c shape rc wall design aci-318

Concrete Section S-CONCRETE Version 11.00.32 Job #A123.45 Copyright 1995-2013 by S-FRAME Software Inc.

S-CONCRETE 11.00.32 (c) S-FRAME Software Inc.

File Name: SummaryStatus Acceptable

Section Name Consultant Maximum 1.000Concrete Section Hewlett-Packard Company V & T Util 0.359

N vs M Util 0.285American Building StandardsACI 318-08, "Building Code Requirements for Structural Concrete"ACI 318R-08, "Commentary for ACI 318-08"

Design Aids, Manuals, and HandbooksNotes on ACI 318-08, Portland Cement Association 2008"ACI Detailing Manual - 1994", ACI Committee 315, American Concrete Institute, 1994"Manual of Standard Practice", Concrete Reinforcing Steel Institute, 2003

Section Dimensions Material Properties Gross Properties Effective PropertiesC-Shape fc' = 5000 psi Zbar = 0.0 in Ae = 5920.0 sq.in.L1 = 240.0 in fy (panel vert) = 60.0 ksi Ybar = 70.9 in Ie (y-y) = 55750xE3 in4T1 = 10.0 in fy (panel horz) = 60.0 ksi Ag = 5920.0 sq.in. Ie (z-z) = 5921.9xE3 in4L2 = 120.0 in fy (zone vert) = 60.0 ksi Ig (y-y) = 55750xE3 in4 Ase (Y) = 3840.0 sq.in.T2 = 16.0 in fy (zone horz) = 60.0 ksi Ig (z-z) = 5921.9xE3 in4 Ase (Z) = 2400.0 sq.in.Offset = 24.0 in Wc = 150 pcf Ashear (Y) = 3840.0 sq.in. Je = 367379 in4

Ws = 500 pcf Ashear (Z) = 2400.0 sq.in.Poisson's Ratio = 0.2 Jg = 367379 in4

Quantities (approx.) hagg = 0.75 inConcrete = 6112 lb/ft Es = 29000 ksiSteel = 250.7 lb/ft Ec = 4287 ksiPrimary = 182.7 lb/ft Gc = 1786 ksiSecondary = 68.0 lb/ft fr = 530 psi

Panel 1 Zone A Zone B Zone C11-#5 @ 18.0" Vert 10-#8 Vert 8-#8 Vert 10-#8 Vert#5 @ 14.0" Horz #3 Ties @ 14.0 in #3 Ties @ 14.0 in #3 Ties @ 14.0 in

Tangential Splice Tangential Splice Tangential SpliceAs = 7.9 sq.in. As = 6.32 sq.in. As = 7.9 sq.in.

Panel 2 & Panel 3 Y: [email protected]" Y: [email protected]" Y: [email protected]"8-#5 @ 14.0" V.E.F Z: [email protected]" Z: [email protected]" Z: [email protected]"#5 @ 14.0" H.E.F.

Factored Design Sectional LoadsLoad N T Vz My Vy Mz Mres Theta

Case/Combo (kips) (k*ft) (kips) (k*ft) (kips) (k*ft) (k*ft)1 (W) -150.0 0.0 18.8 100.0 6.3 -300.0 316.2 2522 (W) -125.0 0.0 31.3 -450.0 8.8 125.0 467.0 163 (W) -75.0 0.0 25.0 -110.0 6.8 400.0 414.8 754 (W) -350.0 0.0 22.0 100.0 5.5 350.0 364.0 1065 (W) -150.0 0.0 12.5 400.0 25.0 200.0 447.2 1536 (W) -75.0 0.0 12.5 400.0 25.0 -200.0 447.2 2077 (W) -125.0 0.0 18.8 -125.0 7.8 -300.0 325.0 2938 (W) -375.0 0.0 4.8 -450.0 28.0 -75.0 456.2 351

Factored Panel Loads - Panel 1Load N1 V1 M1 Load Comment

Case/Combo (kips) (kips) (k*ft) Type1 -1000.0 200.0 2000.0 Wind

Factored Panel Loads - Panel 2

Hewlett-Packard Company Page 1User March 26, 2015

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Load N2 V2 M2 Load CommentCase/Combo (kips) (kips) (k*ft) Type

1 -1000.0 200.0 -2400.0 Wind

Factored Panel Loads - Panel 3Load N3 V3 M3 Load Comment

Case/Combo (kips) (kips) (k*ft) Type1 -1000.0 200.0 -2400.0 Wind

N vs M Results Axial Utilization Moment UtilizationGLC 1 (Panel Loading) Nu = -1000.0 kips Mu = -2400.0 k*ft Mn = -9009.0 k*ftStatus Acceptable Nn (max) = -4910.6 kips Mn = -8424.8 k*ft Mp = -10070.1 k*fUtilization 0.285 Utilization = 0.204 Utilization = 0.285Maximum 1.000Panel 2

Shear Utilization Shear in Panel 1 Shear in Panel 2 Shear in Panel 3GLC 1 (Panel Loading) Nu = -1000.0 kips Nu = -1000.0 kips Nu = -1000.0 kipsStatus Acceptable Mu = 2000.0 k*ft Mu = -2400.0 k*ft Mu = -2400.0 k*ftUtilization 0.359 Vu = 200.0 kips Vu = 200.0 kips Vu = 200.0 kipsMaximum 1.000 bw = 10.0 in bw = 16.0 in bw = 16.0 inPanel 3 d = 200.34 in d = 96.0 in d = 96.0 in

As (Tens) = 9.2 sq.in. As (Tens) = 11.09 sq.in. As (Tens) = 11.09 sq.in.Av = 0.31 sq.in. Av = 0.62 sq.in. Av = 0.62 sq.in.Lambda = 1.00 Lambda = 1.00 Lambda = 1.00Vs = 199.6 kips Vs = 191.3 kips Vs = 191.3 kipsVc = 507.1 kips Vc = 365.8 kips Vc = 365.8 kipsVn = 706.8 kips Vn = 557.1 kips Vn = 557.1 kipsUtil = 0.283 Util = 0.359 Util = 0.359

Panel 1 Reinforcing

#5 @ 18.0" Vert Vert Steel Ratio Vert Bar Spacing Number of CurtainsRho = 0.00172 S = 18.00 in Curtains Specified = 1Rho (min) = 0.00120 S (min) = 2.75 in Curtains Required = 1Rho (max) = 0.01000 S (max) = 18.00 in AcceptableAcceptable Acceptable

#5 @ 14.0" Horz Horz Steel Ratio Horz Bar SpacingRho = 0.00221 S = 14.00 inRho (min) = 0.00200 S (min) = 2.13 inAcceptable S (max) = 18.00 in

Acceptable

Panel 2 Reinforcing

#5 @ 14.0" V.E.F Vert Steel Ratio Vert Bar Spacing Number of CurtainsRho = 0.00277 S = 14.00 in Curtains Specified = 2Rho (min) = 0.00250 S (min) = 2.75 in Curtains Required = 2Rho (max) = 0.01000 S (max) = 18.00 in AcceptableAcceptable Acceptable

#5 @ 14.0" H.E.F Horz Steel Ratio Horz Bar Spacing Clear CoverRho = 0.00277 S = 14.00 in Cover Specified = 1.50 inRho (min) = 0.00250 S (min) = 2.13 in Max Cover = 5 inAcceptable S (max) = 18.00 in Acceptable

Acceptable

Panel 3 Reinforcing


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#5 @ 14.0" V.E.F Vert Steel Ratio Vert Bar Spacing Number of CurtainsRho = 0.00277 S = 14.00 in Curtains Specified = 2Rho (min) = 0.00250 S (min) = 2.75 in Curtains Required = 2Rho (max) = 0.01000 S (max) = 18.00 in AcceptableAcceptable Acceptable

#5 @ 14.0" H.E.F Horz Steel Ratio Horz Bar Spacing Clear CoverRho = 0.00277 S = 14.00 in Cover Specified = 1.50 inRho (min) = 0.00250 S (min) = 2.13 in Max Cover = 5 inAcceptable S (max) = 18.00 in Acceptable

Acceptable

Zone A Reinforcing 10-#8 Vert #3 Ties @ 14.0 in

Vertical Bar Spacing Vertical Bar Spacing Tie Spacing Splice TypeC-to-C low (y) = 5.0 in C-to-C low (z) = 5.38 in S = 14.0 in TangentialC-to-C high (y) = 5.0 in C-to-C high (z) = 5.38 in S (min) = 2.25 in AcceptableMinimum (y) = 3.5 in Minimum (z) = 3.5 in S (max) = 14.0 inMaximum (y) = 18.0 in Maximum (z) = N/A AcceptableAcceptable Acceptable

Area of Zone Steel Tie Diameter Misc InformationAs = 7.9 sq.in. d (tie) = 0.38 in Scl (limit) = 6.0 inAs (min) = N/A d (min) = 0.38 inAs (max) = 12.64 sq.in. AcceptableAg (zone) = 316.0 sq.in.Acceptable

Zone B Reinforcing 8-#8 Vert #3 Ties @ 14.0 in

Vertical Bar Spacing Vertical Bar Spacing Tie Spacing Splice TypeC-to-C low (y) = 5.25 in C-to-C low (z) = 5.0 in S = 14.0 in TangentialC-to-C high (y) = 5.25 in C-to-C high (z) = 5.0 in S (min) = 2.25 in AcceptableMinimum (y) = 3.5 in Minimum (z) = 3.5 in S (max) = 14.0 inMaximum (y) = N/A Maximum (z) = 18.0 in AcceptableAcceptable Acceptable


Zone C Reinforcing 10-#8 Vert #3 Ties @ 14.0 in

Vertical Bar Spacing Vertical Bar Spacing Tie Spacing Splice TypeC-to-C low (y) = 5.0 in C-to-C low (z) = 5.38 in S = 14.0 in TangentialC-to-C high (y) = 5.0 in C-to-C high (z) = 5.38 in S (min) = 2.25 in AcceptableMinimum (y) = 3.5 in Minimum (z) = 3.5 in S (max) = 14.0 inMaximum (y) = 18.0 in Maximum (z) = N/A AcceptableAcceptable Acceptable


Panel Vertical Reinf. Panel Horizontal Reinf. Zone Vertical Reinf.


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fy (min) 40.0 ksi fy (min) 40.0 ksi fy (min) 40.0 ksify (vert) 60.0 ksi fy (horz) 60.0 ksi fy (vert) 60.0 ksify (max) 80.0 ksi fy (max) 60.0 ksi fy (max) 80.0 ksiStatus Acceptable Status Acceptable Status Acceptable

Concrete Strength Concrete Density Zone Horizontal Reinf.fc' (min) 2500.0 psi Wc (min) 90.0 pcf fy (min) 40.0 ksifc' 5000.0 psi Wc 150.0 pcf fy (horz) 60.0 ksifc' (max) 10000.0 psi Wc (max) 160.0 pcf fy (max) 100.0 ksiStatus Acceptable Status Acceptable Status Acceptable

American Reinforcing Bars

Index Bar Diameter AreaDesignation (in) (sq.in.)

1 #2 0.25 0.05 2 #3 0.375 0.11 3 #4 0.50 0.20 4 #5 0.625 0.31 5 #6 0.75 0.44 6 #7 0.875 0.60 7 #8 1.00 0.79 8 #9 1.128 1.00 9 #10 1.27 1.27 10 #11 1.41 1.56 11 #14 1.693 2.25 12 #18 2.257 4.00

Wall Dimensions Lu (y-y) = 120.0 in, Lu (z-z) = 120.0 in, hw = 1200.0 in

Panel 1 Thickness Panels 2 & 3 ThicknessesT = 10.0 in T = 16.0 inT (min) = 4.8 in T (min) = 4.8 inAcceptable Acceptable

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c shape rc wall design aci-318

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