACTOR (Ce) 1.0 A E7 -E9 FRAME CROSS SECTION THERMAL FACTOR (Ct) 1.00 A DET1- 15 STANDARD DETAILS WIND LOAD ULTIMATE WIND SPEED 110 MPH NOMINAL WIND SPEED(Vosd) 85 MPH(ISC SECTION 1609.3.1) WIND EXPOSURE CATEGORY B TOPOGRAPHICAL FACTOR 1.0 DRAWING STATUS INTERNAL PRESSURE COEFFICIENT (GCpi) 0.55 /-0.55 ZONE 4, COMPONENT WIND LOAD 5 10FT2 ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY 26.725 PSF PRESSURE -28.383 PSF SUCTION DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL ZONE 5, COMPONENT WIND LOAD < 10FT2 REPRESENTATION ONLY. THEIR PURPOSE IS TO 26.725 PSF PRESSURE -33.310 PSF SUCTION CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED ZONES PER ASCE 7-10: FIG. 30.4-1 "FOR ERECTOR INSTALLATION' CAN BE CONSIDERED ZONES PRESSURES SHOWN ARE UN -FACTORED AS COMPLETE. RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR ❑ FOR CONSTRUCTION PERMIT RECURRENCE (11) 4.0000 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Ss 0.6182 SDs 0.5379 S7 0.2772 Sol 0.3409 SITE CLASS D SEISMIC DESIGN CATEGORY D ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR OUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: 800-905-3443 department. COLUMN LINE ALL ALL(FRONT) A' I f -CK) - AM MONDAY FRIDAY 7.30 TO 5.00PM Foundation Desi90 - The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only location, diameter and projection of the anchor rods required to attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions ore mode for specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metol Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) Dissimilar Materials - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal including but not limited to: Copper and Arsenic Salts used in treated lumber. Calcium used in concrete, mortar and grout. Debris Removal - Any foreign debris such as sawdust, dirt, animal droppings, etc. will cause corrosion of the roof, gutters, trim, etc. if left on building surfaces for o long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. PERMIT # 0 11` -0 C;7 � i BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR C �F COMPLIANC�,E DATE BY .Y BUTTE COUNTY BUILDING DIVISION BASIC FORCE RESISTING SYSTEM- C4 C4 B3 RESPONSE MODIFICATION COEFFICIENT(R) 3.25 3.5 3.25 ENGINEERING SEAL SYSTEM OVER -STRENGTH FACTOR(90) 2.5000 2.0000 2.0000 SEISMIC RESPONSE COEFFICIENT(Cs) 0.166 0.154 0.166 THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, BLDG DESIGN BASE SHEAR (V) TRANSVERSE 3.12 (k) LONGITUDINAL 2.98 (k)AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, 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 BASIC FORCE RESISTING SYSTEM- THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON C4.STEEL ORDINARY MOMENT FRAME PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL 83. STEEL ORDINARY CONCENTRIC BRACED FRAMES ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED H. STRUCTURAL STEEL SYSTEMS NOT SPECIFICALLY BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE DETAILED FOR SEISMIC RESISTANCE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS B1 i-fi?31 :� 11� BUILDING SIZE: 40'-0" x 75'-0" x 16'-0" 1.0:12 ISSUE DATE DESCRIPTION 'IBY I CA Dy EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR A(; f 2000) 1 5230 CARROLL CANYON RD # 300 3.127- ^_017 PC,1 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE I BUILDING ID JOB NUMBER SHEET NUMBER ISSUE Rev. 8/12/14 2/14/17 N.T.S. 1 A 15-8-69670 Cl A V GoPY co 0 Dio= 5/8' 75'-0" OUT—TO—OUT - OF STEEL 0 Dio= 3/4' 25'-0" 29'-0" 27'-g" NOTE: ALL BASE PLATES @ 100.0, (U.N.) ASSUMED FINISH FLOOR @ 100.0 (U. N.) ANCHOR BOLT. PLAN O C14 c D I o c, cn c I D C) C14 cD C> C=) I - 6 0 Dio= 5/8' 75'-0" OUT—TO—OUT - OF STEEL 0 Dio= 3/4' 25'-0" 29'-0" 27'-g" NOTE: ALL BASE PLATES @ 100.0, (U.N.) ASSUMED FINISH FLOOR @ 100.0 (U. N.) ANCHOR BOLT. PLAN O C14 o cn c I D C) C14 cD I- I (�2 3 4 (A T Y COLUMN LINE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE GENERAL NOTES - ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS Frm Col Dead Collat Live Wind_Lefl1 Wind_Rightt Wind-Left2 Wind_Right2 WindWind Press Suct AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS Line Line Vert Vert Vert Hoa Vert HarzVert Hoa Vert Hoa Vert Harz Hoa OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS 1 C 0.3 0.0 1.7 1.4 -3.7 0.0 -0.6 1.7 -3.9 0.0 -0.4 0.0 0.0 WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 1 B 0.8 0.1 4.8 0.0 -4.1 1.1 -6.4 0.0 -3.9 1.4 -6.6 -3.6 3.9 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD 1 A 0.6 0.0 2.9 0.0 -3.6 0.0 -4.4 0.0 -3.6 0.0 -4.4 -1.7 1.9 GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELFROOF EAVEGTH HEIGHT . _ 6 / 16 RIGID FRAME: ANCHOR BOLTS & BASE PLATES WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE EFT) SLOPE /12) = 1.0:12 / 1.0:12 ` FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN ATIONSTO DETERMINE BEARING PRESSURES Frm Col Wind -Longi Wind_Long2 Seis_Left Seis_Right E1PAT_lL_1- E1PAT_LL_2- BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF AND CONCRETE DESIGN. THE FACTORS APPLIED LOAD GROUPS CONCRETE Line Line Harz Vert Harz Vert Harz Vert Hog Vert Harz Vert Harz Vert THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. N FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE 1 1 C B 0.0 0.1 -2.3 -6.0 0.1 -1.6 0.0 -5.7 0.7 -0.6 0.0' 0.6 0.0 0.6 0.7 =0.6 0.0 0.0 1.9 2.6 0.0 0.0 -0.2 2.5 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE 'MAXIMUM' LOAD 1 A 0.0 -1.5 0.0 -2.4 0.0 0.0 0.0 0.0 0.0 -0.3 0.0 . 1.9 COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD 2 A 4 0.750 6.000 9.500 0.375 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, WIND SPEED (MPH) = 110 REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER Wind Wind (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) WIND CODE = CBC 16 TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER Frm Col Dead Press Suct 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) EXPOSURE = B RIGID FRAME: ANCHOR BOLTS & BASE PLATES DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION Line Line Vert Harz Harz 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS CLOSED/OPEN =Partial IMPORTANCE - WIND = 1.00 DESIGN 4 B 0.1 -3.8 4.1 IMPORTANCE - SEISMIC = 1.00 Frm Call Anc._Bolt Base_Plate in Grout ( ) 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE + SEISMIC ZONE = D Line Line , Oty Dio Width Length Thick (in) (�2 3 4 (A T Y COLUMN LINE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE NOTES FOR REACTIONS TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT BUILDING REACTIONS ARE BASED ON IV IV RESPONSIBLE FOR THE ANCHOR BOLT -EMBEDMENT FOR TRANSFER THE FOLLOWING BUILDING DATA OF FORCES TO THE FOUNDATION. THE METAL BUILDING WIDTH 40 MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR ( _ 75 THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEDMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELFROOF EAVEGTH HEIGHT . _ 6 / 16 RIGID FRAME: ANCHOR BOLTS & BASE PLATES THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION EFT) SLOPE /12) = 1.0:12 / 1.0:12 FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE DEAD LOAD = 2.000DESIGN COLLATERAL L( )psf) = 0.5 Frm Col Anc._Bolt Base_Plate (in) Grout BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF ROOF LIVE LOAD (psf) = 20.00 Line Line Qty Dio width Length Thick (in) " THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. FRAME LIVE LOAD (psf = 12 / 12.4 IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF ROOF SNOW LOAD (ps) = 0 2 C 4 0.750 6.000 9.500 0.375 0.0 THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL GROUND SNOW LO (psf) = 0.0000 2 A 4 0.750 6.000 9.500 0.375 0.0 ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, WIND SPEED (MPH) = 110 (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) WIND CODE = CBC 16 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) EXPOSURE = B RIGID FRAME: ANCHOR BOLTS & BASE PLATES 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS CLOSED/OPEN =Partial IMPORTANCE - WIND = 1.00 NOTED OTHERWISE. IMPORTANCE - SEISMIC = 1.00 Frm Call Anc._Bolt Base_Plate in Grout ( ) + SEISMIC ZONE = D Line Line , Oty Dio Width Length Thick (in) NOMINAL WIND SPEED(Vosd) = 85 mph(IBC SECTION 1609.3.1) 3 C 4 0.750 6.000 9.500 0.375 0.0 3 A 4 0.750 6.000 9.500 0.375 0.0 ANCHOR BOLT SUMMARY - RIGID FRAME: ANCHOR BOLTS & BASE PLATES _ Dio Prof Oty Locate (in) Type (In) - Frm Cal Ant. -Bolt Base -Plate (in) Grout O 24 Jamb 5/8' F1554 2.00 ' Line 'Line Oty Dio Width Length Thick , (in) O 8 'Endwall 5/8• F1554 2.00 0 24 Frame 3/4-- F1554 2.50 4 C 4 0.750 6.000 9.500 0.375 0.0 0 8 WindCol 3/4' F1554 2.50 4 A 4 0.750 6.000 9.500 0.375 0.0 BUILDING BRACING REACTIONS RIGID FRAME: BASIC COLUMN REACTIONS (k) _ Reactions in plane of wall f Reoctions(k ) Panel -Shear Frame Column =----Dead-----Collateral- -----Live------Wind_Leftl- -Wind htl- g =-Wind_Left2- -Wall - Col -Wind - -Seismic - (lb/ft _ Line Line Horiz Vert Horiz Vert Horiz - Vert Horiz Vert Horiz Vert Horiz Vert Loc - Line Line Harz Vert Horz Vert Wind � Lis 'Note 2 C 0.4 1.3 0.1 0.2 1.7 5.3 -4.0 -11.1 2.2 -7.0 -5.6 -1.7 -- -- 2 A -0.4 1.9 -0.1 0.2 -1.7 8.0 -2.2 -8.0 3.7 -14.2 -0.6 1.3 L -EW 1 C,B Bracing, see EW reactions 3 C 0.4 1.5 3 0.1 0.3 1.9 , 6.2 -4.6 -13.0 2.7 -8.2 6.5 -2.0 F_SW A 3,4 Sa A -0.4 2.1 -0.1 0.3 -1.9 9.4 -2.7 -9.4 4.2 -16.7 -0.8 1.5 R_EW 4 4 C 0.3 1.0 0.1 0.2 1.2 3.7 -3.1 -8.1 1.0 -5.2 -3.6 -2.0 B_SW C 3,2 2.5 • 1.4 • lh� 4 A -0.3 1.4 =0.J 0.2 -1.2 4.8 -1.0 -6.0 2.9 -10.5 =0.5 0.2 (a)tYnd bent in bay Frame Column-Wind_Right2- --Wind---Vind_Long2--Seismic-Left Seismic -Right -Seismic-Lo ng h Rigid frame al endwoll Line Line Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert a 2 C 0.6 2.3 0.1 -11.2 -0.1 -9.9 -0.6 -0.5 0.6 0.5 0.0 -1.0 2 A 5.3 -4.9 0.1 -8.5 -0.1 -9.8 -0.6 0.5 0.6 -0.5 0.0 0.0 RF l RF *See reactions table for vertical and l 3 C 0.7 2.7 3 A 6.2 -5.8 0.3 -12.9 0.0 -11.4 0.0 -10.0 -0.3 -11.5 -0.7 -0.7 -0.5 0.5 0.7 0.7 0.5 -0.5 0.0 ' 0.0 -1.0 r 0.0 hee reactions plane of the rigid frame. 4 C 0.5 1.0 -0.1 -7.5 -0.3 -6.4 -0.4 -0.4 0.4 0.4 0.0 0.0 WIND BENT REACTIONS 4 A 3.4 -4.4 0.3 -6.4 0.1 -7.5 -0.5 0.4 0.5 -0.4 0.0 0.0 , • - Wall - t Reactions Col Wind(k) Seismic(k) Boft(in) Bose-Plate(in) ENDWALL COLUMN: ANCHOR BOLTS & BASE PLATES Loc Line Line Horz Vert Harz " ' Vert Qty • Dia Width Length Thick Frm Col Anc._Bolt Base_Plole (in) Grout FH]H F_SW A 3 1.2 1.4 0.8 0.9 4 0.750 6.000 10.500 0.375 Line Line Oty Dia Width Length Thick (in) F_SW A 4 1.2 1.4 0.8 0.9 4 0.750 6.000 10.500 0.375 1 C "2 0.625 7.000 8.000 0.250 0.0 4 1 B 2' 0.625 7.000 8.000 0.250 0.0 I A 2 0.625 7.000 8.000 0.250 0.0 V V 4 B 2 0.625 7.000 10.00 0.250 0.0 r , ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE S T E E L BUILDINGS _ 0 2/14/17 FOR ERECTOR INSTALLATION PNR PNR MTR 5230 CARROLL CANYON RD # 300 .. SAN DIEGO, CA 92121. PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE I SCALE PHASE BUILDING ID JOB NUMBER SHEET ISSUE _ 2/14/17 N.T.S. 1 A 15-B-69670 NUMBER.F2 0 C W13 Ev.60=7 eb 16, 2017 Dia= 5/8" Dia= 3/4" SW W $" T K4 ► 00 \ N ° 4" rn L o J 2° -� -� 2. 8 1/4° SW w DETAIL A DETAIL E _ - Dia= 5/8" Dia= 5/8" 3 1/2'. N o m 4' — — � O Sw 1 3/4' ;. 3 W See Plan DETAIL 8 DETAIL F Dia= 5/8" Dia= 5/8- 10" d •- d ... p ' I � ^ I— � IBJ - . ^ • DETAIL C DETAIL G - Dia= 3/4° 6' Dio= 3/4" I� — T _ T s �z" 10 1/2" N Ist I iii ° 4 I � !ffi I 4" e _ —1— 3" 11 1/4" 8 1/4° SW 4 2" 2" - SW See Plan DETAIL D DETAIL H - ' Framed Opening Width 1 3/4 1 3/4 r „� Door Opening Width 1 1 /4 1 1/4 ISSUE DATE DESCRIPTION < , BY CKb DSN EMPIRE STEEL BUILDINGS Equal Equal � Equal Equal 0 .. 2/14/17 FOR ERECTOR INSTALLATION PNR PNR MTR 5230 CARROLL CANYON RD # 300 SAN DIEGO CA 92121 + Steel Line Steel Line + L.p • ` SCOTT ROBINSON . C�13 + (If Required) + +PROJECT: CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 16, 2017 ARDi Fromed Opening AR Layout AR Dia Walk Door AR Layout CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE .-1 s 8" 1 2" 2/14/17 N.T. s. 1 A 15—B-69670 F3 0 0 I . in M c) O m- E-6 RF1-1 n E-5 RF2-1 F-4 RF3-1 n P-1 T P-2 T 'P-3 T RF2-2 i G2 ER -1 RF1-2 . O F3-3 I � C o . 9 N P-2 Typ RF1-3 0. CB P-4 Typ P-5 Typ N ER -2 RF2-3 O O O W U ' 1❑ 1E 0 0 E-1 RF1-4 E-2 RF2-4 E-3 =) P-6 P-7 P-8 P C08-1 [I EB -2 PURLIN LAP GENERAL NOTES: 1. INSTALL ALL PURLIN AND FLANGE BRACES (FB) AS SHOWN. 2. ROOF PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. STRUT PURLINS, IF PROVIDED, MUST BE INSTALLED AND FASTENED TO ROOF SHEETING PER "PBR" PANEL ROOF DETAIL. 4. DO NOT ADD ANY ADDITIONAL ROOF OPENINGS WITHOUT BUILDING MANUFACTURER APPROVAL OR PROFESSIONAL ENGINEER APPROVAL. 5. DO NOT STACK SHEET BUNDLES ON ROOF. ONLY RAISE INDIVIDUAL SHEETS AS NEEDED. 6. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. -i EB -3 -o EB 3 2'-5 3/4"I 2'-5 3/4-, 2'-5 4- 2'-5 3/4' 2'-5 3/4' ROOF FRAMING PLAN ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT EB -3 W/CBS 375 4 A325 1/2: 1 3/40 EB -4 W CBS 375 4 A325 1 2 1 3/4" MEMBER TABLE ROOF PLAN MARK PART LENGTH 0008-1 000814 10'-0 5 16 EB -2 W8X10 6'-6 3 8" EB -3 W8X10 6'-6 3/8 - EB -4 W8X10 6'-6 3/8" P-1 8X25Z16 23'-5 1/2- P-2 8X25Z13 29'-11 1 P-3 8X25Z13 31'-5 1 2° P-4 8X25Z16 23'-5 1/2° P-5 8X25Z13 31'-5 1/2" P-6 8X35Z14 20'-0" P-7 8X35Z14 24'-4" P-8 8X35Z12 27'-1" P-9 8X35Z12 10 3/4- E-1 8ESIL14 20'-0 E-2 8ESIL14 24'-4" E-3 8ES1L14 27'-1" E-4 8ES11-14 28'-11 1/20 E-5 8ESiL14 24'-11 1/2 E-6 8ESIL14 20'-11, 1/2e E-7 8X35C14 20'-11 1/2 E-8 8X35C14 24'-11 1/2° " E-9 8X35C14 28'-11 1/2 E-10 8ES1L14 10 3/4° CB -4 1/2! 2° DIA. ROD 31'-1" CONNECTION PLATES ROOF PLAN ❑ ID MARK PART 1 DB1 i r .. . O F3-3 I O C-) I o _1 '�E O w N N N N F3-2 O O O W U ' I 0 0 ck: ` N N =) V) 0 EB -3 W/CBS 375 4 A325 1/2: 1 3/40 EB -4 W CBS 375 4 A325 1 2 1 3/4" MEMBER TABLE ROOF PLAN MARK PART LENGTH 0008-1 000814 10'-0 5 16 EB -2 W8X10 6'-6 3 8" EB -3 W8X10 6'-6 3/8 - EB -4 W8X10 6'-6 3/8" P-1 8X25Z16 23'-5 1/2- P-2 8X25Z13 29'-11 1 P-3 8X25Z13 31'-5 1 2° P-4 8X25Z16 23'-5 1/2° P-5 8X25Z13 31'-5 1/2" P-6 8X35Z14 20'-0" P-7 8X35Z14 24'-4" P-8 8X35Z12 27'-1" P-9 8X35Z12 10 3/4- E-1 8ESIL14 20'-0 E-2 8ESIL14 24'-4" E-3 8ES1L14 27'-1" E-4 8ES11-14 28'-11 1/20 E-5 8ESiL14 24'-11 1/2 E-6 8ESIL14 20'-11, 1/2e E-7 8X35C14 20'-11 1/2 E-8 8X35C14 24'-11 1/2° " E-9 8X35C14 28'-11 1/2 E-10 8ES1L14 10 3/4° CB -4 1/2! 2° DIA. ROD 31'-1" CONNECTION PLATES ROOF PLAN ❑ ID MARK PART 1 DB1 170008-1 EB -4 EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON ` LOCATION: CHICO, CA 95973 C CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE lq 2/14/17 1 N.T.S. 1 A 15-B-69670 E1 A C0613" Kpemmy * JI •l� nnwv M r .. . O F3-3 I O C-) I o _1 '�E O w N N N w O O RF3-4 A 10 9 170008-1 EB -4 EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON ` LOCATION: CHICO, CA 95973 C CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE lq 2/14/17 1 N.T.S. 1 A 15-B-69670 E1 A C0613" Kpemmy * JI •l� nnwv N W _ O U . 1 � o � „ N � t N GENERAL NOTES: Y i. 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.. C O B F52— M O U I I 1 O LL rn �. N Ln N O O _ _ A r7 1 • ; o GENERAL NOTES: Y i. 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.. r [A] r ROOF SHEETING PLAN PANELS: 26 Gauge PBR — Galvalume [A] SOFFIT PANELS: 26 Gauge PBR — Polar White 3SUE DATE DESCRIPTION BY A 2/14/17 FOR CONSTRUCTION PERMIT + PNI N W O O U I 1 if 0 0 Of N N V) N O O • � B cc W O O UCD • I I C [ N N � !n O n , A EMPIRE STEEL BUILDINGS 5230 CARROLL`CANYON RD # 300 SAN DIEGO, CA 92121 C t3 PROJECT: SCOTT ROBINSON :USTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON up am"' LOCATION: CHICO, CA 95973, eb 16, 2017 CNS CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 1 N.T.S. _ 1 ' A 15-B-69670,_ E2 A M _ r7 1 QI • I N r [A] r ROOF SHEETING PLAN PANELS: 26 Gauge PBR — Galvalume [A] SOFFIT PANELS: 26 Gauge PBR — Polar White 3SUE DATE DESCRIPTION BY A 2/14/17 FOR CONSTRUCTION PERMIT + PNI N W O O U I 1 if 0 0 Of N N V) N O O • � B cc W O O UCD • I I C [ N N � !n O n , A EMPIRE STEEL BUILDINGS 5230 CARROLL`CANYON RD # 300 SAN DIEGO, CA 92121 C t3 PROJECT: SCOTT ROBINSON :USTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON up am"' LOCATION: CHICO, CA 95973, eb 16, 2017 CNS CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 1 N.T.S. _ 1 ' A 15-B-69670,_ E2 A tL-3. RF1-4 RF2-4 R1`3-4 GH -2 _ 12'-0" 26 Gouge PBR - Polar White T-0" _ _ 10'-0" 2' _ 10'-0 I 4'-0 I 5'-0" 0 sle 8'-0" 4'-0"2'-0" _ 5230 CARROLL CANYON RD # 300 I 2 � GIRT LAPS 1•-5 3/4; V-5 3/4' - y CLEAR 1'-5 3/41 PROJECT: scorn ROBINSON CN$13 CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON` 1'-5 3/4' ' LOCATION: CHICO, CA 95973NO. eb 16, 2017 CAD SIDEWALL FRAMING: FRAME LINEA , SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �+L SHAVINGS CAUSED BY DRILLING. ' F2955 -B F49 -BL 2/14/17 F49 -8,F2960 -B K F49 -BR F73 SIDEWALL SHEET TR - FR E I wr-i - wr-[ 1 15 A32S 3/4e 2 - WF -1 - RF2-4 8 A325 5/8 1 1/2" WF -1 - PFI -A A Az')c a/A" , . " IJ—I WF -2 W08853 24'-10 4" DJ -1 8F25C16 15'-3 1 2" DJ -2 8F25C16 11'-5" DJ -3 8F25C13 11'-5" OJ -4 8F25C16 7'-6' DH -1 8F25C16 12'-0" DH -2 8F25C16 10'-0" GH -1 GH -1 5'-0" GH -2 GH -2 8'-0" DS -1 8F25C16 5'-0" DS -2 8F25C16 8'-0" E-1 8ES1L14 20'-0" E-2 8ES11-14 24'-4" E-3 8ESIL14 27'-1" G-9 8X25Z16 1'-9" G-10 8X25Z16 8'-0 1/2- G-11 8X25Z16 8'-3" G-12 8X25Z13 27'-11 112" G-13 8X25Z16 1'-6 1/2 G-14 8X35Z13 30'-3" G-15 8X25Z16 30'-5 1/2" CONNECTION PLATES FRAME LINE A DID MARK/PART- 1 ARK PART1 SC -480 3 SC584-L 4 SC584 R Fastener #12A 12 x 1" -Pancake FSD, at 12" O.C. . Girt Deplh GIRT----,, co GH -1 Fastener #12A 12 x 1" Pancake - SD, at 12" O.C. Girl Depth GIRT ING & IM. AM INE A GH -2 PANELS: 26 Gouge PBR - Polar White • Eove Extension ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT BY CK'D DSN PNR PNR MTR � EMPIRE STEEL BUILDINGS - • _ 5230 CARROLL CANYON RD # 300 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 � SAN DIEGO, CA 92121 - PROJECT: scorn ROBINSON CN$13 CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON` up LOCATION: CHICO, CA 95973NO. eb 16, 2017 CAD DATE ! SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �+L SHAVINGS CAUSED BY DRILLING. 2/14/17 N.T.S. 1 A 15-8-69670 E3 A F481 C:) 7d �i o i i F981 o F981 1 Lo Lo F481 Ta F481 Mo So m F981 F981 �oo - �C � F481 F481 v LU. v Lto� Z N m LL olu- F84E F84 F981 I --I L—L F98 -- — — — — — ' ---j — — — L --- F73 SIDEWALL SHEET TR - FR E I wr-i - wr-[ 1 15 A32S 3/4e 2 - WF -1 - RF2-4 8 A325 5/8 1 1/2" WF -1 - PFI -A A Az')c a/A" , . " IJ—I WF -2 W08853 24'-10 4" DJ -1 8F25C16 15'-3 1 2" DJ -2 8F25C16 11'-5" DJ -3 8F25C13 11'-5" OJ -4 8F25C16 7'-6' DH -1 8F25C16 12'-0" DH -2 8F25C16 10'-0" GH -1 GH -1 5'-0" GH -2 GH -2 8'-0" DS -1 8F25C16 5'-0" DS -2 8F25C16 8'-0" E-1 8ES1L14 20'-0" E-2 8ES11-14 24'-4" E-3 8ESIL14 27'-1" G-9 8X25Z16 1'-9" G-10 8X25Z16 8'-0 1/2- G-11 8X25Z16 8'-3" G-12 8X25Z13 27'-11 112" G-13 8X25Z16 1'-6 1/2 G-14 8X35Z13 30'-3" G-15 8X25Z16 30'-5 1/2" CONNECTION PLATES FRAME LINE A DID MARK/PART- 1 ARK PART1 SC -480 3 SC584-L 4 SC584 R Fastener #12A 12 x 1" -Pancake FSD, at 12" O.C. . Girt Deplh GIRT----,, co GH -1 Fastener #12A 12 x 1" Pancake - SD, at 12" O.C. Girl Depth GIRT ING & IM. AM INE A GH -2 PANELS: 26 Gouge PBR - Polar White • _ ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT BY CK'D DSN PNR PNR MTR � EMPIRE STEEL BUILDINGS - • _ 5230 CARROLL CANYON RD # 300 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 � SAN DIEGO, CA 92121 - PROJECT: scorn ROBINSON CN$13 CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON` up LOCATION: CHICO, CA 95973NO. eb 16, 2017 CAD DATE ! SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �+L SHAVINGS CAUSED BY DRILLING. 2/14/17 N.T.S. 1 A 15-8-69670 E3 A I o �••� I H2 G-16 G-18 G-20 03 LL-----------=------- --------------- • I I RF3-1 RF2-1 RF,1-1 EC -1 GIRT 1'-5 314' 1'-5 3/41 r LAPS 1'-5 3/4' 1'-5 3/4• �.. SIDEWALL FRAMING: FRAME LINE C F2955—B a u - . F73 , SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Gauge PBR — Polar White r _ ISSUE RATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR - L-4 8ESIL14 � PROJECT: scoTr ROBINSON Cid II a u - . F73 , SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Gauge PBR — Polar White r _ ISSUE RATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR - L-4 8ESIL14 28'-11 1 PROJECT: scoTr ROBINSON Cid E-5 8ESIL14 24'-11 1 E-6 8ES11-14 20'-11 1 G-16 8X25Z13 30'-5 1/ G-17 8X25Z14 30'-5 1/ G-18 8X25Z14 27'-11 1 G-19 8X25Z16 27'-11 1 - G-20 8X25Z16 22'-5 1/ a u - . F73 , SIDEWALL SHEETING & TRIM: FRAME LINE C PANELS: 26 Gauge PBR — Polar White r _ ISSUE RATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR - 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 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. PROJECT: scoTr ROBINSON Cid '_ CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON AXP1i @b 16, 2017LOCATION: CHICO, CA 95973 Ctya CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-8-696]0 E4 A GENERAL NOTES: 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. , 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. C 7 7 EC -1 EC -2 EC -3 ENDWALL FRAMING: FRAME LINE 1 k 2 F764 F1 60-81 ° F764 F427 -L F427 -R F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Gauge PBR - Polar White - ISSUE DATE DESCRIPTION BY CK' A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNF 2'- 4" 2 Bolts Unless Noted on Erection DrawXl- ings Purlin /Girt Clip Shop Welded -- ------ -- - ----------------- ----------- :0 ---- 01 ! Flange Brace Clip SC-2— Shop C-2 Shop Welded `oc "0 All Bolts are 1/2" x 1 1/4" G A325 Without Washers F66 Flange Brace Detail T EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 CN613 PROJECT: SCOTT ROBINSON ,USTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP60=7 LOCATION: CHICO, CA 95973 - A eb 16, 2017 Cryo CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B=69670 E5 A BEARING FRAME ONLY! BOLT TABLE WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 1 LOCATION UAN TYPE DIA LENGTH RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. ER -1 ER -2 8 A325 5/8- 1 3/4- WASHER NOT NEEDED ON CUP SIDE. Cor_ olumn/Raf 4 A325 1/2° 1 1/4° EC-2/ER-2 4 A325 5/8" 1 1 4" 12 MEMBER TABLE FRAME LINE 1 MARK PART LENGTH EB -2 W8X10 6'-6 3/8" EC -1 8F25C14 14'-7 1/2: EC -2 8F35C12 16'-0 1/4 EC -3 8F25C14 14'-7 1/2° ER-1 W8X10 20'-0 9/16° ER -2 W8X10 20'-0 9/16° G-1 8X35Z14 18'-8" G-2 8X25Z14 18'-8° G-3 8X35Z14 18'-113/4- G-4 8X25Z14 18'-11 3/4 ' CB -1 1/2' DIA. ROD 24'-11° CB -2 1 2" DIA. ROD 24'-1" FLANGE BRACE TABLE FRAME LINE 1- VID V ID PART I LENGTH F629.3 L2X2X14G C 7 7 EC -1 EC -2 EC -3 ENDWALL FRAMING: FRAME LINE 1 k 2 F764 F1 60-81 ° F764 F427 -L F427 -R F73 ENDWALL SHEETING & TRIM: FRAME LINE 1 PANELS: 26 Gauge PBR - Polar White - ISSUE DATE DESCRIPTION BY CK' A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNF 2'- 4" 2 Bolts Unless Noted on Erection DrawXl- ings Purlin /Girt Clip Shop Welded -- ------ -- - ----------------- ----------- :0 ---- 01 ! Flange Brace Clip SC-2— Shop C-2 Shop Welded `oc "0 All Bolts are 1/2" x 1 1/4" G A325 Without Washers F66 Flange Brace Detail T EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 CN613 PROJECT: SCOTT ROBINSON ,USTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP60=7 LOCATION: CHICO, CA 95973 - A eb 16, 2017 Cryo CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B=69670 E5 A BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL 5'-0" 40'-0" OUT -TO -OUT OF STEEL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. q g WASHER NOT NEEDED ON CUP SIDE. 20'-0" 20'-0" _ 1" 12 RAI -1 RA1-112 to E8T4 _ _ — — — ❑ — — to _ 27 G-6 G-8 I 14 I 141 ICD V' II tB C4 t6 IT ID G-5 G-7 I3❑I� M II I GH -1 I II o o DS -1 o I I I o LLL-- M — --- E8-------------� EC -4 6'-0" s 5'-0" 9'-0" I �' ENDWALL FRAMING: FRAME LINE 4 rD 'Q1" F160 -B 12 1" y 12 F764 F'a" F42O7-L F4O R F2901 — — — 0 ' -1 EC -4 CO Lf C14cn co F 48 DJ -4 8F25C16 _. 7'-6' GH -1 CH -1 5'-0" DS -1 81`25C 16 A' 2/14/17 FOR CONSTRUCTION PERMIT, PNR PNR MTR F)81 G-5 8X25Z14 18'-11 3 G-6 8X25Z14 19'-7 3Y4 G-7 8X25Z13 19'-3 1/2" G-8 8X25Z14 19'-11 1/2 - 2"CONNECTION F73 Fastener #12A 12 x 1" Pancake SD, at 12" O.C. Girt Depth - GIRT co GH -1 -1 EC -4 rroA iv 1OF25C12 o -o j/o 16'-9 11/16 - DJ -4 8F25C16 _. 7'-6' GH -1 CH -1 5'-0" DS -1 81`25C 16 A' 2/14/17 FOR CONSTRUCTION PERMIT, PNR PNR MTR 5'-0" G-5 8X25Z14 18'-11 3 G-6 8X25Z14 19'-7 3Y4 G-7 8X25Z13 19'-3 1/2" G-8 8X25Z14 19'-11 1/2 - 2"CONNECTION CONNECTION PLATES 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. FRAME LINE 4' SCOTT ROBINSON ❑ ID MARK PART 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. 1 Z1CX SCOTT ROBINSON OWNER: SCOTT ROBINSON 2 di 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE 3 SC -484 Fastener #12A 12 x 1" Pancake SD, at 12" O.C. Girt Depth - GIRT co GH -1 • ENDWALL SHEETING & TRIM: FRAME 'LINE 4 PANELS: 26 Gauge PBR - Polar White _. ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS „ - A' 2/14/17 FOR CONSTRUCTION PERMIT, PNR PNR MTR ,5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 GENERAL NOTES: C 64613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: SCOTT ROBINSON 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE eb 16, 2017 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. LOCATION: CHICO, CA 95973 _ CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL SHAVINGS CAUSED BY DRILLING. 2/14/17 N.T.S. 1.: A 15-8-69670 E6 A SPLICE PLATE & BOLT TABLE MEMBER TABLE Qty Mark Web De th Mark Top Bot Int Type Dia Length Width Thick Length SP -1 4 4 0 A325 3/4" 2 1/40 6" 5/8" 1 —4 7, SP -2 4 +4 0 A325 3/4" 1 3/4 6" 3/8" V-4 7 BASE PLATE TABLE 9.0 13.0 0.134 171.5 Col Plate Size 5 x 1 4 x 183.8 5 x 1/4- x 171.5 Mark Width Thick Length 13.0/13.0 0.156 9P-1 1 6" 3/8" 9 1/2' 5x 1/4" x 21.6 FLANGE BRACES: BOTH SIDES(UNLESS NOTED) RF1-2 FBxxA(1): xx=length(in) 0.134 218.5 A — L2X2X14G 5 x 1/4" x 217.6 RFl-3 10.0/10.0 � 216.5 5 x 1/4" x 215.6 26 Gouge PBR, Gol,alume 5 x 1/4" x 215.6 RF1-4 15.0/15.0 0.185 12 5 x 1/4" x 23.6 F52—B — 4�C 4 1'-4" � 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN FRAME CROSS SECTION: FRAME LINE 2 ISSUE DATE DESCRIPTION BY A 2/14/17 FOR CONSTRUCTION PERMIT PNF EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300' SAN DIEGO, CA 92121 L Ci3 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON r eb LOCATION: CHICO, CA 95973 16, 2017 y fC CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-8-69670 E7 A MEMBER TABLE Mark Web De th Web Plate Outside Flange Inside Flange Start End Thick Length W x Thk x Len th W x Thk x Length R F 1-1 9.0 13.0 0.134 171.5 5 x 1 4 x 183.8 5 x 1/4- x 171.5 13.0/13.0 0.156 13.4 5x 1/4" x 21.6 RF1-2 10.0/10.0 0.134 218.5 5 x 1/4" x 217.6 5 x 1/4" x 217.6 RFl-3 10.0/10.0 0.134 216.5 5 x 1/4" x 215.6 5 x 1/4" x 215.6 RF1-4 15.0/15.0 0.185 13.4 5 x 1/4" x 23.6 5 x 1/4" x 171.7 15.0/11.1 0.156 111.7 5 x 1/4" x'183.8 11.1 9.0 0.134 60.0 24'-4" 4'-8 3/16" 8 1/ GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN FRAME CROSS SECTION: FRAME LINE 2 ISSUE DATE DESCRIPTION BY A 2/14/17 FOR CONSTRUCTION PERMIT PNF EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300' SAN DIEGO, CA 92121 L Ci3 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON r eb LOCATION: CHICO, CA 95973 16, 2017 y fC CAD DATE SCALE PHASE BUILDING ID JOB NUMBERSHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-8-69670 E7 A SPLICE PLATE & BOLT TABLE Qty Mark Top Bot Int Type Dia Length Width Thick Length SP -1 4 4 0 A325 3/4" 2 1/4° 6" 5/8" V-6 7/8" SP -2 4 %4 0 A325 3/4- 1 3/4° 6" 3/8° V-6 7/8 BASE PLATE TABLE Col Plate Size Mark Width Thick Length BP -1 1 6" 3/8" 9 1/2" FLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=lenglh(in) A - L2X2X14G 26 Gauge PBR, Galvalum Q1° 12 F52 -B 3/4" a;4 e-I46,� @ 4'-8 3 16" FB30.8A 1) 1 F830.8A 1 F8q(1) 1630.8A 1) iside Flange J x Thk x Length 5 x 1/4- x 169.5 5 x 1/4" x 217.6 5 x 1/4" x 215.6 5 x 1/4" x 169.7 8 1/4"1 1 11'-1 1 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2° DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REOUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLTTICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN -2 1/2" CLEARANCE 40'-0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION: FRAME, LINE 3 " ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT -3 1/2-" 1 1/4 A EMPIRE STEEL BUILDINGS + 5230 CARROLL CANYON RD # 300 T SAN DIEGO, CA 92121 C13 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP $11I LOCATION: CHICO, CA 95973 eb 16, 2U17 c1Vp. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 1 N.T.S. 1 A 15—B-69670. E8 A MEMBER TABLE Mork Web Death Web Plate Outside Flange Start End Thick Length W x Thk x Len th RF2-1 9.0/13.0 0.134 169.5 5 x 1/4" x 183.8 13.0/13.0 0.156 15.4 5 x 1/4" x 21.6 RF2-2 12.0/12.0 0.134 218.6 5 x 1/4" x 217.6 RF2-3 12.0/12.0 0.134 216.6 5 x 1/4 x 215.6 RF2-4 15.0/11.1 0.156 125.1 5 x 1/4' x 23.6 11.1 9.0 0.134 60.0 5 x 1 4" x 183.8 24'-4" 4 @ 4'-8 3Z16' iside Flange J x Thk x Length 5 x 1/4- x 169.5 5 x 1/4" x 217.6 5 x 1/4" x 215.6 5 x 1/4" x 169.7 8 1/4"1 1 11'-1 1 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2° DIAMETER ARE SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN -OF -NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REOUIREMENTS FOR PRE -TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN -OF -NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLTTICAL. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER AS SHOWN -2 1/2" CLEARANCE 40'-0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION: FRAME, LINE 3 " ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT -3 1/2-" 1 1/4 A EMPIRE STEEL BUILDINGS + 5230 CARROLL CANYON RD # 300 T SAN DIEGO, CA 92121 C13 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP $11I LOCATION: CHICO, CA 95973 eb 16, 2U17 c1Vp. CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 1 N.T.S. 1 A 15—B-69670. E8 A SPLICE PLATE & BOLT TABLE ISSUE DATE DESCRIPTION BY CK'O DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR .PNR OR I • � M MEMBER TABLE ` SAN DIEGO, CA 92121 II I Qt + I a �. .. MOfk Web De th Web Plate SCALE Outside Flange BUILDING ID Inside Flange SHEET NUMBER Bot Int T pe Dia Len th Width Thick Len th �y N.T.S. I A Start End Thick Len th �¢ W x.Thk x Len th W x Thk x Len th EM.rkTop 4 4 0 A325 3/4" 2 1/4- 6' 5/80 V-6 7/8" RF3-1 9.0 13.0 0.134 184.9 5 x 1 4 x 183.8 5 x 1/4' x 21.6 5 x 1 4 x 169.5 4 •4 0 A325 3/4' 1 3 4 6 3/8 1 —6 7/8' RF3-2 12.0/12.0 0.134 218.6 5 x 1/4" x 217.6 5 x 1/4" x 217.6 BASE PLATE TABLE _ RF3-3 12.0/12.0 0.134 216.6 5 x 1/4" x 215.6 5 x 1/4' x 215.6 RF3-4 15.0/11.1 0.156 125.1 5 x 1/4" x 23.6 5 x 1/4" x 169.7 Col Plate Size 11.1 9.0 0.134 60.0 5 x 1 4" x 183.8 Mork Width Thick Length BP -1 6' 3/8- 9 1/2' F52—B OFLANGE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A — L2X2X14G 19'_3 3 4" ±� h 4 4 24'-4" • t , 26 Gauge PBR, Golvalume 1'-4" 1'-4" 31 4:® 4'-8 3 16 4 @ 4'-8 3 16" 2 1" FB6-2 F86-2 � 12 FB30.8A i) Q Q fB30.8A 1) 2 ®2'-6 1 8" F630.8A(1) — — — �— — — —� — —� — FB30.8A 1 RF3-2 U2 I - RF3-3 EB -4 Ti a N II Ln I. al%I�' •• e I I• ' . , rel ••. I ISSUE DATE DESCRIPTION BY CK'O DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR .PNR OR I • � M 5230 CARROLL CANYON RD # 300 ` SAN DIEGO, CA 92121 II I CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON + I a �. .. I Co oD l�+ DATE SCALE PHASE BUILDING ID U 1 SHEET NUMBER ISSI 3. INSTALL ALL FLANGE BRACES ON COLUMN AND' RAFTER AS SHOWN m �y N.T.S. I A I E9 A �¢ Uj i �a I (D � J I II •k. 7,7 f • . „ 8 1/4" P-1 l'-1 1/2" _36'-2 1/2" 1'-31 2" 8P-1 8 1/4", CLEARANCE +/- C A 40'-0" OUT -TO -OUT OF STEEL 5'=0" FRAME CROSS SECTION: FRAME LINE 4 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE ISSUE DATE DESCRIPTION BY CK'O DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR .PNR OR I • � M 5230 CARROLL CANYON RD # 300 ` SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON + IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL �. .. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. ` CAD DATE SCALE PHASE BUILDING ID U 1 SHEET NUMBER ISSI 3. INSTALL ALL FLANGE BRACES ON COLUMN AND' RAFTER AS SHOWN �y N.T.S. I A 15-B-69670 E9 A I (D •k. 7,7 f • . „ 8 1/4" P-1 l'-1 1/2" _36'-2 1/2" 1'-31 2" 8P-1 8 1/4", CLEARANCE +/- C A 40'-0" OUT -TO -OUT OF STEEL 5'=0" FRAME CROSS SECTION: FRAME LINE 4 GENERAL NOTES: 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2" DIAMETER ARE ISSUE DATE DESCRIPTION BY CK'O DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR .PNR OR SPECIFIED AS PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004'. 5230 CARROLL CANYON RD # 300 PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON TENSION INDICATOR AS ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD IS SUGGESTED. THE CONNECTIONS ON THIS PROJECT ARE NOT SLIP CLITICAL LOCATION: CHICO, CA 95973 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. ` CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSI 3. INSTALL ALL FLANGE BRACES ON COLUMN AND' RAFTER AS SHOWN 2/14/17 N.T.S. 1 A 15-B-69670 E9 A n 5 Con is W11111 KP.a%10V�017 16, 2017 CIVi{. Purlin F I (2)1/2"xl 1/4' St 11 eel Line (1) #18 (2) 1/2" x 1 1/4" —Steel Line (1) #1B (2) 1/2" x 1 1/4" A325 M. Bolts \E Endwall r A325 Bolts I I I A325 Bolts 'j- An /—Anti—Roll Clip 3/16" Plate 3� Rafter ---- -- - ------------- - / _ Rafter - 0 0 IF Purlin Clip:::::� RA 1 0 0 RA1 0 02" 2" 3/16" Plate of Rafter Rake Angle Rake Angle Plu'rlin Puilin —Purlin Clip 3/16" Plate O 0 —Purlin Clip 3/16" Plate EW Rafter Anti—Roll Clip 11 Clip Ant,,—Roll 0 Rigid Frame Rafter—/ 0 3/16" Plate • 3/16' 1 * 1/2" Washer Column Side Flange Brace 16= ,• '�3 Not Clip Side As Required FlanRe e Brace 3/16" 3 �1' 3 EW Column As Required 3/16" 3 (4) 1/2" x 1 1/4" - 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Cold Formed Rafter Main Frame Rafter A325 Bolts (Typ. U.N. on (Typ.) (U.N.) (Typ.) (U.N.) Section A Section A Endwoll Drawing) SECTION THRU HOT ROLLED RAFTER ROOF �PURLIN TO ENDWALL RIGID FRAME ANTI PURLIN ANTI—'ROLL CLIP B4 ENDWALL COLUMN TO RAFTER SIDEWALL EW Girt EW Girt E W Girt RT EW Column Corner Column RIGID -4 FRAME —COLUMN 0 0 6 COLUMN RIGID FRAME RAFTER SW Girt CONNECTION Welded Plate SC -5 — --- — --- — — - PLATE + Welded Plate EW Girt Clip- CLIP SC ENDWALL ENDWALL -=484 GIRT ENDWALL COLUMN 1/2" x 1 1/4" A325 Bolts x-1 1/4" A325,Bolts.1/2" -1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) (Typ (U.N.) (Typ.) (U.N.) ENDWALL RAFTER TO COLUMN CEE ENDWALL COLUMN TO WALL GIRT D4 CORNER COLUMN TO WALL GIRT 6 CORNER COLUMN TO WALL 'GIRT ISSUE DATE DESCRIPTION BY CK -D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 COO13 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP W30MY eb 16, 2017 LOCATION: CHICO, CA 95973 elm CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE (GOW 2/14/17 � N.T.S. 1 A 15—B-69670 DET1 -A End Plate Bolted J Plate - Door Jamb EW Column Hot Rolled Endwall Width Varies � Rigid Frame Rafter w Endwall p Column A O O `,�a� ��a�o _. �oa�\ O O O O dl Endwall Girt Clip I L® ® J — — — — — — — — — — — — — — — — — — — — — — — a O O IL 0--0 jI ENDWALL Endwall Column Section"A" (6) 1/2" x 1 1/4" A325 Bolts (*) = Refer To Anchor Bolt (*) = Refer To., Anchor Bolt _ See Endwall Drawing (Typ.) (U.N.) Plan Plan For Bolt Dia. And Type. D27 EW GIRT TO RIGID FRAME COLUMN E5 BASE PLATE FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN F2O RAFTER SPLICE AT SURFACE CHANGE 6 3/8" Roof Purlin Flange Brace Clip CONNECTION BLOCK SC -480 ( ) Steel Line RF Column®y, ®� Additional ,° �, Flange Brace (As Required)(8) 5/8"0 x > 1/2" A325 BOLTS w/ NUT II II 1/4" Eave Strut Eave Strut ® ® o ®I ® - ----------- ----------- ----' Flange Brace (As Required)�,o° Rake •' - Angle ' Additional ---------- ------- PORTAL RAFTER (WF -2) ------------------------- I Flange Brace z z (As Required) Flange Brace RF Rafter A325 BOLTS w/ NUT o II o -- - - - • Flange Brace Clip - Wall Girt _ - F li EW Rafter a� 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts Endwall Rafter (TYP•) (U.N.) (TYP•) (U.N.) (TYP•) (U.N.) G2 ROOF PURLIN TO INTERIOR FRAME RAFTER H2 WALL GIRT TO RIGID FRAME COLUMN PORTAL FRAME - TO BUILDING COLUMN 8 LOW SIDE EAVE STRUT TO HOT ROLLED RAFTER ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT s PNR PNR MTR - 5230 CARROLL, CANYON RD # 300 ' SAN DIEGO, CA 92121. Ct3 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON up ef80=7 eb16,2017 • - - .; LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/7 N.T.S' .1 •A 15—B-69670 DET2 A Eove Strut Eove Strut Eove Strut ` Door Jamb Eove Strut -v ; Eove Strut 0 o Connection Plate J Rigid Frome 9 Rigid Frame 9 Wall Girt Door Jamb Column Rigid Frame Column Rigid Frame Welded Clip . Column Column SECTION ELEVATION 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.) 1/2" x 1 1/4" A325 Bolts (U.N.) (TYP) J 2 EAVE STRUT TO RIGID FRAME J Z 4 EAVE STRUT TO RIGID FRAME K 3 WALL GIRT TO DOOR JAMB L DOOR JAMB TO EAVE STRUT Wall Girt Door Header • Door Jamb'- *Column `— Rigid Frome Column ' WF or Wall Girt ROD Cee — I ------ --- -- O� _ = Bracing Pad e \ — (If Req'd) Welded Clip Q Hillside Welded Clip _ Washer _ Door Jamb I ® Nut `\ Opening Width * Similar connection for Rafter. Door Jamb , - Flat `\ 1/2" x 1 1/4" A325 Bolts f� 1/2" x 1 1/4" A325 Bolts Insert Rod Through Slot in Web. Washer (�) =Refer To Anchor Bolt (Typ.) (U.N.) (Typ.) (U.N.) Then Assemble Hillside Washer, Flat Washer, and Nut. Plan L8 DOOR JAMB TO WALL GIRT M3 DOOR HEADER TO DOOR JAMB Q3 DIAGONAL ROD R2 ANCHOR BOLTS AT SIDEWALL COLUMNS ISSUE DATE DESCRIPTION BY CK'D DSN - EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR t 5230 CARROLL CANYON RD #.300 SAN DIEGO, CA 92121 r C N6:3 , - PROJECT: SCOTT ROBINSON - ' CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON up 6, 2017 LOCATION: CHICO, CA 95973 C CAD DATE SCALE PHASE BUILDING ID .' JOB NUMBER SHEET NUMBER ISSUE or ti 2/14, N.T.S. 1- A 15—B-69670 DET3 A PBR Wall Panel Optionol Foam Closure- HW455 1-1/4' Formed Bose Trim - F73 ' Fastener #17A 12-14 x 1-1/4' SD W/Washer 5'-7'-5' O.C. Concrete Fastener 1/4.0 Minimum 3'-0 O.C. Maximum (Not by Metal Building Mfr.) 'q a F73 Formed Base Trim Without Panel Recess TRIM -39 Fastener #3 See Sheeting 12-14 x 1-1/4' LL SO W/Washer Layout at 5'-7"=5'. O.C. �I�;3/T4" Inside Panel Closure HW455 with continuous Tape Sealer HW506 top and bottom (6) Stitch Screws 1/4 °-14 x 7�8° Tope Sealer HW506 La Tek Die Formed Fastener 4 P Fastener Ridge Cap 12-14 x.1-1/4' SD W/WASHER 1/4`-14 x 7/8" LL SD W/WASHER F52 at each purlin at 1'-0 O.C. Roof Panel Member Screws Rake Trim Standard F764 (shown) 12 -14 x 1 1/4" Standard Large F415 at 5"-7°-5" O.C. Rake Angle Fastener #17A RAl 12-14 x 1-1/4' SD W/WASHER Rake Slide Rake Trim F215 Outside Panel Closure Rake Trim /09�u�ts��idePanel Closure HW456 (Foam) = PBR HW456 ((Foam) =PBR (See GPRO5005) (See GPR05005) HW429/HW429A (Metal) _ HW429/HW429A (Metal) = PBR Peak Purlins See PW05015 7"PBR"-//(See PW05015) (HW460 at PBU HW460 at PBLI Panel HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashodow Fastener #4A Vistashadow Fastener #4A 1/4'-14 x 7/8' SO W/WASHER 1° Tape -Sealant 1/4'-14 x 7/8' SD W/WASHER at 1-0.O.C. HW -506 at f' -D D.C. Standard (Fixed) Alternate (Sliding For roof runs 100 or less For roof runs greater than 100' "PBR" ROOF FIXED RIDGE DETAIL Rake Detail = PBR Roof Trim -80 Classic Standard and Standard Large Rake Trim - Sheeted Wall TRIM -104 Inside Closure with HW455 Continuous Tape Sealer HW506 on top and bottom Fastener #3 See Sheeting 12-14 x 1-1/4' LL ` Layout SD W/Washer Fastener #14A �1/8 x 3/8' PBR Panel At 10'-0' O.C. d F2955 rim Fastener #14A F2960 F2958 1/8'0 x 3/8' Fastener #14 5'-0' O.C. Eove _�l F2955m Fastener #17A at 36' O.C. 12-14 x 1-1/4' SD W/Washer Without Closure /_ Fastener X14 'Optional' 1/8'0 x 3/16' Outside Closure 36' O.C. HW456 - PBR 'x') Rake Angle RAI _V17 HW429 - PBR (see Detail With Closure HW460 - PBU Fastener #14A HW465 - AVP/PBA/ 1/8'0 x 3/8° Vstasha ow 12' O.C. at each high rib. Low Eave' Detail - PBR Roof Flat Eave Trim - Sheeted Wall TRIM -120 (6) Stitch Screws 1/4 °-14 x 7�8° Tope Sealer HW506 La Tek Die Formed Fastener 4 P Fastener Ridge Cap 12-14 x.1-1/4' SD W/WASHER 1/4`-14 x 7/8" LL SD W/WASHER F52 at each purlin at 1'-0 O.C. Roof Panel Member Screws Rake Trim Standard F764 (shown) 12 -14 x 1 1/4" Standard Large F415 at 5"-7°-5" O.C. Rake Angle Fastener #17A RAl 12-14 x 1-1/4' SD W/WASHER Rake Slide Rake Trim F215 Outside Panel Closure Rake Trim /09�u�ts��idePanel Closure HW456 (Foam) = PBR HW456 ((Foam) =PBR (See GPRO5005) (See GPR05005) HW429/HW429A (Metal) _ HW429/HW429A (Metal) = PBR Peak Purlins See PW05015 7"PBR"-//(See PW05015) (HW460 at PBU HW460 at PBLI Panel HW465 at AVP/PBA/ HW465 at AVP/PBA/ Vistashodow Fastener #4A Vistashadow Fastener #4A 1/4'-14 x 7/8' SO W/WASHER 1° Tape -Sealant 1/4'-14 x 7/8' SD W/WASHER at 1-0.O.C. HW -506 at f' -D D.C. Standard (Fixed) Alternate (Sliding For roof runs 100 or less For roof runs greater than 100' "PBR" ROOF FIXED RIDGE DETAIL Rake Detail = PBR Roof Trim -80 Classic Standard and Standard Large Rake Trim - Sheeted Wall TRIM -104 Inside Closure with HW455 Continuous Tape Sealer HW506 on top and bottom Fastener #3 See Sheeting 12-14 x 1-1/4' LL ` Layout SD W/Washer Fastener #14A �1/8 x 3/8' PBR Panel At 10'-0' O.C. d F2955 rim Fastener #17A F2960 F2958 12-14 x 1-1/4' Fastener #14 SD W/Washer at 2'-0 O.C. 1/8' x 3/16" 1-1/4' at 36' O.C. Fastener #17A (3) Stitch Screws 12-14 x 1-1/4' Low Eave Detail SD W/Washer Spacer Trim at 1'-0 O.C. Member SOFFIT Depth U 8' or B-1/2' F2960 F2958 10' (2) Runs 1/4' Bead 12' 1/8 x 3/16' F2964 F2962 1' Min. 1' Min. Fastener #14 F2978 F2998 (2) Runs 1/4' Bead Rake Trim 1/8 x 3/16' 1-1/4' Pop Rivet 12' O.C. Eave Canopy Probection (3) Stitch Screws Eave Canoov Low Eave Detail Flush Canopy with Eave Cover - PBR/PBU Soffit t/f Fastener #4A 1/4"-14 m7/8' SO W/Washer at 1 -8 O.C. Field remove beoring----L;;:K leg as required - Corner Trim F830 or F862 PBR Panel Steel Line and fk Panel Rib - Note: Standard panel location for Start and End panels is Z panel rib at steel line. Refer to erection Drawings for panel location and Corner Trim piece mark. Outside Corner Trim - PBR Wall Panel TRIM -148 TRIM -186 ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT Fastener #4-\ 1/4'-14 x 7/8` LL SO W/ Washer End Cop To Roof Panel 1'-0 O.C. max. (Trim Color) Sidewoll Panel — (Varies, PBR shown) Flat Eove Trim F2955 PBR Roof TRIM -106 Fastener #4 1/4'-14 x 7/8' LL SO W/Washer (3) Required (Trim Color) 1 L Endwall Panel Apply Tube Sealant at tabs. shown for clarity. Low -Eave Rake Corner - PBR Roof Standard and Standard Large Rake TRIM -203 (Varies, PBR shown) J Rake Trim Corner Box End Capt Feld Cut legs flush (Extend past Corner Trim 1-1/2") Standard with Corner Trim Standard Larae F427L (Shown) and Roof Panel F764 (Shown) F4150 F427R (Opposite) See Construction Larne Details for required Fastener #14 F4152L (Shown) attachment of Eave 1/8'0 x 3/16' F4152R (Opposite) Trim and Rake Trim to 2' O.C. max. Field Cut side and bottom Wall. (8) Required flange to conform to Wall. Wall Panel Closures not EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON , CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER 2/14/17 N.T.S. 1 A 15-B-69670 C 64613 EXP.8gQn017 eb 16, 2017 SHEET NUMBER ISSUE � � DET4 A 1' Min. 1' Min. Stitch Screw (2) Runs 1/4' Bead Rake Trim Urethane Tube Sealant at 1'-0' O.C. HW506 Tape Mastic (3) Stitch Screws 1/4-14 # 7/8' (Typ•) FRokeim FPokl Box PBR Roof _ ( i f Rake Trim Fastener #4-\ 1/4'-14 x 7/8` LL SO W/ Washer End Cop To Roof Panel 1'-0 O.C. max. (Trim Color) Sidewoll Panel — (Varies, PBR shown) Flat Eove Trim F2955 PBR Roof TRIM -106 Fastener #4 1/4'-14 x 7/8' LL SO W/Washer (3) Required (Trim Color) 1 L Endwall Panel Apply Tube Sealant at tabs. shown for clarity. Low -Eave Rake Corner - PBR Roof Standard and Standard Large Rake TRIM -203 (Varies, PBR shown) J Rake Trim Corner Box End Capt Feld Cut legs flush (Extend past Corner Trim 1-1/2") Standard with Corner Trim Standard Larae F427L (Shown) and Roof Panel F764 (Shown) F4150 F427R (Opposite) See Construction Larne Details for required Fastener #14 F4152L (Shown) attachment of Eave 1/8'0 x 3/16' F4152R (Opposite) Trim and Rake Trim to 2' O.C. max. Field Cut side and bottom Wall. (8) Required flange to conform to Wall. Wall Panel Closures not EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON , CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER 2/14/17 N.T.S. 1 A 15-B-69670 C 64613 EXP.8gQn017 eb 16, 2017 SHEET NUMBER ISSUE � � DET4 A 1' Min. 1' Min. Stitch Screw 1/4'-14 x 7/8' at 1'-0' O.C. HW506 Tape Mastic Peak Box PBR Roof Rake Angle RAI Wall Fastener Stitch Screw Outside Panel Closure 1/4'-14 x 7/8' at each high rib. - Standard Peak Box Detail Fastener #4-\ 1/4'-14 x 7/8` LL SO W/ Washer End Cop To Roof Panel 1'-0 O.C. max. (Trim Color) Sidewoll Panel — (Varies, PBR shown) Flat Eove Trim F2955 PBR Roof TRIM -106 Fastener #4 1/4'-14 x 7/8' LL SO W/Washer (3) Required (Trim Color) 1 L Endwall Panel Apply Tube Sealant at tabs. shown for clarity. Low -Eave Rake Corner - PBR Roof Standard and Standard Large Rake TRIM -203 (Varies, PBR shown) J Rake Trim Corner Box End Capt Feld Cut legs flush (Extend past Corner Trim 1-1/2") Standard with Corner Trim Standard Larae F427L (Shown) and Roof Panel F764 (Shown) F4150 F427R (Opposite) See Construction Larne Details for required Fastener #14 F4152L (Shown) attachment of Eave 1/8'0 x 3/16' F4152R (Opposite) Trim and Rake Trim to 2' O.C. max. Field Cut side and bottom Wall. (8) Required flange to conform to Wall. Wall Panel Closures not EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON , CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE I SCALE PHASE I BUILDING ID JOB NUMBER 2/14/17 N.T.S. 1 A 15-B-69670 C 64613 EXP.8gQn017 eb 16, 2017 SHEET NUMBER ISSUE � � DET4 A Fastener #4 1/4°-14 x 7/8° LL SO W/Washer Steel Line Outside Panel Closure Fastener #17A 1 —0 O.C. 1/4" HW456 (Foam) at PBR 12-14 x 1-1/4° Tape Sealer HW429/HW429A (Metal) at PBR FD W/Washer HW506 RA1 Rake Angle HW460 at PBU 2'-0 O.C. HW465 at AVP PBA istoshadow Rake Trim Standard F764 (shown) QO Q Fastener y17A � Qo Top Flange � � Top Flange ° O Standard Large F4150. 12-14 x •1-1/4° SO W/washer Wall Stitch Screw Top Bolts - See Rigid Frame Top Bolts - See Rigid Frome each purlin 1/4"-14 x 7/8" Purlin Drawings For Size Drawings For Size Rakes Angle 12" O.C. O O° Oo po op Y RAl See Below _ _ ___ _ _ Spacer Trim Soffit Panel EW Rafter Web ° ° Intermediate Bolts Web Intermediate Bolts P 0 0— (As Required) O O— (As Required) PBR Soffit Panel (Shown) Shope Will Vo MEMBER PBR PBU I 1-1/4" PBU Soffit Panel (')Soffit Trim p Vary See Rigid Frame Drawings For Size See Rigid Frame Drawings For Size DEPTH SOFFIT SOFFIT Fastener 17AF49 RAI Rake Angle 9 9 8° F2901 F2903 Horizo7Soffitith Field.NoichF2914 F2916 12-14 x t-t/4"Fastener #14 Between Purlins O O SD W/Washer Purlin Extension 1/8"� x 3/16° 0° po 12' F2927 F2929 each puriin At Endwall Bottom Bolts - See Rigid Frome Bottom Bolts - See Rigid Frame Rake Trim Rake Trim 12" O.C. • WHEN EXTENSION IS ON THE 9 SIDEWALL AND ENDWALLPIECES Bottom Flange Drawings For Size Drawings For Size , g Rake Slide Trim Oo QoFlange0 0 Fastener j4A F215 Wall Stitch Screw MARKED "L" AND "R" HAVE INCREASED Bottom 0 0 1/4°-14 x 7/8" Fastener #4A 1/4"-14 x 7/8" LENGTH +6" TO ALLOW FOR MITTER. SO W/Washer 1/4°-14 x 7/8" 12" O.C. V-0 O.C. Standard SO W/washer Alternate 12 Extension Beyond Flange Is For roof runs of 1'-0 O.C. For roof runs Varies Optional, At Top & Bottom. 100' or less greater than 100' Outside Panel Closure Note: For some special conditions the outside rib of the finish panel may fall Fastener #14 P P Y HW456 (Foam) at PBR short of the rake trim. Use the rake extension trim for this condition. Field Soffit Pone 1/8"O x 3/16" HW429/HW429A (Metal) at PBR cut the rake trim and rake extension trim if required. 12" O.C. - HW460 at PBu BOLTS FOR RIGID FRAME RAFTER U 3 BOLTS FOR RIGID FRAME RAFTER Classic Rake Trim - Purlin Extension - PBR Roof } HW465 at AVP/PBA/ istoshodow U 2 Standard and Standard Large - PBR PBU Soffit ( )Soffit Trim F49 AT BUILDING PEAK TO COLUMN CONNECTION TRIM -222 Sloped Soffit (Canopy) TRIM -409 • Formed Base Trim PW02010 Details 19ei, '101-06 " Out to out of concrete I -, F73 F73 °A° F73 M Building c°A° Formed Base Trim x 20'-0° f typical) o F73, square cut at both ends 0 C> Edge of slab jNeF73 Opening F73 ope_Z� Note: "A' leg 1. Use of sheeting notch in de Concrete is not recommended. 2. Attachment of trim to Concrete is by others. 3. Formed base trim is provided in 20'-0' lengths (std.), field ��IN, F73 cut as req d. Out to out of Out to out of concrete Concrete Formed Base Trim Typical Layout 5/6° 1' 1/4' Dio. Anchor (min.) at 36° O.C. (min.) HW1112 not by Bldg Mfr. _ Fastener4A 1/8' x 3/8° Concrete(2) Required F73 1`73 Section'A' -Farmed Base Trim Typical Outside Comer Application - - - - - , ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE STEEL BUILDINGS • A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 Ct3 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON EXP 4/30=7 eb 16, 2017 LOCATION: CHICO, CA 95973 C` ' CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15—B-69670 DET5 A "A„ Standard Grade Description Fastener Number D81—Jomb Brace Bolted when Required only when Jamb is located 2'-0" or Connection greoter from a Column or Jamb. Only one Jamb Jamb Brace between two Jambs located 2'-0" or less apart. See Roof 12-14 x 1 1/2" Framing Plan for Piece Mark and location. Jamb Brace at Eave Strut to Purlin (4) Fastener#1B 12-14 x 2" 8� 2Y Section "A" Low Side Eave Strut 2"X21 e b Brat Purlin Low Side Eave Strut 12" Dg1 Jom (4) Fastener # 1 B Panel 4°-14 x 14 "PBU" Panel (4) Fastener1B Section "A" High Side Eave Strut l _ 2"X2'X1 B' �2� High Side Eave Strut . grace Purlin (4) F—:31 1 Jomb astener #1 B Dg — 'PBR' Panel 4'-14 x 14 Sidewall Framed Opening Jamb Brace. Detail •pBU' Panel NS75 Standard Grade Description Fastener Number Application pp 1/4"-14 x 7/8" 4A Stitch & Trim Screw 12-14 x 1 1/4" 17A Member Screw 12-14 x 1 1/2" 17B Member Screw 12-14 x 2" 28 Member Screw Long Life Description FNumner ber Application 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 IMember Screw 12-14 x 1 1/2" 3A Member Screw 12-14 x 2" 58 Member Screw Note: Standard details call for 1 1/4" fosteners as member screws by default. 1 1/4". 1 J/2", or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 12" 12" 12" 9 2 1/2" 9 2 1/2" 9 2 1/2"11 - Sheeting Direction Detail "A" All Roof Members .Except As Noted Below 12" 12" 12" 2 1 /2" Stitch Screw Tape Seal 1/4-14 Lx7/8" At 20" Detail "A" Member Screws 4"+ 12-14 x 1 1/4" at 5" 7" 5" Two Continuous Layers 2 1/2" HW507 Tape Seal Roof Panel Purlin Sheeting Direction y Detail "A" At Eave Strut, Panel End Lap, and Peak Purlin Section Thru Panel End Laos Fastener Location for "PBR" Roof Panel PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE 2/14/17 7„ 5„ 7" 5„ 7" 12" 12" 12° 7„ 5„ 7,> 5„ 7° . 2 1/2' 12" 12" A A B B "PBA"/"AVP" Panel 2 1/2 12" 12" 13 "PBR" Panel "PBU" Panel ' i Member screw 12-14 x 1 1/4"SD . 'PBR' Panel 12' O.C. at Each Member •pBU' Panel Bearing Leg Bearing Leg Extended Leg ` . — .PB" Panel Stitch Screw Stitch Screw 1/4-14 x•7/8' 1/4-14 x 7/8' Sheeting Direction SO, at 20° O.C. Sheeting Direction SO, at 20" O.C. Sheeting Direction AO = At Base, Rake, Eave, and 3 Mid Span End Laps 6" 6" 6" 6" 6" 6" A 12" 12" 12"A B ©= At Intermediate Member, 12 12" 12° B "RVPBR" Panel and at Optional Liner Panel "RVPBU" Panel Fastener Location for Panel At Wall TRIM 174 ISSUE DATE DESCRIPTION BY, CK'D DSN EMPIRE STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE 2/14/17 OWNER: SCOTT ROBINSON SCALE PHASE I BUILDING ID I JOB NUMBER SHEET NUMBER ISSUE N.T.S. 1 A 15—B-69670 DET6 A Roof Panel TRIM -175 CW13 EOP d8 MY eb 16, 2017 Flush Canopy - At Eave - Welded Clip PFO Interior Column - By -Pass Girt Feb CANOPY PURLIN (WHEN REQUIRED) EAVE STRUT CANOPY RAFTER EAVE CHANNEL SPACER PLATE CBS375 DETAIL AT WALL LINE EAVE STRUT CANOPY PURLIN (WHEN REQUIRED) • CANOPY RAFTER 1� Flush Canopy - At Eave - Welded Clip PF05 End Frame - setback 4" or Greater Feb CANOPY PURLIN EAVE STRUT (WHEN REQUIRED) CANOPY RAFTER EAVE CHANNEL SPACER PLATE CBS375 DETAIL AT WALL LINE RIGID FRAME CPURUN RAFTER CANOPY EAVE STRUT RAFTER CANOPY PURLIN - NHEN REQUIRED) Flush Canopy - At Eave - Welded Clip End Frame - setback 4" or Greater CANOPY PURLIN EAVE STRUT - (WHEN REQUIRED) CANOPY RAFTER EAVE CHANNEL SPACER PLATE CBS375 DETAIL AT WALL IN - BEARING FRAME CPURUN - RAFTER CANOPY EAVE STRUT .RAFTER • CANOPY PURLIN (WHEN REQUIRED) e • RIGID FRAME (1) Fastener ®12A (1) Fastener #12A ZEAVE COLUMN • 12-14 x 1" P.H. DP3 • 12-14 x 1" P.H. DP3 - • • CHANNEL CANOPY CAP CANOPY CAP ' CHANNEL CHANNEL' 1R1 CHANNEL + _ t• - NOTES: ALL BOLTS TO BE '0 UNLESS NOTED. EAVE - EAVE J _ y FOR REQUIRED LENGTH REFER TO GRIP CHANNEL RIGID FRAME COLUMN CHANNEL TABLE ON CUSTOM ERECTION DRAWINGS. . TOP AND BOTTOM - TOP AND BOTTOM CANOPY RAFTER CONNECTIONS AND STIFFENERS DEPICTED (1) Fastener #12A (1) Fastener ®12A WALL VARY PER DESIGN REQUIREMENTS 12-14 x 1" P.H. DP3 12-14 x 1" P.H. DP3 NOTES:. ALL BOLTS TO BE 3"0'UNLESS NOTED. NOTES: ALL BOLTS TO BE ]"0 UNLESS NOTED. FOR REQUIRED LENGTH REFER TO GRIP - FOR REQUIRED LENGTH REFER TO GRIP TABLE ON CUSTOM ERECTION. DRAWINGS. TABLE ON CUSTOM ERECTION DRAWINGS.' CANOPY RAFTER CONNECTIONS AND STIFFENERS DEPICTED CANOPY RAFTER CONNECTIONS AND STIFFENERS WILL VARY PER DESIGN REQUIREMENTS. DEPICTED WALL VARY PER DESIGN REQUIREMENTS. - r ISSUE DATE . DESCRIPTION • , BY CK'D DSN EMPIREA 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR STEEL IrrL BUILDINGS 3 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 Ct3 PROJECT: SCOTT ROBINSON - 1 CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON� LOCATION: CHICO, CA 95973 @b �6, 2017 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER -IS SU 2/14/n N.rs.• 1 A 15-B-69670 DET7 A PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening ' PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim pvl/p7022 Field Notch Panel at Head Trim PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim FPWO7024 'Field Notch and Bend Tabs at Head Trim PW07025 Trim Installation con be done by Field Notch Panel as shown on PW07022 & PW07023 Not e: Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 : Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 fflTrim wi+SN FieldlNotch and Bend Tabs at Head Trim as shown on.PW07024 & PW07025. OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. ,_ 4$ with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Q$ with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. Opening Width + 6" (+1" Lap when req'd) Opening Width + 6' (+1" Lap when req•d) _ Opening Width + 6" (+1" Lap when req'd) Opening Width + 6' (+1" Lap when req•d) - 3" - 3 _ Field Cut and Remove - - - 'Opening -Width + 3" 'Nate: Field measure Opening Width y Opening Width + 3" - - Opening. Width and Opening Width _ See PW07023 Head Trim F481 1 ( 1 �� _ }• 1�, '' 0 *Opening Width 1 cut Head Trim to p 9 &,PW07027 _ - - '- ' See PW07025• -Field Cut required length. Remainder. and & PW07027 t Remove Head .Trim F481. ° Front View I I H ' Head Trim F481 --Fi•^ 1 Lap with (2) Fasteners End View n r�JV/ Head Trim F481 - See See a PW07030 - - ' - 814 �" x �" Pop Rivet '• .. and HW540 Caulking - Field Notch and Bend , . Front View amu' a a • - _- PW07030 a 1}" Tab behind Jamb Trim. Attach with ---f-h--1'. Lop with (2) Fasteners See End Cut Detail _ #14 Popvet j - . Fastener 814A d" x �" Pop Rivet at 20" O.C. at Cold Form OR Fastener 8207 12-24 x'1}' �; For Optional" Channel Closure Trim see PW07028 * 0 -Opening Width 3" P g Opening Width 3" - - _ Field notch Panel of Head Trim. - - �• / i i �, .i c i ? c r - .- Fastener 814A d" x a' Pop Rivet at 20" O.C. at Cold Form OR . Fastener 8207 12-24 x 1}' Fastener 814 �" x �" Pop Rivet. SeeP PW07025 for details. . •. p Caulking 1j, 9 9 0 Opening Width _ All trim is to be Do not cut or Note: remove back leg installed BEFORE blanket insulation is applied to walls t Pancake DP5 at 20' O.C. at - - �: '� Pancake DPS at 20" O.C. of Hot Rolled I Bend 11" Tab 1}" Note. Panel position is shown with ' v •. Hot Rolled i J .. z down 90 degrees Panel Rib and Opening on 1'-0 module. x , Location o1 Rib may vary depending on + + _ c `m - }" Bead of HW540 Tube Caulking from Header to Floor (see section) _ 1 Lop with (2) i rc. i u✓ -,. moi` �+., _ �+ .n - }" Bead of HW540 Tube Coulkin from Header to Floor (see section) ' .. Field Cut the Opening Width and location. Field • 'and Remove measure before cutting Panel and Trim. o Fasteners 814 d" {}" Pop Rivet Typ at Head & Jamb Trim ., Head Trim F481 " r rn :Caulk with HW540' d .E + .. o _ t Jamb Trim' F482 Jamb Trim F482 , 1' Lap with (2) - ... Ind Cut Detalf {Viewed from top of Heod Trim) rn Jamb Trim F482 Jamb Trim F4B2 �:; - _ of these edges ' / ;' or Alternate F484 or Alternate F484 Fasteners 814 J" x - 5 .� or Alternate F484 or Alternate F484 when required. Field See PW07027 �.• w after installation - '� Po Rivet T at �" P s - - • - See PW07029 notch as required for Jamb Trim c field cut detail d - �' o i 'i. i p Jamb Trim: 482 _ / or Alternate. F484 I I _ 'c n O Q+ - • See - PW07029 s .. Hood &Jamb Trim when required. Field notch as required. •• _ yt . _' - :- Opening Width 1��--' , Openm Width _ ,. c ,. « Field Notch and Bend 1}" Tab ; behind Jamb Trim. Attach with •Fastener 814 �" x'a Pop Rivet - Finish Floor Line , Note, •For "Optional" ` £ - - _ • ® - _ - + - _ + _ Channel: Closure Trim ' ' • - - • - • Fastener 814A"]" z �'• Pop ti Field cut Panel Rivet at 20" O.C. at Cold Form - - OR Finish Floor Line see PW07028 e • - ®"' i _ 1 I, II JI, I ' • . .Head TrimF481 a t •''ti •� �r _ .' Opening Width - - Fastener 8207'12-24 x 1j". - - • • 4 See PW07027 for Jamb '- - . - - - . • Pancake DPS at 20" D.C.- - t ! - Trim field cut detail ^ Hot Rolled • ,, �•• - - I._ Opening Width - - , c Jamb Trim F482 or Alternate F484 - -c r , " w • i ,-Note: Panel position is shown with - _ _ Fastener 814A �" x J' Pop o _ Note: All _ trim is to be-y.QtC:-Field measure Openin11-6 g Width _ « Panel Rib and Opening onl•-0 module: 4 Nnte: All trim is to be Location of Rib ma var de endin on y y P 9 - .' '. _• • - _ Rivet at 20" O.C. of Cold Form p OR i V Il\ installed BEFORE blonket - and Height before making field cuts- . installed'BEFORE blanket the Opening Width and location. Field .� All trim is to be Field measure Opening p Width _ 9 - 3,. _- _ Fastener #207.12-24 x 1j" insulation is applied to walls. and adjust tut dimensions accordingly. i• insulation is applied to walls measure before cutting Panel and Trim. r installed BEFORE blanket and before making field cuts Pancake DPS al O.C. of insulation is applied to walls. and adjust cut. dimensions accordingly. , ed - } `Field cut Panel Hot Rolled ti. .. - - ' ISSUE DATE DESCRIPTION *` E M P I'R E ' STEEL' BUILDINGS'' �` „ 2/14/17 FOR CONSTRUCTIONPERMIT ' PNR PNR MTR - _ 5230 CARROLL CANYON RD. # 300 - - 'SAN DIEGO, CA 92121 _ STANDARD FRAMED OPENING.. DETAILS (PBR_ WALL' PANEL)" i - ':;. PROJECT: SCOTT ROBINSON F +'- s" �.t C64613 ' CUSTOMER: « SCOTT ROBINSON OWNER: SCOTT ROBINSON" eb 16, 217 r " LOCATION: CHICO, CA 95973 • °CAD DATE SCALE PHASE BUILDING ID " JOB NUMBER SHEET- NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B=69670 DET8' A PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details FPWO7027 "Optional" Channel Closure Trim PW07028 Jamb Trim Installation FPW07029 Head Trim Installation PW07030 _ 4d' •• 4j* -j Opening Wdlh + 7' (+1' Lop when req'd) 3}" Opening Width 3}' ITTI PBR Wa11Panel Alternate Jomb Trim 1`484 Too Vew� Jamb Trim F482 ` ' Top c •. Fastener �14A �" x �" Pop Rivet Jamb - ( Cold Form shown Wall Member Screw 12-14 x at 5"-7"-5" - Chonnel Closure Trim ' 4j. - See at 20" O.C. at Cold Form Hot Rolled similar) _ O.C. at Cold FormI Fastener $14A �" x �" Pop PW07030 a N - OR - OR' Rivet at 20" O.C. at Cold Form }' 3j' }" - m' Fastener #207 12-24 x 1j' - "Optional" 12-24 x _ of 5'-7'-5'.N OR m - Pancake DP5 at 20" O.C. at O.C. at Hot Rolled Fastener 1207 12-24 x 1}" • Field Cut and Remove 3: Fastener #14A J" x d` Pop Rivet Hot Rolled Channel Closure Trim See PW07028 for details. Pancake DP5 at 20' O.C. at Hot Rolled n ' n I J E .2 v — of 20" O.C. at Cold Form OR Fastener #207 12-24 x 1}' Pancake DPS at 20" O.C. at Hot Rolled Double Sided Tape (Nal by Bldg Mfg) Blanket Insulation �- }" Bead of HW540 Tube Caulking Header to Floor ( ) - "Optional' Header _ o '•�.5 1" Lop lyp at Head �� i Head Trim F481 Channel Closure Trim (Cold Form shown + c Channel Closure Trim & Jamb when - i� See PW0728 for details Hot Rolled similar) m Cut and remove L o -. required. Field cut remainder of front fold a Channel Closure Trim to length it req'd — Z f — — _ - + a, c (2) Fasteners #14 _ 0 - and notch. �� L = B a' Pop Rivet c See _ PW07029 - PBR Wall Panel Field Cut Wall Panel = m •_ Side View at Head Trimo .v at lop L - _ - • C14tH: Terminale Blanket Insulation at capillary lip of Jamb Trim � � - a 2 0 o - - Finish Floor Line o_ Opening Width = 1' Lop when required.LL i" Field bend tab down 90 degrees • + c Field cut and notch '� m as required.- 9' o Field flatten Trim leg when required - - Finish Floor Line ILII = o'1`981 Channel Closure 2}" Field cut and remove Trim Piece Mark - 8" member Jamb Trim 1`482 (shown). or, Alternate Jamb Trim 1`484 - m Channel Closure Trim F2994 - 83" member • -� - F2991 - 81' member oa • 3}' F2992 - 8}" member - V F982 - 10' member Finish Floor Line F2993 • - 31' Field cut and remove F169 - 10}' member - 12" member - - • - • -- F2995 - 12j" member Trim Channel Closure Trim at Jambs Note: All trim is to be - - - Alternate Jamb 'Trim 1`484 Profile , Side View at Sill installed BEFORE blanket Jamb Trim F482 and insulation is applied to walls., Nate: Panel position is shown- with Note: Field measure Opening Height .before making field cuts and adjust Alternate Jomb Trim F484 Front Yew Field measure Opening Width - Note, P 9 . Note: All trim is to be Panel Rib and Opening on 1'-0 module Location of Rib may wry depending on _ Note: All trim is to be installed BEFORE blanket cut dimensions accordingly. Right Jamb Trim as shown and Height before making field cuts . installed BEFORE blonket insulolion is the Opening Width and location. Field tion is applied to walls _ Left Jamb Trim opposite hand End Cut Detoil and adjust cut dimensions accordingly, applied to walls. measure before cutting Panel and Trim. - ti ' ISSUE DATE t DESCRIPTION BY CK'D DSN EMPIRE STEEL- BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMF PNR PNR MTR F 5230 CARROLL CANYON RD # 300 ' STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) SAN DIEGO, CA' 92121. _ e C646i3 • CONT. PROJECT: SCOTT ROBINSON _ CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON �t7 16, 2017 ' LOCATION: CHICO, CA 95973 a�eb ' CAD. DATE SCALE PHASEBUILDING ID JOB NUMBER SHEET NUMBER ISSUE - A. 2/14/17 1 N.T.S. f A 15-8-69670 -..; �L DET9 A PBR Wall Panel -Four Sided Framed Opening x�PWO6022 PBR Wall Panel - Four Sided Framed Opening PWO6023 PBR Wall Panel - Four Sided Framed Opening . PWO6024 PBR Wall Panel - Four Sided Framed Opening rPWO6025 Iln'12 00 x00 Jan'12 x00 Jan'12 00 Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head TrimJan'12 Trim Installation with Field Notch and Bend Tabs at Head Trim Field Notch and Bend Tabs at Head Trim 1�2Le: Trim Installation can be done by Field Notch Panel as shown on PWO6022 & PW06023 NQ.tz Trirr+�� Installolion can be done by Field Notch Panel as shown on PWO6022 & PWO6023 Trim Installation can be done by Field Notch Panel as shown on PWO6022 & PW06023 Trim Installation be, can be done by .Field Notch Panel as shown on PW06022 & PW06023 yy'2, w'1n Fiel9 Notch and Bend Toat Head Trim as shown on PWO6024 & PW06025. Q$ with Field Notch and Bend Tabs of Head Trim as shown -on PWO6024 & PW06025. Q$ with Field Notch and Toat Head Trim as shown on PWO6024 & PWO6025. Qg with Field Notch and Bend Tabs at Head Trim as shown on PW06024 & PW06025. Opening Width + 6- (+1• Lap when req'd) Opening Width + 6' (+1- Lap when req'd) • - - Opening Width + 6' (+1- Lop when req'd) _ 'Field Cut - Opening.Widlh + 6• (+1• Lap when req'd) - Opening Width ' Opening Width + 3• 3' 3` _ +• and Remove - See PW06023 _ - *Opening Width + 3" '1:1QiCL Field measure - - - - - Openin Width ` & PWO6027' HeadTrimF481 1�• _ 1j See PW06025 Opening Width and 1� -Opening Width 1 �' cut Head Trim to - - • - _ _ - & PW06027 Field Cut required length. �Remoinder and 4> Remove Head Trim F481 Head Trim F481 See - - ' Front Yew • - End _ Head Trim PW06030 a 1 Lap with (2) Fasteners Yew . #14 d' x Pop Rivet F481 .` •' See Field Notch and Bend _ - Note: - {�' - and HW540 Caulking f PW06030 a 11' Tab behind Jamb Trim. Attach with 'Front Yew V "Optional' t e 1" Lap with (2) Fasteners-�-W a Fastener 14A x Po Rivet For - Fastener 14 x r9 �- f�• - See End Cul DetaH#14 pop Rivet m ` at 20' O.C. al Cold Form 0 Channel Closure Trim PW06028 Opening Width 3' 0 Width 3" P Fastener 14A x Po Rivet p ,-Form Pop Rivet. See PW06025 and H 0 and HW540 Caulking ` c i a J1' o, OR Fastener #207 12-24 x 1t- Pancake DP5 at 20' O.C. at Hol Rolled : v see . " _- enin Field notch Panel , - at Head Tnm �/ / / _�-. / ' g.n m c ; at 20" O.C. at Cold For OR Fastener $207 12-24 x-1 '� •• Pancake DPS at 20. O.C. of • .Hot Rolled for details. t ,For Optional' Channel Closure Trim 1 j' Opening Width - Do not cut or IJete: All trim is to beNote- remove bock leg installed BEFORE blanket insulation is applied to watts - • - _ .+ _ •, - + Jif /i i / see PW06028 Bend 1�' Tab 13• down 90 degrees Note, Panel position is shown with .n 'c Bead of HW540 Tube Caulking from Header to Sill (see section) - - / / / ® r® /�' // /� i v x Bead of HW540 Tube Caulking from Header to Sill (see section) - Opening Panel Rib and 0 enin on 1'-0 module. ru Location of Rib may vary depending an + n r O -' Jamb Trim F462 Jamb Trim F482 1' Lap with (2) i Fasteners X14 d' x _ / is / -,. / / ;� c + " O Jamb Trim F482 �• Jamb Trim F482 . 1• Lap with (2) Field Cut _ the Opening Width and location. Field and Remove • measure before cutting Panel and Trim. a` _ or Alternate F484. or Alternate F484 - }�- Pop Rivet Typ of Head, Sill &Jamb ® Head Trim F481 / / Caulk with HW540 ' .- r �` •- or Alternate F484 .or Alternate F484 ' Fasteners 14 x # J` (�• Pop Rivet Typ at +, - ' End -Cut Deloil (Viewed from top of Head Trim) ' a, - Q Trim when required. Field notch as req'd. J • = at these edges See PW06027 i x ! Head, Sill & Jamb Trim when required. ati K See .• PW06029 Wall Stitch Screw See 14 at 12• PW06030a - 3-- x j• O.C. at Panel Rib (2) Fastener 814 b- x J' Pop Rivet - of Tabs See PW06026 for Jamb Trim c after instollohon : field cut detail n II "', / / O � / t ., Jamb Trim F482 or Alternate F484 / / �+ c • . O _ 0' _ See PW06029 y ' - L •• - •.. Wall Stitch Screw • .� � _ See a ��-14 x �" at 12'• pWO6030 Field notch as req'd. q 2 Fastener 14 ( ) � x Po Rivet d` d' P at Tabs - O enin Width 1�• 0 enm Width - - P 9 . ' Field Notch and Bend 13• Tab i - _ behind Jamb Trim. Attach with Fastener #14 �• x.(�' Pop Rivet ' Sill .Trim F848 & PW06027 ,�� ♦ / / II I I I / �:i O.C. al Panel Rib '7 '� See PW06026 /' _I _ _ Sill Trim F846 - & PW06027 - ®- ® / /. - - (2) Fastener #14 - Fastener #14A g' x a' Pop Field cul Panel Rivet at 20- O.C. at Cold, Form {, .- o - t o Head Trim F481- 1� Opening Width 1�• - z {}' Pop Rivet - . OR - • . (2) Fastener ®14 - See PW06027 for Jamb J -• , Field Cul at Corners Fastener 207 12-24 z 1 • - L 1 �• �' Opening Width _ 1 x Po Rivet �• 1� P Trim field eut,.detail and Remove • Opening Width + 3' Pancake DPS of 20' O.C.'at Rolled r ,Field Cut of Corners Jamb Trim F482 or Alternate F484 a+ I II •, . _ -- Opening Width + 3' t Hol ., and Remove c - Opening Width +• 6' (+1' Lop. when req'd) . Opening Width + 6" (+1• Lap when req'd) 1 • Note, Panel position is shown with .Fastener �14A ,• x a' Pop o Panel Rib and Opening on 1`-0 module. Rivet at 20' O.C. at Cold Form ll Width Note: All trim is to be Location o1 Rib may vary depending on. ♦ installed BEFORE blanket the Opening Width and location. Field Note: All Width OR - Fastener ¢207 12-24 z 1�• trim is to De " Note: Field measure Opening trim is to be - Note: Field measure Opening ffln��M.11,e,'l •1 BEFORE blanket and Height belore making field cuts insulation is applied to walls measure before cutting Panel and Trim. installed Fnsulotion BEFORE blanket and Height before making field cuts - pancake DPS at 20. O.C. at n is applied to walls and adjust cut dimensions accordingly. - - is applied to walls. and adjust cut dimensions accordingly. �-• Field tut Panel Hot Rolled - o AL i - t i ISSUE DATE DESCRIPTION BY CK'D DSN << r EMPIRE' STEEL' B U I L• D I N G S A 2/14/17 FOR CONSTRUCTION PERMIT PNR` PNR MTR :• �, ." _" 5230 CARROLL,CANYON RD -# 300.. , �, ,• ,4 ,, SAN DIEGO, CA 92121 ?- STANDARD -4 SIDED` FRAMED OPENING DETAIL5-(PBR.WALL-PANEL) �,� s ,,, �' • , '' PROJECT: z 'SCOTT ROBINSON C64613 ! CUSTOMER: f SCOTT ROBINSON OWNER:` SCOTT ROBINSON # eb 16, _'r• • '' •' LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER o� r].ISSUE 2/14/17 N.T.S. 1 a 15—B-69670 DET10 - A PBR Wall Panel - Four Sided Framed Opening PW060: Sill Trim Installation Jan'12 I -Note- Field measure Opening Width + 6' (+1' Lap when req'd) ►_ * penin6) Width and cut Sill *Opening Width + 3' Trim to required length. 1r -Opening Width 11 *Field Cut Remainder and Remove Sill Trim F848 Top Yew Jamb Trim F482 or Alternate F484 e Field cut 2" tab and bend up 90 degrees under Sill Trim Field cut and remove �- Do not cul or remove Sill Trim face of SRI Trim. See F848 Corner Detail. Note, Jamb & Head Trim are to be installed BEFORE blanket insulation is applied to walls Note- Panel position is shown with Panel Rib starling 6" from Steel Line and Opening on Caulk with HW540 at this 1'-0 module. Location of Panel Rib may vary edge after installation depending on the Opening Width and location. Field measure before cutting Panel and Trim. Corner Detail Field cul Panel Jamb Trim F482 .. or Alternate F484 O Field cut 2' lab and bend up 90 degrees i l - under Sill Trim ` (2) Fastener #14 2 d" x fls" Pop Rivet o. I I I of To c .jt n f Sill Trim F848 a r r mss, a a N f F ✓ .dE �� : th" J. 01 (2) Fastener #14 Pop Rivet of Corners y Opening Width Opening Width + 3' Opening Width P•s PBR Wall Panel - Four Sided Framed Opening PW060: Head and Sill Trim Installation jan -12x( PBR Wall Panel Wall Member Screw 12-14 x of 5"-7"-5' O.C. al Cold Form OR 12-24 x _ at 5"-7'-5' O.C. at Hot Rolled Wall Stitch Screw }"-14 x d" J at 12' O.C. at Panel Rib / Wall Member Screw J 12-14 x _ dt 5'-7--5' O.C. of Cold Form OR 12-24 x _ at 5"-7'-5' 0. C. at Hot Rolled PBR Wall Panel -� Jamb Trim F482 and Alternate Jamb Trim F484 Front View Right Jamb Trim as 31" Opening Width 31" Fastener #14A a' x r Pop Rivet (Cold Form shown 1' Lap .with Hot Rolled similar) OR PBR Wall Panel Fastener #207 12-24 x 1I", J� H W540 "Optional' Channel Closure Trim Channel Closure Trim See PWO6028 for details. Caulking . -Fastener #14A d' x i' Pop• ivel at 20' O.C. of Cold Fori OR Fastener #207 12-24 x 1j" Pancake DP5 at 20. O.C. at Hot Rolled "Optional" Header Channel Closure Trim (Cold Form shown See PW06028 for details Hot Rolled similar) 'Optional" Channel Closure Trim Sill 18 See PW06028 for details (Cold Form shown Hot Rolled similar) Fastener #14A }' x �" Pop-/ Rivet at 20. O.C. at Cold Form OR Fastener #207 12-24 x 1j" Pancake OP5 at 20' O.C. at Hot Rolled Note" All trim is to be installed BEFORE blonkel insulation is applied to walls PBR Wall Panel - Four Sided Framed Opening Jamb Trim Field Cut Details Alternate Jamb Trim F484 Jamb Trim F482 jQp View Tea View Field Cut and Rem n Side View at Head Trim I I t g x Field cul 2' �_ tab and bend up 90 degrees t7 to it under Sill Trim Side View at Sill Trim Note: Field measure Opening Height before making field cuts and adjust cut dimensions accordingly so that Jamb Trim fits to Heod and Sill Trim. ut and remove _mainder of front fold (2) Fasteners #14 }" z J' Pop Rivet at lop l' Lap when required. Field cut and notch as required. Field cul 2' lab and bend up 90 degrees to fit under Sill Trim shown Lett Jamb Trim opposite hand PBR Wall Panel - Four Sided Framed Opening "Optional" Channel Closure Trim aeenina Width + 7' /a1" Inn .-h-n —Al Channel Closure Trim at Jambs - 33" Field cut and remove j2j' Field cut and remove 1" Field bend 1" tab up 90 degrees Channel Closure Trim of SIII as shown of Header similar End Cut Detail ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT PW06028 1' Lop typ of Head, Sill & Jamb when required. Field cut to length if req.d and notch. Inel Closure Trim Piece F981 - 8' member F2994 - 8}" member F2991 - 8j' member F2992 - 8}" member F982 - 10' member F2993 - 10j" member F169 - 12" member F2995 - 12}" member Note: All trim is to be Red BEFORE blonkel insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Four Sided Framed Opening Jamb Trim Installation 31" Opening Width 31" Fastener #14A a' x r Pop Rivet (Cold Form shown at 20' O.C. at Cold Form Hot Rolled similar) OR PBR Wall Panel Fastener #207 12-24 x 1I", J� Pancake DP5 at 20. O.C. at _. "Optional' Channel Closure Trim Channel Closure Trim See PWO6028 for details. See . (Not by Bldg Mfg) Field flatten Trim leg when required Blanket Insulation PWO6030 �_ (Header to Sill) - Alternate Fastener #14A J" x a' Pop Rivet Note, Panel position is shown with at 20" O.C. at Cold Form Note* All trim is to be Location of Rib may vary depending on ' OR the Opening Width and location. Field i insulation is applied to walls. measure before cutting Panel and Trim. Fastener #207 12-24 x 1]" Pancake OP5 at 20' O.C. at x Hol Rolled - 0 Channel Closure Trim See Channel Closure Trim PWO6029 See ( PW06030 a n Channel Closure Trim " Channel Closure Trim at Jambs - 33" Field cut and remove j2j' Field cut and remove 1" Field bend 1" tab up 90 degrees Channel Closure Trim of SIII as shown of Header similar End Cut Detail ISSUE DATE DESCRIPTION A 2/14/17 FOR CONSTRUCTION PERMIT PW06028 1' Lop typ of Head, Sill & Jamb when required. Field cut to length if req.d and notch. Inel Closure Trim Piece F981 - 8' member F2994 - 8}" member F2991 - 8j' member F2992 - 8}" member F982 - 10' member F2993 - 10j" member F169 - 12" member F2995 - 12}" member Note: All trim is to be Red BEFORE blonkel insulation is applied to walls. Note: Field measure Opening Width and Height before making field cuts and adjust cut dimensions accordingly. PBR Wall Panel - Four Sided Framed Opening Jamb Trim Installation STANDARD 4 SIDED FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B-69670 DET11 A C6413 Me%'�ouimi eb 16, 2017 Jamb Fastener #14A a' x r Pop Rivet (Cold Form shown at 20' O.C. at Cold Form Hot Rolled similar) OR PBR Wall Panel Fastener #207 12-24 x 1I", J� Pancake DP5 at 20. O.C. at _. "Optional' Hot Rolled Channel Closure Trim See PWO6028 for details. Double Sided Tape }- . (Not by Bldg Mfg) Field flatten Trim leg when required Blanket Insulation }" Bead of HW540 Tube Caulking �_ (Header to Sill) STANDARD 4 SIDED FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B-69670 DET11 A C6413 Me%'�ouimi eb 16, 2017 PBR Wall Panel J� Field Cut Wall Panel yotz;Terminote Blanket Insulation of capillary lip of Jamb Trim Field flatten Trim leg when required ODening Width Jamb Trim F482 (shown) or Alternate Jamb Trim F484 - Alternate Trim F484Trim F484 Profle Note, Panel position is shown with Panel Rib and Opening on l' -O 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 4 SIDED FRAMED OPENING DETAILS (PBR WALL PANEL) CONT. EMPIRE STEEL BUILDINGS 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICO, CA 95973 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 2/14/17 N.T.S. 1 A 15-B-69670 DET11 A C6413 Me%'�ouimi eb 16, 2017 Knock Down Walk Door With Jamb Extensions pagAC05131 PBR Wall Panel - Walk Door $ Glass -Front Walk Door P PW0902; With Low Girts Attached to Door Frame Mar'16 oz a Rev Trim Installation with Field Notch Panel at Head Trim Ma 14 x 0 GirlJamb Extension $L r.< Nole: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 Ba (See AC05138) n 9B with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. See Note 0 0 Jamb Door Frame Jamb c 'o Door Width + 61" (+ 1'-6 for each SideLite) Extension Jamb -. Extension Fastener #12A I '� `o 3 1j Door Width + 31" (+ 1'-6 for each SideLite) 1j" 12-14 x 1" Pancake SID o y See PWO9023 Door Frame Jamb W/O Washer I c o -o H & PW09027 Low Girt A , Walk Door Clip (10 Req'd) N •n 3 (WDCB,WDCIO,WDC12) o - o Jamb Extension Isometric _ Walk Door Angle (WDA) HW9582 for 8}" Door Frames See Detail B. Used to Head Trim F481 TR\ Brace Strike Side of Door HW9876 for 10}" Door Frames See ` Field cut Jamb Hien low Girt al HW9877 for 12}" Dow Frames I PWO9030 a Girt Elevation 2'-6" lhru 4'-6" or PW09032 is not Present Attachment to - _ Fastener $14A d" x g' I Concrete not not by Note: o Pop Rivet at 20" O.C. ' e Metal Bldg. Mfr. If Girt has a 3r Flange Field oa Notch Jamb Extension Channel to Clear Girl lip. Do not Notch in li . 0 3 a P Framing Elevation 'i o c^' }• Bead of HW54_ Tube Caulking I c Q = I from Header to Floor (see section) a 3 y `oo Low Girt Fastener 112A SL Girto c oo Jamb Trim F482 Jamb Trim F482 Field cut at 12-1 x 1" Pancake I 'n I or Optional F484 or Optional F484 Door From e Jomb SD W/O Washer (lat Each Girl e Flange) ,o See o PWO9029 or PWO9031 Door Frame Door Frame Jamb HeaderII ,. Section B Finish Floor Line + Section �~ Fastener #12A Walk Door Clip t� Door Width (+ 1'-6 for each SideLite) 1} ` 12-14 x 1" Pancake (WDC8,WDC10.WDC12) - - SD W/O Washer (two per Each Side of (2) Fastener JIB - Door Width + 3j" (+ 1'-6 for each SideLite) Strike Side of Dow Frame }-14 x 11' SD W/O Washer Jamb leg)' WDA .Note: All trim is to be Note: Field measure Door Width and Strike Side of - Walk Door Angle installed BEFORE blanket Height before making field cuts and Dow Frame Jamb Detail insulation is applied to walls. adjust cul dimensions accordingly. STANDARD WALK DOOR (KNOCK DOWN).WITH PBR WALL PANELS PBR Wall Panel - Walk Door $ Glass- Front Walk Door PW09023 PBR Wall Panel - Walk Door $ Glass -Front Walk Door Po PW09024 Field Notch Panel at Head Trim Dec '111 x00 Trim Installation with Field Notch and Bend Tabs at Head Trim Ma '14 x 01 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Note: Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PW09023 Q$ with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. QB with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PWO9025. a a0 Ci Door Width + 6)" (+ 1'-6 for each SideLite) c 0 3 11" Door Width + 3j" (+ 1'-6 for each SideLite) 1i" Panel Rib o ao See PW09025 Door Width + 31" - s o °o `` & PW09027 - _ (+ 1'-6 for each SideLite) c o m o o Door Width + 3?!" Door Width (+ 1•-6 for SideLite) }• n 3 + 1'-6 for each SideLite) 1}• each - Door Width - Field notch Panel Head Trim F481 Field Notch and I'-6 for each SideLite) 1}" of Head Trim See Bend 1 TaD PW09030 or PWO9032 behind Jamb Trim. Attach with Fastener B14A 14 x Pop c .Fastener Pop Rivet at 20" O.C. Rivet. See PWO9025 for i details. teed Trim F481 o Caulk these ed 9 es`-. I 'n Y = I c : I tion. c ; N c I from Header to Floor (see section) See PW09027 for Jamb Trim ' I o 3 I lmstalla j., c 0 o Jamb Trim F482 Jamb Trim F482 field cut detail I n I or 0 lienal F484 or 0 lienal F484 P P o^o r Jamb Trim F482. i w o c 11 1 1 or Optional F484 nC5 I � .! PSee W0�9029 I q'r j I or PWO9031 Fastener 814A }" x Field cut Panel Pop Rivet at 20" O.C. ' • Finish Floor Line ` 1} Door Width (+ 1'-6 for each SideLite) 1}" ' Door Width + 33"(+ 1'-6 for each SideLite) Note: Panel position is shown with Panel Rib and Door on 1•-0 module. . Note: All trim is to be - installed BEFORE blanket Location of Rib may vary depending on the Door Width and location. Field Note: All trim is to be - Note: Field measure Door Width and • insulation is applied to walls. measure before cutting Panel and Trim. installed BEFORE blanket Height before making field cuts and insulation is applied to watls. adjust cul dimensions accordingly. ` ISSUE DATE DESCRIPTION BY CK'D DSN � EMPIRE STEEL BUILDINGS • ` A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD.# 300 SAN DIEGO, CA 92121 JCM13 PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON LOCATION: CHICQ 95973 _ CAD DATE CNP.. eb 16, 2017 E SCALE PHASE BUILDING ID JOB NUMBER .SHEET NUMBER ISSUE � 2/14/17 N.ts. 1 A 15-$-69670 DET12 A PBR Wall Panel - Walk Door & Glass -Front Walk Door PW09025 PBR Wall Panel - Knock Down Walk Door PW09031 PBR Wall Panel - Knock Down Walk Door P PW09032 PBR Wall Panel - Walk Door $ Glass -Front Walk DoorP PW09027 IDec'11 00 Ia" Mar'15 02 Mar 15 02 °°`• °� Dec'11 00 Field Notch and Bend Tabs at Head Trim Jamb Trim Installation Head Trim Installation Jamb Trim Field Cut Details & PWO99025. 3 T. can be done by Field Notch Panel as shown on PWO99024 Inield , &2 w�2n Field' Notch and Bend Tabs at Head Trim as shown on PW09024 & PW09025. Notch HW54_ Girt I I I I -II—II—Ij Door Width + 6}' (+ 1'-6 for each SideLite) . i}, Door Width + 3}" (+ 1'-6 for each SideLite) 1}" Urethane Tube Sealant 3"0 Bead Header to Flow PBR Wall Panel - ' RA1 Sheeting Angle L12-14 Fastener g17A_ - Oolional Jamb Trim F484 Jamb Trim F482 - From Dose 7•-6" girl x 13" SD W/Washer To, View Too View Field notch of girt and baa se member, _ at V-0" D.C. - Head Trim F481 attach with (2) Fastener 12A 12-14 x 1" - _ _ 4a. Pancake SD W/O Washer �° at each member Fastener $17A ' Front View Walk Door Jamb fastener ®14A x 8" Pop 12-14 x i SD W asher _ as o End View See End Cut Detail � Rivet SS of 1'-8" O.C. (Profile may vary) t t Fastener 14A a x Po of 5"-7"-S" 0. C. 9 P Rivet SS at 1'-8" O.C. Z o y o y Field Cul and Remove 1}� Opening Width Double Sided Tape c " 0 0 Do not cut or Note. All trim is to be (Not by Bldg Mfg) 3 3 3 u I 3" Walk Door remove bock leg installed BEFORE blanket Blanket Insulation 2" Glass -Front Door insulation is applied to walls _ Bend 1}" Tab 13 down 90 degrees Note: Panel i�� Cut and remove �. positionis shown with Panel Rib and Door on 1'-0 module. remainder of front fold Location of Rib may vary depending on Field Cut the Door Width and location. Field \ - Head Trim F481 and Remove measure before cutting Panel and Trim. \ field Cut Wall Panel Walk Door Header End Cut Detail PBR Wall Panel \— •--� (Profile may vary) (Viewed from lop of Head Trim) Panel Ribc - o 1>7 - Side View at Heod Trim p Door Width + 31' NDtg:Terminate Blanket Insulation - o o = '^ (+ 1'-6 for each SideLite)1}" Door Width + 3}" _ at capillary lip of Jamb Trim . c Y ao `o 0 3 (+ 1'-6 for each SideLite) Door Width 1}. Door Width o 3° 3 0 ^ oa (+ 1•-6 for each SideLite) 1}" Field Flatten Trim leg when required o o c Field Notch and Bend 1}" Tab o behind Jamb Trim. Attach with c H ;, Door Width + 3}" JomD Trim F482 (shown) i •^ n •n - - IL. ---.II ' ? o Fastener 814 �" x {}" Pop Rivet o y / / or Optional Jamb Trim F484 c Finish Floor Line Head Trim F481 o I . � Finish Floor Line / I See PW09027 for Jamb �J a Trim field cut detail Y o / Trim F484 Profile Side View at gill Trim Jamb Trim F482 �j 3 " I or Optional F484 I ^ a I II I III o / v I Note: Panel position is shown with Panel Rib and Door on 1'-0 module. Note: All trim is to be Rib Note: All trim is to be Jamb Trim F482 and Field measure Door Hei ht before CIDtlanal Jamb Trim F4$4 9 Fastener �14A �" x �' `Field cut Panel/ Location of may vary depending on installed BEFORE blanket the Door Width and location. Field installed BEFORE blanket` insulation is applied to walls. making field cuts and adjust cut dimensions front View Pop Rivet at 20 O.C. I i insulation is applied to walls. measure before cutting Panel and Trim. • accordingly so that Jamb Trim fits to Head " Right Jamb Trim as shown n Trim & at 1 below Finish Floor Line. Left Jamb Trim opposite hand a. STANDARD WALK DOOR (KNOCK DOWN) WITH PBR WALL PANELS t - � ' ISSUE DATE DESCRIPTION 8Y CK'D DSN EMPIRE' STEEL BUILDINGS • A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD # 300 SAN DIEGO, CA 92121 C13 60 - PROJECT: SCOTT ROBINSON- CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON�� ` eb 16, 2017CNiL LOCATION: CHICD, CA 95973 CAD DATE SCALE PHASE BUILDING IDJ08 NUMBER SHEET NUMBER ISSUE � 2/14/17 N.T.S. 1 ' A 15-B-69670 DET13 A Ba - Wait Girt v v A A W455 Pmtl ethane ne + / / ^ HWith Urethane • , 5UT Tubebe Sealant IIW54_ / , Each Sale + Faslmer /17A " 12-14 s Ir SD W/Washer at S,rS o-G i B a -2 Urethane Tube Sadant HW54_ Urethane Tube Sedant Outside Conto,woua Around of Panel Dose Horizontal Slide Window Single Hung Window 1154- / Fostmer /12A Q 12-14 1' Pancde HD Jamb Fn E91 SD W/0 Wisher - (2) Per Window (i) of Each Gat and43 u s BoMember Window unit d d5 (Net. NN.--�nsubte`d 3 SnoP-On Trim E86 Glom Stwwn> / (2) per Window iastenv p2A _ _ 12-14 • 1• Pancake HD Sit W/O Wbshv amain. /� Rel vis �um (1) t Each Comer to .. Secure the Wind- to the Jamb Stiffener " X Fixed Window •Vinyl Insaatim Retainer e a '' (FW2056, FW2060. FWW40. Fw4D40) a V03 is optional and is T of provided untese Wind- Janna Seffmer - specified an he cods, F164• Hmirmtd Side - Fixed Window documentssWind- Widow Jamb Slif env (FWI070. FW2070) 1`164 12-14.I F�Wer fVinyl insulation /IVmherer Retainer vat s - - - at 5•,T,5' 0.0 Inside Panel Closure WWI GW ' . MW455 With Wethans .. . _ Tube Sealant HW51_ • _ Bax Member Installation Notes: PBR Wall Pana . • -bed cut at Window Opining - Widow pmb Ms we designed fm Installation at me)x panel Ass only. Typically Windows me Fostmv f17A located between the 7-6' girl and the basd'ux of the applicable walk 12-14 s 1(• SO W/Washer _ Windows me typically packaged with two PBR Jamb Fina E91 that orenot installed an the ' • - .. window unit. Prim to window installationbefell the jamb fine Into the <dfuded goaw:e an each _ side of the window by didin g the 1n In from the bellows of the window. The jamb fin st-ld Section B Head/Sill and flush with the lop of the Window head fn. As the Wall panels at katalled, locule the )-b stiff.— at the wall panelmap ribs of the ® Fatener f17C • r d<ah<d window location Attach the jamb stiff— to the ghl chat box member with 12-14 s Sit W/WOehw - Faaslme, #12A.sen Jamb Sliffmv/Wndow Isometric Locale and mask wind- opening from the Jamb Stiffener /Window Isometric at Each ane outside of the building. see Panel Cutout table Ian cutout width and height. Make sure the panel cutout height is cared and the panels me cut sgume. Push the window up until the Window Unit PA4 windowhead =facts the upper wall panel& Make sure the window is square and le J. Attach (F.M Nm-Th<rm°I li• , 2((• 14 go. Angle window unit with jamb fano installed to the jamb stiffeners with Fostmer 112A at each comm - Oam Shown) - 'Baseline . Apply Urethane Tube Sealant HW5/_ to both job fins, see Jamb SUffener/Window Isometric Apply Urethane Tube Sealant HW51_ to both sides of the inside panel erasure arcWen the Wethask Tube Sealant - - -- eosures between the wall panel and Wu stish at the window head and 0. See Section B. � n. J's Yasmry Anrhm _ . HW54_ at Window Opening a at Each end (not by Alto ch window head and s0 to wall panels with f17A Fasteners at a 57, 7, 5. O.G. see Wall Girt • Field Trow Bad leq as Metal Dldg Mir.) Fastener Spacing at Window Head and Sia. Nolc Fostenaa we natured from the inside o1 the Face to Face o1 Jomb Stiffener = - , building at the window s9winf s . Attach wall panels to o, )°cub %yonb stiffenv Vi s with Fmtm•n Insulation Requied to Clem Pmtl , 117A of 1•-tY O.C., see SectionA Retainer V03 Nominal Winrow Width - �• Notch _ • . Apply Urethane Tube.Sealant HW54- along both sides between the window jambe and the well PBR Jmnb Fin .. , Vinyl Blanket insulation" - • ` _ panel to dose my gaps. From the onside apply a continuous bead around the outside of the E91 Strip J• of nwbtion From Section C — SIIIa of Baseline �r . panel profile at the panel base, see Section B. - Wind- J-1, StifF*4 Veno CuVapor anier and Attach to (Inside)' - - - • • ' , • •T *• Instafl Snap-On T,iFi EBB at each jamb. Urethane Tube Sealant (inside) - Window Head fn , (Outside) HW51_ V yl Insulation Relate Nolan � The optimal Vinyl insulation Relater V03 inn be installed before or after the window is- installed. Install the retainer into the grove an the far interim sides, see Sections A and B. Doubt Face Tape" , Notch back the longue of the retainer at least ,(• an both ends of either the horiamfal or PBR Wall Panel (not by Metal Bldg Mf,.) 2}•_ I 7 I g• I 7 I 5• I T I 2f• vertical reld ers, this w0 allow the retainers to oKAep at the las earners. Fmtenv f17A 711"N—ial 12-'4 i'(� Fastener S ocin at Herod and Window Sill 4 W/Wo3is, of 1' P g - Panel QItwt Panel Cutout Snap-On Tri„ Note: Fastener lacaliun shown Is Ian the window head. Imlmera me Horizontal Slide Fixed EBBtout Width - Insulation Section of Window Head ' installed ham the Wide at the winds. M. Cutout Height Window ID Cutout WidthCutout Height dow Widal - 2 1 l'-6 • FW1070 0'-10' 7- Normal Window Width VInjI Blantel insulation 2'- FW2056 1'-l0• 5'-6 Ship J o1 M.1 t- from J'- FW2060 1'-10• 6'- ! Vapor Barrier and Fold Bad 4- FW2o7o r-,o r- Section A =Jamb PBR Panel Ower and Attach to Window 3'- FW3040 2'-10• 4'- Jamb StiHana F164 - - 1'- iW4010 J'-10• 4'- Window SW Fa, - Window Jamb Stiffener' F164 3- (') D'inanaim h hon baseline D.W -Face Tape 7-0 • (net by Metas Bang Mf,.) (Inside) _ 3' -0 4'_01- Vinyl blanket Insulation Single Hun - Strip J• of Insulation From Cutcut Vapor Barrio and Attach to ... _ Winrow SW fin. - _ Deta 3•- Double-Face Tape - '• 1.- wind shown me la and Lineal Bide - at by Metal Bldg Mfr.) ) Windows. Single sung and shim window (Onside 5- installation rolo6s ase simias. Insulation Section at Window Sill Insulation Section at Window Jamb ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE' STEEL BUILDINGS A 2/14/17 FOR CONSTRUCTION PERMIT PNR PNR MTR 5230 CARROLL CANYON RD # 300 ' • SAN DIEGO, CA 92121' PROJECT: SCOTT ROBINSON CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON Non Thermal Window (C225) Installation Details Palle LOCATION: CHICO, CA 95973 AC08310 CAD DATE SCALE PHASE BUILDING ID JOB NUMBER FSHEET NUMBER ISSUE Horizontal Slide / Single Hung / Fixed Glass `• oa(E Rev r PBR Panel With Jamb Stiffeners Au '15 00 2/14/17 N.T.S. 1 A 15—B-69670 DET14 A 646!3 ** Note: Sizes Of Fillet Weld O _C—,A�-<>3/8" Thk For Web—To—Flange Weld © L 2 or Some As Web Flange Thickness Bottom Flange ' Edge � Typ � © L 2 5 3/8" Thk 9 TillCkneSS 3/16° 1/4" To 1/2" Over 1/2" Joint Some As Q NOTES: o Bottom Flange b 10 Go & 3/16" 3/16" See Note 2 Side Both THK. WELD SIZE © 1/4" 3/16" See Note 16 Go 1/16": 0.0625 inch 0 5/16- See Note 1 4" 2 a Some As / / 14 Ga 5/64": 0.0781 inch ® - 1 12 Go 7/64": 0.1094 inch 2-24 Conn Plate a 3/8" 5/16" 10 Go 9/64": 0.1406 inch , 4 Q ©b Typ ® © Over 3/8" See Note 3 T At ® <3/8° Thk Q 2 3/8° Thk o bt 5 3/8° Thk or Webs „ or ® Notes: T1 UV �`' T -}�� 3G8" Thk L 2 2 ® ° i -PI -L {z 3 g" Thk ®. ' 3/8° Thk} z B TSM 1.) 3/16" Flanges Are Not To Be Used -For Web rK—�.3" BGTSM <3/8" Thk Thickness Of 1/4" Or Over Unless Specified TYPICAL COLD -FORMED CONNECTIONS ® b or ® By Engineering. ®�z 3 8" Thk 2.) Weld Size Equals To Thickness Of Web Or ® BGTSM See Note 5. Q <3/8" Thk ® L 2 5 3/8° Thk or ® 3.) For Web Thickness Over 3/8" All Fillet Sizes L 2 Below 3/8" The Material Q ® Are To Be Specified By Engineering. Has No Joint T---��z 3 8° Thk Q BGTSM 4.) Weld Both Sides Of Web To Flange 3 Q © Beyond Both Ends Of Bracket. Typ © L 2 WeldInt3-6 (Z,2 1/2" 5.) Flange To Flange Or Flange To Connection a „ Typ At - © Q 'L 2 Over 24' Deep Webs Plate Weld Sizes Are Determined By The © Webs „ o Q 2 1/2" Following Criteria: ® Typ T FI Brace CII tf < 3/8" 3/16" Fillet < 3/8" Thk < 3/8" Thk © TYP Q Typ © ��� 3/8" < tf <_ 3/4" With 1/4" Fillet Tr ® or z © t > 3/8" N With 5/16" Fillet BGTBSMThk' \ z BGBTSM Thk Interior Wide FlanOe f / / Base Plate Q Weld Need Not Exceed Thickness Of Thinner r Part Joined. 6.) Weld Size Is To Be 1/16" Less Than Q Thicker Plate,- But Not To Exceed Thickness Of < 3/8" Thk; ©� © © Q L 2 Thinner Plate. z 3 8" Thk V® °1r < 3/8" Thk < 3/8" Thick T� © M © L 2 7.) Opposite Side Weld Length To Be T °r or (5�" o Dimemension Plus 3 Inches, and b Dimension BGTSM �� /] or - - 11 �1'A„ -z 3/8" Thk ® z38" Thick Plus 3 Inches. / BGTSM b X © © L r ® Typ Q Q L/2 ® X Typ Q b Built -u ,. X Note!! i o Q Only #« ® Notch > BGTSM =Back Gouge ® © L 2 Typ © © 3/8" Typ To Solid Metal (Typ. ZGsMThick�—or —� Q L 2 © Tical Stiffener Detail < 3/8 Thick 5 © ) Typ SECTION A—A Notice Revised 4/25/08 Typ ° Q ` © This Drawing And The Information Contained And/Or Depicted O Typ ® hereon, either expressly or implied, is CONFIDENTIAL AND Backing Ring- PROPRIETARY and ma not be reused, reprinted, distributed ® [% © Some Mloten.I or otherwise disclosedy �� 3/8" Thick Typ O< 3/8" Thick '{As Pipe or ® z Thick °r (((�T ® Z B Bs Thick ® �. W— 1./ W E L. D DETAIL SHEET © b Straight Column Column Tie 22 .' Q Interior Column Conn Plates , 0N L2 ov L/2 _ Q Typ ISSUE DATE DESCRIPTION BY CK'D DSN EMPIRE -,STEEL BUILDINGS ' A 2/14/17 FOR CONSTRUCTION PERMIT PNR' PNR MTR Typ ® ® O�< 3/s" Thick - - 5230 CARROLL CANYON RD # 300 t SAN DIEGO_ CA 9_2121 - Tor ® z 3 8" Thick , PROJECT: SCOTT ROBINSON C6013 BGTSM . _ _ + CUSTOMER: SCOTT ROBINSON OWNER: SCOTT ROBINSON�� Straight Column Tie 1Column Tie 1 LOCATION: CHICO, CA 95973 eb 16, 2017 CAD DATE SCALE PHASE BUILDING ID J08 NUMBER SHEET NUMBER ISSUE CSL ' 2/14/17N.T.S. 1 a 15—B-69670 DET15 A