HomeMy WebLinkAboutSDP 2022-0003; FPC RESIDENTIAL; STRUCTURAL CALCULATIONS - STORM DRAIN STRUCTURE; 2024-02-13
1401 Dove Street, Suite 520 | Newport Beach, CA | 92660
949.502.5323 [Direct] | www.morengineers.com
Date: February 13, 2024
Project: Structural engineering for the FPC Residential project in the
City of Carlsbad, CA.
Subject: Structural calculations for newly added detail 13/SLD-2
(retaining wall)
Code: 2022 California Building Code
Engineer of: Kyle Morris
Record
Notice: The content of these documents is understood to be an
expression of professional opinion. It is based on our best
knowledge, information and belief. No guarantee or
warranty is expressed or implied.
(SDP2022-0003; CDP2022-0023; GR2023-0029)
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Code References
Calculations per IBC 2021 1807.3, ASCE 7-16
4.50
7.50
0.00
6.00
2,000.0
40.0
0.0
250.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall
Height of Soil over Toe in
Water table above
=ft =
=
110.00=pcf
=
Soil Density, Heel
=
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe 110.00 pcf
Footing||Soil Friction =0.350
Soil height to ignorefor passive pressure =12.00 in
Equivalent Fluid Pressure Method
bottom of footing
Surcharge Loads Adjacent Footing Load
Load Type
0.0 Lateral Load =0.0 #/ft
0.0
0.0
0.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf21.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load
(Service Level)
=lbs
Footing Type Spread Footing
Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in (Strength Level)
Wind (W)=
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Design Summary
Wall Stability RatiosOverturning =3.24
Global Stability =2.96
OK
Sliding =1.51 OK
Total Bearing Load =2,573 lbs...resultant ecc.=6.30 in
Eccentricity within middle thirdSoil Pressure @ Toe =972 psf OK
Soil Pressure @ Heel =171 psf OK
Allowable =2,000 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =1,361 psfACI Factored @ Heel =240 psf
Footing Shear @ Toe =0.0 psi OK
Footing Shear @ Heel =1.9 psi OK
Allowable =75.0 psi
Sliding Calcs
Lateral Sliding Force =699.5 lbs
less 100% Passive Force
less 100% Friction Force
Added Force Req'd
....for 1.5 Stability =
0.0=
900.4
156.3
==
0.0
-
lbs
lbs
lbs OK
lbs OK
-
Masonry Block Type =
Stem Construction 2nd Bottom
Stem OK
Shear.....Actual
Design Height Above Ftg =8.00ft 0.00
Wall Material Above "Ht"=Fence Masonry
Thickness =8.00Rebar Size =#4
Rebar Spacing =8.00
Rebar Placed at =EdgeDesign Data
fb/FB + fa/Fa =0.639
Total Force @ Section
=50.4 499.5lbs
Moment....Actual
=100.8 1,387.1ft-#
Moment.....Allowable =2,168.6ft-#
=5.5psi
Shear.....Allowable =44.7
Wall Weight =0.0psf
Rebar Depth 'd'=in 5.25
Masonry Data
f'm =1,500psiFs=psi 20,000Solid Grouting =Yes
Modular Ratio 'n'=21.48
Equiv. Solid Thick.=7.63
Concrete Dataf'c =psi
Fy =
Masonry Design Method ASD=
Load FactorsBuilding Code
Dead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000 psi
Service Level
=lbsStrength Level
Service Level
Strength Level =ft-#
Service Level
Strength Level =psi
Design Method =ASD SDSD
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Anet (Masonry)=91.50in2
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
0.00
4.50
12.00
Footing Torsion, Tu =
=
ft-lbs0.00
Min. As %
Footing Allow. Torsion, phi Tu
0.0018
=ft-lbs
Footing Data
If torsion exceeds allowable, provide
f'c
0.00
=2,500 psi
Toe Width =ft
Heel Width =
Key Distance from Toe
Key Depth
Key Width =in
=in
=
0.00
0.00
0.00 ft
Footing Thickness =in
4.50=
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00 pcfFooting Concrete DensityFy =40,000 psi
Footing Design Results
Key:
=
No key defined
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe:Flush toe condition. No reinforcing required.
#4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
46.29 in, #10@ 58.79 in
=None Spec'd
==
=
=
=
1,361000
0.00
0.00
Heel:
2404,1016,1812,080
1.91
75.00
HeelToe
psfft-#ft-#ft-#
psi
psi
Heel Reinforcing =# 4 @ 8.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
1.17
0.26
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
in2
in2 /ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
supplemental design for footing torsion.
phiMn 8,563=
OKOK
Flush toe condition. No reinforcing required.
OK - Flush
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment
Item
Force
ft-#lbs ftft ft-#lbs
Sloped Soil Over Heel
=Surcharge over Heel
=
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil
=
94.5 9.25 874.1
=
=
=
=
=
Stem Weight(s)
=Earth @ Stem Transitions
=Footing Weight
=
675.0 2.25 1,518.8
Key Weight
=
Added Lateral Load
lbs
=1,983.3
Vert. Component
Total
=
2,572.5 6,420.6
* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=699.5 O.T.M.
=
Resisting/Overturning Ratio =3.24
Vertical Loads used for Soil Pressure =2,572.5 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
1,897.5 2.58
2.58
4,901.9
4,901.9
Water Table
Buoyant Force =
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
605.0 1.83 1,109.2
Hydrostatic Force
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Rebar Lap & Embedment Lengths Information
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Calculated Rebar Stress, fs = 12016.30 psi
Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in
Development length for #4 bar specified in this stem design segment =12.02 in
Hooked embedment length into footing for #4 bar specified in this stem design segment =6.00 in
As Provided =0.3000 in2/ft
As Required =0.1781 in2/ft
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Cantilevered Retaining Wall
LIC# : KW-06015694, Build:20.23.05.25 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:2024/02/01 - NEW Retain 4' Prop Side 3.5' 6" Wall
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete beam at Storm Drain Lower 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
General Information
2.50
7.50
145.0
Elastic Modulus 3,122.0 ksi
1
40.0
29,000.0
40.0
29,000.0
3=
2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=1.0OLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
I
Seismic Design Category =A
.Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 8.0 in
Span #1 Reinforcing....
2-#4 at 4.0 in from Bottom, from 0.0 to 4.330 ft in this span
.
Load for Span Number 1
Uniform Load : E = 1.620 k/ft, Tributary Width = 1.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.858 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.169 ft
Mn * Phi : Allowable 4.424 k-ft
Typical SectionSection used for this span
Mu : Applied 3.797 k-ft
Maximum Deflection
0 <360.0
6484
Ratio =0 <180.0
Max Downward Transient Deflection 0.008 in 6484Ratio =>=360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.008 in Ratio =>=180.0
Max Upward Total Deflection 0.000 in
Overall MAXimum Envelope
Overall MAXimum Envelope
Span: 1 : E Only
Span: 1 : E Only
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Max Upward from all Load Conditions 3.507 3.507
Max Upward from Load Cases 3.507 3.507
E Only * 0.70 2.455 2.455
E Only * 0.5250 1.841 1.841
E Only 3.507 3.507
.Shear Stirrup Requirements
Between 0.00 to 1.05 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 2.000 in
Between 1.06 to 3.27 ft, Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete beam at Storm Drain Lower 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Shear Stirrup Requirements
Between 3.28 to 4.32 ft, Phi*lambda*sqrt(f'c)*bw*d < Vu <= Phi*Vc, Req'd Vs = Min per 9.6.3.1, use #3 stirrups spaced at 2.000 in
.Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft)(k)(in)(k)Actual (k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
E Only 1 0.00 4.00 3.51 3.51 0.00 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.05 4.00 3.43 3.43 0.16 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.09 4.00 3.35 3.35 0.32 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.14 4.00 3.28 3.28 0.48 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.19 4.00 3.20 3.20 0.63 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.24 4.00 3.12 3.12 0.78 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.28 4.00 3.05 3.05 0.93 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.33 4.00 2.97 2.97 1.07 0.92 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.38 4.00 2.89 2.89 1.21 0.80 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.43 4.00 2.82 2.82 1.35 0.70 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.47 4.00 2.74 2.74 1.48 0.62 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.52 4.00 2.66 2.66 1.61 0.55 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.57 4.00 2.59 2.59 1.73 0.50 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.62 4.00 2.51 2.51 1.85 0.45 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.66 4.00 2.43 2.43 1.97 0.41 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.71 4.00 2.36 2.36 2.08 0.38 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.76 4.00 2.28 2.28 2.19 0.35 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.80 4.00 2.20 2.20 2.30 0.32 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.85 4.00 2.13 2.13 2.40 0.30 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.90 4.00 2.05 2.05 2.50 0.27 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.95 4.00 1.97 1.97 2.59 0.25 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 0.99 4.00 1.90 1.90 2.69 0.24 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 1.04 4.00 1.82 1.82 2.77 0.22 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 1.09 4.00 1.74 1.74 2.86 0.20 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.14 4.00 1.67 1.67 2.94 0.19 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.18 4.00 1.59 1.59 3.02 0.18 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.23 4.00 1.51 1.51 3.09 0.16 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.28 4.00 1.44 1.44 3.16 0.15 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.33 4.00 1.36 1.36 3.23 0.14 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.37 4.00 1.28 1.28 3.29 0.13 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.42 4.00 1.21 1.21 3.35 0.12 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.47 4.00 1.13 1.13 3.40 0.11 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.51 4.00 1.05 1.05 3.45 0.10 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.56 4.00 0.98 0.98 3.50 0.09 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.61 4.00 0.90 0.90 3.55 0.08 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.66 4.00 0.82 0.82 3.59 0.08 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.70 4.00 0.75 0.75 3.62 0.07 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.75 4.00 0.67 0.67 3.66 0.06 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.80 4.00 0.59 0.59 3.69 0.05 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.85 4.00 0.52 0.52 3.71 0.05 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.89 4.00 0.44 0.44 3.74 0.04 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.94 4.00 0.36 0.36 3.76 0.03 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 1.99 4.00 0.29 0.29 3.77 0.03 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.03 4.00 0.21 0.21 3.78 0.02 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.08 4.00 0.13 0.13 3.79 0.01 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.13 4.00 0.06 0.06 3.80 0.01 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.18 4.00 -0.02 0.02 3.80 0.00 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.22 4.00 -0.10 0.10 3.79 0.01 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.27 4.00 -0.17 0.17 3.79 0.02 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.32 4.00 -0.25 0.25 3.78 0.02 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.37 4.00 -0.33 0.33 3.76 0.03 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.41 4.00 -0.40 0.40 3.75 0.04 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.46 4.00 -0.48 0.48 3.73 0.04 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.51 4.00 -0.56 0.56 3.70 0.05 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.56 4.00 -0.63 0.63 3.67 0.06 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete beam at Storm Drain Lower 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft)(k)(in)(k)Actual (k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
E Only 1 2.60 4.00 -0.71 0.71 3.64 0.06 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.65 4.00 -0.79 0.79 3.61 0.07 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.70 4.00 -0.86 0.86 3.57 0.08 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.74 4.00 -0.94 0.94 3.52 0.09 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.79 4.00 -1.02 1.02 3.48 0.10 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.84 4.00 -1.09 1.09 3.43 0.11 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.89 4.00 -1.17 1.17 3.37 0.12 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.93 4.00 -1.25 1.25 3.32 0.13 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 2.98 4.00 -1.32 1.32 3.26 0.14 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.03 4.00 -1.40 1.40 3.19 0.15 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.08 4.00 -1.48 1.48 3.12 0.16 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.12 4.00 -1.55 1.55 3.05 0.17 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.17 4.00 -1.63 1.63 2.98 0.18 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.22 4.00 -1.71 1.71 2.90 0.20 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.27 4.00 -1.78 1.78 2.82 0.21 2.92 Vu <= Phi*lambdNot Reqd per 9 2.9 0.0
E Only 1 3.31 4.00 -1.86 1.86 2.73 0.23 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.36 4.00 -1.94 1.94 2.64 0.24 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.41 4.00 -2.01 2.01 2.55 0.26 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.45 4.00 -2.09 2.09 2.45 0.28 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.50 4.00 -2.17 2.17 2.35 0.31 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.55 4.00 -2.24 2.24 2.24 0.33 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.60 4.00 -2.32 2.32 2.14 0.36 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.64 4.00 -2.40 2.40 2.03 0.39 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.69 4.00 -2.47 2.47 1.91 0.43 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.74 4.00 -2.55 2.55 1.79 0.47 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.79 4.00 -2.63 2.63 1.67 0.52 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.83 4.00 -2.70 2.70 1.54 0.58 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.88 4.00 -2.78 2.78 1.41 0.66 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.93 4.00 -2.86 2.86 1.28 0.74 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 3.98 4.00 -2.93 2.93 1.14 0.86 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.02 4.00 -3.01 3.01 1.00 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.07 4.00 -3.09 3.09 0.86 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.12 4.00 -3.16 3.16 0.71 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.16 4.00 -3.24 3.24 0.56 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.21 4.00 -3.32 3.32 0.40 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.26 4.00 -3.39 3.39 0.24 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
E Only 1 4.31 4.00 -3.47 3.47 0.08 1.00 3.60 Phi*lambda*sqrtMin per 9.6.3.16.8 2.0
.Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
MAXimum BENDING EnvelopeSpan # 1 1 4.330 3.80 4.42 0.86
Span # 1 1 4.330 3.80 4.42 0.86E OnlySpan # 1 1 4.330 3.80 4.42 0.86 .
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
E Only 1 0.0080 2.165 0.0000 0.000
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete Beam at Storm Drain Upper 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
CODE REFERENCES
Calculations per ACI 318-19, IBC 2021, ASCE 7-16
Load Combination Set : IBC 2021
General Information
2.50
7.50
145.0
Elastic Modulus 3,122.0 ksi
1
40.0
29,000.0
40.0
29,000.0
3=
2
=0.90
0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c *375.0
pcf
E - Main Rebar ksi
psi
=1.0OLtWt Factor
Fy - Stirrups ksi
==
=
E - Stirrups ksi
E 0.850
==
=
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
\
I
Seismic Design Category =A
.Cross Section & Reinforcing Details
Rectangular Section, Width = 12.0 in, Height = 8.0 in
Span #1 Reinforcing....
1-#4 at 4.0 in from Bottom, from 0.0 to 4.330 ft in this span
.
Load for Span Number 1
Uniform Load : E = 0.50 k/ft, Tributary Width = 1.0 ft
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.508 : 1
Span # where maximum occurs Span # 1
Location of maximum on span 2.169 ft
Mn * Phi : Allowable 2.306 k-ft
Typical SectionSection used for this span
Mu : Applied 1.172 k-ft
Maximum Deflection
0 <360.0
21009
Ratio =0 <180.0
Max Downward Transient Deflection 0.002 in 21009Ratio =>=360.0
Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.002 in Ratio =>=180.0
Max Upward Total Deflection 0.000 in
Overall MAXimum Envelope
Overall MAXimum Envelope
Span: 1 : E Only
Span: 1 : E Only
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1
Max Upward from all Load Conditions 1.082 1.083
Max Upward from Load Cases 1.082 1.083
E Only * 0.70 0.758 0.758
E Only * 0.5250 0.568 0.568
E Only 1.082 1.083
.Shear Stirrup Requirements
Entire Beam Span Length : Vu <= Phi*lambda*sqrt(f'c)*bw*d, Req'd Vs = Not Reqd per 9.3.6.1, Stirrups are not required.
.
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete Beam at Storm Drain Upper 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft)(k)(in)(k)Actual (k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
E Only 1 0.00 4.00 1.08 1.08 0.00 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.05 4.00 1.06 1.06 0.05 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.09 4.00 1.04 1.04 0.10 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.14 4.00 1.01 1.01 0.15 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.19 4.00 0.99 0.99 0.20 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.24 4.00 0.96 0.96 0.24 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.28 4.00 0.94 0.94 0.29 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.33 4.00 0.92 0.92 0.33 0.92 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.38 4.00 0.89 0.89 0.37 0.80 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.43 4.00 0.87 0.87 0.42 0.70 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.47 4.00 0.85 0.85 0.46 0.62 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.52 4.00 0.82 0.82 0.50 0.55 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.57 4.00 0.80 0.80 0.53 0.50 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.62 4.00 0.77 0.77 0.57 0.45 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.66 4.00 0.75 0.75 0.61 0.41 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.71 4.00 0.73 0.73 0.64 0.38 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.76 4.00 0.70 0.70 0.68 0.35 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.80 4.00 0.68 0.68 0.71 0.32 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.85 4.00 0.66 0.66 0.74 0.30 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.90 4.00 0.63 0.63 0.77 0.27 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.95 4.00 0.61 0.61 0.80 0.25 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 0.99 4.00 0.59 0.59 0.83 0.24 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.04 4.00 0.56 0.56 0.86 0.22 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.09 4.00 0.54 0.54 0.88 0.20 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.14 4.00 0.51 0.51 0.91 0.19 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.18 4.00 0.49 0.49 0.93 0.18 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.23 4.00 0.47 0.47 0.95 0.16 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.28 4.00 0.44 0.44 0.97 0.15 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.33 4.00 0.42 0.42 1.00 0.14 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.37 4.00 0.40 0.40 1.01 0.13 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.42 4.00 0.37 0.37 1.03 0.12 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.47 4.00 0.35 0.35 1.05 0.11 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.51 4.00 0.33 0.33 1.07 0.10 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.56 4.00 0.30 0.30 1.08 0.09 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.61 4.00 0.28 0.28 1.09 0.08 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.66 4.00 0.25 0.25 1.11 0.08 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.70 4.00 0.23 0.23 1.12 0.07 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.75 4.00 0.21 0.21 1.13 0.06 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.80 4.00 0.18 0.18 1.14 0.05 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.85 4.00 0.16 0.16 1.15 0.05 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.89 4.00 0.14 0.14 1.15 0.04 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.94 4.00 0.11 0.11 1.16 0.03 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 1.99 4.00 0.09 0.09 1.16 0.03 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.03 4.00 0.07 0.07 1.17 0.02 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.08 4.00 0.04 0.04 1.17 0.01 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.13 4.00 0.02 0.02 1.17 0.01 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.18 4.00 -0.01 0.01 1.17 0.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.22 4.00 -0.03 0.03 1.17 0.01 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.27 4.00 -0.05 0.05 1.17 0.02 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.32 4.00 -0.08 0.08 1.17 0.02 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.37 4.00 -0.10 0.10 1.16 0.03 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.41 4.00 -0.12 0.12 1.16 0.04 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.46 4.00 -0.15 0.15 1.15 0.04 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.51 4.00 -0.17 0.17 1.14 0.05 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.56 4.00 -0.20 0.20 1.13 0.06 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.60 4.00 -0.22 0.22 1.12 0.06 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.65 4.00 -0.24 0.24 1.11 0.07 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
Concrete Beam
LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023
DESCRIPTION:Concrete Beam at Storm Drain Upper 5'
Project File: Retain.ec6
Project Title:Engineer:Project ID:Project Descr:
Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd'Comment Phi*Vs
Req'd
Phi*Vnd*Vu/MuMu
(ft)(k)(in)(k)Actual (k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
E Only 1 2.70 4.00 -0.27 0.27 1.10 0.08 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.74 4.00 -0.29 0.29 1.09 0.09 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.79 4.00 -0.31 0.31 1.07 0.10 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.84 4.00 -0.34 0.34 1.06 0.11 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.89 4.00 -0.36 0.36 1.04 0.12 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.93 4.00 -0.38 0.38 1.02 0.13 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 2.98 4.00 -0.41 0.41 1.01 0.14 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.03 4.00 -0.43 0.43 0.99 0.15 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.08 4.00 -0.46 0.46 0.96 0.16 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.12 4.00 -0.48 0.48 0.94 0.17 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.17 4.00 -0.50 0.50 0.92 0.18 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.22 4.00 -0.53 0.53 0.89 0.20 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.27 4.00 -0.55 0.55 0.87 0.21 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.31 4.00 -0.57 0.57 0.84 0.23 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.36 4.00 -0.60 0.60 0.81 0.24 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.41 4.00 -0.62 0.62 0.79 0.26 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.45 4.00 -0.64 0.64 0.76 0.28 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.50 4.00 -0.67 0.67 0.73 0.31 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.55 4.00 -0.69 0.69 0.69 0.33 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.60 4.00 -0.72 0.72 0.66 0.36 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.64 4.00 -0.74 0.74 0.63 0.39 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.69 4.00 -0.76 0.76 0.59 0.43 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.74 4.00 -0.79 0.79 0.55 0.47 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.79 4.00 -0.81 0.81 0.52 0.52 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.83 4.00 -0.83 0.83 0.48 0.58 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.88 4.00 -0.86 0.86 0.44 0.66 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.93 4.00 -0.88 0.88 0.39 0.74 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 3.98 4.00 -0.91 0.91 0.35 0.86 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.02 4.00 -0.93 0.93 0.31 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.07 4.00 -0.95 0.95 0.26 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.12 4.00 -0.98 0.98 0.22 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.16 4.00 -1.00 1.00 0.17 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.21 4.00 -1.02 1.02 0.12 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.26 4.00 -1.05 1.05 0.08 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
E Only 1 4.31 4.00 -1.07 1.07 0.03 1.00 2.32 Vu <= Phi*lambdNot Reqd per 9 2.3 0.0
.Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegmentPhi*Mnxalong Beam
MAXimum BENDING EnvelopeSpan # 1 1 4.330 1.17 2.31 0.51
Span # 1 1 4.330 1.17 2.31 0.51E OnlySpan # 1 1 4.330 1.17 2.31 0.51 .
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in)
Overall Maximum Deflections
E Only 1 0.0025 2.165 0.0000 0.000