Report (5) {e.rn
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HC
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HORN CONSULTING ENGINEERS LLC
Structural Calculations: RECEIVED
Project: MHNW-14-32
Date: 10/22/14 JAN 5 2015
Project: Driveway Retaining Wall: 14251 SW Fern St Tigard, OR 97224
CITY OF TIGARD
BUILDING DIVISION
Subject Sheet#'s
Retaining Wall Plan P1
Retaining Wall Detail RW1.1 + Pwl.Z
Retaining Wall Calcs RW2 — RW10
City of Tigard
A. ' oVe. Plans
By 4;40 Date
(i �I r_F=1. 0
.�� "Races REVISION
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cv 51 9PE 'p y
CC
�R• OFFICE COPY
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Expires: 6-30-15
The following calculations are for the design of a retaining wall only The design should be verified by the geotechnical engineer of record prior to construction.
Failure to do so invalidates their design. The design is based on information provided by the client who is solely responsible for its accuracy. The engineering
represents the finished product. Discrepancies from information provided by the client invalidate this design. Horn Consulting Engineers shall have no liability
(expressed,or implied),with respect to the means and methods of construction workmanship or the actual materials used in construction.
Horn Consulting Engineers shall have no obligation of liability,whether arising in contract(including warranty),Tort(including active,passive,or imputed negligence)
or otherwise,for loss or use,revenue or profit,or for any other incidental or consequential damage.
1302 SW BERTHA iSLVt,. • PORTL:\\t), OR • 97219
PHonl.: 503.892.5782 • EMAlI: DAVE@if R;ccL.coat
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LOT COVERAGE
SI T E P L A N LOT AREA=10,055 SQ.FT.
BUILDING FOOTPRINT= 1964 SQ.FT.
SCALE = 111-2 Q, W E COVERED PORGH/ENTRY'='71 SQ.FT.
S TOTAL COVERAGE=2035/ 10,055=20.2%
PLAN NAME: LUKAR
3154 GL LOT 6
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PLOT: 1/15/14 P L A N
REV: 1/15/14 SUBDIVISION jnission HOmES, LLC.
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B / A C COMPACTED GR4vEL
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CANTILEVERED RETAINING WALL SCHEDULE
GENERIC RETAINING LU4LL FOR STANDARD PRACTICE VALUES
WFT) Y A B C D YEARS IMAM TEM6 •XeARS TSARS ,......... •0•1,,•••
4'-0' S'-i• r r-0' r-O• Q• •NSf'OG • IrOC NONE *AMC
V-0' Y-O• r r-S• Y-o• Q• ••SYAC ••WOC 4 WOG ••BSOC
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t DESC H YAWS ARE BASED CR SUY DAM PRACTICE VALLES
2.ALLOW:LI SOIL BEARD •IWO PS.,PASSIVE•250 PEP I R.MOPE TOP Q•,RtlCTICN•3$
1 ROOMS AND BALL Pc• F .PIP•»DAYS.Fy••OKN
4.C'EOEO1 TO MIRY BY WE cBSB'ATICN AND SGN Oi C•WARM SILL OESKN ASSIPPTIOE
PRIOR TO CO MTE POIR AS PER SOILS REPORT IC ANS EDIC1IONAL RIOSmIBIIA SEE mamas
SOIL REPORT.0E01E01 811E•lW REPORTS TO BE COPED TO ICE
S. F NO T'BARS ARE 614704 AGO NO DNEMKN B SNOW N RE TABLE ABOVE FOR DOE IEYt1T OR
WIND TTE Y BAR Data TM*TIE POOT$ TO THE TCP OP 1NE BALL
CANTILEVERED RETAINING UALL
SCALE.NYS.
,iz PRO�ccs
�c I N - `��o PROJECT: Hc HORN CONSULTING ENGINEERS LLC•/ -51 9PE 1302 SW Bertha Blvd.
I r Portland,OR 97219
• , 14251 SW FERN ST. Phone: (503)892-5782
R ON
TIGARD, OR 91224 E-mail: lave @homce.com
J.
DRAIN BY DATE: SCALE: JOB NO
Expires: 6-30-15 JPG 102214 ITS- M440-14-32
NOTE:
USE NILTI-RE 500-5D EPDXY
OR SIMPSON SETXP
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4
° 0 4 4"
EXIST CONC. o
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611
NEW CONC_WALL /FTG
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•EA NEW WALL /
FTG NOR w/EPDXY EMBED
NEW CONC. WALL / FTG
TO EXIST. CONC. WALL_ / FTG
SCALE: P=I'-O"
"\\ G IN F `r�'i FJECT: HORN CONSULTING ENGINEERS LLC
�' O C 1302 SW Bertha Blvd.
51 9PE '�. — Portland,OR 97219
• 14251 SW FERN ST. E Phone: (503)892-5782
TIC�ARD, OR 91224 E-mail: love @hornce.com
R�q� 12, RW- 1.2 v/DJ.
DRAIN BY: DATE: SCALE: JOB NO
Expires: 6-30-15 JPG b22u KTg. 111.10-14-3
rC v2
• Use'menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14. Dsgnr: DJH Date: 27 AUG 2014
for your program. Descr:
Vail in File:c.\users\dave\documents\retainpro 10 project files\mhnw`
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
Criteria Soil Data
l
Retained Height = 4.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 0.00 pcf
FootingIlSoil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads 1 Lateral Load Applied to Stem ` Adjacent Footing Load
Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf _..Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem I has been increased 1.00 Footing Type Line Load
by a factor of Base Above/Below Soil
Axial Dead Load = 500.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 500.0 lbs
Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.418 Added seismic base force 135.7 lbs
Design Kh = 0 200 g Ka for static earth pressure = 0.277
Difference. Kae-Ka = 0.141
Using Mononobe-Okabe/Seed-Whitman procedure
K v3
Use menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14• Dsgnr: DJH Date: 27 AUG 2014
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Vall in File:c:lusersldave\documentslretainpro 10 project fileslmhnww
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:HORN CONSULTING ENGINEERS
Design Summary ' L Stem Construction I Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.32 OK Wall Material Above"Ht" = Concrete
Sliding = 1.84 OK Thickness = 8.00
Rebar Size = # 4
Total Bearing Load = 2,823 lbs Rebar Spacing = 18.00
...resultant ecc. = 4.97 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,380 psf OK Design Data
Soil Pressure @ Heel = 234 psf OK Total +fa/Fa 0.3
1,500 psf Total Force @ Section lbs= 673.9.9
Allowable = Moment....Actual ft-#= 1,098.8
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,753 psf Moment Allowable = 3,655.6
ACI Factored @ Heel = 297 psf Shear Actual psi= 7.3
Footing Shear @ Toe = 4.1 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 1.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25
Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 12.00
Lateral Sliding Force = 652.8 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 6.00
less 100%Friction Force = - 1,045.5 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ratio'n' =
Load Factors Short Term Factor =
Building Code IBC 2009,ACI
Dead Load 1.200 Equiv.Solid Thick. =
-
Live Load 1.600 Masonry Block Type = Medium Weight
Earth,H 1.600 Masonry Design Method = ASD
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions &Strengths Footing Design Results
Toe Width = 1.00 ft Toe Heel
Heel Width = 2.50 Factored Pressure = 1,753 297 psf
Total Footing Width = 3.50 Mu':Upward = 807 926 ft-#
Footing Thickness = 12.00 in Mu': Downward = 123 1,324 ft.#
Mu: Design = 684 398 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 4.07 1.76 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in
Min.As% = 0.0018 Other Acceptable Sizes& Spacings
Cover @ Top 2.00 @ Btm= 3.00 in
Toe: Not req'd,Mu<S'Fr
Heel:Not req'd,Mu<S'Fr
Key: No key defined
Use menu item Settings>Printing&Title Block
Title ; Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14. Dsgnr: DJH Date: 27 AUG 2014
for your program. Descr:
Vail in File:c:\users\dave\documents\retainpro 10 project files\mhnw..
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:HORN CONSULTING ENGINEERS
Summary of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 806.7 2.58 2,083.9
Surcharge over Heel = 79.5 2.50 198.9 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 91.7 2.58 236.8
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem= 500.0 1.33 666.7
Load @ Stem Above Soil= *Axial Live Load on Stem = 500.0 1.33 666.7
Seismic Earth Load = 135.7 3.00 407.2 Soil Over Toe = 0.50
= Surcharge Over Toe =
Total 652.8 O.T.M. 1,335.2 Stem Weight(s) = 400.0 1.33 533.3
Earth @ Stem Transitions=
Footing Weight = 525.0 1.75 918.8
Resisting/Overturning Ratio = 3.32 Key Weight =
Vertical Loads used for Soil Pressure= 2,823.3 lbs Vert.Component =
Total= 2,323.3 lbs R.M.= 4,439.4
If seismic included the min.OTM and sliding *Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
¢hr S
Use menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
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for your program. Descr:
Vail in File:c:lusersldave\documentslretainpro 10 project files\mhnw`
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
Criteria I Soil Data
Retained Height 6.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 0.00 pcf
Footing)Soil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads I Lateral Load Applied to Sten—irA Adjacent Footing Load
Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stern 0 by abeen increased c eased 1.00 Footing Type Line Load
Base Above/Below Soil
Axial Dead Load = 500.0 lbs __
Wind on Exposed Stem= 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 500.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load 1 Kae for seismic earth pressure = 0.418 Added seismic base force 266.0 lbs
Design Kh = 0.200 g Ka for static earth pressure 0.277
Difference: Kae-Ka = 0.141
Using Mononobe-Okabe/Seed-Whitman procedure
Use menu item Settings>Printing&Title Block Title Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14• Dsgnr DJH Date: 27 AUG 2014
for your program. Descr:
Vall in File:c:\users\dave\documents\retainpro 10 project files\mhnw`
RetainPro 10 (c)1987-2012, Build 10.13,8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
LDesign Summary I Stem Construction A Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ft!? ft= 0.00
Overturning = 3.16 OK Wall Material Above"Ht" = Concrete
Sliding = 1.53 OK Thickness = 8.00
Rebar Size = # 4
Total Bearing Load = 4,362 lbs Rebar Spacing = 14.00
...resultant ecc. = 6.59 in Rebar Placed at = Edge
Design Data -
Soil Pressure @ Toe = 1,447 psf OK fb/FB+fa/Fa = 0.746
Soil Pressure @ Heel = 297 psf OK Total Force @ Section lbs= 1,440.0
Allowable = 1,500 psf Moment....Actual ft-#= 3,479.4
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,803 psf Moment Allowable = 4,665.4
ACI Factored @ Heel = 371 psf Shear Actual psi= 15.5
Footing Shear @ Toe = 11.0 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 6.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25
LAP SPLICE IF ABOVE in= 13.96
Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in=
Lateral Sliding Force = 1,234.9 lbs HOOK EMBED INTO FTG in= 6.21
less 100%Passive Force= • 156.3 lbs Lap splice above base reduced by stress ratio
less 100%Friction Force = - 1,737.8 lbs Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ration' =
Load Factors -- Short Term Factor =
Building Code IBC 2009,ACI Equiv.Solid Thick. =
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600 Masonry Design Method = ASD
Earth, H 1.600 Concrete Data
Wind,W 1.600 fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths M Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 3.50 Factored Pressure = 1,803 371 psf
Total Footing Width = 5.00 Mu': Upward = 1,867 2,574 ft-#
Footing Thickness = 12.00 in Mu': Downward = 277 4,223 ft•#
Mu: Design = 1,591 1,649 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 11.03 6.85 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd
Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in
Min.As% = 0.0018 Other Acceptable Sizes&Spacings
Cover @ Top 2.00 @ Btm.= 3.00 in
Toe: Not req'd,Mu<S*Fr
Heel:Not req'd,Mu<S*Fr
Key: No key defined
Use menu item Settings>Printing&Title Block Title ; Andy Dalby Retaining Wall Page:
to set these five lines of information Job# MHNW-14- Dsgnr. DJH Date: 27 AUG 2014
for your program. Descr:
Vall in File:c:\users\dave\documents\retainpro 10 project files\mhnww
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
Summary of Overturning & Resisting Forces & Moments
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 1,870.0 3.58 6,700.8
Surcharge over Heel = 111.4 3.50 389.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 141.7 3.58 507.6
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem= 500.0 1.83 916.7
Load @ Stem Above Soil= •Axial Live Load on Stem = 500.0 1.83 916.7
Seismic Earth Load = 266.0 4.20 1,117.4 Soil Over Toe = 0.75
= Surcharge Over Toe =
Total 1,234.9 O.T.M. 3,508.0 Stem Weight(s) = 600.0 1.83 1,100.0
Earth @ Stem Transitions=
Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 3.16 Key Weight =
Vertical Loads used for Soil Pressure= 4,361.7 lbs Vert.Component =
Total= 3,861.7 lbs R.M.= 11,100.1
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
w8
Use menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
to set these five lines of information Job# MHNW-14. Dsgnr. DJH Date: 27 AUG 2014
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Vail in File: c:\users\dave\documents\retainpro 10 project files\mhnw
RetainPro 10 (c)1987.2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
----------
Criteria I ----_ -
Soil Data
Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Slope Behind Wall = 0.00: 1
Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf
Soil Density,Toe = 0.00 pcf
FootingllSoil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
I-11_Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load
Surcharge Over Heel = 50.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
Axial Load Applied to Stem \ has been increased 1.00 Footing Type Line Load
by a factor of Base Above/Below Soil
Axial Dead Load = 500.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 500.0 lbs
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
I Earth Pressure Seismic Load 0 Kae for seismic earth pressure = 0.418 Added seismic base force 439.8 lbs
Design Kh = 0.200 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.141
Using Mononobe-Okabe/Seed-Whitman procedure
w1
' Use menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14. Dsgnr. DJH Date: 27 AUG 2014
for your program. Descr.
Vail in File:c:\users\dave\documents\retainpro 10 project files\mhnw
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
Design Summary I [Stem Construction 1 Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.60 OK Wall Material Above"Ht" = Concrete
Sliding = 1.51 OK Thickness = 8.00
Rebar Size = # 4
Total Bearing Load = 6,880 lbs Rebar Spacing = 7.50
...resultant ecc. = 6.97 in Rebar Placed at = Edge
Design Data
Soil Pressure @ Toe = 1,472 psf OK fb/FB+fa/Fa = 0.943
Soil Pressure @ Heel = 493 psf OK Total Force @ Section lbs= 2,492.0
Allowable = 1,500 psf Moment....Actual ft-#= 7,976.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,810 psf Moment Allowable = 8,456.3
ACI Factored @ Heel = 606 psf Shear Actual psi= 26.6
Footing Shear @ Toe = 18.1 psi OK Shear Allowable psi= 75.0
Footing Shear @ Heel = 12.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.25
Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 17.66
Lateral Sliding Force = 2,000.5 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 7.89
less 100%Friction Force = - 2,871.0 lbs Lap splice above base reduced by stress ratio
Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data --.-_
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors _ Modular Ratio'n' _
Building Code IBC 2009,ACI Short Term Factor =
Dead Load 1.200 Equiv. Solid Thick. =
Live Load 1.600 Masonry Block Type = Medium Weight
Earth, H 1.600 Masonry Design Method = ASD
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions & Strengths I Footing Design Results
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Toe Width = 2.00 ft Toe Heel
Heel Width = 5.00 Factored Pressure = 1,810 606 psf
Total Footing Width = 7.00 Mu': Upward = 3,390 8,024 ft-#
Footing Thickness = 12.00 in Mu':Downward = 492 12,356 ft-#
Mu: Design = 2,898 4,332 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 18.12 12.82 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 9.50 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = #4 @ 14.00 in
Min.As°i = 0.0018 Other Acceptable Sizes& Spacings
Cover @ Top 2.00 @ Btm= 3.00 in
Toe: #4@ 9.50 in,#5@ 14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46
Heel:#4@ 9.50 in,#5@ 14.50 in,#6@ 20.50 in,#7@ 28.00 in,#8@ 36.75 in,#9@ 46
Key: No key defined
gvio
• Uso menu item Settings>Printing&Title Block Title : Andy Dalby Retaining Wall Page:
to set these five lines of information Job# : MHNW-14. Dsgnr. DJH Date: 27 AUG 2014
for your program. Descr.
Vall in File:c:lusers Wave ldocumentslretainpro 10 project files\rnhnw,
RetainPro 10 (c)1987-2012, Build 10.13.8.31
License:KW-06056184 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To: HORN CONSULTING ENGINEERS
`Summary of Overturning & Resisting Forces & Moments
I
OVERTURNING RESISTING
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,417.5 3.00 4,252.5 Soil Over Heel = 3,813.3 4.83 18,431.1
Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 216.7 4.83 1,047.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem= 500.0
Load @ Stem Above Soil= 2.33 1,166.7
'Axial Live Load on Stem = 500.0 2.33 1,166.7
Seismic Earth Load = 439.8 5.40 2,374.9 Soil Over Toe =
_ 1.00
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Surcharge Over Toe =
Total 2,000.5 O.T.M. 7,271.7 Stem Weight(s) = 800.0 2.33 1,866.7
_ Earth @ Stem Transitions=
Footing Weight = 1,050.0 3.50 3,675.0
Resisting/Overturning Ratio = 3.60 Key Weight =
Vertical Loads used for Soil Pressure= 6,880.0 lbs Vert.Component =
Total= 6,380.0 lbs R.M.= 26,186.7
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturnin
ratios may be 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation. g
DESIGNER NOTES: