GSA WNRC Retaining Wall-100_ Final Submission-Project Manual.pdf
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This document contains structural calculations and design details for a retaining wall project at the Washington National Records Center in Suitland, Maryland. The project involves repairing an existing retaining wall, including calculations for a restrained retaining wall with tie beams, cantilevered retaining wall segments of varying heights, and a concrete tie beam to connect the wall sections. The calculations determine soil pressures, sliding resistance, overturning stability, footing sizing, rebar requirements, and other structural elements. Reinforcing details, load combinations, and allowable stresses are provided. The scope of work includes demolition and replacement of failing portions of the retaining wall surrounding the facility.
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PROJECT MANUAL
(100% FINAL Submission)
WASHINGTON NATIONAL RECORDS
RETAINING WALL PROJECT
SUITLAND FEDERAL CENTER
4205 SUITLAND ROAD; SUITLAND, MARYLAND 20746
Submitted to:
GENERAL SERVICES ADMINISTRATION
NATIONAL CAPITAL REGION
1800 F STREET, NW ROOM 4040
WASHINGTON, DC 20405
RFQ #47PM0420R0023
Submitted by:
JANUARY 11, 2022
PROPERTY OF THE UNITED STATES GOVERNMENT
COPYING, DISSEMINATION, OR DISTRIBUTION OF THESE DRAWINGS, PLANS, OR SPECIFICATIONS TO
UNAUTHORIZED USERS IS PROHIBITED
Do not remove this notice
Properly destroy documents when no longer needed
TABLE OF CONTENTS
1. Structural Calculations
Consulting Structural Engineers
11800 Sunrise Valley Drive, Suite 430 Reston, Virginia 20191
Telephone: (703) 556- 0651 Facsimile: (703) 481- 0378 Email: Mcma@mcmse.com
STRUCTURAL CALCULATIONS
WNRC Retain Wall Design
Suitland, MD
Prepared for: U.S. General Services Administrations
Prepared by: McMullan & Associates, Inc.
M&A Project No. 3638-60
JANUARY 06, 2022
PROJECT DESIGN CRITERIA
Restrained Retaining Wall LIC# : KW-06014738, Build:20.21.10.12 MCMULLAN & ASSOCIATES (c) ENERCALC INC 1983-2021
DESCRIPTION: Wall with Tie Beam
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
22.0 0.50
40.0
3,500.0
55.4
0.0 psf/ft
318.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft
At-Rest Heel Pressure = psf/ftft=
Slope Behind Wall Height of Soil over Toe in pcf
135.0= Soil Density
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Total Wall Height
14.50Top Support Height = ft
Soil height to ignore Footing||Soil Friction = 0.4 psf for passive pressure = 12 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
250.0 Lateral Load = #/ft
Axial Load Applied to Stem Wall to Ftg CL Dist = ft
Uniform Lateral Load Applied to Stem
Surcharge Over Heel = psf Adjacent Footing Load = lbs
Axial Dead Load = lbs
Footing Type Line Load
Surcharge Over Toe psf Footing Width = ft...Height to Top = ft Eccentricity = in...Height to Bottom = ft
>>>Used To Resist Sliding & Overturning
Used for Sliding & Overturning
Poisson's Ratio
= ft Axial Live Load =
Base Above/Below Soil lbs
Axial Load Eccentricity = Wind acts left-to-right toward retention side. = at Back of WallWind on Exposed Stem = 0.00 psf
0.3in
Load Type (Strength Level) Wind (W)=
(Strength Level)
Earth Pressure Seismic Load psf= Added seismic per unit area 0.0Kh =0.2 gSoil Density Multiplier
Sliding Calcs Lateral Sliding Force 8,974.15 lbs=
Stem is FREE to rotate at top of footing
= 9,864.83 lbs 11,463.5 lbsShear Force @ this height
Shear.....Actual = 60.894 psi 70.762 psi 100.623Shear.....Allowable = psi 100.623 psi
Load Factors Dead Load 1.2 Live Load 1.6 Earth, H 1.6 Wind, W 1 Seismic, E 1
Design Summary =Total Bearing Load 19,042.2 lbs
...resultant ecc. -4.814 in
Top & Base ft-#
Soil Pressure @ Toe = 1,703.63 psf OK Soil Pressure @ Heel 3,261.74 psf OK
16.00
Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,044.35 psf
Allowable psf=
ACI Factored @ Heel = 3,914.08 psf Footing Shear @ Toe = 15.880 psi OK psi OK Allowable = 88.741 psi
Footing Shear @ Heel = -16.677
Concrete Stem Construction
@ Top Support Mmax Between
Stem OKStem OK Stem OK
@ Base of Wall
Design Height Above Ftg ft= 14.50 ft0.006.289 ft
Thickness = in
Rebar Size = ## #6 7 6 Rebar Spacing = 12.00 12.00in 12.00in in Rebar Placed at = Edge in lbsReaction at Bottom 8,974.15
Edge Edge lbs= 8,459.75Reaction at Top
Design Data= fb/FB + fa/Fa = Moment....Actual = 10,839.4 ft-# ft-#33,934.9 0.0 ft-# Moment.....Allowable = 26,158.9 35,388.0ft-# 26,158.9ft-#
Wall Weight = 200.0 psf
Rebar Depth 'd' = 13.50 in in13.50 13.50
Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing
DESCRIPTION: Wall with Tie Beam
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Footing Strengths & Dimensions
2.670 5.0
16.0
=Min. As % 0.0018 f'c = 3,500.0 psi
Toe Width = ft
Key Distance from Toe =
Heel Width =
Key Width = in
Footing Thickness =
Key Depth = in in
7.670= ft
Cover @ Top = 2 in @ Btm.= 3 in
Total Footing Width
= 150 pcfFooting Concrete Density Fy = 40000 psi
Footing Design Results Toe Heel
Factored Pressure = 2,044.35 3,914.08 psf Mu' : Upward = 8,060.33 ft-# Mu' : Downward = 2,780.27 ft-# Mu: Design = 5,280 5,041 ft-# Actual 1-Way Shear = 15.880 psi psiAllow 1-Way Shear = 88.741 88.741
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
2.65 0.35
Key: # 0 @ 0.00 in
#4@ 6.94 in #5@ 10.76 in
No key defined-or-
#6@ 15.28 in in2
Toe:
in2
Heel:
/ft If two layers of horizontal bars:
#4@ 13.89 in #5@ 21.53 in #6@ 30.56 in
Other Acceptable Sizes & Spacings:
#4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34# 7 @ 12.00 in #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34
-or- -or-# 4 @ 12.00 in
Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing
VerticalDistance Moment Lateral Distance Moment Overturning Moments...
Lateral
Soil Over Heel
7,164.68 lbs
916.67
0.0
1.333 ft
-9,552.91 Heel Active Pressure ft-# lbs =Stem Shear @ Top of Footing Surcharge Over Heel
1,809.47 =Axial Dead Load on Stem = 1.335 1,604.0
0.6606 -1,195.38 Sliding Force =
Overturning Moment = -10,748.3 8,974.15
Adjacent Footing Load = 0.0
Resisting Moments... lbs ft ft-#
Soil Over Toe
= 3.337 15,015.0
1,201.50 = 0.0 0.0
Surcharge Over Toe
5.837 5,350.28
0.0 0.0
Stem Weight
10,890.0 5.837 63,561.3
0.0 0.0
4,500.0
=Footing Weight
0.0
3.835 5,882.89
Resisting Moment =
1,534.0
91,413.5
Footing Overturning Stability Ratio 8.505
Overturning > Resisting! NO UNIFORM SOIL PRESSURE CALCS DONE!
Forces acting on footing for overturning, sliding, & soil pressure
Total Vertical Force 19,042.2 lbs
Net Moment Used For Soil Pressure Calculations -7,638.48 ft-#
Net Mom. at Stem/Ftg Interface = -7,638.48 ft-#
Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance.
CHECKED. OK
DESCRIPTION: Wall with Tie Beam
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Rebar Lap & Embedment Lengths Information
DESCRIPTION: Wall with Tie Beam
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
DESCRIPTION: Wall with Tie Beam
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05
General Beam Analysis
DESCRIPTION: Wall Reactions - At-Rest
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
General Beam Properties Elastic Modulus ksi4,702.0
4,096.0Span #1 in^4Area = in^2 Moment of Inertia =Span Length = 192.07.0 ft 4,096.0Span #2 in^4Area = in^2 Moment of Inertia =Span Length = 192.015.50 ft
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Loads on all spans...
Varying Uniform Load : H = 0.0->1.245 k/ft, Extent = 0.0 -->> 22.50 ft
Load(s) for Span Number 2 Point Load : L = 2.340 k @ 2.167 ft, (Vehicular LL)
.DESIGN SUMMARY
Maximum Bending =
Load Combination +L+H Span # where maximum occurs Span # 2 Location of maximum on span 8.227 ft
7.556 k
Span # where maximum occurs Location of maximum on span
Span # 2 Load Combination +L+H
Maximum Shear =
15.500 ft
25.576 k-ft
Maximum Deflection Max Downward Transient Deflection 0.007 in 26876 Max Upward Transient Deflection -0.013 in 12760 Max Downward Total Deflection 0.058 in 3200 Max Upward Total Deflection -0.077 in 2184
.Maximum Forces & Stresses for Load Combinations
Span # Summary of Moment Values (k-ft)Load Combination Shear Values (k)Max Stress Ratios
M V Mmax -Mmax + Rm VnxMa - Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length Overall MAXimum Envelope
Dsgn. L = 7.00 ft 1 -3.16 3.16 7.43 Dsgn. L = 15.50 ft 2 25.58 -3.16 25.58 7.56
H Only Dsgn. L = 7.00 ft 1 -3.16 3.16 5.42 Dsgn. L = 15.50 ft 2 23.27 -3.16 23.27 7.23
+L+H Dsgn. L = 7.00 ft 1 -3.16 3.16 7.43 Dsgn. L = 15.50 ft 2 25.58 -3.16 25.58 7.56
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections
+L+H1 0.0000 0.000 -0.0769 0.000 +L+H 2 0.0581 7.869 0.0000 0.000
Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 7.5568.790 Overall MINimum H Only 7.2296.777 +L+H 7.5568.790 +0.750L+H 7.4748.287 +0.60H 4.3374.066 L Only 0.3272.013
Cantilevered Retaining Wall
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
7.50 0.50 0.00
44.00
3,500.0
35.0
0.0 318.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
135.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
250.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
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 Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
NOT Used To Resist Sliding & Overturning
NOT 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)=
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Design Summary
Wall Stability Ratios Overturning = 2.63
Global Stability = 3.83
OK
Sliding = 3.02 OK
Total Bearing Load = 5,435 lbs ...resultant ecc. = 0.69 in
Soil Pressure @ Toe = 946 psf OK Soil Pressure @ Heel = 1,097 psf OK
Allowable = 3,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,445 psf ACI Factored @ Heel = 1,676 psf Footing Shear @ Toe = 4.2 psi OK Footing Shear @ Heel = 12.1 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 1,815.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
2,174.0 3,303.7
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction Bottom Stem OK
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 16.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Edge
Design Data fb/FB + fa/Fa = 0.541 Total Force @ Section
= 2,352.8lbs
Moment....Actual = 6,854.2ft-#
Moment.....Allowable = 12,648.0
= 13.8psi
Shear.....Allowable = 82.2psi
Wall Weight = 200.0psf
Rebar Depth 'd' = 14.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' =
Short Term Factor = Equiv. Solid Thick. =
Concrete Data f'c = 3,000.0psi Fy = 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 psi
Service Level = 2,352.8lbsStrength Level
Service Level Strength Level = 6,854.2ft-#
Service Level Strength Level = 13.8psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1093 in2/ft (4/3) * As : 0.1458 in2/ft Min Stem T&S Reinf Area 3.072 in2 200bd/fy : 200(12)(14.25)/60000 : 0.57 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.384 in2/ft 0.0018bh : 0.0018(12)(16) : 0.3456 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.3456 in2/ft #4@ 6.25 in #4@ 12.50 in Provided Area : 0.2 in2/ft #5@ 9.69 in #5@ 19.38 in Maximum Area : 2.3165 in2/ft #6@ 13.75 in #6@ 27.50 in
1.58 3.07
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
= 3,000 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 4.65=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 40,000 psi
Footing Design Results
Key:
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe:
= None Spec'd
1,445 1,841
4.24 82.16
Heel:
1,676 2,471 4,602 2,131
12.08 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 4 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 4 @ 12.00 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
1.21 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.
phiMin 5,7725,172= ft-#
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 2,341.44.25550.9=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
696.1 0.79 550.6=
Stem Weight(s)
1,600.0 2.25 3,597.9 Earth @ Stem Transitions
=Footing Weight
697.5 2.33 1,621.7 Key Weight
Added Lateral Load lbs
= 5,923.8
Vert. Component 685.0 4.65 3,185.1
Total
5,434.9 15,598.9
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=1,815.3 O.T.M.
Resisting/Overturning Ratio = 2.63
Vertical Loads used for Soil Pressure = 5,434.9 lbs
Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl)
1,756.4 3.78 3.78
6,643.7 6,643.7
Watre Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
1,264.4 2.83 3,582.4
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment = 17.09 in Development length for #4 bar specified in this stem design segment = 13.15 in
Hooked embedment length into footing for #4 bar specified in this stem design segment = 7.67 in As Provided = 0.2000 in2/ft As Required = 0.3456 in2/ft
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05
DESCRIPTION: New Wall Between Grid 6 & 8
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Code References Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16
14.50 0.50 0.00
56.00
3,500.0
35.0
0.0 318.0
Criteria Soil Data
Retained Height = ft Wall height above soil = ft Active Heel Pressure = psf/ft Slope Behind Wall Height of Soil over Toe in Water height over heel = ft
135.00= pcf
Soil Density, Heel
Passive Pressure = psf/ft
Allow Soil Bearing = psf
Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
Load Type
250.0 Lateral Load = 0.0 #/ft
0.0
0.0 0.0 0.0
Axial Load Applied to Stem Wall to Ftg CL Dist = 0.00 ft
Wind on Exposed Stem psf0.0=
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 Footing Width = 0.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft
NOT Used To Resist Sliding & Overturning
NOT 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)=
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Design Summary
Wall Stability Ratios Overturning = 1.95
Global Stability = 2.61
OK
Sliding = 2.01 OK
Total Bearing Load = 15,726 lbs ...resultant ecc. = 1.63 in
Soil Pressure @ Toe = 1,544 psf OK Soil Pressure @ Heel = 1,908 psf OK
Allowable = 3,500 psf Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,313 psf ACI Factored @ Heel = 2,858 psf Footing Shear @ Toe = 12.2 psi OK Footing Shear @ Heel = 6.1 psi OK
Allowable = 82.2 psi
Sliding Calcs Lateral Sliding Force = 5,413.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd
....for 1.5 Stability = 0.0=
5,339.6 5,565.0
0.0 lbs lbs lbs OK lbs OK
Masonry Block Type =
Stem Construction Bottom Ratio > 1.0
Shear.....Actual
Design Height Above Ftg = 0.00ft Wall Material Above "Ht" = Concrete
Thickness = 16.00 Rebar Size = # 6 Rebar Spacing = 9.00 Rebar Placed at = Edge
Design Data fb/FB + fa/Fa = 1.094 Total Force @ Section
= 7,390.7lbs
Moment....Actual = 39,355.7ft-#
Moment.....Allowable = 35,954.8
= 45.2psi
Shear.....Allowable = 821.6psi
Wall Weight = 200.0psf
Rebar Depth 'd' = 13.63in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n' =
Short Term Factor = Equiv. Solid Thick. =
Concrete Data f'c = 300,000.0psi Fy = 60,000.0
Masonry Design Method ASD=
Load Factors Building Code Dead Load 0.000 Live Load 0.000 Earth, H 0.000 Wind, W 0.000 Seismic, E 0.000 psi
Service Level = 7,390.7lbsStrength Level
Service Level Strength Level = 39,355.7ft-#
Service Level Strength Level = 45.2psi
Design Method = SD SD SD
Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures.
Anet (Masonry) =in2
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.6536 in2/ft (4/3) * As : 0.8714 in2/ft Min Stem T&S Reinf Area 5.760 in2 3sqrt(f’c)bd/fy : 3sqrt(300000)(12)(13.625)/60000 :4.4776 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.384 in2/ft 0.0018bh : 0.0018(12)(16) : 0.3456 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of :
Required Area : 0.8714 in2/ft #4@ 6.25 in #4@ 12.50 in Provided Area : 0.5867 in2/ft #5@ 9.69 in #5@ 19.38 in Maximum Area : 169.3758 in2/ft #6@ 13.75 in #6@ 27.50 in
2.67 5.07
16.00
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
= 3,000 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 7.73=
Cover @ Top =2.00 in@ Btm.= 3.00 in
Total Footing Width
= 150.00 pcfFooting Concrete Density Fy = 40,000 psi
Footing Design Results
Key:
Factored Pressure Mu' : Upward Mu' : Downward Mu: Design
Actual 1-Way Shear Allow 1-Way Shear
Toe:
= None Spec'd
2,313 8,448 3,542 4,906
12.16 82.16
Heel:
2,858 18,959 20,834 1,874
6.05 82.16
HeelToe psf ft-# ft-# ft-# psi psi
Heel Reinforcing = # 7 @ 12.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing = # 6 @ 4.50 in
Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars:
2.67 0.35
#4@ 6.94 in #5@ 10.76 in #6@ 15.28 in in2 in2 /ft
If two layers of horizontal bars:
#4@ 13.89 in #5@ 21.53 in #6@ 30.56 in supplemental design for footing torsion.
phiMin 23,70741,739= ft-#
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING
Force Distance Moment Distance Moment Item
Force ft-# lbs ftft ft-#lbs
Sloped Soil Over Heel 8,124.47.921,026.2=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
1,493.5 1.33 1,991.6=
Stem Weight(s)
3,000.0 3.33 10,001.0 Earth @ Stem Transitions
=Footing Weight
1,546.8 3.87 5,981.5 Key Weight
Added Lateral Load lbs
= 31,278.8
Vert. Component
Total
13,349.0 60,855.2
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Total = R.M.
=5,413.4 O.T.M.
Resisting/Overturning Ratio = 1.95
Vertical Loads used for Soil Pressure = 15,725.7 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)
7,308.7 5.87 5.87
42,881.1 42,881.1
Watre Table Buoyant Force =
HL Act Pres (ab water tbl) HL Act Pres (be water tbl)
4,387.2 5.28 23,154.4
Hydrostatic Force
Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil.
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment = 15.60 in Development length for #6 bar specified in this stem design segment = 12.00 in
Hooked embedment length into footing for #6 bar specified in this stem design segment = 11.50 in As Provided = 0.5867 in2/ft As Required = 0.8714 in2/ft
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05
DESCRIPTION: New Wall Between Grid 9 & 10
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05
Concrete Beam
DESCRIPTION: Wall Beam @ Ties
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16
Material Properties 5.0
7.50 145.0
Elastic Modulus 4,074.28 ksi
60.0 29,000.0
40.0 29,000.0
4= 2.0
= 0.90 0.750 f'c ksi fy - Main Rebar ksi
Density
1/2 fr = f'c * 530.33 pcf
E - Main Rebar ksi psi
= 1.0LtWt Factor Fy - Stirrups ksi
E - Stirrups ksi
0.80
Shear :
Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
.Cross Section & Reinforcing Details Rectangular Section, Width = 24.0 in, Height = 16.0 in Span #1 Reinforcing
8-#8 at 3.125 in from Bottom, from 0.0 to 11.250 ft in this span 8-#8 at 3.125 in from Top, from 0.0 to 11.250 ft in this span
Load for Span Number 1 Uniform Load : L = 2.013, H = 6.770 k/ft, Tributary Width = 1.0 ft, (Horizontal Earth)
.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.471 : 1
Span # where maximum occurs Span # 1 Location of maximum on span 11.250 ft
Mn * Phi : Allowable 314.496 k-ft
Typical SectionSection used for this span Mu : Applied -148.212 k-ft
Maximum Deflection
0 <360.0
Ratio = 0 <180.0
Max Downward Transient Deflection 0.004 in 31069Ratio = >=360.0 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.025 in Ratio = >=180.0 Max Upward Total Deflection 0.000 in
Span: 1 : L Only Span: 1 : L Only Span: 1 : +L+H Span: 1 : +L+H
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1
Overall MAXimum 49.404 49.404 Overall MINimum 11.323 11.323 H Only 38.081 38.081 +L+H 49.404 49.404 +0.750L+H 46.574 46.574 +0.60H 22.849 22.849 L Only 11.323 11.323
DESCRIPTION: Wall Beam @ Ties
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.60L+1.60H 1 0.00 12.88 79.05 79.05 148.21 0.57 37.92 PhiVc < Vu 41.130 89.4 3.8 3.0 +1.60L+1.60H 1 0.12 12.88 77.32 77.32 138.60 0.60 38.23 PhiVc < Vu 39.091 89.7 4.0 3.0 +1.60L+1.60H 1 0.25 12.88 75.59 75.59 129.20 0.63 38.57 PhiVc < Vu 37.017 90.1 4.2 3.0 +1.60L+1.60H 1 0.37 12.88 73.86 73.86 120.01 0.66 38.96 PhiVc < Vu 34.903 90.5 4.4 3.0 +1.60L+1.60H 1 0.49 12.88 72.14 72.14 111.04 0.70 39.40 PhiVc < Vu 32.740 90.9 4.7 3.0 +1.60L+1.60H 1 0.61 12.88 70.41 70.41 102.27 0.74 39.89 PhiVc < Vu 30.520 91.4 5.1 3.0 +1.60L+1.60H 1 0.74 12.88 68.68 68.68 93.72 0.79 40.45 PhiVc < Vu 28.228 92.0 5.5 3.0 +1.60L+1.60H 1 0.86 12.88 66.95 66.95 85.38 0.84 41.11 PhiVc < Vu 25.847 92.6 6.0 3.0 +1.60L+1.60H 1 0.98 12.88 65.22 65.22 77.26 0.91 41.87 PhiVc < Vu 23.355 93.4 6.4 3.0 +1.60L+1.60H 1 1.11 12.88 63.50 63.50 69.35 0.98 42.78 PhiVc < Vu 20.719 94.3 6.4 3.0 +1.60L+1.60H 1 1.23 12.88 61.77 61.77 61.65 1.00 42.99 PhiVc < Vu 18.783 94.5 6.4 3.0 +1.60L+1.60H 1 1.35 12.88 60.04 60.04 54.16 1.00 42.99 PhiVc < Vu 17.055 94.5 6.4 3.0 +1.60L+1.60H 1 1.48 12.88 58.31 58.31 46.88 1.00 42.99 PhiVc < Vu 15.328 94.5 6.4 3.0 +1.60L+1.60H 1 1.60 12.88 56.59 56.59 39.82 1.00 42.99 PhiVc < Vu 13.60 94.5 6.4 3.0 +1.60L+1.60H 1 1.72 12.88 54.86 54.86 32.97 1.00 42.99 PhiVc < Vu 11.872 94.5 6.4 3.0 +1.60L+1.60H 1 1.84 12.88 53.13 53.13 26.33 1.00 42.99 PhiVc < Vu 10.144 94.5 6.4 3.0 +1.60L+1.60H 1 1.97 12.88 51.40 51.40 19.90 1.00 42.99 PhiVc < Vu 8.416 94.5 6.4 3.0 +1.60L+1.60H 1 2.09 12.88 49.67 49.67 13.69 1.00 42.99 PhiVc < Vu 6.689 94.5 6.4 3.0 +1.60L+1.60H 1 2.21 12.88 47.95 47.95 7.69 1.00 42.99 PhiVc < Vu 4.961 94.5 6.4 3.0 +1.60L+1.60H 1 2.34 12.88 46.22 46.22 1.90 1.00 42.99 PhiVc < Vu 3.233 94.5 6.4 3.0 +1.60L+1.60H 1 2.46 12.88 44.49 44.49 3.68 1.00 42.99 PhiVc < Vu 1.505 94.5 6.4 3.0 +1.60L+1.60H 1 2.58 12.88 42.76 42.76 9.04 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 2.70 12.88 41.04 41.04 14.19 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 2.83 12.88 39.31 39.31 19.13 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 2.95 12.88 37.58 37.58 23.86 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 3.07 12.88 35.85 35.85 28.37 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 3.20 12.88 34.12 34.12 32.68 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 3.32 12.88 32.40 32.40 36.77 0.95 42.34 PhiVc/2 < Vu <=Min 9.6.3.1 68.1 6.4 6.0 +1.60L+1.60H 1 3.44 12.88 30.67 30.67 40.64 0.81 40.73 PhiVc/2 < Vu <=Min 9.6.3.1 66.5 6.4 6.0 +1.60L+1.60H 1 3.57 12.88 28.94 28.94 44.31 0.70 39.44 PhiVc/2 < Vu <=Min 9.6.3.1 65.2 6.4 6.0 +1.60L+1.60H 1 3.69 12.88 27.21 27.21 47.76 0.61 38.38 PhiVc/2 < Vu <=Min 9.6.3.1 64.1 6.4 6.0 +1.60L+1.60H 1 3.81 12.88 25.49 25.49 51.00 0.54 37.49 PhiVc/2 < Vu <=Min 9.6.3.1 63.2 6.4 6.0 +1.60L+1.60H 1 3.93 12.88 23.76 23.76 54.03 0.47 36.73 PhiVc/2 < Vu <=Min 9.6.3.1 62.5 6.4 6.0 +1.60L+1.60H 1 4.06 12.88 22.03 22.03 56.84 0.42 36.06 PhiVc/2 < Vu <=Min 9.6.3.1 61.8 6.4 6.0 +1.60L+1.60H 1 4.18 12.88 20.30 20.30 59.44 0.37 35.48 PhiVc/2 < Vu <=Min 9.6.3.1 61.2 6.4 6.0 +1.60L+1.60H 1 4.30 12.88 18.57 18.57 61.83 0.32 34.95 PhiVc/2 < Vu <=Min 9.6.3.1 60.7 6.4 6.0 +1.60L+1.60H 1 4.43 12.88 16.85 16.85 64.01 0.28 34.48 Vu < PhiVc/2Not Reqd 9.6.3 34.5 0.0 0.0 +1.60L+1.60H 1 4.55 12.88 15.12 15.12 65.98 0.25 34.05 Vu < PhiVc/2Not Reqd 9.6.3 34.0 0.0 0.0 +1.60L+1.60H 1 4.67 12.88 13.39 13.39 67.73 0.21 33.65 Vu < PhiVc/2Not Reqd 9.6.3 33.6 0.0 0.0 +1.60L+1.60H 1 4.80 12.88 11.66 11.66 69.27 0.18 33.28 Vu < PhiVc/2Not Reqd 9.6.3 33.3 0.0 0.0 +1.60L+1.60H 1 4.92 12.88 9.93 9.93 70.60 0.15 32.92 Vu < PhiVc/2Not Reqd 9.6.3 32.9 0.0 0.0 +1.60L+1.60H 1 5.04 12.88 8.21 8.21 71.71 0.12 32.59 Vu < PhiVc/2Not Reqd 9.6.3 32.6 0.0 0.0 +1.60L+1.60H 1 5.16 12.88 6.48 6.48 72.61 0.10 32.27 Vu < PhiVc/2Not Reqd 9.6.3 32.3 0.0 0.0 +1.60L+1.60H 1 5.29 12.88 4.75 4.75 73.30 0.07 31.96 Vu < PhiVc/2Not Reqd 9.6.3 32.0 0.0 0.0 +1.60L+1.60H 1 5.41 12.88 3.02 3.02 73.78 0.04 31.66 Vu < PhiVc/2Not Reqd 9.6.3 31.7 0.0 0.0 +1.60L+1.60H 1 5.53 12.88 1.30 1.30 74.05 0.02 31.36 Vu < PhiVc/2Not Reqd 9.6.3 31.4 0.0 0.0 +1.60L+1.60H 1 5.66 12.88 -0.43 0.43 74.10 0.01 31.21 Vu < PhiVc/2Not Reqd 9.6.3 31.2 0.0 0.0 +1.60L+1.60H 1 5.78 12.88 -2.16 2.16 73.94 0.03 31.51 Vu < PhiVc/2Not Reqd 9.6.3 31.5 0.0 0.0 +1.60L+1.60H 1 5.90 12.88 -3.89 3.89 73.57 0.06 31.81 Vu < PhiVc/2Not Reqd 9.6.3 31.8 0.0 0.0 +1.60L+1.60H 1 6.02 12.88 -5.62 5.62 72.99 0.08 32.11 Vu < PhiVc/2Not Reqd 9.6.3 32.1 0.0 0.0 +1.60L+1.60H 1 6.15 12.88 -7.34 7.34 72.19 0.11 32.43 Vu < PhiVc/2Not Reqd 9.6.3 32.4 0.0 0.0 +1.60L+1.60H 1 6.27 12.88 -9.07 9.07 71.18 0.14 32.76 Vu < PhiVc/2Not Reqd 9.6.3 32.8 0.0 0.0 +1.60L+1.60H 1 6.39 12.88 -10.80 10.80 69.96 0.17 33.10 Vu < PhiVc/2Not Reqd 9.6.3 33.1 0.0 0.0 +1.60L+1.60H 1 6.52 12.88 -12.53 12.53 68.52 0.20 33.46 Vu < PhiVc/2Not Reqd 9.6.3 33.5 0.0 0.0 +1.60L+1.60H 1 6.64 12.88 -14.25 14.25 66.88 0.23 33.85 Vu < PhiVc/2Not Reqd 9.6.3 33.8 0.0 0.0 +1.60L+1.60H 1 6.76 12.88 -15.98 15.98 65.02 0.26 34.26 Vu < PhiVc/2Not Reqd 9.6.3 34.3 0.0 0.0 +1.60L+1.60H 1 6.89 12.88 -17.71 17.71 62.95 0.30 34.71 PhiVc/2 < Vu <=Min 9.6.3.1 60.5 6.4 6.0
DESCRIPTION: Wall Beam @ Ties
Project File: WNRC Retaining Wall.ec6
Project Title: WNRC Retaining Wall Engineer: JDO Project ID: 3989-05 Project Descr: Retaining Wall Repair
Detailed Shear Information
Load Combination Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd Phi*Vnd*Vu/MuMu
(ft) (k)(in) (k)Actual Suggest(k-ft)Number (k) Spacing (in)
Design Phi*Vc
+1.60L+1.60H 1 7.01 12.88 -19.44 19.44 60.66 0.34 35.21 PhiVc/2 < Vu <=Min 9.6.3.1 61.0 6.4 6.0 +1.60L+1.60H 1 7.13 12.88 -21.17 21.17 58.17 0.39 35.76 PhiVc/2 < Vu <=Min 9.6.3.1 61.5 6.4 6.0 +1.60L+1.60H 1 7.25 12.88 -22.89 22.89 55.46 0.44 36.38 PhiVc/2 < Vu <=Min 9.6.3.1 62.1 6.4 6.0 +1.60L+1.60H 1 7.38 12.88 -24.62 24.62 52.54 0.50 37.09 PhiVc/2 < Vu <=Min 9.6.3.1 62.8 6.4 6.0 +1.60L+1.60H 1 7.50 12.88 -26.35 26.35 49.41 0.57 37.92 PhiVc/2 < Vu <=Min 9.6.3.1 63.7 6.4 6.0 +1.60L+1.60H 1 7.62 12.88 -28.08 28.08 46.06 0.65 38.89 PhiVc/2 < Vu <=Min 9.6.3.1 64.6 6.4 6.0 +1.60L+1.60H 1 7.75 12.88 -29.80 29.80 42.50 0.75 40.05 PhiVc/2 < Vu <=Min 9.6.3.1 65.8 6.4 6.0 +1.60L+1.60H 1 7.87 12.88 -31.53 31.53 38.73 0.87 41.49 PhiVc/2 < Vu <=Min 9.6.3.1 67.2 6.4 6.0 +1.60L+1.60H 1 7.99 12.88 -33.26 33.26 34.75 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.11 12.88 -34.99 34.99 30.55 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.24 12.88 -36.72 36.72 26.14 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.36 12.88 -38.44 38.44 21.52 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.48 12.88 -40.17 40.17 16.69 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.61 12.88 -41.90 41.90 11.64 1.00 42.99 PhiVc/2 < Vu <=Min 9.6.3.1 68.7 6.4 6.0 +1.60L+1.60H 1 8.73 12.88 -43.63 43.63 6.39 1.00 42.99 PhiVc < Vu 0.6414 94.5 6.4 3.0 +1.60L+1.60H 1 8.85 12.88 -45.35 45.35 0.92 1.00 42.99 PhiVc < Vu 2.369 94.5 6.4 3.0 +1.60L+1.60H 1 8.98 12.88 -47.08 47.08 4.77 1.00 42.99 PhiVc < Vu 4.097 94.5 6.4 3.0 +1.60L+1.60H 1 9.10 12.88 -48.81 48.81 10.66 1.00 42.99 PhiVc < Vu 5.825 94.5 6.4 3.0 +1.60L+1.60H 1 9.22 12.88 -50.54 50.54 16.77 1.00 42.99 PhiVc < Vu 7.553 94.5 6.4 3.0 +1.60L+1.60H 1 9.34 12.88 -52.27 52.27 23.09 1.00 42.99 PhiVc < Vu 9.280 94.5 6.4 3.0 +1.60L+1.60H 1 9.47 12.88 -53.99 53.99 29.62 1.00 42.99 PhiVc < Vu 11.008 94.5 6.4 3.0 +1.60L+1.60H 1 9.59 12.88 -55.72 55.72 36.37 1.00 42.99 PhiVc < Vu 12.736 94.5 6.4 3.0 +1.60L+1.60H 1 9.71 12.88 -57.45 57.45 43.32 1.00 42.99 PhiVc < Vu 14.464 94.5 6.4 3.0 +1.60L+1.60H 1 9.84 12.88 -59.18 59.18 50.49 1.00 42.99 PhiVc < Vu 16.192 94.5 6.4 3.0 +1.60L+1.60H 1 9.96 12.88 -60.91 60.91 57.87 1.00 42.99 PhiVc < Vu 17.919 94.5 6.4 3.0 +1.60L+1.60H 1 10.08 12.88 -62.63 62.63 65.47 1.00 42.99 PhiVc < Vu 19.647 94.5 6.4 3.0 +1.60L+1.60H 1 10.20 12.88 -64.36 64.36 73.28 0.94 42.30 PhiVc < Vu 22.058 93.8 6.4 3.0 +1.60L+1.60H 1 10.33 12.88 -66.09 66.09 81.30 0.87 41.47 PhiVc < Vu 24.617 93.0 6.3 3.0 +1.60L+1.60H 1 10.45 12.88 -67.82 67.82 89.53 0.81 40.77 PhiVc < Vu 27.050 92.3 5.7 3.0 +1.60L+1.60H 1 10.57 12.88 -69.54 69.54 97.97 0.76 40.16 PhiVc < Vu 29.383 91.7 5.3 3.0 +1.60L+1.60H 1 10.70 12.88 -71.27 71.27 106.63 0.72 39.63 PhiVc < Vu 31.638 91.1 4.9 3.0 +1.60L+1.60H 1 10.82 12.88 -73.00 73.00 115.50 0.68 39.17 PhiVc < Vu 33.828 90.7 4.6 3.0 +1.60L+1.60H 1 10.94 12.88 -74.73 74.73 124.58 0.64 38.76 PhiVc < Vu 35.965 90.3 4.3 3.0 +1.60L+1.60H 1 11.07 12.88 -76.46 76.46 133.87 0.61 38.40 PhiVc < Vu 38.059 89.9 4.1 3.0 +1.60L+1.60H 1 11.19 12.88 -78.18 78.18 143.38 0.59 38.07 PhiVc < Vu 40.115 89.6 3.9 3.0
.Maximum Forces & Stresses for Load Combinations
Span # Bending Stress Results ( k-ft )Location (ft)Load Combination
Mu : Max Stress RatioSegment Phi*Mnxalong Beam MAXimum BENDING Envelope
Span # 1 1 11.250 -148.21 314.50 0.47 +1.60H
Span # 1 1 11.250 -114.24 314.50 0.36 +1.60L+1.60H
Span # 1 1 11.250 -148.21 314.50 0.47 +L+1.60H
Span # 1 1 11.250 -135.47 314.50 0.43 +0.90H
Span # 1 1 11.250 -64.26 314.50 0.20
Location in Span (ft)Load CombinationMax. "-" Defl (in)Location in Span (ft)Load Combination Span Max. "+" Defl (in) Overall Maximum Deflections
+L+H 1 0.0247 5.625 0.0000 0.000
File details come from the government source that posted it. Updated .