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Home My WebLink AboutB16-1970 000-000-000'�. Job number >> 15-051 DATE 9/ 7/16 +' r Structural Calculations for Maisie Jane's 3764 Hegan Lane } Chico, Ca. Gary Hawkins Architect 3045 Ceres Ave. Ste 135 Chico, Ca. 95973 (530) 892-2700 (530) 893-0532 Fax 'J 4 Com. SEP 0.7 2016 � 93 DEVELOPMENT N REN. SERVICES 8)6_A70 of CALIF o E0/ 1 EV1f t D 4 FOR CODE COMPLIANCE Nov 10 2016 INTERWEST CONSULTING GROUP PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES SEP r`C REVIEWED FOR �1u (I CODE COMPLIANCE IN?'`a4,1,� Pic DATE_— _ _' I _/._' I (Jr -_---RY:C� COAC-(-J'- Only t CCAV"C114,1 a -6n. pevI" +� 3 lZ" C�n�ck ef-ceCA've of Slab; c� 51. a � LqA vs a f ' 10 3(c e c 1. F�oWWI a f,1AI& �le,.,e,— MA0�le( ^� ��MOAS uN(f - Win�1 6f a•32dK�'�to� S�a� ed�.e r/'eJ'�t. �Tf ih ►MU = .fl,`'��-�-f-��/-Ft -� af,� �s m e L►� - s (Oar Tj r5. C'10A IAJ �eo-��o.� wk��- tr I T ,Cn,O� upk (00 -OL CWtUd) . th —ry 'Dl, of 190-14 -�004�k) . BUTTE COUNTY BUILDING DIVISION APPROVED STRUCTUREPOINT - spMats v8.12 (TM) 07-28-2016, 10:20:34 A Lic'onsed to: Frank Glazewski, License ID: 65170-1051547-4-23CF9-23CF9 F:\Frank\_Active jobs\16-034 Maisie Jane's Metal Building\Slab design.ma8 Page C5b - ELEMENT BOTTOM DESIGN MOMENT AND REINFORCEMENT: g 9 Units --> Moment (kip-ft/ft), As (in^2/ft)� Flags --> [m] Minimum controls. (x] Exceeds maximum. [*] Cannot compute. 1 Elem Ld Comb. Ave. M(ux) As(xx) Ld Comb. Ave. M(uy) As(yy) -------=----- ---------- -------------- ---------- ------ 1 U13 -0.01 0.001m U13 -0.04 0.005 2 U13 -0.01 0.001m U15 -0.10 0.012 3 U15 -0.02 0.002 U15 -0.28 0.034 4 U15 -0.01 0.001 U15 7-D-3 9 0.048 b 5 U12 -0.01 0.001m U15 -0.44 0.05 6 U11 -0.01 0.001m U15 - U 742�- 7 U15 -0.02 0.002 U15 -0.34 0.042 8 U15 -0.02 0.002 U15 -0.22 0.027 9 U15 -0.01 0.001m U15 -0.10 0.013 10 Ul -0.01 0.001m U15 -0.03 0.004 =-oA 7h� BUTTE COUNPI BUILDING DIVISION APPRU"VD Foundation Design Summary Perimeter footing.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM Accounting F'c Project Notes Add Notes Here Concrete Design Criteria Design Provisions ACI 318-11 Conc. E Multiplier 1 Load Cases & Combinations Strength Combinations IBC 2009 LRFD Service Combinations IBC 2009 ASD Custom Service Cases 0 Case(s) Custom Combinations 0 Case(s) Safety Factors 0.31 in^2/Ft. Strength Uplift 1.00 Strength Sliding 1.00 Strength Overturning 1.00 Service Uplift 1.50 Service Sliding 1.50 Service Overturning 1.50 Reduce Seismic Overturning No Seismic Criteria Bearing Pressure OK? Redundancy X (p) 1 Redundancy Y (p) 1 SDS 0.526 SDI 0.326 SI 0.26 Occupancy Category II Category (SDC) D Sliding Criteria 1 Service Force X 0.0000 K Strength Force Y 0.0000 K Service Force Y 0.0000 K Strength Force X 0.0000 K Passive Pressure 0.0000 psf Friction Coefficient 0.5000 Soil Criteria Allowable Bearing 1500.0000 psf Concrete Design Parameters F'c 2.5 Ksi Fy 60 Ksl Rebar Layers Top and Bottom Top Cover 7 In Bottom Cover 3 In Outer Bar Direction X Rebar Preference #5 @ 12 In Design Unit Width Per Foot Concrete Detail Information Bar Pattern 1 : #5 @ 12 In 0.31 in^2/Ft. Minimum Concrete Reinforcement Minimum Steel Type ACI 7.12.2.1 Minimum Steel Ratio 0.001800 Placement Split Top/Bottom Design Summary Foundation Stable? Yes (unity = 0.78) Slab Steel OK? Yes (unity = 0.95) Shear Capacity OK? Yes (unity = 0.18) Bearing Pressure OK? Yes (unity = 0.39) Punching Shear OK? Yes (unity = 0.19) Pile Capacity OK? Yes (unity = 0.00) Foundation Geometry Area 28 ft^2 Width 28 ft Height 1 ft Volume 88704 in^3 Columns 1 Foundation Boundary Information Footing IMaterial jArea IThIckness ISoil Stiffness ISelf Weight Footing 1 Concrete F'c= 2.5 Ksi 28 ft^2 22 in 0.15 K/in^3 Yes BUTTE COUNTY BUILDING DIMSION APPROVED VisualFoundation 6.0 6.00.0007 1 www.iesweb.com Foundation Layout Perimeter footing.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM l i t i t • 4 ' _ I � I 1 r I i F 2i ft 14.ft 14 R , r _ t El Y i i _ _ ti _ .A.. a r-- k Wall Pundmig Nor' -d ! _ t ' ; .j ... . 1 '{ .. +.. ✓, { I { _Y.._ �_ :.:- _._...-> .k,.:._. -. - ..:_,y.. I , .:J.+i:...h .-�_. n .-.- ..._ •.... .-... _. «r•., .... _..... _ ... _,....-......7.. _ �...r.._ -., ._. _.' . wy-r... .-' . 1 ..:.i ._ . _. �: ,.. VisualFoundation 6.0 6.00.0007 r BUTTE CflMt t T BUILDING DIVISION APPROVED , www.iesweb.com I Loads and Foundation Components Perimeter footing.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM IJCIJCIluCl11 LVdu %.VIII VIIIAIIVIIb Location FWL4 FWL2 Combination Name Building Code JEquation Design Type 16-8 IBC 2009 ASD D Soil/Service 16-12W s+X IBC 2009 ASD D + W+X Soil/Service 16-13W+Lr b+X IBC 2009 ASD D + 0.75W+X Soil/Service 16-14,x+X IBC 2009 ASD 0.613 + W+X Soil/Service 16-15 IBC 2009 ASD 0.61 Soil/Service 16-1 • IBC 2009 LRFD 1.413 Footing/Strength 16-21-r IBC 2009 LRFD 1.2D Footing/Strength 16-3Lr+W b+X IBC 2009 LRFD 1.213 + 0.8W+X Footing/Strength 16-41-r *+X, IBC 2009 LRFD 1.213 + 1.6W+X Footing/Strength 16-6 x+X IBC 2009 LRFD 0.913 + 1.6W+X Footing/Strength 16-7 IBC 2009 LRFD - 0.913 Footing/Strength Rin LoaOS Case IName Location FWL4 FWL2 Mx My Sliding X Sliding Y W+X NLl COLI 6 K 0 K -ft 0 K -ft 0 K 0 K 16-12W a+X COLI K 0 K -ft 0 K -ft 0 K 0 K 16-13W+Lr w+X COLI 4.5 K 0 K -ft 0 K -ft 0 K 0 K 16-14 *+X COU 6 K 0 K -ft 0 K -ft 0 K 0 K 16-3Lr+W *+X C01-1 4.8 K 0 K -ft 0 K -ft 0 K 0 K 16-41-r *+X COLI 9.6 K 0 K -ft 0 K -ft 0 K 0 K 16-6 s+X COLI 9.6 K 0 K -ft 0 K -ft 0 K 0 K BU i i t CflLJi --,,- BUILDENG ®MSIOIN APPROVE VisualFoundation 6.0 6.00.0007 3 www.iesweb.com W+X W+X FWL4 FWL2 W4 -3.43 K 0 K -ft 0 K -ft 0 K W2 3.43 K 0 K -ft 0 K -ft 0 K 0 K 0 K Columns Column Ix IY IType Width/Radius IDepth COLI 10 ft 0.5 ft Square 6 in 6 in Walls Wall IThickness lHeight Start X Istart Y jEnd X End Y W2 W4 61n 61n 0.5 ft -4 ft 0.5 ft loft 0.5 ft loft 0.5 ft 24 ft 0.5 ft 0.5 ft BU i i t CflLJi --,,- BUILDENG ®MSIOIN APPROVE VisualFoundation 6.0 6.00.0007 3 www.iesweb.com Stability, Bearing Pressure, and Slab Displacement Perimeter footing.vfp Frank Glazewskl FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM Bearing Pressure Maximum . 1 r Soil Parameters Soil Load Combinations IBC 2009 ASD Allowable Bearing Pressure 1500.0000 psf Bearing Pressure Load Combination Location jPressure jUnity Value jAverage Value . 16-12W *+X (24 ft, 0.5 ft) 579.86 psf 0.38658 305.7 psf 16-8 (4.5486 ft, 0.16667 ft) 274.98 psf 0.18332 274.98 psf ,LaDllliy load Combination JEquation 11.1plift Force lResisting Force ISafety Factor jAllow. Safety Factor 16-8 D 0 K 7.6995 K > 1000 1.5 16-6 -+X 0.91D + 1.6W+X 9.6 K 17.906 K 1.87 1 g statlwty Load Combination Equation Sliding Force Resisting Friction Reslsting Passive Resisting Safety Factor Allow. Safety Force Force Additional Force Factor 16-8 D 0 K 3.8498 K 0 K 0 K > 1000 1.5 16-1 1.41) 0 K 5.3897 K 0 K 0 K > 1000 1 overturning Stability Load Combination Equation SldeOverturnSafe Ing Resisting Moment ty Factor Allow. Safety Factor Moment 16-8 D Vl->V2 (10 ft, 0 ft) 0 K -ft 3.8498 K -ft > 1000 1.5 16 -6 -*+X 0.9D + 1.6W+X Vl->V2 (10 ft, 0 R) 4.8 K -ft 8.9528 K -ft 1.87 1 placement Load Combination Location TZ -Displacement 16-14 *+X (10 ft, 0.5 ft) 0.00065 in 16-12W,*+X (24 ft, 0.5 ft) -0.02685 In VisualFoundation 6.0 6.00.0007 4 BUTTE COUNT Y BUILDING DIVISION APPROVED www.iesweb.com I Concrete Design: Flexure Perimeter footing.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHCfECT 7/28/2016 11:15 AM TProvided Top Steel_r Provided Top Steel X -Direction (steel parallel to X) Y -Direction (steel parallel to Y) { 3 1 ' + i f I + ) -u��- Required Top Steel Required Top Steel X -Direction (steel parallel to X) Y -Direction (steel parallel to Y) t } t i i f1 + i 1} X Top Steel Check _ocation lCombination Mu/Ft. 10 Id jAs Reqd./Ft. jAs Flex./Ft. As Min./Ft. jAs Prov./Ft. jUnIty ;10.109 ft, 16-6 a+X 18.904 K -ft 0.90 14.688 in 0.2929 in^2 0.2929 In^2 0.2376 in^2 0.3070 in^2 0.95402 ).25 ft) (Min) ;4.5486 ft, 16-1 0.00035 K -ft 0.90 14.688 in 0.2376 in^2 0.0000 in^2 0.2376 In^2 0.3070 in^2 0.77394 ).16667 ft) (Min) r rop steei cnecx .ocation 1combination Mu/Ft. d jAs Reqd./Ft. jAs Flex./Ft. jAs Min./Ft. JAS Prov./Ft. Unity 10.219 It, 16-41-r a+X 0.07191 K -ft 0.90 14.063 In 0.2376 in^2 0.0011 in^2 0.2376 in^2 0.3070 in^2 0.77394 1.75 ft) (Min) 4.5486 ft, 16-1 0.00049 K -ft 0.90 14.053 In 0.2376 In^2 0.0000 In^2 0.2376 In^2 0.3070 In^2 0.77394 1.16667 ft) (Min) BUTTE iE U0UNj 7, BUILDING DIVISION APPROVED VisualFoundation 6.0 6.00.0007 5 www.iesweb.com 9 H Concrete Design: Flexure .Perimeter footing.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM L Provided Bottom Steel �--T ___.- X-Direction (steel parallel to X) Provided Bottom Steel Y -Direction (steel parallel to Y) s i Vi Required Bottom Steel Required Bottom Steel X -Direction (steel parallel to X) Y -Direction (steel parallel to Y) I- qiakif I X Bottom Steel Check Location lCombination Mu/Ft. 10 Id jAs Reqd./Ft. jAs Flex./Ft. fAs Min./Ft. jAs Prov./Ft. jUnIty (21.113 ft, 16-6 *+X 0.13732 K -ft 0.90 18.688 in 0.2376 in^2 0.0016 in^2 0.2376 In^2 0.3070 In^2 0.77394 0.25 ft) (Min) (-2.5104 ft, 16-3Lr+W 0.03381 K -ft 0.90 18.688 In 0.2376 in^2 0.0004 in^2 0.2376 in^2 0.3070 In^2 0.77394 0.17708 ft) o+X Min T esonom bteei cnecK Location lCombination Mu/Ft. 1m ld jAs Reqd./Ft. jAs Flex./Ft. jAs Min./Ft. JA t. JUNIty (10 ft, 0 ft) 16-6 -+X 0.04266 K -ft 0.90 18.063 in 0.2376 in^2 0.0005 in^2 0.2376 In -2 .3070 in 0.77394 (Min) (4.75 ft, 0 ft) 16-3Lr+W 0.00082 K -ft 0.90 18.063 in 0.2376 In^2 0.0000 In^2 0.2376 In^2 0.3070 In ?2 0.77394 b+X (Min) c -4r T 45 BUTTE 0.1out i -y BUILDING DIVISION APPROVED Visual bundation 6.0 6.00.0007 6 www.iesweb.com Concrete Design: Shear Perimeter footing.vfp Frank Glazewskl FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 11:15 AM ' -Shear. Factor , a . d Slab Shear Check ' Column Punching Shear Check Name ILocation Perimeter jBeta C Vc ILOad Case ILoad Soil -Footing jUnity COLI Corner 24 In 1 0.75 67.5 K 16-6 *+X -9.5381 K 0 K 0.18841 i BUTTE E COVINTT BUILDING DIVISION APPROVED VisualFoundation 6.0 6.00.0007 7 www.iesweb.com i Foundation Design Summary Perimeter footing - corner.VfP Frank Glazewskl FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM Accounting F'c Project Notes Add Notes Here Concrete Design Criteria Design Provisions ACI 318-11 Conc. E Multiplier 1 Load Cases & Combinations Strength Combinations IBC 2009 LRFD Service Combinations IBC 2009 ASD Custom Service Cases 0 Case(s) Custom Combinations 0 Case(s) Safety Factors 0.31 In^2/Ft. Strength Uplift 1.00 Strength Sliding 1.00 Strength Overturning 1.00 Service Uplift 1:50 Service Sliding 1.50 Service Overturning 1.50 Reduce Seismic Overturning No Seismic Criteria Bearing Pressure OK? Redundancy X (p) 1 Redundancy Y{p) 1 SDS 0.526 SDI 0.326 S1 y 0.26 Occupancy Category II Category (SDC) D Sliding Criteria 1 Service Force X 0.0000 K Strength Force Y 0.0000 K Service Force Y 0.0000 K Strength Force X 0.0000 K Passive Pressure 0.0000 psf Friction Coefficient 0.5000 Soil Criteria Allowable Bearing 1500.0000 psf Concrete Design Parameters F'c 2.5 Ksl Fy 60 Ksl Rebar Layers Top and Bottom Top Cover 7 In Bottom Cover 3 in Outer Bar Direction X Rebar Preference #5 @ 12 In Design Unit Width Per Foot Concrete Detail Information Bar Pattern 1 : #5 @ 12 In 0.31 In^2/Ft. Minimum Concrete Reinforcement Minimum Steel Type ACI 7.12.2.1 Minimum Steel Ratio 0.001800 Placement Split Top/Bottom Design Summary Foundation Stable? Yes (unity = 0.83) Slab Steel OK? Yes (unity = 0.77) Shear Capacity OK? Yes (unity = 0.53) Bearing Pressure OK? Yes (unity = 0.99) Punching Shear OK? Yes (unity = 0.17) Pile Capacity OK? Yes (unity = 0.00) Foundation Geometry Area 35 ft^2 Width 18 ft Height 18 ft Volume 110880 1n^3 Columns 1 Foundation Boundary Information Footing Material jArea IThickness ISoll Stiffness ISelf Weight Footing 4 Concrete F'c= 2.5 Ksl 35 ft^2 22 In 0.15 K/In^3 Yes y BUTTE COUNTY BUILDING DIVISION APPROVED VisualFoundation 6.0 6.00.0008 1 www.iesweb.com i Foundation Layout Perimeter footing - Corner.vfp Frank Gla7ewsk] FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM ft .... .. 4. ? J. "J. W Pvn q- P;d.�.l 3m it i1-2 j Lit, + ' I VisualFoundation 6.0 6.00.0008 2 .i BUTTE COLIN iY BUILDING DIViSION APIPROVED www.lesweb.com �3 T 17 ft I L vi", 1 .4 . . . . . . . 4. A.- !-J- iFooting 4. 7-7 4- f .4 T it i1-2 j Lit, + ' I VisualFoundation 6.0 6.00.0008 2 .i BUTTE COLIN iY BUILDING DIViSION APIPROVED www.lesweb.com �3 t I . Loads and Foundation Components Perimeter footing - Corner.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM Dependent Load Combinations Combination Name Building Code JEquation IDesign Type 16-8 IBC 2009 ASD D Soil/Service 16-12W" *+X IBC 2009 ASD D + W+X Soil/Service 16-13W+Lr *+X IBC 2009 ASD D + 0.75W+X Soil/Service 16-14 b+X IBC 2009 ASD 0.61D + W+X Soil/Service 16-1 IBC 2009 LRFD 1.413 footing/Strength 16-3Lr+W A+X IBC 2009 LRFD 1.213 + 0.8W+X Footing/Strength 16-41-r *+X IBC 2009 LRFD 1.213 + 1.6W+X Footing/Strength 16-6 *+X IBC 2009 LRFD 0.913 + 1.6W+X Footing/Strength nn Loads Case IName Location 11, - Mx Imy Sliding X ISIlding Y W+X NO COLS 5.5 K 0 K -ft 0 K -ft 0 K 0 K 16-12W b+X C01-3 5.5 K 0 K -ft 0 K -ft 0 K +, 0 K 16-13W+Lr *+X COLS 4.125 K 0 K -ft 0 K -ft 0 K 0 K 16-14 »+X COLS 5.5 K 0 K -ft 0 K -ft 0 K 0 K 16-3Lr+W.p+X COLS 4.4 K 0 K -ft 0 K -ft 0 K 0 K 16-41-r *+X COLS 8.8 K 0 K -ft 0 K -ft 0 K 0 K 16-6 »+X COLS 8.8 K 0 K -ft 0 K -ft 0 K 0 K Loads Case IName lWall 1w jMX Imy Sliding X Sliding Y W+X FWL12 W12 -4.2875 K 0 K -ft 0 K -ft 0 K 0 K W+X FWL14 W14 -3.43 K 0 K -ft 0 K -ft 0 K 0 K X Y IType Width/Radius IDepth 13.5 ft 0.5 k Square 6 In 6 in Wall IThickness lHeight IStart X IStart Y' jEnd X End Y W14 6 I 0.5 ft 13.5 ft - 4 f 13.5 ft 18 ft W12 6 I 0.5 ft -4 ft 0.5 ft • 13.5 ft 0.5 ft VisualFoundation 6.0 6.00.0008 I , BUTTE COUNTY BUILDING DIVISION Y APPROVED. 3 www.iesweb.com i . j c r VisualFoundation 6.0 6.00.0008 I , BUTTE COUNTY BUILDING DIVISION Y APPROVED. 3 www.iesweb.com (S' Stability, Bearing Pressure, and Slab Displacement Perimeter footing - Corner.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM Maximum - 1 Soil Parameters Soil Load Combinations IBC 2009 ASD Allowable Bearing Pressure 1500.0000 psf Bearing Pressure Load Combination location Pressure Unity Value jAverage Value 16-14 w+X (-4 ft, 1 ft) 1482.5 psf 0.98833 228.35 psf 16-8 (13.167 ft, 7.5938 ft) 274.98 psf 0.18332 274.98 psf stability Load Combination JEquation jUplift Force lResisting Force Safety Factor jAllow. Safety Factor 16-8 D 0 K 9.6244 K > 1000 1.5 16-6 s+X 0.913 + 1.6W+X 8.8 K 21.01 K 2.39 1 Slidina Stability Load Combination Equation Sliding Force Resisting Friction Reslsting Passive Resisting Safety Factor Allow. Safety Force Force Additional Force Factor 16-8 D 0 K 4.8122 K 0 K 0 K > 1000 1.5 16-41-r n+X 1.21) + 1.6W+X 0 K 7.5486 K 0 K 0 K > 1000 1 :urning stability Load Combination Equation Side Overturning Resisting Moment Safety Factor Allow. Safety Factor Moment 16-8 D V4761 ->V4762 (5 0 K -ft 46.884 K -ft > 1000 1.5 ft, oft) . 16-6 -+X 0.913 + 1.6W+X V4766 ->V4761(-4 154 K -ft 269.78 K -ft 1.75 1 R 0.5 ft placement Load Combination Location Z -Displacement 16-14 w+X (14 ft, 0 ft) 0.17547 In 16-14 +X (-4 ft, 1 ft) -0.06863 In BUTTE COUNTY BUILDING DIVISION APPROVED Visualfoundation 6.0 6.00.0008 4 www.iesweb.com 1,60 fi Concrete Design: Flexure Perimeter footing - Corner.vfp Frank Glazewskl FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM Irectlon stee para t j i - i } ., v4 o , Pequired, i -Direction(steel para t s a a � , a I'l X Top Steel Check Location lCombination Mu/Ft. d As Regd./Ft. JAs Flex./Ft. As Min./Ft. jAs Prov./Ft. 11.1nity (13.75 ft, 16-6 -+X 0.93056 K -ft 0.90 14.688 In 0.2376 in^2 0.0141 in^2 0.2376 in^2 0.3070 In^2 0.77394 0.39063 ft) (Min) (13.167 ft, 16-1 0.00049 K -ft 0.90 14.688 in 0.2376 in^2 0.0000 in^2 0.2376 in^2 0.3070 In^2 0.77394 7.5938 ft) (Min fop Steel Check Location Combination Mu/Ft. d jAs Reqd./Ft. jAs Flex./Ft. jAs Mln./Ft. jAs Prov./Ft. 11.1nity (13.055 ft, 16-6 -+X 0.15526 K -ft 0.90 14.063 In 0.2376 in^2 0.0025 In^2 0.2376 In^2 0.3070 in^2 0.77394 0.25 ft) (Mln) (13.167 ft, 16-1 0.00054 K -ft 0.90 14.063 In 0.2376 in^2 0.0000 in^2 0.2376 in^2 0.3070 In^2 0.77394 7.5938 ft Min BUT TE GGUIN iY BUILDING DMIS)ION APPmuVED VisualFoundation 6.0 6.00.0008 5 www.lesweb.com Concrete Design: Flexure Perimeter footing - Corner.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM Provided ottom St �l irectlon stee paralle I t ; -U-rec-ti-o-n-(-steel parallel t I ReatArpell ttom St Required Bottom St �l ' 1 � - Irectlon stee paralle I t } - Irection(steel parallel t t I o i X Bottom Steel Check Location lCombination Mu/Ft. d As Reqd./Ft. jAs Flex./Ft. jAs Mln./Ft. jAs Prov./Ft. jUnity (5.7031 ft, 16-6 s+X 18.558 K -ft 0.90 18.688 in 0.2376 In^2 0.2238 In^2 0.2376 in^2 0.3070 in^2 0.77394 0.25 ft) (Min) (13.167 ft, 16-3Lr+W 0.00078 K -ft 0.90 18.688 In 0.2376 In^2 0.0000 in^2 0.2376 In^2 0.3070 In^2 0.77394 7.5938 ft) -+X Min 3ottom Steel Check Location lCombination Mu/Ft. R Id jAs Reqd./Ft. jAs Flex./Ft. jAs Min./Ft. jAs Prov./Ft. Unity (13.25 ft, 16-6 *+X 17.491 K -ft 0.90 18.063 in 0.2376 In^2 0.2183 In^2 0.2376 In^2 0.3070 In^2 0.77394 8.625 ft) (Min) (13.167 ft, 16-3Lr+W 5.0256 K -ft 0.90 18.063 in 0.2376 In^2 0.0621 in^2 0.2376 In^2 0.3070 in^2 0.77394 7.5938 ft) *+X Min v BUTTE Vou,l ,1 i BUILDING DIMSIJl-4 APPROVED VisualFoundation 6.0 6.00.0008 6 www.iesweb.com Concrete Design: Shear Perimeter footing - Corner.vfp Frank Glazewski FRANK M GLAZEWSKI - ARCHITECT 7/28/2016 2:12 PM thea Eactar--fl. ° ® s � R r t i r' Slab Shear Check VisualFoundation 6.0 6.00.0008 7 • i BUS 1 ECOUN i 3 BUILDING DIVISION APPROVE® - www.iesweb.com Location Case - Vux Vux/Ft. oVoc/Ft Case - Vuy Vuy/Ft. mVcy/Ft. jUnity Check (13.503 ft, 0.75 16-4Lr *+X 2.2763 K 13.219 K 16-4Lr a+X 6.6942 K 12.656 K 0.52893 k Column Punching Shear Check - Name ILocation jPerinneter IBM C 10 jvc ILoad Case ILoad Soil -Footing jUnity COL3 Corner 241n 1 0.75 67.5 K 16-6 *+X -8.7381K 0 K 0.1726 VisualFoundation 6.0 6.00.0008 7 • i BUS 1 ECOUN i 3 BUILDING DIVISION APPROVE® - www.iesweb.com `Description;Maisie Jane's - Butte County, California 111114 �' _ Grids*2<and 3.. Left'end ' Footing check; Left end of frame 712812016 Footing loads - Vertical; Negative input is uplift, - Ognore Cu. for uplift conditions ` dgnore footing DL for gravity case t •LL° aµ a x -*-W Mw,r;Wlwa u ' Load case; Ft9OL DL. CLL iLr S - dVl_; WL2�Y dVL3r WL4 z hLWL',1 ,g LWL2 , LWL + , P(kips) 4.556 W9tW.10YE1'WE2`t` .E3aanE4t . g�LW3RBUP.LW RBQWLW x EQ ' # RBUPEQ •RBDWEQ 1.4.. s 4 800 0:600 0.000 6 r 2:400.2 2'400 ' ~ ❑nput factored loads Custom case Design; Load combination, P4 ,; ;n ' Bearing capacity;. 30,38',,, kips Factored design gravity load i s 0;000'x; kips Factored design uplift load, A', `6 000.E � kips awf rtx �, 26.856 t D+L , ` ��( ��, . •8.940 0.6D+0.6W5 Width fl ; w Len th ft ;a Footing geometry 4.500 +' x 4 500 Depth(in); ; :, Footin width increment; ` x s,. , ;%18 fl0 hzy t + S 4 3.00 Inches Pedestal;. ', e0.000"N - x ; 0 000 x k 0.002 I ❑nclude in DL for uplift resistance? Thickness m ' ` • Len th ft ; Hel ht in ,... ^ •...'� Steritwall t ,t^.;k0 000 '•_ x' <'- x �s ?'.0.00, 13-ude in DL for uplift resistance? Check footing to resist uplift; DL Contribution; Factored;DL Factor 1 ` Footing dead load;+ - 4.556 kips 2.734 0.60 Slab over footing; Half footing area i ' 0.759 kips ", 0.456 0.60 Footing at left, None/eustom .. c�kips' . *1 # 0,000 kips ` 0.000 - 0.60 v'v Tie footing; None/custom 7 0,000 kips 0.000 0.60 Footing at right None/Custom 4�. 0.000 •kips, +! 0.000 %0.60 Footing DL to resist uplift forces, :. 3.189 kips Input calculated uplift resistance-,perimeter footing, • 1 ,6:000 kips Net uplift, including DL contribution of footings; ` ! 0.249 kips r Negative value indicates net uplift - must be greater than zero - Footing loads -Horizontal; - ?W1_'T 4Y2CJN3,;tW4-�f11V3� W6� WZwr i ' Load case; t , DL CLL LL LLr S .a,Wl ]';g � WL2a x WWL3A,' W! 4 � ,UWL1'a ,tLWL2� Input loads; Y1600� .;1:600 ; 9 200' 31k0 000 tr 0 000 •1240,0 t0 600 P -9500-7.700 ? '5:600 f=3:900 GAS 0 200 t Adjustedfordirection; ; •1.600 1 •1.600 - . •9.200 - 0.000 1 0.000 1 12.400 10.600 9.500 7.700 5.600 3.900 0.200 < ' W10, Eta4 � �;E2" z, '� � n 9 E3 & -E4 •t t� sx LWL4r 'R UP RBDWLW EQ � :R RBUPEQ RBDWEQ `� •1.600; - I100 � ,?'60.000" .," 1,100`;• $=�,0 000 x '0.000..0000': a r Factored Horizontal load; dnput factored loads •,. °y Design; <' ' t •1:600, ' •0.100 _1 0.000 1.100' 1 0.000 1 0.000 0.000 " Outward; < "0.00 kips 12.400 kips D+L + ;v Negative forces are outward forces - Inward; f F0:00�ti C kips 5520. kips 0.6D+0.6W1 ^ `, Check hairpin;ri 141+1 • " ; rOkl No.:6r�' bar A, 0.880 'in' MaxouNvardforce; 12.40 kips; Capacity; 17.60' kips 1 bu Lc BUILDING `DIVISI0i11' -Ap'p" 1UVLD , Description; Maisie Janes Butte County, California o _ .r - Gads'2�and 3�.�Ri' ht end of frame �?�'_ 9�r r v;x�.�ettix:��.��"L•:��t;�'� ��ri�� ,;?�k�� :" + r `€ Right .Footing check; 9 end of frame - > 2�: � � w ' ` 712612016 • Footing loads - Vertical; Negative input is uplift; Dgnore 0.L for uplift conditions Ognore footing OL for gravity cases �• • . - Load case; Ftg DL DL CLL LL- LLr S r 1x LJYt, ,L2. Y g WL3 WL4 ;5 LWL: € IV,, WLZt LWL3 P(kips) .8:300P�,1;400m44:3002,500;.t8:Q00,W11:1009 ?f,8.300 4.556 Jy3200,<2900„16SOO,x,�a< �t0000.ay0000? s F F Dnput factored loads s a Custom case RNOW8 r ��rw9;; s W.10> w ,E1,"�'x'W E3 E2 7« a k �tiE4 „ LWL4, -,RBUPLW� RBDWLWrE4 3 s" RBUPEQ RBDWEQ - s 1.400•-06004.8D0't0:600t><,s0-000 •2400;2:400;r Design; Load combination; Y. Bearing capacity; 30.38 kips Factored design gravity load ft0:000 A' kips MT x •'` 26.956 D+L Factored design uplift load, °0.000.^ kips -8.880.♦ 0.6D+0.6W5 r Width ft; Footing geometrya 4.500 x ` Len th ft 4 500 De th in 1 i Footing width increment; • L ! x �� `� 18 00 + i = c3-00, . inches Pedestal;, x;0.000 r %)0 OOOy,.; % °u0 00a z; dndude in DL for uplift resistance. > ! Thickness IV, Stemwall; 0'000 Len th ft ; 0.000 Hei ht in ','. 0 OOr, 'Dndude in DL for uplift resistance) ,t; x x .Y .Check footing to resist uplift, DL Contribution; - Factored, . y DL Factor " _ r Footing dead load; , ' .'.� 4.556 kips ' " 2.734 y, •+ .0 : 60 t . '. Slab over footing; Half footing area '. `0.759 kips 0.456' 0.60 Footing at left; Ute. None/eostom t 0.000 kips 0.000 " ' 0.80. s Tie fooling; None/Custom 7 ' i 0.000 ' kips 0.000 0.60 r " g-- i. Footing ofd hl; None/Custom r; l t . 0:000 kips � 0.000 0.60 Footing DL to resist uplift forces; 3.189 kips a r Input calculated uplift resistance- perimeter footing;,'.' r 6.000 ?kips : a•F. u Net uplift, including DL contribution of footings c "A 0.309 kips Negative value indicates net uplift - must be greater than zero - Footing loads -Horizontal; �W3;?W4 �mWS1M6��W7? Load case; DL CLL LL LLr S '=WL1kO, WL3 S WL41kLWL1 LWLZA ra LWt3 } . ^. • ' . Input loads; a .600rf 1v „1_:600 M9100 . 0100 0 : 0 000 "1100+1"n',VM.600•3.300 ,t,5.000.�'pa5 600? , ,,*3 9Q0, „10200 - Adjusted for direction; .1.600 -1.600 1 •9.200 0.000 0.000 0.100 -1.600 1 =3.300 1 •5.000 5.600 3.900 0.200 WB ,x,W9d�W10`:�E1."�+E2,::; a?E3,a"E4 .. .. •: T�' ; . i O" LWL4 R,BUP,LW RBDWLW °EQSd szy e v , ^:RBUPEQ .RBD.WEQ sO.000x Factored horizontal load; ❑nput factored loads Design; . 1.600. -0.100 0.000 1.100 0.000 0.000 0.000 ' Outward; i q' 4;0.00 " kips Inward, kips .12.400 ' 1.440 kips ` D+L 4 ` Negative forces are outward forces; kips O.6D+O.6W5 Check hairpin; { w i'f No.: ;6: Ma bar A, 0.880 • in Maz outward force; - -12.40 kips Capacity; 17.60 kips Okl .' #;* t !' • } ..+r � .^F rt ♦ • ,� • � ... - .# _ rJ� ISN I 4 y BUILry®ING ®7sf)s7ItOua6\f i• t a l� 3IaiJN - Description; I Maisie Jane's -Butte County, California Footing check; Right end of frarn. --L, 712812016 Footing loads - Vertical, Negative input is uplift; 09nore CLL for uplift conditions Dgnore footing DL for gravity case Load case; MW I Ftg DL LL LLr AL P(kips) 1 0.600 :��Pjm�0,7 GDFfl ,k0.WQt, .3 V,,'_0.000A1A0-,000,.& mwo r 0.000,n I Dnput factored loads Custom case: Design; Load combination; Bearing capacity; 6.00 kips Factored design gravity load OOOQZ kips 0.000 kips D 4.000 D+L Factored design uplift load !N0.000 tM, kips Check h -1.560 0.6D+0.6WI No.: Width (ft); Footing geometry; 2.000 1 x Len th fl D X, ,,x1200:�T Footing width increment; inches Pedestal; [%0 x ;00D;iw,j x Dnclude in 131. for uplift resistance? Thickness In Len gth(ft); Hei h, Sternwall; x 0.000 x o D,a, Dnclude In DL for uplift resistance? LLLft Check footing to resist uplift; DL Contribution; Factored; DL Factor Footing dead load; 0.600 kips 0.360 0.60 Slab over footing; Half footing area 0.150 kips 0.090 0.60 Footing at left; 0.000 kips 0.000 0.60 Tie footing; 0.000 kips 0.000 0.60 Footing at right; None/Custom 0.000 kios 0.000 0.60 Footing DL to resist uplift forces; 0.450 kips Input calculated uplift resistance - perimeter footing; kips Net uplift, including DL contribution of footings; 4.390 kips Negative value indicates net uplift - must be greater than zero - Footing loads - Horizontal; Load case; DL CLL LL LLr S Input loads; .0 ON .000 .000 0, -,-n"o m' 0:000,til-0:000:.t] 0.0 Adjusted for direction; 0.000 1 0.000 0.000 0.000 1 0.000 0.000 0.000 1 0.000 1 0.000 1 0.000 1 0.000 In nnn Factored horizontal load; Dnput factored loads Design; Outward;kips 0.000 kips D Inward; 0.000 kips NIA Check h No.: bar A, 0.400 int 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 1 0.000 Negative forces are outward forces, -I Max outward force;. 0.00 kips Capacity; 8.00 kips Ok! T BUT E COUNTY I BUILDING DIVISIOi4. APPROVED ZZ BUTTE COUNTY BUILDING DIVISION Description; Maisie Jane's - Butte County, California '• 11121�,a�Fn�+�4��, "x`. x��'•?+''�'°a4�:.`,�, »t'.R}.��,€a+� t'�;'�i-�;t3 n,�g;`S^t`xd?, �� rit€i Footing check; might end of frame -•» - 7/2812016 Footing loads - Vertical, Negative input is uplift; ignore CLL for uplift conditions ❑gnore footing DL for gravity case �� W1k�+s 'V112 VN3�11Y4s 1N5�IVll6_ Load case; • Ftg DL DL CLL LLLLr S ,pW+ 4i WR ,f WL �K'WL1 a ,xLWL2 1; = LWl3' P(kips) 0 000's t x_8,200, - 8200.1 „11,200 x;5:300, k 0:000 0.000: ?;0.000;':'. 0.938 �n 1:200 x ;1,100 6 000 :k D 000 • Onput factored loads Custom case: �i':WB' y •is;W9 W10+sE1�E2 a"E3';?ty :,E4s;,,; s 1WL"4,1i ':RBUPLW. RBDWLW sysEQ A�l,;RRUPEQRBDWEQ t.�0.000if. • 0,000. 0:000, Rs0:000^ ' {:,0:000 n10,000:fi -0:000 i?i Design; Load combination; Bearing capacity; 9.38 kips Factored design gravity load a 0.000 kips 9.238 D+L , ` Factored design uplift load ;6:000: "_� kips -6.000 0.6D+0.6W3 _ Width ft ; Len th ft ; Footing geometry; 2.500 x 2 500 De th %24 Footin width increment; x03,OOs' inches Pedestal; Ot000 I % ? t ", O OOQ� v" X 0.00dndude in DL for uplift resistance? f Thickness In ; Len Ili ft ; Hel ht In ; Stemwall; ti 5;0;000 x i X 0.000 x 0 OO .10 ®ndude in DL for uplift es stance? Check footing to resist uplift, DL Contribution; Factored; DL Factor Footing dead load; 0.938 kips 0.563 0.60 Slab over footing;Half footing area i•. 0.234 kips 0.141 0.60 Footing at left; None/Custom p„: 0.000 kips 0.000 0.60 Tie footing; None/custom _ 0.000 kips 0.000 0.60 Footing at right; [one custom Vii;.; 0.000 kips 0.000 0.60 Footing DL to resist uplift forces; 0.703 kips Input calculated uplift resistance- perimeter footing; z5500`Tkips Net uplift, including DL contribution of footings; 0.203 kips Negative value indicates net uplift - must be greater than zero - Footing loads - Horizontal;Wf € YIt2 ` `,ItU3 4 S .YI14°i fi.�....... B s-IN7 Load case; DL CLL LL I LLr S 6aWL1 + ,WL2 #',LWL2 (�; LWG3.', Input loads; x,;,0:000 . 0.000? , Y 0 000 +t 0000 .' r x 0,000 0 0:000 : m:000 � �$O 000 , `4 0:000. s10:0�. , .0.000 0.000,, Adjusted for direction; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1 0.000 0.000 1 0.000 0.000 'W8twW9,;111110;"nE1'KtE2,=,E3"n"KTYE4`° a LWl4;# MLIPLW RBDWLW 7 EQ j- ; ,RBUPEQ RBDWEQ �S O.00 ;000. '<0.000 X0.000:1 0;000.;sz �f:0.000' Factored horizontal load; dnput factored loads Design; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Outward; a. :O,OO kips Inward; le-,', kips 0.000 0.000 kips D Negative forces are outward forces; kips ,0;00 NIA Check hairpin; No.: z.4 max{" bar A, 0.400 in' Max outward force; 0.00 kips Capacity; 8.00 kips Okl BUTTE COUNTY BUILDING DIVISION _ M ti r 7V1t` • a 'Y Description;. Maisie Jane's -Butte County, California Footing check; [Right end of frame --- t 712812016 Footing loads - Vertical; Negative input is uplift; ikgnore CLL for uplift conditions dgnore footing DL for gravity case ;rA Load case; FtgDL DL CLL W1x'iatNZb+' W3>i"";`�Wdk�`�*WS..oL""�rWBzc"Y` I S ,, W a "'AM R4+ WL LW61 ,,_LWt2s 4LWL3k LL LLr • P(kips) 0.938 up _:200_ _ .`] 100. _ . t+ 6 000, c?h 4? 0000, ?' y. 0;000; t 8.206,1 8:200 , =5.300 -1.1.200Y, � 0.000 * ¢� 0.000 * : Ot.0001N Wg.�W811 6 ;l W9 f .W10? S1>1141:E1 C`§ 4--,LWL4 f: I ,RBUPLW,? RBOW LW ';D EQ 06 t f++ Yc. j RBUPEQ RBDWEQ Dnput factored loads Custom case: Design; 7.0.060 z % p.000 '• 0.000 r - .0.000 Load combination; ' Bearing capacity; 9.38 kips Factored design gravity load �a 0,00014* kips 9.238 D+L - Factored design uplift load 0:000 f kips -6.000 0.6D+0.6W4 Width ft ; Footing geometry; 2,500 x G Len th ft 2500 X�' De th m ; Footingwidth increment; 1200aic: t?3.00;x:inches Pedestal; y `0.000 > 3 x i 0 OQO.t x 0.do,'4r ' ❑ndude in DL for uplift resistance? ' Thickness m ; Slemwall; 'i Len th ft ; Hel ht In ; ❑ndude in for .:'0?000 x 0.000 x 0 00 Q DL uplift resistance? - Check footing to resist uplift, DL Contribution; Factored OL Factor Footing dead load; 0.938 kips 0.563 0.60 Slab over footing; Half footing area • 0.234 a kips 0.141 0.60 Fooling at left; 7 0.000 kips 0.000 0.60 " Tie fooling; . crone/custom 0.000 kips 0.000 0.60 Footing at right; _ None/Custom W 0.000 kips .. 0.000 0.60 - Footing DL to resist uplift forces; 0.703 kips Input calculated uplift resistance.- perimeter footing; at 5.:560; kips Net uplift, including DI -contribution of footings; 0.203 kips Negative value indicates net uplift - must be greater than zero - Footing loads -Horizontal; SktW1'W2aW3 3fi'+W4'3aat`W5&fi0y6;x*W7.° Load case; LL DL*1100, LL LLr S ` WLt_1?, YtrWl2 ra � x.WL3f 11110"v_..'LWl 1u r LWL3,r LWL3 Input loads; tp;0000;000 ::0 000 0000 ?' 0.000 x:0.000 z ,x:0:000 0:000, u0:000 * •0.000 0.000 O 000:fr Adjusted for direction; 0.000.000 1 0.000 1 0.000 1 0.000 0.000 0.000 0.000 1 0.000 0.000 0.000 0.000 W8;'C+t W9,� rr-;VY10 YY ��Et;'� 3.E2.' c ta:E3'Edlx y RBUP:I:W RBDWLW ,;4.,EQ6R0UPEQ RBDWEQ 0.000' w :ice 0,000 x 'i Q.000 x_;0:000 b ., 0.060 is 0.000 to t 0.0002, Factored horizontal load; dnput factored loads Design; ' - 0.000 0.000 0.000 1 0.000 1 0.000 1 0.000 I 0.000 ' Outward; �' kips Inward; 0.00 kips 0.000 kips D Negative forces are outward forces; �il 0.000 kips NIA Check hau k 1, No.: ,;:41i +`- bar A, 0.400. in' Max outward force; 0.00 kips Capacity; 8.00 kips Oki t BUTTE COU14T BUILDING DIVISION ' .APPROVED BUTTE COUNTY BUILDING DIVISIONt APPROVED Description; Maisie Jane's - Butte County, California j Footing Check; Left end of frame «-• __rz; 712612016 Footing loads - Vertical; Negative input is uplift; 'Dgnore CLL for uplift conditions Dgnore footing DL for gravity case • •�+; W,1�k,�� 1N2'xIIV3'+i��`4�1Af4�e11V-5� W6'n ,WT�r Load case; Ftg DL DL CLL LL LLr S W+} a4fW-S Wli. WL4 lWL1':� s;:I Wl2 n lWl3:;v: P(kips) , 0:000x3 b 0:000;5 t 0000 0.600 -0:400 _1; ;;2 300 5. 9000 = 0000: „'X. 3 300 31300 3x300 ! s . , 3.300 Dnput factored loads Custom case: uW A3� '?;W1Qy "WEtL*.acx. ,E2*'1 f�.E3 z f.E4:si f 31WL41 ,R69PLW; RBDWCW �Eflxaxnay 0:000RBUPEQ RBDWEO 0.000,' . X0.000 ��0;000 x,0.000: .:,� 0.000 0.000 ,*, , Design; Load combination; Bearing capacity; 6.00 kips Factored design gravity load kips j a „' Factored design load 0.000:` kips 3.900 D+L uplift ? 4 -1.620 0.6D+0.6W1 Width ft ; len th ft ; Footing geometry; 2.000 x 2 000 De lh In , o Footin width increment; x 12 00 `' 3;00'x; inches Pedestal;}a'0.000 zt x hO OOO „"5: X - 4 OO?%ter_ Dndude in DL for uplift resistance?' Thickness(in ; Len th R ; Hel ht in ; Stemwall; Oi000 - x 0.000 x 0 00 Dndude in DL for uplift resistance? Check footing to resist uplift; DL Contribution; Factored DL Factor Footing dead load; -0.600 kips 0.360 _ 0.60 Slab over footing; Lalf footing area 0.150 kips 0.090 0.60 Footing at left; none/Custom Ez; 0.000 kips 0.000 0.60 Tie fooling; none/custom j. 0.000 kips 0.000 0.60 Footing at fight; atone/Custom Ir.: 0.000 kion 0.000 0.60 Footing DL to resist uplift forces; 0.450 kips Input calculated uplift resistance - perimeter footing;i „;5:500!x; kips Net uplift, including DL contribution of footings; 4.330 kips Negative value indicates net uplift - must be greater than zero - Footing loads -Horizontal;r�EN AmT, 2 Load case; DL CLL LL LLr S WLt ,kWl2 , WL3; �:WL4 LWL4k *+LWL2� Input loads; r.0:000. >.,.`0:000* `;0000 , :;.. 0000 ,K f 1�Q00: , ,0.000 , i*o:o0" x0:000-5., 0;OI)0;' ,-0.000 �O.00A4 X0.000;;,' ' Adjusted for direction;, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ti+ W8.W9. e7tr,W.1.0 ET:#r ++;E2# LW14 7-'IiBUP W' RBDWtW �,EQi,,,RBUPEQ R82WEt1 � Q:O,OOy N x,0.000 i Y�0:000'� 0.000< O.00D:? 0.000'f r 0:000: Factored horizontal load; Dnput factored loads Design; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Outward; 0:00 r ,i kips 0.000 kips - D Negative forces are outward forces, Inward; a.. 0:00, .,P' kips • 0.000 kips NIA Check hafr r ' A1 No.: 1 ;4' Via; bar As 0.400 in' Max outward force; 0.00 ' kips Capacity; 8.00 kips' Okl BUTTE COUNTY BUILDING DIVISIONt APPROVED Description; Maisie Janes Butte County,California `Y •. 4R'�^3��`'t�a�,r,>�tis,.��a` *b.. a t,',«'e'�r�•Y4��,;�>c`^�5l,�rz''-_�`u`•I.�xrr`�.u;',`.��"=�9��'�`�`�!�A`t` �s�.*t'v',zyi ,t- . • - Footing check; Lea end or frame < -- -� 712612016 + Footing loads - Vertical; Negative input is uplift; , mgnore CLL for uplift conditions ignore footing DL for gravity case Load case; Ftg DL DL CLL LL LLr S W+aW=.z t,yyRxm ,WL'y+�HLWL1? a.LWl2 vLWL3u P(kips) , '0 000;8 3;300 �g „ 3 3D0 3:300 (3:300 5 0:000 10:000 11(0:000' s ` 0.600 f 0 7Q0 , } 0 400 x s 2 300 0000 ; z. nW6:sy ai W9r m0?t? ;»MME2�r 3;? ,E0 -_ LWL4� tRBUP.LW.'RBOWLW DEQ da? RBUPEQ 3)gy' 'g..' J�.. ;u'" _. Q:Q,OQrt,'�. 0.000 N >. 0.000+ �. n Q.000a'C`' S•y, QODQQ.�QQa�� dnput factored loads Custom case Design; Load combination; a Bearing capacity; 6.00 kips Factored design gravity load Wd.`000 ikkips + { k'a 4.000 D+L Factored design uplift load;0:000h kips 1.560 0.6D+0.6W1 1 .. ` ` Width fl Lenth R Fooling geometry,. 2.000 x 2000 � � r `_ De lh In ' menta ' " .. Foot' w Ih increment; x Y - 1200 x3;00, inches Pedestal; .' O:OOQk; ,• % O OQO > . "- % -, 0.00 „*f Dndude in DL uplift resistance? Thickness m ' Len th ft ; Stemwall' 0:000, 0.000 " Heigh Im , T 4 �ndude in DL for s x . x uplift resistance? ,. ,1 - Check footing to resist uplift, * DL Contribution; Factored: } DL Factor Footing dead load; _ 0.600 ' kips 0.360 +' 0.60 ' A Slab over footing; Haif rooting area 0.150 ° "kips il 0.090 1 0.60 Footing at left N None/custom 1 r ,• 0.000. kips 0,000 "* 0.60 « Tie footing; , k Nope/custom 0.000 kips '' 0.000. 0.60 Footing at right ^ None/custom. _ _ 0.000 ' kips } 0.000' 0.60 • �, Footing DL to resist uplift forces;' �' �:.. : t 0.450 kips ; -` `: Input calculated uplift resistance - perimeter footing; _ ' 5'500;zea kips' Net uplift, including DL contribution of footings; 4.39,0 kips { Negative value indicates net uplift - must be greater than zero' Footingloads-Horizontal •rMW >rY�W4WS§W6W7$� Load case;.' DL CLL LL LLr Sz W11 �,WL2$ t xWl3 #0WL'4°aLWI1:: aLWl2-.y LWL3A Input loads, . 3 r ,,Q;000r 0:000 r :0 QQQt 0000. , E OOOka. W,60:0we: *0;000 a tl O:000 r� 0.000 Q.000' , 0.000; ,?0,000 .t Adjusted for direction; - 0.000 0.000 1 0.000 . -0.000 1 0.000 0.000. 0.000 0.000 0.000 0.000 0.000 0.000 yr1W8hwtZ W9�W10 ;� ,`�,`E1' "E2�"E3 E4 y i LWL`4;- RBUP�.L�W+.RBDWLW'OIEr1Q�s7 'a Y 'yyRBUyP_EQ RBD/�WnEQ, •• Y ...r. .fO:000,L,?s,O:OOO fi.O:000O:OOO,•�; ;0.000MK },�°+,D.000. rt tt:,O.000�;r? .. ' +c .' Factored horizontal load; input factored loads, r Design' 0.000 - 0.000 0.000 0.000 0.000 0.000 Outward;�0 00 <, kips Inward; r kips 0.000 - 0.000 'kips kips, D Negative forces are outward forces; y' " .,,0,00 ' CheckKarr m , , NIA z ti �V �. t „{ , + 1 w No.: 4 f .:: bar i4 0.400 - in' Max outward force; -0.00 kips Capacity; 8.00 kips 6kl r ! A. • - } . ,fir. , ,e ^, T y BUTTE COUNTY n, ,tit L t i _ ewe BUILDING•®9VISIOM T y .} _ APPROVED' , • t. a { "' �,� >/" .. •• y�, F - c Description; Maisie Jane's - Butte County, California ' f _.. '4B'�.r?k��t m�^R+°''"�h ",4}�r'�"z'� r`"'kct'��5� 4 :i'r a.,F 4 i� ;a s't '�•�5 r . . -: rF .4, � �, f.. t...:4 V'�,. Rk.�Y•.`3"°R�i, Y.r�'n,:'.Ye � {' k. • . � n. ♦ i 4 : ... . Footing check; Leh end of frame «-- -- 712812016 , - Footing loads - Vertical; Negative input is uplift; Ognore CLL for uplift conditions dgnore footing DL for gmity case i r W1: fz c a M R, 32 IN3 ah "W4.` n� ` WS it cW6 C �Y� tNZ 3 Load case f•.Fig DL DL CLL LL LLr- ��,W+ F b ?W7, ,!?�tsWR, > PM,WI Av,,LWL11 �>.LW - 1MI111 - 'p(kips) . . , r 0 OOO.e" $.200x . G 8 200 8.200 a.: S 200'.f 0:000 a?'0:000 k x0:000, 0.938;1300 1;1100 L B 000?e' 0 OOOrx f L W83Y r s� 4 W9 W10 eE1:zr> E2 �E4 :iii _ 'LWL4? x .E3<z� RBUPLW 'RBDWLW I, r f.' 'ti �EQ3� ck��..,..,c, : RBUPEQ RBDWEQ • i; � p '. s0.000�` O:OOOs..t0000 x`0;000.. , 0.000x.5 -, O:000t•,1t0:000:a�+ I"• - mnput factored loads Custom case - Design; Load combination; :. Bearing capacity; 9.38 kips r Factored design gravity load ftUOD kips r %3t` nr 9:238 D+L Factored design uplift load, _00;000>�kips 1W -4.200 0.6D+0.6W1 } `= Width ft + Footing geometry `� j -2.500 x Len th R ; "th(in); t r ; Footin width increment; F 2 500 3 00=`f inches r V' Pedestal; »• 10:000 ' " z 'x' ' 0 000 �' c° : ?r., % ` D D0,v ' dnctude in 6L for uplift resistance. . - Thickness m ; Stemwall; c� ow,, , Len th fl ; Hel ht m ; in DL for 7 x 0.000 %iinduCe uplift resistance? .L • Check footing to resist uplift,~ r, ; DLContribution; . Factored ` DL Factor Footing dead load; 0.938 '-kips 0.563 -0.60 ` Slab over footing; ffaif footing area '•.. 0.234 • kips 0.141. 0.60 ' ti • __ Footing at leftnone/Custom ,', 0.000 kips 0.000 0.60 No Tie footing; 7 ne/Cust- -� " 0.000 kips 0.000 0.60 '+ •-r Footing at right, None/custom . , 0.000 kips 0:000 0.60 �. Footing OL to resist uplift forces; 0.703 kips .F Input calculated uplift resistance - perimeter footing ` f '' 5 500. kips,, - ` Net uplift, including DL contribution of footings; 2.003 : kips Negative value indicates net uplift - must be greater than zero - _ Footing loads • Horizontal 9 � w1R�"} ;�>W2�'z.''`� W3'LM'�-•� W4"�� WS*`�a W6 �n�r,�a+WT'r i . ' Load case; DL CLL • LL LLr S t W L 4 WL2k,, a .WL3k , iWl4,� LWLj� , !?-,LWf Input loads, ?0 000,' _ u 0.000 rx ri$s 0 000 a 0000 �,U,000 ia' _0 00TF 775.5ou-7 .o DDo > o:ai o . Adjusted for direction; 0.000 0.000 0.000 _ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 • c.� � zW8 s€n ��c W9>i }, W10 �� El M., k>EZ s rE3 a>E4..: 47 LWL4.zt; >RBUP,LWi RBAWLW EQ ;a :RBUPEQ ' r •Factored horizontal load;'f i]Input factored loads ,RSD,WE.Q x 0 000,.`g . x, -Oc , r 0.00.0 , 0.000 <0.000"' 0.000� ° 0,000 �Deslgn, . ` Outward;' 0;00W4rkips 0.000 0.000 0.000 0.000 0.000 I 0.000 0.000 •1 0.000 kips D A Negative forces are outward forces; Inward; x'0:00 `''s kips 0.000 kips NIA - - � , is . Check hai in, Y• -. M4. ' .. et, � No.: t,4 , ? : bar A, , 0.400, inZ Max outward force; 0.00 kips „•, -Capacity, 8.00 kips 'Oki ; • 4/' �.' .,f ��-. f, •ty J ' ` • Y.. + x' Yt �.i .. •r r• ' .. .- t - ( c , rBUUTE ' COUNTY ti f. '' --'BUILDING' DIVISION A VE E Description; I Maisie Jane's - Butte County, California 14C -V; 3' i0g Footing check; Left end of frame 7/2812016 Footing loads - Vertical, Negative input is uplift, DGnore CLL for uplift conditions Dgnore footing DL for gravity case Load case;. Ftg DL DL CLL LL LLr S P(kips) 0.938 [4 '4 Dnput factored loads Custom case: Design; Load combination; Bearing capacity; 9.38, kips Factored design gravity load; kips 9.238 D+L Factored design uplift load --A000. kips -5.880 0.6D+0.6W4 Width fl Footing geometry; 2.500, x Len lh fl I 9� -r F ti De pthCln); oo ing width increment; X L2. :7$ , k] inches Pedestal; 1,; q-,uoolx�',i* x 1 Outward; X 1. '6( Elinclude in DL for uplift resistance? 000 - . Thickness(in Sternwall; Len gth(ft); kips Height(in); Dnclude in DL for X 0.000 x 0 00i uplift resistance Check footing to resist uplift, DL Contribution; Factored; DL Factor Footing dead load; A, 0.400 in` 0.938 kips 0.563 0.60 Slab over footing; EH.If'tooting area 0.234 kips 0.141 0.60 Footing at left; 1--�.-m/Custom 0.000 kips 0.000 0.60 Tie footing; None/Custom- 0.000 kips 0.000 0.60 Footing at right; F-o-ZRcustorn P", 0.000 kips 0.000 0.60_ Tooting OL to resist uplift forces; 0.703 kips Input calculated uplift resistance - perimeter footing; kips ti Net uplift, including DL contribution of footings; 0.323 kips Negative value indicates net uplift - must be greater than zero - Footing loads - Horizontal; Load case; OL I CLL LL LLr S e�,WW..\-LWU'k -,,'tLWL2- :-!4LWL31,i Input loads; 0�'A 0 00 `�l d;0000, 0.0 00:PAk0.000.,4; 0Goo-&A11-1100AV *040 .000T 17,'5557 9"00A �`0-0001'� Adjusted for direction; 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 E2,V. E3,' LWL4?s'.I..RBUPLW,".RBDWLWI:k- IEQiw ,p -., -RBUP.EQIRBDWEQ f 000: 90 0-000 .1 [",Zaoaa,� Factored horizontal load; Eknput factored loads Design; 1--- 0.000 1 0.000 1 0.000 1 0.000 0.000 1 0-000 1 0.000 Outward; 9.00 r s+51 kips 0.000 kips D Negative forces are outward forces; Inward; kips 0.000 kips NIA Check h No.: bar A, 0.400 in` Max outward force; 0.00 kips Capacity, 8.00 kips Oki BUTTE COUNTY BUILDING DIVISION APPROVED Description; Maisie Jane's -Butte County, California 4DN &?'; csaaF:cr�rartc s .i< 'x>. art^xi �i4* i7 isr:?7{�ak±e at€+,ra Footing check; deft end of frame «__ 712812016 . Footing loads - Vertical; Negative input is uplift; 12119nore CLL for uplift conditions ❑gnore footing DL for gravity case t Wl k3 W2 ata IM1f3 is W4 a WS§R k'"W6. WI x Loadcase; I FtgDL DL CLL LL LLr S ,< W+IAx .Wg rWR� t Whiz t,LWL1a LWL2,r sLWL3 P(kips) 1 0.600 i`:iQ 600:r,., 000" Q000:630x`.600.;, ie input factored loads Custom case Design; Load combination; Bearing capacity; 6.00 kips Factored design gravity load 0:000 ' l kips*': 3.900 , D+L Factored design uplift load 0 000 r kips •3.420 10.6D+0.6W3 Width ft ; Footing geometry; 2.000 x Len th ft ; 2 000 i DebiFootin width increment; x'a13:00' inchesPedestal; 0.000. x 710 000 2 i x ""� dnclude In DL for uplift resistance'. Thickness(in ; Stemwall; rtOJ000 '{ x Len th ft ; 0.000 Hel ht m ; #9 O OQ;f1; jknciude In DL for uplift resistance? ` x Check footing to resist uplift; DL Contribution; Factored; - DL Factor a Footing dead load; 0.600 kips 0.360 0.60 Slab over footing; Half footingarea _.;-; 0.150 kips 0.090 0.60 Footing at left; None/Custom 0.000 kips 0.000 0.60 " Tie footing; None/Custom -, t ; 0.000 kips 0.000 0.60 Footing at right;None/Custom .. _ 0.000 kips 0.000 0.60 A Footrng DL to resist uplift forces; 0.450 kips e Input calculated uplift resistance - perimeter fooling; x`;5.;500 xi kips' - Net uplift, including DL contribution of footings; � 2.530 kips Negative value indicates net uplift - must be greater than zero - ' a Footing loads - Horizontal; W1,`iW2 i W3; �` W42�WS�Load case; DL CLL LL LLr S k!c-WL1 +r;WLZt *WL4 vLWL1, �?LWI2'.�, LWL3:. Input loads; ,-,0000 '0;000 _ ,T.WL3, .x+0000 ' x0000 ?.'czS*0:000R -x'0:000^ EE0.000% 7.0:000.7 x.0.000- .0.000 Adjusted Adjusted for direction; 0.000 0.000 1 0.000 0.000 1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 i t x W8' t tmm. 0x � r„E1, ? � � E2E4 �? - LWL4it} "RBUp.LW;'RBDWLW �.. • (:* * gk jRBUP_.EQ RBDWEQ+ s f c.;0.000:u O.000;:i rZ0.000 5' 1,0.000 0,000 *�O.QDU:3 x.0:000: Factored horizontal load; ❑nput factored loads Design; 0.000 0.000 0.000 0.000 0.000 I 0.000 0.000 Outward; X0.00 - kips 0.000 kips D Negative forces are outward forces; . Inward; 110.00r kips 0.000 kips NIA r ' Check hairpin; x f 1 No.' `}}Ba34' bar A. 0.400 inz Max Outward force; 0.00 kips Capacity; 8.00 kips+ Okl BUTTE COUNTY' BUILDING DIVISION .. APPROVED 0 GG,ee 1� {�`es Y e��d.. at pe deS�ii c� vo OJ w��(-t, '�'��3 I� 0. �Ineu�-�avc�,�-�-G,v., e�e��f Sei�� c.�►2c�edL (s s f eeJ d e' e �- f 1=oma eta � > � e n s i o n � kA S.e 56 O,IIo (CIO;1 = (�; $D. _� o CAS( tz,-si or <h -i " leJ `rtla GN2 ugzAA 4o c mS{)''2rh 6.(4f) c r deck sG�ezr c��aG��y oT cc�v�%e, pzoleS�c•�� \A = Z C I Z A5) � �l b a3o�L- I 2VC 0 Vo SZp �2) q,ZS -tlrl 16 " x t h " (ZIIYOZZ" Coli -P) N6 Uc = 2 ((+ 33r� Z I (,o • LSao Q6) (3,ZS = Z -S, GGA` \ ZooOQ zi LA i ao� 43 bIto 'C.- &ax mss = Ali t d 11 -IS .S "IVs = als"(O.yo j qD �%� = �Sv + �6�5 = (�,�:H + (o�t3 = z8,6�� > SUILDNG NOR 9 AV � OL Des (s BUILDING APPROVEC 3( I Concrete anchorage design Reference "Strength Design of Anchorage to Concrete" and ACI 318-11 Appendix D Description; Loading data; Left end of frame 7129/2016 Akial loads (kips), N, - D H L Lr S 3i0 01.'* RA 01*0 -40#. input negative number for tension -6.000 0.000 -16.300 0.000 0.000 0.600 0.000 .14 0; V_ MIL3 �MVWIJ!A ALWA-.*,-,11� 4'5100,v! i�w '(1, , M�M WL3 _tm: .4 16.300 9.400 18.000 11.100 8.300 1.400 8.400 Shear loads (kips), V; D H L Lr S • 400k�� 3.200 0.000 9.200 0.000 0.000 -1.100 0.000 ',4 7 R if_ i%` 0'111��i"', W0A4T,.',VT04 111111� -0, 'val_ - -R, -0 200 -12.400 -10.600 -5.600 -3.900 -0.200 1,600 -9.500 Input to match metal building output Input seismic factors; PSOS - 41 Input factored load case,, N. GM!.", i. kips Axial [];&nnlc bad case - V , kips Shear Strength reduction factors; ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element, Non -seismic; Seismic; Tension loads, 0.750 0.563 0. 4.3 (a) Shear loads, 0 0.650 0.488 D. 4.3 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0.650 0.488 D. 4.3 (b). Shear loads, 0.600 i 0.450 D.4.3 (b) Fastener governed by concrete breakout, blowout, pullout or pfyout strength; Shear loads, 0 0.700 0.526 Condition B Tension loads, .0.700 0.525 Condition B Anchor data; Anchor grade ASTM F 1554-04 36 Oki User defined criteria; F, Fo Elong. % (min) RA % (min) 0 auctile andlors Anchor diameter Head Heavy Hex If headed studs used - select size here; H/A -standard anchor Hook return for J -bolts; Area of anchor head (AH) 0.911 in' inches Oki A. for anchor 0.334, in' Shaft diameter do 0.760 inches Steel properties' • F, 36.00 ksi F_ 58.00 ksi Concrete cracking; [,,oTne, in cracked concrete with no edge reinforcement or edge reinforcement smaller th.., 04 bar. A e vertical reinforting in pede'taVfm1in9/co1uinn - Tension design criteria:' Check reinforcing tension capacity Anchor reinforcement for tension: Bar size; F,� Number of b-ars;A. 1.240 in' N„ 74.400 kips • Are fasteners rigidly connected? wilt -up grout pad aalrpin reinfiordrig provided In accordance with RD.6.2.9. Bar size;Numberofbars; A. 0.620 in 2 Nn 37.200 kips E COU1% • BUILDING DIVISjos1 APPROVED t • Base material data; - Concrete fe ; ; 2500 ''°`psi Nom a_l wei ht concrete t A 1.00 t ' Geometry Pedestal; x -dim -dim Hei ht; des >12OO i.? inches T?.1200;;< i inches [lenterminydirection 12:00 `i inches Edge distances; ' Shear; Tension; Calculated: ED1 - Left edge l'T3 00:x*"' inches inches 16.00 inches " • ED2-Ri Right e • ; g },_+`6.00 :^c :# inches inchesg $.00 nchesED3-Top edge00:•;inches inches -8.00•. Minches inches ED4 - Bottom edge >•¢k 400':x' ;'- inches • 16.00 inches Elk -h- are torqued , Min. edge distance; - 3.00 inches D.8 1 , Shear loads acting from right to left; Cal 3.00 inches 16.00 inches c,z 4.00 inches 16.00 inches coma, 5.00 - inches 16.00 inches - ca.m - 3.00 inches 16.00* inches - ^' Shear loads acting from left to right; C., r 5.00 inches 16.00 ,inches - y 42 4.00 inches 16.00 inches I Concrete depth, h, inches .. - Anchor embedment (h„) g12 110 E inches Actual embedment for tension; h',t r 10.67 - inches Three or more edges critical 0.5.2.3 1.5 • h'„ , 16.00 inches c,,,,m,/1.5 10.67 inches s/3 1.33 inches Max. anchor spacing/3 Is c,._:5 1.5h•,? Yes ' a Rows of anchors =1 kt HN2 y *1 Row spacing (sz) `7a 400 �� f inches Number of anchors/row f . 2 r'n xi Angor spacing (s,) `� 4.00 , : inches Total number of anchors, n 4 , Number of anchors in tension 4 • . Summary of design check; For the design of fasteners; $Nn Nm - ONn shall be the lowest design strength determined from all appropriate failure modes; . Load case; ' Nominal strength of anchor(s) in tension; Non -seismic; Seismic; " Steel stength of anchor(s) in tension, ON. 58.12 -43.59 kips D.5.1.2 (D-2) Concrete breakout strength of single anchor in tension, ON, 0.00 0.00 kips D.5 2. ya (D-3) Concrete breakout strength of anchor group in tension, $NCb. 0.00 0.00 kips D.5.2.1b (D-4) t Capacity of reinforcing engaged by anchors in tension ` 55.80 41.85 kips D.5.2.9 • Pullout strength of anchor(s) in tension, mnN, 51.02 38.26 kips 0.5.3.1 (0-13) Concrete side -face blowout strength of single anchor in tension, ON. 0.00 0.00 kips D.5 4.1 (D-16) Concrete side -face blowout strength of bolt group, $N09 0.00 0.00 kips D. 5.4.2 (D-17) « 'a 'Desi n N t dw w a FaMW-111100Z NA -d- c�T.3��`•..��.`_4.��r�,.k:��:�`s"..�.•zYz'��4'`,�.�ty, ..�61ri02:.z�di38 26„t� ktps t�i�a"�s"�'��:�.�:"?`+'ic.,+.:3,.b'�sa'iF�•�r".'. Shear force acting from right to left; - $Vn shall be the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, $V„o„ _ 50.37 37.78 kips 0.6.1.2 - Concrete breakout strength of anchor(s) in shear, $V, , t 0.00 0.00 kips D.6 2.1a (D-301 r Concrete breakout strength of anchor(s) in shear, $V,d-,, , 0.00 0.00 kips D.6.2.lb (D-31) - Capacity of hairpin reinforcing 27.90 20.93 r kips D.6 2.9 _ Concrete pryout strength of anchor(s) in shear, $V,i 56.02 42.01 kips D.6.3. fa (D-40) ' OTirs�.^L> Ly233i`_:%.k *',tk.� °4+.�' "+gi • 3' sL �.t 2790� '"`"2093.ia tps'i- x '"* sx •'^t;' zi Shear force acting from left to right; signore Inward shear forces Concrete breakout strength of anchor(s) in shear, $V b ,,,,,,,,,_ 0.00 0.00 kips 0.6 2. to (D-30) Concrete breakout strength of anchor(s) in shear, $V,o-, „a„ 0.00 0.00 kips ' D.6.2. le (0-30) - x_...�aW�`Yw�;�..�" ...�._.._.?� n;�,�',.,..:_sx_.Sih• n.r�. r.v:�r�..-r,.:?�..s_....,:.�xxew>;_ ��,.�...��: p...'`.y�x&,>C�r.:A�.,t?��!,Sx �. i BUTTE COUNTY BUILDING DIVISION T • . t - APPROVED w A'1 S ♦{ i t r 1 - * 4 , N 1 2 .'•* ` Axial n Shear, ON . <t v Load combmaUon;: f r N� V. , ^ " ASCE 2.4'1(1) .0.000... :.t 3.200 O.t15 "s D+H+L ... � ` "l ASCE 2.4.1(2) . . 0:000 '.•..-12 400 0.444 .:' ,y •, •: - : ' � a, . w D+H+Lr' ASCE 2.4.1(3) -0.000 3.200 t 0.115' +, D+H�+S' - -*ASCE 2.4.1(3) ''0.000 - - 3200~; - ,' 0.115 A.- •i,` 1 _, * D+H+0.75L+075L,. ''ASCE2.4:1(4)., ,0:000 10.160' '_ ; 0.362 ` ,D+H+0.75L+0.75S ASCE 2.4:1(4) 0.000 10100':x' 0.362' , D+H+.W1. ASCE 2.4.1(5) , 10.300 9 200 is :0.532 D+H+,.W2' t' _ ,ASCE2:4:1(5) 'x'.3.400 7.400 ;0.332 D+H+W3 �' " Y ' ASCE 2.4.1(5) •12.000. ,r 2.400. 0.321: - Y D+H+W4 1;1 ASCE 2.4.1(5) a 5100 0.7001,' , : 0.125 y. 4 'D+H+.W5,, k �: ASCE 2.4.1(5) 2300 - 3.000. 0.153.1 t ' µD+H+W6 1' ,,.-ASCE 2.4.1(5) - .0.000 4 800 0.172 D+H+ W7 w ASCE 2 4 1(5) 2 400 6 J00'P.273- Z.. 'i h`3`F 'b' - a M' � s <T. skg g x, ro ^'s s� f'1 a , r D+Ht 0 7l 1 SC✓ 2 4 f(5) ` a 0000 n � 2 43P Rd �1,% 0116!~ �' rs a xqr, � ,2"',?`✓.vus,..,rs.t. 2 r� sa.u�.u^y,�.vx' .�.,., .•1 ' r D+H+-07E2�s_}�3i#PXt�" vASCF24y1(5)0"OOd1t0000 t� 04005 r., i`+ .. D+H+O. 75WI +0. 75L+0.75Lr ASCE 2.4.1(6) 0.000. :'o 800 00.029' S " 71 D+W.75W2+0.75L+0.75L ; ,� ASCE 2.4. (6) .000 2150 t r 770 0 } ! 1 D+H+0.75W3+0.75L+0.75L, ti ';'ASCE 2:4:1(6) 0.000 .' 5900 • 0.211 . r ` D+H+0.75W4+0.75L+0.75L 4' ASCE2.4.1(6) "0.000 7.175 0.257 .. . r. `D+H+0.75W5+0.75L+0.75L - ` •, _ "ASCE 2:4.1(6) 0.000. ; r 9.9i0 0.357 D+H+0.75W6+0.75L+0.75L i . ASCE 2.4.1(6) ` ' x.0.006 11.3 0.405 D+H+0.75W7+0.75L+0.75L, �. }' ASCE 2.4:1(6) 1' 0.000 .2.975 `, x 0.107 ` r + G. D+H+0.75W1+0.75L+0.75S ASCE 24.1(6)-, 0.000 0800`- 0:029' D+H+0:75W2+0.'75L+0.75S r i ASCE 2.4:1(6) ' 0:000 2.150k 0.077 • s ri 1 D+H+0.75W3+0.75L+0.75S ASCE.2.4:1(6) 0.000 5.900 1. 0.211 D+H+0.75W4+0.75L+0.75S `ASCE 2.9.1(6) ' 0.000 7.1 r i 0.257 ^ D+H+O.75W5+0.75L+0.75S I. r ' I. > ,. ASCE 2.4.1(6) • +0.000 9.950: 0.357 y ` A D+H+0.75W6+0.75L+0.75S z. ASCE 2.4.1(6)' 0.000 11.3000.40$t� `• �" '''� ' D+H+0.75W7+0.75L+0.75S, • ASCE2.4.1(6) 0,000 2.975. ;D+H405VS�iP0 T5L+¢75L,"fi``3`r Myy`^^,;��s• ci ,"; Ie+in'�°a' �e IRSC 24'1(6 `T' ' 0000; :''s, .9523 4v.,,ac3� a.°°r) �YxYz'$'3<* +xMr.stQ.�.bz>;+fn'`y,•#,, 6+H+0525E2+075L+075L; ,. :��4-ASCE241(G)z oaoo0000 ri ootlo,fcf ��g4irrr ".Fvauh°; - R" ??s''r.. ?: r}",ry f 'f �^#` rc.K;.t + YD+H+O SZSE 1 +075L+0 7 uiASCE 2 41 6 z',0 000319 r+�s . w X154,- �*�Gr s,, • .k z •{..�, t x>.. �• �� r �u� • -.' r17+F�+0525E2+0 7,51+0 75S �� `ASCE24 6 A 000?�p 000 a 0.000 _..,�,>x_ 0 6D+W1+H r ASCE 2.4.1(7) 12.700: 10.480 0.625 0.6D+W2+H f'': ti " ASCE 2.4.1(7) 5.800 -: 8 680 0.425. 0.6D+W3+H ' ASCE 2:4.1(7) 14.400. 3.680, } .0.414. 0.6D+W4+H,. • + �'• `y _ ._ASCE 24.1(7) . 7.500 - .. ; 1 980 0.218 r ' +; _ 0 6D+W5+H , ` ✓ S f ;ASCE 2.4.1(7) 1 4.700 1 720 t 0154, ' `.'06D+W6+H ASCE 2.4:1(7) 0.000 3520 i k� 0126 0 6D+W7+H . ASCE 2.4.1(7), 4.806 .7,580 0.366 06D+07Ekk r i1G tgr. 71SCE141(8) xOt0003:�ia1150 iny,0055' P a 7 xa' xa " x C 1 aY „am a w .. ^ Stt s�t � �M -q -N CE2.4.�f8) .s O•`000x?. 4 0000 `1t 0.000.41 Che m 4 i 1y 0+0.1 os + .R Er s t uASCE 12 4 2;3 (5) { 0 000 1 10000 r w y 0:606 c ^+ 1 w . ?§ '4' ,,rr>-. a.'LS:�.r �,- . x'4`,r, `,,:^ -M 'y.`"s " s� ;;j�y#rsF;n'�ys e p?' `""+z. i. 1(i0+014$�JD+H+07pQE2��*a � A ASCEi2423(5)� ..0;000' OOM Y 4 0:000 ❑ 1 10+0 FOSS DtH:525Qr7,+0 :5L+0 Z51fl.�»A C 3 �xxa t t �at1'grvS xr ..1 a.: � � {t i Stl �x �2,r(�)gE O.QQD X0000 5 `�OOOO. W , ((01D5S�)D±525POi751�O75Li(F ,RASGE12423(6) 0000 v0000� 00-000,❑ �E `r t i .._xc , T.`.y+J�T3 :.•R`��'IrtwY+:. c';+;s� ,. MM' �": ET (110+0)05-as)D+H+U515pQe;+O75L+0'TSS a a eRASCEI2 3(B) P 0:000 0000 "�Mill 1 � 0000: ,muf % + .> ro �� 0?x-01055 D+H+D:525Q575L+0 TSS'x�Xfiza xia z Mia iASCE1242J�(6)OOOD000Oc�0.000^�s�0t (Q6-014Snc)Dx07pQEi+H iCs'�f a tgo ASCE 1242'3 f8) �)O.000i 000.4 Oo00,"� ❑ :4 ^.s ', tuaz`,"i' ' r :(06-0145u§)D+DypQ'+Hrzs 1£ t= F.Iz u='ASCE124A23(8)%Q'000iap0000000 :t❑sKS } .q .+.•. ?,,ivtq h7" .,r, r �.,.,1%#"`'+, +'k (f0*Q14aas)R*H+07noQEj s�0TE ASCE124325 OOOO� `4`j8g 4 00 1r�� ri d: '..fk d,;:. R»'YS E l 3 ¢ :r k C> s ;Mu '� -✓t . ,0+014S&)D+H+07fioQSy' tASGE1243'2(5)'� Oo00ts Xp �' 10000 'i amts❑T t s. ' y , :� (y r.{'c.5,., v £+�,'a • 'A ti:., '.: y''' n t ;` ;ts,v F"}-d'•t+a`'£.z3 a -.n' F Y• sa?i", (10+0105S )D+FIt0525OoQE�:+Ow75L+OZ5Lr� r F SCE12232(6)'r .;0:000 � 0000 0`62,0" " ° ❑� �j':, ..� ,}rrwr. K a, t..ri :R si`.h 1.-:f„y s (10+0f05SQD+H+05250oQ�+O ISL+0756; x 3 .r�%j�5CE12�d32(6J ��t�0:000 � `0000 p a,� t w .F,a:!m<u'.v"F,•�.'�.�+er�7t'1SII`�+.i¢"C �. ..,a, +,.• r • ;(10+0, f 05S)D+H+O $25D o 4pff+0:75G+075S , x t ;ASCE 12 9 a2 (6) O,y f r f 0+0105S D+H+O 525 f1 Q +0; 75L+015S rah {) 4 �Y3 N ads o 000 wy�. 7 os) o,'si: �ASGF12.4.3.26� 0000 c5s wf, s'*3- yTK 6�.yrts.�?:.3x. sn>�a {� -. �•�'� �K •e:: : �+;� ';A!s6..n *,f ,+.tC.7 W� ��""':v. aw., v'r1�M1. n S�'-,�`xn ,°Pv-v:�i '�ku... .�� :n ,. (06-014Sas)D+07f4gQEt+Hs ➢ kASCE12437(8) F+ Fr❑ g 0000 0144 s 1 10 007 Lm wj + • a". :� ,ti' tc:g�• ^,c .t ;,.? �, x`,:,.. fgi''� ,fit sis`cr�;^ ^� .saa. �.if:r3i>t '� .z..rc�,s' �,.� i{ •;(o s•o i4s;� )D+p 7 n, o �+H_ �+�`�w�S °�� _ � aPASCE 12 4 3 2 (8)�..� 0 000 �' 0 000„�,�� °U 000 ��,?��y�,�`� ❑ . ..,., _.%Ev<�w.+l" .._.':s__,_._ ,�s� a....� tL ��.[ �...x xr ..,:._'.K sr .x.•„ {t c�:..v4w .,�C:.1§4:.. 3. a..; . »ar_ 1� ..:Ei )�1�� 3 ^. Loads already factored - - - _ 0.000 . `0 000 ` 0.000 - •- , , 1f ; BUT COU�i1�1'; M ,� F BUILDING DI.VISI®1 Concrete anchorage design Reference 'Strength Design of Anchorage to Concrete" and ACI 318-11 Appendix D Description; Loading data; lRight endof frame 7/29/2016 Axial loads (kips), N, - Shear loads (kibs). V D H L Lr s D H L Lr S r Q4 4� ik Input negative number for tension 609� 0, 4d .666 a jciq 0 000 V"4* -6.000 0.000_ -16.300 0.000 0.000 -0.600 0.000 TW -,j� 77M-, - �Wi, 0."* ;(,AX 0 L'41- Wu 400 8.300 9.400 18.000 11.100 8.300 1.400 4.300 Shear loads (kibs). V D H L Lr s ASCE 14.2.2.17, for seismic load cases 3.200 • 0.000 9.200 0.000 0.000 1.100 0.000 �KILWLIIIW V"C?xy y>" WO' IN LWO' i WL3�?Ykj $?;1,690G, -Mr -0.100 1.600 -5.600 -3.900 -0.200 1.600 3.300 nput to match metal building output Input sUlsrruc racrurs; SDS Input factored load case: N. 0 0001 kips Axial (3e1SMk: load Case V-;1;,,��,6.060.11,'IWOI kips Shear Strength reduction factors; ASCE 14.2.2.17, for seismic load cases Fastener governed by strength of a ductile steel element; a Nori-selsmic; Seismic; Tension loads, 0 0.750 0.563 D. 4.3 (a) Shear loads, 0 t 0.650 0.488 D.4.3 (a) Fastener governed by strength of a brittle steel element; Tension loads, 0 0.650 0.488 D. 4.3 (b) Shear loads, 0 0.600 0.450 D. 4.3 (b) Fastener governed by concrete breakout, blowout, pullout or pryout strength; Shear loads, 0 0.700 0.525 Condition 8 Tension loads, ¢ 0.700 0.525 Condition B Anchor data; Anchor grade ASTM F 1554-04 36sx.Oki User defined criteria; F, F„ Elong. % (min) RA % (min) uctlle anchors Anchor diameter Head Heavy H.. If headed studs used - select size here; N/A o Standard anchor -Lv: Hook return for J -bolts; Area of anchor head (k) 0.911 in' inches Oki A. for anchor 0.334 in' Shaft diameter do 0.750 inches Steel properties; F, 36.00 ksi F,d. 58.00 ksi. Concrete cracking; Fastener in cracked connate with no edge reinforcement or edge reidorceinelit Smaller than 44 bar. Tension design criteria; Anchors fully engage vertical reinforcing in pedeSidWooting/column - Check reinforcing tens'io'n capacity Anchor reinforcement for tension: Bar size: Number of bars; Wi%g A 1.240 in' • N„ 74.400 kips P Are fasteners rigidly connected? Dulit-up grout pad aalrpin reinforcing'provlded In acaordanoe with RD.6.2.9. Bar size; 45 iii Number of bars: A. 0.620 int Nn 37.200 kips BUTTE COUNTY BUILDING DIVISION APPROVED Base material data Concrete f, 2500 c! psi Normal weight conaete A 1.00 Geometry; Pedestal; x<bm <hm Hei hl; Des 12sQ0 i inches 1200 ? inches centered in y directwn 12.00c inches Edge distances; ED1 -Left edge3 ED2 - Right edge ED3 - Top edge ED4 - Bottom edge Qmchors are torqued Min, edge distance; Shear; 00� inches inchesinches inches inches inches Tension; inches inches Winches Calculated: 16.00 -8.00 8.00 16.00 inches inches nches inches 0.81 fi:00i::„ . 'd 00 --` . 4 OQ; '' 3.00 Shear loads acting from right to left; cat cat Ca. ma Ca, mm Shear loads acting from left to right; C.1 C.2 Concrete depth, ha Anchor embedment (h„) h'ar 1.5 - h'd c,, m„ / 1.5 S/3 Is c,._!5 1.5h„? Rows of anchors Number of anchorsirow Total number of anchors, n Number of anchors in tension Summary of design check; For the design of fasteners; ONn z Nu, OVn z V. 3.00 inches 16.00 inches 4.00 inches 16.00 inches 5.00 inches 16.00 inches 3.00 inches 16.00 inches 5.00 inches 16.00 inches 4.00 inches 16.00 inches 16 00,,.` ,x inches D.5.2.3 -3G �Nn shall be the lowest design strength determined from all appropriate failure modes; inches Actual embedment for tension; 10.67 inches Three or more edges critical 16.00 inches 10.67 inches 1.33 inches Max. anchor spacing/3 Yes 0.5.1.2 (D-2) 2 Row spacing (SA;00. a-. inches 2 ° " Anchor spacing (s,)* inches 4 Concrete breakout strength of anchor group in tension, �N 4 0.00 D.5.2.3 -3G �Nn shall be the lowest design strength determined from all appropriate failure modes; Load case; Nominal strength of anchor(s) in tension; Non -seismic; Seismic; Steel stength of anchor(s) in tension, �N„ 58.12 43.59 kips 0.5.1.2 (D-2) Concrete breakout strength of single anchor in tension, �N. 0.00 0.00 kips 0.5 2. to (D-3) Concrete breakout strength of anchor group in tension, �N 0.00 0.00 kips D.5.2.16 (D-4) Capacity of reinforcing engaged by anchors in tension 55.80 41.85 kips D.5 2.9 Pullout strength of anchor(s) in tension, �nN,n 51.02 38.26 kips D.5.3.1 (D-13) Concrete side -face blowout strength of single anchor in tension, Osb 0.00 0.00 kips D.5 4.1 (D-16) Concrete side -face blowout strength of bolt group, ON,ya 0.00 0.00 kips D. 5.4.2 (D-17.1 Shear force acting from right to left; OV.shallbe the lowest design strength determined from all appropriate failure modes; Steel strength of anchor(s) in shear, OV„ -,,,,,s,,,, 50.37 37.78 kips D.6.1.2 Concrete breakout strength of anchor(s) in shear, �Vcb, nanreu a 0.00 0.00 kips D.5 2. la (D-30) Concrete breakout strength of anchor(s) in shear, OV b ,,,,, 0.00 0.00 kips D.6.2. lb (D-31) Capacity of hairpin reinforcing 27.90 20.93 kips D.6 2.9 Concrete pryout strength of anchor(s) in shear, �V„ 56.02 42.01 kips D.6.3. fa (D-40) ..2093::.. Shear force acting from left to right; Qgnore Inward shear forces Concrete breakout strength of anchor(s) in shear, OV.. n,n�„a,,, 0.00 0.00 kips 0.6 2.1a (D-30) Concrete breakout strength of anchor(s) in shear, Web -daaad � 0.00 0.00 kips D.6.2.1a (D-30) Deslgrt�V 2790 _..___..�,. .n.._.,.._.. ..x __ _M,. 4._...w.t....�._. b��'->>�� a l ^Axial Shear ' N, + 1w2 Load combination; i N� r' V. - ON O.Vd, r D ti ASCE2.4.1(i) 0.000 3.200 , 0.115 ? D+H+L. :ASCE 2.4.1(2) 0.000 . •12 400 ° 0.444 . . D+H+ Lr' '� r ASCE 2.4.1(3) • 0.000 nY - 3 200 U ix D+H+S:; a ,..' °, _ ASCE 2,4:1(3) 0.000 t 3.200+ 0:115 a D+H+O: 75L+0 75L i ASCE 2.4.1(4) - 0.000 10.100 't 0.362, tC + - 1!)+H+0.75L+0 75S ASCE 2.4.1(4) 0.600 i s ,10.100 0.362 ' D+H+W1 �, t ASCE 2.4.1(5) 2.300 tt 3,100 0.156 €' y 'D+H+ W2:` ASCE 2.4. 1(5), 3.400 -4.800 r 0.239 D+H+ W3 • ASCE 2.4.1(5), 12.000 2.400 y 7 *'0 321 • D+H+ W4. ° ' . z .ASCE 2.4.1(5) 5.100 • :' 0.700 ,;;: 0.125 - 1 •� D+H+W5 ; ASCE 2.4.1(5).. 2.300 3.000 �t0.153 `y, €� D+H+W6'. ' ASCE 2,4.1(5) 0.000 4.800 0.172 s D+H+ W7 F ASCE 2.4. 1(5) 0.000 6.500 0 233 D+ +D7E1m8�� d $ " rd+ ASCE 241 4 p'po0�rr�,gi 39y0.n �t 1f g u � • ?a J � k y '< t - � 3# a 1 )a'Vias u r d ?w 'gk"}Y S-4 o+H0lE2x tASCE2415)z� }q_000g0000r<za000 < .,....... ��a�� p+H+0.75W1+0.75L+0.75L, ASC,E2.4.1(6)0.000 10.025 .: 0.359 ' D+H+0.75W2+0.75L+0.75L, ' ' ASCE 2:4.1(6) . 0.000 11:300 , '. s 0.405 + ' c D+H+0.75W3+0.75L+0.75 Lr, ,T ASCE 2.4.1(6) 0000 5.900 0.211- D+H+0.75W4+0:15L+0.75L ', `' ASCE 2.4.1(6) F`0:000 ; 7.175 t 0.257 * w D+H+0.75W5+0.75L+0.75L, - ASCE 2:4.1(6) 0:000: 9.950` :•, 0.357 .1 ti `• rh` ' +} D+H+0:75W6+0.75L+0.75L,. a ASCE 2.4.1(6) 0r000 1.1.300. n 0.405 i • fi' t ' p+H+0.75W7+0.75L+0.75L, ASCE 2.4.1(6) 0000 12.575 1 . A. 0.451 t D+H+0.75W1+0.75L+0.75S"` ' ASCE 2.4.1(6) 0.000 10.025 t 0.358 a D+H+0.75W2+0.75L+0:75S = ASCE 2.4:1(6) 0.000 11.300 + 0.405 ' '{ ? • r D+H+0.75W3+0.75L+0.75S+ .t ASCE 2.4.1(6) 0.000 ' 5.900.'`„ 0.211 t r < D+H+0.75W4+0.75L+0:75S - . , t ' 'ASCE 2.4;1(6) 0:000 7.175' 0.257 t , z D+H+0 75W5+0.75L+0:75S y ASCE 2.4.1(6) 0000 9.950 0.357 ! . .. D+H+0 75W6+0 75L+0 75S ASCE Z4.1(6) 0.000 11'.300 0.405 D+H+O 75W7+0 75L+0 75S ` + ASCE 2 4 1(6)~ 0 000 r 12 575 0 451 18 .' .�, ,d H+0525 1+ 75L+p jSL�'� �'`x {v- rr,•AX€ � 14. ,�. -�, .. S+a u+>^ � i�`Y` k €?` xyr as w •n• xz, , `?ve - - ,� E 0 �y rry�� t,.� t�srASCE2a1(6f1 5 00003 �_;e1o878 e z.e;�� '�OSIU� �`�h> �yr•.� ( ,,ti¢ ,' .. 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'A iii t Factored reactions for anchorage design; Grid: 1B Vertical load; Load combination; Shear loads; Load combination; 3.220 1.41D 0.000 1.41 12.360 1.21) + 1.61- + 0.51-r 0.000 1.21) + 1.61- + 0.51-r 12.360 1.21) + 1.61- + 0.5S 0.000 1.21) + 1.61- + 0.5S 8.760 1.21) + 1.61-r + 1.01- 0.000 1.21) + 1.61-r + 1.01- 8.760 1.21)+1.6S+1.01- 0.000 1.21)+1.6S+1.01- -1.340 1.21)+1.61-r+0.5W1 0.000 1.21)+1.61-r+0.5W1 -1.340 1.21) + 1.61-r + 0.5W2 0.000 1.21) + 1.61-r + 0.5W2 -2.840 1.21) + 1.61-r + 0.5W3 0.000 1.21) + 1.61-r + 0.5W3 0.110 1.21) + 1.61-r + 0.5W4 0.000 1.21D + 1.61-r + 0.5W4 2.760 1.21) + 1.61-r + 0.5W5 0.000 1.21) + 1.61-r + O.5W5 2.760 1.21) + 1.61-r + 0.5W6 0.000 1.21) + 1.61-r + O.5W6 2.760 1.21) + 1.61-r + 0.5W7 0.000 1.21) + 1.61-r + 0.5W7 2.760 1.21) + 1.61-r + 0.5W8 0.000 1.21) + 1.61-r + 0.5W8 2.760 1.21D + 1.61-r + 0.5W9 0.000 1.21) + 1.61-r + 0.5W9 2.760 1.21) + 1.61-r + 0.5W110 0.000 1.21) + 1.61-r + 0.5W1O -1.340 1.21) + 1.6S + 0.5W1 0.000 1.21) + 1.6S +0.5W1 -1.340 1.21) + 1.6S + 0.5W2 0.000 1.21) + 1.6S + 0.5W2 -2.840 1.21) + 1.6S + 0.5W3 0.000 1.21) + 1.6S + 0.5W3 0.110 1.21) + 1.6S + 0.5W4 0.000 1.21) + 1.6S + 0.5W4 2.760 1.21) + 1.6S + 0.5W5 0.000 1.21) + 1.6S + 0.5W5 2.760 1.21) + 1.6S + 0.5W6 0.000 1.21) + 1.6S + 0.5W6 2.760 1.21) + 1.6S + 0.5W7 0.000 1.21) + 1.6S + 0.5W7 2.760 1.21) + 1.6S + 0.5W8 0.000 1.21) + 1.6S + 0.5W8 2.760 1.21) + 1.6S + 0.5W9 0.000 1.21D + 1.6S + 0.5W9 2.760 1.21) + 1.6S + 0.5W10 0.000 1.21D + 1.6S +0.5W10 0.560 1.21)+1.OW1+1.01-+0.51-r 0.000 1.21) + 1.OW1 + 1.01- + 0.51-r 0.560 1.21) + 1.OW2 + 1.01- + 0.51-r 0.000 1.21) + 1.OW2 + 1.01- +O.SLr -2.440 1.21) + 1.OW3 + 1.01- + 0.51-r 0.000 1.21) + 1.OW3 + 1.01- +O.SLr 3.460 1.21) + 1.OW4 + 1.01- + 0.51-r 0.000 1.21) + 1.OW4 + 1.01- +O.SLr 8.760 1.21)+1.OW5+1.01-+0.51-r 0.000 1.21)+1.OW5+1.01-+0.51.r 8.760 1.21) + 1.OW6 + 1.01- + 0.51-r 0.000 1.21)+1.OW6+1.01-+0.51-r 8.760 1.21) + 1.OW7 + 1.01- + 0.51-r 0.000 1.21)+1.OW7+1.01-+0.51-r 8.760 1.21) + 1.OW8 + 1.01- + 0.51.r 0.000 1.21D + 1.OW8 + 1.01- +O.SLr 8.760 1.21) + 1.OW9 + 1.01- + 0.51-r 0.000 1.21D + 1.OW9 + 1.01- +0.5Lr 8.760 1.21)+1.OW10+1.01-+0.51-r . 0.000 1.21)+1.OW10+1.01-+0.51-r 0.560 1.21)+1.OW1+1.01-+0.5S 0.000 1.21)+1.OW1+1.01-+0.5S 0.560 1.21) + 1.OW2 + 1.01- + 0.5S 0.000 1.21)+1.OW2+1.01-+0.5S -2.440 1.21)+1.OW3+1.01-+0.5S 0.000 1.21)+1.OW3+1.01-+0.5S 3.460 1.21) + 1.OW4 + 1.01- + 0.5S 0.000 1.21D + 1.OW4 + 1.01- + 0.5S 8.760 1.21) + 1.OW5 + 1.01- + 0.5S 0.000 1.21D + 1.OW5 + 1.01- +0.5S 8.760 1.21D+1.OW6+1.01-+0.5S 0.000 1.21)+1.OW6+1.01-+0.5S 8.760 1.21)+1.OW7+1.01-+0.5S 0.000 1.21)+1.OW7+1.01-+0.5S 8.760 1.21) + 1.OW8 + 1.01- + 0.5S 0.000 1.21) + 1.OW8 + 1.01- +0.5S 8.760 1.21) + 1.OW9 + 1.01- + 0.5S 0.000 1.21) + 1.OW9 + 1.01- + 0.5S 8.760 1.21) + 1.OW10 + 1.01- + 0.5S 0.000 1.21D + 1.OW10 + 1.01. + 0.5S 8.760 1.21) + 1.OE1 + 1.01- + 0.2S 0.000 1.21)+1.OE1+1.01-+0.2S 8.760 1.21D + 1.OE2 + 1.01- + 0.2S 0.000 1.21) + 1.OE2 + 1.01- + 0.2S 8.760 1.21D + 1.OE3 + 1.01- +0.2S 0.000 1.21) + 1.OE3 + 1.01- + 0.2S 8.760 1.21)+1.OE4+1.01-+0.2S 0.000 1.21D+1.OE4+1.01-+0.2S -7.120 0.91)+1.OW1 0.000 0.91D+1.OW1 0.91) + 1.OW2 0.000 0.91) + 1.OW2 -10.120 0.91) + 1.OW3 0.000 0.91) + 1.OW3 0.91) + 1.OW4 0.000 0.91) + 1.OW4 1.080 0.91) + 1.OW5 0.000 0.91D + 1.OW5 1.080 0.91) + 1.OW6 0.000 0.91D + 1.OW6 1.080 0.91D + 1.OW7 0.000 0.91) + 1.OW7 1.080 0.91) + 1.OW8 0.000 0.91) + 1.OW8 1.080 0.91D + 1.OW9 0.000 0.91) + 1.OW9 1.080 0.91)+1.OW10 0.000 0.91)+1.OW10 1.080 0.91) + 1.0E1 0.000 0.9D + 1.OE1 1.080 0.91) + 1.OE2 0.000 0.91) + 1.OE2 1.080 0.91) + 1.OE3 0.000 0.91) + 1.OE3 1.080 0.91D + 1.OE4 0.000 0.91D + 1.OE4 E'er s Ti- C)*,:� 1 E'JIDING Dilvj .' AFrr"R l ' • Anchor DesignerTM Software Version 2.4.5673.0 Company: Date: 8/1/2016 Engineer:I Page: 1/4 Project: Address: Phone: E-mail: 1.Proiect information - Customer company: t Project description: " Customer contact name: Location: Anchorage at typical stemwall Customer e-mail'. Fastening description: Comment: 2. Input Data & Anchor Parameters - ,t General + Base Material - Design method:ACI 318-11 Concrete: Normal -weight , Units: Imperial units Concrete thickness, h (inch): 30.00 ` State: Cracked Anchor Information: ' Compressive strength, f. (psi): 2500 Anchor type: Cast -in-place W.,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: A tension, A shear Diameter (inch): 0.625 Supplemental reinforcement: Not applicable Effective Embedment depth, he (inch): 16.000 0 Reinforcement provided at corners: No " ✓ Anchor category: - Anchor ductility: Yes Do not evaluate concrete breakout in tension: Yes 44 verfN r Do e fol P7 not evaluate concrete breakout in shear: Yes w V hwn (inch): 17.38 Ignore 6do requirement: Yes eat/ CM„ (inch): 1.11 Build-up grout pad: No 'CAvl(,�nJ✓ ✓tavl'lt�-�Ver� SMS (inch): 2.50 Base Plate _ Load and Geometry Length x Width x Thickness (inch): 8.00 x 6.00 x 0.35 Y Load factor source: ACI 318 9ection'9.2 Load combination: not set ' Seismic design: No , - Anchors subjected to sustained tension: Not applicable .. . Apply entire shear load at front row: No A. Anchors only resisting wind and/or seismic loads: Yes . •• ^ • <Figure 1r •_ k ' 10120 lb '" + o 4200 Ih l . ... ' Y •• 016-ORIh ` `# - » X ° • .. K➢ ' t I 0 BUTTE E COU - ty:iY BUILDING DIVISION ' ;°APPROVE ' MVw Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. �� Y 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 .♦ SIMPSON�Anchor DesignerTM ' " v `StsorigTie ' Version 2,4.5673.0, Company: .' Date: 18/1/2016 . Engineer: ' Pager 2/4 Project Address. Phone. E-mail: ' ' Anchor Designer TM Software Version 2.4.5673.0 Company: I Date: lw1 /2016 Engineer: I Page: 3/4 Project: Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.. (lb) V... (lb) Vuay (lb) J(Vu8x)2+(V„aY)' (lb) 1 2530.0 0.0 t 1050.0 1050.0 2 2530.0 0.0' 1050.0 1050.0 3 2530.0 0.0 1050.0 1050.0 4 2530.0 0.0 1050.0 1050.0 Sum 10120.0 0.0 4200.0 4200.0 Maximum concrete compression strain (%o): 0.00 <Figure 3> Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'W (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 3 i 4. Steel Strength of Anchor to Tension(Sec. D.5.1) N.. (Ib) 0 ON.. (lb) 13100 0.75 9825 t 6. Pullout Strength of Anchor in Tension (Sec. D.5.31 ONo. _ 0T16.^ = O9%,P8Abfgfc (Sec. D.4.1, Eq. D-13 & D-14) T..P. Abrg (in') fc (psi) 0 (Ib) 1.0 , 0.67 2500 0.70 9394 BUTTE COUNTY BUILDING DIVISION' APPROVEF 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 X11 at • SIMPSON - stroag-Ties Company: Date: 18/1/2016 Engineer: Page: 4/4 Project: Address: Phone: E-mail: 7. Side -Face Blowout Strength of Anchor in Tension (Sec. D.5.3) ONsbg = 0{(1+Ca2/Ca1)/4)(1+s/6cal)Nab = 0{(1+ca2/Caf)/4)(1+s16cai)(160cai4Abrg).t.4Pc (Sec. D.4.1, Eq. D-16 & D-17) s (in) ca, (in) Ca2 (in) Ab g (int) ,1a Pa (psi) 0 ^bg (lb) 3.00 2.50 4.50 0.67 1.00 2500 0.75 10321 8. Steel Strength of Anchor in Shear (Sec. D.6.1) Vsa (lb) yg.ut 0 OgroutOVsa (lb) 7865 1.0 0.65 5112 10. Concrete Pryout Strength of Anchor in Shear (Sec. D.6.3) OVcpg = OkcpNcbg = okcp(ANcI ANc) Y'ec,NWedNTc,N'Ncp,NNb (Eq. 0-41) kcp ANc (In2) AN. (In2) Wec.N P.OkN V'c,N 'Pcp,N Nb (lb) 0 OVcpg (lb) 2.0 144.00 169.00 1.000 0.815 1.000 1.000 9214 0.70 8962 11. Results Interaction of Tensile and Shear Forces (Sec. D.7) Tension Factored Load, Nua (lb) Design Strength, oNa (lb) Ratio Status Steel 2530 9825 0.26 Pass Pullout 2530 9394 0.27 Pass Side -face blowout 5060 10321 0.49 Pass (Governs) Shear Factored Load, Vua (lb) Design Strength, oVa (lb) Ratio Status Steel 1050 5112 0.21 Pass Pryout 4200 8962 0.47 Pass (Governs) Interaction check NualoNn V-/0Vn Combined Ratio Permissible Status Sec. D.7.3 0.49 0.47 95.9% 1.2 Pass 5/8"0 Heavy Hex Bolt, F1554 Gr. 36 with hef = 16.000 inch meets the selected design criteria. 12. Warninas - 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. - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section D.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. BUTTE COUNTY BUILDING DIVISION! APPROVED 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 yz DESIGN PACKAGE BUILDER: Ginno Construction Inc CUSTOMER: MJ Phase 3 JOB NUMBER: Job #15-B-39475 TABLE OF CONTENTS Page Design Criteria 2 Notes on Drawings 3-4 1 1 Project Layout NA Building A i 1 NA Reactions 13-16 t v. DESIGN PACKAGE BUILDER: Ginno Construction Inc CUSTOMER: MJ Phase 3 JOB NUMBER: Job #15-B-39475 TABLE OF CONTENTS Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY REVIEWED FOR CODE COMPLIANCE NOV 10 2016 SEP 0 7 2016 DEVELOPMENT SERVICES k0l 70 INTERWEST CONSULTING GROUP Rev-# R Uate act ons? Page Design Criteria 2 Notes on Drawings 3-4 Deflection Criteria 5 Project Layout NA Building A 6-12 Special Details NA Reactions 13-16 Original Design Completed thru Change Order # 0 Revision History BUTTE COUNTY REVIEWED FOR CODE COMPLIANCE NOV 10 2016 SEP 0 7 2016 DEVELOPMENT SERVICES k0l 70 INTERWEST CONSULTING GROUP Rev-# R Uate act ons? Reason for Revision Pages Revised ate Rev sed Eng. 0 NEW Original Design NA 7/6/16 SIG Project Engineer: Suzanne Gutierrez- Atwater, CA Checking Engineer: Ronald Bennett Signing Engineer: Ronald Bennett y ' PERMIT# BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CO E CO PLIANCE IDATa____A9BYAA1 Vlv SEP 14 2016 I N'TER',4I!_ST �--i u� cow rel A Ads BUILDING COMPANY ACCREDITED An NC1 Company AC47i July 06, 2016 GINNO CONSTRUCTION INC 297 CONVAIR AVE STE 2 CHICO, CA 95973-8698 15-B-39475 MAISIE JANE'S CHICO,-. ,CA, 60:0"�, x.82 x4 18'7" ^fit •".`'� ; �,r+i1Vr8�a..a Sr. U�e.� m•�� rte. To'Whom It May Concern: ThisO-&;to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached EngineeringDe.sign Criteria Sheet. _i;Jr% p I it ?Aspect-s-iof1 c�ode,4 mpliance as: related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when,pr-operly erected on an adequate foundation in accordance with the erection drawings as,suppli`ed and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Metallic Building Systems. The attached design criteria 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 Metallic Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Metallic Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Metallic Building Systems Materials for Metal Buildings An NCI Company Ronald W. Bennett, P.E. Chief Design Engineer 15-B-39475 Jul 11 2016 COUNT`( 'VISION B I b Page 1 of 1 L Job Number ........................ 15-B-39475 Builder ............................ GINNO CONSTRUCTION INC Jobsite Location ................... MAISIE JANE'S,CHICO,California Building Code ...................... 2013 CALIFORNIA Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.54 psf Collateral ................... 3.50 psf (3.00 psf Acoustical Ceiling 0.50 psf Other) Roof Live Load .................... 20.00 psf no reduction Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) 85 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 72 mph Wind Exposure Category ''****"C Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas 25.25 psf pressure -33.67 psf suction Other Areas 25.25 psf pressure -27.35 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 ............... 0.597 g Sds ..... 0.526 g S1 ........................... 0.260 g Shc ..... 0.326 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1 & 4 2-3 SWA & SWC Basic Force Resisting System B3 C4 B3 Response'Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.162 0.150 0.162 Design Base Shear in kips (V) 2.37 4.40 6.98 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 2 Material properties of steel bar, plate, and sheet used in the fabrication �. } of built-up structural framing members conform to ASTM A529, ASTM A572,•, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot rolled angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1 with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40.20/G40.21 or equivalent. Bolted joints with A325 Type 1 bolts greater than 1/2" diameter are specified as pre -tensioned joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Bolts, December 31, 2009. Pre -Tensioning can be accomplished by using the turn -of -nut method of tightening, calibrated wrench, twist -off -type tension -control bolts or direct -tension -indicator as acceptable to the Inspecting Agency and Building Official. Installation inspection requirements for pre -tensioned joints (Specification for Structural Joints Section 9.2) using turn -of -nut method is suggested. The connections on this project are not slip critical. Design criteria as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or -for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This metal building system,is designed as enclosed. All exterior components (i.e. doors, windows, vents, etc.) must be designed to withstand the specified wind loading for the design of components and cladding in accordance with the specified building code. Doors are to be closed when a maximum of 500 of design wind velocity is reached. The materials by the manufacturer will be fabricated in a facility that has received certification of accreditation for the Manufacturers of Metal Building Systems (AC472) from International Accreditation Service (IAS). This certification is recognized under Section 1704 of the IBC for approved fabricators. Framed openings, walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. X -Bracing is to be installed to a taut condition with all slack removed. Do not tighten beyond this state. 3 t, -Using. standard 5x5 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout locations have not been �- located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 54 feet with the first downspout from both ends of the gutter run within 1 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. Building Separation in frame direction: The calculated Maximum Inelastic Response Displacement for this building in the lateral direction is 2.0 inches. Section 12.12.3 of ASCE7-10 requires a minimum separation of the "Square Root of the sum of the squares" between this building and the adjacent building to avoid damage. The required separation maybe larger depending.upon the calculated drift for the existing building. Metallic has no responsibility for the behavior of the existing building. L Job Number ........................ 15-B-39475 Builder ........................... GINNO CONSTRUCTION INC ' Jobsite Location .................. MAISIE JANE'S, CHICO, California The material supplied by the manufacturer has been designed'with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS...: BLDG-A Ceiling Type : Acoustical or.Other Roof Limits Rafters Purlins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 40 Crane H/ 100 Portal Service Wind H/ N/A 60 Total Gravity H/ 60 Service Seismic H/ 40 40 Wall Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. 5 -j � GINNO CONSTRUCTION'INC. 3MS TlVM3Q I S o Q, o o, Job No, 39475A ver01-sgutierrez t, 14' 6 • 7'6 4 N ZJ \ X/20 ZJ 9 ,L 0 111 I I r ''Aj ;01'�qk INN N 4 O �I1 O ('l A Z 3 ' d W O O O OJ N rN O o 3 A E Z bd W O N _ O N O N ZJ \ X/20 ZJ 9 ,L 0 111 4 A O Q I I r ''Aj ;01'�qk INN 4 4 4 A O Q I I r ''Aj ;01'�qk INN o A O Q O I I r ''Aj ;01'�qk INN o �I1 . O o cu . A 3 ' W O O O OJ N I10 -i 3 A Z W O O N 5/811 • _ 9 ,V I 18' /70 OPEN I I I w 4 27' 4 27' 4 27' 4 MA I S I E JANE'S 82'0 c,CHICO CA 95928 SIDEWALL SWA Metallic Design Summary Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:27 R:\..\15-B-39475\ver01-sgutierrez\131dg-A\run01\39475A_bldg A 01.cds M A I N B U I L D I N G DESIGN SUMMARY REPORTT All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\AroofRPA 0l.edf Panel PBR26 Purlins .................. 55.0 ksi Yield Strength Eave Struts 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. PURLIN SPACING : 2@4.3642 4@5'0 1'3-1/4 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 27.333 8X2.5Z12 None S 0.000 3.146 C 2 127.333 8X2.5Z14 None C 3.146, 3.146 C 3 27.333 8X2.5Z12 None C 3.146 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 1,2,3,4 Purlin Stiffened Clips @ Level 2,7 @ Supports: 1,2,3,4 Purlin Backup Plate @ Level 2,7 @ Supports: 2,3 ROOF PLANE ------- RPC R:\Jobs\Active\ENG\15-B-394.75\ver01-sgutierrez\Bldg-A\run01\AroofRPC_01.edf RPC SAME AS RPA (MIRRORED) RPC Purlin Strut @ 18.728 (ft) :8X2.5212 Bays 1,3 RPC Purlin Strut @ 18.728 (ft) :8X2.5Z14 Bays 2 RPC Purlin Strut @ 30.000 (ft) :8X2.5212 Bays 1.3 RPC Purlin Strut @ 30.000 (ft) :8X2.5214 Bays 2 RPA Purlin Strut @ 41.272 (ft) :8X2.5212 Bays 1,3 RPA Purlin Strut @ 41.272 (ft) :8X2.5Z14 Bays 2 SWC Eave Strut @ 18.583 (ft) :8X3.5E14 Bays 1-3 SWA Eave Strut @ 18.583 (ft) :8X3.5E14 Bays 1-3 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2) All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end -frame uses (4)-1/2" A325 bolts. BRACING ---- Roof: 1 bays Rod Plane SWA 1 bays Rod: Hillside Washers Plane SWC 1 bays Rod: Hillside Washers Plane EWB 1 bays Rod Plane EWD 1 bays Rod 7 Metallic Design Summary Program User: sgutierrez Job Number: 39475A ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 0.000" Inset columns ) R:\Jobs\Active\-ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\Awal1SWA_0l.edf Panel .................... PBR26 Note to Drafting: provide G90 Galvanized Secondary. _OPEN AREAS: Open to existing building not by MBM Size Wall Distance 8210 x 1817 SWA 010 SIDEWALL PLANE SWC -- ( 0.000" Inset columns ) R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\AwallSWC 01.edf Panel .................... PBR26 Girts .................... 55.0 ksi Yield Strength Note to Drafting: Provide G90 Galvanized Secondary. GIRTS SPACINGS 4'0 3@3'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 .410 27.000 8X2.5Z12 None S 0.000 0.000 S 2 410 27.333 8X2.5Z12 None S 0.000 0.000 S 3 410 27.000 8X2.5Z12 None S 0.000 0.000 S 1 716 27.000 8X2.5Z12 None S 0.000 0.000 S. 2 716 27.333 8X2.5212 None S 0.000 0.000 S 3 716 27.000 8X2.5Z12 None S 0.000 0.000'S 1 1110 27.000 8X2.5Z12 None S 0.000 0.000 S' 2 11'0 27.333 8X2.5Z12 None S 0.000 0.000 S 3 1110 27.000 8X2.5Z12 None S 0.000 0.000 S 1 1416 27.000 8X2.5Z12 None S 0.000 0.000 S 2 1416 27.333 8X2.5Z12 None S 0.000 0.000 S 3 1416 27.000 8X2.5Z12 None S 0.000 0.000 S E 8 .. Metallic Design Summary Program User: sgutierrez Job Number: 39475A ------------------------------------------------------------------------------- Endwall Plane EWB Design..:...... Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\Awal1EWB_Ol.edf Panel ....................... PBR26 RAFTERS ----- Mem Description Length Start End. # Member Size Identification (ft) (ft),. (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 29.601 0.000 29.601 Connections... Left : Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts Right: Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 29.601 . 29.601 59.202 Connections... Left : Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts Right: Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA: 13.728 PLANE SWC: 13.728 Girts ........................ 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 2@3'6 Bay Elev. Length Member Size Brace' L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten -------------------------------------------'-------------------------- 1 716 19.999 8X2.5Z12 None S 0.000 0.000 S 2 716 20.000 8X2.5Z14 None S 0.000 0.000 S 3 716 19.999 8X2.5212 None S 0.000 0.000 S 1 1110 19.999 8X2.5Z16 None S 0.000 0.000 S 2 1110 20.000 8X2.5216 None S 0.000 0.000 S 3 1110 19.999 8X2.5216 None S 0.000 0.000 S 1 1416 19.999 8X2.5Z12 None S 0.000 0.000 S 2 1416 20.000 8X2.5Z14 None S 0.000 0.000 S 3 1416 19.999 8X2.5Z12 None S 0.000 0.000 S COLUMNS ----- ( 0.000" Flush columns ) Col Dist. Description Base Elev Base plate, design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-D 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-C 20.000' W8X10 50.0 ksi 0.0000''0.37511 BP thk w/( 4)-0.625" A36 1-B 40.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-A 60.000' W8X18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE 1 PLANE SWC: 1-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 9 r Metallic Design Summary Program User: sgutierrez Job Number: 39475A ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ Bearing Frame (BF) R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\AwallEWD_Ol.edf . Panel ....................... PBR26 RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 29.601 0.000 29.601 Connections... Left : Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts Right: Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 29.601 29.601 59.202 Connections... Left : Type -II MEP 6.0" X 3/8" (4)-1/2" A325N Bolts Right: Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) PLANE SWA,SWC: 13.728 Girts 55.0 ksi Yield Strength Note to Drafting: provide G90 Galvanized Secondary. Girts Spacings 7'6 2@3'6 columns ) Bay Elev. Length Member Size Brace L Lap R Lap # (ft -in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 716 19.999 8X2.5Z12 None S 0.000 0.000 S 2 716 20.000 8X2.5Z16 None S 0.000 0.000 S 3 716 19.999 8X2.5Z12 None S 0.000 0.000 S 1 11'0 2 11'0 3 11'0 1 14'6 2 14'6 3 14'6 FRAMED OPENINGS: Width Height 12'0 12'0 19.999 8X2.5Z16 None 20.000 8X2.5Z16 None 19.999 8X2.5Z16 None 19.999 8X2.5Z14 None 20.000 8X3.5212 None 19.999 8X2.5Z14 None S 0.000 0.000 S S 0.000 0.000 S S 0.000 0.000 S S 0.000 0.000 S S 0.000 0.000 S S 0.000 0.000 S Sill Ht z �ainb Header/Sill Bay Distance N/A 8X2.5C16 8X2.5C16 2 116 COLUMNS ----- ( 0.000" Flush columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 4-A 0.000' W8X18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-B 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-C 40.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 4-D 60.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT -TO -COLUMN CLIP COL. NO. ENDWALL PLANE 4 PLANE SWA: 4-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 4-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.375011) (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: t 10 Metallic Building Systems FRAME ID #11. USER NAME:sgutierrez DATE: 7/ 6/16 TIME:15:22:57 PAGE: 11-1 cs 60./18.583/27.167 20./110./0. JOB NAME:39475A FILE:a frames 2-3.fra LOCATION: Gridlines 2 3 (1) All sectional dimensions are in inches. DETAIL FILE: tive\Eng\15'-B-39475\ver01-sgutierrez\Bldg-A\Drftg\xllL (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 2488 lbs 18.0 18.0 Type PURLINS(horz. from eave) :8"-Z 2@414 3/8",4@5' SPLICE HORZ STF CAP (EXT) GIRTS vert. from floor 8"-Z 41 3@3'6" FLUSH SPLICE SPLICE 2E/2E _ 1.0 12 18'7" E.H. N N Q N M V N x V .� k ,o u c 3' -- 10'0" 125 lo,01, r 30' CONNECTION DETAILS * =2 3 Location 1* -D 2 3 4 5 6 7 8 Web Dep. 10.0 22.8618 30.0 N/A 30.0 18.0 18.0 18.0 Type BASE SPLICE HORZ STF CAP (EXT) 3E/3E SPLICE SPLICE 2E/2E Plate(DN) 6.0X0.375 N/A 2.75X0.375 6.0x0.25 6.OXO. 5 N/A N/A 6.0X0.5 Plate(UP) N/A N/A N/A N/A 6.OXO. 5 N/A N/A 6.0X0.5 Bolts (4)-3/4 N/A N/A N/A (12)-3/4 N/A N/A Metallic Building systems FRAME ID #11 USER NAME:sgutierrez DATE: 7/ 6/16 TIME:15:22:57 cs 60./18.583/27.167 20./110./0. JOB NAME:39475A FILE:a frames 2-3.fra LOCATION: Gridlines 2 3 (1) All sectional dimensions are in inches. DETAIL FILE: tive\Eng\15-B-39475\ver01-sgutierrez\Bldg-A\Drftg\xllR (2) All Flange lengths are measured along outer flange. BOLTS:A325 FULLY TIGHT WEIGHT: 2488 lbs 18.0 18.0 Type PURLINS(horz. from eave) :8"-Z 28'414 3/811,4@5' SPLICE HORZ STF CAP (EXT) GIRTS vert. from floor): 8"-Z FLUSH SPLICE SPLICE 2E/2E 6X0.3125 0 56 20.0' 6Xn. I. N 'n'. 'nn 30' Location U, *-A 2 .3 4 5 6 7 8 Web Dep. 10.0 22.8607 30.0 N/A 30.0 18.0 18.0 18.0 Type BASE SPLICE HORZ STF CAP (EXT) 3E/3E SPLICE SPLICE 2E/2E Plate(DN) 8.0X0.375 N/A 3.75X0.375 8.0X0.25 8.0X0.5 N/A N/A 6.0X0.5 Plate(UP) N/A N/A N/A N/A 6.0X0.5 N/A N/A 6.OXO. 5 Bolts (4)-3/4 N/A N/A N/A (12)-3/4 N/A N/A (8) 1.011 12 PF. .185 743' LEN.. .3125 743'18'7" E.H. C IT N - o m N o N {n N N U, N OD ~ • + m x 0 0 •,a: REACTIONS BUILDER: Ginno Construction Inc CUSTOMER: MJ Phase 3 JOB NUMBER: Job #15-B-39475 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) The reactions'ptovided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are A36 or A307 material unless noted otherwise on the anchor rod layout drawing (F1 sheet). f) X -Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x -bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 00. (3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, Q0. 3) Reactions are provided.as un -factored for each load group applied 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. Maximum reactions are not provided by the manufacturer to allow the foundation engineer to determine the correct values for his design procedures and allow for an economical foundation design. Rev C 12/29/09 NCI Engineering Center of Excellence 13 FRAME ID #11 USER NAME:sgutierrezDATE: 7/ 6/16 PAGE: 11 - (is 60./18.583/27.167 20./11 JOB NAME:39475A FILE:a frames 2-3.fra SUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines: 2 3 NOTES:(1) All reactions are in kips and kip -ft. TIME:15:22:57 7� overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. eismicpp-THRSE-ONLY" combination reactions include an overstrength factor of: 2.000 i�P HL ---If . 1VL *_D T.OAn (,R[ATTA RRACTTON TAALR * 2 3 COLUMN Roof Dead Load *-D LL Roof Live'Load *-A COLL LOAD GROUP HL VL LNL HR VR LNR DL 1.6 3.1 0.0 -1.6 3.2 0.0 LL 9.2 16.3 0.0 -9.2 16.3 0.0 COLL 1.6 2.9 0.0 -1.6 2.9 0.0 EQ -1.1 -0.6 0.0 -1.1 0:6 0.0 RBUPEQ 0.0 -2.4 -3.5 -0.0 -2.4 -3.5 WL1 -12.4 -16.3 0.0 0:1 -8.3 0.0 WL2 -10.6 -9.4 0.0 -1.6 -1.4 0.0 WL3 -9.5 -8.4 0.0 -3.3 -4.3 G.0 WL4 -7.7 -1.5 0.0 -5.0 2.5 0.0 WL5 -0.2 -8.3 0.0 12.5 -16.3 0.0 WL6 1.5 -1.4 0.0 10.7 -9.4 0.0 WL7 3.2 -4.3 0.0 9.6 -8.4 0.0 WL8 4.9 2:5 0.0 7.8 -1.5 0.0 LWL1 .-5.6 -18.0 0.0 5.6 -18.0 0.0 RBUPLW 0.1 -4.8 -7.1 -0.1 -4.8 -7.1 LWL2 -3.9 -11.1 0.0 3.9 -11.1 0.0 LWL3 -0.2 -8'.3 0.01 0.2 -8.3 0.0 LWL4 1.6 -1.4 0.0 -1.6 -1.4 0.0 RBDWLW --0.0 4.8 0.0 0.0 4.8 0.0 RBDWEQ -0.0 2.4 0.0 0.01 2.4 0.0 LOAD GROUP DESCRIPTION DL Roof Dead Load LL Roof Live'Load COLL Roof Collateral Load EQ Lateral Seismic Load (parallel to plane of frame) RBUPEQ Upward Acting Rod Brace Load from Longit. Seismic WL1 Lateral Primary Wind Load WL2 Lateral Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load WL5 Lateral Primary Wind Load • WL6 Lateral Primary Wind Load WL7 Lateral Primary Wind Load WL8 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load , RBUPLW Upward Acting Rod Brace Load from Longitud. Wind LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load, ° LWL4 Longitudinal Primary Wind Load RBDWLW Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ Downward Acting Rod Brace Load from Long. Seismic v 14 FRAME DESCRIPTION: USER NAME:sgutierr DATE: 7/06/16 PAGE: EW -1 Endwall EWB JOB NAME:39475A FILE:REW3BLDG1 PATH: R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP „ NOTE: All reactions are in kips and kip -ft. TIME:15:02:27 REACTION NOTATIONS vti f H1 V1, f H2 4 L 1-C HL HR VL V1 V2 VR 1-D 1-C 1-B 1-A LOAD GROUP REACTION TABLE LOAD GROUP v vti f H1 V1, f H2 f L COLUMN DESCRIPTION DEAD LOAD 1-D- COLLATERAL LOAD L 1-C W+ WIND LOAD AS AN INWARD ACTING PRESSURE 1-B WIND LOAD AS AN OUTWARD ACTING SUCTION WR 1-A WL LOAD GROUP HL VL LL H1 V1 L1 H2 V2 L2 HR VR LR D 0.0 0.6 0. 0. 1.2 0. 0. 1.2 0: 0.0 0.7 0. C 0.0 0.4 0. 0. 1.1 0. 0. 1.1 0. 0.0 0.4 0. L 0.0 2.3 0. 0. 6.0 0.0 0. 6.0 0.0 0.0 2.3 0. W+ -0.1 -3.3 0. 0. -8.2 3.8 0. -8.2 3.8 0.1 -3.3 1.8 W- -0.1 -3.3 0. 0. -8.2 -4.2 0. -8.2 -4.2 0.1 -3.3 -2.2 WR -0.1 -3.3 0. 0. -5.3 0.0 2.9 -11.2 0.0 0.1 -3.3 0. WL -0.1 -3.3 0. -2.9 -11.2 0.0 0. -5.3 0.0 0.1 -3.3 0. ER 0. 0. 0. 0. 1.0 0. 1.0 -1.0 0. 0. 0. 0. EL 0. -0. 0. -1.0 -1.0 0. 0. 1.0 0. 0. 0. 0. E+ 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.1 E- 0. .0. 0. 0. 0. 0. 0. 0. 0. 0. 0. -0.1 LOAD GROUP D DESCRIPTION DEAD LOAD C COLLATERAL LOAD L LIVE LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT E+ EARTHQUAKE FORCE ACTING INWARD E- EARTHQUAKE FORCE ACTING OUTWARD n 15 FRAME DESCRIPTION: USER NAME:sgutierr DATE: 7/06/16 PAGE: EW -2 Endwall EWD JOB NAME:39475A FILE:REW4BLDG1 PATH: R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip -ft. TIME:15:02:27 REACTION NOTATIONS HL HR Vl V2 VR 4-A 4-B 4-C 4-D LOAD GROUP REACTION TABLE COLUMN 4-A WAD GROUP D. DESCRIPTION DEAD LOAD 112 HR Vl V2 VR 4-A 4-B 4-C 4-D LOAD GROUP REACTION TABLE COLUMN 4-A WAD GROUP D. DESCRIPTION DEAD LOAD 4-B COLLATERAL'LOAD L 4-C W+ WIND LOAD AS AN INWARD ACTING PRESSURE 4-D WIND LOAD AS AN OUTWARD ACTING SUCTION LOAD GROUP HL VL LL H1 V1 L1 H2 V2' L2 HR VR LR D 0.0 0.7 0. 0. 1.2 0. 0. 1.2 0. 0.0 0.6 0. C 0:0 0:4 0. 0. 1.1 0. 0. 1.1 0. 0.0 0.4 0, L 0.0 2.3 0. 0. 6.0 0.0 0. 6.0 0.0 0.0 2.3 0. W+ _ -0.1 -3.3 1.8 0. -8.2 3.8 0.' -8.2 3.8 0.1 -3.3 0. W- -0.1 -3.3 -2_2 0. -8.2 -4.2 0. -8.2 -4.2 0.1 -3.3 0. WR -0.1 -3.3 0. 0. -8.2 0.0 0. -5.3 0.0 3.0 76.3 0. WL -0.1 -3.3 0. 0. -8.2 0.0 -2.9 -11.0 0.0 0.1 -0.6 0. E+ 0. 0. -0.,1 0 . 0. 0. 0. 0. 0. 0. 0. 0. E- 0. 0. -0.1 0. 0. 0.1 0. 0. 0. 0. 0. 0. ER 0. 0. 0. 0. 0. 0. 0. 1.0 0. 1.0 -1.0 0. EL 0. 0. 0. 0. 0. 0. -1.0 -0.9 0. 0. 0.9 0. vv vti v� f f WAD GROUP D. DESCRIPTION DEAD LOAD C COLLATERAL'LOAD L LIVE LOAD W+ WIND LOAD AS AN INWARD ACTING PRESSURE W- WIND LOAD AS AN OUTWARD ACTING SUCTION WR WIND FORCE FROM THE RIGHT WL WIND FORCE FROM THE LEFT E+ EARTHQUAKE FORCE ACTING INWARD E - EARTHQUAKE FORCE ACTING OUTWARD ER EARTHQUAKE FORCE FROM RIGHT EL EARTHQUAKE FORCE FROM LEFT 16 Metallic Page: 1 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report -Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ -----------------------------------------------------------7------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System Per: 2010 ASCE 7 Longitudinal wind loading case 1 (Endwall EWB is windward endwall) 110 mph Main framing wind load and coefficients Fully Enclosed Building, Normal Building Category,- EXPOSURE C 100% of endwall surfaces in interior zone Velocity pressure coefficient ( Kh)................................ 0.888043 Directionality Factor ( Kd)........................................ 0.85 Basic Pressure ( Qh)............................................... 23.38182 Topographic factor = Kzt at mean roof height = 1.0000 0.00 ft to 15.00 ft = 1.0000 15.00 ft to 20.00 ft = 1.0000 20.00 ft to 25.00 ft = 1.0000 Windward wall ...................... Cp= 0.80 P= 19.407 psf to 15.000' P= 20.356 psf to 20.000' P= 21.133 psf to 25.000' Leeward wall ....................... Cp= -0.43 P= -4.271 psf Roof Brace External loading .6*W Brc T Brc.T Brc strut spans applied to strut line --------- -------------------------------- ------ Total ------ ------ /bay Allow ------ PLANE RPC: 1 2.231 TOTAL •1.834 @ FRAME LINE 1 0.397 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 2.931 3.64 3.64 4.79 2 4.885 TOTAL 4.021 @ FRAME LINE 1 0.865 @ FRAME LINE 4 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 3 0.000 TOTAL 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 4 4.8a5 TOTAL 4.021 @ FRAME LINE 1 0.865 @ FRAME LINE 4 0.5000" ROD 20.000' Transfered = 2.931 3.64 3.64 4.79 5 2.231 TOTAL 17 1.834 Q FRAME LINE 1 0.397 @ FRAME LINE 4 PLANE RPA: 18 .. e 18 .. Metallic Page: 2 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 - - - 4.885 Transfered from roof Tier 1 18.58' 2.231 TOTAL 1.834 Q FRAME LINE 1 0.397 Q FRAME LINE 4 Transfered = 7.116 0.6*W = 0.6 * 7.116 = 4.27 Load / Bay = .1.27,/ 1 bays = 4.27 Brace T / Bay = 5.16 Rod Design = 0.6250" ROD Brace Allowable = 7.48 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 4.885 Transfered from roof Tier 1 18.58' 2.231 TOTAL 1.834 Q FRAME LINE 1 0.397 p FRAME LINE 4 Transfered = 7.116 0.6*W = 0.6 * 7.116 = 4.27 Load / Bay = 4.27 / l bays = 4.27 Brace T / Bay = 5.16 Rod Design = 0.6250" ROD Brace Allowable = 7.48 19 Metallic Page: 3 Bracing Design Program User:'sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-13-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------"------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Windforce-resistance System Per: 2010 ASCE 7 Longitudinal wind loading case 2 (Endwall EWD is windward endwall) 110 mph Main framing wind load and coefficients Fully Enclosed Building, Normal Building Category, EXPOSURE C 100% of endwall surfaces in interior zone Velocity pressure coefficient ( Kh)................................ 0.888043 Directionality Factor,( Kd)........................................ 0.85 Basic Pressure ( 4h ) ............................................... 23.38182 Topographic factor - Kzt at mean roof height = 1.0000 0.00 ft to 15.00 ft = 1.0000 15.00 ft to 20.00 ft = 1.0000 20.00 ft to 25.0'0 ft = 1.0000 Windward wall ................:...... Cp= 0.80 P= 19.407 psf to 15.000' P= 20.356 psf to 20.000' P= 21.133 psf to 25.000' Leeward wall ....................... Cp= -0:43 P= -4.271 psf Roof Brace External loading .6*W Brc T Brc T Brc strut spans, applied to strut line Total /bay Allow PLANE RPC: 1 2.231 TOTAL 0.397 0 FRAME LINE 1 1.834 0 FRAME LINE 4 0.5000" ROD 20.000' Transfered = 2.931 3.64 3.64 4.79 2 4.885 TOTAL 0.865 0 FRAME LINE 1 4.021 0 FRAME LINE 4 0.5000" ROD 10.000' Transfered = 0.000 0.00 0.00 4.79 3 0.000 TOTAL 10.000' 4 0.5000" ROD Transfered = 0.000 0.00 0.00 4.79 4.885 TOTAL 0.865 0 FRAME LINE 1 4.021 0 FRAME LINE 4 20.000' Transfered = 2.931 3.64 0.5000" ROD 3.64 4.79 5 2.231 TOTAL 20 0.397 @ FRAME LINE 1 1.834 Q FRAME LINE 4 PLANE RPA: --------- -------------------------------- ------ ------ ------ 21 Metallic Page: 4 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ -------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line -1 4.885 Transfered from roof Tier 1 18.58' 2.231 TOTAL 0.397 @ FRAME LINE 1 1.834 CEJ FRAME LINE 4 Transfered = 7.116 0.6*W = 0.6 * 7.116 = 4.27 Load / Bay = 4.27 / 1 bays 4.27 Brace T / Bay = 5.16 Rod Design = 0.6250" ROD Brace Allowable = 7.48 Wall Brace External loading strut elev applied to strut line PLANE SWA: Line 5 4.885 Transfered from roof Tier 1 18.58' 2.231 TOTAL 0.397 @ FRAME LINE 1 1.834 @ FRAME LINE 4 r Transfered = 7.116 0.6*W = 0.6 * 7.116 = 4.27 Load / Bay = 4.27 / 1 bays = 4.27 Brace T / Bay = 5.16 Rod Design 0.6250" ROD Brace Allowable = 7.48 22 Metallic Page: 5 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category .............................................•. D Mapped spectral.response accel. for short periods (Ss) .......:..:... 0.597 Mapped spectral response accel. for 1 second periods (S1)........... 0.26 Design 5% damped spectral response accel. at short periods (Sds) 0.526315 Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T).................................... 0.187 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)...................................•.... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.539 Roof collateral load included in Seismic force "W" (psf)............ 3.500 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total --------- -------------------------------- ------ ------ /bay ------ Allow ------ PLANE RPC: 1 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY, 1, 2, 3 0.5000" ROD 20.000' Transfered = 14.411 2.12 2.63 2.63 4.79 2 10.799 TOTAL 0.456 @ FRAME LINE 1, 4 3.296 @ BAY 1, 2, 3 10.000' Transfered = 3.612 0.53 0.57 3 7.224 TOTAL 0.316 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 10.000' Transfered = 3.612 0.53 0.57 4 10..799 TOTAL 0.456 @ FRAME LINE 1, 4 3.296 @ BAY 1, 2, 3 20.000' Transfered = 14.411 2.12 2.63 5 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 PLANE RPA: 0.5000" ROD 0.57 4.79 0.5000" ROD 0.57 4.79 0.5000" ROD 2.63 4.79 23 Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV; rho=1.30 M J I � 24 Metallic Page: 6 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 14.411 Transfered from roof Tier 1 18.58' 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 Transfered = 21.561 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(21.56),= 3.49 0.7*Omega*V = 0.7*2.00*3.492 = 4.89 Brace T = 5.91 Brace T / Bay = 5.91 / 1 bays = 5.91 Rod Design = 0.6250" ROD Brace Allowable = 8.97 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 14.411 Transfered from roof Tier 1 18.58' 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 Transfered = 21.561 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(21.56) = 3.49 0.7*Omega*V = 0.7*2.00*3.492 = 4.89 Brace T = 5.91 Brace T / Bay.= 5.91 / 1 bays = 5..91 Rod Design = 0.6250" ROD Brace Allowable = 8.97 25 ,Metallic Page: 7 Bracing,.Design Program User: sgutierrez Job. Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ --------------------------------------------------- -------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2013 CALIFORNIA (Reference 2012 International Building Code) Seismic -resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 2 (PLANE EWD endwall to opposite endwall is force direction) Soil Profile Type ................................................... D Seismic design category ............................................. D Mapped spectral response accel. for short periods (Ss) .............. 0.597 Mapped spectral response accel. for l second periods (S1)........... 0.26 Design 5% damped spectral response accel. at short periods (Sds) 0.526315 Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.325867 Longitudinal Building Period(T)...............:.................... 0.187 Seismic Reliability/Redundancy Factor ............................... 1.3 Seismic Importance Factor(I)....................................... 1 Building minimum longitudinal R value ............................... 3.25 Building minimum transverse R value ................................. 3.25 Roof dead load included in Seismic force "W" (psf)............. I...... 4.539 Roof collateral load included in•Seismic force "W" (psf)............ 3.500 Roof strut PLANE RPC: 1 Brace External loading (W) .7rhoV Brc T Brc T Brc spans applied to strut line Total /bay Allow 7.149 TOTAL - 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 20.000' Transfered = 14.411 2 10.799 TOTAL 0.456 @ FRAME LINE 1, 4 3.296 @ BAY 1, 2, 3 10.000, Transfered = 3.612 3 7.224 TOTAL 0.316 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 10.000, Transfered = 3.612 4 10.799 TOTAL 0.456 @ FRAME LINE 1, 4 3.296 @ BAY 1, 2, 3 20.000' Transfered = 14.411 5 PLANE RPA: 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 2.12 2.63 0.53 0.57 0.53 0.57 2.12 2.63 0.5000" ROD 2.63 4.79 0.5000" ROD 0.57 4.79 0.5000" ROD 0.57 4.79 0.5000" ROD 2.63 4.79 26 --------- -------------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 Roof bracing load E=rhoV;. rho=1.30 27 _Metallic l Page: 8 Bracing. Design Program User: sgutierrez Job Number: 39475A Design�Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 14.411 Transfered from roof Tier 1 18.58' 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 Transfered = 21.561 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25 V = (0.53)/((3.25)/(1.00))(21.56) = 3.49 0.7*Omega*V = 0.7*2.00*3.492 = 4.89 Brace T = 5.91 Brace T / Bay = 5.91 / 1 bays = 5.91 Rod Design = 0.6250" ROD Brace Allowable = 8-97 Wall Brace External loading strut elev applied to strut line PLANE SWA: Line 5 14.411 Transfered from roof Tier 1 18.58' 7.149 TOTAL 0.279 @ FRAME LINE 1, 4 2.197 @ BAY 1, 2, 3 Transfered = 21.561 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/2)W R=3.25 V = (0.53)/((3.25)/(1.00))(21.56) = 3.49 0.7*Omega*V = 0.7*2.00*3.492 = 4.89 Brace T = 5.91 Brace T / Bay = 5.91 / 1 bays = 5.91 Rod Design = 0.6250" ROD Brace Allowable = 8.97 28 Metallic Page: 9 Bracing Design Program. User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 ' Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE.DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 2 ANALYSIS OF PURLIN LINE 5 ON ROOF PLANE RPC LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D.+ 0.60W3-3 4) 0.60D + 0.60W3-4 5) 0.60D + 0.60W4-1 6) 0.60D + 0.60W4-2 7) 0.60D + 0.60W4-3 8) 0.60D + 0.60W4-4 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W3-3 12) D + C + 0.45W3-4. 13) D + C + 0.45W4-1 14) D + C + 0.45W4-2 15) D + C + 0.45W4-3 16) D + C + 0.45W4-4 17) 1.07D + 1.07C + 0.91E3-1 18) 1.07D + 1.07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE 1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4 W4-1= DIRECTIONAL PROCEDURE WIND CASE'l W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3= DIRECTIONAL PROCEDURE WIND CASE 3' W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No.. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio -- ------ ----------------------------------------- ------------------------- LE 0.333.8X2.5Z12 5.000. 5 0.002 shear+bending 5.L/ 94 deflection 1 27.000 8X2.5Z12 5.000 0 3.1458 5 0.668 axial+bending 5 L/ 340 deflection 2 27.333 8X2.5Z14 5.000 3.1458 3.1458 1 0.599 axial+bending 1 L/1452 deflection 3 27.000 8X2.5Z12 5.000 3.145 1 0.668 axial+bending 1 L/ 340 deflection RE 0.333 8X2.5Z12 5.000 1 0.002 shear+bending 1 L/ 94 deflection :'Total line design weight is 414.8 lbs. 29 Metallic Page: 10 Bracing,Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ -------------------------------------------------------------=----------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING PURLIN STRUT NO. 3 ANALYSIS OF PURLIN LINE 7 ON ROOF PLANE RPC LOAD COMBINATIONS Span No. LE 1 2 3 RE 1) 0.60D + 0..60W3-1 3) 0.60D + 0.60W3-3 5) 0.60D + 0.60W4-1 7) 0.60D + 0.60W4-3 9) D + C + 0.45W3-1 11) D + C + 0.45W3-3 13) D + C + 0.45W4-1 15) D + C + 0.45W4-3 17) 1.07D + 1.07C + 0.91E3-1 2) 0.60D + 0.60W3-2 4) 0.60D + 0.60W3-4 6) 0.60D + 0.60W4-2 8) 0.60D + 0.60W4-4 10) D + C + 0.45W3-2 12) D + C + 0.45W3-4 14) D + C + 0.45W4-2 16) D + C + 0.45W4-4 18) 1.07D + 1.`07C + 0.91E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE 1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4- W4-1= DIRECTIONAL PROCEDURE WIND CASE 1 W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3= DIRECTIONAL PROCEDURE WIND CASE 3 W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Length Member, avg spacing Bearing Controlling Conditions (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio 0.333 8X2.5Z12 3.772 5 0.001 shear+bending 5 L/ 126 deflection 27.000 8X2.5212 3.772 0 3.1458 5 0.402 bending 5 L/ 459 deflection 27.333 8X2.,5214 3.772 3.1458 3.1458 1 0.277 shear+bending 1 L/1970 deflection 27.000 8X2.5Z12 3.772 3.145 1 0.402 bending 1 L/ 459 deflection 0.333 8X2.5Z12 3.772 1 0.001 shear+bending 1 L/ 126 deflection Total line design weight is 414.8 lbs. 30 Metallic Page: 11 Bracing Design Program User: sgutierrez Job Number: 39475A . Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN`**** 'ROOF STRUT LINE DESIGN . BLDG -A ROOF BRACING PURLIN STRUT NO. 4 ANALYSIS OF PURLIN LINE 5 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W3-3 4) 0.60D + 0.60W3-4 5) 0.60D + 0.60W4-1 6) 0.60D + 0.60W4-2 7) 0.60D + 0.60W4-3 8) 0.60D + 0.60W4-4 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W3-3 12) D + C + 0.45W3-4 13) D + C + 0.45W4-1 14) D + C + 0.45W4-2 15) D + C + 0.45W4-3 16) D + C + 0.45W4-4 17) 1.07D + 1.07C +•0.91E3-1 18) 1.07D + 1.07C`+ 0.91E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE -1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4 W4-1= DIRECTIONAL PROCEDURE WIND CASE 1 W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3= DIRECTIONAL PROCEDURE WIND CASE 3 W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------- LE 0.333 8X2.5Z12 5.000 1 0.002 shear+bending 1 L/ 94 deflection 1 27.000 8X2.5Z12 5.000 0 3.1458 1 0.668 axial+bending 1 L/ 340 deflection 2 27.333 8X2.5214 5.000 3.1458 3.1458 1 0.599 axial+bending 1 L/1452 deflection 3 27.000 8X2.5Z12 5.000 3.145 5 0.668 axial+bending 'S L/ 340 deflection RE 0.333 8X2.5Z12 5.000 5 0.002 shear+bending 5 L/ 94 deflection Total line design weight is 414.8 lbs. 31 Metallic ' Page: 12 Bracinq Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:13 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** EAVE STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 1 ANALYSIS OF EAVE STRUT LINE ON WALL PLANE SWC LOAD COMBINATIONS 1) 0.60WS3 2) 0.60WS4 3) 1.40ES3 4) 1.40ES4 WHERE WS3 = WIND LOAD FROM PLANE EWB WS4 = WIND LOAD FROM PLANE EWD ES3 = SEISMIC LOAD FROM PLANE EWB ES4 = SEISMIC LOAD FROM PLANE EWD Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio 1 27.000 8X3.5E14 2 0.082 axial 2 0.225 connection 2 27.333 8X3.SE14 1 0.302 axial 1 0.823 connection 3, 27.000 8X3.5E14 1 0.082 axial 1 0.225 connection 32 Metallic Page: 13 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16. Start Time: 03:02:14 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 5 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W3-3 4) 0.60D + 0.60W3-4 5) 0.60D + 0.60W4-1 6) 0.60D + 0.60W4-2 7) 0.60D + 0.60W4-3 8) 0.60D + 0.60W4-4 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W3-3 12) D + C + 0.45W3-4 13) D + C + 0.45W4-1 14) D + C + 0.45W4-2 15) D.+ C + 0.45W4-3 16) D + C + 0.45W4-4 17) 1.07D + 1.07C + 1.40E3-1 18) 1.07D + 1.07C + 1.40E4-1 WHERE : D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE 1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4 W4-1= DIRECTIONAL PROCEDURE WIND CASE 1 W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3'= DIRECTIONAL PROCEDURE WIND CASE 3 W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE.1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing- Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------- LE 0.333 8X3.5E14 2.182 18 0.180 crippling. 1 L/ 142 deflection 1 27.000 8X3.5E14 2.182 1 0.547 axial+bending 1 L/ 463 deflection Total line design weight is 116.7 lbs. Metallic Page: 14 BracinSI:Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:14 R:\Jobs\Active\ENG\15-B-39475\ver01-9gutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 5 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS 1) 0.60D + 0.60W3-1 3) 0.60D + 0.60W3-3 5) 0.60D + 0.60W4-1 7) 0.60D + 0.60W4-3 9) D + C + 0.45W3-1 11) D + C + 0.45W3-3 13) D + C + 0.45W4-1 15) D + C + 0.45W4-3 17) 1.07D + 1.07C + 1.40E3-1 2) 0.60D + 0.60W3-2 4) 0.60D + 0.60W3-4 6) 0.60D + 0.60W4-2 8) 0.60D + 0.60W4-4 10) D + C + 0.45W3-2 12) D + C + 0.45W3-4 14) D + C + 0.45W4-2 16) D + C + 0.45W4-4 18) 1.07D•+ 1.07C + 1.40E4-1 WHERE D = DEAD LOAD C = COLLATERAL.LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE 1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4 W4-1= DIRECTIONAL PROCEDURE WIND CASE 1 W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3= DIRECTIONAL PROCEDURE WIND CASE 3 W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing No. (feet) & Ext. Lengths (feet) ---- ------ ---------------------------- 2 27.333 8X3.5E14 2.182 simple span Total line design weight is 116.7 lbs. Bearing Controlling Conditions StifReq Combination & Check Ratio ------- ------------------------- 5 0.535 axial+bending 18 L/ 671 deflection M2 Metallic Page: 15 Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:14 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ -----------------------------------------------------------'-------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LINE DESIGN BLDG -A ROOF BRACING EAVE STRUT NO. 5 ANALYSIS OF EAVE STRUT LINE 1 ON ROOF PLANE RPA LOAD COMBINATIONS : 1) 0.60D + 0.60W3-1 2) 0.60D + 0.60W3-2 3) 0.60D + 0.60W3-3 4) 0.60D + 0.60W3-4 5) 0.60D + 0.60W4-1 6) 0.60D + 0.60W4-2 7) 0.60D + 0.60W4-3 8) 0.60D + 0.60W4-4 9) D + C + 0.45W3-1 10) D + C + 0.45W3-2 11) D + C + 0.45W3-3 12) D + C + 0.45W3-4 13)' D + C + 0..45W4-1 14) D + C + 0.45W4-2 15) D + C + 0.45W4-3 16) D + C + 0.45W4-4 17) 1.07D + 1.07C + 1.40E3-1 18) 1.07D + 1.07C + 1.40E4-1 WHERE D = DEAD LOAD C = COLLATERAL LOAD L = LIVE LOAD W3-1= DIRECTIONAL PROCEDURE WIND CASE 1 W3-2= DIRECTIONAL PROCEDURE WIND CASE 2 W3-3= DIRECTIONAL PROCEDURE WIND CASE 3 W3-4= DIRECTIONAL PROCEDURE WIND CASE 4 W4-1= DIRECTIONAL PROCEDURE WIND CASE 1 W4-2= DIRECTIONAL PROCEDURE WIND CASE 2 W4-3= DIRECTIONAL PROCEDURE WIND CASE 3 W4-4= DIRECTIONAL PROCEDURE WIND CASE 4 E3-1= SEISMIC LOAD CASE 1 E4-1= SEISMIC LOAD CASE 2 Span Length Member, avg spacing Bearing Controlling Conditions No. (feet) & Ext. Lengths (feet) StifReq Combination & Check Ratio ---- ----------------------------------------- ------------------------- 3 27.000 8X3.5E14 2.182 5 0.547 axial+bending 5 L/ 463 deflection RE 0.333 8X3.5E14 2.182 18 0.180 crippling 5 L/ 142 deflection Total line design weight is 116.7 lbs. i 35 Metallic Page: 16 'Bracing Design Program User: sgutierrez Job Number: 39475A Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:14 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- **** MAIN BUILDING LONGITUDINAL BRACING DESIGN **** LONGITUDINAL BRACING DESIGN SUMMARY Roof Bracing: Brace Bay 3 Bay 2 Bay 1 Strut Spans 27.333 feet 27.333 feet 27.333 feet ---------- ----- PLANE RPC: ------------- ------------- ------------- 1 8X3.5E14 8X3.5E14 8X3.5E14 20.000' 0.5000" ROD 2 8X2.5Z12 8X2.5Z14 8X2.5Z12 10.000' 0.5000" ROD 3 8X2.5212 8X2.5Z14 8X2.5Z12 10.000' 0.5000" ROD 4 8X2.5Z12 8X2.5Z14 8X2.5Z12 20.000' 0.5000" ROD 5 8X3.5E14 8X3.5E14• 8X3.5E14 PLANE RPA: Brace Bay 1 Bay 2 Bay 3 Sidewall'Bracing: Brace Bay 3 Bay 2 Bay 1 Strut. Spans 27.333 feet 27.333 feet 27.333 feet PLANE SWC: 1 8X3.5E14 8X3.5E14 8X3.5E14 18.583' 0.6250!' ROD Brace Bay 1 Bay 2 Bay 3 Strut Spans 27.333 feet 27.333 feet 27.333 feet PLANE SWA: 5 8X3.5E14 8X3.5E14 8X3.5E14 18.583' ---------- ----- ------------- 0.6250" ROD ------------- ------------- 36 Metallic Page: 31 Design Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:25 R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB 37 Loading Condition Horizontal Force --------------------------------------------- 1) Lateral Wind Load 1 from SWA to SWC ------------------ 1.80 2) Lateral Wind Load 2 from SWA to SWC 1.80 3) Lateral Wind Load 1 from SWC to SWA 1.80 4) Lateral Wind Load 2 from SWC to SWA 1.80 5) Lateral Seismic from planes SWA to SWC 6.04 Weight (W) 6) Lateral Seismic from planes SWC to SWA 6.04 Weight (W) --------------------------------------------- ------------------ kips Using Max size 0.5000" RODS in endwall module [ 21 from left to right Width= 20.00 feet Left Height= 20.25 feet Right Height= 20.25 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity ---- (feet) (feet) (kips) ---------- ------- ------------- ------------- (kips) Tier 1 1) 20.25 28.46 2.50 4.79 2) 20.25 28.46 2.50 4.79 3) 20.25 28.46 2.50 4.79 4) 20.25 28.46 2.50 4.79 5) 20.25 28.46 1.91 5.74 6) 20.25 28.46 1.91 5.74 Tier ---- bracing size:0.5000" ROD ---------- ------- ------------- ------------- 37 Metallic Page: 32 Design.Summary Report Version: 6.01.0 run01 Date: 07/06/16 Start Time: 03:02:26 .R:\Jobs\Active\ENG\15-B-39475\ver01-sgutierrez\Bldg-A\run0l\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD Tier bracing size:0.5000" ROD 38. Loading Condition Horizontal Force --------------- 1) n ------------------------------ Lateral Wind Load 1 from SWA to SWC ------------------ 1.80 2) Lateral Wind Load 2 from SWA to SWC 1.80 3) Lateral Wind Load 1 from SWC to SWA 1.80. 4) Lateral Wind Load 2 from SWC to SWA 1.80 5) Lateral Seismic from planes SWA to SWC 6.04 Weight (W) . 6) Lateral Seismic from planes SWC to SWA 6.04 --------------------------------------------- Weight (W) ------------------ kips Using Max size 0.5000" RODS in endwall module [ 31 from left to right Width= 20.00 feet Left Height= 20.25 feet Right Height= 18.58 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) Tier 1 1) 18.58 27.30 2.41 4.79 2) 18.58 27.3.0 2.41 4.79 3) 20.25 28.46 2.52 4.79 4) 20.25 28.46 2.52 4.79 5) 18.58 27.30 1.84 5.74 6) 20.25 28.46 1.92 5.74 Tier bracing size:0.5000" ROD 38. Metallic Building Systems User: sgutierrez Page: F11- 1 R -Frame Design Program•- Version V6.01 Job : 39475A Input Data Echo File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 R:\Jobs\Active\Eng\15-B-39475\ver01-sgutierrez\Bldg-A\ -------------------------------------------------------------------------------- VERSION V6.01 BRAND METALLIC DESCRIPTION cs 60./18.583/27.167 20./110./0. FRAME -ID -11 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 39475A ANALYZE all *DATASET members brace combinations wind array connection base BUILDING LABEL A LOCATION frame lines 2-3 LATERAL GRID LABEL 2 3 LONGITUDINAL GRID LABEL D A NUMBER FRAMES 2 *PRICE complete TYPE LEFT cs t cs 60. 60. TYPE RIGHT cs t cs 60. 60. WIDTH 60. 30. LENGTH 82. EAVE 18.5833 *ROOF SLOPE 1. GIRT DEPTH 8. 0. *PURLIN DEPTH 8. 8.25 GIRT THICKNESS LEFT 0.105 *PURLIN THICKNESS 0.07 GIRT THICKNESS RIGHT 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 36.081 14.036 7.271 4.034 CODE LABEL 2013 CALIFORNIA BUILDING CODE IB12 U=Normal DEAD LOAD 2.544 *COLLATERAL LOAD 3.5 LIVE LOAD 20. SNOW R=O. T=1. S=N WEL=30. WER=30. WML=30. WMR=30. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD 51=26. SS=59.7 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 LOF=2. \ TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR= 27.167 WALL TRIBUTARY TR= 27.167 S=O. E=18.5833 DESIGN ASD10 LATERAL BRACE LENGTH 21.33 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. 5=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=O RA=O RC=O GIRT SPACING LEFT 4. 303.5 GIRT SPACING RIGHT GIRT BRACE LEFT N M C M GIRT.BRACE RIGHT PURLIN SPACING 204.3642 405. PURLIN BRACE C C C N N C LEFT COLUMN 39 BASE W=6. T=0.375 L=10.5625 N=2 D=0.75 10'. 0. 10. 6. 0.25 0.156 6. 0.3125 0. 30. 0. 6. 0.25 0.156 6. 0.3125 LEFT RAFTER CONNECTION 0=3E I=3E W=6. T=0.5 D=0.75 30. 18. 0. 6. 0.25 0.185 6. 0.3125 18. 0. 10. 6. 0.25 0.156 6. 0.25 0. 18. 10. 6. 0.3125 0.156 6. 0.25 CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75 RIGHT COLUMN BASE W=8. T=0.375 L=10.625 N=2 D=0.75 10. 0. 10. 8. 0.25 0.156 8. 0.375 0. 30. 0. 8. 0.25 0.156 8. 0.5 RIGHT RAFTER CONNECTION 0=3E I=3E W=8. 6. T=0.5 D=0.75, 30. 18. 0. 6. 0.25 0.185 6. 0.3125 18. 0. 10. 6. 0.25 0.156 6. 0.25 0. 18. 10. 6. 0.3125 0.156 6. 0.25 WIND ARRAY WL1 GQH= 19.875 LW= 0.80 RF1= -0.90 SP1= 18.58 RF2= -0..50 \ SP2= 11.42 RF3= -0.50 SP3= 7.17 RF4= -0.30 SP4= 22.83 RW= -0.50 Left WIND STEP 18.998 19.875 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY, WL2 GQH= 19.875 LW= 0.80 RF1= -0.90 SP1= 18.58 RF2= -0.50 \ SP2= 11.42 RF3=.-0.50 SP3= 7.17 RF4= -0.30 SP4= 22.83 RW= -0.50 Left WIND STEP 18.998 19.875. 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL3 GQH= 19.875 LW= 0.80 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= -0.50 Left WIND STEP 18.998 19.875 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WL4 GQH= 19.875 LW= 0.80 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= -0.50 Left WIND STEP 18.998 19.875 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY LWL1 GQH= 19.875 LW= -0.70 RF1= -0.90 SP1= 30.00 RF2= -0.90 \ SP2= 30.00 RW= -0.70. INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY LWL2 GQH= 19.875 LW -0.70 RF1= -0.90 SP1= 30.00 RF2= -0.90 \ SP2= 30.00 RW= -0.70 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY LWL3 GQH= 19.875 LW= -0.70 RF1= -0.30 SP1= 30.00 RF2= -0.30 \ SP2= 30.00 RW= -0.70 INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY LWL4 GQH= 19.875 LW= -0.70 RF1= -0.30 SP1= 30.00 RF2= -0.30 \ SP2= 30.00 RW= -0.70 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL5 GQH= 19.875 LW= -0.50 RF1= -0.30 SP1= 22.83 RF2= -0.50 \ SP2= 7.17 RF3= -0.50 SP3= 11.42 RF4= -0.90 SP4= 18.58 RW= 0.80 Right WIND STEP 19.875 18.998 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 .INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WL6 GQH= 19.875 LW= -0.50 RF1= -0.30 SP1= 22.83 RF2= -0.50 \ SP2= 7.17 RF3= -0.50 SP3= 11.42 RF4= -0.90 SP4= 18.58 RW= 0.80 Right 40 WIND STEP 19.875 18.998 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 '19.875 21.083 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL7 GQH= 19.875 LW= -0.50 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= 0.80 Right WIND STEP 19.875 18.998 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WL8 GQH= 19.875 LW= -0.50 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= 0.80 Right WIND STEP 19.875 18.998 15.000 WIND STEP 19.875 19.875 20.000 WIND STEP 19.875 19.875 21.083 INT PRESSURE 23.382 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL1D GQH= 8.515 LW= 0.80 RF1= -0.90 SP1= 18.58 RF2= -0.50 \ SP2= 11.42 RF3= -0.50 SP3= 7.17 RF4= -0.30 SP4= 22.83 RW= -0.50 Left WIND STEP 8.139 8..515 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WL2D GQH= 8.515 LW= 0.80 RF1= -0.90 SP1= 18.58 RF2= -0.50 \ SP2= 11.42 RF3= -0.50 SP3= 7.17 RF4= -0.30 SP4= 22.83 RW= -0.50 Left WIND STEP 8.139 8.5.15 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL3D GQH= 8.515 LW= 0.80 RF1= -0.18 SP1 =30.00 RF2= -0.18 \ SP2= 30.00 RW= -0.50 Left WIND STEP 8.139 8.515 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017:;0.,.1800 -0.1800 -0.1800 -0.180.0 WIND ARRAY WL4D GQH= 8.515 LW= 0.80 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= -0.50 Left WIND STEP 8.139 8.515 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 0.1800 0.1800 0.1800 0.1800 WIND ARRAY LWL1D GQH= 8.515 LW= -0.70 RF1= -0.90 SP1= 30.00 RF2= -0.90 SP2= 30.00 RW= -0.70 INT PRESSURE 10.017 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY LWL2D GQH= 8.515 LW= -0.70 RF1= -0.90 SP1= 30.00 RF2= -0.90 \ SP2= 30.00 RW= -0.70 INT PRESSURE 10.017 0.1800 0.1800 0.1800 0.1800 WIND ARRAY ' LWL3D GQH= 8.515 LW= -0.70 RF1= -0.30 SP1= 30.00 RF2= -0.30 \ SP2= 30.00 RW= -0.70 INT PRESSURE 10.017 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY LWL4D GQH= 8.515 LW= -0.70 RF1= -0.30 SP1= 30.00 RF2= -0.30 SP2= 30.00 RW= -0.70 INT PRESSURE 10.017 0.180.0 0.1800 _0.1800 0.1800 WIND ARRAY WL5D GQH= 8.515 LW= -0.50 RF1= -0.30 SP1= 22.83 RF2= -0.50 \ SP2= 7.17 RF3= -0.50 SP3= 11.42 RF4= -0.90 SP4= 18.58 RW= 0.80 Right WIND STEP 8.515 8.139 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WL6D GQH= 8.515 LW= -0.50 RF1= -0.30 SP1= 22.83 RF2= -0.50 \ SP2= 7.17 RF3= -0.50 SP3= 11.42 RF4= -0.90 SP4= 18.58 RW= 0.80 Right WIND STEP 8.515 8.139 15.000 WIND STEP 8.515 8.515 20.000 41 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 0.1800 0.1800 0.1800 0.1800 WIND ARRAY WL7D GQH= 8.515 LW= -0.50 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= 0.80 Right WIND STEP 8.515 8.139 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 -0.1800 -0.1800 -0.1800 -0.1800 WIND ARRAY WLBD GQH= 8.515 LW= -0.50 RF1= -0.18 SP1= 30.00 RF2= -0.18 \ SP2= 30.00 RW= 0.80 Right WIND STEP 8.515 8.139 15.000 WIND STEP 8.515 8.515 20.000 WIND STEP 8.515 8.515 21.083 INT PRESSURE 10.017 0.1800 0.1800 0.1800 0.1800 LOAD COMBINATIONS 1)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 2)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 3)1.07368 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 4)1.07368 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 5)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 6)1.07368 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 10)1.07368 DL 1.07368 COLL -0.91 EQ .*DEFL 40. 120. *PDELTA R 11)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 12)0.52632 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 13)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 14)0.52632 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 15)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 16)0.52632 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 17)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L 18)0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R 19)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L 20)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R 21)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L 22)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R 23)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *'PDELTA L 24)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L 25)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R 27)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L 28)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 29)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 30)0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA R 31)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 32)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 33).1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 34)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 35)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L 36)0.79474 DL 3.5 EQ *TYPE R *APP K'*PDELTA R 37)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L 38)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R 39)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 40)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 41)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 42)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 43)1. DL 0.6 WL1 *PDELTA L 44)1. DL 0.6 WL1 *PDELTA R .45)1. DL 0.6 WL2 *PDELTA L 46)1. DL 0.6 WL2 *PDELTA R 47)1. DL 0.6 WL3 *PDELTA L 42 48)1. DL 0.6 WL3 *PDELTA R 49)1. DL 0.6 WL4 *PDELTA L 50)1. DL 0.6 WL4 *PDELTA R ' 51)1. DL 0.6 WL5 *PDELTA L 52)1. DL 0.6 WL5 *PDELTA R 53)1. DL 0.6 WL6 *PDELTA L 54)1. DL 0.6 WL6 *PDELTA R 55)1. DL 0.6 WL7 *PDELTA L 56)1. DL 0.6 WL7 *PDELTA R 57)1. DL 0.6 WL8 *PDELTA L 58)1. DL 0.6 WL8 *PDELTA R 59)0.6 DL 0.6 WL1 *PDELTA L 60)0.6 DL 0.6 WL1 *PDELTA R 61)0.6 DL 0.6 WL2 *PDELTA L 62)0.6 DL 0.6 WL2 *PDELTA R 63)0.6 DL 0.6 WL3 *PDELTA L 64)0.6 DL 0.6 WL3 *PDELTA R 65)0.6 DL 0.6 WL4 *PDELTA L 66)0.6 DL 0.6 WL4 *PDELTA R 67)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 68)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 69)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 70)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 71)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 72)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 73)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 74)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 75)0.6 DL 0.6 WL5 *PDELTA L 76)0.6 DL 0.6 WL5 *PDELTA R 77)0.6 DL 0.6 WL6 *PDELTA L 78)0.6 DL 0.6 WL6 *PDELTA R 79)0.6 DL 0.6 WL7 *PDELTA L 80)0.6 DL 0.6 WL7 *PDELTA R 81)0.6 DL 0.6 WL8 *PDELTA L 82)0.6 DL 0.6 WL8 *PDELTA R 83)1. DL 1. COLL 0.6 WL1 *PDELTA L 84)1. DL 1. COLL 0.6 WL1 *PDELTA R 85)1. DL 1. COLL 0.6 WL2 *PDELTA L 86)1. DL 1. COLL 0.6 WL2 *PDELTA R 87)1. DL 1. COLL 0.6 WL3 *PDELTA L 88)1. DL 1. COLL 0.6 WL3 *PDELTA R 89)1. DL 1. COLL 0.6 WL4 *PDELTA L 90)1. DL 1. COLL 0.6 WL4 *PDELTA R 91)1. DL 1. COLL 0.6 WL5 *PDELTA L 92)1.'DL 1. COLL 0.6 WL5 *PDELTA R 93)1. DL 1. COLL 0.6 WL6 *PDELTA L 94)1. DL 1. COLL 0.6 WL6 *PDELTA R 95)1. DL 1. COLL 0.6 WL7 *PDELTA L 96)1. DL 1. COLL 0.6 WL7 *PDELTA R 97)1. DL 1. COLL 0.6 WL8 *PDELTA L 98)1. DL 1. COLL 0.6 WL8 *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 109)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L 43 110)1. DL' 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 111)1., DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 112)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 113)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 114)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 115)1. DL 0.75 LL 1. COLL 0.45 WL5 *PDELTA L 116)1. DL 0.75 LL 1. COLL 0.45 WL5 *PDELTA R 117)1. DL 0.75 LL 1. COLL 0.45 WL6 *PDELTA L 118)1. DL 0.75 LL 1. COLL 0.45 WL6 *PDELTA R 119)1. DL 0.75 LL 1. COLL 0.45 WL7 *PDELTA L 120)1. DL 0.75 LL 1. COLL 0.45 WL7 *PDELTA R 121)1. DL 0.75 LL 1. COLL 0.45 WL8 *PDELTA L 122)1. DL 0.75 LL 1. COLL 0.45 WL8 *PDELTA R 123)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 124)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R. 125)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 126)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 127)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 128)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 129)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 130)1. DL 1. COLL 0.6 LWL4. 0.6 RBDWLW *PDELTA R 131)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA L 132)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBDWLW *PDELTA R 133)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA L 134)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBDWLW *PDELTA R 135)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA L 136)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBDWLW *PDELTA R 137)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA L 138)1. DL* 0.75 LL 1. COLL 0.45 LWL4 0.45 RBDWLW *PDELTA R 139)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 140)1.07368 DL 1.07368 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 141)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L 142)1.30526 DL 1.30526 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R 143)1. LL *DEFL 60. 180. *TYPE D 144)1. WL1D *DEFL 60. 180. *TYPE D 145)1. WL2D *DEFL 60. 180. *TYPE D 146)1. WL3D *DEFL 60. 180. *TYPE D 147)1. WL4D *DEFL 60. 180. *TYPE D 148)1. LWL1D *DEFL 60. 180. *TYPE D 149)1. LWL2D *DEFL 60. 180. '*TYPE D 150)1. LWL3D *DEFL 60. 180. *TYPE D 151)1. LWL4D *DEFL 60. 180. *TYPE D 152)1. WL5D *DEFL 60. 180. *TYPE D 153)1. WL6D *DEFL 60. 180. *TYPE D 154)1. WL7D *DEFL 60. 180. *TYPE D 155)1. WL8D *DEFL 60. 180. *TYPE D 156)1.30526 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 157)1.30526 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 158)0.79474 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 159)0.79474 DL -1. EQ *DEFL 40. 0. *TYPE D,*EQCD 3.0 160)1.30526 DL 1.30526 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 161)1.30526 DL 1.30526 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 18.580000 1.260000 0.000000 \ #'WALL WEIGHT FOR EQ LC EQDW GLOB M C 18.583300 0.760000 0.000000 \ # PANEL/GIRT SELF -WEIGHT FOR E LC RBUPLW GLOB Y C 0.010000 4.838000 0.250000 \ # WIND BRACE FORCE -LC RBUPLW GLOB L C, 0.010000 7.116000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 18.583000 -4.838000 . 0.250000 \ 44 45 # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 4.838000 -0.250000 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 7.116000 0.000000 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.583000 -4.838000 -0.250000 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 2.374000 0.250000 \ # SEISMIC BRACE FORCE LC_ RBUPEQ GLOB L C 0.010000 3.492000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 18.583000 -2.374000 0.250000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 2.374000 -0.250000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 3.492000 0.000000 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.583000 -2.374000 -0.250000 \ # SEISMIC BRACE FORCE END 45 n Metallic Building Systems User: sgutierrez Page: F11- 2 R-Frame Design Program - Version V6.01 Job : 39475A Building Grid label legend File: a_frames_2-3.fra Date: 7/ 6/16 :cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Building Grid Label Legend Building A Frame Number 11 No. of Frames 2 Left Column Column @ * - D Right Column Column @ * - A *Frames located @ 2 3 46 Metallic Building Systems User: sgutierrez Page: 'F11-'3 R -Frame Design Program - Version V6.01 Job : 39475A Code Summary Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Building :A Frame Number :11 Location: frame lines 2-3 No. of Frames: 2 2013 CALIFORNIA Main Code Requirements Per International Building Code 2012 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2005 AISC Seismic Provisions for Structural Steel Buildings Frame Data Eave height Left & Right (feet) ..................................... 18.583 Horizontal width from left to right steel line (feet) ............... 60.000 Horizontal distance to ridge from left side (feet) .................. 30.000 Roof Slope Left & Right (rise:12)................................... 1.000 Column Slope Left & Right(lat:12).................................. 0.000 Purlin depth left & right side (inches) ............................. 8.000 Frame Rafter Inset left & right side (inches) ....................... 8.250 Girt depth left & right side (inches) ............................... 8.000 Frame Column Inset left & right side (inches) ....................... 0.000 Tributary Width left & right side (feet) ............................ 27.167 ......................from Height 0.00 to Height 18.58 Tributary Width roof (feet) ......................................... 27.167 Tension Flange Bolt Hole Reduction .................................. Yes Tension Field Action at Knee ........................................ Yes Second order analysis method ........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter(psf)..................................... 2.544 Frame Rafter Dead Weight(psf)...................................... 0.823 Total Roof Dead Weight(psf)........................................ 3.367 Collateral Load to Frame Rafter(psf) ............................... 3.500 Roof Live Load Entered(psf)......................................... 20.000 Design Roof Live Load Used(psf).................................... 20.000 Roof Snow Load Entered(psf)........................................ 0.000 Snow Exposure Factor [Ce] .......................................:... 1.000 Snow Importance Factor [I] -- Standard Use Category ................... 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.000 Snow Thermal Factor Used [Ct]Heated Building ........................ 1.000 Slippery & Unobstructed Roof Surface ................................ No Roof Snow Load [Pf = I*Pg](psf).................................... 0.000 Snow Slope Factor.[Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000 UNBALANCED SNOW LOADING(s) -------------------------- No Unbalanced Roof Snow Loadings. Metallic. Building Systems User: sgutierrez Page: F11- 4 R-Frame.Design Program - Version V6.01 Job : 39475A Wind Summary Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. -------------------------------------------------------------------------------- Start Time: 15:22:57 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition Eave height Left & Right (feet)..................................... 18.583. Wind Elevation on left column (feet)................................ 18.583 Wind Elevation on right column (feet) ............................... 18.583 Total frame width (feet)............................................. 60..000 Total building length (feet)........................................ 82.000 Number of primary wind loadings.................................... 24 s 48 Metallic Building Systems User: sgutierrez Page: F11- 5 R -Frame Design Program - Version V6.01 Job : 39475A Continue Wind Summary Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- 2013 CALIFORNIA Main Windforce-resisting system Per ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -----------------------------------------------7-------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) 0.800 -0.90 -0.50 -0.50 -0.30 -0.500 (31.0%)(19.0%) (12.0°%)(38.0%) Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) 0.800 -0.90 -0.50 -0.50 -0.30 -0.500 (31.0°%)(19.0°%) (12.0%)(38.0°%) Internal Coeff. (GCpi) 0.180 0.180 0.180 0.180 -------------------------------------------------------------------------------- Wind Load WL3 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) 0.800 -0.180( 50.0%) -0.180( 50.0°%) -0.500 Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 -------------------------------------------------------------------------------- Wind Load WL4 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff.. (Cp) 0.800 -0.180( 50.0%) -0.180( 50.0%) -0.500 Internal Coeff. (GCpi) 0.180 0.180 0.180 0.180 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind• ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.700 -0.900( 50.0%) -0.900( 50.0%) -0.700 Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.700 -0.900( 50.0%) -0.900( 50.0%) -0.700 Internal Coeff. (GCpi) 0.180 0.180 0.180 0.180 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.700 -0.300( 50.0%) -0.300( 50.0%) -0.700 Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.700 -0.300( 50.0%) -0.300( 50.0%) -0.700 Internal Coeff. (GCpi) 0.180 0.180 0.180 0.180 -------------------------------------------------------------------------------- Wind Load WL5 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.500 -0.30 -0.50 -0.50 -0.90 0.800 (38.0%)(12.0°%) (19.0%)(31.0%) Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 49 Wind Load WL6 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.500 -0.30 -0.50 -0.50 -0.90 0.800 (38.0%)(12.0%) (19.0116)(31.0%) Internal Coeff. (GCpi) 0.180 0.180 0.180 0.180 -------------------------------------------------------------------------------- Wind Load WL7 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.500 -0.180( 50.0%) -0.180( 50.0%) 0.800 Internal Coeff. (GCpi) -0.180 -0.180 -0.180 -0.180 -------------------------------------------------------------------------------- Wind Load WL8 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall External Coeff. (Cp) -0.500 -0.180( 50.0%) -0.180( 50.0%) 0.800 Internal Coeff. -------------------------------------------------------------------------------- (GCpi) 0.180 0.180 0.180 0.180 Notes 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. 50 Metallic Building Systems User: sgutierrez Page: F11- 6 R-Frame_Design Program - Version V6.01 Job : 39475A Load Combinations Report File: a_frames_2-3.fra Date: 7/.6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 --------------------------------------------------------------------------------- Load Combination 1) DL +LL +COLL (SOA -L) 2) DL +LL +COLL (SOA -R) 3) 1.0737DL +0.91EQ (SOA -L) 4) 1.0737DL +0.91EQ (SOA -R) 5) 1.0737DL.-0.91EQ (SOA -L) 6) 1.0737DL-0.91EQ (SOA -R) .7) 1.0737DL +1.0737COLL +0.91EQ 8) 1.0737DL +1.0737COLL +0.91EQ 9) 1.0737DL +1.0737COLL-0.91EQ 10). 1.0737DL +1.0737COLL-0.91EQ 11) 0.5263DL +0.91RBUPEQ (SOA -L) 12) 0.5263DL +0.91RBUPEQ (SOA -R) 13) 0.5263DL +0.91EQ (SOA -L) 14) 0.5263DL +0.91EQ (SOA -R) 15) 0.5263DL-0.91EQ (SOA -L) 16) 0.5263DL-0.91EQ (SOA -R) 17) 0.7947DL +2.RBUPEQ (SOA -L) 18) 0.7947DL +2.RBUPEQ -(SOA-R) 19) 0.7947DL +2.5EQ (SOA -L) 20) 0.7947DL +2.5EQ (SOA -R) 21) 0.7947DL -2.5EQ (SOA -L) 22) 0.7947DL -2.5EQ (SOA -R) 23) 1.3053DL +1.3053COLL +2.5EQ 24) 1.3053DL +1.3053COLL +2.5EQ 25) 1.3053DL +1.3053COLL -2.5EQ 26) 1.3053DL +1.3053COLL -2.5EQ 27) 0.7947DL +2.5EQ (SOA -L) 28) 0.7947DL +2.5EQ (SOA -R) 29) 0.7947DL -2.5EQ (SOA -L) 30) 0.7947DL -2.5EQ (SOA -R) 31) 1.3053DL +1.3053COLL +2.5EQ 32) 1.3053DL +1.3053COLL +2.5EQ 33) 1.3053DL +1.3053COLL -2.5EQ 34) 1.3053DL +1.3053COLL -2.5EQ 35) 0.7947DL +3.5EQ (SOA -L) 36) 0.7947DL +3.5EQ (SOA -R) 37) 0.7947DL -3.5EQ (SOA -L) 38) 0.7947DL -3.5EQ (SOA -R) 39) 1.3053DL +1.3053COLL +3.5EQ 40) 1.3053DL +1.3053COLL +3.5EQ 41) 1.3053DL +1.3053COLL -3.5EQ 42) 1.3053DL +1.3053COLL -3.5EQ 43) DL +0.6WL1 (SOA -L) 44) DL +0.6WL1 (SOA -R) 45) DL +0.6WL2 (SOA -L) 46) DL +0.6WL2 (SOA -R) 47) DL +0.6WL3 (SOA -L) 48) DL +0.6WL3 (SOA -R) 49) DL +0.6WL4 .(SOA -L) 50) DL +0.6WL4 (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) (SOA -L) (SOA -R) N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N A P N C R P N C R P N C R P N C R P N C R P N'C R P N C R P N C R P N C'R P N C R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N B R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N K R P N A P N A P N A P N A P N A P N A P N A P N A P 51 Metallic Building Systems User: sgutierrez Page: F11- 7 R,-Framq Design Program - Version V6.01 Job : 39475A Continue Load Comb Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 ---------------------------------------------------------------------'----------- Load Combination 51) DL +0.6WL5 (SOA -L) N A P 52) DL +0.6WL5 (SOA -R) •N A P 53) DL +0.6WL6 (SOA -L) N A P 54) DL +0.6WL6 (SOA -R) N A P 55) DL +0.6WL7 (SOA -L) N A P 56) DL +0.6WL7 (SOA -R) N A P 57) DL +0.6WL8 (SOA -L) N A P' 58) DL +0.6WL8 (SOA -R) N A P 59) 0.6DL +0.6WL1 (SOA -L) N A P 60) 0.6DL +0.6WL1 (SOA -R) N A P 61) 0.6DL +0.6WL2 (SOA -L) N A P 62) 0.6DL +0.6WL2 (SOA -R) N A P 63) 0.6DL +0.6WL3 (SOA -L) N A P 64) 0.6DL +0.6WL3 (SOA -R) N A P 65) 0.6DL +0.6WL4 (SOA -L) N A P 66) 0.6DL +0.6WL4 (SOA -R) N A P 67) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L) N A P 68) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R) N A P 69) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L) N A P 70) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R) N A P 71) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L) N A P 72) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R) N A P 73) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L) N A P 74) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R) N A P 75) 0.6DL +0.6WL5 (SOA -L) N A P 76) 0.6DL +0.6WL5 (SOA -R) N A P 77) 0.6DL +0.6WL6 (SOA -L) N A P 78) 0.6DL +0.6WL6 (SOA -R) N A P 79) 0.6DL +0.6WL7 (SOA -L) N A P 80) 0.6DL +0.6WL7 (SOA -R) N A P 81) 0.6DL +0.6WL8 (SOA -L) N A P 82.) 0.6DL +0.6WL8 .(SOA -R) N A P 83) DL +COLL +0.6WL1 (SOA -L) N A P 84) DL +COLL +0.6WL1 (SOA -R) N A P 85) DL +COLL +0.6WL2 (SOA -L) N A P 86) DL +COLL +0.6WL2 (SOA -R) N A P 87) DL +COLL +0.6WL3 (SOA -L) N A P 88) DL +COLL +0.6WL3 (SOA -R) N A P 89) DL +COLL +0.6WL4 (SOA -L) N A P 90) DL +COLL +0.6WL4 (SOA -R) N A P 91) DL +COLL +0.6WL5 (SOA -L) N A P 92) DL +COLL +0.6WL5 (SOA -R) N A P 93) DL +COLL +0.6WL6 (SOA -L) N A P 94) DL +COLL +0.6WL6 (SOA -R) N A P 95) DL +COLL +0.6WL7 (SOA -L) N A P 96) DL +COLL +0.6WL7 (SOA -R) N A P 97) DL +COLL +0.6WL8 (SOA -L) N A P 98) DL +COLL +0.6WL8 (SOA -R) N A P 99) DL +0.75LL +COLL +0.45WL1 (SOA -L) N A P 100) DL +0.75LL +COLL +0.45WL1 (SOA -R) N A P 52 Metallic Building Systems User: sgutierrez Page: F11- 8 R -Frame Design Program - Version V6.01 Job : 39475A Continue Load Comb Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Load Combination 101) DL +0.75LL +COLL +0.45WL2 (SOA -L) N A P 102) DL +0.75LL +COLL +0.45WL2 (SOA -R) N A P 103) DL +0.75LL +COLL +0.45WL3 (SOA -L) N A P 104) DL +0.75LL +COLL +0.45WL3 (SOA -R) N A P 105) DL +0.75LL +COLL +0.45WL4 (SOA -L) N A P 106) DL +0.75LL +COLL +0.45WL4 (SOA -R) N A P 107) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -L) N A P 108) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA -R) N A P 109) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -L) N A P 110) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA -R) N•A P 111). DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -L) N A P 112) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA -R) N A P 113) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -L) N A P 114) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA -R) N A P 115) DL +0.75LL +COLL +0.45WL5 (SOA -L) N A P 116) DL +0.75LL +COLL +0.45WL5 (SOA -R) N A P 117) DL +0.75LL +COLL +0.45WL6 (SOA -L) N A P 118) DL +0.75LL +COLL +0.45WL6 (SOA -R) N A P 119) DL +0.75LL +COLL +0.45WL7 (SOA -L) N A P 120) DL +0.75LL +COLL +0.45WL7 (SOA -R) N A P 121) DL +0.75LL +COLL +0.45WL8 (SOA -L) N A P 122) DL +0.75LL +COLL +0.45WL8 (SOA -R) N A P 123) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L) N A P 124) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R) N A P 125) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L) N A P 126) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R) N A P 127) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L) N A P 128) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R) N A P 129) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L) N A P 130) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R) N A P 131) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L) N A P 132) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R) N A P 133).DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L) N A P 134) DL.+0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R) N A P 135) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L) N A P 136) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R) N A P 137) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -L) N A P 138) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R) N A P 139) 1.0737DL +1.0737COLL +0.91RBDWEQ (,SOA -L) N A P 140) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R) N A P 141) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L) N C R P 142) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R) N C R P 143) LL D 144) WL1D D 145) WL2D D 146) WL3D D 147) WL4D D J 148) LWL1D D - 149) LWL2D D 150) LWL3D D 53 - Metallic Building Systema ~ User: agutierrez gage. F11- y 'R, -Frame -Design program - Version v6.01 Job as«rsA couLune Load Comb Report File. a_frames_z-s.tza Date: 7/ 6/16 ca 60./1e.583/27.167 '20./110./0. , --'----------------------------------------------------------------------------- � Start Time. 15`22.57 Load Combination � ------------------ 151) LwL4D o \ 152) `WLso D 153) wLao o _ 154) wL7o D 155) wLoo o zsa> 1.3053DL +EQ o o 157) 1.3053oL 'EO o o 158> 0.7947DL +oO o o 159> 0.7947oL -EQ o E 160) z.aossDL +1.3053coLL +oO ' � o E 161) z.sossDL +1.3053coLL -EO o E 54 Metallic Building Systems User: sgutierrez Page: F11-.10,_ R -Frame Design Program- Version V6.01 Job : 39475A Continue Load Comb Report File: a_frames Date: 7/ 6/16 I cs 60./18.583/27.167- ----------------------------------------------------------------------------'---- 20./-110./0. _2-3.fra Start Time: 15:22:57 Where DL = Roof Dead Load LL = Roof Live Load COLL = Roof Collateral Load EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic WL1 = Lateral Primary Wind Load WL2 = Lateral Primary Wind Load WL3 = Lateral Primary Wind Load WL4 = Lateral Primary Wind Load WL5 = Lateral Primary Wind Load WL6 = Lateral Primary Wind Load WL7 = Lateral Primary Wind Load WL8 = Lateral Primary Wind Load LWL1 = Longitudinal Primary Wind Load RBUPLW= Upward -Acting Rod Brace Load from Longitud. Wind LWL2 = Longitudinal Primary Wind Load LWL3 = Longitudinal Primary Wind Load LWL4 = Longitudinal Primary Wind Load RBDWLW= Downward Acting Rod Brace Load from Longit. Wind a RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic WLiD = Lateral Primary Wind Load.at Service Level WL2D = Lateral Primary Wind Load at Service Level WL3D = Lateral Primary Wind Load at Service Level WL4D = Lateral Primary Wind Load at Service Level LWL1D = Longitudinal Primary Wind Load at Service -Level LWL2D = Longitudinal Primary Wind Load at Service Level LWL3D = Longitudinal Primary Wind Load at Service Level LWL4D = Longitudinal Primary Wind Load at Service Level WL5D = Lateral Primary Wind Load at Service Level WL6D = Lateral Primary Wind Load at Service Level WL7D = Lateral Primary Wind Load at Service Level WL8D = Lateral Primary Wind Load at Service Level Combination Descriptions N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 C= Column Only Combination for Seismic_ D= Deflection Only Combination' P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations 55 Metallic Building Systems User: sgutierrez Page: Fil- 11 °R -Frame. Design Program - Version V6.01 Job : 39475A User Load Report File: a_frames 2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: -15:22:57 * USER INPUT LOADS LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH `NO. START END 1 RC EQDW GLOB M C 18.580 1.2600 0.0000 0.000 2 LC EQDW GLOB M C 18.583 0.7600 0.0000 0.000 3 LC RBUPLW GLOB Y C 0.010 4.8380 0.0000 0.250 4 LC- RBUPLW GLOB L C 0.010 7.1160 0.0000 0.000 5 LC RBDWLW GLOB Y C 18.583 -4.8380 0.0000 0.250 6 RC RBUPLW GLOB Y C 0.010 4.8380 0.0000 -0.250 7 RC RBUPLW GLOB L C 0.010 7.1160 0.0000 0.000 8, RC RBDWLW GLOB Y C 18.583 -4.8380 0.0000 -0.250 9 LC RBUPEQ GLOB Y C 0.010 2.3740 0.0000 0.250 10 LC RBUPEQ GLOB L C 0.010 .3.4920 0.0000 0.000 11 LC RBDWEQ GLOB Y C 18.583 -2.3740 0.0000 0.250 12 RC RBUPEQ GLOB Y C 0.010 2.3740 0.0000 -0.250 13 RC RBUPEQ GLOB L C 0.010 3.4920 0.0000 0.000 14 RC RBDWEQ GLOB Y C 18.583 -2.3740 0.0000 -0.250 56 Metallic Building Systems User: sgutierrez Page: F11- 12. R -Frame Design Program - Version V6.01 Job :-39475A Load Report File: a_frames_2-3.fra Date": 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY NO. START END 1 RC EQDW GLOB M C 18.580 1.2600, N/A 2 LC EQDW GLOB M C 18.583 0.7600 N/A 3 LC RBUPLW GLOB Y C 0.010 4.8380 N/A 4 LC RBUPLW GLOB L C 0.010 7.1160 N/A 5 LC RBDWLW GLOB Y C 18.583 -4.8380 N/A 6 RC RBUPLW.GLOB Y C 0.010 4.8380 N/A 7 RC RBUPLW GLOB L C 0.010 7.1160 N/A *8 RC RBDWLW GLOB Y C 18.583 -4.8380 N/A. 9 LC RBUPEQ GLOB Y C 0.010 2.3740 N/A 10 LC RBUPEQ GLOB L C 0.010 3.4920 N/A 11 LC RBDWEQ GLOB Y C 18.583 -2.3740 N/A 12 RC RBUPEQ GLOB Y C 0.010 2.3740 N/A 13 RC RBUPEQ GLOB L C 0.010 3.4920 N/A 14 RC RBDWEQ GLOB Y C 18.583 -2.3740 N/A 15,�'LR DL XREF Y U 0.000 -0.0691 N/A 16 RR DL XREF Y U 0.000 -0.0691 N/A 17 LC SW GLOB Y U 0.000 -0.0224 N/A 18 LR SW GLOB Y U 0.000 -0.0224 N/A 19 RC SW GLOB Y U 0.000 70.0293 N/A 20 RR SW GLOB Y U 0.000 -0.0223 N/A 21 LR LL XREF Y U 0.000 -0.5433 N/A 22 RR LL XREF Y U 0.000 -0.5433 N/A 23 LR COLL XREF Y U 0.000 -0.0951 N/A 24 RR COLL XREF Y U 0.000 -0.0951 N/A 25 LR SNOW XREF Y U 0.000 0.0000 N/A 26 RR SNOW XREF Y U 0.000 0.0000 N/A 27 LC WL1 MEMB Y U 0.000 -0.4129 N/A 28 RC WL1 MEMB Y U 0.000 0.2700 N/A 29 LC WL1 MEMB Y U 15.000 -0.4320 N/A 30 RC WL1 MEMB Y U 15.000 0.2700 N/A 31 LR WL1 MEMB Y U 0.000 0.4859 N/A 32 LR WL1 MEMB Y U 18.644 0.2700 N/A 33 RR WL1 MEMB Y U _.22.909 0.2700 N/A 34 RR WL1 MEMB Y U 0.000 0.1620• N/A 35 LC WL1 MEMB Y U 0.000 0.1143 N/A 36 LR WL1 MEMB Y U 0.000 0.1143 N/A 37 RC WL1 MEMB Y U 0.000 0.1143 N/A 38 RR WL1 MEMB Y U 0.000 0.1143 N/A 39 LC WL2 MEMB Y U 0.000 -0.4129 N/A 40 RC WL2 MEMB Y U 0.000 0.2700 N/A 41 LC WL2 MEMB Y U 15.000 -0.4320 N/A 42 RC WL2 MEMB Y U 15.000 0.2700 N/A 43 LR WL2 MEMB Y U 0.000 0.4859 N/A 44 LR WL2 MEMB Y U 18.644 0.2700 N/A 45 RR WL2 MEMB Y U 22.909 0.2700 N/A 46 RR WL2 MEMB Y U 0.000 0.1620 N/A 47 LC WL2 MEMB Y U 0.000 -0.1143 N/A 48 LR WL2 MEMB Y U 0.000 -0.1143 N/A 49 RC WL2 MEMB Y U 0.000 -0.1143 N/A 50 RR WL2 MEMB Y U 0.000 -0.1143 N/A LENGTH 0.000 0.000 0.250 0.000 0.250 -0.250 0.000 -0.250 0.250 0.000 0.250 -0.250 0.000 -0.250 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 15.000 15.000 0.000 0.000 18.644 11:460 7.195 22.909 0.000 0.000 0.000 0.000 15.000 15.000 0.000 0.000 18.644 11.460 7.195 22.909 0.000 0.000 0.000 0.000 57 Metallic Building Systems User: sgutierrez Page: F11- 13 `R -Frame Design Program - Version V6.01 Job : 39475A Load Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- 51 LC WL3 MEMB Y U 0.000 -0.4129 N/A 15.000 52 RC WL3 MEMB Y U 0.000 0.2700 N/A 15.000 53 LC WL3 MEMB Y U 15.000 -0.4320 N/A 0.000 54 RC WL3 MEMB Y U 15.000 0.2700 N/A 0.000 55 LR' WL3 MEMB Y U 0.000 0.0972 N/A 30.104 56 RR WL3 MEMB Y U 0.000 0.0972 N/A 30.104 " 57 LC WL3 MEMB Y U 0.000 0.1143 N/A 0.000 58 LR WL3 MEMB Y U 0.000 0.1143 N/A 0.000 . 59 RC WL3 MEMB Y U 0.000 0.1143 N/A 0.000 60 RR WL3 MEMB Y U 0.000 0.1143 N/A 0.000 61 LC WL4 MEMB Y U 0.000 -0.4129 N/A 15.000 62 RC WL4 MEMB Y U 0.000 0.2700 N/A 15.000 63 LC WL4 MEMB Y U 15.000 -0.4320 N/A 0.000 64 RC WL4 MEMB Y U 15.000. 0.2700 N/A 0.000 65 LR WL4 MEMB Y U 0.000 0.0972 N/A 30.104 66 RR WL4 MEMB Y U 0.000 0.0972 N/A 30.104 67 LC WL4 MEMB Y U 0.000 -0.1143 N/A 0.000 68 LR" WL4 MEMB Y U 0.000 -0.1143 N/A 0.000 69 RC WL4 MEMB Y U 0.000 . -0.1143 N/A 0.000 70 RR WL4 MEMB Y U 0.000 -0.1143 N/A 0.000 71 LC LWL1 MEMB Y U 0.000 0.3780 N/A 0.000 72 RC LWL1 MEMB Y U 0.000 0.3780 N/A 0.000 73 LR LWL1 MEMB Y U 0.000 0.4859 N/A 30.104 74 RR LWL1 MEMB, Y U 0.000 0.4859 N/A 30.104 75 LC LWL1' MEMB Y U 0.000 0.1143 N/A 0.000 76 LR LWL1 MEMB Y U 0.000 0.1143 N/A 0.000 77 RC LWL1 MEMB Y U 0.000 0.1143 N/A 0.000 78 RR LWL1 MEMB Y U 0.000 0.1143 N/A 0.000 79 LC LWL2 MEMB Y U 0.000 0.3780 N/A 0.000 80 RC LWL2 MEMB Y U 0.000 0.3780 N/A 0.000 81 LR LWL2 MEMB Y U 0.000 0.4859 N/A 30:104 82 RR LWL2 MEMB Y U 0.000 0.4859 N/A 30.104 83 LC LWL2 MEMB Y U 0.000 -0.1143 N/A 0.000 84 LR LWL2 MEMB Y U 0.000 -0.1143 N/A 0.000 85 RC LWL2 MEMB Y U 0.000 -0.1143 N/A 0.000 86 RR LWL2 MEMB Y U 0.000 -0.1143 N/A 0.000 87 LC LWL3 MEMB Y U 0.000 0.3780 N/A 0.000 88 RC LWL3 MEMB. -Y U 0.000 0.3780 N/A 0.000 89 LR LWL3 MEMB Y U 0.000 0.1620 N/A 30.104 90 RR LWL3 MEMB Y U 0.000 0.1620 N/A 30.104 91 LC LWL3 MEMB. Y U 0.000 0.1143 N/A 0.000 92 LR LWL3 MEMB Y U 0.000 0.1143 N/A 0.000 93 RC LWL3 MEMB Y U 0.000 0.1143 N/A 0.000 94 RR LWL3 MEMB Y" U 0.000 0.1143 N/A 0.000 95 LC LWL4 MEMB Y U 0.000 0.3780 N/A 0.000 96 RC LWL4 MEMB Y U 0.000 0.3780 N/A 0.000 97 LR LWL4 MEMB Y U 0.000 0.1620 N/A 30.104 98 RR LWL4 MEMB, Y U 0.000 0.1620 N/A 30.104 99 LC LWL4 MEMB Y U 0.000 -0.1143 N/A 0.000 100 LR LWL4 MEMB Y U 0.000 -0.1143 N/A 0.000 58 Metallic Building Systems User: sgutierrez Page: F11- 14 R -Frame Design Program - Version V6.01 Job : 39475A -.fir ... Load Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- 101 RC LWL4 MEMB Y U 0.000 -0.1143 N/A 0.000 102 RR LWL4 MEMB Y U 0.000 -0.1143 N/A 0.000 103 LC WL5 MEMB Y U 0.000 0.2700 N/A 15.000 104 RC WL5 MEMB Y U 0.000 -0.4129 N/A 15.000 105 LC WL5 MEMB Y U 15.000 0.2700 N/A 0.000 106 RC WL5 MEMB Y U 15.000 -0.4320 N/A 0.000 107 LR WL5 MEMB Y U 0.000 0.1620 N/A 22.909 108 LR WL5 MEMB Y U 22.909 0.2700 N/A 7.195 109 RR WL5 MEMB Y U 18.644 0.2700 N/A 11.460 110 RR WL5 MEMB Y U 0.000 0.4859 N/A 18.644 111 LC WL5 MEMB Y U 0.000 0.1143 N/A 0.000 112 LR WL5 MEMB Y U 0.000 0.1143 N/A 0.000 113 RC WL5 MEMB Y U 0.000 0.1143 N/A 0.000 114 RR WL5 MEMB Y U 0.000 0.1143 N/A 0.000 115 LC WL6 MEMB Y U 0.000 0.2700 N/A 15.000 116 RC WL6 MEMB Y U 0.000 -0.4129 N/A 15.000 117 LC WL6 MEMB Y U 15.000 0.2700 N/A 0.000 118 RC WL6 MEMB Y U 15.000 -0.4320 N/A 0.000 119 LR WL6 MEMB Y U 0.000 0.1620 N/A 22.909 120 LR WL6 MEMB Y U 22.909 0.2700 N/A 7.195 121 RR WL6 MEMB Y U 18.644 0.2700 N/A 11.460 122 RR WL6 MEMB Y U 0.000 0.4859 N/A 18.644 123 LC WL6 MEMB Y U 0.000 -0.1143 N/A 0.000 124 LR WL6 MEMB Y U 0.000 .-0.1143 N/A 0.000 125 RC WL6 MEMB Y U 0.000 -0.1143 N/A 0.000 126 RR WL6 MEMB Y U 0.000 -0.1143 'N/A 0.000 127 LC WL7 MEMB Y U 0.000 0.2700 N/A 15.000 128 RC WL7 MEMB Y U 0.000 -0.4129 N/A 15.000 129 LC WL7 MEMB Y U 15.000 0.2700 N/A 0.000 130 RC WL7 MEMB - Y U 15.000 -0.4320 N/A 0.000 131 LR WL7 MEMB Y U 0.000 0.0972 N/A 30.104 132 RR WL7 MEMB Y U 0.000 0.0972 N/A 30.104 133 LC WL7 MEMB Y U 0.000 0.1143 N/A 0.000 134 LR WL7 MEMB Y U 0.000 0.1143 N/A 0.000 135 RC WL7 MEMB Y U 0.000 0.1143 N/A 0.000 136 RR WL7 MEMB Y U 0.000 0.1143 N/A 0.000 137 LC WL8 MEMB Y U 0.000 0.2700 N/A 15.000 138 RC WL8 MEMB Y U 0.000 -0.4129 N/A 15.000 139 LC WL8 MEMB Y U 15.000 0.2700 N/A 0.000 140 RC WL8 MEMB Y U 15.000 -0.4320 N/A 0.000 141 LR WL8 MEMB Y U 0.000 0.0972 N/A 30.104 142 RR WL8 MEMB Y U 0.000 0.0972 N/A 30.104 143 LC WL8 MEMB Y U 0.000 -0.1143 N/A 0.000 144 LR WL8 MEMB Y U 0.000 -0.1143 N/A 0.000 145 RC WL8 MEMB Y U 0.000 -0.1143 N/A 0.000 146 RR WL8 MEMB Y U 0.000 -0.1143 N/A 0.000 147 LC WL1D MEMB Y U 0.000 -0:1769 N/A 15.000 148 RC WL1D MEMB Y U 0.000 0.1157 N/A 15.000 149 LC WL1D MEMB Y U 15.000 -0.1851 N/A 0.000 150 RC WL1D MEMB Y U 15.000 0.1157 N/A 0.000 59 Metallic Building Systems User: sgutierrez Page: F11- 15 R,-Frame.Design Program - Version V6.01 Job : 39475A Load Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- 151 LR WL1D MEMB Y U 0.000 0.2082 N/A 18.644 152 LR WL1D MEMB Y. U 18.644 0.1157 N/A 11.460 153 RR WL1D MEMB' Y U 22.909 0.1157 N/A 7.195 154 RR WL1D MEMB Y U 0.000 0.0694 N/A 22.909 155 LC WL1D MEMB Y U 0.000 0.0490 N/A 0.000 156 LR WL1D MEMB Y U 0.000 0.0490 N/A 0.000 157 RC WL1D MEMB Y U 0.000 0.0490 °N/A 0.000 158 RR WL1D MEMB Y U 0.000 0.0490 N/A 0.000 159 LC WL2D MEMB Y U 0.000 -0.1769 N/A. 15.000 160 RC WL2D MEMB Y U 0.000 0.1157 N/A 15.000 161 LC WL2D MEMB Y U 15.000 -0.1851 N/A 0.000 162 RC WL2D MEMB Y U 15.000 0.1157 N/A 0.000 163 LR WL2D MEMB Y U 0.000 0.2082 N/A 18.644 164 LR WL2D MEMB Y U 18.644 0.1157 N/A 11.460 165 RR WL2D MEMB Y U 22.909 0.1157 N/A 7.195 166 RR WL2D' MEMB Y U 0.000 0.0694 N/A 22.909 167 LC WL2D MEMB Y U 0.000 -0.0490 N/A 0.000 168 LR WL2D MEMB Y U 0.000 -0.0490 N/A 0.000 169 RC WL2D MEMB Y U 0.000 -0.0490 N/A 0.000 170 RR WL2D MEMB Y U 0.000 -0.0490 N/A 0.000 171 LC WL3D MEMB Y U 0.000 -0.1769 N/A 15.000 172 RC WL3D MEMB Y U 0.000 0.1157 N/A 15.000 173 LC WL3D MEMB Y U 15.000 -0.1851 N/A 0.000 174 RC WL3D MEMB Y U 15.000 0.1157 N/A 0.000 175 LR WL3D MEMB Y U 0.000 0.0416 N/A 30.104 176 RR WL3D MEMB Y U 0.000 0.0416 N/A 30.104 177 LC WL3D MEMB Y U. 0.000 0.0490 N/A 0.000 178 LR WL3D MEMB Y U 0.000 0.0490 N/A 0.000 179 RC WL3D MEMB Y U 0.000 0.0490 N/A 0.000 180 RR WL3D MEMB Y U 0.000 0.0490 N/A 0.000 181 LC WL4D MEMB Y U 0.000 -0.1769 N/A 15.000 182 RC WL4D MEMB Y U 0.000 0.1157 N/A 15.000 183 LC WL4D MEMB Y U 15.000 -0.1851 N/A 0.000 184 RC WL4D MEMB Y U 15.000 0.1157 N/A 0.000 185 LR WL4D MEMB Y U 0.000 0.0416 N/A 30.104 186 RR WL4D MEMB Y U 0.000 0.0416 N/A 30.104 187 LC WL4D MEMB Y U 0.000 -0.0490 N/A 0.000 188 LR WL4D MEMB Y U 0.000 -0.0490 N/A 0.000 189 RC WL4D MEMB Y U 0.000 -0.0490 N/A 0.000 190 RR WL4D MEMB Y U 0.000 -0.0490 N/A 0.000 191 LC LWL1D MEMB Y U 0.000 0.1619 N/A 0.000 192 RC LWL1D MEMB Y U 0.000 0.1619 N/A 0.000 193 LR LWL1D MEMB Y U 0.000 0.2082 N/A 30.104 194 RR LWL1D MEMB Y U 0.000 0.2082 N/A 30.104 195 LC LWL1D MEMB Y U 0.000 0.0490 N/A 0.000 196 LR LWL1D MEMB Y U 0.000 0.0490 N/A 0.000 197 RC LWL1D MEMB Y U 0.000 0.0490 N/A 0.000 198 RR LWL1D MEMB Y U 0.000 0.0490 N/A 0.000 199 LC LWL2D MEMB Y U 0.000 0.1619 N/A 0.000 200 RC LWL2D MEMB Y U 0.000 0.1619 N/A 0.000 60 Metallic Building Systems User: sgutierrez Page: F11- 16 R -Frame Design Program - Version V6.01 Job : 39475A Load Report File: a_frames Date: 7/.6/16 cs 60./18.583/27.167 20./110./0. _2-3.fra Start Time: 15:22:57 -------------------------------------------------------------------------------- 201 LR LWL2D MEMB Y U 0.000 0.2082 N/A 30.104 202 RR LWL2D MEMB Y U 0.000 0.2082 N/A 30.104 203 LC LWL2D MEMB Y U 0.000 -0.0490 N/A 0.000 204 LR LWL2D MEMB Y U 0.000 -0.0490 N/A 0.000 205 RC LWL2D MEMB Y U 0.000 -0.0490 N/A 0.000 206 RR LWL2D MEMB Y U 0.000 -0.0490 N/A 0.000 207 LC LWL3D MEMB Y U 0.000 0.1619 N/A 0.000 208 RC LWL3D MEMB Y U 0.000 0.1619 N/A 0.000 209 -LR LWL3D MEMB Y U 0.000 0.0694 N/A 30.104 210 RR LWL3D MEMB Y U 0.000 0.0694 N/A 30.104 211 LC LWL3D MEMB Y U 0.000 0.0490 N/A 0.000 212 LR LWL3D MEMB Y U 0.000 0.0490 N/A 0.000 213 RC LWL3D MEMB Y U 0.000 0.0490 N/A 0.000 214 RR LWL3D MEMB Y U 0.000 0.0490 N/A 0.000 215 LC LWL4D. MEMB Y U 0.000 0.1619 N/A 0.000 216 RC LWL4D MEMB Y U 0.000 0.1619 N/A 0.000 217 -LR LWL4D MEMB Y U 0.000 0.0694 N/A 30.104 218 RR LWL4D MEMB Y U 0.000 0.0694 N/A 30.104 219 LC LWL4D MEMB Y U, 0.000 -0.0490 N/A 0.000 220 LR LWL4D MEMB Y U 0.000 -0.0490 N/A 0.000 221 RC LWL4D MEMB Y U 0.000 -0.0490 N/A 0.000 222 RR LWL4D MEMB Y U 0.000 -0.0490 N/A 0.000 223 LC WL5D MEMB Y U 0.000 0.1157 N/A 15.000 224 RC WL5D MEMB Y U 0.000 -0.1769 N/A 15.000 225 LC WL5D MEMB Y U 15.000 0.1157 N/A 0.000 226 RC WL5D MEMB Y U 15.000 -0.1851 N/A 0.000 227 LR WL5D MEMB Y U 0.000 0.0694 N/A 22.909 228 LR WL5D MEMB Y U 22.909 0.1157 N/A 7.195 229 RR WL5D MEMB Y U 18.644 0.1157 N/A 11.460 230 RR WL5D MEMB Y U 0.000 0.2082 N/A 18.644 231 LC WL5D MEMB Y U 0.000 0.0490 N/A 0.000 232 LR WL5D MEMB Y U 0.000 0.0490 N/A 0.1000 233• RC WL5D MEMB Y U 0.000 0.0490 N/A 0.000 234 RR WL5D MEMB Y U 0.000 0.0490. N/A 0.000 235 LC WL6D MEMB Y U 0.000 0.1157 N/A 15.000 236 RC WL6D MEMB Y U 0.000 -0.1769 N/A 15.000 237 LC WL6D MEMB Y U 15.000 0.1157 N/A 0.000 238 RC WL6D MEMB Y U 15.000 -0.1851 N/A 0.000 239 LR WL6D MEMB Y U 0.000 0.0694 N/A 22.909 240 LR WL6D MEMB Y U 22.909 0.1157 N/A 7.195 241 RR WL6D MEMB Y U 18.644 0.1157 N/A 11.460 242 RR WL6D MEMB Y U .0.000 0.2082 N/A 18.644 243 LC WL6D MEMB Y U 0.000 -0.0490 N/A 0.000 244 LR WL6D MEMB Y U 0.000 -0.0490 N/A 0.000 245 RC WL6D MEMB Y U 0.000 -0.0490 N/A 0.000 246 RR WL6D MEMB Y U 0.000 -0.0490 N/A 0.000 247 LC WL7D MEMB Y U 0.000 0.1157 N/A 15.000 248 RC WL7D MEMB Y U 0.000 -0.1769 N/A 15.000 249 LC WL7D MEMB Y U 15.000 0.1157 N/A 0.000 250 RC WL7D MEMB Y U 15.000 -0.1851 N/A 0.000 61 Metallic Building Systems User: sgutierrez Page: F11- 17 R,-F4ame,Design Program - Version V6.01 Job : 39475A Load Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------'------------------------------------------------------- 251 LR WL7D MEMB Y U 0.000 0.0416 N/A 30.104 252 RR WL7D MEMB Y U 0.000 0.0416 N/A 30.104 253 LC WL7D MEMB Y U 0.000 0.0490 N/A 0.000 254 LR WL7D MEMB Y U 0.000 0.0490 N/A 0.000 255 RC WL7D MEMB Y U 0.000 0.0490 N/A 0.000 256 RR WL7D MEMB Y U 0.000 0.0490 N/A 0.000 257 LC WL8D MEMB Y U 0.000 0.1157 N/A 15.000 258 RC WL8D MEMB Y U 0.000 -0.1769 N/A 15.000 '259 LC WL8D MEMB Y U 15:000 0.1157 N/A 0.000 260 RC WL8D MEMB Y U 15.000 -0.1851 N/A 0.000 261 LR WL8D MEMB Y U 0.000 0.0416 N/A 30.104 262 RR WL8D MEMB Y U 0.000 0.0416 N/A 30.104 263 LC WL8D MEMB Y U 0.000 -0.0490. N/A 0.000 264 LR WL8D MEMB Y U 0.000 -0.0490 N/A 0.000 265 RC WL8D MEMB Y U 0.000 -0.0490 N/A 0.000 266 RR WL8D MEMB Y U 0.000 -0.0490 N/A 0.000 62 Metallic Building Systems R -Frame Design Program - Version V6.01 Seismic Summary Report cs 60./18.583/27.167 20./110./0. 2013 CALIFORNIA Main Seismic Force Resisting System Per ASCE 7 Standard 2010 Edition User: sgutierrez Page: F11- 18 Job : 39475A File: a_frames_2-3.fra Date: 7/ 6/16 Start Time: 15:22:57 Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 59.7000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 26.0000 Lohg-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.3224 Seismic Site Coefficient [Fv]...................................... 1.8800 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 0.7895 Maximum Spectral Response Accel., for'l sec. Periods [Sml] (g) ..... 0.4888 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.5263 Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ...... 0.3259 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height (hn] (feet) ................................... 19.8333 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3055 Longitudinal Seismic Overstrength Factor (OMEGA] ........ '........... 2.0000 Seismic Overstrength Factor [OMEGAo] ....... :....................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L -rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ....................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) .............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) ............... 0.00 Mezz. Live load in Seismic Force Calculations (Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (s)............. 100.00 Mezz. Live load in Seismic Load Combinations,[Min. Required] (%) ... 100.00 Building Height Limit (feet) ........................................ 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.5750 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used .............................. 0.1504 Seismic Story Drift [Cd*Drift/Importance.Factor] (in) .............. 1.271 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.005. Theta Max [.5/BETA/Cd] where BETA=1.0 ............................... 0.167 Roof Dead Load = 6.922 Wall Weight = 0.000 Collateral Load = 5.705 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 12.627 kips User Mass Load (1) = 2.020 ------------------------------------- Total User Mass = 2.020 kips ,. . 63 Total Roof Weight = 12.627 Total ,User Mass = 2.020 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ----------------.--------------------- TOTAL Bldg Weight = 14.647 kips X X Seismic Coeff. = 0.1504 ------------------------------------- BASE SHEAR = 2.2026 kips Seismic Load for Roof at col # 1 `= 0.9369 kips Seismic Load for Roof at col # 2 =- 0.9557 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 1.8925 kips Seismic Ld for Mass # 1 Q col # 1 = 0.1166 kips, Seismic Ld for Mass # 1 Q col # 2 = 0.1934 kips --------------------------------------------------- SEISMIC LOAD,for Mass in TOTAL = 0.3100 kips. 64 Metallic Building Systems User: sgutierrez Page: F11- 19 R -Frame Design Program - Version V6.01 Job : 39475A Continued Seismic Load Report File: a_frames_2-3.fra Date: 7/.6/16 cs 60./18.583/27.167• 20./110./0. Start Time: 15:22:57 * SEISMIC GENERAL LOAD CARDS GENERATED LOAD MEM NAME SYS DIR TYP DISTANCE NO. 0.000 0.1166 N/A 0.000 0.9557 N/A 267 LC EQ. YREF X C 16.607 268 LC EQ YREF X C 18.580 269 RC EQ YREF X C 16.636 270 RC EQ YREF X C 18.580 INTENSITY LENGTH - START END 0.9369 N/A 0.000 0.1166 N/A 0.000 0.9557 N/A 0.000 0.1934 N/A 0.000 65 Metallic Building Systems User: sgutierrez . Page: F11- 20 RwFrame, Design Program - Version V6.01 Job : 39475A Forces and Allowable Stresses Summary File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.63 ft Kx = 1.00 Weight = 373. lbs Effective Ix = 713.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) •(in) Thick (in) Angle (ksi) 1 10.00 10.000 22.862 6.00x 0.2500 0.1560 6.00x 0.3125 6.12 55.0 2 5.55 22.862 30.000 6.00x 0.2500 0.1560 6.00x 0.3125 6.12 55.0 ------------------------------------------------------------ : ---Actual Forces---- --Allowable. Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 112" -22.1 -112.5 -12.5 16.8 32.9 31.4 3.7 0.56 0.94 0.89 0.94 1 210 -22.0 -175.1 -12.5 14.6 32.9 29.6 2.1 0.69 1.0 1.0 1.0 1 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 28.79 ft Kx = 1.00 Weight = 646. lbs Effective Ix = 459.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 7.76 30.000 18.000 6.00x 0.2500 0.1850 6.00x 0.3125 -7.34 55.0 4 10.00 18.000 18.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 5 10.00 18.000 18.000 6.00x 0.3125 0.1560 6.00x 0.2500 0.00 55.0 --------7----------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -13.9 -166.1 19.0 14.1 32.9 30.6 3.0 0.77 0.88 0.87 0.88 1 412 -12.9 51.3 6.1 7.1 29.3 37.4 5.9 0.36 0.85 0.74 0.85 2 509 -12.4 76.5 -0.1 7.5 32.3 35.8 5.9 0.00 0.90 0.91 0.91 2 -------------------------------------------------------------------------------- Right Column Analysis Length = 16.67 ft Kx = 1.00 Weight = 488. lbs Effective Ix = 1025.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 10:00 10.000 22.861 8.00x 0.2500 0.1560 8.00x 0.3750 6.12 55.0 7 5.55 22.861 30.000 8.00x 0.2500 0.1560 8.00x 0.5000 6.12 55.0 ------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi).(ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 607 -22.2 -110.9 -12.5 9.1 33.3 23.6 3.7 0.53 0.86 0.93 0.93 2 705 -22.0 -171.8 -12.5 8.4 32.9 22.6 2.1 0.57 0.86 0.87 0.87 2 ------------------------------------------------------------------------- ------ 66 Metallic Building Systems User: sgutierrez Page: F11- 21 R -Frame Design Program - Version V6.01 Job : 39475A Forces and Allowable Stresses.Summary File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 28.59 ft Kx = 1.00 Weight .= 640. lbs Effective Ix = 459.4 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 8 7.74 30.000 18.000 6.00x 0.2500 0.1850 6.00x 0.3125 -7.36 55.0 9 10.00 18.000 18.000 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0 10 10.00 18.000 18.000 6.00x 0.3125 0.1560 6.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks -------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 801 -14.0 -166.5 19.0 14.1 32.9 30.6 3.0 0.77 0.88 0.87 0.88 2 912 -12.9 51.2 6.1 7.1 29.3 37.4 5.9 0.36 0.85 0.73 0.85 1 1009 -12.3 76.6 -0.0 7.5 32.4 35.8 5:9 0.00 0.90 0.91 0.91 1 TOTAL MEMBER WEIGHT = 2146. lbs 67 Metallic Building Systems User: sgutierrez Page: F11- 22 R4Freame,,Design Program - Version V6.01 Job : 39475A Anchor Rod and Base Plate Design File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ------------------------------------------------------ ------------------------------------------------------ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods .Rod Gage 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 3:5625 Plate Size 6.00OOx 10.5625x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 11.830 38.436 67 0.31 Rod Shear 12.515 0.000 23.061 121 0.54 Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Weld Weld Weld - Design Check Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ---=-------------------------------------------------------------- Inner Flg 0.31250 6.000 27.842 8.482 1 0.30 Outer Flg 0.25000 6.000 22.274 4.815 67 0.22 Web Plate 0.18750 10.000 27.842 12.515 121 0.45 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.).: 3.0000, 1.@ 4.0000, 3.6250 Plate Size : 8.00OOx 10.6250x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 11.779 38.436 67 0.31 Rod Shear 12.488 0.000 23.061 2 0:54 Standard Base Plate Welding >> (Using E70 Electrodes) Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.31250 8.000 37.123 10.271 2 0.28 Outer Flg 0.25000 8.000 29.698 4.812 67 0.16 Web Plate 0.18750 10.000 27.842 12.488 2 0.45 68 Metallic..Building Systems User: sgutierrez Page: -F11- 23 R -Frame Design Program - Version V6.01 Job :.39475A Connection Report File: a_frames _2-3.fra Date: 7/ 6/16. - cs 60./18.583/27.167 .20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Vertical Knee Connection Q Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 3 rows Extended - 3/4 in. Dia. - Standard, (2 bolts per row) (I.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: ----------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: Right Side of Conn Data: ------------------------ Plate: 6.00 x 0.5000 in. Fy(Min) 50.O ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.2500 in. O.S. - 6.00 x 0.2500 in. I.S. - 5.66 x 0.3750 in. I.S...- 6.00 x 0.3125 in. Web Depth - 29.943 in. Web Depth - 29.943 in. Web Thickness 0.156 in. Web Thickness 0.185 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.917 in. Pf top (out) - 1.833 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. Rise top (out) - 0:117 in. XTO top (out) - 1.875 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.832 in. Pf top (ins) - 1.916 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. Rise top (ins) - 0.117 in. XTI top (ins) -• 1.874 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.750 in. Pf bot (out) - 1.913 in. BFCD bot'(out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.302 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.375 in-. Pf bot (ins) - 2.268 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins),- 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.302 in. XBI bot (ins) - 2.375 in. XBI bot (ins) - 2.375 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Controlling Mode Thick Plate Angle top - 85.2 degrees Angle top - 94.8 degrees Angle bot - 90.0 degrees Angle bot - 77.9 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: ----------------------------- (k ------------------------------------------------- -ft) (kips) (kips) (k -ft) (kips) (kips) 1) DL +LL +COLL (SOA -L) -166.12 -12.30 20.12 -166.12 -12.30 20.12 67) 0.6DL +0.6LWL1 +0.6RBUPLW 64.27 7.97 -8.39 64.27 7.97 -8.39 Connection Design Summary: Bolt Unity Check (O.S.) = 0.9357 Plate Unity Check (O.S.) = 0.9357 Bolt Unity Check (I.S.) = 0.4701 Plate Unity Check (I.S.).= 0.4701 69, Metallic Building Systems User: sgutierrez Page: F11- 24 R;F.,ame_,Design Program - Version V6.01 Job : 39475A Connection Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. J Start Time: 15:22:57 -------------------------------------------------------------------------------- Peak Connection Q Left Rafter Depth 4 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows.Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: 0.3125 in. ----------------------- Plate: 6.00 x 0.5000 in. 0.2500 in. Fy(Min) 50.0 ksi - 18.062 Fu 65.0 ksi 0.156 in. Flanges: Gage - 3.000 O.S. - 6.00 x 0.3125 in. to Flange: I.S. - 6.00 x 0.2500 in. - 1.792 Web Depth - 18.062 in. Web Thickness 0.156 in. - 0.117 Gage - 3.000 in. Center of Bolt to Flange: - 1.895 Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out)'- 0.117 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.895 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.936 in. Pf bot (out) - 1.833 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.874 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Controlling Load Combinations: ----------------------------- 67) 0.6DL +0.6LWL1 +0.6RBUPLW 1) DL +LL +COLL (SOA -L) Connection Design Summary: Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------- Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 6.00 x 0.3125 in. Weld I.S. - 6.00 x 0.2500 in. Weld Web Depth - 18.062 in. Web Thickness 0.156 in. Load Check Gage - 3.000 in. Center of Bolt to Flange: No. Ratio Pf top (out) - 1.792 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.895 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.936 in. Pf bot (out) - 1.833 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.117 in. XBO bot (out) - 1.875 in. Pf bot (ins) - 1.916 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.117 in. XBI bot (ins) - 1.874 in. Bolt Spacing - 3.000 in. Angle top - 85.2 degrees Angle bot - 94.8 degrees Left Side Conn Right Side Conn Moments Axial Shear Moments Axial Shear (k -ft) (kips) (kips) (k -ft) (kips) (kips) ------------------------------------------------- -26.60 8.80. 0.01 -26.60 8.80 -0.01 75.74 -12.30 0.08 75.74 -12.30 -0.08 4300 Plate Unity Check (O.S.) = 0.4300 8521 Plate Unity Check (I.S.) = 0.8521 Required Connection Plate Welding >> (Using E70 Electrodes) Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio 7----------------------------------------------------------------------7------ Left Side of Conn Inner Flg Fillet -BS 0.1875 12.0000 50.1162 46.5684 1 0.9292 70 Outer-Flg' Fillet-BS 0.2500 ..12.0000 66.8216 20.0650 67.0.3003 Web Plate Fillet-BS 0.1875 36.1248 100.5798 4.0034 67 0.0398 - ..� Right Side of Conn Inner Flg Fillet-BS. 0.1875 12.0000 50.1162 46.5684 1 0.9292 Outer Flg Fillet-BS 0.2500 12.0000 66.8216 20.0650 67 0.3003 Web Plate Fillet-BS 0.1875 36.1248 100.5798 4.0034 67 0.0398 ------------------------------------------------------------------------------ NS - Near side weld,. FS - Far side weld, BS - Both sides weld. 71 Metallic Building Systems User: sgutierrez Page: F11- 25 R,F,17ame.Design Program - Version V6.01 Job : 39475A Connection Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. . Start Time: 15:22:57 Vertical Knee Connection @ Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 3 rows Extended - 3/4 (I.S.) 3 rows Extended - 3/4 Left Side of Conn Data in. Dia. - Standard (2 bolts per row) in. Dia. - Standard (2 bolts per row) ----------------------- Plate: 8.06'x 0.5000 in. Fy(Min) 50.0 ksi Fu 65.0 ksi Flanges: O.S. - 8.00 x 0.2500 in. I.S. - 7.66 x 0.3750 in. Web Depth - 29.943 in. Web Thickness 0.156 in. Gage - 3.000 in. Center of Bolt to Flange* Pf top (out) - 1.917 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO.top (out) - 1.875 in. Pf top (ins) - 1.832 in. BFCD.top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot'(out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out)' - 0.000 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 2.375 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. XBI bot (ins) - 2.375 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 85.2 degrees Angle bot - 90.0 degrees Controlling Load Combinations: ----------------------------- 2) DL +LL +COLL (SOA -R) 67) 0.6DL +0.6LWL1 +0.6RBUPLW Connection Design Summary:" Bolt Unity Check (O.S.) = 0. Bolt Unity Check (I.S.) = 0. Right Side of Conn Data: ------------------------ Plate , 6.00 x 0.5000 in. Fy(Min) 50.O.ksi Fu 65.0 ksi Flanges: O.S.-- 6.00 x 0.2500 in. I.S. - 6.00 x 0.3125 in. Web Depth - 29.943 in. Web Thickness 0.185 in. Gage - 3.000 in. Center of Bolt to Flange: Pf top (out) - 1.833 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.117 in. XTO top (out) - 1.875 in. Pf top (ins) - 1.916 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.117 in. XTI top (ins) - 1.874 in. Pf bot (out) - 1.913 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.302 in. XBO bot -(out) - 1.750 in. Pf bot (ins) - 2.268 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.302 in. XBI bot (ins) - 2.375 in. Bolt Spacing - 3.000 in. Controlling Mode Thick Plate Angle top - 94.8 degrees Angle bot - 77.9 degrees Left Side Conn Right Side Conn Moments Axial . Shear Moments Axial Shear (k -ft) (kips) (kips).. (k -ft) (kips) (kips) ------------------------------------------------- -166.46 -12.34 20.13 -166.46 -12.34 20.13 64.58 7.97 -8.40 64.58 7.97 -8.40 9305 Plate Unity Check (O.S.) = 0.9305 4720 Plate Unity Check (I.S.) = 0.4720 72 Metallic Building Systems User: sgutierrez Page: F11- 26. R -Frame Design Program - Version.V6.01 Job : 39475A Knee and Stiffener Report File: a_ frames_2.'3.fra Date: 7/ 6/16- cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- Left Knee Design Knee Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.1560 in. Thick Web Horizontal 2.7500 X 0.3750 in. 6.0000 X 0.2500 in'. Knee Panel Weld Sizes --------------------- Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 30.104 in. GMAW on -NEAR Side (STD. WELD) Column Cap Plate: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 30.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.604 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.604 in. GMAW on FAR Side (STD. WELD) Column Connection P1.: 0.1875 in. x 30.104 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld 0.3125 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Right Knee Design Knee -Web Thickness Bearing Stiffener Type Bearing Stiffener at Knee Column Cap Plate Use 0.1560 in. Thick Web Horizontal 3.7500 X 0.3750.in. 8.0000 X 0.2500 in. Knee Panel Weld Sizes --------------------- --------------------- Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 30.104 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 30.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.604 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 27.604 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 30.104 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ---------------=----------------------- --------------------------------------- 0.3125 in. x 3.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. 73 Metallic Building Systems User: sgutierrez Page: Fil- 27 Design Program - Version V6.01 Job : 39475A. Flange Brace Report File: a_frames_2-3.fra Date: 7/ 6_/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN - RIGHT COLUMN 1 @ 4'0 @ FLOOR 1 @ 18'7 @ FLOOR 3 @ 3'6 1 @ 4'1 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE 4 @ 5'0 4.@ 510 1 @ 113-1/4" @ PEAK 1 @ 113-1/4" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER Measured along T.F. from left steel line - RIGHT RAFTER Measured along T.F. from right steel line - EXT. COLUMNS Measured along�T.F. from base LFT COLUMN 4.00 7.50 11.00 14.50 (N) (M) (C) (M) LFT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 (C) (C) (C) (N) (N) (C) RGT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 (C) (C) (C) (N) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 211x2"x14 ga flange brace is located at the brace point "M" Indicates that One 211x2"x1/8" flange brace is located at the brace point -------------------------------------------------------------------------------- 74 Metallic Building. Systems User: sgutierrez Page: 'F11- 28 ` R -Frame Design Program - Version V6.01 Job : 39475A Primary Deflection Report File: a_frames_2-3.fra Date: 7/ 6/16. cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -2.775 in. 30.00 ft. 0.864 in. 30.00 ft. Load Comb 1 148 Defl. L/247 L/796 ------------------------------------------------------------------------------ PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- -------------------- Y-Def Pos. Max 0.864 in. Load Comb 148 Defl. L/796 Neg. Max -2.775 in. Load Comb 2 Defl. L/247 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 156 3.0 157 3.0 158 3.0 159 3.0- 160 3.0 161 3.0 Vertical Clearance at the Left Knee is 15.5542 feet Vertical Clearance at the Right Knee is 15.5542 feet 75 . Ext. Left Col Ext Right Col X -Def Y -Def X -Def Y -Def ------------------------------------------------------------------------------ Pos. Max 1.121 0.034 1.290 0.042 Load Comb 158 154 160 146 Defl. H/177 H/154 ------------------------------------------------------------------------------ Neg. Max -1.655 -0.035 -1.250 -0.040 Load Comb 161 147 159 155 Defl. ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ H/120 H/159 MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ Max. Downward Deflection Max. Upward Deflection Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -2.775 in. 30.00 ft. 0.864 in. 30.00 ft. Load Comb 1 148 Defl. L/247 L/796 ------------------------------------------------------------------------------ PEAK DEFLECTIONS (Positive = Y:Upward) -------------------- -------------------- Y-Def Pos. Max 0.864 in. Load Comb 148 Defl. L/796 Neg. Max -2.775 in. Load Comb 2 Defl. L/247 Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used 156 3.0 157 3.0 158 3.0 159 3.0- 160 3.0 161 3.0 Vertical Clearance at the Left Knee is 15.5542 feet Vertical Clearance at the Right Knee is 15.5542 feet 75 . 'Metallic Building Systems User: sgutierrez Page: F11- 29 R.-�FZZtmP Design Program - Version V6.01 Job : 39475A Frame Detail Report File: a_frames_2-3.fra Date: 7/ 6/16 cs 60./18.583/27.167 20./110./0. Start Time: 15:22:57 •-------------------------------------=------------------------------------------ MATERIAL REQUIRED FOR ONE FRAME (ALL BOLTS ARE WITH NUT) NCI MATERIAL COST & STOCK STATUS LAST UPDATED: 01/28/10 0:00 AM 8 ANCHOR RODS AB3 A307 TOTALS BY OTHERS 2488.01 1198.62 76 MATERIAL TYPE MATERIAL YIELD STOCK OR MATERIAL MATERIAL QTY. ---- OR HOW MATL USED ---------------- DESCRIPTION ------------------ (KSI) ----- WAREHOUSE ----------- WT.(LBS) COST ($) ---- ---------------- FLANGE ------------------ 0.25000 X 6.0000 ----- 55.0 ----------- STOCK BAR --------- --------- 484.85 --------- --------- 200.40 FLANGE 0.31250 X 6.0000 55.0 STOCK BAR 323.72 133.80 FLANGE 0.25000 X 8.0000 55.0 STOCK BAR 138.53 58.69 FLANGE 0.37500 X 8.0000 55.0 STOCK BAR 102.66 43.11 FLANGE 0.50000 X 8.0000 55.0 STOCK BAR 71.36 33.43 PARALLEL WEB 0.15600 X 18.0000 55.0 STOCK PLATE 381.00 185.77 NON -PARALLEL WEB 0.15600 THICKNESS 55.0 STOCK PLATE 410.12 199.97 NON -PARALLEL WEB 0.18500 THICKNESS 55.0 STOCK PLATE 227.44 110.90 FLANGES AND WEBS SUBTOTALS 2139.68 966.07 BASE PLATE 0.37500 X 6.0000 55.0 STOCK BAR 6.74 2.79 BASE PLATE 0.37500 X 8.0000 55.0 STOCK BAR 9.04 3.80 JOINT PLATE 0.50000 X 6.0000 55.0 STOCK BAR 137.15 59.23 JOINT PLATE 0.50000 X 8.0000 55.0 STOCK BAR 42.52 19.92 PARALLEL STIFF. 0.37500 X 2.7500•' 55.0 STOCK PLATE 17.55 8.56 PARALLEL STIFF. 0.37500 X 3.7500 55.0 STOCK PLATE 23.93 11.68 GIRT CLIP 0.18750 X 6.0000 55.0 STOCK PLATE 16.60 7.13 PURLIN CLIP 0.18750 X 6.0000 55.0 STOCK PLATE 26.76 11.49 FLANGE BR. CLIP 0.18750 X 3.0000 55.0 STOCK PLATE 1.92 0.82 PLATE, BAR, COIL SUBTOTALS 2421.89 1091.49 1 FLANGE BRACES FB -3712 MODERATE 50.0 STOCK BRACE 5.25 10.23 1 FLANGE BRACES FB -4304 COLDFRMD 55.0 STOCK BRACE 3.89 5.34 1 FLANGE BRACES FB -4200 MODERATE 50.0 STOCK BRACE 5.84 11.38 2 FLANGE BRACES FB -4400 COLDFRMD 55.0• STOCK BRACE 7.92 10.87 2 FLANGE BRACES FB -3900 COLDFRMD 55.0 STOCK BRACE 7.02 9.63 4 FLANGE BRACES FB -3712 COLDFRMD 55.0 STOCK BRACE 13.59 18.64 SUBTOTALS 2465.40 1157.58 32 JOINT BOLTS 0.750 X 2.00.A325 STOCK BOLT 18.69 33.98 9 BRACE-FLG. BOLTS 0.500 X 1.25 A325 STOCK BOLT 1.60 2.89 11 BRACE -ZEE BOLTS 0.500 X 1.25 A325 STOCK BOLT 1.96 3.53 2 BRACE -CLIP BOLTS 0.500 X 1.25 A325 STOCK BOLT 0.36 0.64 SUBTOTALS 2488.01 1198.62 8 ANCHOR RODS AB3 A307 TOTALS BY OTHERS 2488.01 1198.62 76 Metallic Building Systems User: sgutierrez Page: F11- 30 R -Frame Design Program - Version V6.01 Job : 39475A Frame Detail Report File: a frames 2-3.fra Date: 7/ 6/16 cs 60./18.583/27..167 20./110./0. Start Time: 15:22:57 ------------------------------------------------------------------------------- SHIPPING BEAM REPORT ******************** BEAM BEAM LENGTH BEAM WT. QTY -BEAM QTY -BEAM NO. ------- QTY. ---- SHIPPING BEAM ------------------- (FT) ----------------- (LBS) WT. (LBS) MATL. ---------- COST ($) ------- 1010101 ---- 1 ------------------- LEFT EXT. COL.. 1 ----------------- 18.3674 481.27 --------------- ---------- --------------- 481.27 216.35 1020101 1 RIGHT EXT. COL. 1 18.3674 593.10 593.10 270.62 1010201 1 LEFT RAFTER 1 27.7909 673.76 673.76 302.28 1020201 1 RIGHT RAFTER 1 27.7909 673.76 673.76 .302.28 FRAME SUBTOTALS 2421.89 1091.53 FLANGE BRACES 43.52 66.09 ----------- SUBTOTALS --------------- 2465.41 1157.62 STRUCTURAL JOINT BOLTS AND NUTS 18.70 33.98 - SUBTOTALS ----------- --------------- 2484.11 1191.60 BRACE, ZEE, EAVE STRUT TO FRAME BOLTS ----------- 3.93 --=------------ 7.06 TOTALS 2488.04 1198.66 NOTE: ANCHOR BOLTS OR ANCHOR RODS WITH NUTS AND WASHERS ARE FURNISHED BY OTHERS 77 BUT ..T E C D U N TY HYLLIS L. MURDOCK, DIRECTOR MARK A. LUNDBERG, M.D., M.P.H., HEALTH OFFICER BUTTECOUNTY.NET/PUBLICHEALTH Ifv'rCR MR ENVIRONMENTAL HEALTH DIVISION CONSUL -SING GROUP PUBLIC HEALTH -- -�'-W-----e HAZARDOUS MATERIALS AND EMISSIONS QUESTIONNAIRE (A BUILDING PERMIT CANNOT BE APPROVED WITHOUT THIS COMPLETED FORM) PROJECT ADDRESSy I I e R4� ' A.P. # /%�� ti. C - cicr,enlenet= l3t�V\.O ISJV�-b�fkC��►� 1 - APPLICANT'S ADDRESS 2_9'Ton VW r tf CITY, STATE, ZIP C W NATURE OF BUSINESSC.,—LA0 `r CONTACTPERSON r� to ,—LA0 PHONE NUMBER TRAKIT NUMBER (for official use only) 13 1. Does your business or that of your tenants handle, store, or transport hazardous materials? NO (X) YES ( ) NOTE: Hazardous materials are defined as .any material that, because of its quantity, concentration, or physical or chemical characteristics, poses a significant present .or potential hazard to human .i health and safety or to the, environment if released Into the workplace or the environment. "HAZ- ARDOUS MATERIALS" include, but are not limited to: hazardous chemicals, hazardous waste, . C) paints, oils, lubricants, fuels, flammables, combustibles, corrosives, gases, and any material which -L reasonable basis for believing to be injurious. to the ` m O M 0m. a handler or the administering agency,has a =� 1 health and safety of persons or harmful to the environment if released. n t z 2. Do you or will your future tenants handle, store, or transport 55 gallons, 500 pounds, or 200 cubic feet (at standardI O M m temperature or pressure), of formulation containing hazardous materials? NO (1,�) YES ( ) 3:M An Do you or will your prospective tenants plan to handle hazardous chemicals classified as Regulated Substances abo Do 1-3? e 0r - T 0 Z O m threshold quantities identified in California Code of Regulations, Title 19; Ch. 4.5, sec. 2770.5, Tables I If you answer YES to 1 or 2, contact Butte County Division of Environmental Health at (530) 538-7281 for a review of the proj _<t m m 3. Is the business/facility/operation to be located within 1,000 feet of the outer boundary of a school or a school site? M 0 NO (K) YES ( ) Cn IF YES, name of school: Does the business/facility/operation have the potential to emit any air pollutants: e.g. dust, soot, odors, fumes, vapors, or other volatile compounds? NO (K) YES ( ) IF YES, contact the Butte County Air Quality Management district at (530) 891-2882 for permit requirements. Owner or Authorized Company Representative Date /O Signature) BCEHD BCAQMD ❑ ❑ ❑ ❑ BCEHD Signature 6CAQMD Signature The applicant has;met or meeting the applicable requirements of Section 25505, 25533 and 25534 of the Health and Safety code and the requirements for a permit from the Butte County.Air Quality Management District. The above regulations DO NOT apply to this.facility. Date Date WHITE —Building Dept. YELLOW— Environmental Health PINK — BCAOMD GOLDENROD -Fire Dept 05109 TEL -530.538.7281 202 MIRA LOMA DRIVE FAX- 530.538.5339 OROVILLE, CA 95965 OUR MISSION IS TO PROTECT THE PUBLIC THROUGH PROMOTING INDIVIDUAL, COMMUNITY AND ENVIRONMENTAL HEALTH Butte County Department of Development Services PERMIT CENTER . 7 County Center Drive, Oroville, CA 95965 .,Butte Co 11ty Main Phone (530)538-7601 Permit Center Phone (530)538-6861 Fax (530)538-7785 UVROPMENI 5EMCE5 Job Address Project Name Applicant 1. Construction FORM NO DPC-01 ACCESSIBILTY UPGRADE WORKSHEET XAM • r • Date o42./ LZO 1� Permit Number B %_ q �� Ground floor $ b. Basement $ c. Other floors ( ) $ 2. Construction Cost on the same path of travel during the previous three years: $ 3. Total Construction Cost (add amounts in 1 and 2 above): $ 1740 .000.>t 4. Current Valuation Threshold (Effective January 2012): $ 136.060.00 SELECT YOUR APPLICABLE ACCESSIBILITY UPGRADE COMPLIANCE OBLIGATION ❑ This alteration consists solely of accessibility upgrades and is limited to its specific scope of work. The existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration currently comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) exceeds the current valuation threshold and the alteration occurs on the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor. I will upgrade the existing primary entrance, route of travel, at least one restroom for each sex (as applicable), public phones or drinking fountains (if any), parking, storage and alarms that serve the area of alteration, as applicable, to comply with all accessibility provisions as for new buildings. ❑ The total Construction Cost (item 3 above) does not exceed the Current Valuation Threshold (item 4 above) or the alteration occurs on a floor other than the ground floor and providing compliance with all accessibility provisions as for new buildings would create an unreasonable hardship. I will provide accessibility to the maximum extent feasible without incurring disproportionate costs (i.e. 20 percent of the amount in Item 1 $ ). In choosing which accessible elements to provide, priority will be given to those elements that will provide the greatest access in the order provided in the Cost Table. (Please complete the Cost Table) Date V (OWNER OR APPLICANT) Building Division Plan Approval Date Cost Table Step A. Select the compliance status applicable to each category. If "Existing Full" is selected go to Step C. Otherwise, go to Step B. Step B. Select the individual elements in this category that are non -complying. Describe the upgrades necessary for full compliance of each selected individual element and provide their costs. BUTTE Step C. Go to the next category (2, 3, 4, 5 then 6) and perform Step A. Repeat until all 6 categoric6M,?+een completed in order. — - �' r'ERMIT i#_ -1 -------------- BUTTE COUNTY DEVELOPMENT SERVICES CODVIEWED FOR ECOMPLIANCE F__ [Hs� BY",( On%iienrt -7 7n ?n1 iz Pagel of3 OCT 2 5 2016 DEVELOPMENT SSERVICES is ,r�' NOTE: If providing an individual element is unfeasible or the costs of an individual element cause the total costs to exceed the disproportionate costs for this project, note it as such and skip to the next individual element selected. Your total costs should be approximately equal to or greater than the disproportionate costs unless full compliance for each category is achieved prior to exceeding disproportionate costs. Disproportionate Costs for this project $ (Amount from Accessibility Upgrade Worksheet CATEGORY COSTS 1. PRIMARY ENTRANCE TO ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ DOOR A. Change of door B. Threshold $ $ C. Hardware ' D. Kick plate E. Strike -side clearance F. Other SIGNS AND IDENTIFICATION A. Sign at building entrance B. Sign in building lobby C. Other Subtotal 2. ROUTE TO THE ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ CHANGE OF ELEVATION(S) A. Ramps/Curb Ramps B. Lifts C. Elevators $ DOORS A. Change of door B. Threshold C. Hardware D. Kick plate E. Strike -side clearance F. Signs and identification (Braille) G. Other Subtotal DUll T91 CO "1i'TV OCT 2 5 2016 DEVELOPMENT Pnwien4 -7 7n Ing c Page 2 of SERVICES CATEGORY COSTS 3. RESTROOMS SERVING ALTERED AREA Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ A. Enlarge restroom B. Enlarge door(s) C. Strike side clearance D. Door symbols E. Signs and identification (Braille) F. Replacement or relocation of fixture (specify) 1. $ 2. 3. 4. G. Replacement or relocation of accessories (specify) 1. 2. 3. 4. H. Grab bars (bars and backing) I. Other Subtotal 4. PUBLIC TELEPHONES Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ A. Retrofit/Add Subtotal $ $ 5. DRINKING FOUNTAINS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ ❑ A. Replace drinking fountain B. Relocate existing drinking fountain C. Provide alcove D. Add wing walls and/or floor treatment E. Other $ $ Subtotal 6. PARKING, STORAGE, ALARMS Compliance Status: ❑ Existing Full ❑ Upgrade Full ❑ Upgrade Partial ❑ ❑ ❑ ❑ A. Replace curb ramps B. Re-slope parking space & loading/unloading aisle C. Paint the border of loading/unloading aisle blue D. Other r� $ BUTTE COUNTY RI III MINIQ ubtotal $ APPROVED MmAcn.l -7 7n 'MI r, Page 3 of Ro„��or1 7 )n )nl iz TOTAL $ Page 4 of 3 Meir Butte County Fire department te a, n Fire `Pre venti.on{Bureau 176 Nelson Avenue. Oroville, CA 95965 Office (530) 538-7888 Fax (530) 538-2105 www.butte county.n et/fi re STATEMENT OF INTENDED USE Various process and situations in commercial and industrial establishments can create fire,.and`!life safety hazards. In order .to provide, a reasonable degree of safety to life and property, specific requirements, have been established in.the Fire, Building, and Life Safety Codes. To help:us determine what, particular laws apply to your business, please provide' the following information: PART I — Building Information Business Name: Business Address: om b_ 1 Number:of Buildings: Type of, Construction: Mt°4 Iki IG�m c Square footage:co 2— PART II — Questionnaire Yes No 1. Will your store or handle an aggregate quantity aerosol products in excess of.500;lbs.? [ J [x] 2. Will you install or operate a stationarylead-acid battery system more than 100 gallons? ( ] [] 3. Will you produceAmt or loose combustible fibers in excess of 100 cubic feet? [ ] [xJ 4. Will you be storing more than 2500 cubic feet of combustible materials (boxes, rubber)? 5. Will you store, handle or use compressed gases?.(Table 105.6.8) 6. Will you produce, store or handlecry2gens7,(Table 105.6.10) [ J [%C] 7. Will you engage: in the business of dry cleaning? [ ] [ 8. Will you conduct an operation which produces combustible dusts (Le.,flour, magnesium) [ ] [ :9. Will you have any explosives or blasting agents? 10. Will you store,.handle, use or dispense flammable or-combustibleliguids? 11. Will you store, transport on site, dispense; use or handle hazardous materials? (Table 105:6.20) [ J [] 12. Will you have over 500 square feet of high -piled combustible storage? (>12 feet) [ ] [ 13. Will you store, handle or use liquefied petroleum gases? (LPG) [ ] 14. Will you melt, cast,,heat treat or grind more than 10.1bs. of magnesium? [ ] 15.. Will you have a motor vehicle fuel-dispensincq station?PLC [] r% l .3UTTE COUNTY DEVELOPMENT SERVICES 1 of 3 REVIEWED FOR. SEP 14 �� ;ODE COMPLIANCE BY� liq � ERWEST l k ( CONSULTING ;ROUP a YES :... NO 16. Will you manufacture more than 1 gallon of; organic coating per day? [ "] ] .17. Will you operate an industrial baking or drying oven? [ j 14 18. Will you operatea place of assembly (Drinking, Diming', Gathering) for more than;50 people? . j :J {K] 19. Will you store or handle radioactive;materials?. 20. Will you have. a refrigeration system with; 2M lbs: Group Ai -,or >30 pounds of any other refrigerant?'[ j [ 21. Will you operate a reoair4araoe for,servicing.or repairing automobiles? [ } [X 22. Will you be conducting hot work? (welding, cutting or use.fiame producing devices or torches) ( '] . Pq, 23. Will you apply fiammable or combustible liguids? (Spray booth, :Diptank, Powder Coating, Rolling) ( J [ 24. Will you store over,1000 cubic feet of tires in an outside area? 25. Will you store, lumber. wood chips. hoc aed material or plywood in excess�6f 200.cu4ic feet? [ ] [ 26. Is your building equipped with automatic fire sprinklers? If YES then: [ J-. (?Q a) Galculatedsprinklersystem• GPM/SgFt Design Area, (i.e. ,3/3000) (Density.and certification information. can usually be found,labels on'the main sprinIder.system riser for each system). b). Pipe Schedule (non -calculated) sprinkler system, Date. system installed -c) Early Suppression:Fast-Response (ESFR) sprinkler system PSI d) .Other type. Sprinkler System, — list type and location: e) Date of last sprinkler system 5 year certification.(Title:l9 CCR): f) ,Fire sprinkler alarm monitoring;.company: 27..Is your building equippe'd with automatic fire detection? (smoke detector, heatdetector, manual. pull) [ ]. K a ate of last -alarm system certification: b) Alarm monitoring company: 28 Numberofemployees: 29. Hours of._operations: �' (3C) To 30. In aJew brief sentences describe how the.building`,will be: used and what processes or operations will take place inside (i.e. Storage of chemicals with some filling of containers for use, moderate to heavy welding with assembling. and ' fabrication of'metal parts, powder coating and painting, etc.) SA -'o •i frr BUTTE COUNTY 2:or3 BUILDING DIVISION I APPROVED PART III Fire.Extinguisher Requirements, (f jLight Hazard occupancy (office, classrooms., medical offices, etc.) Provide a minimum of (1) 2A10BC rated fire extinguisher mounted in.an accessible conspicuous area. ,One .extinguisher is required for every '6000 square feet.. and:the travel distance fo a fire extinguisher shall. not exceed 75 feet from -any point. '[ OrdinaryHazard occupancy' (mercantile :storage, dining areas, and display, warehouses, light manufacturing) Provide -a minimum of (1) 2A20BC rated • fire extinguisher mounted in an accessible conspicuous area. One extinguisher is required for every 3000 square feet and, the travel distance to a fire extinguisher shall not, exceed 75 feet from any point. ] Extra Hazard. Occupancy (Hazardous -Materials, .fiammable. liquid, vehicle repair- cooking areas, woodworking, uses) Provide a minimum of (1).2A40BC rat66fire extinguisher mounted in an accessible conspicuous. area. One extinguisher is required for. every 2000_ square feet and the, travel distance to a fire extinguisher shall not, exceed 50 feet from any -point. [ ] Kitchen Hood System One 4013'fire-extinguisher (no -"A or.C" rag shall be mounted near kitchen, hood system), (ABC multi-purpose fire extinguishers may compromise the er in kitchen hood systems) NOTE: These are typical minimum requirements. More :fire extinguishers: may be required due to special operations or Processes being used.. For example: spray booths;, .special electrical hazards; exotic., metals, and other, situations. will require increased protection. PART IV - High Piled Combustible Storage In Chapter 32 of the Califomia Fire Code, high piled combustible storage is defined as* Storage of combustible materials [product and/or packaging] in closely packed piles°(floor storage) or combustible materials on pallets, in racks, or on shelves where the top of storage is greater than 12 feet in height. High piled combustible storage also includes certain high' hazard commodities; such as rubber tires;, group A plastics, flammable liquids, idle pallets, and similar commodities, where the top of the storage is greater than 6 feet in height. It is very important to contact the Fire Department priorto consideration of storing high -piled combustible storage. Many. of the permit' requirements must:be built into your building.. If your building is not approved for high -piled combustible storage. it maybe cost prohibitive. For example ifyou have a pipe schedule sprinkler system. no.high piled storage is permitted until the system is calculated. Securing.a design. professional is recommended to assist you with the code requirements, [. ] THIS BUILDING WILL NOTBE USED FOR' HIGH -PILED COMBUSTIBLE STORAGE. [ ] THIS BUILDING WILL BE USED FOR'HIGWPILED COMBUSTIBLE STORAGE. [ j THIS BUILDING IS A SPECULATION BUILDING WITHOUT A TENANT AT THIS TIME. *TO OBTAIN FIRE DEPARTMENT APPROVAL YOU MUST SUBMIT THIS COMPLETED FORM WITH'THE BUILDING PERMIT APPLICATION Name: (yiml.v\tin, Signature: `/' Date: o BUTfE COUNTY 3 of 3 BUILDING DIVIS iG 1\4 APPROVED a 1' 1 RAR ROLLS ANDERSON& ROLLS CIVIL ENGINEERS 115 YELLOWSTONE DRIVE - CHICO. CALIFORNIA 95973-5811 TELEPHONE 530-895-1422•FAX 530-895-1409 Job No: 16144 Project: Maisie Jane's Building Calc: KLD Subject:. SD .Leach Trench Calcs Chkd: Trench Dimensions Trench °A" Width (ft) = 5 'Depth (ft) = 2 Length (ft) = 110 r Date: 10/24/2016 Date: Pipes Traversing Trench F r; Number of Pipes = 1 1. - Ct Pipe Diameter (in) = 12 OC I 2016 Drain Rock Porosity = 0.33 (per BC stds) IDEVBL0PA4EX1,' J SERVICES, � J Percolation Perc Rate = 15 min / in Bottom Area: 50 Percent Used to Percolate r - %�} Side and End Area: 50 " Percent Used to Percolate 6ILp.1 /� VY1�ylr�. Water Shed �--� Tributary Area = 0.22 acres (New building area and new concrete slab area) ' Run-off Coefficient = 0.95 Q/ (( 0/� ��\�y PERMIT # YI Volume Provided BUTTE COUNTY DEVELOPMENT SERVICES volume of Pipes = ss CF REVIEWED FOR Gross Trench Volume = 1,104 -1,014 CF COMPLIANCE Gross Trench -Pipe = CF /!CODE Volume of Voids = 335 CF Total Storage Volume = 421 CF. Storm Duration 110 Olin Q„t 0181 Required Storage minutes in / hr cfs cfs cfs Volume (CF) 10 1.80 0.38 0.05 0.33 198 15 1.44 0.30 0.05 0.25 229 20 1.29 0.27 0.05 0.22 267 25 1.13 0.24 0.05 0.19 284 30 0.98. 0.20 0.05 0.16 285 35 0.93 0.19 0.05 0.15 310 40 0.88 0.18 0.05 0.14 329 45 0.83 0.17 0.05 0.13 342 50 0.78 0.16 0.05 0.12 349 55 0.73 0.15 0.05 0.11 349 60 0.6.9 0.14 0.05 0.10 343 120 0.49 0.10 0.05 0.06 401 180 0.41 0.09 0.05 0.04 420 720 0.21 ' 0.04 0.05 0.00 -124 1440 0.11 0.02 0.05 -0.02 -2,054 Required. Storage = 420. CF. Proposed storage exceeds required storage for 10 -year storm event Page 1 of 1 RAR ROLLS ANDERSON & ROLLS CIVIL ENGINEERS., 115 YELLOWSTONE DRIVE • CHIC?, CALIFORNIA 95973-5811 TELEPHONE 530.895-1422 • FAX 530.895.1409 - Job No: Project: Maisie Jane's Building Calc: Subject: SD Leach Trench Calcs Chkd: Trench Dimensions Trench "A". Width (ft) = 5. Depth (ft) = 2 Length (ft) .110 Pipes Traversing Trench Number of Pipes = 1 Pipe Diameter (in) = 12 Y Drain Rock Porosity = 0.33' (per BC stds)- 16144 KLD Date: 10/24/2016 Date: Percolation 86 CF Perc Rate = 15 min / in Bottom Area: 50 Percent Used to Percolate Side and End Area: 50 Percent Used to Percolate Water Shed Tributary Area = 0.22 acres (New building area and new concrete slab area) Run-off Coefficient = 0.95 Total Storage Volume = Volume Provided Volume of Pipes = 86 CF Gross Trench Volume = 1,100 CF Gross Trench - Pipe = 1,014 CF Volume of Voids = 335 CF Total Storage Volume = 421 CF Storm Duration 110 Qin QOut Qnet minutes in / hr cfs cfs cfs 10 1.80 0.38 0.05 0.33 15 1.44 0.30 0.05 0.25 20 1.29 0.27 0.05 0.22 25 1.13 0.24. 0.05 0.19 30 0.98 0.20 0.05 0.16 " 35 0.93 0.19 0.05 0.15 ' 40 0.88 0.18 0.05 0.14 45 0.83 0.17 0.05 0.13 50 0.78 0.16 0.05 0.12 55 0.73 0.15 0.05 0.11 60 0.68 0.14 0.05 0.10 120 0.49 0.10 0.05 0.06 180 0.41 0.09 0.05 0.04 720 .0.21 0.04 0.05 0.00 1440 0.11 ' 0.02 0.05 -0.02 Required Storage= 420 CF - Proposed storage exceeds required storage for 10 -year storm event Page 1 of 1 Required Storage Volume (CF) 198 229 267 284 285 310 329 342 349 349 343 401 420 -124 -2,054 BUTTE COUNTY BUILDING DIVISION .APPROVED • � V r 0