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HomeMy WebLinkAboutB16-1274 000-000-000-Y 1 S B�t/�i�IT�f�.'Ey NCHO , - WVl�l 0" ineering, Inc. ;, - AUG 10 201W DEVELOPMENT STRUCTURAL CALCULATION_ S SERVICES Rancho Job #16-085 RK -1a 7q for Carlisle Shop { 1034 Middlehoff Ln. • Oroville, CA Calculation Index: Page # ','ILt;'EQ a 0 CODE COMPLIANCE • Project Layout 1 • Footing Analysis F1 -F12 AUG •18 42016 •0 Anchor Bolt Design AI31-A68 • Hairpin'Analysis H1 BUREAU VERITAS NORTH AMERICA, iNC. r Revision Summary: Rev. 1 07/21/16 Plan Check #1 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 Im i7 F2 G El F3 F4 FS F6 JOB NUMBER: 16-085 5CALE: N.T.S. 5550 Skyway, Ste. G CARLI5LE SHOP CHO Paradise, CA g5�f6q I034 MIDDLEHOFF LN. Phone/Fax: OROVILLE, GA r'neering, Inca (550) 87�-3700 APN: 030-1'10-022 Fi General Footin 9 FIe .:nCASRY1Rar�cho(N0bSG1610856A 1,Carlisle.ec6 ENERCALC. INCr:19B320i6: IdAA6:1;2Z. Ver.6:.16.1.31....: Description : Ft Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 3.0 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 (p Values Flexure = 0.90 Shear Analysis Settings = 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar = ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear NO Dimensions Width parallel to X -X Axis = 1.50 ft Length parallel to Z -Z Axis = 1.50 ft Z Footing Thicknes = 24.0 in Pedestal dimensions... px : parallel to X -X Axis = pz : parallel to Z -Z Axis = Height = Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcin 3.0 in Bars parallel to X -X Axis Number of Bars = 3.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 3.0 Reinforcing Bar Siz( _ # 5 Bandwidth Distribution Check (ACI 15.4.4.2) X11111 ;:'::<:,3aso`'.'F:=; IIIIIII IIIIIIII `- ;?,.S _q rs7f= 1111119 Direction Requiring Closer Separation n/a # Bars required within zone n/a s ^ # Bars required on each side of zone n/a X111111_ I I IIIIII�IIIIII 1111 19111 1111111 Applied Loads D Lr L S W E H P: Column Load = 0.20 -0.30 -0.10 -0.80 -0.10 k OB : Overburden = ksf M-xx M-zz V -x V -z k -ft k -ft k k r; P� r-2 General Footing asLtwsw>ca 1,garllsieec6 ENERCALCANCM983-2016::Build:616:1:27.Ver&16:131.:: Description : F1 DESIGN SUMMARY :. ' ,.: - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.2526 Soil Bearing 0.3789 ksf 1.50 ksf +D+L+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 1.066 Uplift -0.480 k 0.5115 k +0.60D+0.60W+0.60H PASS 0.001560 Z Flexure (+X) 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.001560 Z Flexure (-X) 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.001560 X Flexure (+Z) 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.001560 X Flexure (-Z) 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi n/a PASS n/a 1 -way Shear (-X) 0.0 psi 82.158 psi n/a PASS n/a 1 -way Shear (+Z) 0.0 psi 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a . PASS n/a 2 -way Punching 0.0 psi 82.158 psi n/a General Footing ::. ; File=\ICASlEYIRarigho(R)gobs120161085CAF71Cailisle.e66 _ .. g. ENERCALC,.INC.,1983 2076; Bwld 6,16:1:27, Vkl 616a 31.;. 0.0 Description : F2 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 ., Load Combinations Used: IBC 2012 ` General Information ' Material Properties Soil Design Values f : Concrete 28 day strength = 3.0 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 Analysis Settings = 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No , Use Pedestal wt for stability, mom & shear , No Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Z p . Footing Thicknes = 36.0 in Pedestal dimensions... _k mill 6 x ' px : parallel to X-X Axis = in pz :parallel to Z-Z Axis = in ? . Height = • . in , 0 a ; Rebar Centerline to Edge of Concrete..." k! M at Bottom of footing = 3.0 in Reinforcing s' w Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 5 IIIIIIII— ` _; IIIIEIIIIIIII 19111 ,:;-�:;: `'?°•:-,'` ' ` —MVI Bars parallel to Z-Z Axis, r? IIID 'r •,,,:. .�. N = Number of Bars 8.0 1111111 ::i; :,:i:: r:IIII�VIIII IIVII�I :;:i::. `, •, ^��, :;i::. IIIIIIII `'; Reinforcing Bar SizE _ . , # 5 VIIVII •�' ...,:, :itlin � sy`pr;.a.aq, 1, uK,�, Bandwidth Distribution CheckACI 15.4. 4.2) ( Viiiiil V:i :,i.• IIIhIVIIIII SII ..•ii ��'i•r c,'i•; •;i•5 �,,':�•',-LP��',i.r.', IIIIIIII Direction Requiring Closer Separation n/a ::.::.:: IIIhIVIIII Hill I ' # Bars required within zone n/a b •; :,K•' '� ^' ,K(<. f(^:t:'sK •SK(ii'}:(:�j,j K�.i.;e;:�;``. aKf i(� # Bars required on each side of zone n/a IIIIIIIII-1IIIIIIII_ 1= 10, IIIIII�IIIIIIIIIIIIII II@III IIIIIIII IVI II IIIIIIII II Applied Loads t' D Lr L S W E H P: Column Load = 1.30 3.30 0.70 -4.90 -0.10 k OB: Overburden = ksf M-xx pt _ ----- --------- k-ft M-zZ V = k-ft V-x _ k V-z = k f I 'J General footing Fle 11CASEYIRaricho (Rj1lots12016108SCA 11CaAwe. ec6 _: •.. SENERGALG.INa1983 2018?.BmW.6:1&.1.71. Ver6';16i:131::.'. KW706010855 Description: F2 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6307 Soil Bearing 0.9461 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 1.064 Uplift -2.940 k 3.129 k +0.60D+0.60W+0.60H PASS 0.007140 Z Flexure (+X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 Z Flexure (-X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (+Z) 0.8550 k -ft. 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (-Z) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.2508 psi 82.158 psi +1,20D+1.60Lr+0.50L+1.60H General Footing: :,. = olswescA ,tcan�sleec6 ENERCALC, INC:19832016,'Bmld:6.16.1.27, r6.16.1.31' i0 Description : F3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information Material Properties Soil Design Values Pc : Concrete 28 day strength = 3.0 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 = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater than = ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 4.0 ft Length parallel to Z -Z Axis = 4.0 ft Footing Thicknes = 38.0 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 Reinforcin Bars parallel to X -X Axis Number of Bars = 12.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 12.0 Reinforcing Bar Siz, _ # 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 Applied Loads z D Lr L S W E H P: Column Load = 1.30 3.30 0.70 -8.30 -1.40 k OB: Overburden = _ksf _ M xx _ _---------- -- k -ft M-zz = k -ft V -x = k V -z = k y I( j� Genual Footing:F� ucaseril;�notR�y�I�osinascA nc�,l�le.�s ... •: •. ;•ENERCALC,'INC .1981201¢;:Butld.6.16.127,Ver616:141 ` #^,:;,KW -06Q1 0855 Description : F3 DESIGN SUMMARY - " - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4978 Soil Bearing 0.7467 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 1.042 Uplift -4.980 k 5.188 k +0.60D+0.60W+0.60H, PASS 0.006247 Z Flexure (+X) 0.8913 k -ft 142.659 k -ft +0.90D+W+0.90H PASS 0.006247 Z Flexure (-X) 0.8913 k -ft 142.659 k -ft +0.90D+W-+0.90H PASS 0.006247 X Flexure (+Z) 0.8913 k -ft 142.659 k -ft +0.90D+W+0.90H PASS 0.006247 X Flexure (-Z) 0.8913 k -ft 142.659 k -ft +0.90D+W+0.90H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.6726 psi 82.158 psi +0.90D+W+0.90H y General Footin N 1U,bt,VW=0fK,vo� 9 ENERCALC.,ING:.19832016 Build:6.16.1.27,.Yer616.1.31:':. Description : F4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Number of Bars = Load Combinations Used : IBC 2012 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis General Information Number of Bars = 10.0 Reinforcing Bar Siz( _ Material Properties Bandwidth Distribution Check (ACI 15.4.4.2) Soil Design Values Direction Requiring Closer Separation fc : Concrete 28 day strength = 3.0 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 Analysis Settings = 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar = ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear NO Dimensions Width parallel to X -X Axis = 3.250 ft Length parallel to Z -Z Axis = 3.250 ft Footing Thicknes = 36.0 in 1 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 Reinforcing Bars parallel to X -X Axis Number of Bars = 10.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 10.0 Reinforcing Bar Siz( _ # 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 Applied Loads D Lr L S W E H P: Column Load = 0.20 -0.30 -0.10 -4.60 -1.30 k OB: Overburden = ksf M-xx = k -ft M-zz = k -ft _.:._.......... ....... .........._..._.__....._._..- - .._...._..._.... ............. ............ – ..._..--- -- -- -- -- — V -x = k V -z = k k General Footin File=>ncasrb(R)y��o,6wa-ncafis,e�s:; , g .ENERCALC,'INC::;1983 ZOt6 Bu11d.6.16aS27 Ver6;t6-f ` KW_06010855'7.��-t.. Description : F4 DESIGN SUMMARY - . • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3026 Soil Bearing 0.4539 ksf 1.50 ksf +D+L+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 1.042 Uplift -2.760 k 2.877 k +0.60D+0.60W+0.60H PASS 0.004096 Z Flexure (+X) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.004096 Z Flexure (-X) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.004096 X Flexure (+Z) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.004096 X Flexure (-Z) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1,60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.3164 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H k General File = KcSs Rancho tR�lso1085 GA'e. 2 NERALC, N192, Build:6.16:1.27,Ver6.16.ec361 .. 0.0 6: Description : F5 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information ■ Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 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 pd Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel /o Bending Reinf. = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 4.50 ft Length parallel to Z -Z Axis = 4.50 ft Footing Thicknes = 32.0 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 Reinforcin Bars parallel to X -X Axis Number of Bars = 12.0 Reinforcing Bar Size = # 5 Bars parallel to Z -Z Axis Number of Bars = 12.0 Reinforcing Bar Siz( _ # 5 f4 d II Illlll ::;::'. IlllllN III II I� III I .. �`: �� � .,•. +�'. ti, •: I I Ilollllllll : z -esu':::':; ::': II IVIIIII IIIIIIII ,��6.i;;; <:r::: Illlllli� Bandwidth Distribution Check (ACI 15.4.4.2) �. '�� �`-i•:�"�:;.._ ..s .....,.. � `�:'� +;r;;,�_.. Direction Requiring Closer Separation n/a ` • 9"I ' # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 3.90 4.50 1.50 -11.60 -0.50 k OB: Overburden = ksf M-xx = k -ft M-zZ= k -ft ........._.._....._.....-..-- V-x = k V -z = k ■ Illlll ::;::'. IlllllN III II I� III I .. �`: �� � .,•. +�'. ti, •: I I Ilollllllll : z -esu':::':; ::': II IVIIIII IIIIIIII ,��6.i;;; <:r::: Illlllli� Bandwidth Distribution Check (ACI 15.4.4.2) �. '�� �`-i•:�"�:;.._ ..s .....,.. � `�:'� +;r;;,�_.. Direction Requiring Closer Separation n/a ` • 9"I ' # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 3.90 4.50 1.50 -11.60 -0.50 k OB: Overburden = ksf M-xx = k -ft M-zZ= k -ft ........._.._....._.....-..-- V-x = k V -z = k General Footing' He kopm"cwy�4Rl es In COI , ". - . :•... ... ...... ENERC. LC.,INC:x19832016:BuAd 6;1611927„Ver.6a6.1:31:' ' e.e e Description : F5 DESIGN SUMMARY - • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5343 Soil Bearing -0.8015 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 1.011 Uplift -6.960 k 7.038 k +0.60D+0.60W+0.60H PASS 0.01416 Z Flexure (+X) 1.485 k-ft 104.865 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01416 Z Flexure (-X) 1.485 k-ft 104.865 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01416 X Flexure (+Z) 1.485 k-ft 104.865 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01416 X Flexure (-Z) 1.485 k-ft 104.865 k-ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 2.527 psi 82.158 psi +1,20D+1.60Lr+0.50L+1.60H General Footing 0.i e Description : F6 Code References Re= nCnsEYVRwcnotR�uq�lZo,boescn-,kcanlsle.ecs ENERCALC, INC;99832016;'atiild;6i16,1:27;Ver.6.16.1:31 ' Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 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 pd Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = Analysis Settings 0.750 Increases based on footing Depth ft Min Steel % Bending Reinf. = Footing base depth below soil surface = Allowable pressure 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 = ksf Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar = ft Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X -X Axis = 2.50 ft Length parallel to Z -Z Axis = 2.50 ft Footing Thicknes = 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 Reinforcin 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 Sizf = # 5 Z Bandwidth Distribution Check (ACI 15.4.4.2) 1!=!!!!!!!! `::: Pew' :i:,_' :IhIIIIIIII 11111111- ;;;'ys:;;:<: r 1111111 Direction Requiring Closer Separation n/a 11 Ii11!111 i'` # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load = 0.60 1.20 0.20 -2.20 0.30 k OB : Overburden = ksf M-xx = k -ft M -ZZ = k -ft V -x = k V -z = k General Footin 9 ... Fle,=11CASEY1Raficho(R)yotis12016108SEA 11Carlislaec6'`^'; ENERMC ING:19832016;BwW.616.127 Ver 6:1&1.31• ; Description : F6 DESIGN SUMMARY brim =00124 Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.3853 Soil Bearing 0.5780 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 1.097 Uplift -1.320 k 1.448 k +0.60D+0.60W+0.60H PASS 0.004863 Z Flexure (+X) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.004863 Z Flexure (-X) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.004863 X Flexure (+Z) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.004863 X Flexure (-Z) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.7633 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H • Anchor Designer TM r Software Version 2.4.5673.0 Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday Page: 1/4 Project: Address: o 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com 1.Proiect information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2. Input Data & Anchor Parameters General Base Material Design method:ACI 318-11 ti . Concrete: Normal -weight Units: Imperial units Concrete thickness, h (inch): 32.00 1 ' State: Cracked Anchor Information: .^C_ Compressive strength, fc (psi): 3000 ` Anchor type: Cast -in-place 4Wc,v: 1.0 Material: AB `� Reinforcement condition: B tension, B shear Diameter (inch): 0.750 Supplemental reinforcement: Not applicable ` Effective Embedment depth, hef (inch): 14.000 z Reinforcement provided at comers: No r Anchor category: - Do not evaluate concrete breakout in tension: No Anchor ductility: Yes " Do not evaluate concrete breakout in shear: No hmin (inch): 16.25 _ Ignore Edo requirement: Yes Cmin (inch): 1.50 Build-up grout pad: NO Smin (inch): 3.00 Base Plate' Load and Geometry ,: Length x Width x Thickness (inch): 9.50 x 6.00 x 0.50 } Load factor source: ACI 318 Section 9.2 Load combination: not set r 'Y Seismic design: No w = Anchors subjected to sustained tension: Not applicable * e Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No 4 ;. ' <Figure 1> - 11600lb *• `` }J y *Ob r Y' 3� 0 ft -lb 6000 • X..�', ... .. • .. .............. ......... ... ._ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. itr; son 5'.^ny-i2::s+ar; Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com • Anchor DesignerTM Software Version 2.4.5673.0 Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday Page: 2/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: I ranchoengineedng@hotmail.com Recommended Anchor " Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0) t • L i ..... Input data and results must be checked for agreement with the existing ... ...... .................... ....._. _,.,_.....,....._____._........._.._....._................_............. •.... ._..... ........... g circumstances, the standards and guidelines must be checked for plausibility. Conti ny lor;- 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com '' Anchor Designer TNI Software Version 2.4.5673.0 Company: Rancho Engineering Date: 5/4/2016 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 1.00 3000 14.000 71268 ONwp =O (A NCIA4-)Y4C.NY'ee,NWC.NY'cv.NNb " Anchor Tension load, Shear load x, Shear load y, Shear load combined, 6. Pullout Strength of Anchor in Tension (Sec D 5 31 Nua (lb) Veax (lb) Vuay (lb) 4(V.)1*(VeayY (lb) 1 2900.0 1500.0 0.0 1500.0 2 2900.0 1500.0 0.0 1500.0 3 2900.0 1500.0 0.0 1500.0 4 2900.0 1500.0 0.0 1500.0 Sum 11600.0 6000.0 0.0 6000.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 11600 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension(Sec. D.5.1) N. (Ib) 0 ON. (lb) 19370 0.75 14528 5. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.2 Nb = 16 6NIrcheP3 (Eq. D-7) Aa fc (psi) her (in) No (lb) 1.00 3000 14.000 71268 ONwp =O (A NCIA4-)Y4C.NY'ee,NWC.NY'cv.NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) ANm (!n2) TW.N Y'ee,N WC,N Y'CQ,N Nb (lb) 0 ON bg (lb) 2304.00 1764.00 1.000 1.000 1.00 1.000 71268 0.70 65159 6. Pullout Strength of Anchor in Tension (Sec D 5 31 ONpn = OY'c.vNp = OY'c.P8Amgfc (Sec. D.4.1, Eq. D-13 & D-14) Y'c.V Am9 (int) fc (psi) 0 ONp„ (ib) 1.0 3.56 3000 0.70 59778 _ _......_.. _ ...... _.............._... ......... ........ ....... .... -.... ........ _.-..__ ............. _._...........,_._ Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. ti,!-: !' i-; ie 'an}N,•;r! !n :. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfe.com It�l►u�•z•�►■ Anchor Designer TM a , Software Version 2.4.5673.0 Company: Rancho Engineering I Date: 5/4/2016 Engineer: Jarrod Holliday I 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. D.6.1) V:e (lb) Ogran 0 Og—tOVsa (lb) 11625 1.0 0.65 7556 10. Concrete Pryout Strength of Anchor in Shear (Sec D 6 3) ¢Vons = OkopNNog=¢kw(ANo/ANoo)WOC.NPea.NWC.NPcp,NNn(Eq. D-41) kcp ANc (in2) AN. (m2) 'FeC.N VBd.N WC.N WCp.N No (lb) 0 OVcpg (lb) 2.0 2304.00 1764.00 1.000 1.000 1.000 1.000 71268 0.70 130318 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, eNn (lb) Ratio Status Steel 2900 14528 0.20 Pass (Governs) Concrete breakout 11600 65159 0.18 Pass Pullout 2900 59778 0.05 Pass Shear Factored Load, Vua (lb) Design Strength, eVn (lb) Ratio Status Steel 1500 7556 0.20 Pass (Governs) Pryout 6000 130318 0.05 Pass Interaction check Nudo& Vua/¢V„ Combined Ratio Permissible Status Sec. D.7.1 0.20 0.00 20.0% 1.0 Pass PAB6 (3/4"0) with hef = 14.000 inch meets the selected design criteria. ' a 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 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. S.mpsr:n >3tr-,�11:9;-?' e Co npanp Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongue.com ' • Anchor Designer TM Software Version 2.4.5673.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB_H Diameter (inch): 0.625 Effective Embedment depth, her (inch): 14.000 Anchor category: - Anchor ductility: Yes hmin (inch): 16.13 Cimin (inch): 1.25 Smin (inch): 2.50 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set 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> 160 D Ass Company: Rancho Engineering Date: 7/21/2016 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: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 17.00 State: Cracked Compressive strength, fc (psi): 2500 Wo.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 6.00 x 0.50 i *0 lb O lb 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.strongfe.com <Figure 2> IAnchor Designer TM Software Version 2.4.5673.0 Company: Rancho Engineering Date: 7/21/2016 Engineer: Jarrod Holliday Page: 2/4 Project: Address: 5550 Skyway Ste. C Phone: (530) 877-3700 E-mail: ranchoengineering@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5H (5/8"0) 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.strongdo.com • Anchor DesignerT"' Software Version 2.4.5673.0 A3 -7 Company: Rancho Engineering IDate: 1 7/21/2016 Engineer: Jarrod Holliday I Page: 3/4 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: 1 ranchoengineering@hotmail.com 3. Resultina Anchor Forces M. (lb) 0 ON. (lb) Anchor Tension load, Shear load x, Shear load y, Shear load combined, in Tension (Sec. Nua (lb) Vuax (lb) Vuay (lb) AVuax)'+(VuayY (lb) 1 2100.0 400.0 0.0 400.0 2 2100.0 400.0 0.0 400.0 3 2100.0 400.0 0.0 400.0 4 2100.0 400.0 0.0 400.0 Sum 8400.0 1600.0 0.0 1600.0 Maximum concrete compression strain (%o): 0.00 ' <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 8400 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 09 02 Y OJOF 03 4. Steel Strenath of Anchor in Tension(Sec. D.5.1) M. (lb) 0 ON. (lb) 27120 0.75 20340 S. Concrete Breakout Strenath of Anchor in Tension (Sec. D.5.21 Nb = 16ABVfcher1(Eq. D-7) Aa fc (psi) her (in) Nb (lb) 1.00 2500 14.000 65058 ONcby=O(ANCIANw)W".Ny'ed.N'f'aNWcp.NNb(Sec. D.4.1 & Eq. D-4) ANc (In') AN. (In') y'eC,N W d,N y'C,N V'PN . Nb (lb) 0 ONceo (lb) 2191.41 1764.00 1.000 1.000 1.00 1.000 65058 0.70 56575 6 Pullout Strength of Anchor in Tension (Sec. D.5.31 ONPn = O'f'c.PNP = OY'cP8AbTfc (Sec. D.4.1, Eq. D-13 & D-14) . Pc.P A" (int) fc (psi) 0 ONm (lb) - 1.0 1.94 2500 0.70 27205 n 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.strongdo.com Anchor DesignerTm Software Version 2.4.5673.0 8. Steel Strength of Anchor in Shear (Sec. D.6.11 V. (Ib) 00rout 0 OomutOVsa ON 16270 1.0 0.65 10576 Company: Rancho Engineering I Date: 7/21/2016 Engineer: Jarrod Holliday Page: 4/4 Project: Interaction of Tensile and Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com 10, Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVw _ OkcoNcbg = Okcp(ANc/Amw)'/'ec.NWOd.NWC.NVcp.NNb(Eq. D-41) kcp ANc (int) AN. (in') TOC.N Ted.N IC,N Fcp.N Nb (lb) 0 OVcpg (lb) 2.0 2191.41 . 1764.00 1.000 1.000 1.000 1.000 65058 0.70 113151 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 - Tension Factored Load, Nua (lb) Design Strength, o% (lb) Ratio Status Steel 2100 20340 0.10 Pass Concrete breakout 8400 56575 0.15 Pass (Governs) Pullout 2100 27205 0.08 Pass Shear Factored Load, Vua (lb) Design Strength, OW (lb) Ratio Status Steel 400 10576 0.04 Pass (Governs) Pryout 1600 113151 0.01 Pass Interaction check Nua/0Na V../Ova Combined Ratio Permissible Status Sec. D.7.1 0.15 0.00 14.8% 1.0 Pass PABSH (5/8"0) with hef =14.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 0.8.1 and D.8.2 for torqued cast -in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. 8 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 /t r Hairpin Design (Worst Case) Note: All Loads are ULT F -Horizontal Force DL= -0.30 kips CL= -0.10 kips LL= -1.20 kips W= 6.00 kips i EQ= -0.40 kips / \ Angle q= 45 deg / --- \ Steel Grade fs= 40 ksi Vu= 1.4*DL = -0.560 kips 1.2*DL + 0.5*LL = -1.080 kips 1.2*DL + 1.6*LL + 0.8W = 2.400 kips 1.2*DL + 0.5*LL + 1.6W = 8.520 kips 1.2*DL + 1.OEQ = -0.880 kips . 0.9DL + 1.6W = 9.240 kips governs 0.9DL + 1.0EQ = -0.760 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= 0.363 in2 Use: 1 # 4 bar As= 0.393 in2 0.393 in2 neenng, Inca STRUCTURAL CALCULATIONS Rancho Job #16-085 for Carlisle Shop 1034 Middlehoff Ln. . Oroville CA JQ Calculation Index: Pie # JUN 28 2016 BUREAU VERITAS • Project Layout 1 N.A. • Footing Analysis F1 -F12 • Anchor Bolt Design AB1-AB8 Y ��7 d m Revision Summary: CA LifG����� Rev. 0 '05/4/16 Initial Issue 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 addresseA in this calculation package. Calculations andplans are not valid until reviewed andapr�b�i� �y appropriate governmental agencies. COUN ��.•� `� �uN •� 3 2016 DIE -ST SE Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com F3 JOB NUMBER: 16-085 SCALE: N.T.S. 5550 Skyway, Ste. C CARLISLE SHOP CHO Paradise, CA g5g6q I034 MIDDLEHOFF LN. Phone/Fox: OROVILLE, CA APN: 030 -ISO -022 'neenng,Inc. (550) Sri -3700 Description : F1 r -- Code References Bars parallel to X -X Axis Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 _ Number of Bars - 3.0 : ;. ': •; ;:•:: Load Combinations Used: IBC 2012 ; : a Reinforcing Bar Size = # " 5 - Generali Informatgon' .' :"'+-. 111111 >, F : r,`iY 1111111 Material PropertiesSoil Design Values _ A---'� `1;50 ksf Pc : Concrete 28 day strength = 3.0-ksi � 60.0 ksi Allowable Soil Bearing _ Increase Bearing By Footing Weight No fy :Rebar Yield = Ec : Concrete Elastic Modulus = 3,122.0 ksi - _ Soil Passive Resistance (for Sliding) 200.0 pcf 0.30 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. - = •: ; Iq cp Values Flexure = 0.90 IIII ^;ja .. f;,; "VIII Shear = 0.750 Increases based on footing Depth = ft Analysis Settings Footing base'depth below soil surface ksf Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ft Min Allow % Temp Reinf. = 0.00180. when footing base is below = Min. Overturning Safety Factor = 1.50 :1 Applied-Loads.' Min. Sliding Safety Factor = ' 1.50 :1 Increases based on footing plan dimension - = Allowable pressure increase per foot of depth ksf Add Ftg Wt for Soil Pressure Yes when maximum length or width is greater thar = ft Use ftg wt for stability, moments & shears Yes OB: Overburden = Add Pedestal Wt for Soil Pressure No M- = Use Pedestal wt for stability, mom & shear No M-zz _ Dimensions y a V -x Width parallel to X -X Axis = 1.50 It - Z Length parallel to Z -Z Axis = 1.50 It Footing Thicknes = 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 4 Reinforcing,.-' r -- Bars parallel to X -X Axis _ Number of Bars - 3.0 : ;. ': •; ;:•:: >:; .•,.,Y :::: ; : a Reinforcing Bar Size = # " 5 - c {As •i�:' :"'+-. 111111 >, F : r,`iY 1111111 Bars parallel to Z -Z Axis •y . ;,;; IIII �'��" �::i•_ :`t d: ...:,.: I�ggll ���°� �i:_:,.,•�y..::.,;�;,..• III � INII Number of Bars = 3.0 . ?`:'.,'.''"t=; • '..'{:,;:;:''' ReinforcingBar Siz( _ # 5 ; :'., ..'•z "; '� ;. I (IIII ; -' "'' x�;.:: ^ •: ; Iq Bandwidth Distribution Check (ACI 15.4.4.2) IIII ^;ja .. f;,; "VIII IINIIII ? Direction Requiring Closer Separation " ": '" ; I 111111 ,.;K r IIIIIIII # Bars required within zone n/a 11111111 ItllI ARM 111111 # Bars required on each side of zone n/a Applied-Loads.' D Lr L S W E' H P: Column Load = 10.20f -0.30 -0.10 -0.80 ;0:10 ksf OB: Overburden = M- = k -ft k -ft M-zz _ V -x k k V -z 7 = - r + � e' 1.r;UCASED) 7 :. General footrng +s9. fk =x,. ,.Fa . xa �,� .�"" c3�a'� "W r.� sem. '�,� ..1..RM-W-i WENEEtGAdG;ING:.983 �*7,.a { •y X 1&.Buud6.16:t27,uer&16,31. a Description : F1 , DESIGN SUMMARY esu" 1` " - . • Min. Ratio Item S . Applied Capacity Governing Load Combination i PASS 0.2526 Soil Bearing. 0.3789 ksf 1.50 ksf +D+L+H about Z Z axis PASS , n/a t Overturning X -X r `, 0.0 k -ft ' x s 0.0 k -ft No Overturning 1 ' ' PASS n/a. - Overturning Z -Z , f 0.0 k ft 0.0 k -ft No Overturning PASS nla Sliding X -X 0.0 k . y' '. 0.0 k No Sliding PASS n/a Sliding - Z -Z i 0.0 k,. ` 0.0 k No Sliding PASS' 1.066' + Uplift '-0.480 k 0.5115 k +0.60D+0.60W+0.60H PASS 0.001560 . Z Flexure (+X) F 0.08875 k -ft . 56.894k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.001560 Z Flexure (-X) 0.08875 k -ft ; .' . ' 56.894 k -ft +1.20D+0.50Lr+0,50L+W+1.60H PASS . 0.001560 X Flexure (+Z) -0.08875 k -ft 56.894 k -ft . +1.20D+0.50Lr+0.50L+W+1.60H PASS -0.001560 X Flexure (-Z) `' ` 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H y. PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 psi n/a ` ' PASS n/a 1 -way Shear (-X) 0.0 psi - s 82.158 psi n/a ' + ` PASS 'n/a 1 -way Shear (+Z) r .0.0 psi ., " 1 82.158 psi n/a : j PASS ;, n/a 1 -way Shear (-Z) ,. ` 0.0 psi. i,� '82.158 82,158•psi,.,. n/a PASS. n/a 2 -way Punching ; 0.0 psi ..• psi n/a nom.- ,.♦ `� ` � {. .• , Description : F2 I� 3`�"�_.1 W _ Bars parallel to X -X Axis _ Code References Number of Bars - 8.0 Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Reinforcing Bar Size = • # 5 111111:. %�` ;.:. ;t:; Load Combinations Used: IBC 2012 - Bars parallel to Z -Z Axis :-; General Information Number of Bars = 8.0 "?;:•'.' :.4.;:i'.. -•:: ,; Material Properties 3.0 Soil Design Values - Soil Bearing i 7 1 ksf Pc : Concrete 28 day strength fy : Rebar Yield = ksi = • 60.0 ksi Allowable - Increase Bearing By Footing Weight _ No No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) - 200.0 pcf 0.30 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = Applied Loads cp Values Flexure = 0.90 1 - S W E Shear Analysis Settings = 0.750 Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. X0.70 Allowable pressure increase per foot of depth = ksf ` Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor Min. Sliding Safety Factor = 1.50 :1 = ` 1.50 :1 Increases based on footing plan dimension ksf _ Add Ftg Wt for Soil Pressure , Yes Allowable pressure increase per foot of depth = when maximum length or width is greater that= ft Use ftg wt for stability, moments & shearsYes Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stabil'dy, mom & shear No Dimensions Width parallel to X -X Axis = 3.0 ft Z Length parallel to Z -Z Axis = , 3.0 ft • Footing Thicknes = 36.0 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. r Reinforcing �': " M A. r`"4 I� 3`�"�_.1 W Bars parallel to X -X Axis _ .. Number of Bars - 8.0 Reinforcing Bar Size = • # 5 111111:. %�` ;.:. ;t:; �e; : _: <�; ;: �;;.:, •:: ;.. .:.,�: ; •:� Bars parallel to Z -Z Axis :-; ..i-.'' Number of Bars = 8.0 "?;:•'.' :.4.;:i'.. -•:: ,; .{. • ., . Reinforcing Bar SizE _ # 5 _ III °" "" "' ' '•.�•i5',�.f`A• ;: ;' ., 1'-•...• ' '' :T' 111_I�II ISI I '.,�:::, "" :sK •.iK:•:..{,,,�: ':i gay:.: ,:.,tiy. �.. •r. ..,C .::' III I :?; �.,�.,�t :•`.. Bandwidth Distribution Check (ACI 15.4.4.2) •'-'• :':'.;ie�.�:.,:,.:.,µ' : •Y'•;a.,. @111 Direction Requiring Closer Separation n/a ' y ..:" ..'• . .:,..-" 111111 `,y%r•.;,.,:y # Bars required within zone n/a ` II I I h IIIII� �1�111111 111 1 III IIIIIIIII (IIII I # Bars required on each side of zone n/a _ Applied Loads • D_ Lr `L S W E H P: Column Load= 11.30 3.30 4.90 0.10 ksf OB: Overburden = ri ; X0.70 ' M-xx ' k -ft k -ft M-zz = Vx = k k V -z = P� �q Description: F2 DESIGN. -SUMMARY r Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6307 Soil Bearing 0.9461 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 1.064 Uplift -2,940 k 3.129 k +0.60D+0.60W+0.60H PASS 0.007140 Z Flexure (+X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 Z Flexure (-X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (+Z) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (-Z) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS nla 2 -way Punching 0.2508 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H Description: F3 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information . Material Properties Soil Design Values - 1.50 ksf Pc : Concrete 28 day strength = - 3.0 ksi Allowable Soil Bearing _ No fy : Rebar Yield = 60.0 ksi Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight _ 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 Analysis Settings Increases based on footing Depth Footing base depth below soil surface = ft Min Steel % Bending Reinf. _ - Allowable pressure 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 ' Sliding Safety Factor = ;� 1.50 :1 Min. Sli Increases based on footing plan dimension - ksf Add FtgSli Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ft Use ftg wt for stability, moments & shears Yes when maximum length or width is greater thar = Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions` Width parallel to X-X Axis = 4.0 ft ` Z Length parallel to Z-Z Axis = 4.0 ft Footing Thicknes = . 38.0 in . Pedestal dimensions... ..... X y px : parallel to X-X Axis = in pz : parallel to Z-Z Axis in • = �• Height inNA �- `� �' �` m CL Rebar Centerline to Edge of Concrete... °O at Bottom of footing = 3.0 in Reinforcing :» E Y,r,', _ a' Bars parallel to X-X Axis Number of Bars = 12.0 , Reinforcing Bar Size = # 5 ,••:�:SY :.:.:,-�,...:.:�.:,;:'^_.:; :,::'.. f..:�:: ;:" ,......;�:: ✓YC : •.•r� "A,«•. ' 'rK Y{:' ri.K� ;: ��•:.:..: ' „s a••: n t Bars parallel to Z-Z Axis hill >9• ;1'.. $;• .r>': Y.'..:; '• r +C 9 '•:;}` 11—VIII Number of Bars = 12.0 .` 3� f Reinforcing Bar SizE _ # 5 II Illi ,:c ;t.• �: cwt:•..t.: ;:; Bandwidth Distribution Check (ACI 15.4.4.1) II Illlll F ` 2;8 ''• `% Ih Il i;Y , : �r� Ind 'a„,i :, ;; Direction Requiring Closer Separation n/a `•;': `. z'' ,:;:- '"•;.'•!: :`. I 1111111 x "' 'x ' r II # Bars required within zone n/a # Bars required on each side of zone n/a Applidd!16ails D_ Lr .i► LS W E. H P: Column Load = 1.30 X3:30 0.70— '' -8.30 71:40 k OB: Overburden = l a -$, ksf M-xx _, In lw k-ft M-zz _ k-ft V-x= k V-z - r e k P Description : F3 SUMMARY' `" :' ,p - • _DESIGN Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4978 Soil Bearing 0.7467 ksf 1.50 ksf +D+L.r+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 1.042 Uplift -4.980 k 5.188 k +0.60D+0.60W+0.60H PASS 0.006247 Z Flexure (+X) 0.8913 k-ft 142.659 k-ft +0.90D+W+0.90H PASS 0.006247 Z Flexure (-X) 0.8913 k-ft 142.659 k-ft +0.90D+W+0.90H PASS 0.006247 X Flexure (+Z) 0.8913 k-ft 142.659 k-ft +0.90D+W+0.90H PASS 0.006247 X Flexure (-Z) 0.8913 k-ft 142.659 k-ft +0.90D+W+0.90H PASS n/a 1-way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.6726 psi 82.158 psi +0.90D+W+0.90H . °. , Genera(:`"�'t�'� �, •* r "z"s Tr „� > xF'ile t1CASEY1Ranclro(R)Uobs120y61085•GA tlCart�sle,ec6 ' Ver&161.31.,:. ENINC}:1.�3n116 Biu1d W ERdkL Pedestal dimensions... 13 -Lic.#:KW-06010855 n +�- Description : F4 in Code References pz : parallel to Z -Z Axis in Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 • "' Load Combinations Used: IBC 2012 = Height in ' General Infonnation "•r; 1' Material Properties Soil Design Values 1:50 ksf f : Concrete 28 day strength = (3 O'ksi = Allowable Soil Bearing - No fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight _ 200.0 Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) - pcf 0.30 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = ' N Values Flexure = 0.90 1ra�i'i{: i Bars parallel to Z -Z Axis ' Shear = 0.750 Increases based on footing Depth = ft Analysis Settings Reinforcing Bar Siz( _ Footing base depth below soil surface ksf Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = n/a i :' r f:"�='=a:• 1�ppll Min Allow % Temp Reinf. = 0.00180 when footing base is below ' = ft Min. Overturning Safety Factor = 1.50 :1 + n/a Min. Sliding Safety Factor = , • 1.50 :1 Increases based on footing plan dimension ksf Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth . = when maximum length or width is greater than= ft Use ftg wt for stability, moments & shears Yes OB: Overburden - Add Pedestal Wt for Soil Pressure No k -ft k -ft Use Pedestal wt for stability, mom & shear No V -x = Dimensions k V -z _ Width parallel to X -X Axis = 3.250 ft Z Length parallel to Z -Z Axis = 3.250 ft Footing Thicknes = 36.0 in h - Pedestal dimensions... n +�- px : parallel to X -X Axis = in pz : parallel to Z -Z Axis in • "' = Height in ,CIL Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in - -_ � • W Reinforcing Bars parallel to X -X Axis Number of Bars = 10.0 ,;. ;;.. ; rr.:' .,: :,.;= .":,:..•.:.. Reinforcing Bar Size = ���'• ::":.;�• •. 'i�; ' Y, tii.I 1 ,%St -fM;,: ':•':Sa•"�.•':'+.: # 5Ilill 1ra�i'i{: i Bars parallel to Z -Z Axis ',-<.` ` Number of Bars = 10.0 .:::,.;<»:..,:, ;':.i::; .•.` :..:.::..... .. K: Reinforcing Bar Siz( _ # 5 II li III �-.;.;,,<,'�r;"' : �>'-4., • � `'��: +�i ' . � *.�;�:: �;: •i •BandwidthDistribution Check (ACI 15.4.4.2) 11�� IGIIIII '`�' .� '•,. .3-;••:, II I I � ,:y`r..`w.i?.'."`. ' r;. :,:.• "•rte. :,,;,+d'r�'Sea;;_ �,-•-.. `i�•,;r:,; si��iee�::. 1111111 .,;:'.;•°``' ° 'r•_• :.'; Direction Requiring Closer Separation n/a i :' r f:"�='=a:• 1�ppll j, III # Bars required within zone Na o # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load C,010 -0.30- 1-010 `4.60" ,1.30 k ksf OB: Overburden - M-xx = k -ft k -ft M zz = V -x = k V -z _ 'k «~ - ' `ty , � ;, rim': ;, '•1 t �:.. , • (R?11otu12016�085 CA tlCarhsle ec6 j Fl� 11(%1SEY1RancAo inr. h..- r -' a - , ..... YJ.e ,t 1+*frYa'hlyl5.2°`T.H.r c.t,R `"Y- Y .<iz.. �,.�,.r<zea:.:h %.. •.5ax ern' r{ i•w(Y.v .. .:.., wd'„.,...,a ,1..�, P y EcAy �c$; is+ tiY' J ,nir r�s.613eneral -tot .G. :.:. . ,Foo,...fi.•n:v.,g..,.:.zr.�''.'...�,ry_ 1.1 1• ...,3x::�:. Description : F4 ,, r DESlGM SUMMARY R r`I uIIIL - • Min. Ratio Item Applied Capacity Governing Load Combination • PASS 0.3026 Soil Bearing L-0.4539 ksf 1.50 ksf +D+L+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 =r 0.0 k -ft 0.0 k -ft . No Overturning I PASS' n/a Sliding X -X _' 0.0 k J 0.0 k No Sliding ' ' PASS' n/a Sliding - Z -Z r '' 0.0 k 0.0 k No Sliding ' PASS 1.042 Uplift -2.760 k - 2.877,k +0.60D+0.60W+0.60H PASS 0.004096 Z Flexure (+X) - 0.5638 k -ft ,137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS0.004096 Z Flexure (-X) 0.5638 k -ft 137.632 k -ft _ +1.20D+0.50Lr+0.50L+W+1.60H f PASS 0.004096 X Flexure (+Z) . + 0.5638 k -ft 137.632 k -ft" +1.20D+0.50Lr+0.50L+W+1.60H ti PASS 0.004096 X Flexure (-Z) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr- 0.50L+W+1.60H PASS n/a 1 -way Shear (+X) '' _ , 0.0 psi, �� ' 82.158 psi n/a PASS 0.0 1 -way Shear (-X)' h '0.0 psi `'t 0.0 psi . " n/a i PASS n/a 1 -way Shear (+Z) 0.0 psi 82.158 psi n/a ' + , PASS Yn/a 1 -way Shear (-Z) Punching _' - t 0.0 psi -+ 0.3164 82.158 psi 82.158 psi n/a +1.20D+0.50Lr+0.50L+W+1.60H , PASS n/a 2 -way psi . • a • ' 'J - ,. KN • . . . !» Ate. g ^ ; � � � cry, X < .; � •' �� � " '� File UCASEYU2andw (R)yobs120161065-CA 11Car11sle.ec6 s r a �eneral.F.001ng ,,. .;, ,.. �`.'Lr.,.z „` s.r �xf u..FEfJtkAIG'INC''•19�i�16iBii11d.6.161:77.Ver6a6a31Ns'' 01, Description : F5 rr t Code References r Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 � Load Combinations Used: IBC 2012 General Information, =_ Material Properties Soil Design Values = 1.50 ksf f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - 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. = Allowable pressure 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 A • Increases based on footing plan dimension - ksf Add Fig Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use tt9 wt for stability, moments & shears Yes when maximum length or width is greater thar = It Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stabi ft mom & shear No Dimensions Width parallel to X-X Axis = 4.50 ft Length parallel to Z-Z Axis = 4.50 ft Footing Thicknes = 32.0 in - Pedestal dimensions... px : parallel to X-X Axis = in pz: parallel to Z-Z Axis= in• Height in m Rebar Centerline to Edge of Concrete..,'" fD at Bottom of footing = 3.0 in - o Reinforcing :' T. Bars parallel to X-X Axis ; Number of Bars = • 12.0 Reinforcing Bar Size = # 5 ,•.�: •�.: :: <w. •.,a:: ;:� ;�•�-•' 111111 Bars parallel to Z-Z Axis �;:tr::c:.....,.�'�;.II II IIII �t,;�;,.�r: ,:.'• �-i•:;•" ,• Number of Bars = 12.0 II�IIIII vx:,. ;,..-'i;..::• :::.,, ,;..;: p -.-:.. ..,•�.•.,..: •�-� Y: "111111 1111111 ^t::� j'gi.�...,4�•:: .,•i _yt:.'�: Reinforcing Bar SizE _ # 5 �;�;�:_�:,.••.,t:�, �'M•''�3t:";� II_ Illill zi .,, ., .. � ;,.,�.,.., Bandwidth Distribution Check (ACI 15.4.4.2) '_ `?STM-i ' : "` II II :; 5" • wx. r'i0;. c III II_ Direction Requiring Closer Separation n/ag1105'wmll # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E-- H P: Column Load = 43.90 ,4.,W', 1:50 -11,.60 -0:50 k OB: Overburden = i ksf M-xx - k-ft M-zz = k-ft V-x _ k V-z — r .r . General KW -06010855 Description: foot�n9. F5 •2yi vc ./ hA.�i ^ s2�.tS4J...ty�.,t1Ca11SIG.i"i..` i5 �u h Wtstu gas" baINC?sf983�16°8u�1�&1B:127..Ver6;1&131..:. DESIGN SUMMARY' r Design • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5343 Soil Bearing 0.8015 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 1.011 Uplift -6.960 k 7.038 k +0.60D+0.60W+0.60H PASS 0.01416 Z Flexure (+X) 1.485 k -ft 104.865 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.01416 Z Flexure (-X) 1.485 k -ft 104.865 k -ft +l .20D+1.60Lr+0.50L+1.60H PASS 0.01416 X Flexure (+Z) 1.485 k -ft 104.865 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0,01416 X Flexure (-Z) 1.485 k -ft 104.865 k ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 2.527 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H o-:.,�.us .t'��"k Y`w.e � S�FIIe..QG1$EY1Rm1ch0 (I�yobs12016108SCA }1C2rIISl&6C6:i::. General`foofiing r t <�> s �h K fNERCALC,.ING.19>12016.BUild6.16.t727„V.er6f61.3} #:'KW -06010855 Description : F6 - Code References ' Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 ` Load Combinations Used: IBC 2012 General Information ”- Material Properties Soil Design Values - 1:50'ksf f : Concrete 28 day strength = 3•0rksi Allowable Soil Bearing - No fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 200.0 pd Concrete Density 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 Values Flexure = 0.90 Shear = 0.750 ' Analysis SettingsFooting Increases based on footing Depth base depth below soil surface = ft Min Steel % Bending Reinf. = Allowable pressure 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 = ksf Use % wt for stability, moments 8 shears Yes when maximum length or width is greater thar= ft Add Pedestal Wt for Soil Pressure No J ' Use Pedestal wt for stability, mom 8 shear No Width parallel to X -X Axis = 2.50 It ' Length parallel to Z -Z Axis = 2.50 ft Z Footing Thicknes = 24.0 in • e` ;4 ' R"FIE Pedestal dimensions... �? a X px : parallel to X -X Axis = in iv . ' pz : parallel to Z -Z Axis = in Height - in CL Rebar Centerline to Edge of Concrete.., , at Bottom of footing = 3.0 in •n Reinforcing ' - Bars parallel to X -X Axis _ Number of Bars - 6.0 Reinforcing Bar Size = # 5 -16 -QS 'S,A.6•,.r.,• cY.,,1+•r,1r•'••':fj;'Vt!:✓,�'y�.•e¢ Bars parallel to Z -Z Axis :::,..:. , 111111 Number of Bars = 6.0 .,..:. ,,•, .:rr:=.3t:;,•,.,:;:; • Reinforcing Bar Siz( _ # 5 I� VIII .'. _ 9 .; •.; ..,;;; , .:.,t ;'��. •,.t::;;�•: ' t �:.' t:.,.€,.,; •,.::'�'t,,a"r;:I II VIII .� ._ 'er�.t.Y%%i1: y�.:: +,at� .i++ G'' •;4.' b�aL,y.%`j:' .,:::.:;t :� ;: ,:,,,.. 111111 'i.,`, a�: }t: Bandwidth Distribution Check (ACI 15.4.4.2) I 111111 ;:r'i,:• '� : ` `' ` I� a ., :I i.,.,: uS•.-a.i: •L•-..3: .. 11111111 Direction Requiring Closer Separation n/a `+•jt:::: ^i+i•`:•jt;�• : ^i t'~: II III =t"`' 't' -==t"'' "'' '' ` ` Y IVllh # Bars required within zone n/a ' # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P: Column Load _ :20 X0.20 -2.20 Q301 k OB: Overburden = " ksf M-xx = — r, k -ft M-zz = k -ft V -x = - k V -z = k J Description : F6 Design • DES1 N;SUMMARY .. ^ `s PASS 0.3853 Soil Bearing 0.5780 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 1.097 Uplift -1.320 k 1.448 k +0.60D+0.60W+0.60H PASS 0.004863 Z Flexure (+X) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1,60H PASS 0.004863 Z Flexure (-X) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.004863 X Flexure (+Z) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.004863 X Flexure (-Z) 0.330 k -ft 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS PASS n/a n/a 1 -way Shear (-Z) 2 -way Punching 0.0 psi 0.7633 psi 82.158 psi 82.158 psi n/a +1.20D+1.60Lr+0.50L+1.60H • Anchor Designer TM Software Version 2.4.5673.0 1•.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2 Input Data & Anchor Parameters General Design method -ACI 318-11,' Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB _ Diameter (inch): 0:7% Effective Embedment depth, her (inch): 14.000 Anchor category: - Anchor ductility: Yes hmu (inch): 16.25 Cmin (inch): 1.50 SH(inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set 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> X, P�P3� Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday I Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineering@hotmail.com Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 32.00 State: Cracked Compressive strength, f (psi): 3000 4Wc,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): 9.50 x 6.00 x,0 50 *1b y 0 tt4b —......_... _ ... _ ... ...._.._.._.._._._.-..--- 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.strongte.com <Figure 2> Anchor DesignerTm Software Version 2.4.5673.0 Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday Page: 2/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ran choengineering@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB6 (3/4"0) 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 ' • ' Anchor Designer TM Software Version 2.4.5673.0 PR33 Company: Rancho Engineering Date: 5/4/2016 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 N. (lb) 0 ON. (lb) 19370 0.75 14528 Anchor Tension load, Shear load x, Shear load y, Shear load combined, Ae Pc (psi) he, (in) Nn (lb) Nub (lb) V„ex (lb) Vuay (lb) 4(V.)4(Vuayy (lb) 1 2900.0 1500.0 0.0 1500.0 2 2900.0 1500.0 0.0 1500.0 3 2900.0 1500.0 0.0 1500.0 4 2900.0 1500.0 0.0 1500.0 Sum 11600.0 6000.0 0.0 6000.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 11600 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'NX (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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4 Steel Strength of Anchor In Tenslon(Sec. D.5.1) N. (lb) 0 ON. (lb) 19370 0.75 14528 5 Concrete Breakout Strength of Anchor In Tension (Sec. D.5.2) Ne = 16,1.4 cher (Eq. D-7) Ae Pc (psi) he, (in) Nn (lb) 1.00 3000 14.000 71268 ONme =O (ANcI ANw) Fec,NVed.NTaN �PCp,NNb (Sec. D.4.1 & Eq. D-4) ANc (m2) AN. (int) TMN Y'OOV VIC,N Wcp,N Ne (lb) 0 ONene (lb) 2304.00 1764.00 1.000 1.000 1.00 1.000 71268 0.70 65159 6 Pullout Strength of Anchor in Tension (Sec. D.5.31 ONpn = ^cPNp = O'Yc.PBAmgPc (Sec. 13.4.1, Eq. D-13 & D-14) y%,P Aere (inz) Pc (psi) 0 ONpn (lb) 1.0 3.56 3000 0.70 59778 ......... _.... ...... ......._...__.__............__..... .... _ __..._...._._........ ---.......__.._........ �..___�.. 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 • Anchor Designer TM Software - Version 2.4.5673.0 Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530) 877-3700 E-mail: ranchoengineering@hotmail.com F", P -s q 8. Steel Strength of Anchor in Shear (Sec. D.6.1) V. (lb) OW -1 00.wOV. (lb) • 11625 1.0 0.65 7556 10 Concrete Pryout Strength of Anchor in Shear (Sec. 101.6.3) OVCpg = OkcpNcbp= okrp(ANcIANCo)'Yec.NWed.NWGNY'Cn.NNb(Eq. D-41) kcp ANc (int) ANw (in 2) PMN Y4d,N TCN Y'Cp.N Nb (lb) 0 OVbpg (lb) . 2.0 2304.00 1764.00 1.000 1.000 1.000 1.000 71268 0.70 130318 11. Results Interaction of Tensile and Shear Forces (Sec. D.71 Tension Factored Load, N. (lb) Design Strength, eNn (lb) Ratio Status Steel 2900 14528 0.20 Pass (Governs) Concrete breakout 11600 65159 0.18 Pass Pullout 2900 59778 0.05 Pass Shear Factored Load, Via (lb) Design Strength, oW (lb) Ratio Status Steel 1500 7556 0.20 Pass (Governs) Pryout 6000 130318 0.05 Pass Interaction check N -10N. V—/OV„ Combined Ratio Permissible Status Sec. D.7.1 0.20 0.00 20.0% 1.0 Pass PAB6 (3/4"0) with hef = 14.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 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.strongUe.com E.7i►'�i:�.�•�►� Anchor Designer TM Software Version 2.4.5673.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB_H Diameter (inch): 0.625 Effective Embedment depth, her (inch): 10.000 Anchor category., - Anchor ductility: Yes hmin (inch): 12.13 Cn�n (inch): 1.25 Smin (inch): 2.50 Company: Rancho Engineering Date: 4/13/2016 Engineer: Jarrod Holliday Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530) 877-3700 E-mail: ranchoengineedng@hotmail.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set 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 L <Figure 1> Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 17.00 State:,Cracked Compressive strength, f, (psi): 3000 4Wc,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 0.50 0 Ib 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 -Te Company Inc. 5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongfe.com <Figure 2> • Anchor Designer TM Software Version 2.4.5673.0 Company: Rancho Engineering Date: 4/13/2016 Engineer: Jarrod Holliday Page: 2/4 Project: Address: 5550 Skyway Sta. C Phone: (530)877-3700 E-mail: ranchoengineerhg@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled 4rtchor Bolt - PABSH (5/8"0) _........__.... Input data .......___....-.....__..._........_........... — -- — --- and results must be decked for agreement with the existing circumstances, the standares and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5996 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.550.9000 Fax: 925.847.3871 www.strongbe.com �'� ►►� �'�•�►■ Anchor DesignerTm I Software Version 2.4.5673.0 Company: Rancho Engineering Date: 4/13/2016 Engineer: Jarrod Holliday Page: 3/4 Project: Shear load x, Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineedng@hotmail.com 3. Resulting Anchor Forces S( ec D.5.1) Nae (lb) 0 ON. (lb) Anchor Tension load, Shear load x, Shear load y, Shear load combined, Nue (lb) Wax (lb) V.y (lb) 4(V.)4(Vuwy (lb) 1 2300.0 800.0 0.0' 800.0 2 2300.0 800.0 0.0 800.0 Sum 4600.0 1600.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4600 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 . 0.0 <Figure 3> 1600.0 4 Steel Strength of Anchor in Tension S( ec D.5.1) Nae (lb) 0 ON. (lb) 27120 0.75 20340 5 Concrete Breakout Strength of Anchor in Tension (Sec D 5 2) ND = k.A.4F hert'5 (Eq. D-6) kc AS Pc (psi) her (in) Ne (lb) 24.0 1.00 3000 10.000 41569 ONcbg =0(ANcANco)Y'eo.NY'ee,NY'c,NY'cp.NNo (Sec. D.4.1 & Eq. D-4) AN, (m2) AN. (W) rec,N V'od.N Fc.N Y'cp,N ND (lb) 0 ONwe (lb) 1107.47 900.00 1.000 1.000 1.00 1.000 41569 0.70 35806 6 Pullout Strength of Anchor in Tension (Sec. D.5.31 ONp„ = OY�cpNp = OY'c.p A"fc (Sec. D.4.1, Eq. D-13 & D-14) Y'ap Aao (int) fc (psi) 0 ONpa (lb) 1.0 1.94 3000 0.70 32646 ....... .... _.............. ._...... _.........._...___..... ............. _.___... _....... __.._........ __�_._......___.._._� ...__ _ ..... _....__..__.._.__......r....�_.....�.... _ _ ._�__ _ _ 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 Asa E.�i►r�i�.'i•�c■ Anchor DesignerT"" Software - Version 2.4.5673.0 Company: Rancho Engineering I Date: 4/13/2016 Engineer: Jarrod Holliday Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530) 877-3700 E-mail: ranchoengineedng@hotmail.com 8 Steel Strength of Anchor in Shear (Sec D 611 V. (lb) 09=t 0 Og woV- (lb) 16270 1.0 0.65 10576 10 Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) OVw = OkepNcbg = Okcp(ANc/AN.)YFec•NFdNV'aNVYpAb(Eq. D-41) kcp ANc (in') AN. (Inz) 'Fe c.N VFed.N V'c,N Pcp.N Nb (lb) 0 OVcpp (lb) . 2.0 1107.47 900.00 1.000 1.000 1.000 1.000 41569 0.70 71613 . 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nie (lb) Design Strength, o% (lb) Ratio Status Steel 2300 20340 0.11 Pass Concrete breakout 4600 35806 0.13 Pass (Governs) Pullout 2300 32646 0.07 Pass Shear Factored Load, V. (lb) Design Strength, 0Vn (lb) Ratio Status Steel 800 10576 0.08 Pass (Governs) Pryout 1600 71613 0.02 Pass Interaction check N.10Nn V../OVn Combined Ratio Permissible Status ' Sec. D.7.1 0.13 0.00 12.8% 1.0 Pass PA85H (5/8"0) with hef = 10.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 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 -Te Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongUe.com B . ANCHO neenng, Inc. STRUCTURAL CALCULATIONS Rancho Job #16-085 • for Carlisle Shop 1034 Middlehoff Ln. ' OrmAlle CA Calculation Index: Page # • Project Layout 1 • Footing Analysis F1 -F12 • Anchor Bolt Design AB1-AB8 Revision Summary: Rev. 0 05/4/16 .Initial Issue WO 9(99HVL&D JUN 28 2016 BUREAU VERT SAS N.A. 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 Engineerin � SRancho Engineering Inc. disclaims responsibility for any structural design not specifically��sed in this calculation package. Calculations and plans are not valid until reviewed anApplyloy appropriate governmental agencies. LOp�ENT Jarrod Holliday, P.E. 5550 Skyway Suite C Civil, Structural, Septic Design Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com . t 3 F2 F JOB NUMBER: 16-085 50ALE: N.T.S. 5550 Skyway, Ste. G CARL 15LE SHOP CIHO Paradise, CA g5Q6q I034 MIDDLEHOFF LN. Phone/Fax: OROVILLE, GA L'neering, Inc. APN: 030-170-022 Description : Ft Code References r Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 - ' Generali Information`., Material Properties Soil Design Values - 1.50 ksf fc :Concrete 28 day strength = '3.0 ksi Allowable Soil Bearing Increase Bearing By Footing Weight - = No fy : Rebar Yield = 60.0 ksi 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 9 Values Flexure = 0.90 Shear = 0.750 . Increases based on footing Depth It Analysis Settings Footing base depth below soil surface = Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below =, It Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension ksf ' Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = It • Use % wt for stability, moments 8 shears Yes when maximum length or width is greater thar =. Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom 8 shear No , Width parallel to X-X Axis . = 1.50 ft M Length parallel to Z-Z Axis = 1.50 ft Z Footing Thicknes = 24.0 in Pedestal dimensions... X X px : parallel to X-X Axis = in _ pz :parallel to Z-Z Axis = in - ` ma Height in Rebar Centerline to Edge of Concrete... I .' •" at Bottom of footing = 3.0` o .in - rn Reinforcing .-<. , ^ �` �:e •�`.`:�,::� x„x'�� w , ' Bars parallel to X-X Axis a Number of Bars = 3.0. ...: • ; 1S• '.'J4 ' n• l ' `r� _ Reinforcing Bar Size = # 5 �IIII '°' `•''='-•.st,, "" I IIIII 111111 9t•: �..�'11. ,,•._ . •.i., ; q 1 r.� IINIIII Bars parallel to Z-Z Axis II ..;p' ';a; I III 111 ,-..,�•:,,z;: `° 11 Number of Bars = 3.0' :, : ^ri'::,5 ,.: '?:; '?t;' Reinforcing Bar Siz( _ # 5 �� .. - :.�;•:..,._'...<•';-;,,, t::; '`� .'..;s :, :_?�..,: I i ��,'. -.i.yr....•ey. :fC�M +yti: :_ka-+�y1: '•..�•,,:�•.;;.;;:.;` ''.".>•;;;:. t::;:;.:f ,.,�.. gyp. ::•fit: .-.... _1111111 ..:�. ':iC "71: '.e • Bandwidth Distribution Check (ACI 15.4.4.2) ., v ,r. , V ..,, ` y'". ®III 111 `� •..,:;.=t�?,.;•:,..;:�.;t•,�•. ,.,�w;: '•�y,3+ds`�%,; :;�:.:t:;:.:s•,; ,,• II ••.•. Direction Requiring Closer Separation n/a `;'f'" ; 111111 "•:.5 # Bars required within zone n/a 1— III I Ilfl Ililllll # Bars required on each side of zone n/a Applied Loads ' ZA D Lr L S W E H P: Column Load = . 0.20 -0.30 - -0.10 -0.80 -0.10 k OB: Overburden = ` ksf M-xx = k-ft M-zz = k-ft V-z k _ Description : F1 DESIGN SUMMARY t' r,. - • PASS 0.2526 Soil Bearing PASS n/a Overturning - X -X PASS n/a Overturning - Z -Z PASS n/a Sliding - X -X PASS n/a Sliding - Z -Z PASS 1.066 Uplift PASS 0.001560 Z Flexure (+X) PASS 0.001560 Z Flexure (-X) PASS 0.001560 X Flexure (+Z) PASS 0.001560 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS n/a 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) PASS n/a 1 -way Shear (-Z) PASS n/a 2 -way Punching 0.3789 ksf 1.50 ksf +D+L+H about Z -Z axis 0.0 k -ft 0.0 k -ft No Overturning 0.0 k -ft 0.0 k -ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Sliding -0.480 k 0.5115 k +O.60D+0.60W+0.60H 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H 0.08875 k -ft 56.894 k -ft +1.20D+0.50Lr+0.50L+W+1.60H 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a �. < „ < ,,r w r , � w <m�. Fte 11GASEYIRandw {R)110 1201-11Cariisle ec6 err �j7 �� ?a� x �.. General':Foottng e N � �`� ',,;, a „tENERGQLC�ING.1983,20W.BuiId.616,1:27,Ver6:16.1.31:: C`.r.A,.nY, >St.'k tl - ..... ... ....:.3r ;, vr... ..ld.. :.'o .. ... +... :Description : F2 Code References V Calculations per ACI 318-11, IBC 2012, CBC 2013,`ASCE 7-10 ' Load Combinations Used: IBC 2012 ' General Information 4;J+:, •r •J •4�'.�rt. z� Material Properties Soil Design Values - 1.50 ksf f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - No - 4, fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) - 200.0 pcf 0.30 .. Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth = ft Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = r 0.00180 when footing base is below = It Min. Overturning Safety Factor = 1.50 :1 Min. Sliding Safety Factor = 1.50 :1 Increases based on footing plan dimension - ksf Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth - ft Use fQ wt for stability, moments & shears Yes when maximum length or width is greater thar= Add Pedestal Wt for Soil Pressure No ' Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 3.0 ft, Length parallel to Z-Z Axis = 3.0 ft _ Z Footing Thicknes = 36.0 in x Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in • Height - in - ` a Rebar Centerline to Edge of Concrete...- ' at Bottom of footing = 3.0 in C N_ Reinforcing ri _ r 3 w , Bars parallel to X-X Axis Number of Bars . = 8.0 `,,, >,,,;:: ; , • :;,;:...;,., .:. y.^; ` •.N:� Reinforcing Bar Size = # 5 .. III I ;.�,,K �: 'M;: r:; •.::,`.:,,',t"• Ih II ' K:: ;:•,-: ;��.' � .••�?K.. �::•.r.;K;:•!, � I r.;� ,.R .r.,K•..,'.u'' ,.::z;K:;r'' I Illi �3r �.•y:'rr ! Bars parallel to Z-Z Axis .'f,{�•:y? yb:.'.:YJr ; �'}:: � :L I .LY�.. {:Y: :'L•?w :. 'r.,:;'. •..:?1 •• . _ Number of Bars - 8.0 I •,;:,'''" Reinforcing BarSizr = # 5 -:s:� •. _ :�•�� �••�r:' ppe�l I �,,..!;'."•.,K;.:.f`'• ` .K;''�:fy 111111 Bandwidth Distribution Check (ACI 15.4.4.2) IIIII .4..Y •Y;•i..-,�.:�`:• ,. ;S ,;; ';Y= wi;; ,r, Ilii ISI I nl a 1r:,.•r; rv., r rc.,•; •` • 1111111 ;, .;.. Direction Requiring Closer Separation n/a s`•.Ki ,;y . =j Y"•..:er'''as.'. -•.. p IIIsrat ".4,:.;;K;-,.:,.,::,� r. -�•. :t•.: r 111111 # Bars required within zone n/a I :.- I Illslllll� V@ II R lil II 111111 - # Bars required on each side of zone n/a11 , D Lr L S W E H P: Column Load = 1.30 3.30 0.70 -4.90 -0.10 k OB: Overburden = ksf M-xx t = r k-ft ' M-zz = _ - k-ft V-x = k V-z = k P� C -LI Description: F2 DESIGN SUMMARY F ; c " r Design •EL Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6307 Soil Bearing 0.9461 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 1.064 Uplift -2.940 k 3.129 k +0.60D+0.60W+0.60H PASS 0.007140 Z Flexure (+X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 Z Flexure (-X) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (+Z) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS 0.007140 X Flexure (-Z) 0.8550 k -ft 119.745 k -ft +1.20D+1.60Lr+0.50L+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.2508 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H • • .. Y �Rj f !.Y �txf t1 .i( Rif U iC J TY4l' hr.,Fle ,G{YOGI W{MI tV1LV� •'�,��$Ie.O{Al y�::'. General Foofing Y,� kr '; w A' `•. �"; Y *.ENERCALC INC.,A.s93�1s,,UHd.646',l 2TVers.16.'I , .. . ,.x . •. i . Description: F3 ' - Code References ' Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information 4 x gym'` - Material Properties Soil Design Values - • 1.50 ksf Pc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing - No fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight 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 • = ft Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. = Allowable pressure 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 - = ksf ft Use f g wt for stability, moments & shears Yes when maximum length or width is greater thar , Add Pedestal Wt for Soil Pressure No Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 4.0 It z -t Length parallel to Z-Z Axis = 4.0 ft, Footing Thicknes = 38.0 in Pedestal dimensions... X 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 y o Reinforcing Bars parallel to X-X Axis Number of Bars = 12.0 Reinforcing Bar Size # 5:...:,.:, - ,,..;.: ,: M•:-.;t:,, ;,�.,, n,:..,;�.;::"„•.-....,.:,.• ti. '.:. Bars parallel to Z-Z Axis s: I ILII :::; •.:}, • �.: ; -`t: .;y: ;;,'rf :r . :� �'' •:• : `�: �<::�: :•tr>, y:, ” '<?3: ..,...;::•;r:::.-�...�. •, <;�r::=.,, ;��-. .y:, :.:. I Ili Number of Bars = 12.0 ,1� ut',- , i; '>>'� `3 ;. 'til, ., . s•, ; .:.; Reinforcing Bar Siz( _ # 5 II �IIIII ': z: t "''''"i`", ` `'`"�. ;`°' - II 111 I ,' t" "° . r, ':f''• ':.i.'>'iq:'• r< . it "7{. :';:r " �y, ''' a'` - • IIIIIIII ';e;'•• :i,. Bandwidth Distribution Check ACI 15.4.4.2 II 1111111 / y " " = '� ° Cr.•�.y," "`` '••ll..:'.:..u�.$�:: .,r..`•. ".:, of `Y ..�-, •,l :"�'�3.�MM••,•��•..�.•. ik.` 1111111 " `'`'`` Direction Requiring Closer Separation n/a _ , ". ">; `>' _ :" IIII I # Bars required within zone n/a # Bars required on each side of zone n/a Applied'Loads" r4Z'� zx - D Lr L S W E H P: Column Load = 1.30 -3.30 0.70 -8.30 -1.40 k OB: Overburden = ksf M-xx = k-ft . M-zz = k-ft V-x = I k V-z = k Description: F3 AFCIP.N CIIMAl1dR.Y . 3n; �, ��'. ; .=�"t .:" ." � - • • PASS 0.4978 Soil Bearing PASS n/a Overturning - X -X PASS n/a Overturning - Z -Z PASS n/a Sliding - X -X PASS n/a Sliding - Z -Z PASS 1.042 Uplift PASS 0.006247 Z Flexure (+X) PASS 0.006247 Z Flexure (-X) PASS 0.006247 X Flexure (+Z) PASS 0.006247 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS 0.0 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) PASS n/a 1 -way Shear (-Z) PASS n/a 2 -way Punching 0.7467 ksf. 0.0 k -ft 0.0 k -ft 0.0 k 0.0 k -4.980 k 0.8913 k -ft 0.8913 k -ft 0.8913 k -ft 0.8913 k -ft 0.0 psi 0.0 psi 0.0 psi 0.0 psi 0.6726 psi 1.50 ksf +D+Lr+H about Z -Z axis 0.0 k -ft No Overturning 0.0 k -ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 5.188 k +0.60D+0.60W+0.60H 142.659 k -ft +0.90D+W+0.90H 142.659 k -ft +0.90D+W+0.90H 142.659 k -ft +0.90D+W+0.90H 142.659 k -ft +0.90D+W+0.90H 82.158 psi n/a 0.0 psi n/a 82.158 psi n/a 82.158 psi n/a 82.158 psi +0.90D+W+0.90H • Description : F4 " Code References- Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information y -Material Properties Soil Design Values . 1.50 ksf fc : Concrete 28 day strength = 3.0 ksi ;. Allowable Soil Bearing No fy :Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight - ' Ec : Concrete Elastic Modulus = 3,122.0 ksi ' Soil Passive Resistance (for Sliding) = 200.0 pcf Concrete Density = 1145.0 pcf Soil/Concrete Friction Coeff. = 0.30 r cp Values Flexure = 0.90 Shear = 0.750 Analysis Settings Increases based on footing Depth Footing base depth below soil surface. = ft Min Steel % Bending Reinf. _ - Allowable pressure 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 ksf Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth = ft Use itg wt for stability, moments &shears Yes when maximum length or width is greater thar = • Add Pedestal Wt for Soil Pressure No " l ' Use Pedestal wt for stability, mom & shear ' ` No Dimensions _ 1'•� 3 Width parallel to X-X Axis 3.250 ft' Z Length parallel to Z-Z Axis = 3.250 ft - ` Footing Thicknes = 36.0 in ' Pedestal dimensions...: `•` a 7 -7 px : parallel to X-X Axis = m ` pz : parallel to Z-Z Axis = in !' ` Height - in A° 5 ' a Rebar Centerline to Edge of Concrete.. • m at Bottom of footing = 3.0 in n _ rl ' Reinforcing 3' Bars parallel to X-X Axis Number of Bars_ 10.5 Reinforcing Bar Size # + A+K, (Il.�:�:SCYsh`'1�.'iKYl,YJ�: Bars parallel to Z -Z Axis II_I III .;''.'T;:Y.`.S•,�zY •�:}..'sK,` ',•, ''''` ` :, ::;; INIINI Number of Bars = 10.0 _ �,, :? 'y;; Reinforcing BarSizr = # 5' N IIIIIIN i .. =•.L,qc.�%�,•: `';°'''","' `` ``'"': ''` -'ll NII •;.i�tP"7j:.' `7`?K, . SKS%((.'• K z..f:' '•`aKl i"dt: 'II�IIIIIN Bandwidth Distribution Check (ACI 15.4.4.2) '�' °'r• ��II IN ..; ".r�i:)s.. s;,o;tsen`1 '?° ;«:,: ;.;'`:•'':•. :•"•' IINIII ';•„'? Direction Requiring Closer Separation n/a . ~ 'a: ' • s`.;^ N� IIIII ;y'v,>, SK;:•-.tt. III I :•:iKp;: # Bars required within zone n/a .,��,{.�;•_ .a{:�:; .•.'sK'..:t�.":(l••''Ki,'.'•:(!.'i: IIIII # Bars required on each side of zone n/a I—III Applied.Loads D Lr L S W E H P: Column Load = 0.20 - -0.30 -0.10 -4.60 -1.30 k OB : Overburden = ksf M xx = k-ft M-zz = k-ft V-zt •' Description: R DESIGN SUMMARY Design OK Min. Ratio Item Applied Capacity Goveming Load Combination PASS S 0.3026 Soil Bearing 0.4539 ksf 1.50 ksf +D+L+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 nia 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 1.042 Uplift -2.760 k 2.877 k +0.60D+0.60W+0.60H PASS 0.004096 Z Flexure (+X) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.004096 Z Flexure (-X) 0.5638 k -ft 137.632 k -ft +1.20D40.50Lr+0.50L+W+1.60H PASS 0.004096 X Flexure (+Z) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.004096 X Flexure (-Z) 0.5638 k -ft 137.632 k -ft +1.20D+0.50Lr+0.50L+W+1.60H PASS n/a 1 -way Shear (+X) 0.0 psi 82.158 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 82.158 psi n/a PASS n/a 1 -way Shear (-Z) 0.0 psi 82.158 psi n/a PASS n/a 2 -way Punching 0.3164 psi 82.158 psi +1.20D+0.50Lr.+0.50L+W+1.60H Description : F5 _ '1 4 Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 ' General Information Material Properties Soil Design Values 1.50 ksf f : Concrete 28 day strength = fy : Rebar Yield = 3.0 ksi 60.0 ksi = Allowable Soil Bearing - Increase Bearing By Footing Weight _ No Ec ; Concrete Elastic Modulus = 3,122.0 ksi ;' Soil Passive Resistance (for Sliding) - 200.0 pcf 0.30 Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth = It Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. = Allowable pressure increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = It ; Min. Overturning Safety Factor 1.50 :1 Min. Sliding Safety Factor = 1.501:1 Increases based on footing plan dimension - Allowable pressure increase per foot of depth ksf Add Ftg Wt for Soil Pressure Yes when maximum length or width is greater thar= ft Use ftg wt for stability, moments & shears Yes Add Pedestal Wt for Soil Pressure :'' No Use Pedestal wt for stability, mom & shear No Width parallel to X -X Axis = 4.50 ft Length parallel to Z -Z Axis = 4.50`ft Footing Thicknes = 32.0 in - X rP Pedestal dimensions... px : parallel to X -X Axis = in- pz : parallel to Z -Z Axis = in Height in -03 rCL Rebar Centedine to Edge of Concrete... o fD at Bottom of footing = 3.0 in Reinforcing. _ ` ; �N a w Bars parallel to X -X Axis Number of Bars = 12.0 Reinforcing Bar Size = # -5 Bars parallel toZ-Z Axis ,;:: °•` `:,::;=:,o.: >,:`i I III II. ;`;''';;r s'.,:;`r ` Illil Number of Bars = 12.0 ''t •i.. :<\'. �.:•:..'�C•.• 1�\''•"•'ry: `:. �•^'�j��1•�\"•,'':,rye Reinforcing Bar SO_ # . 5 II 1111111 ' .• .,,, : <<..,..,�:,, �•; 'r:"'• 11111 Bandwidth Distribution Check (ACI 15.4.4.2) ' 4' `i ' I Illi) till ..''•:••<. •;..:!?"; '. Direction Requiring Closer Separation n/a - # Bars required within zone n/a # Bars required on each side of zone n/a r Applied Loads' D' `' Lr L S W E H P: Column Load = 3.90 " 4.50 1.50 -11.60 -0.50 k OB: Overburden = ksf M-xx t = f k -ft M-zz = k -ft V x = k. V -z = k _ '1 4 C) e.)6 Description : F5 Design OK EL DESIGN SUMMARY -" s PASS 0.5343 Soil Bearing PASS n/a Overturning - X -X PASS n/a Overturning - Z -Z PASS n/a Sliding - X -X PASS n/a Sliding - Z -Z PASS 1.011 Uplift PASS 0.01416 Z Flexure (+X) PASS 0.01416 Z Flexure (-X) PASS 0.01416 X Flexure (+Z) PASS 0.01416 X Flexure (-Z) PASS n/a 1 -way Shear (+X) PASS 0.0 1 -way Shear (-X) PASS n/a 1 -way Shear (+Z) PASS n/a 1 -way Shear (-Z) PASS n/a 2 -way Punching 0.8015 ksf 1.50 ksf +D+L.r+H about Z -Z axis 0.0 k -ft 0.0 k -ft No Overturning 0.0 k -ft 0.0 k -ft No Overturning 0.0 k 0.0 k No Sliding 0.0 k 0.0 k No Sliding -6.960 k 7.038 k +0.60D+0.60W+0.60H 1.485 k -ft 104.865 k -ft +1.20D+1.60Lr+0.50L+1.60H 1.485 k -ft 104.865 k -ft +1.20D+1.60Lr+0.50L+1,60H 1.485 k -ft 104.865 k -ft +1.20D+1.60Lr+0.50L+1.60H 1.485 k -ft 104.865 k -ft +1.200+1.60Lr+0.50L+1.60H 0.0 psi 82.158 psi n/a 0.0 psi 0.0 psi n/a 0.0 psi 82.158 psi n/a 0.0 psi 82.158 psi n/a 2.527 psi 82.158 psi +1.20D+1.60Lr+0.50L+1.60H ` x� y�,� x� a. ' h� 11CASEYtRancho(Wyo120161085CA 11Carlisle"ec6 In General Fooling , Bu31d.6.16.t27„V.er616:1.3i.., ti .., .. r : .. ,.:... ,� . .;... .. . w... ,ENERGALC,.INC.1963�16 A.00: Description : F6 Code References : '',<<. - , Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: IBC 2012 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf No fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = 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 rP Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth = ft Analysis Settings Footing base depth below soil surface Min Steel % Bending Reinf. = Allowable pressure 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 Fig Wt for Soil Pressure Yes , Allowable pressure increase per foot of depth = ksf ft Use R9 wt for stability, moments & shears Yes when maximum length or width is greater thar = Add Pedestal Wt for Soil Pressure No . Use Pedestal wt for stability, mom & shear No Dimensions 'N' • Width parallel to X-X Axis = 2.50 ft • Length parallel to Z-Z Axis = 2.50 ft . Z ' Footing Thicknes' = 24.0 in a. X X Pedestal dimensions... ` px : parallel to X-X Axis = in iv pz : parallel to Z-Z Axis in., ,, = Height in�..:•4 m CL ' Rebar Centerline to Edge of Concrete... m at Bottom of footing = 3.0 in _ ' Reinforcing” '''- r �� -, x H- 2 w Bars parallel to X-X Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 1®IIIIIIII �'•.i:, K;" "" .' t:: •"'•'`=r '-1>�IIII�I 1111 =_�".' "�' `"�' is r.;'ie;;. !*� y'r;e� ` '`"- '`` 1111111 sr � �'i.i"a+• Bars parallel to Z-Z Axis Number of Bars = 6.0 :�` �.:.i. ' r .. .;:.•,;: ; i•`.,. Reinforcing Bar SizE _ # 5 Iclllll '=•'x� . '"''-,� xt ''"'':.:'`" - "''- 11111111 1111 - `" IIIIIIIh "' `, :- Bandwidth Distribution Check ACI 15.4.4.2 —1111 `" °r:f+; "; ''"'"• II I 11111 ? : • �s.�� �`" '"` ` 11111 Direction Requiring Closer Separation n/a �•?-.' ��•.:><•:-r:.-t;.'=:a7- II 1111 =t~-.:.'' =: '' :'a # Bars required within zone n/a # Bars required on each side of zone n/a' Applied Loads. D Lr LS W E H P: Column Load = 0.60 1.20 0.20 -2.20 0.30 k OB: Overburden _ ksf M-xx - k-ft M-zz = k-ft V-x = k V-z = k Description : F6 Design OK DESIIW :SUMMAW PASS 0.3853 Soil Bearing 0.5780 ksf PASS n/a Overturning - X -X 0.0 k -ft PASS n/a Overturning - Z -Z 0.0 k -ft PASS n/a Sliding - X -X 0.0 k PASS n/a Sliding - Z -Z 0.0 k PASS 1.097 Uplift -1.320 k PASS 0.004863 Z Flexure (+X) 0.330 k -ft PASS 0.004863 Z Flexure (-X) 0.330 k -ft PASS 0.004863 X Flexure (+Z) 0.330 k -ft PASS 0.004863 X Flexure (-Z) 0.330 k -ft PASS n/a 1 -way Shear (+X) 0.0 psi PASS 0.0 1 -way Shear (-X) 0.0 psi PASS n/a 1 -way Shear (+Z) 0.0 psi PASS n/a 1 -way Shear (-Z) 0.0 psi PASS n/a 2 -way Punching 0.7633 psi 1.50 ksf +D+Lr+H about Z -Z axis 0.0 k -ft No Overturning 0.0 k -ft No Overturning 0.0 k No Sliding 0.0 k No Sliding 1.448 k +0.60D+0.60W+0.60H 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H 67.866 k -ft +1.20D+1.6OLr+0.50L+1.60H 67.866 k -ft +1.20D+1.60Lr+0.50L+1.60H 82.158 psi n/a 0.0 psi n/a 82.158 psi n/a 82.158 psi n/a 82.158 psi +1.20D+1.60Lr+0.50L+1.60H E-'il►��I�.Y•�►■ Anchor Designer TM Software Version 2.4.5673.0 1•.Proiect information Customer company: Customer contact name Customer e-mail* Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB Diameter (inch): 0.750 Effective Embedment depth, her (inch): 14.000 Anchor category: - Anchor ductility: Yes hmin (inch): 16.25 Crr�n (inch): 1.50 Srnin (inch): 3.00 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set 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> 60C X, Company: Rancho Engineering Date: 5/4/2016 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: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 32.00 State: Cracked Compressive strength, f (psi): 3000 YWc.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): 9.50 x 6.00 x 0.50 0 Ib Y 0 ft -4b ... _....,.... I . .......... ........ _._....... _ ...... ............. .... __.__...._...__. .......... __.._....... ... ._......._.... ... ........... ................. _.._ 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 94688 Phone: 925.560.9000 Fax: 925.847.3871 www.strangue.com ►'� � 0 Anchor DesignerTm e Software Version 2.4.5673.0 <Figure 2> PP3 z Company: Rancho Engineering Date: 1 5/4/2016 Engineer: Jarroc Holliday Page: 2/4 Project: Address: 5550 Skyway Ste. C Phone: (530) B77-3700 E-mail: ranchoengineedng@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor EbIt - PAB6 (3/4"0) Input data and results must be checked far agreement with the existing circumstanmes, the standards and guidelines must be checked for plausibility. Simpson Strong-rie Company Inc. 5956 W. la3 Positas Boulevard Pleasanton, CA 945E.8 Phone: 925.560.9000 Fax: 925.847.3871 www.strangte.com Anchor DesignerTm Software mugVersion 2.4.5673.0 } Company: Rancho Engineering Date: 5/4/2016 Engineer: Jarrod Holliday Page: 1314 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: I ranchoengineering@hotmail.com 3 ResultincgAnchor Forces Tension load, Shear load x, Shear load y, Shear load combined, Anchor S. Concrete Breakout Strength of Anchor Nue (lb) V.= (lb) Veay (lb) 4(V.)1+(Vwr)1 (lb) 1 2900.0 1500.0 0.0 1500.0 2 2900.0 1500.0 0.0 1500.0 3 2900.0 1500.0 0.0 1500.0 4 2900.0 1500.0 0.0 1500.0 Sum 11600.0 6000.0 0.0 6000.0 Maximum concrete compression strain (968): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 11600 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strencrth of Anchor In Tenslon/Sec. D.5 Nie (lb) 0 ON. (lb) 19370 0.75 14528 S. Concrete Breakout Strength of Anchor In Tension (Sec. D,5.2) Nb = 16A.4 .her- (Eq. D-7) A8 Fc (psi) her (in) Nb (lb) 1.00 3000 14.000 71268 ^Ng =0(ANc/ANco)Y'ec.NWed.NWc,NY'cp,NNb (Sec. D.4.1 & Eq. D-4) ANc (in 2) AN. (int) Y'ec,N Y'ed,N Y'C,N V'MN Nb (lb) 0 ONcbp (lb) 2304.00 1764.00 1.000 1.000 1.00 1.000 71268 0.70 65159 6 Pullout Strength of Anchor in Tension (Sec. D.5.3) ONp _ OY'e.aNp = OY'e.a8AbmFc (Sec. D.4.1, Eq. D-13 & D-14) Y'aP AbT (int) Fc (psi) 0 Nae (lb) 1.0 3.56 3000 0.70 46 59778 ......... ....._................. ..._.... ._....... ........_-................._._._.._.__-..........__._____...._................... ._........ -.....-._........ ...-... ..... ._.�...-.._�........_..._.-........_��.�...._�.._......................- _ 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 E•'i ►1�(�•'i�1► Anchor Designer TI Software Version 2.4.5673.0 Company: Rancho Engineering I Date: 5/4/2016 Engineer: Jarrod Holliday I Page: 4/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineedng@hotmail.com 8. Steel Strength of Anchor In Shear (Sec. D.6.1) V. (lb) 09— 0 4woyse (lb) 11625 1.0 0.65 7556 10 Concrete Prvout Strength of Anchor in Shear (Sec. D.6.31 OVcpg = okcpNcbg= Okrp(ANc/ANco)'Yec.NVl'eu.NKNY'cp.NNb(Eq. D-41) - kcp ANc (int) ANco (in 2) Vyee,N VyedN KN VV'cp,N Nn (lb) 0 OVcpg (Ib) 2.0 2304.00 1764.00 1.000 1.000 1.000 1.000 71268 0.70 130318 11. Results Interaction of Tensile and Shear Forces (Sec. D.71' Tension Factored Load, N. (lb)' Design Strength, o% (lb) Ratio Status Steel 2900 14528 0.20 Pass (Governs) - Concrete breakout 11600 65159 0.18 Pass ' Pullout 2900 59778 0.05 Pass Shear Factored Load, V. (lb) Design Strength, eV� (lb) Ratio Status Steel 1500 7556 0.20 Pass (Governs) Pryout 6000130318 L ' . 0.05 Pass Interaction check N„./^ VV,e/OVB Combined Ratio Permissible Status Sec. D.7.1 0.20 0.00 20.0% 1.0 Pass PAB6 (3l4"0) with hef = 14.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 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 !�'i I P� l �•`i�1► ■ Anchor Designer TM r " e Software Version 2.4.5673.0 1.Proiect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-11 Units: Imperial units Anchor Information: Anchor type: Cast -in-place Material: AB_H Diameter (inch): 0.625 Effective Embedment depth, her (inch): 10.000 Anchor category: - Anchor ductility: Yes h.in (inch): 12.13 C.te (inch): 1.25 S.in (inch): 2.50 Company: I Rancho EngineeringDate: 4/13/2016 Engineer: Jarrod Holliday Page: 1/4 Project: Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineedng@hotmail.com Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set 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 L <Figure 1> Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 17.00 State: Cracked Compressive strength, Pe (psi): 3000 4)c,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 0.50 4600 lb 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 -Te Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.647.3871 www.strongde.com E.7i►1�i:�•�•�►�■ Anchor Designer TM Software Version 2.4.5673.0 <Figure 2> Company: Rancho Engineering Date: 4/13/2016 Engineer: Jarrod Holliday Page: 2l4 Project: Address: 5553 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineedng@hotmail.com Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB5H (5/8"0) Input data and results must be checked for agreement with the existing circumstances, :he standard:; and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. las Positas Boulevard Pleasanton, CA 94588 Fhone: 925.W0.9000 Fax: 925.847.3871 www.strongtie.com • ' Anchor DesignerTm Software Version 2.4.5673.0 i Asa Company: Rancho Engineering Date: 4/13/2016 Engineer: Jarrod Holliday Page: 3/4 Project: Anchor Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail: ranchoengineedng@hotmail.com 3 Resulting Anchor Forces Nva (lb) 0 ON. (lb) 27120 0.75 20340 Anchor Tension load, Shear load x, Shear load y, Shear load combined, 4(Vw.)1+(VuayY (lb) kc Ae fc (psi) he (in) Na (lb) Vuax (Ib) Vwy (lb) ONCDg =0 (ANcI ANco)Y'KNY'adNPC,NV1Cp,NNo (Sec. D.4.1 & Eq. D-4) 1 2300.0 800.0 0.0 800.0 2 2300.0 800.0 0.0 800.0 Sum • 4600.0 1600.0 ' 0.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 4600 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'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 1600.0 4 Steel Strength of Anchor in TensOn(Sec D.5.1) Nva (lb) 0 ON. (lb) 27120 0.75 20340 S. Concrete Breakout Strength of Anchor in Tension (Sec. D.5.21 Na = kcda4Pcher,s (Eq. D-6) kc Ae fc (psi) he (in) Ne (lb) 24.0 1.00 3000 10.000 41569 ONCDg =0 (ANcI ANco)Y'KNY'adNPC,NV1Cp,NNo (Sec. D.4.1 & Eq. D-4) ANc (In Z) AN. (int) W_ N TWA Y'C,N Y'CP,N Na (lb) 0 ONoog (Ib) 1107.47 900.00 1.000 1.000 1.00 1.000 41569 0.70 35806 6 Pullout Strength of Anchor in Tension (Sec D.5.31 ONp„ = OycpNp = OY/,p Abmfc (Sec. D.4.1, Eq. D-13 & D-14) y✓C•P Awg (inz) fc (psi) 0 ONpa (Ib) 1.0 1.94 3000 0.70 32646 . ......_............ ........... ._ .�..__ _........—_........ ._. __.......___...._.__� ...:.._......._.__._._------ .-.._...._.._...... Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Te Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 945118 Phone: 925.560.9000 Fax: 925.847.3871 www.strangtie.com A l+'�I►L11+'i•]►■ Anchor DesignerTm ,. Software Version 2.4.5673.0 5 A� E3 Company: Rancho Engineering I Date: 4/13/2016 Engineer: Jarrod Holliday Page: 4/4 Project: 0 Og doV- (lb) Address: 5550 Skyway Ste. C Phone: (530)877-3700 E-mail- ranchoengineedng@hotmail.com 8 Steel Strength of Anchor in Shear (Sec, D.6.1) F V. (ib) 09— 0 Og doV- (lb) 16270 1.0 0.65 10576 10 Concrete Pryout Strength of Anchor in Shear (Sec D 6 3) OVcpg = OkcpNcbg = Okcp(ANc/ANco) Y'w.N Ted.N'Yc,NTcp,NNb(Eq. D-41) kcp ANc (in 2) AN. (int) V'ec,N Wed,N VAN 'I/cp,N Nb (lb) 0 OVcpg (lb) 2.0 1107.47 900.00 1.000 1.000 1.000 1.000 41569 0.70 71613 11. Results Interaction of Tensile and Shear Forces (Sec 0.7) Tension Factored Load, N. (lb) Design Strength, 0Nn (lb) Ratio Status Steel 2300 20340 0.11 Pass Concrete breakout 4600 35806 0.13 Pass (Governs) Pullout 2300 32646 0.07 Pass Shear Factored Load, V. (lb) Design Strength, oVe (lb) Ratio Status Steel 800 10576 0.08 Pass (Governs) Pryout 1600 71613 0.02 Pass Interaction check N.1^ V,8/OV. Combined Ratio Permissible Status Sec. D.7.1 0.13 0.00 12.8% 1.0 Pass PAB5H (5/8"0) with hef =10.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections D.8.1 and D.8.2 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.strangte.com F _..._... .... ........ -._...._......_............. _........... - -- ....._...__ __._._......._ ___._.....-- ---- .... . ...... 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.strangte.com c", c :.F Building ® Systems A Division of Robertson-Ceco II Corporation DESIGN PACKAGE ACCREDITED AC472 PES"XIVED EOR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. JAN 1 4���Z SIP ������� JUN 2 8 2016 BUREAU &ij-I-AS N. �* Building ®� stS y emsACCREDITEDE�g D'AC472 01yWon of RObeitson•Ceco It Corporation Office: (800) 941-2291 (509)244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001-9595 http://www.garcobuildings.com March 16,`2016 y Factory Steel Ovrstock 5855 W. 118TH CIR, Broomfield, Colorado 80020- 15-B-27340 IAN CARLISLE D 1034 MIDDLEHOFF Lane Oroville, CA 95965 30'=0" x 40'-0" x 14'-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 Garco Building Systems. The.attached design criteria information is to remain with and form part of this ® Letter of Certification. The calculations and the metal building they represent are the product of Garco Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Garco Building Systems or a division of its'affiliate NCI Building Systems'and is not the engineer of record for this project. Cordially; Garco Building Systems Materials for Metal Buildings An NCI Company Bejun Anklesaria, P.E. C 64613 Engineer IV EXP. I? CIVIL r. GF CAME 15-B-27340 <. Page 1 of 2 fR Mailing Address: Office: (800) 941-2291 Garcoo Building Systems (509) 244-5611 2714 S. Garfield Road v Fax: (509) 244-2850 Airway Heights, WA 99001 D� �uiid ing s Sy . terns D drvislon of ftobeitson-Cisco It Corporatron 2714 S. Garfield Road • AirwayHeights,-WA99001--9595-•" ACCREDITED AC472 Office: (800) 941-2291 (509)244-5611 Fax: (509) 24412850 _ittlDA.vww.garcobuildings.com --~ 1.5-B=27340 Page 2 of 2 Mailing Address: Office: (800) 941-2291 Garcoo Building Systems (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001 r Building Code ....................... CBC 13 Risk Category.... .................. II - Normal Roof Dead Load Superimposed .................... 2.000 psf Collateral.. .................. 0.500 psf Roof Live Load... ........ ........ 12/20.00 psf ® Snow Ground Snow Load (Pg)........... 5:0000 psf '' Snow Load Importance Factor (Is) 1.0000 Flat Roof Snow Load-(Pf)........ 4.0000 psf Snow Exposure Factor (Ce)..:.... 1.00 Thermal Factor (Ct).. ,...... .« Wind Ultimate Wind Speed................110 mph Nominal Wind Speed (Vasd).......... 85. mph (IBC Section 1609.3.1) Wind Exposure Category C ........... Internal Pressure Cbef (GCpi) 0.55/-0.55 D Loads for components not provided by building manufacturer " Corner Areas 35.301 psf,pressure -44.343 psf suction Other Areas 35.301 psf pressure -37.579 psf suction These values are. the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic. Seismic Importance Factor (Ie) 1.00 Seismic Design Category......... D .Soil Site Class........:......... D Stiff Soil Ss.. ................ .......... 0.5950 g Sds ..... 0.5252 g • S1.........*-****-**-** ­0.2614 g Shc ..... 0.3268 g Analysis Procedure .............. Equivalent Lateral Force Column Line All All(Front) A11'(Back) Basic Force Resisting System C4 B3 B3 Response Modification Coefficient.(R) 3.25 3.25 3.25 System Over -Strength Factor "(Omega) 3:0000 2.0000 2.0000 Seismic Response Coefficient (Cs) 0.162 0.162 0.162 Design Base Shear in kips (V) Transverse 1.36 Longitudinal 1.21 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 1.5-B=27340 Page 2 of 2 Mailing Address: Office: (800) 941-2291 Garcoo Building Systems (509) 244-5611 2714 S. Garfield Road Fax: (509) 244-2850 Airway Heights, WA 99001 r D, C' SuIldin-9' Y _ _--_--DESIGN-PACKAGE— BUILDER: Factory Steel Ovrstock a CUSTOMER: IAN CARLISLE JOB NUMBER: 15-B-27340 TABLE OF CONTENTS D p Original Design Completed thru Change Order # 0 .Revision Histor 0 Update Rev # Reactions Reason for Revision Pages Revised Pae Design Criteria 1-3 Building Sketch 4 Design Summar 5-11 Design loads and reactions 12-23, Seismic design 24-25 p Original Design Completed thru Change Order # 0 .Revision Histor 0 Update Rev # Reactions Reason for Revision Pages Revised Date. Eng. Revised Project Engineer: N S Shanker Sastry (Fairview) Checking Engineer: Edupaganti Srineela Signing Engineer: Bejun Anklesaria, P.E. "e, 9 0 O O -- -------------------------------------------------------------------------------- ------------ 15-B-27340 FRAMING SUMMARY: Roof 3/16/16 0:25am -------------------------------------------------------------------------------- PURLIN LAYOUT: -_ -------------- Surface Purlin Surf Ext Stub.Purlin Total Peak-Set_Space- Id • Type Left Right ,Le Et Right Rows Space Space Row 2 ZB 0.00 0.00 N N 3 1.33 4.83 3 ® 3 ZB 0.00 0.00 N N 3 1.33 4.83 3 PURLIN LOCATION: ---------------- Surface Purlin Surf Id, Id Offset Space ® •------ ------ ------ ----- 2 1 4.83 4.83 2 9.65 4.83 3 14.48 4.83 15.81 1.33 • ` 3 1 1.33 1.33 A ® 2 6.16 4.83 3 10.99 4.83 r. 15.81 4.83 ' PURLIN & EAVE STRUT: .. •---------------=---- Surface Bay-Purlin Lap- IS_Flg Eave Id Id Part Left ------- ----------- ------ Right Strap ------ ------ Strut -------- 2 1 8X25216 2.33 0 8ES4L14 2 8X25216 2.33 0 8ES4L14 3 1 8X25Z16 2.33 0 8ES4L14 2 8X25216 2.33 0 8ES4L14 ® ROOF BRACING: ------------- Bay Attach Locate Id Start End Type Part Dia 2 0.00 15.00 Cable WC4 '0.250 ® 15.00 30.00 Cable WC4 0.250 BOLT AT EAVE STRUT: ------------- Wall Frame Line Lap ------- Bolt ------ Id' Id Type Plate No. Type _Size Dia Washer, © 2 1. EW - 2 A325 0.500 0 2 2 RF N 2 A325 0.500 -• 0 2 3 EW - 2 A325 0.500 0 4 1 EW - 2 A325 0.500 0 4 2 RF N 2 A325 0.500 0• 4 3 EW - 2 A325 0.500 0 . d' PURLIN ANTI -ROLL. r ' ---------------=- �' . Surf Line Ds ARoll No. Id 'Ia AntiRoll Type Id Purlin Purlin ` R' -Id 2 i_EW Clip w/gusset @001 1 3 2 RF Clip w/gusset @004 1 3 2 R EW Clip w/gusset @001 1 3 3 L EW 'Clip w/gusset @001 1 1 3 RF Clip w/gusset @004 1 1 3 R EW Clip w/gusset @001 1 1 15-B-27340 FRAMING SUMMARY: Left Endwall 3/16/16 0:25am RAFTER: Surf Id Id Part Length Rafl 2 10F25C14 15.81 • Raf2 3 10F25C14 - 15.81 RAFTER SPLICE:. -------------- -Surface- ' ---Plate--- Bolt Bolt Bolt ---Top--- --Bottom- Id Locate Type width .Thick Type Dia Gage Row Space Row Space ® 3 0:00 M 6.00 0.375 A325 - 0.625 3.50 2 4.00 2 4.00 COLUMN: • Grid Base Id Offset Line Part Length Elev 'Coll 0.67 E BF25C14 12.63 0.00 Co12 6.00 D BF25C13 14.40 0.00 Co13 24.00 B 8F25C13 14.40 0.00 Co14 29.33 A 8F25C14 12.63 .0.00 BASE PLATE: ® ----------Plate-------- ----- Anchor _Bolt ------ Base_Clip_Bolts Id Type Width Length Thick Type Dia Gage Row No. Type Dia Coll EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co12 EB 7.00 8.00 0.250 .GR36 0.625 3.00 1 0 Co13 EB 7.00 8.00 0.250 GR36 0.625 3.00 1 0 Co14 EB 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 C014 4 A325 0.500 OPENING LAYOUT: --------------- Open -----Bay----- ------- Opening_Size_----- Id Id Offset Width Height Sill Note 1 2_ 3.00 12.00 12.00 0.00 e • 9 j '. OPENING JAMB/HEADER/SILL: Open Bay Id Id. Member Offset Locate Part Length ' --- ------ ------ 1 2 '.Jamb -L 3.00 ------ 0.00 -------- -------- 8F25C16 13.50 Jamb -R 15.00 0.00 8F25C16 13.50 ' 'Header 12.00 3.00 8F25C16 12.00 GIRT LAYOUT: ® ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 3.75 ZF 8X25Z16 0.00 6.00 Col Col 0.00 0.00 D 7.50 - ZF 8X25Z16 0.00 6.00 Col Col 0.00 0.00 D 13.50 ZF 8X25Z16 --- ------ ---- 0.69 6.00 Col ' Col 0.00 0.00 D ® -------- 2, 7.50 ZF 8X25Z16 ----- 0.00 ----- ---- ----- 3.00 Col Jamb ----- 0.00 --------- 0.00 D 7.50 ZF 8X25Z16 15.00 18.00 Jamb Col 0.00 0.00 D 13.50 ZF 8X35Z13 --- ------ ---- 0.00 18.00 Col Col 0.00 =---- 0.00 D' -------- 3 3.75 ZF 8X25Z16 ----- 0.00 ----- ---- ----- 6.00 Col Col 0.00 ----- 0.00 --- D 7.50 ZF 8X25Z16 0.00 6.00 Col Col 0.00 0.00 D 13.50 ZF 8X25Z16 0.00 5.31 Col Col 0.00 0.00 D ® GIRT INSIDE FLANGE BRACE: ' s ------------------------- No._Brace/Bay 1 2 3 .' 0 0 0 WALL BRACING: ------------ Bay Brace_Height ' Id Bot _ Top Type Part Dia 3 - 0.00 7.50 Cable WC4 -0.250 ® 7.50 14.40 Cable WC4 0.250 15-B-27340 FRAMING SUMMARY: Right Endwall 3/16/16 0 25am RAFTER: ® --,----- , Surf Id Id Part Length " Rafl 2 '10F25C14 15.81 Raft 3 10F25C14 15.81 RAFTER SPLICE: --------------- -Surface- ---Plate--- Bolt Bolt Bolt ---To Bottom - Id Locate Type Width Thick Type Dia Gage Row Space Row Space 3 0.00 M 6.00 0.375 A325 0.625' 3.50 2 4.00 2 4.00 COLUMN: Grid Base Id Offset Line Part Length Elev -. ------ ------ ------------ Coll 0.67 A 10F25C14 ------ 12.63 ----- 0.00 ' Co12 15.00 C 10F25C12 17.40 0.00 Co13 29.33 E 10F25C14 12.63 0.00 ® BASE PLATE- ----------- LATE----------Plate-------- ----------- Plate -------- ----- Anchor _Bolt ----- Base_ Clip_ Bolts '. Id Type Width Length Thick Type Dia Gage Row No. Type Dia Coll EB 7.00 10.00 0.250 GR36 0:625 3.00 1 0 Co12 EB 7.00 10.00 0.250 GR36 0.625 3.00 1 0' Cola EB 7.00 10.00 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 8X25Z14 0.00 ----- 15.00 ---- ----- Col Col ----- ----- 0.00 0.00 --- D 13.50 ZF 8X25Z16 0.69 15.00 Col Col 0.00 0.00 D 2 7.50 ZF 8X25Z14 0.00 15.00 Col Col 0.00 0.00 D ® 13.50 ZF 8X25Z16 0.00 14.31 Col Col 0.00 0.00 D GIRT INSIDE FLANGE BRACE: -------------------------- No._Brace/Bay ^ 1 2 ® 0 0 WALL BRACING: ------------- Bay Brace_Height Id Bot , Top Type Part Dia ® 2 0.00 17.40 Cable WC4 0.250 15-B-27340 FRAMING SUMMARY: Front Sidewall 3/16/16 0 25am GIRT LAYOUT: ------------ Bay Bay_Offset --Support- ----Lap---- Flg Id Locate Type Part Start --- ------ ------------ ----- End Left Right Left Right Rot 1 3.75 ZB 8X25Z16 0.00 ----- 20.00 ---- ----- Col Col ----- ----- 0.00 1.33 --- D 7.50 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D 2. 3.75 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D 7.50•. ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: , No. Brace/Bay 1- 2 0 ,0, ' WALL BRACING:- ------------- Bay. Brace_Height Id Bot Top Type Part Dia 2 0.00 14.00 Cable WC4 0.250 ® 15-B-27340 FRAMING SUMMARY: Back Sidewall .3/16/16 0:25am GIRT LAYOUT: ------------ '--Support- • Bay Bay Bay_Offset ----Lap---- Flg Id Locate Type Part Start End Left Right Left Right Rot 1 3.75 ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D 7.50, ZB 8X25Z16 0.00 20.00 Col Col 0.00 1.33 D --- ------ ---- 2 3.75 -------- ZB 8X25Z16 ----- 0.00 ----- 20.00 ---- ----- Col Col ----- ----- 1.33 0.00 --- f D 7.50 ZB 8X25Z16 0.00 20.00 Col Col 1.33 0.00 D GIRT INSIDE FLANGE BRACE: No. Brace/Bay' _ 1- 2 ® B ,O WALL BRACING: ------------- Bay Brace_Height Id Bot Top Type Part Dia ----- ------ -------------- -------- --=-- i 1 0.00 14.00 Cable WC4 0.250 ---------------------- 15-B-27340 FRAMING SUMMARY: Rigid Frame 1 3/16/16 0:25am ® LAYOUT: ' .Type RF No. Line 1 ~ Frame Line 7d 2 , Grid Line Id 2 ® MEMBER: Surf Mem Seg Flange Flange -Web_Depth- -Plate_Thickness- Id Id Id Part Length Width Start End Web 0-flg I-flg 1 1 1 5.00 5.00 9.00 10.50 '0.134 0.250 0.250 P , 1 2 8.49 5.00 10.50 13.00 0.134 0.250 0.250 ® 2 2 3 9.15 5.00 8.00 8.00 0.134 0.250 0.250 2 2 4 5.00 5.00 8.00 8.00 0.134 0.250 0.250 ' 3 3 5 5.00 5.00 8.00 8.00 0.134 0.250 0.250 e 3 3 6 9.15 `5,''.00 8.00 8.00 0.134 0.250 0.250 4 4 7 8,49 5.00 13.00 10.50 0.134 0.250 0.250 4 G .4 8 5.00 5.00 10.50 9.00 0.134 0.250 0.250 SPLICE: 9 -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 0.500 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 0.500 A325 0.750 3.00 2 4.00 2 4.00 BASE PLATE: ---Plate--- -----------Bolt----=----- Base Locate ---------- Type Width Thick Type Dia Gage Row Elev Lt Column ---- P ----- ------ 6.00 0.375 ----- GR36 ----- 0.750 ----- 4.00 ---- 2 ----- 0.00 ® Rt Column P 6.00 0.375 GR36 0.750 4.00 2 0.00 FLANGE BRACE: ------------- Surf No. Id Locate Side Part Clip 2 1' 1 L2X2X14G , 2 3 1 L2X2X14G 3 1 1 L2X2X14G 3 3 1 L2X2X14G '. BEARING STIFFENER: ------------------ Locate Width Thick Lt Column, 2.50 0.250 Rt Column 2.50 0.250 P • e r m TU + . R m TU + .e .c r 15-B-27340 Design Loads For Building Components: 3/16/16 0:25am z FRONT SIDEWALL: --------------- ----------- BASIC BASIC LOADS: �' ----- Edge_Strip_Ratio----- Basic Wind_ Load_ Ratio Zone Col/ . Wind Deflect Factor Width Girt Panel Jamb 22.8 1.00 0.60 3.00 1:05. 1.18 1.05 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 30°.1 -32.1 Girt/Header '35.3 -37:6 Panel 30.1 -32.1" Jamb 34.2 -22.8 Parapet BACK SIDEWALL: --------------- BASIC LOADS: ----- Edge_Strip_Ratio----- Basic Wind _Load Ratio Zone Col/ Wind Deflect Factor Width Girt Panel Jamb 22.8 0.43 0:60" 3.00 1.05 1.18 1.05 ® WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Long 30.1 -32:1• Girt/Header ' 35.3 -37.6 Panel 30:1 -32.1 Jamb 4 34.2 -22.8 _ Parapet LEFT ENDWALL: -------------- BASIC LOADS": ---- Edge_Strip_Ratio---- Dead Coll Live Snow, -Rain Basic Wind_ Load_ Ratio Zone Col/' Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0. 4.0 0.0 22.8 0.43 0.60 3.00 1.05 1.18 1.05 BASIC LOADS AT EAVE: Seis Seis. Seis ---Torsion--- Dead Girt Load Wind Seismic ® 2.00 0.21 0.45 0.00 0.00 WIND PRESSURE/SUCTION: Wind" Wind Press Suct 30.1 -32.1 Column 30.1 -32.1 Girt/Header ® 30.1 -32.1 Jamb 35.3.-37.6 Panel 34.2 -22.8 Parapet t F2 34.2 -22.8 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind -2 Long Surface Id Left Right Left Right Left Right Wind Friction ® 1 0.10 -1.07 1.20 0.03 0.10 -1.08 -1.02 0.00 2 -1.43 -1.12 -0.33 -0.02 -1.43 -1.12 -1.43 0.00 3^ -1.12 -1.43 -0.02 -0.33 -1.12 -1.43 -1.00 0.00 „-!.__.-..1.07.. .0..10._- _0.03__.1..2.0.__-1.0.8__ 0.10__ COLUMN & BRACING DESIGN LOADS: Load ---Live--- --Add Snow- Wind _1 Wind -2 Long_Wind Column -Wind Long Trar. No. Id Dead Coll Roof Floor Snow Drift Slide Rain Left Right Left Right 1 2 Press Suct Seis Seis 31 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 ® 6 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 O.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0:00 0.00 0.45 0.00 O.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 O.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 O.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 O.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 O.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 O.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 ' 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 O.00 ® 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 O.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 .0.60 0.00 O.00 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.00 0.00 0.7C 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.52 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.5- 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.52 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.7C 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.7C 30 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 O.00 31 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,.00 0.00 0.00 0.00 O.00 RAFTER DESIGN LOADS: Load --Add-Snow- Wind 1 Wind 2 Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 ® 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 .0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14.„,.1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 i H E E 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 18 1.00,1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add -Load Aux. Id Name Load Id Coeff 2 1 ElUNB_SL_L 3 1 0.30 2 1.00 3 1.68' 2 ElUNB SL R , 3 2 0.30 - - 1 1.00 4 1.68 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom X Y Conc Add Id Id Load Type W1 W2Co Dll D12 Dist 4 1 3 , U_SNOW D -0.04 -0.04 -0.33 0.00 15.81 2 2 U_SNOW D -0.04 -0.04 0.33 0.00 15.81 3 2 U_SNOW D -0.04 -0.04 0.33 12.13 15.81 4 3 U SNOW D -0.04 -0.04 -0.33 0.00 3.68 STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- ------------- ------------- No. Load Use Id Step Locate Coef Locate Coef Locate Coef WINDLI - 2 2 15.00 1.00 15.81 0.78" WINDRI - 3 2, 0.81 0.78 15.81 1.00 WINDL2 R 2 2 15.00 1.00 15.81 0.07 WINDR2 R 3 2 0.81 0.07 15.81 1.00 WINDL2 C 2 2 15.00 1.00 15.81 0.78 WINDR2 C 3 2 0.81 0.78 15.81 1.00 RIGHT ENDWALL: -------------- BASIC LOADS: ----Edge_Strip_Ratio---- Dead Coll Live Snow Rain Basic Wind Load -Ratio Zone Col/ Load Load Load Load Load Wind Deflect Factor Width Girt Panel Jamb 2.0 0.5 20.0 4.0 0.0 22.8 0.43 0.60 3.00 1.05 1.18 1.05 BASIC LOADS AT EAVE: Seis Seis Seis ---Torsion--- Dead G --'rt Load Wind Seismic 2.00 0.21 0.45 0.00 0.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 30.1 -32.1 Column 30.1 -32.1 Girt/Header 30.1 -32.1 Jamb 35.3 -37.6 Panel 34.2 -22.8 Parapet 34.2 -22.8 Transverse bracing, Facia/Parapet WIND COEFFICIENTS: Column/Rafter Rafter Column/Brace Surf Wind 1 Wind 2 Wind _2 Long Surface Id Left Right Left Right Left Right Wind Friction 1. 0.10 -1.07 1.20 0.03 0.10 -1.08 -1.02 0.00 2 -1.43 -1.12 -0.33 -0.02 -1.43 -1.12 -1.43 0.00 3 -1.12 -1.43 -0.02 -0.33 -1.12 -1.43 -1.00 0.00 4 -1.07 0.10 0.03 1.20 -1.08 0.10 -1.02 0.00 COLUMN & BRACING DESIGN LOADS: Load ---Live-----Add Snow - No. Id Dead Coll Roof Floor Snow Drift Slide Rain 31 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 4 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 . .6 1.00.1.00.0.75 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 10 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 11 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 12 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 13 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 14 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 0.60 0.00"0.00 0.00 0.00 0.00 0.00 0.00 17 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 23 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 24 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 25 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 26 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 27 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 28 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 29 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 30 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 31 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 RAFTER DESIGN LOADS: Wind 1 Wind 2 Long_Wind Column Wind Left Right Left Right 1 2 Press Suct 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Load --Add Snow- Wind 1 Wind 2' Long Aux Load No Id Dead Coll Live Snow Drift Slide Rain Left Right Left Right Wind Seis Id Coef 18 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0 0.00 6 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0 0.00 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 10 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 11 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 12 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 15 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 16 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0 0.00 17 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 1.00 18 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 AUXILIARY LOADS: No. Aux Aux No. Add Load Aux Id Name Load Id Coeff 2 1 E2UNB_SL_L 3 1 0.30 2 1.00 3 1.68 r ^Y r 2 E2UNB_SL. R 3 2 -0.,30 . 1.00 4 1.68 ADDITIONAL LOADS: No. Add Loc Basic Load Fx Fy Mom, X Y Conc Add Id Id Load Type. W1 W2 Co Dll 012 Dist 4 1 3 U_SNOW D - -0.04 -0.04 -0.33 0.00. 15.81 2 2 U_SNOW D -0.04 -0.04 0.33 0.00. 15.81 ..---..-..- 3--•-.2--_U-_SNOW--�-D--_-•0.•.0 4 .-- 0-..0 4--0.. 33 _-12-. 13--_1.5-..8.1- ' 4 3 U SNOW D -0.04 -0.04 -0.33 0.00 3.68 ' •STEPPED LOAD COEFFICIENTS: Basic Location No. ------------- - ------- - ----- ------------- No: Load Use Id Step Locate Coef Locate Coef Locate, Coef ' WINDLI - 2�-' 2 15.00 1.00 15.81 0.78 ' WINDRI - 3 2 0.81 0.78_ 15.81 1:00. WINDL2 R 2 2 15.00 1.00 15:81 ••0.07 WINDR2' R 3 2 0:81 0.07-' 15.81 1.00 WINDL2 C 2 2 15.00 1.00. 15.81 0.78 ®' WINDR2 C 3 2 0.81 0.78 15.81 1.00 i ROOFDES: BASIC LOADS: Dead Coll -Live Snow -Rain Basic Wind_ Load_ Ratio Surface Seis % ® Load Load Load Load Load Wind Deflect 'Factor Friction* Factor Snow ' 2.0 0.5' 20`.0 4.0 0:0 22.8 0.43 0:60 0,.00 1.000 0.00•• •WIND PRESSURE/SUCTION: Wind Wind Wind ` Press Suct Suct Roof 19.4 -30.7 Purlins- ® 0.0 -50.1 Gable Extensions . 23.9 -33.:0 Panels 21.6 5.9 -15.7 Long Bracing, Building 26.4 2.7 Long Bracing, Wall Edge Zone _ 34.2 -22.8 18.2• Long Bracing, Facia/Parapet EDGE & CORNER ZONE WIND: - Wind Surf No.,Zone --Purlin--- ---Panel--- Id Id Zone Id Width Length- Press Suct Press Suct' 1 2 9 1 0.00 0:00 1.00" 1.00 1'.00 1.00 F 3 0.00 3.00, 1.00. 1.30 1.00 1.55 4 3.00 0.00 1.00 1.30 1.00 1.55 5 0.00 3.00 1.00 1.30 1.00 1.55 6 3.00 0.00 1.00 1.30 1,.00 1.55. - ® 7 3.00 3.00 1.00 1.89 1.00 2.17 8 3.00• 3.00 1.00 1.89 1.00 2.17 9 3.00 3.00 1.00 1.89 1.00 •2.17 10 3.00 3.00 1.00 1.89 1.00 2.17 3 9 1 0.00 0.00 1.00 1.00 1.00 1.00 3 0.00 3.00 1.00 1.30 1.00 1.5.5 ® 4 3.00 0.00 1.00 1.30 1.00 1.55 5 0.00 3.00 1.00 1.30 1.00 1.55 6 3.00 0.00 1'.00 1.30 1.00 1.55 7 3.00 3.00 1.00 1.89 1.00 2.1.7 8 3._00 3.00 1.00 1.89 1.00 2.17 9 3.00 3.00 1.00 1.89 1.00 2.17 10 3.00 3.00 1.00 1.89 1.00 2.17 ® 2 2 1 1 0.00 0.00 1.00 1.00 1.00 1.00 3, 1 .. 1 0:00 0.00 1.0"0 1.00 1.00 1.00 t= EDGE & CORNER ZONE WIND: LONGITUDINAL- - Wind Surf No. Zone Purlin Id Id Zone Id Width Length Suct 1 2 1 1 0.00 0.00 1.00 3 1 1 0.00 0.00 1.00 2 2: 1 1 0.00 0.00 1.00 B'. 3 1 1 0.00 0.00 1.00 PURLIDf DESIGN LOADS: Surf --Load- --Add Snow- Wind Wind Aux..Load Id No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Id Coef 2 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 , 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 ® 3 1.00 1.00 0.00 1.00 1.00- 0.00 0.00 0.00 0.00 0' 0.00 _ 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1:00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 ` 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45' 0.00 -0 0.00 8 1.00 1.00 0.00 0.75 •0.00 0.75 0.00 0.45 0.00 0 0.00 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 .11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 12 1.00 1.00 0.00 0.50, 0.00 0.00 0.00 0.00 0.00 2 1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 4 1.00 3 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 2 1.00, 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0 0.00 4 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.45 0.00 0 0.00 6 1.00 1.00 0.00 0.75 0.00 0.00 0.00 0.45 0.00 0 0.00 7 1.00 1.00 0.00 0.75 0.75 0.00 0.00 0.45 0.00 0 0.00 8 1.00 1.00 0.00 0.75 0.00 0.75 0.00 0.45 0.00 0 0.00 - 9 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0 0.00 10 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 3 1.00 11 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 1 1.00 r 12 1.00 1.00 0.00 0.50 0.00 0.00 0.00 0.00 0.00 2 1.00 13 1.00 1.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00- 4 1.00 BRACING DESIGN LOADS: --Load- --Add -,Snow- Wind Wind Seis Aux Load No. Id Dead Coll Live Snow Drift Slide Rain Press Suct Load Id Coef 14 1 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 2 1.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00. 0.00 0.00 0 0.00 3 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.60 0.00 0 0.00 4 1.00 1.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0 0.00 5 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.60 0.00 0 0.00 6 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0 0.00 7 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0 0.00 ® 8 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0 0.00 9 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0 0.00 10 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 11 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 12 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0.00 13 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0 0:00 ® 14 0.53 0-00 0.00 0.00 0.00 •0.00 0.00 0.00 0.00 0.70 0 0.00 AUXILIARY LOADS: No. Aux Aux' No. Add Load Aux Id Name Load Id Coef 4 1 PAT _SL_1 1 1 0.50 2 PAT SL 2 1 2 0.50 ®r 3 PAT_SL_3 2 1 0.50 2 0.50 4 UNB SL 4. 3 1.00 1.r D 4 1.68 5 1.00 6 1.68 ADDITIONAL LOADS: No. Add Surf Basic Load Fy Dx Conc Add Id Id Load Type W1 W2 Dxl Dx2 Dist 6 1 0 U_SNOW D -4.0 -4.0 0.0 20.0 2 0 U_SNOW D -4.0 -4.0 20.0 40.0 _..3_2._._U-SNOW__D� -.4..0.,._.__-4_0-.�0..0. 4 2 U_SNOW D -4.0 -4.0 12.1 15.8 5 -3 U_SNOW D -4.0 -4.0 0.0 15.8 6 3 U_SNOW D -4.0 -4.0 0.0. 3.7 D - RIGID FRAME # 1: --------------- BASIC LOADS: Basic Defl Temperature Dead Coll Live Snow Rain Wind Ratio Change 2.0 0.5 12.0 4.0 0.0 22.8 0.43 0 BASIC LOADS AT EAVE: Seismic Weak _Axis L Weak_Axis_R --Torsion-- --EW-Brace- Load Wind Seis Wind Seis Wind Seis Wind Seis, 0.43 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 WIND COEFFICIENTS: ® Surf--Wind-1--- --Wind-2--- Long_Wind Surface Id Left Right Left Right 1 2 Friction 1 -0.03 -0.96 1.07 0.14 -1.00 -1.00 0.00 2 -1.24 -1.02 -0.14 0.08 -1.24 -0.92 0.00 ' 3 -1.02'-1.24 0.08 -0.14 -0.92 -1.24 0.00 4 -0.96 -0.03 .0.14 1.07 -1.00 .-1.00 0.00 D DESIGN LOADS: -Load- ---Live-----Add Snow- --Wind_1---Wind - Long_Wind• --Seismic- No. Id Dead Coll Roof Floor Snow Drift Slide Rain Lt Rt Lt Rt Lt Rt Long Tran 72 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00'0.00 0.00 0.00 0.00 0.00 3 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0'.00 0.00 0.00 ® 4 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 1.00 1.00 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 6 1.00 1.00 0.00 0.00 1.00.'0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 7 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 8 1.00 1.00 0.00 0.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 9 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.00 ® 11 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 12 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 13 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 14 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 15 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 16 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 17 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 18 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 19 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 20 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 23 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 24 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 ® 25 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 F' 26 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.600.00 0.00 0.00 27 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 } D �W AUXILIARY LOADS: ® No. Aux Aux No. Aux Id Name Load 2 1 F1UNB_SL_L 3 2 F1UNB_SL_R 3 ADDITIONAL LOADS: Mom No. Add Surf Basic W1 Add Id Id ry, 28.1.00 4 1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ^. 29 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 30 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 31 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 32 1.00 1.00 0.75 0.00 0.00 0.00 0.00 0.00 0.00 33 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 �i 34-1.00 0.00 1.00 0.00 0.00 0.75 0.75" 0.00 0.00 0.00 35 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 36 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 37 1..00 1.00 0.00, 0.00 0.75 0.75 0.00 0.00 0.00 38 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.00 39 1.00 1.00 0.00 0.00 0.75 0.00. 0.00 0.00 0.00 40 1.00 1.00 0.00 0.00 0.75 0-.75 0.00 0.00 0.00 41 1.00.1.00 0.00 0.00 '0.00 0.75 0.00 0.75 0.00 0.00 42 1.00 1.00 0.00 0.00 0.75 0.00 0.00 0.00 0.00 43 1.00 1.00 0.00 0.00 0.75 0.75 0.00 0.00 0.00 44 1.00 1.00 0.00 0.00 0.75 0.00 0.75 0.00 0.60 45 0.60 0.00 0.00 "0.00 0.00 0.00 0.00 0.00 0.00 46 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 07 0.60 0.00 0.00 0.00 0.00 •0.00 0.00 0.00 D 48 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 49 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 50 0.60.0.00 0.00 0:00 0.00 0.00 0.00 0.00 0.00 0.00 51 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 52 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 53 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 54 1.07 1.07 0.00 0.00 0.00 0.00" 0.00 0.00 ® 55 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 56 1.07 1.07 0.00 0.00 0.00 0.00 0.00 0.00 _ " .57 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 58 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.00 59 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 60 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 61 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 ® 62 1.05 1.05 0.75 0.00 0.00 0.00 0.00 0.00 0.000.00 63 1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 64 -1.05 1.05 0.00 0.00 0.00 0.00 0.00 0.00 65 0.53 0.00 0.00 0.00 0.00 0.00 0.010 0.00 66 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 67 0.53 0.00 0'.00 0.00 0.00 0.00 0.00 0.00 68 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ® 69 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 70 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 71 1.00 1.00 0.00 0.00 0.01 01.00 0.00 0.00 72 1.00 1.00 0.00 0.00 0.01 0.00 0.00 0.00 AUXILIARY LOADS: ® No. Aux Aux No. Aux Id Name Load 2 1 F1UNB_SL_L 3 2 F1UNB_SL_R 3 Add Load Id Coeff 1 0.30 2 1.00 3 1.68 2 0.30 1 1.00 4 1.68 ADDITIONAL LOADS: Mom No. Add Surf Basic W1 Add Id Id Type 0.00 4 1 3 U_SNOW 0.00 2 2 U_SNOW ® 3 2 U_SNOW P 4 3 U_SNOW 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 Add Load Id Coeff 1 0.30 2 1.00 3 1.68 2 0.30 1 1.00 4 1.68 Load Fx Fy Mom Dx Dy Conc Type W1 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00, 0.00 0.00 0.00 0.00 0.45 0.00.0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00.0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00.0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0.00 0.00 0.000.00 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.000.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 •0.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.000.00 0.00 0.00 0.00 0.00 0.00 0.00 Load Fx Fy Mom Dx Dy Conc Type W1 W2 Co D11 D12 Dist D -0.09 -0.09 -0.330 0.00 15.81 D -0.09 -0.09 0.330 0.00 15.81 D -0.09 -0.09 0.330 12.13 15.81 D -0.09 -0.09 -0.330 0.00 3.68 }' ly STEPPED LOAD COEFFICIENTS: Basic Surf No. No. Load Id Step Locate Coef Locate Coef Locate Coef 4 WINDLI 2 2 15.00 '1.00 15.81 0.82 WINDRI 3 2 0.81 0.82 15.81 1.00 WINDL2 2 2 15.00 1.00 15.81 -0.59 ® WINDR2 3 2 0.81 -0.59 15.81 1.00 j� " 15-B-27340 Reactions, Anchor Bolts, & Base Plates: 3/16/16 0:25am D % BUILDING BRACING REACTIONS: t, ----- ----------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 ------ -- ----- E 8 0.0 ----- -- ----- ----- -0.6 8 0.0 -0.6 --- 2 ----- 0.625 ----- 7.00 ----- 8.00 ----- 0.250 9 0.0 0.2 1 D 10 1.6 -2.6 11 -1.5 -2.5 2 0.625 7.00 8.00 0.250 3 0.0 3.9 10 1.6 -2.6 1 B 10 1.6 -4.8 12 -1.5 -3.5 2 0.625 7.00 8.00 0.250 3 0.0 3.9 10 1.6 -4.8 1 A 13 0.0 -2.8 13 0.0 -2.8 2 0.625 7.00 8.00 0.250 10 0.0 2.6 ® ----- 3 ------ -- ----- A 14 0.0 ----- -- ----- ----- -1.2 14 0.0 -1.2 --- 2 ----- 0.625 ----- 7.00 ----- 10.00 ----- 0.250 3 0.0 1.4 3 C 10 2.4 -3.7 12 -2.2 -2.9 2 0.625 7.00 10.00 0.250 3 0.0 4.3 10 .2.4 -3.7 3 E 13 0.0 -2.3 13 0.0 -2.3 2 0.625 7.00 10.00 0.250 15 0.0 1.5 ® ----- 2 ------ -- ----- E 1 2.6 ----- -- ----- ----- 1.3 2 -3.5 -0.6 --- 4 ----- 0.750 ----- 6.00 ----- 9.50 ----- 0.375 3 1.6 5.8 4 -2.1 -6.3 2 A 5 3.5 -0.6 6 -2.6 1.3 4 0.750 6.00 9.50 0.375 3 -1.6 5.8 7 2.1 -6.3 y ---- ----- ----7------------------------------=------------------------------------ 7 --------------------------- ------------------------------------ LOAD LOAD COMBINATIONS: ------------------ Id Combination 1 Dead+Collateral+0.75Live+0.45Wind_Rightl ® 2 0.6Dead+0.6Wind Left2 3 Dead+Collateral+Live 4 0.6Dead+0.6Wind Leftl 5 0.6Dead+0.6Wind Right2 6 Dead+Collateral+0.75Live+0.45Wind_Leftl 7 0.6Dead+0.6Wind_Rightl ® 8 Dead+Collateral+0.75Live+0.45Wind_Right2+0.45Wind_Suction 9' 0.6Dead+0.6Wind Suction+0.6Wind_Long2 10 0.6Dead+0.6Wind Left2+0.6Wind Suction 11 0.6Dead+0.6Wind_Pressure+0.6Wind_Longl 12 0.6Dead+0.6Wind Pressure+0.6Wind_Long2 13 0.6Dead+0.6Wind Right2+0.6Wind Suction 14 0.6Dead+0.6Wind Suction+0.6Wind_Longl ® 15 1:05Dead+1.05Collatera1+0.75Live+0.53Seismic_Left 15-B-27340 Bracing Reactions Report: ----------- 3/16/16 0:25am D % BUILDING BRACING REACTIONS: t, y______ --- __________________ 7�•t.- 7 ------Reactions(k )------- -- Wall-- Col ----Wind---- --Seismic--- Panel Shear(lb/ft) Loc Line Line Horz Vert Horz Vert Wind Seismic Notes L EW 1• B A 1.57 4.27 0.35 0.95 F SW A 2 3 2.30 1.40 0.61 0.37 R EW '3. C E 1.57 1.91 0.34. 0.42 B SW E 3 2 2.30 1.40 0.61 0.37 ® ---- ---- ------- ----- ----- ----- ----- ------ ------- ----- Reaction values shown are•unfactored. Maximum load combination factors are: Wind 0.60 + Seismic: 0.70 15-B-27340 -------------------------------------------------------------------------------- Additional Reactions Report: 3/16/16 0:25am Rigid Frame Column Reactions(kr) ® Frame Col ----Dead--- Collateral ----Live--- ----Snow--- Wind Leftl } Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert ' ----- 2 ------ E ----- 0.3 ----- 1.1 ----- 0.1 ----- ----- ----- 0.2 1.2 4.5 ----- 0.4 ----- 1.5 ----- -3.8 ----- -11.6 2 A -0.3 1.1 -0.1 0.2 -1.2 4.5 -0.4 1.5 -3.1 -7.6 ® Frame Col Wind_Rightl Wind_Left2 Wind_Right2 Wind_Longl wind Line Line Horz Vert Horz ----- Vert Horz Vert Horz Vert Horz _Long2 Vert ----- 2 ------ E ----- 3.1 ----- -7.6 -6.0 ----- ----- ----- -2.2 0.8 1.8 ----- 2.4 ----- -10.8 ----- 1.5 ----- -10.4 2 A '3.8 -11.6 -0.8 1.8 6.0 -2.2 -1.5 -10.4 -2.4 -10.8 Frame Col -Seis_Left- -Seis_Right -Seis_Long-' F1UNB_SL_L F1UNB_SL_R " Line Line Horz Vert Horz Vert Horz Vert Horz Vert Horz Vert 2 E -0.4 -0.4 0.4 0.4 0.0 -0.5 0.4 1.6 0.4 1.0 2 A -0.4 0.4 0.4 -0.4 0.0 -0.5 -0.4 1.0 -0.4 1.6 ------------------------------------------------------------------------------ Endwall ----------------------------- Column Reactions(k ) ® Frame Col Dead Collat Live Snow Wind_Leftl Wind_Rightl Line ----- Line Vert Vert Vert Vert Horz Vert Horz Vert 1 ---- E ----- 0.00- ----- -0.01 ----- -0.3 ----- ----- -0.1 0.0 ----- 0.1 ----- ----- 0.0 -0.8 1 D 0.5 0.1 3.3 0.7 0.0 -4.9• 0.0 -3.2 1 B 0.5' 0.1 3.3 0.7 1.6 -8.3 0.0 -0.3 ® 1 :A ^0.00' -0.01 -0.3 -0.1 0.0 4.3 1.6 -4.5 r f Wind Wind K Frame Col Wind_Left2 Wind_Right2 Press Suct Wind Longl Line Line Horz Vert Horz Vert Horz. Horz Horz, Vert 1 E 0.0 0.1 0.0 -0.8 0.0 0.0 0.0 -0.1 1 D 0.0 -4.9 0.0 -3.2. -2.5 2.7 0.0 -4..7 1 B 1.6 -8.4 0.0 -0.2 -2.5 2.7 0.0 -2.5 1 A 0.0 4.4 1.6 -4.6 0.0 0.0 0.5. -1.2 Frame Col ., Wind_Long2 Seismic -Left Seismic -Right -ElUNB_SL L----Line-Line- Hoar-z-----Vert-----Horz-,_Ver-t---Horz-- V.er-t----Horz --Vert•---.•------..- ` 1 E 0.0 .0.2 0.0 0.1 0.0 -0.1 0.0 .. -0.1 1 D 0.0. -3.9 0.0 -0.1 0.0 0.1 0.0 0.8 1 B 0.5 -6.3 0.5 -1':9 0.0 1.3 0.0 0.5 h 1 A 0.0 1.6 0.0 1.4 0.5 -1.3 0.0 =0.1 Frame Col -ElUNB_SL_R- i Line Line Horz. Vert 1 E 0.0 -0.1 . 1 D 0.0 0.5 • 1 B 0.0 0.8 1 A 0.0. _-0.11 ' • Frame ,Col Dead, Collat Live Snow Wind Leftl Wind_Rightl Line Line Vert Vert Vert 'Vert Horz Vert -Horz Vert ® 3 A 0.2 0.03 1.2 0.2 0.0 -2.2 0.0 -2.2 3 C 0.6.• 0.1 3.6 0.7 i.6 -6.7 0.0 -2.4 �'. 3 E 0.2 0.03 1.2 0.2 0.0 0.2 1.6 -4.1 a Wind Wind ' Frame Col Wind.Left2 Wind_Right2 Press Suct Wind_Longl ® Line Line Horz Vert Horz Vert ..Horz Horz Horz Vert 3 A 0.0 -2.2 0.0 -2.2 0.0 0.0. 0.0 -2..3 3 C 1.6' 4.8 0.0 -2.4 -3.7 4.0, 0.0 -4.1 3 E 0.0 0.2• 1.6 -4.1 0.0 0.0 0.5 -2.0: ® Frame Col Wind_Long2 Seismic Left' Seismic Right -E2UNB_SL_L-• Line Line Horz Vert Horz Vert Horz Vert Horz Vert 3 A 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 0.3 3 C 0.5 -5.4 0.4 -0.7 0.0 0.5 A.0 0.7 3 E 0.0 _-1.5 0.0 0.7 0.4 -0.5 .0.0 0.0 ® Frame Col -E2UNB_SL_R- Line Line Horz Vert 3 A 0.0 0.0 3 C 0.0 0.7 3 -----=------------------------------------------------------------------------ E 0.0 0.3 15-B-27340 Seismic Design Report: 3/16/16 0:25am Length = 40.00 y Width = 30.00 Left Eave Height = 14.00 Right Eave Height = 14.00 Seismic Formula ® t --------------- Base Shear, V = 0.667*Ie*Fa*Ss*W/R • '.. .. _ Vmin = 0.044*Sds*Ie*W Vmax = Shc*Ie*W/(T*R) T(Moment_Frame) = 0.231 T(Braced_Frame) = 0.145 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 = 0.788 Zone/Design Category= D Ie = 1.000 S1 = 0.261 ® Shc = 0.327 Sds = 0.525' r Seismic Dead Load, W a-------------------- Snow Factor = 0.000 ' Roof Dead+Collateral= 2.50 (psf ) Frame Dead 2.00 (psf ) ,Roof Total = 4.50 (psf ) Weight= 5.40 (k ) L_EW . Dead = 2.00 (psf ) Weight= 0.50 (k ) F_SW Dead = 2.00 (psf ) Weight= 0.56 '(k ) R_EW Dead = 2.00 (psf ) Weight= 0.50 (k ) B_SW 'Dead = 2.00 (psf ) Weight= 0.56 (k ) ---7-51 , Total = (k Seismic Forces -------------- Roof Bracing R = 3.25,'Rho= 1.30 ® Cs = 0.1617 W = 6.39 (k ) Force, V = 1.03 (k ) �. Force, E = 1.34 (k ) Sidewall Bracing ® Front R = 3.25, Rho= 1.30, Omega= 2.00 Cs = 0.1617 W = 3.75 (k,) Force, V = 0.61 (k ) , Force, Em = 1.21 (k ) -Force, E = 0.79 (k ) Back R = 3.25, Rho= 1`.30, Omega= 2.00 ® Cs = 0.1617 j. W = 3.75 (k ) Force, V = 0.61 (k ) Force, Em = 1.21 (k.) Force, E = 0.79 (k-) Endwall Bracing" Left R = 3.25, Rho-- 1.30,.Omega= 2.00 ' Cs = 0.1617 D W = 2.16 (k ) Force;_V = 0.35 (k) Force, Em = 0.70 (k ) Right R = 3.25, Rho= 1.30; Omega= 2.00 Cs = 0'.1617 W =.' 2.16 (k ). D Force, V = " 0.35 (k ) Force, Em = 0.70 (k ) Force, E _ 0.45 (k..) Rigid Frames . R 3.25, Rho= '1.30 Cs = 0.1617 ® Frame •1 W = 4.09 (k ) - Force; V = 0.66"(k ) Forc6,:E "= 0.86 (k ) End Plates Frame R = 3.25, Omega= 3.Q0 ® Total Base Shear w —Longitudinal i' Force, V _ 1.21 (k ) Transverse ', F Force, V" = 1.36 (k ) Page RA1 Rake/Base Angle Date D12 R v. (Vendor Item) 2"± ��� Material = '16 Gage (Min.) x 6"t x 20'-0" 111,01 1VED FOR CODE COMPLIANCE -AUG 182016 r BUREAU VERITAS NORTH AMERICA, INC. 3 � M 2"± ��� Material = '16 Gage (Min.) x 6"t x 20'-0" 111,01 1VED FOR CODE COMPLIANCE -AUG 182016 r BUREAU VERITAS NORTH AMERICA, INC. SITE PLAN Assessor's Parcel Number: Power pole N Existing Power Drop I 150 ft. 1 4-- ' Power pole w _ — ----- e Butte County Department of Development Services PERM17' CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 ���+��.hu itccouut�.»e Vdds Ell ©Fal--aoa Permit #: FORM NO DBP -3 616-1274 - ...... .. ......_.._.__..�_........__._........_._..,...__._�._........._i�s__.__s.—_..a—__F..-.__E_..._i___.i.....__)____.i.__.—L___i._..._A.__.....i ___Y_....1....__.1 •_-1 s .L._3...___l�..i 320 A Meter base feeds 1/200 A existing exterior house panel & 1/200 A shutoff to shop via underground con- . 0 Power pole w/ transformer duit. Both 200 A panels will be connected to existing ground rod by separate protected bare Stranded #4 copper wires, and both panels will feed a #4 ground into the Meter base neutral/ground buss. A #4 Rose Lane (gravel) wire will run to the shop, where it will bond with the 200 A interior panel ground buss, the metal Ground slope building frame, and a 20' length of rebar embedded,in the concrete pad. away from building 3' and 178.43 5ft T 5e4oa k around, `l1 10' corner 20' . '. i 32' e 2�--� S D r: vt w a A I <---- to 2 % I g aro. �� J. etl SMaho / F / 22'0x40'x 14' walls J J J s 12' roll u 200 sq. ft. �r the ( edere wol �aY--T P door; man door / UU ^--Toilet �- r P E 15, &shower aPfr°X. w9 . 1 9-7 . 29'- 1�I Existing i V - �,&Vj °``% 2,726 sq. ft. developed 1,764 sq. ft. living space Proposed 1200 sq. ft. shop = 2T1 269.71 ft. 3,926 sq. ft. developed proposed total ransformer 0 -► 1200 A Interior Panel Underground lines for garage water, gas, 2 S° �a51 electrical conduit, phone and internet. -�`'a" 5014_� Water & gas lines will have shutoffs (2,5-C,fa*)i F, outside building W wall. o; 5 5 W) 1fojec� 1 ' 82 + 15'' SP+LacK S -I} vv� I N Low RVIEC"VED FOR CODE COMPLIANCE AUG 18 2016 X ;rt BUREAU VERITAS NORTH AMIERICA, III -Cl. Owner Name: Scope of Work: ov e -e—ete C e5 k . Ca+ C,�� S I cZ(n Site Location:10 3 �('_Ly eQ�i�Iz o La,o a 1f 0o CLPK ;Wuv Ellok5e , � t 4 zoo 0 G+ G a ewps,'� t Contact name: ab o \re Phone: 53 u - - S r v- co v `o -I'-o c v, Flood Zone: Scale 1 '= 20 ` e Ir K . �_ - .Fc4l^INCH .FtViCF1 K:\BUILDING\Amira Revised forms for review 11-17-14\Fully revised forms and documents 12-01-14\DBP-03_Site_Plan_Paper_REV'D —8.13.14_AKM.doc Page 1 of 1 BUILDER/CONTRACTOR RESPONSIBILITIES Jrawing Validity - These drawings, supporting structural calculations and design certification are based on the r7 documents as of the date of these drawings. These documents describe the material supplied by the Shop Primed Steel - All structurol members of the Metal Building System not fabricated of corrosion resistant material or protected by o corrosion resistant coating are manufacturer as of the dote of these drawings. Any changes to the order documents after the date on these painted with one coat of shop primer meeting the performance requirements of SSPC Paint Specification No.. 15. All surfaces to receive shop primer are cleaned of doawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of oil changes to the order documents which loose rust, loose mill scale and other foreign matter by using, as a minimum, the hand tool cleaning method SSPC-SP2 (Steel Structures Pointing Council) to The iiiesult in changes to the drawings, supporting structural calculations and design certification. prior painting. coat of shop primer is intended to protect the steel framing for only a short period of exposure to ordinary atmospheric conditions. Shop Primed steel stored in 4 PSF the field pending erection should be kept free of the ground and so positioned as to minimize woter-holding Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes pockets, dust, mud and other contamination of the primer film. Repairs of damage to primed surfaces and/or removal of foreign material due to improper field storage or site conditions the Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product are not responsibility of the 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 coot (including galvanizing) caused by handling, loading, shipping E5 unloading and erection after painting or galvanizing ore unavoidable. Touch-up of these minor abrasions is the Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that oil 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 specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete 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 safetycompliance - The Builder Contractor is responsible for / P applying and observing all pertinent safely rules and regulations and OSHA standards as applicable. 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 pont of 50 SEISMIC RESPONSE COEFFlCIENT(Cs) 0.162 0.162 0.162 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, braces, false work or other elements required for erection will be determined, furnished and installed by the HSS and 46 ksi for rectangular HSS. Material properties of cold form light gage steel members conform to the requirements of ASTM A1011 SS Grade 55 or ASTM A1011 HSLAS Class erector. (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) 1 Grade 55, with a minimum yield point of 55 ksi. Discrepancies - Where discrepancies exist between the Metal Building pions and pians for other trades, the Metal All bolt joints with A325 Type 1 bolts are specified as snug -tightened joints, unless noted otherwise, in Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) accordance with the "Specification for Structural Joints using ASTM A325 or A490 bolts, June 30, 2004". Materials by Others -All interface and compatibility of any materials not furnished by the manufacturer are the Pretensioning methods, including turn -of -nut and calibrated wrench are not required unless noted otherwise. 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 Correction of Errors - Normal erection operations include the correction of minor misfits by moderate amounts of the Erector, Owner, Architect, or Engineer of Record. of reaming, chipping, welding or cutting and the drawing of elements into line through the use of drift pins. Design is based upon the more severe loading of either the roof snow load or the roof live load. Errors which cannot be corrected by the foregoing means or which require major changes in the member configuration should be reported immediately to the owner and fabricator by the erector, to enable whoever is Loads, as noted, are given within order documents and are applied in general accordance with the applicable responsible either to correct the error or to approve the most efficient and economical method of correction to be used by others. (AISC Code of Standard Practice Sept 86 Section 7.12)(Mor 05 Section 7.14) provisions of the model code and/or specification indicated. Neither the manufacture nor the certifying engineer declares or attests that the loads as designated are proper for the local provisions that may apply or for Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has site specific parameters. The manufacturer's Engineer's certification is limited to design loads supplied by on 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 drowing. '<:rodificotion of the building configuration, such as removing wall panels or braces, from that shown on these a7ons 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 "tructurol Engineer should be consulted prior to making any changes to the building configuration shown on stresses and deflections are within typical performance limits for norma l occupancy and standard mesal building li +,ese drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the Products. t special requirements for deflections and vibrations must be adhered to, then they must be clearly stated in the contract documents. � :ilding not indicated on these drawings. ufety Commitment - The Metal BuildingManufacturer has a commitment to manufacture quality building X -bracing (if applicable) is to be installed to a taut condition with all slack removed. Do not tighten beyond .omponents 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 accident prevention is the top priority of any job site. Local, State and Federal safety and health The design collateral load has been uniformly applied to the design of the building. Hanging loads are to be standards, whether standard statutory or customary, should always be followed to help ensure worker safety. Make certain all employees know the safest and most productive way to erect o building. Emergency procedures attoched 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 b a licensed engineer using P 9 P y 9 9 should be known to all employees. Daily meetings highlighting safety procedures are also recommended. The use concentrated loads and may require separate support y q P pport members within the roof system. of hard hats, rubber sole shoes for roof work, proper equipment for handling material, and safety nets where applicable, are recommended. For purposes of determining lift requirements, no bundles supplied by the DESIGN LOADING THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY: CBC 13 THE BUILDER IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. FRAME / ROOF DEAD LOAD SUPERIMPOSED 2.000 PSF COLLATERAL (LIGHTS) 0.5 PSF FRAME / ROOF LIVE LOAD 12 /20.00 PSF RISK CATEGORY II - Normal SNOW LOAD member weights of other structural members. If additional information is required contact the customer service GROUND SNOW LOAD (Pg) 5.0000 PSF SNOW LOAD IMPORTANCE FACTOR (1s) 1.0000 FLAT ROOF SNOW LOAD (Pf) 4 PSF SNOW EXPOSURE FACTOR (Ce) 1.0 THERMAL FACTOR (Ct) 1.00 WIND LOAD ULTIMATE WIND SPEED 110 MPH WIND EXPOSURE CATEGORY C TOPOGRAPHICAL FACTOR 1.0 INTERNAL PRESSURE COEFFICIENT (GCpi) 0.55/-0.55 ZONE 4, COMPONENT WIND LOAD $ 10FT2 35.301 PSF PRESSURE -37.579 PSF SUCTION ZONE 5, COMPONENT WIND LOAD < 10FT2 35.301 PSF PRESSURE -44.343 PSF SUCTION ZONES PER ASCE 7-10; FIG. 30.4-1 ZONES PRESSURES SHOWN ARE UN -FACTORED RAIN INTENSITY 5 -MINUTE DURATION, 5 -YEAR RECURRENCE (11) 4.0000 IN/HOUR 5 -MINUTE DURATION, 25 -YEAR RECURRENCE (12) 6.0000 IN/HOUR SEISMIC LOAD SEISMIC IMPORTANCE FACTOR (le) 1.00 Se 0.5950 SDs 0.5252 S1 0.2614 Sol 0.3268 SITE CLASS D SEISMIC DESIGN CATEGORY D manufacturer will exceed 4000 lbs. For further information also reference the bill Of materials for individual F2 ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE member weights of other structural members. If additional information is required contact the customer service F3 ANCHOR BOLT DETAILS deportment. E1 TRANSVERSE 0 E2 FRONTLONGITUDINAL BACK Foundation Design -The Metol Building Manufacturer is not responsible for the design, materials and E3 BASIC FORCE RESISTING SYSTEM- C4 B3 B3 workmanship of the foundation. Anchor rod plans prepared by the manufacturer are intended to show only E4 RESPONSE MODIFICATION COEFFICIENT(R) 3.253.25 3.25 location, diameter and projection of the anchor rods required to attach the Metal Building System to the E5 RIGHT ENDWALL foundation. It is the responsibility of the end customer to ensure that adequate provisions are made forx R, * SYSTEM OVER -STRENGTH FACTOR(Q0) 3.0000 2.0000 2.0000 specifying rod embedment, bearing values, tie rods and or other associated items embedded in the concrete ��D itQR vODE COMPLIANCE fEt�E STANDARD DETAILS foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed SEISMIC RESPONSE COEFFlCIENT(Cs) 0.162 0.162 0.162 loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 BLDG DESIGN BASE SHEAR (V) 1.36 (k) 1.21 (k) and A3) /� UG 18 2016 /1Vv THE TRANSVERSE DIRECTION IS PARALLEL TO THE RIGID FRAMES Dissimilar Materiels - Never allow your roof to come in contact with, or water runoff from, any dissimilar metal THE LONGITUDINAL DIRECTION IS PERPENDICULAR TO THE RIGID FRAMES including but not limited t0: Copper and Arsenic Salts used in treated lumber, Calcium used in Concrete, mortar and INC.BASIC AMERICA, NC FORCE RESISTING SYSTEM - grout. SURE -AU VERITAS NORTH C4. STEEL ORDINARY MOMENT FRAME '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 a long enough time. The roof should be periodically inspected for such conditions and if found, they should be removed. Rev. 8/12/14 B3. STEEL ORDINARY CONCENTRIC BRACED FRAMES H. STRUCTURAL -STEEL SYSTEMS NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE G2. INVERTED PENDULUM SYSTEMS CANTILEVERED COLUMN SYSTEMS DRAWING INDEX ISSUE PAGE DESCRIPTION 0 C1 COVER SHEET 0 FI ANCHOR BOLT PLAID 0 F2 ANCHOR BOLT REACTIONS 0 F3 ANCHOR BOLT DETAILS 0 E1 ROOF FRAMING PLAN 0 E2 FRONT SIDEWALL 0 E3 BACK SIDEWALL 0 E4 LEFT ENDWALL 0 E5 RIGHT ENDWALL 0 E6 FRAME CROSS SECTION 0 DET1-18 STANDARD DETAILS DRAWING STATUS ❑ FOR APPROVAL THESE DRAWINGS, BEING FOR APPROVAL, ARE BY DEFINITION NOT FINAL, AND ARE FOR CONCEPTUAL REPRESENTATION ONLY. THEIR PURPOSE IS TO CONFIRM PROPER INTERPRETATION OF THE PROJECT DOCUMENTS. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. ❑ FOR CONSTRUCTION PERMIT THESE DRAWINGS, BEING FOR PERMIT, ARE BY DEFINITION NOT FINAL. ONLY DRAWINGS ISSUED "FOR ERECTOR INSTALLATION" CAN BE CONSIDERED AS COMPLETE. X❑ FOR ERECTOR INSTALLATION FINAL DRAWINGS FOR CONSTRUCTION. FOR QUESTIONS OR ASSISTANCE CONCERNING ERECTION CALL: MONDAY - FRIDAY 7:30AM TO 5:OOPM ENGINEERING SEAL THIS CERTIFICATION COVERS PARTS MANUFACTURED AND DELIVERED BY THE MANUFACTURER ONLY, AND EXCLUDES PARTS SUCH AS DOORS, WINDOWS, FOUNDATION DESIGN AND ERECTION OF THE BUILDING. THESE DRAWINGS AND THE METAL BUILDING SYSTEM THEY REPRESENT ARE THE PRODUCT OF AN AFFILIATE OF NCI GROUP, INC. - 10943 N. SAM HOUSTON PARKWAY W., HOUSTON, TX 77064. THE PROFESSIONAL ENGINEER WHOSE SEAL APPEARS HEREON IS EMPLOYED BY AN AFFILIATE OF NCI GROUP, INC. AND IS NOT THE ENGINEER -OF -RECORD FOR THE OVERALL PROJECT. BUILDING SIZE: 30'-0" x 40'-0" x 14'-0" 4.0:12 DATE DESCRIPTION BY CK'D DSN 3/16/16 FOR ERECTOR INSTALLATION PNR PNR I Building Systems 2714 S. Garfield Road Office: (509) 144-5611 &n NCI CompwW Airway Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x4OxI4 CA CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE LOCATION: Oroville, CA 95965, CAD 7DAT7ESCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15-B-27340 SHEET NUMBER Cl ISSUE 0 GENERAL NOTES 1. THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2. REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPUED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. 3. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM' LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNbATION DESIGN 4. THE METAL BUILDING MANUFACTURER IS RESPONSIBLE FOR THE DESIGN OF THE ANCHOR BOLT DIAMETER ONLY TO PERMIT THE TRANSFER OF FORCES BETWEEN THE BASE PLATE AND THE ANCHOR BOLT IN SHEAR, BEARING AND TENSION, BUT IS NOT RESPONSIBLE FOR THE ANCHOR BOLT EMBEDMENT FOR TRANSFER OF FORCES TO THE FOUNDATION. THE METAL BUILDING MANUFACTURER DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIAL AND CONSTRUCTION OF THE FOUNDATION EMBEOMENTS. THE END USE CUSTOMER SHOULD ASSURE HIMSELF THAT ADEQUATE PROVISIONS ARE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING, OTHER IMPOSED LOADS, AND BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. IT IS RECOMMENDED THAT THE ANCHORAGE AND FOUNDATION OF THE BUILDING BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER EXPERIENCED IN THE DESIGN OF SUCH STRUCTURES, (SECTION A3 MBMA 2006 METAL BUILDING SYSTEMS MANUAL) 5. BOTTOM OF ALL BASE PLATES ARE AT THE SAME ELEVATION. (UNLESS NOTED) 6. ANCHOR RODS ARE ASTM F1554 GRADE 36 MATERIAL UNLESS NOTED OTHERWISE. BUILDING BRACING REACTIONS Reactions in plane of wall t Reactions (k ) Panel -Shear -Wall - Col -Wind - -Seismic -((Ib/fl) Loc tine Line Harz Vert Harz Vert Wind Lis LEW 1 BA Bracing, see EW reactions F_SW A 2,3 2.3 • 0.6 R_EW 3 C,E Bracing, see EW reactions B_SW E 3,2 2.3 * 0.6 'See RF reactions table for vertical and + horizontal reactions in plane of the rigid frame. e ENDWALL COLUMN: • ANCHOR BOLTS & BASE PLATES FRAME LINES: Frm Col Anc._Bolt Bose_Plote (in) = 30 Grout = 40 Line Line Oly Dia Width Length Thick (in) COLLATERAL L AD 1 E 2 0.625 7.000 8.000 0.250 0.0 4 1 D 2 0.625 7.000 8.000 0.250 0.0 EXPOSURE 1 B 2 0.625 7.000 8.000 0.250 0.0 = 1.00 1 A 2 0.625 7.000 8.000 0.250 0.0 ' 0.8 1.8 3 A 2 0.625 7.000 10.00 0.250 0.0 Frame Column -Seismic -Long 3 C 2 0.625 7.000 10.00 0.250 0.0 3 E 2 0.625 7.000 10.00 0.250 0.0 -0.4 1.6 NOTES FOR REACTIONS ENDWALL COLUMN: BUILDING REACTIONS ARE BASED ON Dia • THE FOLLOWING BUILDING DATA: Proj WIDTH ( = 30 LENGTH = 40 LAVE H"H (FT) = 14 / 14 ROOF SLOPE rise/12) = 4.0:12 / 4.0:12 DEAD LOAD sf) = 2.000 COLLATERAL L AD 2.00 LLLOAD (PssI RAAMFE 20.00 LIVE LOAD ( _ ROOF SNOW LOAD 4 GROUND SNOW LOAD Psf) 3.00 WIND SPEED (MPH) - ilo WIND CODE = CBC 13 EXPOSURE = C CLOSED/OPEN = Partial IMPORTANCE - MIND • = 1.00 IMPORTANCE - SEISMIC = 1.00 SEISMIC ZONE = D ANCHOR BOLT SUMMARY ENDWALL COLUMN: Frm Cot Anc._Boll Dia • Proj Qty Locate (in) ' Type (in) O 4 Jamb 5/8" F1554 2.00 O 14 Endwall ' 5/8" F1554 2.00 0 8 Frame 3/4' F1554 2.50 ® 8 WindBenl 1" F1554 3.00 4 DATE I DESCRIPTION 3/16/16 1 FOR ERECTOR INSTALLATION H IV IV COLUMN LINE E,'3 -QED n OR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, 111C. RIGID FRAME: ANCHOR BOLTS & BASE PLATES ENDWALL COLUMN: Frm Cot Anc._Boll Base -Plate (in) Grout Line Line Oty Dio Width Lenglthh Thick (in) 2 E 4 0.750 6.000 9.500 0.375 0.0 Collat Vert .2 A 4 0.750 6.000 9.500 , 0.375 0.0 Wind_Rightl RIGID FRAME: BASIC COLUMN REACTIONS (k ) Wind_Right2 Frame Column -----Dead-----Collateral- - ----- Live --------- Snow ----- Wind_Leftl- -WYnd_Rightt- Line line Horiz Vert Horiz Vert Horiz . Vert Horiz Vert Horiz Vert Horiz Vert 2 E 0.3 • 1.1 2 0.1 0.2 1.2 4.5 0.4 1.5 -3.8 -11.6 3.1 -7.6 A -0.3 1.1 -0.1 0.2 -1.2 4.5 -0.4 1.5 -3.1 - -7.6 3.8 -11.6 Frame Column--Wind_Lefl2- -Wind_Ri ht2- --Wind-Longi- --Wind_Long2--Seismic Left Seismic_Right Line line . Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert Horiz Vert 2 E -6.0 -2.2 0.8 1.8 2.4 -10.8 1.5 -10.4 -0.4 -0.4 0.4 0.4 2 A -0.8 1.8 6.0 -2.2 -1.5 -10.4 -2.4 =10.8 -0.4 0.4 0.4 -0.4 Frame Column -Seismic -Long F1UNB_SLL- F1UNB_SLR- 0.0 -0.2 1.6 -4.6 Line Line Horiz Vert Horiz Vert Horiz Vert 2 E 0.0 -0.5 0.4 1.6 0.4 1.0 2 A 0.0 -0.5 -0.4 1.0 -0.4 1.6 r Frm Line Col Line . aIR Ia�® ENDWALL COLUMN: BASIC COLUMN REACTIONS (k ) Frm Line Col Line Dead Vert Collat Vert live Vert Snow Wind_Lefll Wind_Rightl Wind_Left2 Wind_Right2 Wind Press - I E 0.0 0.0 -0.3 Vert -0.1 Harz Vert 0.0 0.1 Harz Vert 0.0 -0.8 Harz Vert 0.0 0.1 HarzVert 0.0 -0.8 Harz 0.0 1 1 D B 0.5 0.5 0.1 0.1 3.3 3.3 0.7 0.7 0.0 -4.9 0.0 -3.2 0.0 -4.9 0.0 -3.2 -2.5 1 A 0.0 0.0 -0.3 -0.1 1.6 -8.3 0.0 4.3 0.0 -0.3 1.6 -4.5 1.6 -8.4 0.0 4.4 0.0 -0.2 1.6 -4.6 -2.5 0.0 Wind r Frm Line Col Line . Suct Harz Wind -Longi Harz Vert , Wind-Long2 HarzVert Seis_Lefl Harz Veil Seis_Right Harz Vert E1UNB_SLL-' Harz Vert E1UNB_SLR- Harz Vert 1 1 E D 0.0 2.7 0.0 0.0 -0.1 -4.7 0.0 0.2 0.0 -3.9 0.0 0.1 0.0 '-0.1 0.0 -0.1 0.0 0.1 0.0 -0.1 -0.0 0.8 0.0 -0.1 0.0 0.5 1 1 B A 2.7 0.0 0.0 0.5 -2.5 -1.2 0.5 -6.3 0.0 1.6 0.5 -1.4 0.0 1.4 0.0 1.3 0.5 -1.3 0.0 0.5 0.0 -0.1 0.0 0.8 0.0 -0.1 Frm Line Col Line Dead• Vert Collat Vert Live Vert Snow Vert Wind_Leftl Wind_Righll Wind_Left2 Wind_Right2 Wind Press 3 A 0.2 0.0 1.2 0.2 Harz Vert _ 0.0 -2.2 Harz Vert 0.0 -2.2 Harz Vert 0.0 -2.2 Harz Vert 0.0 -2.2 Harz 0.0 3 3 C E 0.6 0.2 0.1 0.0 3.6 1.2 0.7 1.6 -6.7 0.0 -2.4 1.6 -6.8 0.0 -2.4 -3.7 0.2 0.0 0.2 1:6 -4.1 0.0 0.2 1.6 -4.1 0.0 Wind Frm Line Col Line Suct Hoa Wmd_Long1 Horz Vert Wind-Long2 Harz Vert Seis_Lefl Harz Vert Seis_Righl Harz Vert E2UN8_SLL- Harz Vert E2UNB_SLR- Harz 3 3 A C 0.0 4.0 0.0 0.0 -2.3 0.0 -1.4 0.0 0.0 0.0 0.0 0.0 0.3 Vert 0.0 0.0 3 E 0.0 0.5 -4.1 -2.0 0.5 -5.4 0.0 -1.5 0.4 -0.7 0.0 0.7 0.0 0.5 0.4 -0.5 0.0 0.7 0.0 0.0 0.0 0.7 0.0 0.3 Building Systems nY PROJECT: IAN CARLISLE 3Ox4Ox14 CA CUSTOMER: Factory Steel Ovrstock LOCATION: Oroville, CA 95965, 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: IAN CARLISLE CAD DATE SCALE I PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 A I 15-B-27340 I F2 10 C64613 4 in N 0 ( N— c 40'-0" OUT -TO -OUT 2 O I M 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. 2'-5 3/4*. 2'-5 3/4' ROOF FRAMING PLAN ISSUE DATE DESCRIPTION BY CK'D D! 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR N'. N W U . Cr Cr C rn C) 0 C) F52—E B (12) M W UOU 0 0 REE ILI' ED EOR CODE COMPLIANCE AUG 18 2016 q BUREAU VERITAS NORTH AMERICA, IIIC. ROOF SHEETING PANELS: 26 Go. PR Golvalume ����®Building Systems 2714 S. Garfield Road Office: (509) 244-5611 mr NCI Competry Airway Heights, WA 99001 (600) 911-2291 PROJECT: IAN CARLISLE 3Ox4Ox14 CA 064613 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE ar 22, 2016 LOCATION: Oroville, CA 95965, , ' � Crv,� CAD. DATE SCALE _ PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 1 N.T.S. ' 1 A 15-B-27340 E1 0 MEMBER TABLE ROOF PLAN MARK PART LENGTH P-1 8X25Z 16 22'-5 1/2" P-2 8X25Z16 22'-5 1/2" E-1 8ES41-14 19'-11 1/2" 'E-2 8ES4L14 19'-11 1/2" CB -8 1/4" CABLE 24'-3" N W U . Cr Cr C rn C) 0 C) F52—E B (12) M W UOU 0 0 REE ILI' ED EOR CODE COMPLIANCE AUG 18 2016 q BUREAU VERITAS NORTH AMERICA, IIIC. ROOF SHEETING PANELS: 26 Go. PR Golvalume ����®Building Systems 2714 S. Garfield Road Office: (509) 244-5611 mr NCI Competry Airway Heights, WA 99001 (600) 911-2291 PROJECT: IAN CARLISLE 3Ox4Ox14 CA 064613 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE ar 22, 2016 LOCATION: Oroville, CA 95965, , ' � Crv,� CAD. DATE SCALE _ PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 1 N.T.S. ' 1 A 15-B-27340 E1 0 0 " OUT—TO—OUT OF SIDEWALL SHEETING & TRIM: FRAME LINE A PANELS: 26 Go. PR — Light Stone ISSUE DATE DESCRIPTION 0 3/16/16 FOR ERECTOR INSTALLATION 7ENERAL 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. L-1O...L14 19 —11 1/Z E-2 8ES4L14 19'-11 2° G-9 8X25Z16 21'-5.1 2° G-10 BX25Z16 21'-5 1/2" CB -6 1/4' CABLE 24:-2� 00 'ad"JEDdORCODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AAHICA,11VC. KercaBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (000) 941-2291 /� e + PROJECT: IAN CARLISLE 3Ox40xl4 CA 064613 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE XP Z i6 LOCATION: Oroville, CA 95965, ]MR. OF CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 A 15—B-27340 E2 o 30'-0° OUT -TO -OUT OF STEEL E D 12 BEARING FRAME ONLY! WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. WASHER NOT NEEDED ON CLIP SIDE. ELI -I 01'ZOc14 1Z—ti //16 EC -2 8F25C13 14'-3 3/4" EC -3 81`25C13 14'-3 3/4 EC -4 81`25C 14 12'-6 7/16' ER -1 101`2504 15'-9 1/2 ER -2 IOF25C14 15'-9,1/2' DJ -i 8F25C16 13'-6' DH -1 81`25C 16 12'-0" G-1 8X25Z16 4'-8" I n n G-2 8X25Z16 2'-4 1/4" G-3 8X25Z16 2'-9° A G-4 8X35Z13 17'-11 1/2° 8" 4„ 14„ CB -1 1/4' CABLE 9'-1” 12 12 F916 -E 4„� CB -3 1/4° CABLE 8'-4' CABLE l° FLANGE BRACE TABLE E5� i FSp ' VIDI FRAMMARKE 1I LENGTH 1 FB30 2'-6- 2 FB6-1 2'-6' FA�O� \ F4jo CONNECTION PLATES FRAME LINE 1 LO ❑ ID I MARK PART U') n i SC513 2 SC -5 i F981 F481 04 00 O I � in LC -3 EC -4 ENDWALL SHEETING &TRIM: FRAME LINE 1 2-4' 3'-0” I 12'-0' ®I 3'-0" PANELS: 26 Go. PR - Light Stone 2 Bolts Unless Noted on Erection Drawings lin Pur I ENDWALL FRAMING: FRAME LINE 1 _ _ Shop Welded Clip SCI ------------ RE'IEt=TD o OR CODE COMPLIANCE ° AUG 18 2016 vENERAL 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. Flange Brace Clip SC -2 SeiGoo°��a BUREAU VERITAS NORTH AMERICA, 111C. Shop Welded - All Bolts are 1/2' x 1.1/4" A325 Without Washers FB6 Flange Brace Detail ISSUE DATE DESCRIPTION BY CK'O DSN 0 3/16/16 FOR ERECTOR INSTALIAiION PNR PNR NSS ���® Building Systems 2�14s. cart�eId Road Office: (509) 244-5611 an NG Company Airway Heights, WA 9900101 (800) 941-2291 C 6 • PROJECT: IAN CARLISLE 30x40x14 CA $13 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE IMPtr=11i LOCATION: Oroville, CA 95965, Mar 22, 2016� Cry, CAD DATE , SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE (w CA�tF 3/16/16 N.T.S. 1 a 15-8-27340. E4 0 ,,ffT4° 8° - 12 EC-6 EC-6 101`25C12 17'-1 3/16° _ BEARING FRAME ONLY! BOLT TABLE 101`25C14 101`25C14 12'-6 7/16° 15'-9 1/2 WASHER TO BE USED AT ENDWALL COLUMN TO ENDWALL FRAME LINE 3 15'-9 1/2° RAFTER CONNECTION. USE ONE WASHER ON COLUMN SIDE. LOCATION ER-3/ER-4 QUAN TYPE DIA LENGTH G-6 G-7 WASHER NOT NEEDED ON CUP SIDE. Cor-Column/Rof 8 4 A325 A325 5/8" 1/2° 1 3 4 1 1/4- /4°EC-6 8X25Z16 EC-6/ER -4 4' A325 5/8" 1 1/4" 1/4" CABLE 1 4° CABLE 18'-8" 21'-9" MEMBER TABLE 8°4°h!--, z!�T4'4 12 12 - F916 -E FLANGE BRACE TABLE FRAME UNE 3 FRAME LINE 3 SID MARK I LENGTH MARK, PART LENGTH EC -5 1OF25C14 12'-6-7/T6— 2 -67 16 12 - 1 FB30 12:-6 2 FB6-1 2'-6° " F50 � � � � FSS CONNECTION PLATES FRAME LINE 3 (] ID MARK PART 1 SC513 FR3O Fg3p,R 2 SC -5 `v `v �. M r7 M O1 O M rn rn I M d- - r7 O 1 00 00 1 0 M C) I r- - 1 0 1 iD 1 L] — — — — — — — — — — — — — — — — EC -5 EC -6 `� EC -7 ENDWALL SHEETING & TRIM: FRAME LINE 3 2 Bons Unless Noted 2-4° on Erection Drawings PANELS: 26 Go. PR - Light Stone Purlin / Girt Clip h SCI ENDWALL FRAMING: FRAME LINE 3 Shop Welded IL - ----- ------------------' - �a�t=DEQ F CODE COMPLIANCE AUG 18 2016 Ktz BUREAU VERITAS NORTH AMERICA, INC. Flange Brace Clip SC -2 see - Shop Welded \o All Bolts ore 1/2" x 1 1/4" A325 Without Washers FB6 Flange Brace Detail ISSUE DATE DESCRIPTION BY CK -0 DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS����® Building Systems 27.14 S. curllem Road Office: (509) 244-5611 an NCI Company : Airway Heights, WA 99001 (800) 941-2291 I-ENERAL NOTES: C6�613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: WN, CARLISLE 30x4Ox14 CA 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE (EXPlsl►.i 17 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE 8r 22, 2016 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: Oroville, CA 95965, t APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CrvAu. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER _ SHEET NUMBER ISSUE 3/16N.T.S. 1 A 1 `J-B-Z734O E5 0 SHAVINGS CAUSED BY DRILLING. • /16 EC-6 101`25C12 17'-1 3/16° _ EC -7 ER -3 101`25C14 101`25C14 12'-6 7/16° 15'-9 1/2 ER -4 1OF25C14 15'-9 1/2° G-5 8X25Z14 13'-8' G-6 G-7 8X25Z16 8X25Z14 11'-4 1/4- 13'-11 3/4° ' G-8 8X25Z16 11'-8° A CB -4 CB -5 1/4" CABLE 1 4° CABLE 18'-8" 21'-9" 8°4°h!--, z!�T4'4 12 12 - F916 -E FLANGE BRACE TABLE FRAME UNE 3 SID MARK I LENGTH 12 - 1 FB30 12:-6 2 FB6-1 2'-6° " F50 � � � � FSS CONNECTION PLATES FRAME LINE 3 (] ID MARK PART 1 SC513 FR3O Fg3p,R 2 SC -5 `v `v �. M r7 M O1 O M rn rn I M d- - r7 O 1 00 00 1 0 M C) I r- - 1 0 1 iD 1 L] — — — — — — — — — — — — — — — — EC -5 EC -6 `� EC -7 ENDWALL SHEETING & TRIM: FRAME LINE 3 2 Bons Unless Noted 2-4° on Erection Drawings PANELS: 26 Go. PR - Light Stone Purlin / Girt Clip h SCI ENDWALL FRAMING: FRAME LINE 3 Shop Welded IL - ----- ------------------' - �a�t=DEQ F CODE COMPLIANCE AUG 18 2016 Ktz BUREAU VERITAS NORTH AMERICA, INC. Flange Brace Clip SC -2 see - Shop Welded \o All Bolts ore 1/2" x 1 1/4" A325 Without Washers FB6 Flange Brace Detail ISSUE DATE DESCRIPTION BY CK -0 DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS����® Building Systems 27.14 S. curllem Road Office: (509) 244-5611 an NCI Company : Airway Heights, WA 99001 (800) 941-2291 I-ENERAL NOTES: C6�613 1. INSTALL ALL GIRTS AND FLANGE BRACES (FB) AS SHOWN. PROJECT: WN, CARLISLE 30x4Ox14 CA 2. WALL PANEL PROVIDES STRUCTURAL STABILITY TO THE BUILDING. CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE (EXPlsl►.i 17 3. OTHER THAN FOR WALK DOORS AND WINDOWS SHOWN ON THE 8r 22, 2016 CONTRACT, DO NOT ADD ADDITIONAL WALL OPENINGS WITHOUT LOCATION: Oroville, CA 95965, t APPROVAL OF BUILDING MANUFACTURER OR PROFESSIONAL ENGINEER. CrvAu. 4. AFTER INSTALLATION, WIPE ALL PANELS CLEAN OF METAL CAD DATE SCALE PHASE BUILDING ID JOB NUMBER _ SHEET NUMBER ISSUE 3/16N.T.S. 1 A 1 `J-B-Z734O E5 0 SHAVINGS CAUSED BY DRILLING. • /16 SPLICE BOLT TABLE Oty Mark Top Bot Int Type Dia Length rP-1 4 4 0 A325 3/4" 2" SP. -2 4 4 0 A325 3/4 1 3/4" "7614GE BRACES: BOTH SIDES(UNLESS NOTED) FBxxA(1): xx=length(in) A - L2X2X14G -RIGID FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES: ISSUE DATE DESCRIPTION BY CK'D OSN 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2' DIAMETER ARE 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS ���® Building Systems 2�,a S. Garfield I:aaa SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR Orrice: (509) 244-56u STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". anNCIICompwW Airway Heights, WA 99001 (800) 941-2291 PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT . 0613 TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING PROJECT: IAN CARLISLE 30x4Oxl4 CA OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD CUSTOMER: Factory Steel Ovrstock I OWNER: IAN CARLISLE t7 IS SUGGESTED. THE CONNECTIONSON THIS PROJECT ARE NOT SLIP CLITICAL. LOCATION: Oroville, CA 95965, ar 22, 2016 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. �, C11111. CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 3/16/16 N.T.S. 1 A 15-B-27340 E6 0 MEMBER TABLE Mark Web De th Start End Web Plate Outside Flange W x Thk x Len th Inside Flonge W x Thk x Len th Thick Len th RFI -1 9.0/13.0 13.0/13.0 0.134 0.156 153.8 12.0 5 x 1/4" x 161.4 5 x 1/4" k 22.6 5 x 1/4" x 153.8 RF1-2 8.0 8.0 0.134 168.3 5 x 1/4" x 165.5 5 x 1/4" x 165.5 F52 -E _ `6 �5 1 Fg 3 ®4 �g , 3 ��\ 1516^ 2t!Z4" 16t;O.PgR, /��� ". w Z �� F 4"12 12 F621 ��� Uz N �\\B?g.3g1 U3 2 U3��\ L a N io w ¢ I I Cow + i + I - I li r U Z oCx w I U I I - � I I ¢ t QQ I I M � x2 cn I i� I - IEail!EQ a QR CODE COMPLIANCE 8 1/4 1'-1 1/2- 26'-4 1/2" CLEARANCE +- 1'-1 1/2-1 8 1/4" 1 Q 8 2o�c AUGU V 1 6 E A 30'-0" OUT -TO -OUT OF STEEL BUREAU VERITAS NORTH AMERICA We -RIGID FRAME ELEVATION: FRAME LINE 2 GENERAL NOTES: ISSUE DATE DESCRIPTION BY CK'D OSN 1. ALL BOLTED JOINTS WITH A325M-09 TYPE 1 BOLTS GREATER THAN 1/2' DIAMETER ARE 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS ���® Building Systems 2�,a S. Garfield I:aaa SPECIFIED SUPERLOK PRETENSIONED JOINTS IN ACCORDANCE WITH THE "SPECIFICATION FOR Orrice: (509) 244-56u STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS, JUNE 30, 2004". anNCIICompwW Airway Heights, WA 99001 (800) 941-2291 PRETENSIONING CAN BE ACCOMPLISHED BY USING THE TURN—OF—NUT METHOD OF TIGHTENING, CALIBRATED WRENCH, TWIST OFF TYPE TENSION CONTROL BOLTS OR DIRECT . 0613 TENSION INDICATOR SUPERLOK ACCEPTABLE TO THE INSPECTING AGENCY AND BUILDING PROJECT: IAN CARLISLE 30x4Oxl4 CA OFFICIAL. INSTALLATION INSPECTION REQUIREMENTS FOR PRE—TENSIONED JOINTS (SPECIFICATION FOR STRUCTURAL JOINTS SECTION 9.2) USING TURN—OF—NUT METHOD CUSTOMER: Factory Steel Ovrstock I OWNER: IAN CARLISLE t7 IS SUGGESTED. THE CONNECTIONSON THIS PROJECT ARE NOT SLIP CLITICAL. LOCATION: Oroville, CA 95965, ar 22, 2016 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A325 BOLTS. �, C11111. CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3. INSTALL ALL FLANGE BRACES ON COLUMN AND RAFTER SUPERLOK SHOWN 3/16/16 N.T.S. 1 A 15-B-27340 E6 0 Purlin A (2)1/2"xl 1/4" Steel Line (1) #1B A325 M. Bolts It 1/4`' (2) 1/2" x 1 1/4" Endwoll EW Girt A325 Bolts_ Anti—Roll Clip Rafter 3/16' Plate EW Column ' Rafter e6 0 0 , Purlin Clip RA 0 0 2° 2" 3/16" Plate of Rafter ` Rake Angle _____ ----------- ___ Purlin Clip O ® Purlin Clip EW Rafter Purlin 3/16" Plate 3/16" Plate ' Anti—Roll Clip Anti—Roll Clip a 0 3/16' Plate ® 3/16' Plate I 1/2" Washer Column Side Not Clip Side Flange Brace \3/16" 3 EW Column Welded Plate EW Girt As Required 3/16° 3 3/16" 3 (4) 1/2" x 1 1/4" Cold Formed Rafter Main Frame Rafter. A325 Bolts T U.N. on 1/2" x 1 1/4" A325 Bolts (Typ. 1/2" x 1 1/4"'A325 Bolts • (Typ.) (U.N.) Section A Section A Endwoll Drawing) (Typ.) (U.N.) - Aj SECTION THRU COLD FORMED RAFTER ANTI PURLIN ANTI—ROLL' CLIP B4 ENDWALL-COLUMN TO RAFTER C4 CEE ENDWALL COLUMN TO WALL GIRT EW Girt Corner Column _ Door Jamb EW Column ENDWALL COLUMN WELDED PLATE o 1/2" x 1 /4" ® s�aY IED FOR CODEC MPEJAN A325 BOLTS a SW Girt ��� Welded Plate SC-5 AUG 18 2116 �. Clip a 10 BUREAU VERITAS NORTH 61ERICA, INC. k 1/2° x 1 1/4" A325 Bolts O = Refer To Anchor. Bolt * ENDWALL GIRT (Typ.) (U.N.) ( ) =Refer To Anchor Bolt Plan Plan C1 3 ENDWALL COLUMN TO WALL GIRT D4 CORNER'COLUMN TO WALL GIRT E5 BASE PLATE FOR DOOR JAMB E8 BASE PLATE FOR ENDWALL COLUMN ISSUE DATE DESCRIPTION BY CK'O DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSSarc® Building Systems 2714 S. Garfield Rood ' Office: (509) 244-5611 an NG comparry Airway Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x40x14 CA 064611 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE EXPWAMIT • LOCATION: Oroville, CA 95965, ar 22, 2016� Cry,' CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE !�� CAt 3/16/16 N.T.S. 1 A . 15—B-27340 DET1 0 End Plate "C" Endwall Width Varies l ' Width as JA • Required Roof Purlin EW Rafter L - - Flange Brace Clip o o - -- --- - - - -- --- - Flange Brace A. 1 o I RF Column 2®y> ®� t o o Additional ,,° ( As*Required) ---- -- ------ o ----------- o- --I Flange Brace • � - - �` �� - (As Required), ®° 1 - Additional o� - ------------- ---- I o o ------ o f -------------- _ ---- i l I Flange Brace o o ' I l o o I (As Required) Flange Brace I I `�®> ® g 1 * 1 l L 0- - o J i RF Rafter �'� ® -- --- ° o o I SECTION "A" - - - - - 1 Wall Girt Endwall Column flange Brace Clip Section "A" (* J = Refer To Endwall Drawing See Endwall Drawing 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts For Bolt Quantity,' ` Dia. & Type For Bolt Dia. Type. U.N. Y YP And TT (YP•) ( ) (TYP•) (U.N.) F RAFTER SPLICE AT SURFACE. CHANGE F23 RAFTER SPLICE AT SURFACE- CHANGE G2 ROOF PURLIN TO INTERIOR FRAME .RAFTER H 2 WALL.. GIRT TO RIGID FRAME COLUMN Eave Strut Steel Line Door Jamb ` 1/4" Eave Strut Wall Girt- Eave Strut Wall Girt �k :kEave Strut -- ------------------- Welded Clip i I EW RafterJ I Door Jamb Rigid Frame I Column Welded Clip Wall Girt Rigid Frame Column E'��LEWED FOR CODE COMPLIANCE Endwall Rafter Opening AUG 18 2016. Width 1/2" x 1 1/4" A325 Bolts 1/2" x 1 1/4" A325 Bolts 1 2" x 1 1 4" A325 Bolts �o��?� Door Jamb / / 1 /2" x 1 1 /4" A325 Bolts (TYP) (U.N.)(TYP) (U.N.)(TYp•) N.N.) BUREAU VERiTAS NORTH AMERICA, INC. (TYP•) (U.N.) 6 LOW, SIDE SAVE STRUT TO COLD FORMED RAFTER 2 LAVE STRUT "TO RIGID FRAME WALL GIRT TO DOOR JAMB L8 DOOR JAMB TO WALL GIRT ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS ��� Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 911-2291 /� e PROJECT: IAN CARLISLE, 30x4Ox14 CA 064611 CUSTOMER: factory Steel Ovrstock OWNER: IAN CARLISLE EXPtli/M117 22 2 LOCATION: Oroville, CA 95965, ar , 016 Cry`s CAD . DATE SCALE PHASE FIN( ID JOB NUMBER SHEET NUMBER 1 OF ISSUE C�t 3/16/16 N.T.S. 1 15—B-27340 DET2 0 --- - -- 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) IM 3 DOOR HEADER TO DOOR JAMB (6) Stitch Screws 1/4"-14 x 7/8" Lap Tek Member Screws - i12 =14 x 1 1/4" at 5"-7"-5" O.C. "PBR"-/ Roof Panel Door Jamb *PART APPLICATION SC544 1/4" Cable or 1/2" Rod SC545 5/16" Cable or 5/8" Rod SC546 .3/8" Cable SC547 1/2" Cable Base Cable Anchor* SC548 314" Rod SC549 1 Rod SC550 1 1/4" Rod Cable EyeBolt Base--' Cable Anchor 1" Diameter (SC551 or SC552) Bolt Anchor Bolts Q6 DIAGONAL BRACE -CLIP TO FLOOR DETAIL Die Formed Ridge Cap (2) Rona Bead F52 Rake Trim Urethane Tubeube Sealant I (3 Stitch Screws 1>4"-14 7/8' (Typ.) PFow Bqx Rake Trim I i I Rake Trim J L Peak Purlins 1" Tape Sealant HW -506 "PBR" ROOF FIXED RIDGE DETAIL Trim -80 ■` , Rigid Frame Column e e 34, \ (*) = Refer To Anchor Bolt Plan Steel Line BASE CLOSURE #17A S.D. Screw (See Fastener Detail) Wall Panel Anchors By Others* Base Angle (RA1) Finished Floor Y' 6 Min. *Minimum 1/4" Diameter Anchor or Equivalent Power -Driven Fastener At 24" On Center Maximum. R2 ANCHOR BOLTS AT SIDEWALL COLUMNS T3 CONCRETESECTION RU WALL FOUNDATION AND Fastener #3 See Sheeting 12-14 x 1-1/4" LL SO W/Washer Fastener #4 Layout at 5"-7"-5" O.C. 1/4"-14 x 7/8' LL SO W/WASHER I" Inside Panel Closure HW455 Fastener j)17A of 1'-0 O.C. with continuous Tape Sealer 12-14 x/1- /4" P taC11A 1 ryry I� !1 ;fie e 9 C HW506 top and bottom SO W WASHHER Tae Sealer HW50. iEV►ED F01t CODE COMPLIANCE at each purlin Roof Panel AUGRake Trim UG 18 '1016, i6 Standard F50 (shown) Standard Large F3850 Rake Angle Fastener 17A RAI , „. 1/8'0 Fastener 14A 12-14,x 1-1/4' BUREAU UERRS NORT AMERICA, INC. 1/8°m x 3/8° SO W/WASHER Eave Trim 5 -0 O.C. Purlin F2955 Fastener #17A 12-14 x 1-1/4' SO W/Washer Without Closure Fastener #14 Rake SlideRake Trim 1/8"0 x 3/16" "Optional° Outside Closure Rake Trim F215 36 O.C. HW456 - PBR Outside Panel Closure Outside Panel Closure With Closure HW429 - PBR (see Detail 'XI tHW465 60 - PBU HW456 (Foam) at PBR HW456 (Foam) at PBR Fastener #14A - AVP/PBA/(See GPR05005) (See GPR05005) 1/8"0 x 3 B" Flat EavVistosha ow HW429/HW429A (Metal) = PBR HW429 HW429A (Metal) = PBR 12" O.C. / Trim F295(See W05015) (See f�W05015) Fastener 14A HW460 of PBU HW460 at PBU 1/8" x3/8HW465 at AVP PBA Fastener #4AFastener 4A / / HW465 at AVP/PBA/ at 12" O.C. Vistashodow 1/4"-14 x 7 8" Vistashodow4°-14 x //8" SD W/�ASHER Outside Meta SD W/WASNER of 1'-0 O.C. Closure HW42of 1 0 O.C. rut Standard (Fixed) Alternate (Sliding)1! 1/4° For roof runs 100' or less For roof runs greater than 100' Detail "x" Rake Detail — PBR Roof Low Eave Detail — PBR Roof Signature Standard and Standard Large Rake Trim - Sheeted Wall TRIM_108 Flat Eave Trim - Sheeted Wall TRIM_120 DATE DESCRIPTION BY CK'D DSN 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS����® Building Systems 2714 S. Garfield Road Office: (509) 244-5611 NCI Company Airway Heights, WA 99001 (600) 941-2291 Q PROJECT: IAN CARLISLE 30x40x14 CA C6�613 CUSTOMER: Factory Steel Ovrstock I OWNER: IAN CARLISLE E22, 2ema 's LOCATION: Oroville, CA 95965, Cry1L —4—CAD GATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �!�'� Ca►�.�� 3/16/16 N.T.S. 1 A15 -B-27340 pET3 0 Stitch Screw 1/4'-14 x 7/8' at r-0" O.C. t1W505 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 PBR Roof TRIM -106 Rigid Frame Column e e 34, \ (*) = Refer To Anchor Bolt Plan Steel Line BASE CLOSURE #17A S.D. Screw (See Fastener Detail) Wall Panel Anchors By Others* Base Angle (RA1) Finished Floor Y' 6 Min. *Minimum 1/4" Diameter Anchor or Equivalent Power -Driven Fastener At 24" On Center Maximum. R2 ANCHOR BOLTS AT SIDEWALL COLUMNS T3 CONCRETESECTION RU WALL FOUNDATION AND Fastener #3 See Sheeting 12-14 x 1-1/4" LL SO W/Washer Fastener #4 Layout at 5"-7"-5" O.C. 1/4"-14 x 7/8' LL SO W/WASHER I" Inside Panel Closure HW455 Fastener j)17A of 1'-0 O.C. with continuous Tape Sealer 12-14 x/1- /4" P taC11A 1 ryry I� !1 ;fie e 9 C HW506 top and bottom SO W WASHHER Tae Sealer HW50. iEV►ED F01t CODE COMPLIANCE at each purlin Roof Panel AUGRake Trim UG 18 '1016, i6 Standard F50 (shown) Standard Large F3850 Rake Angle Fastener 17A RAI , „. 1/8'0 Fastener 14A 12-14,x 1-1/4' BUREAU UERRS NORT AMERICA, INC. 1/8°m x 3/8° SO W/WASHER Eave Trim 5 -0 O.C. Purlin F2955 Fastener #17A 12-14 x 1-1/4' SO W/Washer Without Closure Fastener #14 Rake SlideRake Trim 1/8"0 x 3/16" "Optional° Outside Closure Rake Trim F215 36 O.C. HW456 - PBR Outside Panel Closure Outside Panel Closure With Closure HW429 - PBR (see Detail 'XI tHW465 60 - PBU HW456 (Foam) at PBR HW456 (Foam) at PBR Fastener #14A - AVP/PBA/(See GPR05005) (See GPR05005) 1/8"0 x 3 B" Flat EavVistosha ow HW429/HW429A (Metal) = PBR HW429 HW429A (Metal) = PBR 12" O.C. / Trim F295(See W05015) (See f�W05015) Fastener 14A HW460 of PBU HW460 at PBU 1/8" x3/8HW465 at AVP PBA Fastener #4AFastener 4A / / HW465 at AVP/PBA/ at 12" O.C. Vistashodow 1/4"-14 x 7 8" Vistashodow4°-14 x //8" SD W/�ASHER Outside Meta SD W/WASNER of 1'-0 O.C. Closure HW42of 1 0 O.C. rut Standard (Fixed) Alternate (Sliding)1! 1/4° For roof runs 100' or less For roof runs greater than 100' Detail "x" Rake Detail — PBR Roof Low Eave Detail — PBR Roof Signature Standard and Standard Large Rake Trim - Sheeted Wall TRIM_108 Flat Eave Trim - Sheeted Wall TRIM_120 DATE DESCRIPTION BY CK'D DSN 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS����® Building Systems 2714 S. Garfield Road Office: (509) 244-5611 NCI Company Airway Heights, WA 99001 (600) 941-2291 Q PROJECT: IAN CARLISLE 30x40x14 CA C6�613 CUSTOMER: Factory Steel Ovrstock I OWNER: IAN CARLISLE E22, 2ema 's LOCATION: Oroville, CA 95965, Cry1L —4—CAD GATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE �!�'� Ca►�.�� 3/16/16 N.T.S. 1 A15 -B-27340 pET3 0 I Top Flange Top Flange PBR Panel v Top Bolts - See Rigid Frame Top Bolts - See Rigid Frame V) Drawings For Size Drawings For Size Fastener 14A OO OO 1/4"-14 x 7/8' SD W/Wasi,er Web Intermediate Bolts Web at 1 -8 O.C. Intermediate •Bolts O O — (As Required) O OO — (As Required) Steel Line See Rigid Frame Drawings For Size See Rigid Frame Drawings For Size Field remove beoring OO OO Oo leg as required P8R Panel Bottom Bolts — See Rigid Frame Bottom Bolts — See Rigid Frame F830 or F862 Steel Line and Corner Trim Bottom Flange Drowings For Size Drawings For Size ' � p . po Bottom Flange pp O g Panel Rib Note: - Standard panel location for Start and End Extension Beyond Flange IS pponels is tpanel rib at steel line. Refer y g io erection Drawings for panel location Optional, At Top & Bottom. ' and Comer Trim piece mark. U outside Corner Trim PBR Wall Panel 2 BOLTS FOR RIGID FRAME RAFTER U 3 BOLTS. FOR RIGID FRAME RAFTER TRIM -186 —- AT BUILDING PEAK TO COLUMN CONNECTION T-7 Field locate and provide - ' a slot for the 'T bracing. + *Column - WF or Maximum 1 8" 812 x i" SO Screw Steel Line A325 Bolts Rake Angle • a Pudin 0 Partin EW Rafter EW Girt EW Rafter Girt To Raft. Clip 1/2" x 1 1/4" A325 Bolts (Typ.) (U.N.) W� ENDWALL GIRT TO ENDWALL RAFTER' CONNECTION Cee I---�j / Larger than X bracing Cable` 1 2' 1 2" Diameter. I. Flo -Loc Grip o � Inside Flon U E 75 Bracing Pad o Eyebolt (If Req'd) v U_ o - Hillside O O `N — a c> _ E Washer _ _ E _ Zee Web ® Nut -------- Similar connection Outside Flange Down for Rofter. Flat *For Cable, Unravel Flo -Lock Grip V 1VED FOR CODE COMPLIANCE Insert EyeBolt Through Slot in Web. Washer and Remove Eye Bolt, Slip Through Then Assemble Hillside Washer, Flat Washer, and Nut. Slotted Girls, then Reassemble Cable. AUG 18 2016 Q Z DIAGONAL CABLE, EYEBOLT END - CABLE AT FLUSH WALL GIRT BUREAU WRITAS NORTH AMERICA, HIC. ISSUE DATE DESCRIPTION BY CK'O OSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS Building Systems 27.14 S. Garfield Road Office: (509) 244-5611 of Nq Comparry Airway Heights, WA 99001 (800) 941-2291 PROJECT: KNC 64613 CARLISLE 30x40x14 CA CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLEP - LOCATION: Oroville, CA 95965, ar 22, 2016 l� CAD DATE SCALE , PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 n 15—B-27340: DET4 0 7" 5" 7" 5" 7" A 2 1/2" 1 12" 12" B "PBR" Panel "PBR" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8" Sheeting Direction SD, at 20" O.C. 12" 12" 12" 7" 1 5" 1 7" IA"7" A A B 2 1/ 2" 12" 12"' "PBA"/"AVP" Panel e Member Screw "PBU" Panel 12-14 x 1 1/4"SD 12" O.C. at Each Member Extended Leg PW Panel Sheeting Direction 0 = At Bose, Rake, Eave, and "POU" Panel Bearing Leg Stitch Screw 1/4-14 x 7/8' Sheeting Direction SD, of 20" O.C. Mid Spon End Lops 6" 6" 6" 6" 1 6" 1 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 PBR Roof Panel - Standard and Standard Large Low Eave Rake Corner with Flat Eave Trim -14" Wall Panel Fastener #4– J-14xI"LL SD W/Washer 1'-0 O.C. (Trim Color) Sidewoll Panel — (Varies, PBR shown Flat Eave Trim — F2955 Corner Box End Cap' Standard F430L (Shown) F430R (Opposite) Standard Large F38521_ (Shown) F3852R (Opposite) Field Cut side and bottom flange to conform to Wall. Apply Tube Sealant at tabs. Field Cut legs flushes r- with Corner Trim and Roof Panel See Contruction Details for required attachment of Eave Trim and Rake Trim to Wall. Wall Panel Closures not shown for clarity. Fastener #4 4-14 x J" LL SD W/Washer (3) Required (Trim Color) MPR04006 )ata Rev, Jun '15 03 Endwall Panel (Varies, PBR shown) Rake Trim Standard F50 Standard Large F3850 (Extend past Corner Trim 14") Fastener #14 J"o x a„ 2" o.c. max. (8) Required TRIM -174 Standard Grade 12" 12" 12" 9 1/2" 9 1/2" 9 1/2' 2 1/2" 1 1 2 1/2" 1 1 2 112" Sheeting Direction Detail "A" a All Roof Members Except As Noted Below Description Fastener Number pp A lication 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" 176 Member Screw 12-14 x 2" 28 Member Screw Long Life , Description Fastener Number pp A lication 1/4"-14 x 7/8" 4 Stitch & Trim Screw 12-14 x 1 1/4" 3 Member Screw 12-14 x 1 1/2" 3A Member Screw [12-14 x 2" 58 Member Screw 12" 12" 12" 21 Stitch Screw Tape Seal 1/4-14 x 7/8" At 20" O.C. Detail "A" Member Screws 4"+ 12-14 x 1 1/4" Roof Panel at 5" 7" 5" Two Continuous Layers 2 1/2" HW507 Tape Seal Roof -J Panel Purlin Sheeting Direction Detail "A" At Eave Strut, Panel End Lap and Peak Purlin Section Thru Panel End Laos Fastener Location for "PBR" Roof Panel Note: Standard details call for 1 1/4" fasteners as member screws by default. 1 1/4", 1 1/2", or 2" depending on insulation, application, or customer request. Self—Drilling Screw Application SCRW1 DATE DESCRIPTION BY CK'D DSN 3/16/16 FOR ERECTOR INSTALLATION PNR 9111111111h Building Systems NCICwnpany PROJECT: IAN CARLISLE 30x4Ox14 CA CUSTOMER: Factory Steel Ovrstock LOCATION: Ormille, CA 95965, TRIM -175 REVIEWED EOR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. 2714 S. Garfield Road Office: (509) 244-5611r�2r2, Airway Heighis, WA 99001 (800) 941-2291 OWNER: ' IAN CARLISLE�v CAD DATE SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.r.s. 1 A I 15—B-27340 I DET, 10 Note: Bend end skirt gutter assembly to follow exact roof slope. Sealant 7 This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or, greater than 6:12. Ridge Vent Installation DRAWING No. ' PBR Panel GPR12012 , F Die Formed Ridge Cap F52 (5:12 Max) Vent Die Formed Ridge Cap F52 (5:12 Max) L* End Skirt Gutter * Not by Bldg. Mfr: Endcap n ca 6.12 1 6 fastener 114 5: 412 8 x 316 3:12 Pop Rive 2: Ventilator End Skirt Gutter End Cop Modification Detail (2) are included w/ each Enna is ac ory cu or :12 roof slope. vent, by vent manufacturer Field cut end cop for slopes greater than 1:12. Gap er Position End Cap Skirt Detail Pull Bar Link Ro pull Bor +) 4° Gap Pull Bar Connection Detoil Install the first vent in a continuous run and attach in place with closer, sealer and end cap skirts installed. (note direction of pull). Position the second vent in line with the first and leave a gap between the two approximately 4'. Reach under the second vent and grasp the pull bar link rod. Pull the link rod toward the pull bar of the first vent and insert the rod into the end of the pull bar. Secure with washer and hairpin clip supplied. Push the second vent toward the first untill the endcaps butt together. As the second vent moves toward the first, the damper will rise to assume the some position as the first vent. Install closures under the second vent and position third vent in line and repeat the above process untill all vents in the continuous run are installed. The number of vents that can be linked together is controlled by the type of opening operator. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of aridge ventilator on roof systems over 200' in width or with a roof slope fess than 1:12 or greater than 6:12. Ridge Vent to Ridge Vent Installation DRAWING N0. PBR Panel GPR12015 Roof Stitch Screw 1/4"-14 x 7/8" all 12" O.C. Roof Member Screw 12-14x_ - (See NS2) PBR Roof Panel* Outside Closure HW456 with Tape Sealant ' 7" FOR 9 "VENT - top and bottom 4" FOR 12 1 _ VE 4„ P*Une fed for roof slope �� e� Ooh 2:12 3:12 4:12 5:12 6:12 End Cap Turn ventilator over and place gentry on its top. Note that the end cop is pre—formed for a 1:12 roof pitch. The five bench mark dots represent 2:12, 3:12, 4:12, 5:12 and 6:12 roof pitches. Draw a line between indicated corners and the appropriate dot for the roof pitch. Cut and remove that portion of the end cap. On 5:12 and 6:12 roof pitches see vent manufacturer's special instructions for the installation of the vent skirt. The end cap is now ready to recieve the end skirt. End Skirt Gutter (6 Fastener 114 1)8 x 3/16' Pop Rivet (6 Fastener #14 1 8 x 3/16° End Cap Pop Rivet End Cap Position end skirt onto end cap. Be sure the down—turned angle of the end skirt is inside of and up against the end cap. Attach end skirt to ventilator end cap with Fastener J14 in six places. This detail is for your convenience only. Ridge vents are not covered under weather tightness warranties. The building manufacturer does not recommend the use of a ridge ventilator on roof systems over 200' in width or with a roof slope less than 1:12 or greater than 6:12. Ridge Vent Installation DRAWING No. PBR Panel IGPRI2016 9" or 12° - Outside Closure HW456 with Tape Sealant top and bottom 9" OR 12 X • 10'-0" RIDGE VENTILATOR.'FOR "PBR" ROOF SYSTEM ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS REM E YED FID R CGDE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. �.��� Building Systems 2714 S. Garfield Road office: (509) 244-5611 ae NG Comparry Airway Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x40x14 CA C64613 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLEP LOCATION: Oroville, CA 95965, Mar 22, 20161VIt, !, CAD DATE SCALE PHASE BUILDING ID I JOB NUMBER SHEET NUMBER ISSUE �!�'OF CAS f 3/16/16 1 N.T.S. 1 A 15-B-27340 DET6 0 PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 Field Notch Panel at Head Trim PW07023 Trim Installation with Field Notch and Bend Tabs at Head Trim PW07024 Field Notch and Bend Tabs at Head Trim PW07025 Note: Trim Installation can be done by Field Notch Panel h shown Y1 7024 &2 do 7025. 23 QQ with Field Notch and Bend Tabs at Head Trim as shown on PVl07024 & PW'07025. ' Na!€: Trim Installalian can be done b Field Notch Panel as shown on PW07022 & PW07023 ole: y N Trim Installation can be done b Field Notch Panel as shown on PW07022 & PYM7023 : Trim Installation can be done by Field Notch Panel as shown on PW07022 & PW07023 OR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. QR with Field Notch and Bend Tabs at Head Trim as shown on PW07024 & PW07025. QR with Field Notch and Bend Tobs at Head Trim as shown on PVM7024 & PW07025. - Opening Mdth + 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) Opening Width 3' 3' and Field Cut Remove Width + 3' 'Nate: Field measure Opening Width + Y'Opening OpeningWidth See PW07023 Head Trim F48 1} Opening Width and 1). -Opening Width I. cut Head Trim to & PW07027 14' ' Field Cut See PW07025 required length. Remainder and A- ` lo & PW07027 Remove Head Trim F481 Front Yew II A. e 11o Head Trim F481 o ---I-1-- I' Lap with (2) Fasteners End View See PW07030 a 114 Pop Rivet and HW540 Caulking Field Notch and Bend Front Yew Head Trim F481 c m Note, See PW07030 1}' Tab behind Jamb I I 1' La Fasteners See End Cut Detail---+++ttt--- p with ( 2 ) o For 'Optional' Opening Width 3' Opening Width 3 Field notch Panel Trim. Attach with Fastener /14 ]' x 14 x Po Rivet f�� D and HW540 Caulking t Fastener A14A �' x a" Pop Rivet Channel Closure Trim at Head Trim a Fastener #14A I' x I' Pop Rivet Pop Rivet. See 1�. Opening Width at 20' O.C. at Cold Form see PW07028 at 20* O.C. at Cold Form PW07025 for details. - Do not cul or Note, All trim is to be OR remove back leg sF aRElied J Fastener /207 12-24 x 1]' i d ; Fastener #20712-24 x 1}' insulationB DP to walls t Pancake DP5 at 20' O.C. at Hot Rolled J Pancake DPS at 20' O.C. of Hol Rolled I I Bend 1 Tab �• '8 -, t down 90 degrees is with �.. PNanel Rib alndosition Opening on l'n0 module. + �' Bead of HW540 Tube Caulking 1' Lap with (2) -» �+, x J' Bead of HW540 Tube Coulkin Location of Rib may vary depending on Field Cut the Opening Width and location. Field D 9 o, & from Header to Floor (see section) Fasteners @14 d' x in from Header to Floor (see section) and Remove measure before cutting Panel and Trim. 9 _ a' Jamb Trim F482 Jamb Trim F482 Po Rivet T at �� P YP Head & Jomb. Trim Head Trim F481 r rn m Caulk with HW540 _ + t a p Jamb Trim F482 Jamb Trim F482 1' Lap with (2) End Cut Detail (Viewed from lop of Head Trim) _ or Alternate F484 or Alternate F484 when required. Field See PW07027 of these edges 9 a, or Alternate F484 or Alternate F484 Fasteners X14 d' x notch as required. for Jamb Trim rn after installation c •m �� Pop Rivet Typ of p field cut detail 1.c c I II II I I Head &Jamb Trim 1 Opening Width Opening Width �� .� when required. Field FeW'e070�29 Jamb Trim F482 O notch as required. Field Notch and Bend 1j' Tab or Alternole F484 I III I I See PW07029 behind Jamb Trim. Attach with Fastener 814 J' x f);' Pop Rivet —� Finish Floor Line o Note: For 'Optional' • " Fastener #14A b' x i" Pop Field cut Panel Channel Closure Trim see PW07028 Opening Width Rivet at 20' O.C. at Cold Form OR Finish Floor Line Head Trim F481 I II II I Fastener 8207 72-24 x 13'L�j See PWO7027 for Pancake DP5 of 20' O.C. at _ Trimfed cut detail Hot Rolled I Opening Width I Jamb Trim F482 or Alternate F484� I II II Naim Panel position is shown with Fastener p 4 J' x a' Pop o Note: All trim is to be Note: Field measure Opening Width Note, All trim is to be Panel Rib and Opening on 1'-0 module. Rivet at 20 O.C. at Cold Form ' installed Insulation BEFORE blanket and Height before making Is applied to walls. and adjust cut dimensions field cuts accordingly. installed BEFORE blanket Location o! Rib may v y ary depending on the Opening Width and location. Field trim is to be Note: Field measure Opening Width OR Fastener 12-24 I II It\ Note, All insulation is applied to walls measure before cutting Panel and Trim. installed BEFORE blanket and Height before making field cuts #207 x 1]' Pancake DPS insulation is applied to walls. and adjust cut dimensions accordingly. al 20' O.C. of Hol Rolled `- Field cut Panel ESE�'�Et;'ED a OR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, I11C. ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS�s���® Building Systems 2714 S. Garfield ii an NCI Company Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL) PROJECT: IAN CARLISLE 30x4Ox14 CA 064613. CUSTOMER: Factory Steel Ovrstock I OWNER: IAN CARLISLE u 2216 LOCATION: Oroville, CA 95965, CAD DATESCALE PHASE BUILDING Cry1V 11 JOB NUMBER IN.AL SHEET NUMBER ISSUE! � CA` 3/16/16 1 A 15-B-27340 DET7 0 PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 "Optional" Channel Closure Trim PW07028 Jamb Trim InstallationPW07029 Head Trim Installation _ PW07030 4} lam") Opening Width + T (+1' Lop when req d) - a 33' Opening Width 3r - PBR Wall Panel - Allemate Jomb Trim F484 Fastener J14A b' x i}' Pop Rivet ,bmb Trim F482 Wali Member Screw 12-14 x at 5'-7'-5' Too Yew o a o Inc_ View 4}' o Channel Closure Trim OR OR Rivet of 20 O.C. at Cdd Form See Field Cul and Remove 01 s s n n I n n J v - Hot Rolled Fastener r14A b' x }" Pop Rivet Pancake DP5 at 20' O.C. of o o Cul and remove n + m remainder of front fold r rn OR (Not by Bid'g Mfg) r It Fastener p207 12-24 x 1j' (2) Fasteners J14 5 Side View a! Head Trim mn a' x f}' Pop Rivet -Optional' Header = .+ or at lop O do Jamb when required. Field cut m 'n 1' Lap when required. See PW0728 for details Hot Rolled similar) a 33' Opening Width 3r - PBR Wall Panel - Fastener J14A b' x i}' Pop Rivet h Wali Member Screw 12-14 x at 5'-7'-5' 0 o a o Hot Rolled similar) - - O.C. at Cold Forth Fastener 114A d' x a' Pop I Channel Closure Trim OR OR Rivet of 20 O.C. at Cdd Form See -- Fastener -4207 12-24 x 1}' - - - - 12-24 x at 5'-7'-5' OR ' PW07030 'Optional' O.C. of Hot Rolled Fastener /207 72-24 x 1}' - Hot Rolled Fastener r14A b' x }" Pop Rivet Pancake DP5 at 20' O.C. of See PW07028 for details. • of 20 O.C. at Cold Farm Double Sided Tape LJ OR (Not by Bid'g Mfg) r It Fastener p207 12-24 x 1j' }' Bead of HW540 Tube Caulking Pancake DP5 at 20' O.C. at -Optional' Header = i � � i Hot Rolled do Jamb when required. Field cut v See PW0728 for details Hot Rolled similar) Channel Closure Trim o + a and notch. PBR Wall Panel - J _ s e ° Channel Closure Trim a+ m h2iz Terminate Blanket Insulation Sea at capillary lip of Jamb Trim - n P W07029 Opening Width O ' Finish Floor Line . + c Field cut and notch - as required. Field flatten Trim leg when required ' Z p - 1' Field bend tab down 90 degrees Finish Floor Line 2}' Field cut and remove Channel Closure Trim Piece Mork . or Altemote Jamb Trim Fa84 = Jamb Trim F482 shown F9B1 - B' member co Channel Closure Trim F2994 - 81' member - • g _ F2991 - 81' member - 3} V F2992 - 8}' member 1 F982 - 10' member Finish Floor Line �( Fl693 - 10}'. member . � 3J' Field cut and remove � F169 - 12' member F2995 - 12}' member Side Yew at SRI Trim Channel Closure Trim at Jambs Note, All trim is to be Alternate Jamb Installed BEFORE blanket Trim F484 Profile _ Jamb Trim F482 and Insulation is applied to walls, - - Note: Panel position Is shown with Note, Field measure Opening Height Alternate Jamb Trim F484 1 P 9 9 II---- Panel R3 and Opening on 1'-0 module. Note: All Wm ie to .be -before making field cuts and adjust Front Yew ' Note, Field measure Opening Width Note, All trim is to be Loaotion of Rb may vary depending on .installed BEFORE blanket cut dimensions accordingly. Right Jamb Trim as shown I and Height before making field cuts installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls j Left Jamb Trim opposite hand ErLd Cut Detail and adjust cut dimensions accordingly. Insulation Is applied to walls. measure before cutting Panel and Trim. jiEtUD a OR CODE COMPLIANCE AUG 18. 2016 BUREAU VERITAS NORTH AMERICA, INC. ISSUE DATE DESCRIPTION BY CK'D OSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS F ���®BUIIdITIgt@ITIS 2714 S. Garfield Road Office: (509) 244-5611 fmNCIICompW Airway Heights, WA 99001 (800) 941-2291 STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL), PROJECT: IAN CARLISLE 30x40x 14 CA C64 13 CONT. CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE ar 22, 2016 t LOCATION: Oroville, CA 95965, CN& CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16T /16/16 KT.S. 1 . A 15-B-27340 ' DET8_. 0 - PBR Wall Panel - Fastener J14A b' x i}' Pop Rivet Jamb (Cold Form shown - Wali Member Screw 12-14 x at 5'-7'-5' at 20' O.C. at ColdForth Hot Rolled similar) - - O.C. at Cold Forth Fastener 114A d' x a' Pop I OR OR Rivet of 20 O.C. at Cdd Form - `• - -- Fastener -4207 12-24 x 1}' - - - - 12-24 x at 5'-7'-5' OR ' Pancake DP5 at 20' D.C. at 'Optional' O.C. of Hot Rolled Fastener /207 72-24 x 1}' - Hot Rolled Channel Closure Trim Pancake DP5 at 20' O.C. of See PW07028 for details. Hol Rolled N Double Sided Tape LJ (Not by Bid'g Mfg) It Blanket Insulation }' Bead of HW540 Tube Caulking (Header to Floor) -Optional' Header 1' La t at Head P >P i � � i Head Trim F481 Channel Closure Trim (Cold Forth shown do Jamb when required. Field cut - i �� See PW0728 for details Hot Rolled similar) to length if req d�- + a and notch. PBR Wall Panel - J _ s e Field Cut Wall Panel a+ m h2iz Terminate Blanket Insulation c o at capillary lip of Jamb Trim - n Opening Width O ' + c Field cut and notch - as required. Field flatten Trim leg when required ' Z p - 1' Field bend tab down 90 degrees Finish Floor Line 2}' Field cut and remove Channel Closure Trim Piece Mork . or Altemote Jamb Trim Fa84 = Jamb Trim F482 shown F9B1 - B' member co Channel Closure Trim F2994 - 81' member - • g _ F2991 - 81' member - 3} V F2992 - 8}' member 1 F982 - 10' member Finish Floor Line �( Fl693 - 10}'. member . � 3J' Field cut and remove � F169 - 12' member F2995 - 12}' member Side Yew at SRI Trim Channel Closure Trim at Jambs Note, All trim is to be Alternate Jamb Installed BEFORE blanket Trim F484 Profile _ Jamb Trim F482 and Insulation is applied to walls, - - Note: Panel position Is shown with Note, Field measure Opening Height Alternate Jamb Trim F484 1 P 9 9 II---- Panel R3 and Opening on 1'-0 module. Note: All Wm ie to .be -before making field cuts and adjust Front Yew ' Note, Field measure Opening Width Note, All trim is to be Loaotion of Rb may vary depending on .installed BEFORE blanket cut dimensions accordingly. Right Jamb Trim as shown I and Height before making field cuts installed BEFORE blanket the Opening Width and location. Field insulation is applied to walls j Left Jamb Trim opposite hand ErLd Cut Detail and adjust cut dimensions accordingly. Insulation Is applied to walls. measure before cutting Panel and Trim. jiEtUD a OR CODE COMPLIANCE AUG 18. 2016 BUREAU VERITAS NORTH AMERICA, INC. ISSUE DATE DESCRIPTION BY CK'D OSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS F ���®BUIIdITIgt@ITIS 2714 S. Garfield Road Office: (509) 244-5611 fmNCIICompW Airway Heights, WA 99001 (800) 941-2291 STANDARD FRAMED OPENING DETAILS (PBR WALL PANEL), PROJECT: IAN CARLISLE 30x40x 14 CA C64 13 CONT. CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE ar 22, 2016 t LOCATION: Oroville, CA 95965, CN& CAD DATESCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16T /16/16 KT.S. 1 . A 15-B-27340 ' DET8_. 0 Knock Down Walk Door Sections Px�AC05131 8", 10", 12" Girls Dec'11 x00 Girt (Field Wall Member Screw Cut At Jamb) 12-14 x _ (TYp ) Door Jamb 'Section At Y-6 Girt Field Weld or use Door Jamb ' Wall Member Screw Aluminum 12-14 x _ Threshold Door Jamb Field Anchors By Erector Tape Sealant Door Header Angle Piece Mark For Door DHA3 3070 DHA4 4070 DHA6 6070 Walk Door Clip (NDC) Wall Member Screw 12-14 x Feld Bend -Walk Door Angle (WDA) Detail "A" Detail "B" At Base w/ Swing -Out Door At Brace (Typ. Both Jambs) ,Door Header Angle • Door Header Angle See Chart Girt See Chart w/(one) Wall Member Screw PBR Wall Panel - Walk Door & Glass -Front Walk Door 022 E-660x00 12-14 x _ Girt PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim Dec'11 x00 Each End At 12' O.C. L�'PW0902I x00 oar Frame Field Cut Details ec'11 & PWO99025. 3 Note: Trim Installation can be done by Field Notch Panel as shown on PWO902 4� Walk Door Clip (WDC) • :, GirtWalk &2 QR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW 9025. Door Angle (NDA) 7— Shown In Delait 'BUsed iL v For Door Bracing Only And a o y 3 1)' Door Width + 3)' (+ l'-6 for each SideLite) 11' a a Is Not Re d. It 0 Girt Optional ' g P � Door Header . 1�" a u- 0 01 See ( 990273 a t 3'-6.15 used. Section Thru Header Framing Attachment To Elevation Concrete, By others Girt (Field Wall Member Screw Cut At Jamb) 12-14 x _ (TYp ) Door Jamb 'Section At Y-6 Girt Field Weld or use Door Jamb ' Wall Member Screw Aluminum 12-14 x _ Threshold Door Jamb Field Anchors By Erector Tape Sealant Door Header Angle Piece Mark For Door DHA3 3070 DHA4 4070 DHA6 6070 Walk Door Clip (NDC) Wall Member Screw 12-14 x Feld Bend -Walk Door Angle (WDA) Detail "A" Detail "B" At Base w/ Swing -Out Door At Brace (Typ. Both Jambs) DATE I DESCRIPTION 3/16/16 1 FOR ERECTOR INSTALLATION 110I13;'ED FOR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. STANDARD WALKDOOR DETAILS (PBR WALL PANEL) 9 is rcc Building Systems PROJECT: IAN CARLISLE 30x4OxI4 CA :USTOMER: Factory Steel Ovrstock LOCATION: Oroville, CA 95965, 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: IAN CARLISLE CAD DATE I SCALEPHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 A I 15—B-27340 I DET9 1 0 C 64613 ' xP 600=17 r 22, 2016 PBR Wall Panel - Walk Door & Glass -Front Walk Door 022 E-660x00 PBR Wall Panel - Walk Door & Glass- Front Walk Door PW09023 PBR Wall Panel - Walk Door & Glass -Front Walk Door Trim Installation with Field Notch Panel at Head Trim Field Notch Panel at Head Trim Dec'11 x00 L�'PW0902I x00 Jamb Trim Field Cut Details ec'11 & PWO99025. 3 Note: Trim Installation can be done by Field Notch Panel as shown on PWO902 4� �' Trim Installation can be done by Field Notch Panel as shown on PWO9022 & PWO9023 Qg with Field Notch and Bend Tabs at Head Trim as shown on PWO9024 & PW09025. &2 QR with Field Notch and Bend Tabs at Head Trim as shown on PW09024 & PW 9025. -{ oa° 0 Door Width + 6)' (+ 1'-6 for each SideLite) y 3 1)' Door Width + 3)' (+ l'-6 for each SideLite) 11' a a 1�" u- 0 01 See ( 990273 Rib 9otional Jamb Trim F484 Jamb Trim F482 Panel o 3 t� O Door Width + 3)' �� To. View "Y v (+ l'-6 for each SideLite) h N 3 U 0 4j' Door Width + 3)' 1 (+ 1'-6 for each SideLite) )� Door Width (+ l'-6 for each SideLite) 11" Oa c o o c a o Head Trim F481 See Door Width Field not Panel o '` y o° it I Field Cut and Remove PWO9030 I (+ l'-6 for each SideLite) 1)' of Head rim or PWO9032 Fastener d14A !I" x �" I .. c ° o 3 v 3 v �3' Wolk Door Y Class -Front Door ii Pop Rivet of 20' O.C. Y o %' o 3 c3 -- .� Cut and remove 0 3 t remainder of front fold Bead of HW540 Tube Caulking - - 0 tt from Header to Floor (see section) Head Trim F481 o° I Caulk these edges; ° 0 0 o Jamb Trim F482 Jamb Trim F482 I o or Optional F4B4 or Optional F484 See PW09027 I far Jamb Trim I after installation S �' I .. y Side View at Head Trim °o 0 . I field cut detail I o Ya I II II I III / N 0 O 1 See Jamb Trim F482 PW09029 or Optional F484 I V I 1 4 or PWO9031 IHI 0 oN I ^ ^ U Fastener d14A1 J' z P" Field cut Panel .r„ Finish Floor Line Pop Rivet at 20' D.C. i i� Finish Floor Line li" Door Width (+ l'-6 for each SideLite) Door Width + 3j' (+ l'-6 for each SideLite) Side Yew at Sill Trim ' Note: Panel position is shown with Jamb Trim F482 and Note: Note; All trim Is to be Field measure Door Width and Note: All trim Is to be Panel Rib and Door on l'-0 module. Location o1 Rib may vary depending on Note: Field measure Door Height before 9ptional Jamb Trim F484 installed BEFORE blanket Height before making field cuts and installed BEFORE blanket the Door Width and location. Field makin field cuts and od' 9 fust cut dimensions Front View insulation is applied to walls. adjust cut dimensions accordingly. insulation iso lied to walls. PP measure before cutting Panel and Trim. accordingly so that Jamb Trim fits to Head Right Jamb Trim as shown Trim & at 1j" belnw Finish Floor Linc. Left Jamb Tilm opposite hand DATE I DESCRIPTION 3/16/16 1 FOR ERECTOR INSTALLATION 110I13;'ED FOR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. STANDARD WALKDOOR DETAILS (PBR WALL PANEL) 9 is rcc Building Systems PROJECT: IAN CARLISLE 30x4OxI4 CA :USTOMER: Factory Steel Ovrstock LOCATION: Oroville, CA 95965, 2714 S. Garfield Road Office: (509) 244-5611 Airway Heights, WA 99001 (800) 941-2291 OWNER: IAN CARLISLE CAD DATE I SCALEPHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 A I 15—B-27340 I DET9 1 0 C 64613 ' xP 600=17 r 22, 2016 PBR Wall Panel - Walk Door & Glass -Front Walk Door PWO9027 PBR Wall Panel - Knock Down Walk Door PW09031 PBR Wall Panel - Knock Down Walk Door x PW69032 Jamb Trim Field -" Cut Details - Dec'11 rbo Jamb Trim Installation Dec'11 x00 Head Trim Installation Dec'11 x00 �� 1}' �� 1}• PBR Wall Panel Optional Jamb Trim F484 Jamb Trim F482 Wall Member Screw t Too Vew Toa View 12-14 x _ at 5•-7•-5D.C. •'o 000 41 }- Bead of HW540 Tube Cauikinc:i3 - Fastener g14A (Header to Floor }� 3d- }• POP Rivet at 20. O.C. 0 4. c 4 fastener g14A d' z �' Walk Door Jamb t 0 q Field Cul and Remove Pop Rivet at 20' O.C. (Profile may vary) IN Double Sided Tape 3 v 3 v �3• Walk Door (Not by Bldg Mfg) N. 2' Glass -Front Door %.. Blanket Insulation Cul and remove remainder of front fold �� �i Head Trim F481 Wolk Door Header (Profile may vary) ' _Field Cul Wail Panel `0 00 1. PBR Wall Panel o° _ 0 = Side View at Head Trim a o , o 3 3a v> c NOleo Terminate Blanket Insulation ra 3 - of capillary lip. of Jamb Trim 0 0 • ., 0 -• 1t" Door Width 3 LL Field Rotten Trim leg when required j 1j-{ Door Width + 3}• - I Jamb Trim F482 (shown) ^_ or Optional Jamb Trim F484 • Finish Floor Line f ,Finish Floor Line - _ Side View al Sill Trim . - Optional Jamb Irim F484 Profile hJamb Trim F482 and { Note, Panel position Is shown with _ .• . !Note, Field measure Door. Height before Optional Jamb Trim F484 Panel Rib and Door on 1'-0 module. Note:. All trim Is to be making field cuts and adjust cut dimensions Front View Note. All trim is to be Location of Rib may vary depending on - Installed BEFORE blanket occorall 1 so that Jamb Trim fits to Head Right Jamb Trim as shown installed BEFORE blanket the Door Width and location. Field g y 9 insulation is applied to wails. Insulation is applied to walls. II Trim & at 1}• below Finish Floor Line. Left Jamb Trim opposite hand PP measure before cutting Panel and Trim. DATE I . DESCRIPTION 3/16/16 FOR ERECTOR INSTALLATION RVIL IED EOR CODE COMPLIANCE AUG 1 8 2096 BUREAU VERITAS NORTH AMERICA, INC. CK'D DSN PNR NSS ���® Building Systems 2714 S. Garfield Road Office: (509) 244-5611 m NCI Company Airway 'Heights, WA.99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x4Ox14 CA CM613 CUSTOMER: Foctory Steel Ovrstock OWNER: :IAN CARLISLE EXP 6001201 LOCATION: Oroville, CA 95965, ar 22, 201� Cty'� CAD DATE SCALE .PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE '%�'�Ci�`��( 3/16/16 N.T.S. - 1 A 15-8-273, DET10 0 DAMAGE DURING CONSTRUCTION fIELD SERVICE PROCEDURES AUTHORIZATION FOR CORRECTIVE WORK UNLOADING, HANDLING. AND STORING MATERIALS ROOF AND WALL PANELS THE QUALITY OF WORKMANSHIP IN STEEL ERECTION, CONSTRUCTION PRACTICES, AND HANDLING METHODS USED DURING THE CONSTRUCTION OF THE METAL BUILDING CAN SIGNIFICANTLY AFFECT THE APPEARANCE AND PERFORMANCE OF THE BUILDING PANELS. PANEL DAMAGE DURING HANDLE TO GIVE YOU PROMPT SERVICES AND KEEP PROBLEMS TO A MINIMUM, PLEASE NORMAL ERECTION OPERATIONS INCLUDE THE CORRECTION OF MINOR MISFITS BY MODERATE STRUCTURAL - A CREAT AMOUNT OF TIME AND TROUBLE CAN BE SAVED IF THE BUILDING MANUFACTURER'S WALL AND ROOF PANELS INCLUDING COLOR COATED, GALVALUME & CONSTRUCTION CAN B£ THE RESULT OF FAULTY INSTALLATION METHODS AND/OR CARELESSNESS. HANDLE ANY SHORTAGES OR BACK CHARGES IN THE FOLLOWING MANNER: AMOUNTS OF REAMING, CHIPPING, WELDING OR CUTTING AND THE DRAWING OF ELEMENTS INTO. PARTS ARE UNLOADED AT THE BUILDING SHE ACCORDING TO PRE -ARRANGED PLAN. PROPER .GALVANIZED, PROVIDE EXCELLENT SERVICE UNDER WIDELY VARIED CONDITIONS. ALL UNLOADING / CAREFULLY CHECK YOUR PACKING UST WHILE UNLOADING. MARK THEANY NEMS, WHICH APPEAR UNE THROUGH THE USE OF DRIFT PINS. ERRORS WHICH CANNOT BE CORRECTED BY THE LOCATION AND HANDLING OF COMPONENTS WILL ELIMINATE UNNECESSARY HANDLING. &ERECTION PERSONNEL SHOULD FULLY UNDERSTAND THAT THESE PANELS ARE QUALITY OVERDRIVEN FASTENERS CAUSE INDENTATIONS OR SHALLOW POCKETS IN THE PANEL AROUND TO BE MISSING AND NOTIFY THE FIELD SERVICE DEPARTMENT AT THE NUMBER SHOWN IN THE FOREGOINGMEANSOR WHICH REQUIRE MAJOR CHANCES IN THE MEMBER CONFIGURATION NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, &ERETIONMERCHANDISE. WHICH MERITS CAUTIOUS DFULL CARE R HANDLING. THE FASTENER HEAD. RAIN WATER OR CONDENSED MOISTURE COMBINED WITH ATMOSPHERIC TITLEBLOCK AS. SOON AS POSSIBLE. CAVING SOMEONE ELSE COULD DELAY THE PROPER SHOULD BE REPORTED IMMEDIATELY TO THE OWNER AND FABRICATOR BY THE ERECTOR, TO 1'-O' FROM END. RESPONSE. POLLUTANTS (PRINCIPALLY SULFUR DIOXIDES) AND DIRT PARTICLES COLLECT RJ THESE POCKETS. - ENABLE WHOEVER IS RESPONSIBLE EITHER TO CORRECT THE ERROR OR TO APPROVE THE UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY. PACKAGES OF SHEETS, THE COMBINATION OF POLLUTANTS AND WATER CREATES ACID SOLUTIONS THAT WILL CAUSE SHORT MATERIALS - IMMEDIATELY UPON DELIVERY OF MATERIAL, OUANTTTIES ARE TO BE MOST EFFICIENT AND ECONOMICAL METHOD OF CORRECTION TO BE USED BY OTHERS. (AISC INSPECT ALL SHIPMENTS PRIOR TO RELEASING THETIE-DOWNS FOR LOADS THAT MAY HAVE SHOULD D F LICK WITH M CAR AKEN INSURE THAT NO DAMAGE CORROSION DAMAGE TO THE PANEL AND FASTENER. RAIN MAY WASH SOME POLLUTANTS AWAY, VERIFIED BY THE CUSTOMER AGAINST OUANTRIES THAT ARE BILLED ON THE SHIPPING 303-I0, SECTION 7.14) (MAR 05 SECTION 7.14) IF THE ERROR IS THE FAULT OF THE SHIFTED DURING TRANSIT! OCCURS TO ENDS OF THE SHEETS OR TO SIDE RIBS. THE PACKAGES SHOULD BE STORED BUT MOISTURE IN THE FORM OF HIGH HUMIDITY CAN KEEP THESE AREAS WET AND CONTINUE DOCUMENT. NEITHER THE MANUFACTURER NOR TBILLEDHE CARRIER IS RESPONSIBLE FOR THE MANUFACTURER, AN 'AUTHORIZATION FOR CORRECTIVE WORK' MUST BE ISSUED IN WRITING BY OFF THE GROUND O SUFFICIENTLY SHE HIGH TO ALLOW AIR CIRCULATION UNDERNEATH THE STORED IS. THE PROBLEM. IN THE OR THE FASTENER ALSO FORCES THE SEALING WASHER FROM UNDER MATERIAL SHORTAGES AGAINST THE OUANTITIESDO UMENT ON SHIPPING DOCUMENT IS F SUCH THE MANUFACTURER TO AUTHORIZE THE CORRECTIVE WORK AT A COST NOT TO EXCEED THE REMEMBER, SAFELY FIRST, THIS AVOIDS GROUND MOISTURE &DETERS PEOPLE FROM WALKING ON THE PACKAGES. ONE THE FASTENER HEAD CREATING A LEAK AT THIS POINT. PROPER TORQUE ADJUSTMENT OF THE SHORTAGES ARE NOT NOTED ON SHIPPING DOCUMENTS WHEN THE MATERIAL 6 DELIVERED, MAXIMUM TOTAL COST SET FORTH. THD OF THE PACKAGE SHOULD ALWAYS BE ELEVATED TO ENCOURAGE DRAINAGE IN CASE ONE SCREW GUN OR PREFERABLY THE USE OF A DEPTH GAUGE WILL ELIMINATE THE PROBLEM OF AND THEN ACKNOWLEDGED BY THE CARRIER'S AGENT. IF THE CARRIER IS THE MANUFACTURER, ALTERNATIVE CORRECTIVE WORK OTHER THAN THAT PROPOSED IN THE 'INITIAL CLAIM' MAY BE BLOCKING UNDERTHECOLUMNS AND RAFTERS PROTECTS THE SPLICE PLATES AND THE SLAB RAIN. OVERDRIVEN FASTENERS. CLAIMS FOR SHORTAGES ARE TO BE MADE BY THE CUSTOMER TO THE COMMON CARRIER. IF DIRECTED BY THE MANUFACTURER IN THE 'AUTHORIZATION OF CORRECTIVE WORK." ONLY THE FROM DAMAGE DURING THE UNLOADING PROCESS. D ALSO FACILITATES THE PLACING OF THE MFGR EXERCISES EXTREME CAUTION DURING FABRICATING AND SHIPPING OPERATIONS TO THE MATERIAL QUANTITIES RECEIVED ARE CORRECT ACCORDING E THE QUANTITIES THAT ARE FIELD SERVICE DEPARTMENT MAY AUTHORIZE CORRECTIVE WORK. SLINGS OR CABLES AROUND THE MEMBERS FOR LATER LIFTING AND ALLOWS MEMBERS TO BE INSURE THAT ALL PANEL STOCK IS KEPT DRY. HOWEVER, DUE TO CLIMATIC CONDITIONS, WATER N IS EXTREMELY 14PORTANT THAT ALL DRILL SHAVINGS FROM THE'INSTALLATION OF PANEL BIDED ES .THE SHIPPING DOCUMENTS, BUT ARE LESS THAN THE QUANTITIES ORDERED E THE BOLTED TOGETHER INTO SUB -ASSEMBLIES WHILE ON THE GROUND. EXTRA CARE SHOULD FORMED BY C014DENSATION OF HUMID AIR CAN BECOME TRAPPED BETWEEN STACKED SHEETS. FASTENERS AND FILLINGS FROM THE SAW CUTTING OF PANELS BE REMOVED FROM THE PANEL .QUANTITIES THAT ARE NECESSARY TO COMPLETE THE METAL BUILDING ACCORDING TO THE FINAL CLAIM - THE 'FINAL CWM' IN WRITING MUST BE FORWARDED BY THE CUSTOMER TO ALWAYS BE EXERCISED IN THE UNLOADD40 OPERATION TO PREVENT INJURIES FROM WJJDIJNG � WATER CAN ALSO BE TRAPPED BETWEEN THE STACKED SHEETS WHEN EXPOSED TO RAIN. SURFACE. CORROSION CAN OCCUR IN A MATTER OF HOURS WHEN THESE SHAVINGS OR FILLINGS ORDER DOCUMENTS, CLAIM IS IAL DE MADE OF THE MANUFACTURER. THE MANUFACTURER WITHIN TEN THE STEEL AND TO PREVENT DAMAGE TO MATERIALS AND THE CONCRETE SLAB. THIS MAY CAUSE DISCOLORATION CAUSED BY TRAPPED MOISTURE. ARE NOT REMOVED AND ARE ALLOWED TO COME IN CONTACT WITH WATER OR CONDENSED DAMAGED OR DEFECTIVE MATERIAL -DAMAGED OR DEFECTIVE MATERIA., REGARDLESS OF THE (10) DAYS OF COMPLETION OF.THE CORRECTIVE_ WORK MOISTURE. WHEN PANELS ARE PRE -DRILLED OR CUT IN THE STACK PRIOR TO ERECTIO14 ALL DEGREE AUTHORIZED BY THE MANUFACTURER. .THE STAIN S USUALLY SUPERFICIAL &HAS LITTLE EFFECT ON THE APPEARANCE OR SERVICE 0 DAMAGE, MU NOTED ON THE SHIPPING DOCUMENTS BY THE CUSTOMER AND IF WATER IS ALLOWED TO REMAIN FOR EXTENDED PERIODS IN BUNDLES OF PRIMED PARTS LIFE OF THE PANELS AS LONG AS N IS NOT PERMITTED TO REMAIN ON THE PANELS. SHAVINGS OR FILLINGS MUST BE CLEANED FROM BOTH SIDES OF THE PANEL TO PREVENT ACKNOWLEDGED IN WRITING BY THE CARRIER'S AGENT. THE MANUFACTURER IS NOT SUCH AS GIRTS, PURLINS, ETC., THE PIGMENT WILL FADE AND THE PAINT WILL GRADUALLY HOWEVER, MOISTURE IN CONTACT WITH THE SURFACE OF THE PANELS OVER AN EXIENDEO CORROSION OF THE PANEL BY THESE PARTICLES IT IS IMPERATIVE THAT THE ROOF BE SWEPT RESPONSIBLE FOR MATERIAL DAMAGED IN UNLOADING OF PACKAGED OR NESTED MATERIALS, THE -FINAL CLAIM" MUST INCLUDE: SOFTEN REDUCING ITS BOND TO THE STEEL THEREFORE, UPON RECEIPT OF A JOB, ALL PERIOD CAN SEVERELY ATTACK THE FINISH & REDUCE THE EFFECTIVE SERVICE LIFE. SEE CLEAN AT LEAST DAILY AND CERTAINLY AT JOB COMPLETION. THE FINAL CLEANING OF THE ROOF INCLUDING, BUT NOT LIMITED TO: FASTENERS, SHEET METAL, 'C' & 'Z' SECTIONS & COVERING 1. ACTUAL NUMBER OF MAN-HOURS BY DATE OF DIRECT LABOR USE ON CORRECTIVE BUNDLES OF PRIMED PARTS SHOULD,BE STORED AT AN ANGLE TO ALLOW ANY TRAPPED SHOULD BE DONE PRIOR TO INSTALLING THE GUTTER SO THAT THE SHAVINGS ARE NOT' PANELS THAT BECOME WET AND/OR DAMAGED BY WATER WHILE IN THE POSSESSION OF WORK AND ACTUAL HOURLY RATES OF PAY. WATER TO DRAIN AWAY AND PERMIT AIR CIRCULATION FOR DRYING. PUDDLES OF WATER RI -07 'DAMAGE FROM CONDENSATION OR TRAPPED WATER.' DEPOSITED INTO THE GUTTER AND LEFT TO CORRODE. ANY OTHER FOREIGN OBJECTS T' DEBRIS 2. TAXES AND INSURANCE ON TOTAL ACTUAL DIRECT LABOR. CAUTION: CARE SHOULD ALWAYS BE TAKEN WHEN WALKING ON PANELS. USE SAFETY LINES LEFT BY CONSTRUCTION PERSONNEL SHOULD ALSO BE REMOVED FROM THE ROOF. DURING THE OTHERS. PACKAGED OR NESTED MATERIAL THAT BECOMES WET IN TRANSIT MUST BE UNPACKED, SHOULD NOT BE ALLOWED TO COLLECT AND REMAIN ON COLUMNS OR RAFTERS FOR THE UNSTACKED AND DRIED BY THE CUSTOMER. IF THE CARRIER IS THE MANUFACTURER, THE 3. OTHER DIRECT COSTS ON ACTUAL DIRECT LABOR. SAME REASON. - AND NETS WHEN NECESSARY! -PANELS ARE SLIPPERY. WIPE DRY ANY MOISTURE OR SURFACE- ERECTION OF THE ROOF AND THEINSTALLATIONOF EQUIPMENT SUCH AS AIR CONDITIONING CUSTOMER MUST MAKE CLAIM FOR DAMAGE DIRECTLY TO THE MANUFACTURER. IF THE 4• COST OF MATERIAL (NOT MINOR SUPPLIES) AUTHORIZED U THE MANUFACTURER TO BE MATERIAL THAT HAS PUDDLED FROM BUNDLES STORED ON A SLOPE. DEW, FROST, OR OTHER UNITS, ETC... CARRIER R A COMMON CARRIER, THE CUSTOMER MUST MAKE THE CLAIM FOR DAMAGE TO THE PURCHASED FROM -OTHER THAN THE MANUFACTURER, INCLUDING COPIES OF PAID THE COAT IO SHOP PRIMER IS INTENDED TO PROTECT THE STEEL FRAMING FOR ONLY A FORMS OF MOISTURE GREATLY INCREASE.THE SLIPPERINESS OF THE PANELS. ALWAYS ASSUME ` (TOTAL A ,PANEL SURFACE IS SLIPPERY & ACT ACCORDINGLY. NEVER WALK OR STEP ON SKYLIGHTS OR PERSONNEL WALKING ON THE PANELS CAN CAUSE DAMAGE. WORKMEN SHOULD STEP OR WALK COMMON CARRIER. THE MANUFACTURER IS NOT LIABLE FOR ANY CLAIM WHATSOEVER SHORT PERIOD OF EXPOSURE TO ORDINARY ATMOSPHERIC CONDITIONS. THE COAT OF SHOP INCLUDING, BUT NOT LIMBED TO LABOR D OF DS EC VE MATERIALS DAMAGES RESULTING ,5. TOTAL ACTUAL DIRECT COST OF CORRECTIVE WORK (SUM OF 1, 2, 3 & 4). THE PRIMER DOES NOT PROVIDE THE UNIFORMITY OF APPEARANCE, OR THE DURABILITY AND. TRANSLUCENT PANELS! IN THE BROAD FLAT AREAS OF THE PANEL AND AVOID STEPPING ON THE PANEL ENDS AND FROM THE CUSTOMER'S USE OF DAMAGED OF DEFECTIVE MATERIALS THAT CAN BE DETECTED' - FINAL CLAIM• MUST BE.SICNED AND CERTIFIED TRUE AND CORRECT BY THE CORROSION RESISTANCE OF A FIELD APPLIED FINISH COAT OF PAINT OVER A SHOP PRIMER. EDGES WHICH CAN BE BENT BY CARELESS HANDLING. IF THIS DAMAGE E SEVERE, THE EDGES BY VISUAL INSPECTION. - CUSTOMER. *FINAL CLAIMS" ARE CREDITED TO THE CUSTOMER DY THE MANUFACTURER USE WOOD BLOCKING TO ELEVATE & SLOPE THE PANELS IN A�MANNER THAT WILL ALLOW MUST BE STRAIGHTENED PRIOR TO ERECTION SINCE THE APPEARANCE AND/OR WEATHER ' OIL CANNING IS NOT CAUSE FOR REJECTION I IN AN AMOUNT NOT TO EXCEED THE LESSER OF THE MAXIMUM TOTAL COST SET FORTH - TOUCH-UP OF THESE MINOR ABRASIONS IS THE RESPONSIBILITY OF THE END CUSTOMER. � MOISTURE TO DRAIN. WOOD BLOCKING PLACED BETWEEN BUNDLES WILL PROVIDE ADDITIONAL. _ TIGHTNESS OF THE PANEL COULD BE AFFECTED. DRAGGING ONE PANEL ACROSS ANOTHER CAN EXCESSIVE MATERIAL - THE MANUFACTURER RESERVES THE RIGHT TO RECOVER ANY MATERIAL - IN WRITING IN THE 'AUTHORIZATION FOR CORRECTIVE WORK' OR TOTAL ACTUAL DIRECT ALL PRIMER SHOULD BE TOUCHED UP AS REQUIRED BEFORE ERECTION! - SEE Rt -06 TITLED AIR CIRCULATION. WHEN HANDLING OR UNCRATING THE PANELS, UFT RATHER THAN SLIDE CUT OR ABRADE THE COATING CAUSING UNSIGHTLY MARKS ON THE PANEL SURFACE. 'DELIVERED IN EXCESS OR THOSE REQUIRED BY THE ORDER DOCUMENTS. COST OF CORRECTIVE WORK. 'SHOP PRIMED STEEL' - - THEM APART. BURRED EDGES MAY SCRATCH THE COATED SURFACES WHEN SHEETS ARE SLID INITIAL CLAIM - IN THE EVENT OF ERROR, THE CUSTOMER MUST PROMPTLY MAKE A WRITTEN•OVER ONE ANOTHER. NEVER ALLOWPANELS TO BE WALKED ON WHILE ON THE GROUND. . ATTEMPTS TO ERECT PANELS DURING WINDY CONDITIONS SHOULD BE AVOIDED TO PREVENT OR VERBAL NITIAL CLAIM' TO THE MANUFACTURER FOR THE CORRECTION OF DESIGN, •• IMPORTANT NOTE •• - COST OF EQUIPMENT (RENTAL OR DEPRECIATION), SMALL TOOLS, TEMPORARY SUPPORTS - , DAMAGE AND FOR SAFETY CONSIDERATIONS. DRAFTING, BILL OF MATERIALS OF FABRICATION ERROR. SUPERVISION, OVERHEAD AND PROFIT ARE NOT SUBJECTED TO CLAIMS., - TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR _ LEAVING DIRT PILED AGAINST THE EXTERIOR WALL PANELS AT THE FOUNDATION WILL CAUSE THE 'INITIAL CLAIM* INCLUDES: • SHIPMENT ARRIVAL 11ME - EVERY EFFORT WILL BE MADE TO SEE THAT THE CARRIER ARRIVES OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND - DRAINAGE PANEL DAMAGE. THIS DIRT MAY BE WET OR AT LEAST WILL CONTAIN SOME MOISTURE. .MUD MAY 1. DESCRIPTION OF THE NATURE AND EXTENT OF THE ERRORS, INCLUDING QUANTITIES. AT -THE JOBSITE ON THE REQUESTED DAY AND AT THE REQUESTED HOUR. MANUFACTURER FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE HAVE BEEN SPLASHED ONTO THE WALL DURING CONSTRUCTION. CORROSION MOISTURE. MAY 2. DESCRIPTION OF THE NATURE AND EXTENT OF PROPOSED CORRECTIVE WORK INCLUDING MAKES NO WARRANTY AND ACCEPTS NO RESPONSIBILITY FOR COSTS ASSOCIATED WITH A THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS OCCUR WHERE THIS DIRT O MUD CONTACTS THE PANELS. IN AREAS WHERE LIME STABILIZATION ESTIMATED MAN-HOURS. - SHIPMENT NOT ARRIVING AT A REQUESTED TIME UNLESS A SEPARATE AGREEMENT HIS BEEN COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING •• OF THE SOILS REQUIRED, CORROSION DAMAGE FROM THE SOIL'S CONTENT WILL BE 3. MATERIAL TO BE PURCHASED FROM OTHER THAN THE MANUFACTURER, INCLUDING ESTIMATED MADE IN WRITING FOR A GUARANTEED ARRIVAL TIME. FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING - ACCELERATED AND MOST LIKELY R SEVERE. ALL DIRT MUST BE REMOVED FROM THE PANEL QUANTITIES AND COST. - , FROM THE PERFORMANCE -OF WORK.BY OR THE ACTS OF -OTHERS, NOR SUCH UNPREDICTABLE - ELEVATE WALLS AT THE COMPLETION OF THE WORK. PRE -PAINTED PANELS MAY REQUIRE TOUCH-UP IF 4. MAXIMUM TOTAL COSI OF PROPOSED CORRECTIVE WORK AND MATERIAL TO BE PURCHASED _ LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (SECT. 7.9.1 RISC CODE OF - THE COATING HAS BEEN DAMAGED DURING HANDLING OR ERECTION. FROM OTHER THAN THE MANUFACTURER. - _ STANDARD PRACTICE, 9TH ED.). THE APPEARANCE OF THE BLOC. MAY BE AFFECTED IF DAMAGED SPOTS OR SCRATCHES ARE R- y , LOCATED IN HIGHLY VISIBLE PLACES SUCH AS AROUND DOORS, WINDOWS, ETC... IF THE DAMAGE 1-01 y - R 1-02 R 1.-03 , R 1-- 0 4 IS EXTENSIVE THEN REPLACEMENT OF THE ENTIRE PANEL SHOULD BE CONSIDERED. r : R1-05 jErection'Guide R1 - .. r _ t Jul'1311021' ;NE'llEVlEDrtI OR CODE COMPLIANCE AUG 182016 , BUREAU VERITAS NORTH AMERICA, INC. ' ISSUE - DATE DESCRIPTION BY CK'D DSN r 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR Nss Building Systems 3. 2714 S. carOele Road Office: (509) 244-5611 {[.1 �� an NCF CcwnWW . Airway Heights, WA 99001 ' (8DO) 941-2291 `,., PROJECT: IAN CARLISLE 30x4OxI4 CA ' C64613 I ry OWNER: IAN CARLISLE �P605=1I { CUSTOMER: Facto Steel Ovrstock • LOCATION: Oroville, CA 95965, -• +' 8C 22, 2016 Cry, CAD DATE SCALE PHASE BUILDING IDTl JOB NUMBER "SHEET NUMBER ISSUE OF CA���r 3/16/16 N.T.S. T A 5—B-27340. DET11 0 TYPES OF FINISHES DAMAGE FROM'CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT SHOP PRIMED STEELROOF MAINTENANCE GUIDELINES Secondary Steel Alignment for all IMP Projects AUCTt1i�A1EMBERs OF THE METAL BUILDING SYSTEM NOT FABRICATED OF CORROSION ITIS EXTREMELY IMPORTANT THAT THE PANELS BE MONITORED FOR EVIDENCETHE BUILDER/CONTRACTOR IS RESPONSIBLE FOR APPLYING AND OBSERVING ALL PERTINENT OF TRAPPED SAFETY RULES AND OSHA STANDARDS AS APPLICABLE. ' INSPECT ROOF FOR DAMAGE AFTER HEAVY STORMS. • SUPPORT ALIGNMENT LIMITS RESISTANT MATERIAL OR PROTECTED BY A CORROSION RESISTANT COATING ARE PAINTED WITH WATER OR MOISTURE CONDENSATION WHILE AWAITING ERECTION. HIGH HUMIDITY CONDITIONS THE BUILDING MANUFACTURER HAS A COMMITMENT TO MANUFACTURE OUALITY BUILDING • INSPECT AND RESEAL AS NECESSARY ALL ROOF. CURBS AND OTHER PENETRATIONS WITH ONE -COAT OF SHOP PRIMER MEETING THE PERFORMANCE REQUIREMENTS OF SSPC PANT WITH TEMPERATURE CYCLING WILL CAUSE CONDENSATION BETWEEN THE PANELS WITHIN THE COMPONENTS THAT CAN BE SAFELY ERECTED. HOWEVER, THE SAFETY COMMITMENT AND JOB 'URETHANE SEALANT. SUPPORT SPAN MAX DEVIATION LIMIT SPECIFICATION No. 15. THE COAT OF SHOP PRIMER IS INTENDED TO PROTECT THE STEEL BUNDLE. CONDENSATION CAN OCCUR FREQUENTLY NEAR THE SEA COAST OR OTHER LARGE SITE PRACTICES OF THE ERECTOR ARE BEY0140 THE CONTROL OF THE BUILDING ' ALWAYS GET MANUFACTURER APPROVAL BEFORE MAKING ANY MODIFICATIONS TO THE ROOF. UP TO 4'-0' i FWW.ING FOR ONLY A SHORT PERIOD OF D(POSURE TO ORDINARY. ATMOSPHERIC CONDITIONS. BODIES OF WATER. MANUFACTURER. ' REPAINT ANY AREAS THAT ARE SUSCEPTIBLE TO RUST AS REQUIRED,/• SHOP PRIMED STEEL WHICH IS STORED IN THE FIELD PENDING ERECTION SHOULD BE KEPT IT IS STRONGLY RECOMMENDED THAT SAFE WORKING CONDITIONS AND ACCIDENT PREVENTION WHEN PERFORMING ROOF MAINTENANCE, ALWAYS TAKE THE FOLLOWING PRECAUTIONS: 4•-0• TO 8'-0' FREE OF THE GROUND AND SO POSMONED AS TO MINIMIZE WATER-HDLDING POCKETS, DUST, IF JOBSTTE COVERS ARE USED, THEY SHOULD BE TIED AWAY FROM THE BUNDLE AT THE PRACTICES BE THE TOP PRIORITY OF ANY JOB SITE. ' USE FALL PROTECTION AND OTHER SAFELY EQUIPMENT AS REQUIRED. 8'-0' AND UP MUD AND OTHER CONTAMINATION OF THE PRIMER FILM. REPAIRS OF DAMAGE TO PRIMED CORNERS TO ALLOW AR CIRCULATION AROUND THE BUNDLE. THIS WILL HELP PREVENT LOCAL, STATE AND FEDERAL SAFETY AND HEATH STANDARDS, WHETHER STANDARD STATUTORY OR DO NOT WALK ON ROOF FLASHINGS SUCH AS GUTTER, RAKE, HIP OR RIDGE FLASH. - SURFACES AND/OR REMOVAL OF FOREIGN MATERIAL DUE TO IMPROPER FIELD STORAGE OR MOISTURE EVAPORATING FROM THE GROUND OR BUILDING FLOOR FROM CONDENSING ON THE CUSTOMARY, SHOULD ALWAYS BE FOLLOWED TO HELP INSURE WORKER SAFETY. ' DO NOT WALK ON LIGHT TRANSMITTING PANELS (LTPS). THEY WILL NOT SUPPORT A SITE CONDITIONS ARE NOT THE RESPONSIBILITY OF THE MANUFACTURER. THE MANUFACTURER PANELS. PLASTIC OR OTHER IMPERMEABLE COVERS ARE NOT RECOMMENDED. IMMEDIATE - MAKE CERTAIN ALL EMPLOYEES KNOW THE SAFEST AND MOST PRODUCTIVE WAY OF ERECTING A PERSON'S WEIGHT. _ S NOT. RESPONSIBLE FOR DETERIORATION OF THE SHOP COAT OF PRIMER OR CORROSION ACTION IS REQUIRED IF THE PANELS ARE FOUND To BE WET FROM ANY CAUSE. THE BUNDLES BUILDING. EMERGENCY PROCEDURES SHOULD BE KtIOWN TO ALL EMPLOYEES. - GUARD ALL LTPS AND ROOF OPENINGS. THAT MAY RESULT FROM EXPOSURE TO ATMOSPHERIC AND ENVIRONMENTAL CONDITIONS, NOR MUST BE OPENED AND EACH PANEL UNSTACKED AND THOROUGHLY DRIED ON BOTH SIDES. DAILY MEETINGS HIGHLIGHTING SAFETY PROCEDURES ARE ALSO RECOMMENDED. THE USE OF HARD • STEP ONLY IN THE PANEL FLAT DIRECTLY ON OR IN CLOSE PROXIMITY TO A SUPPORTING THE COMPATIBILITY OF THE PRIMER TO ANY FIELD APPLIED COATING. MINOR ABRASIONS TO THE RE -STACKING THE PANELS AT A SLIGHT ANGLE TO EACH OTHER TO PREVENT NESTING WILL., HATS, RUBBER SOLE SHOES FOR ROOF WORK, PROPER EQUIPMENT FOR HANDLING MATERIA ROOF STRUCTURAL. SHOP COAT (INCLUDING GALVANIZING) CAUSED BY HANDLING, LOADING, SHIPPING UNLOADING LARGE FANS OW AIR CIRCULATION CAN BE USED 0 gRCULATEIST IN KAR ING THE BETWEENPIHE UNSTACKED DRY. IN SEVERE RELS AND ONS AND SAFETY NETS WHERE APPLICABLE, ARE RECOMMENDED. • AFTER OTHER TRADES HAVE BEEN ON THE ROOF FOR ANY REASON. INSPECT THE ROOF FOR AND ERECTION AFTER PAINTING OR GALVANIZING ARE UNAVOIDABLE. (MBMA 06 N 4.2.4) FOR PURPOSES OF DETERMINING LIFT REQUIREMENTS, NO BUNDLE SUPPLIED BY THE DAMAGE CAUSED BY WORKERS INCLUDING CHEMICAL OR SOLVENT SPILLS, SCRATCHES IN THE ACCELERATE DRYING. DAMAGE TO THE PANEL COATING OCCURS WHEN PANELS BECOME WET MANUFACTURER WILL EXCEED 4,000 POUNDS. FOR FURTHER INFORMATION ALSO REFERENCE PAINT OR GALVALUME ® COATING, EXCESSIVE FOOT TRAFFIC AND PUNCTURES. MACE SURE CAI VA UMF AND ARE ALLOWED To STAY WET. DAMAGE CAN OCCUR TO NESTED PANELS WITHIN 24-48 THE BILL OF MATERIALS FOR INDIVIDUAL MEMBER WEIGHTS OF OTHER STRUCTURAL MEMBERS. THAT ANY DEBRIS OR SCRAP LEFT BEHIND BY THE WORKERS IS REMOVED FROM THE ROOF HOURS. THIS DAMAGE SHOWS AS CORROSION AND DISCOLORATION OF THE PANEL SURFACE e CALVALUM S THE TRADE NAME FOR A PATENTED STEEL SHEET &COIL PRODUCT HAVING A IF ADDITIONAL INFORMATION IS REQUIRED CONTACT THE FIELD SERVICE DEPARTMENT. IMMEDIATELY. AVOID USING CUTOFF SAWS AND WELDING EQUIPMENT OVER THE ROOF. IN CASES COATING OF CORROSION RESISTANT ALUMINUM -ZINC ALLOY. THE ALLOY MIXTURE IS BALANCED AND IS COMMONLY CALLED WET STORAGE STAN, ZINC OXIDATION, OR "WHITE RUST'. - WHERE THIS IS NOT POSSIBLE, THE ROOF MUST ADEQUATELY PROTECTED. TO OBTAIN THE COATING THAT RETAINS THE CORROSION RESISTANCE & HEAT REFLECTIATY OF ICE AND SNOW REMOVAL ' -Y r ALUMINUM & THE SACRIFICIAL ACTION OF GALVANIZED. THE BEST PROPERTIES OF BOTH FOOT TRAFFIC ALUMINUM & ZINC ARE COMBINED IN THIS COATING & OFFER ADDED SERVICE LIFE FOR - - EXCESSIVE ICE AND SNOW SHOULD BE REMOVED FROM ROOF IMMEDIATELY TO PREVENT. DAMAGE BUILDING PANELS. TO ROOF AND POSSIBLE COLLAPSE. DO NOT USE METAL TOOLS TO REMOVE THE ICE OR SNOW KEEP FOOT TRAFFIC TO A MINIMUM. HEAVY FOOT TRAFFIC CAN CAUSE PONDING ON LOW AS THIS CAN DAMAGE THE PAINT AND/OR GALVALUME COATINGS. ALSO; BE CAREFUL AROUND PITCHED ROOFS. THIS IS PARTICULARLY TRUE JUST UPSLOPE FROM THE EAVE AND ATLIME " ?RE -PANTED TARP PLUMBING PIPES AND FLASHINGS. BE EXTREMELY CAREFUL IF YOUR ROOF HAS LIGHT . ENDLAPS. ALWAYS WAK IN THE FLAT OF THE PANEL NEAR A SUPPORTING ROOF STRUCTURAL ' I)S IBITOR PRIMER STEEL ASA SUBSTRATE, PRE -PANTED STEELS GIVEN AN ADDITIONAL RUST TRANSMITTING PANELS. THESE PANELS WILL NOT SUPPORT A PERSON'S WEIGHT AND WILL BE DO NOT WAX ON TRIM OR IN GUTTERS. ON BARE GALVALUME® ROOFS, EXCESSIVE FOOT �SNHIBITOR PRIMER COAT. THIS PRIMER COAT FURTHER INCREASES THE CORROSION RESISTANCE. - DIFFICULT OR IMPOSSIBLE TO SEE IF THEY ARE COVERED WITH ICE AND SNOW. SEE 2002'MBMA''TRAFFIC MAY CAUSE BLACK BURNISH MARKS. IF REGULAR FOOT TRAFFIC IS PLANNED FOR A THESE COATINGS ARE APPLIED TO THE EXTERIOR SURFACE OF THE PANELS AND THE WASH - LOW-RISE BUILDING SYSTEMS MANUAL APPENDIX AB FOR DETAILS ON SNOW REMOVAL ROOF, PROVISIONS SHOULD BE MADE FOR A PROPERLY DESIGNED AND INSTALLED ROOF OUT 'SEE SCHEDULE COAT, DESIGNED ONLY FOR INTERIOR USE, 15 APPLIED ON THE OPPOSITE SIDE. GALVALUME PROCEDURES. THESE PROCEDURES SHOULD COMMENCE WHEN HALF OF THE DESIGN ROOF SNOWS WALKWAY SYSTEM. IN ORDER TO UMIT ACCESS TO THE ROOF, ROOF HATCHES OR ACCESS FOR ALIGNMENT LIMNS AND PRE -PANTED STEEL CAN GIVE EXCELLENT SERVICE FOR MANY YEARS IF A FEW RULES LOAD SHOWN ON THIS SHEET IS REALIZED. LADDERS SHOULD BE LOCKED AT ALL TIMES. A SIGN SHOULD BE POSTED AT THE POINT OF a CONCERNING THEIR CARE AND MAINTENANCE ARE OBSERVED. ALL OF THESE FINISHES ARE ACCESS, STATING THAT ONLY AUTHORIZED PERSONNEL ARE ALLOWED ONTO THE ROOF. IN EQUALLY SUBJECT TO DAMAGE AND CORROSION WHEN CARE IS NOT PROVIDED. - • DEBRIS REMOVAL - ADDITION, A LOG BOOK SHOULD BE KEPT OF All VISITS TO THE ROOF AND THE REASON FOR . NR CIRCULATION . ` sucH vlsrrs.. . PAINT AND COATING MAINTENANCE ANY FOREIGN DEBRIS SUCH AS SAWDUST, DIRT, LEAVES, ANIMAL DROPPINGS, ETC. WILL CAUSE ' CORROSION OF THE ROOF, GUTTERS, TRIM, ETC. IF LEFT ON BUILDING SURFACE FOR A LONG - DISSIMILAR METALS :REMOVE SMUDGE MARKS FROM HARE GALVALUME®. FORMULA 409 HAS PROVEN TO BE. A SOFTENING OF THE PAINT FILM CAN OCCUR WITH PRE -PAINTED STEEL UNDER WET STORAGE ENOUGH TIME. THE ROOF SHOULD BE PERIODICALLY INSPECTED FOR SUCH CONDITIONS AND IF - - SOMEWHAT EFFECTIVE. LIGHTLY RUB WITH A CLEAN CLOTH AND RINSE WITH WATER. DO NOT CONDITIONS AND THE DURABILITY OF THE PANEL FINISH SUBSTANTIALLY DECREASED. BARE FOUND, THEY SHOULD BE RECTIFIED IN A MANNER CONSISTENT WITH THESE ROOF MAINTENANCE NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY ' RUB MORE THAN REQUIRED TO REMOVE SMUDGE. NO PRODUCT WILL REMOVE ALL SMUDGE GALVANIZED AND GALVALUME PANELS REACT MORE QUICKLY TO SURFACE OXIDATION SINCE GUIDELINES. NEVER ALLOW TREATED LUMBER OR CONCRETE/MORTAR/GROUT TO COME IN CONTACT DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO: COPPER, LEAD OR GRAPHITE. THIS MARKS. REMOVE RUST STAINS. SOFT SCRUB WITHOUT BLEACH HAS PROVEN TO BE SOMEWHAT THEY LACK THE ADDITIONAL PROTECTION OF PAINT. ZINC COATED OR GALVALUME PANELS WITH ROOF PANELS, ESPECIALLY GALVALUME®, FOR EXTENDED PERIODS OF TIME. INCLUDES. COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN , EFFECTIVE. LIGHTLY RUB WITH A SOFT CLOTH AND RINSE WITH WATER. DO NOT RUB MORE UNDER NORMA EXPOSURE FORM A ZINC OR ALUMINUM OXIDE FILM ON THEIR SURFACE CONCRETE, MORTAR AND GROUT. THAN REQUIRED TO REMOVE STAIN. No PRODUCT WILL COMPLETELY REMOVE RUST STAINS. TO ALLOWING A SLOW OXIDATION PROCESS CALLED'WEATHERING* TO OCCUR THAT INHIBITS PERIODIC INSPECTION' BLDG.WIDTH BLDG.WIDTH TOUCH-UP SCRATCHES IN PANT (NOT TO BARE METAL), CLEAN AREA TO BE PAINTED WITH FURTHER CORROSION. IN NESTED BUNDLES CONSTANT CONTACT OF THE PANELS WITH - - q a- WIDTH OR LENGTH S OR LENGTH MILD DETERGENT. RINSE THOROUGHLY AND DRY. USING A SMALL ARTIST'S BRUSH, LIGHTLY CONDENSED OR TRAPPED WATER PREVENTS THIS WEATHERING PROCESS. ALL HIGH-STRENGTH BOLTS SHALL BE PERIODICALLY INSPECTED FOR TIGHTNESS, PARTICULARLY ll L OR IENGTH - L APPLY A MINIMAL AMOUNT OF COLOR MATCHED TOUCH-UP PAINT REQUIRED TO FILL / COVER CRANE BUILDINGS AND AFTER ANY SEISMIC ACTIVITYOR WIND ACTIVITY. THE CRANE _ THE SCRATCH.. CONTACT BUILDING MANUFACTURER FOR ASSISTANCE WITH ORDERING / RAPID OXIDATION OF THE ZINC OR ZINC ALUMINUM COATING CAN NOW OCCUR AND MAY LEA) MANUFACTURER WILL SPECIFY A MINIMUM PERIOD BUT IT SHOULD NOT EXCEED 2 YEARS. PURCHASING TOUCH-UP PAINT AS NEEDED. - TO 'RED RUST' IN A SHORT TIME. IF DISCOLORATION OR STAINS ARE MINOR, A HOUSEHOLD DRAINAGEMis-Alignment CLEANER OF THE TYPE USED ON PORCELAIN SINKS AND BATHTUBS MAY BE USED TO REMOVE Correct Alignment + - THE STAINS. WIRE BRUSHING OR USING ABRASIVE MATERIALS SHOULD BE AVOIDED SINCE •. KEEP ROOF FREE OF DEBRIS AND KEEP DEBRIS OUT OF CUTTER TO ALLOW WATER TO QUICKLY - (Unacceptable, Avoid These Conditions) ' • SCRATCHING OR REMOVAL OF THE COATING COULD OCCUR. PANELS WITH SIGNIFICANT DAMAGE DRAIN FROM ROOF. • DO NOT USE WOOD BLOCKING TO HOLD EQUIPMENT OFF OF PANEL - - _ SHOULD BE.REPLACED BY THE BUYER BEFORE ERECTION. SEAMS. THIS BLOCKS THE FLOW OF WATER AND HOLDS MOISTURE. _ * • DO NOT ALLOW ROOFTOP AC UNITS OR EVAPORATIVE COOLERS TO DRAIN ONTO THE ROOF. ' ANYTHING THAT TRAPS OR HOLDS MOISTURE ON A ROOF WILL CAUSE PREMATURE CORROSION.. :R1-06': R1-07 " R1-08 R1=09 R1-10 ' 'I Erection Guide R1 , "Jul'13 02 + . J . l'ED cO CODE.COMPLIANCE , .AUG 18 2016 ' BUREAU VERITAS NORTH AMERICA, INC. • - _ M1 A ' ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR INSSBuilding Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company , Airway Heights, WA 99001 (800) 941-2291 + r I C 64613 PROJECT: IAN CARLISLE 30x4Ox14 CA • CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE UP OMIT LOCATION: Oroville, CA 95965, • ar 22, 2016 CAD DATE " SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 '- A 15-B-27340 DETT2 0 BUILDING ANCHORAGE I . To determine that the foundation is square, measure diagonal dimensions io be sure they ore of equal length. �SPECIFIED COLUMN CENTERUNE STEEL LINE STEEL UNE FOAM BOARD TEMPLATE mr, . - - C �i I �A DIMENSIONS A, B, AND C AS GIVEN ON ANCHOR BOLT PLAN 2. Todetermine that the foundation is level, set up a transit or level ANCHOR ROD and use a level rod to obtain the elevation of all columns. SETTING TOLERANCES 3. Carefully check the location of all anchor bolts against the Anchor Bolt Setting Plan furnished by the Manufacturer. All dimensions must be identical to assure a proper start—up. AISC CODE OF STANDARD PRACTICE 11/2' TOLERANCES FOR SETTING ANCHOR RODS t1/B' • FINISH FLOOR 7.5.1. Anchor rods, foundation bolts and other embedded items shall be set by the owner's designated representative for construction in accordance with embedment drawings.that have been approved by the owner's designated BASE PLATE AND representatives for -design and construction. The variation in location of these items from the dimensions shown in the embedment drawings shall be as ANCHOR ROD TOLERANCES - follows: I Height (a) The variation in dimension between the centers of any two anchor rods within an anchor—rod group shall be equal to or less than 1/8 in. [3 1 10 mm] 1 (b) The variation in dimension between the centers of adjacent anchor—rod TEMPLATE groups shall be equal to or less than 1/4 in. 3/8- 500 (6 mm]. FORM 1/2- BOARD (c) The variation in elevation of the tops of anchor rods shall be equal to 25' �� or less than plus or minus 1/2 In. [13 mm]. — (d) The accumulated variation in dimension between centers of the anchor—rod groups along the column line through multiple anchor—rod / groups shall be equal to or less than 1/4 in. per 100 ft (2 mm per / 10000 mm], but not to exceed a total of 1 in. [25 mm] r r (e) The variation in dimension from center of any anchor—rod group to the r i column line through that group shall be equal to or less than 1/4 in. [6 mm]. The tolerances that are specified in (b), (c) and (d) shall apply to offset dimensions shown in the structural design drawings, measured parallel and ,perpendicular to the nearest column line, for individual columns that are shown in the structural design drawings as offset from column lines. 7.5.2. Unless otherwise specified in the contract documents, anchor 'rods shall be set with their longitudinal axis perpendicular to the theoretical bearing surface. 7.5.3. Embedded items and connection materials that are part of the work of other trades, but that will receive structural steel, shall be located and set by the owner's designated representative for construction in accordance with an -approved embedment drawing. The variation in location of these items shall be limited to a magnitude that is consistent with the tolerances that are specified in Section 7.13 for the erection of the structural steel. 7.5.4. All work performed by the owner's designated representative for *construction shall be completed so as not to delay or interfere with the work of the fabricator and the erector. The owner's designated representative for construction shall conduct a survey of the as—built locations of anchor rods, foundation bolls and other embedded items, and shall verify that all items covered in Section 7.5 meet the corresponding tolerances. When corrective action is necessary, the owner's designated representative for construction shall obtain the guidance and approval of the owner's designated representative for design. , It is extremely important that anchor bolts be placed accurately in accordance with- the Anchor Bolt Setting Plan. All anchor bolts should be held in place with a template or similar means, so that they will remain plumb and in correct location during placing of the concrete. A final check should be made after the completion of the concrete work and prior to the steel installation. This will allow any necessary corrections to be mode before the costly installation labor and equipment arrives. f Erection Guide R2 � FIELD TOLERANCES H/500 MEZZANINE BEAM HEIGHT TOLERANCE STAKE - SHEETING STEEL UNE NOTCH - - CDB ANCHOR BOLTSPROJECTION OF ANCHORBOLTS 'D" GIVEN ON ANCHOR BOLT PLAN. - i� • SHEETING NOTCH SHOWN • - BUT NOT REQUIRED - - PE'IV RUED.E®R CODE COMPLIANCE f AUG 18 2016• BUREAU VERITAS NORTH AMERICA, INC. ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x4Ox14 CA 064613 , CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLEP er3amti ar 22, 2016 LOCATION: Oroville, CA 95965, Cryi� CAD DATE SCALE PHASE BUILDING 10 JOB NUMBER , SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 a 15—B-27340 DET13 D I Height (t) TOLERANCE - 1 10 1/4' 1 12' 5/16' 500 15• 3/8- 500 20' 1/2- 25' 5/8- 30' 3/4- 45' 1 1/16- 60' 1 7/16' COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE STAKE - SHEETING STEEL UNE NOTCH - - CDB ANCHOR BOLTSPROJECTION OF ANCHORBOLTS 'D" GIVEN ON ANCHOR BOLT PLAN. - i� • SHEETING NOTCH SHOWN • - BUT NOT REQUIRED - - PE'IV RUED.E®R CODE COMPLIANCE f AUG 18 2016• BUREAU VERITAS NORTH AMERICA, INC. ISSUE DATE DESCRIPTION BY CK'D DSN 0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR NSS Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 30x4Ox14 CA 064613 , CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLEP er3amti ar 22, 2016 LOCATION: Oroville, CA 95965, Cryi� CAD DATE SCALE PHASE BUILDING 10 JOB NUMBER , SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 a 15—B-27340 DET13 D SIDEWALL f 1 500 r 500 J 3 Z .W 500 5001 500 1 1 1 SIDEWALL PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES Curb Base Length 3 Z w 1 PURUN ANGLE (W/ 2 SELF -DRILLERS•• HANGER ROD ­ .Panel profile ** Stainless Sic Step SUGGESTEDMETHODS **(Not by Metal Bldg Manufacturer) An angle is self -topped to the web of the purlin to catch hanger rod. This method does not preclude other forms of attachment to the purlin web. The total hanger load shall not exceed the design collateral load for the building. A sample calculation is shown below: 5' (purlin spacing) x 5' (hanger spacing) x 6 psf (collateral load) = 150 lbs. **Stainless Steel See cover sheet for design collateral load for this building. Note: If this building is designed for 0 psf collateral load, then adding any suspended system (ie. duct work, piping, lights, ceilings, etc.) will correspondingly reduce the design live load. Step 3 Roof Jack Installation Panel profileg--I varies /yl� Tri -Bead Tapp NW504 Down Up Hill 12 Min. rr Hill 6" Min.i Endla Install Pipe in center to allow base of rubber roof jack to lay tic S Cannot encompass more than 75% of panel. Endlo 4" O Do not use galvanized roof jacks, lead hats or other residential grade roof jacks. These roof Mo Roof Panel jacks do not have 20 -year service life and, in the case of lead hats, will cause galvanic corrosion of the roof panels. Roof Panel ❑ Use EPDM rubber roof jacks with an integral aluminum bond bonded into the "perimeter of the base. For high temperature applications (200-400 degrees Fahrenheit) use silicone rubber roof jacks. Retrofit rubber roof jacks are available for applications in which the top ® Pudin tine of the pipe is inaccessible, eliminating the possibility of slidiny the roof jack over the top of location Indicates Roof Panel Support lthe pipe. A Indic je1eRib Floating Panel Support ❑ Do not use tube caulk/silicone to seal roof jack to the roof panels. Use only to sealant as supplied by Metal Bldg Manufacturer. Fasten the roof jack to the roof panels with 1/4"-14 x 7/8" Lap Tek Stitch Screws at 1" on center around base of roof jack. FOR i - ❑ Roll down the top of the,roof jack and apply tape sealant continuously around the exposed �_ portion of the pipe. Roll the top of the roof jack bock over the tape sealant. Apply the Up Lift Plate Curb 8ase stainless steel clamp over top of roof jack and firmly tighten to forma secure compression (If Required) seat ❑ Do not install a pipe through the standing seam of the roof panel. Keep pipe penetration in center of panel to allow the base of the rubber roof jack to seal to the pan of the panel. Section : 'A" If a pipe must be installed through a panel seam, or if the pipe diameter is so large to (Insulation when specified) block the flow of water down the roof panel, you must install a "pipe curb" into the roof and then seal the pipe curb with rubber roof jack. For pipes in which top'connot be The curb details shown illustrate the building manufacturers recommended curb style and installation method. It is the erector / installer's responsibility to provide the proper curb style and install them in accordance with the procedures established by these details. Failure by the erector / installer to follow these recommendations may result in the curbs damaging the roof system or excluded from warranties. All roof curbs to be: 1. .080 Aluminum or 18go. Stainless (No Golvalume/No Galvanized) accessed, a two-piece pipe curb is available. ❑ In Northern climates, protect all pipe penetrations from moving ice or snow with a snow retention system immediately up slope from the pipe. i c 2. Panel rib to rib installation (No flat skirt or lay -over Curbs) IAN CARLISLE 3Ox4Ox14 CA 3. Installed over low end / under high end application for water flow at panel splice 4. Up lift prevention for clip applied roof systems are required if: CUSTOMER: a. Wind load exceeds 110 mph or IAN CARLISLE b. Curb base crosses o purlin 5. Supported on (4) four side by primary or secondary framing 6. Max Single Curb weight Recommend = 1500j) Roof Curbs DATE 3/16/16 (When not Supplied by Building Manufacturer) PHASE 1 SUGGESTED METHOD OF PURLIN ATTACHMENT ISSUE DATE DESCRIPTION (FOR BLDG ACCESSORIES) 0 3/16/16 FOR ERECTOR INSTALLATION - PURLIN PURLIN • , HANGER -ROD, ANGLE Z. PURLIN - ROD OR CHAIN CUP DO NOT INSTALL HANGER DO NOT INSTALL PURLIN CLIPS OF ANY ROD IN FLANGE OF PURLINKIND ON FLANGE OF PURLIN AS SHOWN R � R2 Erection Guide THE INCORRECT WAY _ �. Feb '12 01 2 1 1 lonufacturer) - Tri -Bead Tape nt Continuously d Pipe 7/8" Lap Tek S.D at 1 O.C. ead Tape Sealant 4 secure the clamp. RVIEVVEDPR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. NR PNR NSS �r1m® Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Complury Airway Heights, WA 99001, (800) 941-2291 i c PROJECT: IAN CARLISLE 3Ox4Ox14 CA CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE LOCATION: Oroville, CA 95965, CAD DATE 3/16/16 •SCALE N.T.S. PHASE 1 BUIIOING ID A JOB NUMBER 15—B-27340 SHEET NUA(BER DET14 ISSUE 0 C64613 KrI CCNIL WC IV, STEP 1: ERECT FIRST BAY WALL FRAMING NOTE It is the responsibility of the -PRIMARY FRAM erector to provide temporary erection bracing until the structure is completed. END FRAME - RAFTER END POST CORNER C CAUTION Until rafters are bolted in place with purlins and flange braces installed, they are easily damaged by incorrect or careless handling procedures. Use extreme caution when lifting rafters. Two booms should be used to lift any pinched rafter section 80 feet or more in length. 2A: Bolt primary frame rafter together at peak connection (unless rafter length requires lifting in sections). Attach the required clips and flange braces to the rafter before lifting since these items are moreeasily installed on the ground. Lift rafter into place between sidewoll columns and install bolts in rafter to column knee connections. 28: Install end boy purlins from end frame rafter to the first interior frame rafter. The end bay purlins will overlap the interior boy purlins at the frame as described in step 1C. Complete flange brace connection to purlins. 2C: Install roof bracing systems but do not tighten completely until the bay is plumbed. 2D: Plumb and square the first bay. After alignment, tighten wall brocing first and the roof bracing working from eave to peak. Tighten any remaining bolls. Plumbing and oligning a total structural system begins with the first braced boy 1A: Determine from erection drawings furnished with the building the location of and continues through completion. Accurote alignment of the first boy is the first braced bay. Framing for this bay will be erected first. essential for correct alignment of succeeding bays. The installer is responsible for choosing the best method suited for plumbing and oligning the structural system. 1 B: Stand adjacent Primary frame column and corner column over the anchor rods. Shim or chip out under the base plate if required to ensure that the base is level, at the correct elevation, and is in full contact with the STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY foundation. Plumb and align the columns and install washers and nuts onto the Anchor Rods. _ NOTE NOTE The end frame may be a bearing frame with the rafter supported by end It is the responsibility of the PPosts, or a rigid frame with the rafter self—supporting, and not attached END BAY erector to provide temporary io the end posts. The procedure shown is for a bearing frame. If the PURLIN erection bracing until the building has a rigid end frame, it is erected the some as interior frames _ structure is completed. as described in steps 1 and 2. 1C: Attach wall girts to the primary frame column and corner column. Bolt girts to the corner column with two bolts. Bolt girt to primary frame column with one bolt through the column flange and secure bolt with sub—nut (see detail on erection drawings). 1D: Install the eove strut by bolting to the top of the columns. Refer to the TEMPORARY ERECTION BRACING erection drawings and attach column flange brace where shown. Flonge END �FRAMEE END BAY GIRT braces may be required on one or both sides of the columns. If o flange brace connects to a girt in the adjacent bo that that brace will be bolted to END FTER POST the girt after the adjacent bay girts are instalied.ENDwALL CORNER GIRT COLUMN NOTE As wall girts are installed around the building, framing for factory located framed openings and accessory framing to which the girls attach should 3A: After end frame is plumb and square, install endwoll girls and flange braces be installed. Field located accessory framing may be installed at the some for end post if required. time as girts or at a later time. 38: Attach wall girls to the primary frame columns (see step 1C). 1E: Install wall 'bracing systems (rods, cables, knee bracing, portal bracing) at 3C: Install eave struts (see step 1D). . this time but do not tighten completely until the bay is plumbed. 1 F: Repeat steps 1B thru 1E for wall framing on the opposite side of the 30: Attach roof purlins for this bay to the two rafters. Purlins will bolt to the budding. rafter flonge in the some manner as girls to column flanges (see step 1C). connect flange braces to purlins. 1G: Attach clips to the end posts and stand these Fosts over the Anchor Rods. 3E: Check alignment, plumb and square the two boys just erected. Tighten all follow the procedure as described for corner coumn"s in step 1B. bolts and bracing. 1H: Bolt required clips and flange braces to the end frame rafter sections and lift into place atop the end posts. Bolt rafter sections to corner column and end "post cap plates. Bolt rafter sections together at peak. STEP 2: ERECT FIRST BAY ROOF FRAMING OURLINS// It is the responsibility of the erector to provide temporary, erection bracing until the PRIMARY FRAME structure is completed. RAFTER / TEMPORARY ERECTION BRACING ' / FRAME END POST Erection Guide STEP 4: ERECT REMAINING STRUCTURAL FRAMING NOTE It is the responsibility of the erector to provide temporary erection bracing until the _ structure is completed. EAVE STRUT `PRIMARY FRAME TEMPORARY ERECTION BRACING POST Starting at the opposite end of the first bay erected, install the remaining interior frames, girts, purlins, eave struts, bracing, end frames and end posts using the procedures described in the preceding steps. Be sure all wall girts, roof purlins and flange braces as shown on the erection drawings are installed. Constant checks should be made to ensure the building is square, plumb and aligned. All X—Bracing should be checked that it is installed to a taut condition with all slack removed. Do not tighten beyond this state. RVI IEVIVEQ EOR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. R$ I'M'a '12 01 ISSUE DATE DESCRIPTION BY I CKD I DSN -0 3/16/16 FOR ERECTOR INSTALLATION PNR PNR FNSSBuilding Systems 2714 S. Garfield Road Offtce:,(509) 244-5611 sut NCI Comparry Aimay Heights, WA 99001 (800) 941-2291 PROJECT: IAN CARLISLE 3Ox4Ox14 CA j CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE LOCATION: Oroville, CA 95965, CAD DATE1. 3/16/16 SCALE N.T.S. PHASE 1 BUILDING ID A JOB NUMBER 15—B-27340 SHEET NUMBER DET15 ISSUE 0 C 04613 KP.61301Y017 r 22, 2016 PRE -ERECTION NOTES: The following notes, procedures and suggested recommendations are iniporlont parts of the pre -erection process. 17) Prior to the time the erection crew arrives, a responsible person should check the job site for foundation readiness, square, and accuracy and Anchor Rod size and location. The drawing shown below indicates a method which may be used to check the foundation and bolts for square. ANCHOR I- 12 RODS 6 0 0 � DIAGONA p SHOULD EQUAL 2A` 0 0 LS BE Measure along adjacent sides of foundation using a pair of dimensions shown. If the diagonal distance between these points is as noted, the corner is square. Diogonal measurements between opposite Anchor Rods will indicate if these bolts are set square. 2.) When unloading the building, carefully check off each item from the packing list.- Bundles and boxes will have a list attached indicating the contents. 3.) Unload and layout the building columns on the foundation. 4.) Unload the rafters onto the foundation so that they can be erected from whichever end of the building you wish to start. Your crone will move from one.end of the building to the other while standing columns and hanging rafters. 5.) Layout the girts-and purlins on dunnage or wood blocking around the foundation as near as possible to where they will be installed. 6.) Unload and place trim crates out of the way, since these will be the last required. - 7.) Unload and place panels and insulation out of the way. NOTE: In extremely cold conditions, the vinyl focing on insulation will become brittle, requiring very careful handling. 8.) Avoid lifting panel stacks with cables, chains or other devices which could damage the panel. Upon unloading, and every morning .thereafter, inspect he panel bundles for moisture between the panels. This is especially important with golvolume or galvanized panels. The panel finish must be protected at all times before and during erection to -preserve the appearance and function of the panels. 9.) All hardware boxes should be protected from theft and moisture, especioily items such as tube caulking and locksets. Store mastic away from heat. LAYOUT OF BUILDING COMPONENT + oO o 0 (D®. RnwP 3 O 2 r O Oo 0 1. Girts, Eove Struts and Purlins 2. End Frames and Endpost 3. Main Frames 4. Clips, Bolts, Screws, ETC. 5. Endwoll Girts 1.) layout primary and secondary framing around the slab as shown. 2.) Place components and crates on the slab or on wood blocking to prevent eontact with the ground. 3.) Block one end of components higher than other end to allow drainage of - rain water. 4.) Leave one end of the building open for erection equipment access. 5.)_ Construct temporory ramp of timbers from grade to slab to prevent damage to concrete edge from equipment traffic. o.) Install clips and flange braces onto columns and rafters before these members are in the air. Clip and flange brace locations are shown on erection drawings. Erection Guide u R3 GENERAL ERECTION NOTES MASTIC SEALANT 1.) All clips, flange braces, bolts, bracing systems, ETC. must be installed as Proper mastic application is critical to the weather tightness of a building. Mostic shown on erection drawings. should not be stretched when installed. Apply only to clean, dry surfaces. Keep only enough mastic on the roof that can be installed in a day. During worm 2.) It is extremely important, especially during construction, that panels at the weather, store mostic in a cool dry place. During cold weather (below 60') eaves, rakes and ridges be kept secure. Imastic must be kept warm (60'-90') until application. After mastic has been 3.) Column bases must not be lag screwed or "RED HEADED" to concrete unless applied, keep protective paper in place until panel is ready to be installed. specified on erection drawings for the building. IMPORTANT NOTE: 4.) Tighten column wind brace rods/cobles (exterior and interior) before All details, recommendations and suggestions contained in the ERECTION GUIDE tightening roof rods/cobles. Roof rods/cables are tightened from eave to peak. portion of this drawings set are for general guidelines only, and not meant to be 5.) High strength bolts (A325) must be used where specified. - all-inclusive. Industry accepted installation practices with regard to all areas not specifically discussed in this section should be followed. Only experienced, ISSUE 0 knowledgeable installers familiar with accepted practices should be used to assure TEMPORARY CONSTRUCTION BRACING a quality project. 1.) It is the responsibility of the erector to maintain stability of the structure It is emphasized that the Manufacturer is only a manufacturer of metal building during all stages of erection, particularly when left overnight. components and is not engaged in the installation of its products. Opinions 2.) Temporary supports, such as temporary guys, braces or other elements shall be the total and complete responsibility the The temporary expressed by the Manufacturer about installation practices noted in the ERECTION GUIDE ore intended to represent only o guide as to the sequencing and how the of erector. supports required shall be determined and furnished by the erector. components could be assembled to create a building. Both the quality and safety of installation and the ultimate customer satisfaction with the completed building 3. Temporary construction supports p ry pports shall be provided wherever necessary to are determined by the experience, expertise, and skills of the installation crews, accommodate all construction loads to which the structure may be subjected, I left In place as long as may be required for safety. as well as the equipment available for handling the materials. Actual installation operations, techniques and site conditions are beyond the Manufacturers control. PANEL CAUTIONS AND NOTES To minimize potential of corrosive action at the bottom edge of wall panels, the contractor must assure that the following procedures ore followed: 1.) The concrete foundation should be cured for a minimum of seven (7) days before wall panels are installed. (un -cured concrete is highly alkaline and metal panels can undergo varying degrees of corrosive attack when in direct contact with the concrete.) After the first week of the curing cycle, the reaction between metallic coatings on steel and the concrete is essentially halted. CLEAN DIRT FROM w,� PANEL AROUND PANEL BASE PANEL NOTCH FOUNDATION (SHOWN) oR� , BASE TRIM .. 4N SLOPE FINISH GRADE MIN. - AWAY FROM BUILDING 2.) Top of finish grade at building to be a minimum of four (4) inches below bottom of panel. 3.) Finish grade is to slope away from building to insure proper drainage. 4.) Upon completion of finish grading, all dirt is to be cleaned from around base of wall panel where it may have collected in panel notch or on base trim. FASTENER INSTALLATION Correct fastener installation is one of the most critical steps when installing roof/wall panels. Drive the fastener in until it is tight and the washer is firmly seated. Do not overdrive fasteners. A slight extrusion of neoprene around the washer is a good visual tightness .check. Always use the proper tool to install fasteners. A fastener driver (screw gun) - with a RPM of 1700-2000 should be used for self -drilling screws. A 500-600 RPM fastener driver should be used for self -tapping screws. Discard worn sockets, these can cause the fastener to wobble during installation. 1.11r1LU1L 11r1/1L1L 11ff""'fI CORRECT DEGREE OF TOO TIGHT TOO LOOSE TIGHTNESS SEALANT SQUEEZED TOO THIN SEALANT IS NOT NOTE SLIGHT CIRCLE OF EXTRUDES FAR BEYOND COMPRESSED TO SEALANT FASTENER HEAD FORM SEAL NOTE: Always remove metal filings from surface of panels at the end of each work period. Rusting filings can destroy the paint finish and void any worronty. ISSUE DATE I DESCRIPTION 0 3/16/16 1 FOR ERECTOR INSTALLATION N REIREV,ED F'OR CODE COMPLIANCE AUG 18 2016 BUREAU VERITAS NORTH AMERICA, INC. CK'D DSN PNR NSSarc® Building Systems an NCI Company 2714 S. Garfield Road Office: (509) 144-5611 Airway Heights, WA 99001 (600) 941-2291 1 PROJECT: IAN CARLISLE 30x4OxI4 CA CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE LOCATION: Oroville, CA 95965, CAD DATE 3/16/16 SCALE N.T.S. PHASE 1 BUILID DING A JOB NUMBER 15-B-27340 SHEET NUMBER DE T16 ISSUE 0 C64613 STEP 5: INSTALL SID EWA LL PANES 5C: Sidewoll panels should be installed so=that the � P panel sidelap is in a direction • NOTE away from the prevailing wind. (refer to appropriate lap detail "included with It is the responsibility of the erection drawings.) erector to provide temporary erection brocing until the structure is completed. 5D: Install remaining sidewall insulation and panels, being careful to maintain This brocing is to remain in correct panel coverage. -It is suggested chat the Youndation be mocked in place until all roof and wall increments of panel width to allow visual checking of panel coverage as installation panels are installed. progresses. WOOD BLOCKING ., NOTE: Check periodically to ensure that all panels are aligned and plumb. FOR GIRT ALIGNMErfT " INSULATION 5E: At the finishing corner of a sidewall, the last panel may required additional lop SIDEWALL PANELS or trimming for installation of corner trim refer to the details in the erection drawings. 5A: Before installing wall panels, the girls must be aligned to a level position , Screw Alignment Panel so' thot there is no visible sog. This should be done directly ahead of panel (fhrovo Fastened Pmel Ody) installation. PRE -DRILLED Girt leveling may be accomplished by standing a section of gable angle • TEMPLATE SHEET vertically against the outside girt flanges of approximate mid -bay location. When girls are level, attach the girt flanges to the angle with vise grip pliers, or temporary screws. Wood blocking cut to fit the spaces may also be used for alignment. NOTE: Temporary girt blocking is not recommended on concealed fastener panels. The removal of the blocks after panel installation can cause oil canning. FRAME . EAVE STRUT, r IRT ' -STACKED. SHEETS TO BE DRILLED WOOD BLOCKING ' • _ - + + KEEP END OF N.4IE+ Wall panel type and installation details will vary. Refer to the erection PANELS ALIGNED drawings and details for the specific panel used for your building. CONTACT TAPE NOTE After drilling panels,' it is important to clean metal filings off all panel surfaces, Including between ponels that ore not installed that day, to avoid rust stains. SIDEWALL INSULATION INSULATION MUST MEET ENDWALL BASE ANGLE/TRIM INSULATION TO SEAL THE CORNER , CONTACT TAPE - - 58: If walls are to be insulated, place a continuous run of contact tape along the eave strut and base member. NOTE: At the basecut off the insulation a minimum of 1/2" above the , bottom of t, bottom panel. This will prevent the insulotion from•honging , below the wall panel and wicking moisture. Roof Pane Insulation Double Faced Tape (Not by manufacturer) (Not by manufacturer) to be used to secur Note insulation. Trim insulation and turn vinyl bock Insulation must not be exposed to weather. Wall Panel-/ Insulation (Not by 'manufacturer) Fiberglass Insulation Vapor Barrier to to OUTSIDE of Z INSIDE of Building Building Eove Detail (See Erection Drawings) Insulation (Not by manufacturer) t . Wall Panel Note Finished Floor Trim insulation and turn vinyl bock Insulation must not be exposed to a weather. Base Detail (See Erection Drawings) Starting at a building corner, attach the. -first piece of blanket insulation to the contact tape on the eave strut. Pull tight and adhere to tape at the base. It is recommended that insulation not be installed more than 6 feet ahead of panels. Erection Guide R4 ' Jan'12p00 ' e ISSUE DATE DESCRIPTION 0 3/16/16 FOR ERECTOR INSTALLATION STEP 6: INSTALL N Wq PANELS 6A: Install gable angles/supports onto the ends of purlins and eave struts. This angle is to butt -up to each other or is spliced as required except at expansion joints where o one inch gap is maintained between ends of adjacent sections to allow for expansion. Gable angle splices may occur on or between purlins and the angle must be attached to each purlin and the eave strut. NOTE: Wall panel type and installation details will vary. Refer to the erection drawings and details for the specific panel used for your building. - NOTE END FRA PURLIN Detail shown for ribbed roof .panel RAFTEI GABLE only. For standing seam rake and ANGLE gable angle installation, see erection details. EXPANSION JOINT TYPICAL EAVE STRUT BUTT LAP CONDITION 6B: See erection drawings' sheeting layouts for* panel starting dimensions, panel trim locations, and lap locations. TRIM DIMENSION IS 1 I MEASURED FROM CENTER TRIM—{ OF FIRST MAJOR RIB. III GABLE ANGLE ruKLIN CONTACT TAPE EAVE STRUT ENDWALL-GIRT WOOD BLOCKIN BASE ANGLE/TRI CONTACT TAPE INSULATION Fr✓Oyq \OEf1P�� C( S Align and level girts on endwall. 6D: If the walls are -to be insulated, place a continuous run of contact tape along the gable angle and bose.member. Starting at the corner of the endwall, attach the first piece of insulation to the contact tape on the gable angle. Pull tight and adhere to tape at the base. Cut off excess . insulation. it Is recommended that insulation not be installed more than 6 feet ahead of panels. NOTE: At the base cut off the insulation a minimum of 1/2 inch above the bottom of the wall Panel. This will prevent the insulation from hanging below the wall panel and wicking moisture. 6E: Start at the corner, trim panel (if required) and set in place. Refer to corner details in the erection drawings for the panel starting distance from the corner, When the panel is located and plumb, install fasteners. 6F: Install remaining endwoll insulation and panels, being careful to maintain'the correct panel coverage as suggested in step 5D. 6G: Install corner trim. REVILt,'ED FOR CGDE COMPLIANCE AUG 18 ,?016 BUREAU VERITAS NORTH AMERICA, INC. BY CK•0 FDSN PNR PNR NSSUAM Building Systems 2„a S. Garfield haat office: (509) 244-5611 an NG Company Airway Heighls, WA 99001 (800) 941-2291 , /� Q fA PROJECT: IAN CARLISLE 30x4OxI4 CA 064611 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE 8 2t 17 LOCATION: Oroville, CA 95965, - , 2016 CAD DATE SCALE ` PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE 3/16/16 N.T.S. 1 A 15—B-27340 DET17 ' 0 Wr STEP 7: INSTALL ROOF PANELS • • 7A: Install eave trim over top of sidewoll panels and eave struts with fasteners per erection drawings eave detail. 713: If the roof is insulated, place a continuous run of contact tope along top of eave struts at both sidewolls. Lay o starter roll of blanket insulation from eave NEVER STEP ON LIGHT TRANSMITTING PANELS, TRANSLUCENT PANELS, OR to eave across roof and secure to contact tape. (refer to pocking list for UNATTENDED ROOF PANELS. width of insulation starter roll). It is recommended that insulation be installed no more than '6 feet ahead of panels. NOTE: For PBR roofs with a ridge panel, it is recommended that both sides of the ridge of a building be sheeted simultaneously. This will keep the insulation covered for the maximum amount of time and the panel ribs can be kept in RAKE SSP 8: INSTALL TRIM AND ACC SSORI S proper alignment for the ridge panel. This is critical on the PBR" panels so that the ridge caps con be properly installed. Check for proper coverage as the sheeting progresses. Note panel -sheeting sequence below! Panels May Collapse If Not Properly Secured! FRAMED PERSONNEL DOOR - \ -- OPENING SAVE GUTTER INSULATION Roof panels must be completely attached to the P P y purlins and to panels 8A: Install rake trim and gable closure. on either side before they can be o safe walking surface. Light 8B: If included with the building, instoll the eave gutter, corner closures and transmitting panels or translucent panels con never be considered as a downspouts. walking surface.' NOTE:Remove all loose fasteners, blind rivets, drill shavings, etc... from gutter 6 Partial) attached or unattached I Y panels should never be walked on to guard against corrosion. Do Not: SC: Install accessories (doors, windows, louvers, etc...) not previously installed. t � Refer to the appropriate details for installation instructions. 4 1 1. Step on rib at edge of panel. IMPORTANT: 2. Step near crease in rib `at edge of panel. Remove debris from roof and wall surfaces during installation and after. INSULATION Clean surface of sheeting as required to remove smudges and touch-up 3. Step within 5 feet of edge on unsecured -panel. any minor/mild scratches with color match touch-up point. '• ENDWALL PANELS SIDEWALL PANELS A single roof panel must never be used as a work platform. An OSHA. approved runway should be used for work platforms! (Consult OSHA ' 7C: Install the first run of roof panels across the building from eave to eave, Safety, and Health Regulations for the Construction Industry). Safety First! • or eave to ridge. To allow proper Installation of rake trim the storting location for the first panel must be as shown in rake de(ails included with the erection drawings. When the first run is properly located and aligned with the correct endlops and eave overhang, fasten to Roof purlins. panels .should be installed so that the sidelop is in a direction away from the prevailing wind. Refer to appropriate lop detail. 7D: Install remaining roof insulation and panels. To avoid accumulative error due to panel coverage gain or loss, properly align each panel before it is fastened. Occosianal checks should be mode o ensure that correct is . panel coverage maintained. Special attention should be given to fastener, mastic and closure requirements. Refer to details with erection drawings. L7E: At finishing end of roof, the last panels may reGvire field modification for installation of rake trim. Refer to rake details: DO NOT BACK LAP THROUGH ' FASTENED ROOF SHEETS. NOTE: Roof panel types and installation requirements will vary. Refer to the appropriate details for the specific pone) used. IMPORTANT: Loose fasteners, blind rivets, drill shaving, ETC.. must be removed from roof to guard against corrosion. It is the responsibility of the erector to provide temporary erection bracing until the structure is completed. This bracing is to remain in place until all roof and wall panels are installed. WOOD BLOCKING i FOR GIRT ALIGNMENT + ISSUE DATE DESCRIPTION 0 3/16/16 FOR ERECTOR INSTALLATION REVILVED FOR CODE COMPLIANCE AUG 18 •2.016 BUREAU VERITAS NORTH AMERICA, INC. RMAPoh® Building Systems 2714 S. Garfield Road Office: (509) 244-5611 an NCI Company Airway Heights, WA 99001 (80D) 941-2291 /� e + PROJECT: IAN CARUSLE 3Ox4Oxl4 CA 064613 CUSTOMER: Factory Steel Ovrstock OWNER: IAN CARLISLE ti LOCATION: Oroville, CA 95965, Mar 22, 2016� Cryl� CAD DATE. SCALE PHASE BUILDING ID JOB NUMBER SHEET NUMBER ISSUE '� CAS, 3/16/16 N.T.S. 1 A 15-B-27340 DET18 D