Report (4) FOR OFFICE USE ONLY-SITE ADDRESS:
This form is recognized by most building departments in the Tri-County area for transmitting information.
Please complete this form when submitting information for plan review responses and revisions.
This form and the information it provides helps the review process and response to your project.
City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT
iiii a r Transmittal Letter
TI c i A i.I> 13125 SW ` • 1 Blvd. • Tigard, Oregon 97223 • 503.718.2' 39 • www.tigard-or.gov
TO: . - DATE IV
DEPT: BUILDING DIVISION C(411 titi
LL-.0 U 8 2014
FROM: ( CITY(-(@
Ut�Ra
COMP : lintri rIle!! ,
PHONE: - ik5 3 g 1 - 3.-i'S j By.
RE: Igas1 o�o( LI —not
(Site Address) (Permit Number)
ii■- .6-,Ct-1 CDV.Q., , ' (te)
(Project name or subdivision none . 0'st n ber)
ill
ATTACHED ARE THE FOLLO E S:
Copies: Description: I Copies: I Description:
Additional set(s) 4 plans. Revisions:
Cross section(s) . d details. Wall bracing and/or lateral analysis.
Floor/roof fr. ng. Basement and retaining walls.
Beam calculat ons. Engineer's calculations.
Other(explai ): /
i
REMARKS: ,t)(( 1► + . l Lx.J1 cu,,.`L C .
ci2,..... "2...)„)...e.i 4,4A...s As - eu>.,2...et_ ..4.1.247- loo_r Lifa_et.)
FOR OF ICE USE ONLY
Routed to Permit Technician: II .te: Q A Initials•
Fees Due: ❑ Yes Egirrer ee Description: Amount Due:
$
$
$
$
Special
Instructions:
Reprint Permit(per PE): ❑ Yes No KDor-
Applicant Notified: Date: / yo/jc( als A
tlite,e;Lid S i t
1:\Building\Forms\TransmittalLetter-Revisions.doc 05/25/2012
v N RECERIFD
DEC 08 2014
H�_ CITY l,,ANU •
El
HORN CONSULTING ENGINEERS LLC
Structural Calculations:
Project: MHNW-14-32
Date: 10/22/14
Project: Driveway Retaining Wail: 14251 SW Fern St Tigard, OR 97224 - M5T 2Dry- Oo I I S
Subject Sheet#'s
Retaining Wall Plan P1
Retaining Wall Detail RW1.1 it rw1.Z
Retaining Wall Calcs RW2 — RW10
City of Tigard
A. proved Plans II
B (10:10.) Date I1 G
14,2 . ---(‘ (_,3 Forn -r
<(,.0 'ROpp REVISION
519PE43 y
/' OFFICE COPY •
4
RI IN
pqL• 12, �`; \/0j
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 infinmiation 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.
15112 SAC DER ID% NI%D. • PORTLAND, OR • 97219
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CANTILEVERED RETANNG WALL SCHEDULE
GENERIC RETAINING WALL FOR STANDARD PRACTICE VALUES
IYFT) Y A D C D %1ARS IFB4R6 TIMMS Te14 RS.AR6 v.•. -- r.
1.47 r-17 D• *NWO,G • ICO,C NOTE %WO.0
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NOTE&
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1 ALL00•211 SOL BEA PG•1,00 PM,•A/!Pot•200 PM 4 R.IGNORE TOP V.FMCT10N•36
A POOT•K• IC WLL Pc•MO PM•T!DAT6.Iy•KAM
4.GEOIEW TO YHIFY BT 611E 0B6ERVATIO 1 AIO errs OF 04 MT AII■6 BALL DESIGN ASWfTIO5
PRIOR TO COCRETE POP A6 PER SOU WORT At0.A606224CTKNAL RECUR/Mitt SEE PROJECTS
601.REMIT.6E01E04 WE NW FB504T$TO IN COPED TO ICE
S.ENO R.DARE A 34101/4 AC NO D11343104 k 614204 1.4 TIE TABLE AEOYE FOR DOUR IP 4T DH
EX!!C TIE Y BM 00611.191011M FOOT* TO THE TOP OF'ME WLL
CANTILEVERED RETAINING WALL
SCALE:N.TS.
* 'c'�ED PROFFs
,,x VI i FF `SAO PROJECT: HORN CONSULTING ENGINEERS LLC
51 9PE C 1302 SW Bertha Blvd.
�/ - r — Portland,OR 97219
14251 SW FERN 5T. Phone: (503)892-5782
1 TIGARD, OR 91224 E
E-mail: dave@hornce.com
aDR ON
41/0 J.HpQ� W= 1.1
Expires: 6-30-15 DRAWL BY DATE: SCALE: •pB NO:N
r 102214 NTS. M140-14-37
•
NOTE:
USE HILTI-RE 500-50 EPDXY
OR SIMPSON SETXP
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Q
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4"
EXIST CONC.
WALL/FIG �\ S
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II
/ /
NEW CONC.WALL /FTG
ADD I-04 x 2'-0"
•EA NEW WALL/
FIG HOR w/EPDXY EMBED
NEW CONC. WALL / FTG
TO EXIST. CONC. WALL / FTG
SCALE: I"=I'-O"
4.0 PROFFs
G i N£ S� PROJECT: HORN CONSULTING ENGINEERS LLC
1302 SW Bertha Blvd.
�' 51 9 — Portland,OR 97219
_ 14251 SW FERN ST. E Phone: (503)892-5782
E-mail: love @hornce.com
R ON TIGARD, OR 97224
9N 12, 'Oe?3 IR J s 1.2
fr j.
DRAM BV: DATE: SCALE: JOB N0
Expires: 6-30-15 .PG 1022.14 NT.S MIND-14.32
. ,
Ple 2.
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,AC1 318-08,AC1 530-08
License To:HORN CONSULTING ENGINEERS
Criteria ` Soil Data U
ti
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
FootingliSoil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads I L Lateral Load Applied to Stem A 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
Poisson's Ratio 0.300
Axial Load Eccentricity = 0.0 in =
___,
Earth Pressure Seismic Load I 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
rw3
Use menu item Settings>Printing&Title Block Title i Andy Dalby Retaining Wall Page:
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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
Design Summary I _ \Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftg 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 T +fa/Fa = 0.301
1,500 psf Total Force @ Section lbs= 673.9
sf
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
LAP SPLICE IF ABOVE in= 12.00
Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF BELOW in=
Lateral Sliding Force = 652.8 lbs HOOK EMBED INTO FTG in= 6.00
less 100%Passive Force= - 156.3 lbs
Lap splice above base reduced by stress ratio
less 100%Friction Force = - 1,045.5 lbs Hook embedment reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data
....for1.5: 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 Equiv.Solid Thick. =
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600
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 L 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
T 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 Weighl = 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:
¢%VS
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Vall in File:c:\users\dave\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 I
f
l
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
FootingllSoil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem 1 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
_ Pp 1 by a factor of
Base Above/
Below
Dead Load = 500.0 lbs Wall Soil
= 0.0 ft
Axial Live Load = 500.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall
Poisson's Ratio = 0.30D
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load \ 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.
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 = 3.16 OK Wail 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
Sliding Calcs (Vertical Component NOT Used) LAP SPLICE IF ABOVE in= 13.96
Lateral Sliding Force = 1,234.9 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 156.3 lbs HOOK EMBED INTO FTG in= 6.21
less 100%Friction Force = - 1,737.8 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 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
Wind,W 1.600 Concrete Data
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions&Strengths 1 L 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
pw4-
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,AC1318-08,AC1530-08
License To:HORN CONSULTING ENGINEERS
LSummary of Overturning & Resisting Forces&Moments 1
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 Weighs = 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:
w$
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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
Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psi
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
FootinglISoil Friction = 0.450
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads I l 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 To = 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
Earth Pressure Seismic Load A 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
wI
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 ' -Stem Construction I 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 Calm (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 - - -
Seismic,E 1.000 Fy psi= 0,000 0
Fy psi= 60,000 0
Footing Dimensions&Strengths I Footing Design Results
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% = 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
Use menu item Settings>Printing&Title Block Title Andy Dalby Retaining Wall Pa e:
to set these five lines of information Job# : MHNW-14. Ds nr g
for your program. 9 DJH Date 27 AUG 2014
Descr:
Vall in File:c\users\dave\documents\retainpro 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
OVERTURNING RESISTING N
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
Surcharge over Heel = 143.2 4.50 644.3 Sloped Soil Over Hee! = 18,431.1
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=
Load @ Stem Above Soil= 500.0 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
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 =
If seismic included the min.OTM and sliding Total= 6,380.0 lbs R.M.■ 26,186.7
rases may be t.1 per IBC'.O M ands. g 'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES: