Specifications � I Y r Y / ✓Y V��V"�� W��/
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Michael K. Brown, S.E.
4
5346 E. Branchwood Dr.
Boise ID 83716
208-850-7542
Mikebrown.se@gmaii.com
LATERAL STRUCTURAL DESIGN
CALCULATIONS
FOR
LOT 10, SOUTH VIEW
TIGARD, OR
ENGR. JOB # DM15-165
ItUCT JR4
` �Qj IN,,
ORE
0
EM—RAT 1 DATE: 1
Prepared for:
StoneBridge Homes, NW, LLC
Plan #: 308
OTE: 1847
Date: 11-20-2015
The following calculations are for basement retaining walls,lateral wind and seismic engineering only. Gravity loading and
the design of foundations(with the exception of retaining walls)are outside the scope of this 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. Michael K. Brown, S.E. and Core
Engineering shall have no liability (expressed, or implied), with respect to the means and methods of construction
workmanship or materials.
Michael K. Brown, S.E. and Core Engineering, PLLC. 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
Y 1
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Code Basis of Design: Latest Adopted Version of O.S.S.C. and O.R.S.C.
Wind Loading: Either ASCE 7 or O.S.S.0 projected area method allowed.
ASCE 7 used.
Wind: 120 MPH ultimate wind speed, Exposure B, 8:12 Pitch roof Side to Side
and 4:12 Pitch Front to Back. Per ASCE 7 Figure 28.6-1:
Front to Back:
Zone A: 30.1 PSF
Zone B: 0
Zone C: 20.9
Zone D: 0
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 40 feet
Therefore, use a = 4 feet
Side to Side
Zone A: 25.7 PSF
Zone B: 17.6
Zone C: 20.4
Zone D: 14
For Zones A and B, a=10% of least horizontal dimension or 0.4h (h=mean roof height), but not less than 3'.
Least horizontal dimension = 46 feet
Therefore, use a = 4.6 feet
Upper Floor:
Front to Back:
Average force on projected wall = (total force at zone A + total force at zone C)/overall length:
22.7 PSF
Average force on projected roof= (total force at zone B + total force at zone D)overall length:
0 PSF
Wall Plate Height = 8 feet
Projected Average Roof Height = 9 feet
Total Wind Force at Upper Level = 3638 #, or 91 PLF
I
Michael K. Brown,S.E. ,
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Side to Side:
Horizontal Dimension = 46 Feet
Average force on projected wall = 21.5 PSF
Average force on projected roof= 14.72 PSF
Projected Average Roof height = 6 Feet
Total Wind Force at Upper Level = 8011 #, or 174 PLF
Mail Level:
Plate height = 9 Feet
Front to Back:
Average force on projected wall = 22.7 PSF
Projected Length = 40 Feet
Total Wind force at Main Level = 8641 #, or 216 PLF
Total Wind force Upper and Main = 12280 #
Side to Side:
Averag force on projected wall = 21.5 PSF
Projected Length = 46 Feet
Total Wind force at Main Level = 9378 #, or 204 PLF
Total overall side to side wind force = 17389 Pounds
Seismic Loading: D1 seismic design category per O.R.S.C.
SDS= .83, R = 6.5, W = weight of structure
V = [1.2 SDS/(R )] W
V = .153W
Roof Dead Load = 15 psf
Floor Dead Load = 12 psf
Int. wall Dead Load = 6 psf
Ext. wall Dead Load = 12 psf
Seismic Front to Back:
Tributary Roof Length = 46 Feet
Tributary Floor Length = 46 Feet
Equiv. Trib Int wall Length = 40 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Michael K. Brown,S.E. ,
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Wroof= 131.274 plf > 91 plf, therefore Seismic Gov.
Wfloor = 139.077 plf < 216 plf, therefore Wind Gov.
Total Seismic Load = 10814.04 Pounds < 12280 Therefore Wind Gov. overall
Seismic Side to Side:
Tributary Roof Length = 40 Feet
Tributary Floor Length = 40 Feet
Equiv. Trib Int wall Length = 40 Feet
Trib. Ext upper wall Height = 4 Feet
Trib. Ext lower wall Height = 4.5 Feet
Wroof= 179.928 plf > 174 plf, therefore seismic gov.
Wfloor = 178.092 plf < 204 plf, therefore wind gov.
Total Seismic Force = 16468.92 Pounds, < 17389 Pounds, therefore wind gov. overall
Redundancy factor = 1.0 per ASCE 7, section 12.3.4.2
Roof Level Wall Lines:
Line A:
P = 131 * 20 ft = 2625 #
Total Shear Wall Length = 16 Feet
V=P/L = 164 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 16 Feet Trib Floor Area = 0 Feet
Mot = 14703 LB FT Factored Dead Load 76 PLF
Mr = 9677 LB FT
T = 314 LB No Uplift
Line B:
P = 131 * 20 ft = 2625 #
Total Shear Wall Length = 25 Feet
V=P/L = 105 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 6 Feet Trib Floor Area = 0 Feet
Mot = 3529 LB FT Factored Dead Load 76 PLF
Mr = 1361 LB FT
T = 361 LB No Uplift
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Line 1:
P = 174 * 23 ft = 4006 #
Total Shear Wall Length = 19 Feet
V=P/L = 211 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 21 Feet
Shortest Wall Length 5 Feet Trib Floor Area = 0 Feet
Mot = 5903 LB FT Factored Dead Load 247 PLF
Mr = 3083 LB FT
T = 564 LB No Uplift
Line 2:
P = 174 * 23 ft = 4006 #
Total Shear Wall Length = 22 Feet
V=P/L = 182 PLF Use A wall
Wall Height = 8 Feet Trib Roof Area = 2
Shortest Wall Length 4 Feet Trib Floor Area = 0
Mot = 4079 LB FT Factored Dead Load 76 PLF
Mr = 605 LB FT
T = 868 LB No Uplift
2nd Floor / Low Roof Wall Line:
Front to Back:
Line A:
P = 216 * 20ft + 1819 = 6139.8 #
Total Shear Wall Length = 20 Feet
V=P/L = 307 PLF Use A wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet
Mot = 33155 LB FT Factored Dead Load 97 PLF
Mr = 19440 LB FT
T = 686 LB No Uplift
LineB:
P = 216 * 20 ft + 1819 = 6139.8 #
Total Shear Wall Length = 20 Feet
V=P/L = 307 PLF Use a wall
Michael K. Brown,S.E. ,
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 20 Feet Trib Floor Area = 2 Feet
Mot = 33155 LB FT Factored Dead Load 97 PLF
Mr = 19440 LB FT
T = 686 LB No Uplift
Side to Side:
Line 1:
P = 204 * 23 ft + 4006 = 8695 #
Total Shear Wall Length = 17 Feet
V=P/L = 511 PLF Use B wall
Wall Height = 9 Feet Trib Roof Area = 21 Feet
Shortest Wall Length 17 Feet Trib Floor Area = 8.5 Feet
Mot = 46951 LB FT Factored Dead Load 315 PLF
Mr = 45518 LB FT
T = 84 LB No Uplift
Line 2:
P = 204 * 23 ft + 4006 = 8695 #
Total Shear Wall Length = 14 Feet
V=P/L = 621 PLF Use c wall
Wall Height = 9 Feet Trib Roof Area = 2 Feet
Shortest Wall Length 3 Feet Trib Floor Are =
g a 6 Feet
Mot = 10061 LB FT Factored Dead Load 126 PLF
Mr = 567 LB FT
T = 3165 LB Use Type 2 HD
Michael K. Brown,S.E.
5346 E. Branchwood Dr.
Boise,ID 83716
208-850-7542
mikebrown.se@gmail.com
Job Name: Lot 10, South View By: MKB
Core Job Number: DM15-165 Date: Nov., 2015
Lateral at Deck:
Roof Level:
No walls and 4:12 slope roof. Wind loads are minimal compared to Seismic.
Roof Weight = 1725 pounds
Lateral Load, P = 265.65 Pounds
Use Knee Braces:
P �
Each knee brace in tension only and at 45 degrees. /
Force in each brace = 156 Pounds
Capacity of#10 screw in Hem Fir = 101 pounds/screw. With seismic 101 * 1.6 = 161.6
Required number of screws = 0.965958 Use 2 #10 screws
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HOLDOWN SCHEDULE
MARK Boundary Tension of DF Tension of HF Anchor Anchor -
NUMBER HOLDOWN Studs Allowable Lbs Allowable Lbs Mono Pour Two Pour
HDU2-SDS2.5 OR
1 PHD2-SDS3 (2)2x 3075 2215 SSTB14 SSTB20L
2 HDU4-SDS2.5 OR (2)2x 4545 3270 SSTB16L SSTB20L
PHD5-SDS3 -77M.x24" MIN
3 HDU8-SDS2.5 (3)2x 7870 5665 SSTB28L
EMBED INTO CONC.
A36 THREADED ROD
w/HEAVY SQ. NUT
AND BP7/8-2
BEARING PLATE
WASHER CED BOTT.
4 HDI11-SDS2.5 (1)6x 9535 6865 1"DIA.x42"A36 1"DIA.x42"A36
THREADED ROD w/ THREADED ROD w/
8 HHDO14-SDS2.5 (1)6x 13710 10745 HEAVY SQ. NUT AND HEAVY SQ. NUT AND
WASHER @ BOT. WASHER @ BOT.
PROVIDE 24"EMBEDPROVIDE 24"EMBED
INTO CONT FTG. INTO CONT FTG.
5 MSTC28 (2)2x 3000 2590 N/A N/A
6 MSTC40 (2)2x 4335 3745 N/A N/A
7 MSTC66 (2)2x 5660 5660 N/A N/A
Notes:
1 . Install all holdowns per manufactureer specificaiton per latest Simpson Strong Tie catalog.
2. Match studs on schedule for walls below on all wall to wall holdowns.
3. (Multiple)2x studs nailed together with (2) rows of 16d @ 3" o.c. staggered.
4. Refer to shearwall schedule and typical shearwall details for wall locations and configurations. -
5. Refer to Simpson catalog for minimum embed of anchors into concrete.
i
Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page:
to set these five lines of information Job# • Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Allow Soil ,= 1500.0 psf
Retained Height = 5.00 ft
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00: 1
Heel Active Pressure - 35.0 psf/ft
= =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads ,� Lateral Load Applied to Stem I Adjacent Footing Load
Surcharge Over Heel = 40.0 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
has been increased 1.00 Footin T
Axial Load Applied to Stem I by a factor of g y
Base Above/
Below Soil 0.0 ft
Axial Dead Load = 0.0 lbs Wind on Exposed Stem= 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary Stem Construction �� Top stem _
Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 0.00
Overturning = 4.52 OK Wall Material Above"Ht" = Concrete
Sliding = 1.64 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00
...resultant ecc. = 6.43 in Rebar Placed at = Center
Design Data
Soil PressureT =
�° oe 1,365 psf OK fb/FB+fa/Fa = 0.407
Soil Pressure @ Heel = 189 psf OK
Allowable = 1,500 Total Force @Section lbs= 801.8
psf Moment....Actual ft-#= 1,421.2
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,638 psf Moment.....Allowable = 3,493.2
ACI Factored @ Heel = 227 psf Shear.....Actual psi= 16.7
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00
Lateral Sliding Force = 706.4 lbs LAP SPLICE IF BELOW in=HOOK EMBED INTO FTG in= 6.00
less 100%Passive Force= - 0.0 lbs
less 100%Friction Force = - 1,155.6 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....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
Use menu item Settings>Printing&Title Block Title : 5'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Footing Dimensions & Strengths Footing Design Results
Toe Width = 0.00 ft Toe Heel
Heel Width = 4.25Factored Pressure = 1,638 227 psf
Total Footing Width = 4.25 Mu':Upward = 0 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 0 411 ft-#
Mu: Design = 0 411 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi
Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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
Summary of Overturning & Resisting Forces& Moments
.OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs It ft-# lbs ft ft-#
Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0
Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
Soil Over Toe = 1,970.8
Surcharge Over Toe =
Total 706.4 O.T.M. 1,489.1 Stem Weight(s) = 550.0 0.33 183.3
Earth @ Stem Transitions=
= Footing Weight = 637.5 2.13 1,354.7
Resist!nglOverturning Ratio = 4.52 Key Weight =
Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component =
Total= 3,301.7 lbs R.M.= 6,735.3
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 5.00 It Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 It Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 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
has been increased 1.00 Footin T e
Axial Load Applied to Stem by a factor of g YP
Base Above/Below Soil
Axial Dead Load = 0.0 lbs =
Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 157.6 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load , Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 157.1 lbs
Use menu item Settings>Printing&Title Block Title : 5'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction ' Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc It= 0.00
Overturning = 2.55 OK Wall Material Above"Ht" = Concrete
Sliding = 1.13 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 3,302 lbs Rebar Spacing = 18.00
...resultant ecc. = 10.64 in Rebar Placed at = Center
Design Data - -
Soil Pressure @ Toe = 1,777 psf OK
fb/FB+fa/Fa = 0.712
Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,175.9
Allowable = 1,995 psf Moment....Actual ft-#= 2,488.6
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,132 psf Moment.....Allowable = 3,493.2
ACI Factored @ Heel = 0 psf Shear.....Actual psi= 21.3
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 28.4 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 16.67LAP SPLICE IF BELOW in=
Lateral Sliding Force = 1,021.1 lbs HOOK EMBED INTO FTG in= 6.00
less 100%
less 100Friction Force - 1,155.6 lbs Passive Force= - 0. lbs Lap splice above base reduced by stress ratio
=
Added Force Req'd = 0.0 lbs OK Mason Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 376.1 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors Modular Ration'
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 Footing Design Results
Toe Width = 0.00 ft Toe Heel
Heel Width = 4.25 Factored Pressure = 2,132 0 psf
Total Footing Width = 4.25 Mu':Upward = 0 0 ft-#
Footing Thickness 12.00 in Mu':Downward = 0 411 ft-#
Mu: Design = 0 411 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 28.42 psi
Key Depth = 0.00 in Allow 1-Way Shear = 0.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 5'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
5'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces& Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 630.0 2.00 1,260.0 Soil Over Heel = 1,970.8 2.46 4,845.0
Surcharge over Heel = 76.4 3.00 229.1 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 143.3 2.46 352.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Seismic Earth Load = 157.6 3.60 567.3 Soil Over Toe = 1,970.8
Seismic Stem Self Wt = 220.0 3.75 825.0 Surcharge Over Toe =
Total 1,021.1 O.T.M. 2645,7 Stem Weight(s) = 550.0 0.33 183.3
Earth @ Stem Transitions=
_ = Footing Weight = 637.5 2.13 1,354.7
Resisting/Overturning Ratio = 2.55 Key Weight =
Vertical Loads used for Soil Pressure= 3,301.7 lbs Vert.Component =
Total= 3,301.7 lbs R.M.= 6,735.3
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:
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00:1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
i'
Surcharge Loads ,� j Lateral Load Applied to Stem ` Adjacent Footing Load
Surcharge Over Heel = 40.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs
Used To Resist Sliding&Overturning ...Height to Top = 0.00 It Footing Width = 0.00 ft
Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 It Eccentricity = 0.00 in
Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft
has been increased 1.00 FootingType
Axial Load Applied to Stem by a factor of yp
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind = 0.0 ft
Axial Live Load = 0.0 lbs nd on Exposed Stem = 0.0 psf at Back of Wall
Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300
iD
Iesn Summa em Construction Top Stem
L_ g Summary StCtti
' 1 -- Stem OK -
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 4.63 OK Wall Material Above"Ht" = Concrete
Sliding = 1.57 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00
...resultant ecc. = 6.34 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,391 psf OK fb/FB+fa/Fa = 0.541
Soil Pressure @ Heel = 312 psf OK Total Force @ Section lbs= 1,130.2
Allowable = 1,500 psf
Soil Pressure Less Than Allowable Moment....Actual ft#= 2,382.5
ACI Factored @ Toe = 1,670 psf Moment.....Allowable = 4,407.9
ACI Factored @ Heel = 374 psf Shear.....Actual psi= 23.5
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.65
Lateral Sliding Force = 946.6 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 6.00
less 100%Friction Force - 1,490.41bs
less 100Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio
% =
Added Force Req'd = 0.0 lbs OK Mason Data Hook embedment reduced by stress ratio
....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 FactorEquiv.Solid Thick. _
Dead Load 1.200 Masonry Block Type = Medium Weight
Live Load 1.600
Earth,H 1.600 Masonry Design Method = AS
Wind,W 1.600 Concrete Data - -
fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Footing Dimensions &Strengths Footing Design Results
Toe Width = 0.25 It Toe Heel
Heel Width = 4.75_ Factored Pressure = 1,670 374 psf
Total Footing Width = 5.00 Mu':Upward = 51 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-#
Mu: Design = 46 534 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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
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 2,695.0 2.96 7,972.7
Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= •Axial Live Load on Stem =
= Soil Over Toe = 2,695.0
Surcharge Over Toe =
Total 946.6 O.T.M. 2,312.7 Stem Weight(s) = 650.0 0.58 379.2
Earth @ Stem Transitions=
_ = Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 4.63 Key Weight =
Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component =
Total= 4,258.3 lbs R.M.= 10,710.1
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 6.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00: 1
Heel Active Pressure = 35.0 psf/ft
= = I,
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingiiSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 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
has been increased 1.00
Axial Load Applied to Stem � Footing Type
by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
L_
Earth Pressure Seismic Load , Kae for seismic earth pressure = 0.389 Added seismic base force 214.5 lbs
Design Kh = 0.1669 Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load , Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 185.7 lbs
Use menu item Settings>Printing&Title Block Title : 6'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc It= 0.00
Overturning = 2.68 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 4,258 lbs Rebar Spacing = 14.00
...resultant ecc. = 11.10 in Rebar Placed at = Center
Design Data
Soil Pressure @ Toe = 1,802 psf OK fb/FB+fa/Fa = 0.913
Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,612.1
Allowable = 1,995 psf Moment....Actual ft-#= 4,026.6
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,163 psf Moment.....Allowable = 4,407.9
ACI Factored @ Heel = 0 psf Shear.....Actual psi= 29.0
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 37.1 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.38LAP SPLICE IF BELOW in=
Lateral Sliding Force = 1,346.8 lbs HOOK EMBED INTO FTG in= 7.39
less 100%
less 100Friction Force - 1,490.4 lbs
Passive Force= - 0.0 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 = 529.8 lbs NG 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 Footing Design Results
Toe Width = 0.25 ft Toe Heel
Heel Width = 4.75_ Factored Pressure = 2,163 0 psf
Total Footing Width = 5.00 Mu':Upward = 66 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 6 534 ft-#
Mu: Design = 61 534 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 37.11 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 6'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
6'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
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 = 2,695.0 2.96 7,972.7
Surcharge over Heel = 89.1 3.50 311.8 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 163.3 2.96 483.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
Seismic Earth Load = 214.5 4.20 900.8 Soil Over Toe = 2,695.0
Seismic Stem Self Wt = 260.0 4.25 1,105.0 Surcharge Over Toe =
Total 1,346.8 O.T.M. 4,002.8 Stem Weight(s) = 650.0 0.58 379.2
Earth @ Stem Transitions=
Footing Weight = 750.0 2.50 1,875.0
Resisting/Overturning Ratio = 2.68 Key Weight =
Vertical Loads used for Soil Pressure= 4,258.3 lbs Vert.Component =
Total= 4,258.3 lbs R.M.= 10,710.1
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:
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 7.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingllSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load
Surcharge Over Heel = 40.0 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
L XI81 LOad Applied t0 Stem has been increased 1.00 Footing Type
by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary Stem Construction -Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.11 OK Wall Material Above"Ht" = Concrete
Sliding = 1.59 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00
...resultant ecc. = 5.90 in Rebar Placed at = Center
Soil Pressure @Toe = 1,383 psf OK Design Data - - - - - - --
Soil Pressure @ Heel = 472 psf OK Totalfb/FB+fa/Fa = 0.512
1,500 Total Force @Section lbs= 1,514.5
Allowable = psf Moment....Actual ft-#= 3,700.2
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,660 psf Moment.....Allowable = 7,221.8
ACI Factored @ Heel = 566 psf Shear.....Actual psi= 31.6
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 12.00
Lateral Sliding Force = 1,221.8 lbs LAP SPLICE IF BELOW in=
HOOK EMBED INTO FTG in= 6.00
less 100%Passive Force= - 0.0 lbs
less 100%Friction Force - 1,947.8 lbs
Lap splice above base reduced by stress ratio
=
Added Force Req'd = 0.0 lbs OK Masonry Data _Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 0.0 lbs OK I'm 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
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
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Footing Dimensions &Strengths Footing Design Results
Toe Width = 0.50 ft Toe Heel
Heel Width = 5.50Factored Pressure = 1,660 566 psf
Total Footing Width = 6.00 Mu':Upward = 204 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-#
Mu: Design = 181 748 114Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 It Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
Min.As% = 0.0018 Other Acceptable Sizes 8,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
Summary of Overturning & Resisting Forces&Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs It ft-# lbs ft ft-#
Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0
Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Soil Over Toe = 3,721.7
Surcharge Over Toe =
Total 1,221.8 O.T.M. 3,393.9 Stem Weight(s) = 750.0 0.83 625.0
Earth @ Stem Transitions=
Footing Weight = 900.0 3.00 2,700.0
Resisting/Overturning Ratio = 5.11 Key Weight =
Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component =
Total= 5,565.0 lbs R.M.= 17,353.8
*Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 7.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Slope Behind Wall 0.00: 1
Heel Active Pressure - 35.0 psf/ft
= =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads ! Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 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 Fig CL Dist = 0.00 ft
Axial Load Applied to Stem has been increased 1.00 Footing Type
by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 280.1 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 214.3 lbs
Use menu item Settings>Printing&Title Block Title : 7'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction , Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.01 OK Wall Material Above"Ht" = Concrete
Sliding = 1.13 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 5,565 lbs Rebar Spacing = 8.00
...resultant ecc. = 10.99 in Rebar Placed at = Center
Soil Pressure @ Toe = 1,777 psf OK Design Data -
Soil Pressure @ Heel = 78 psf OK Totalfb/FB+fa/Fa 0.846
1,995 Total Force @Section lbs= 2,116.6
Allowable = psf Moment....Actual ft-#= 6,094.0
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,133 psf Moment.....Allowable = 7,221.8
ACI Factored @ Heel = 93 psf Shear.....Actual psi= 37.8
Footing Shear @ Toe = 0.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 49.5 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 4.00
Sliding Calcs LAP SPLICE IF ABOVE in= 19.75(Vertical Component Used) LAP SPLICE IF BELOW in=
Lateral Sliding Force = 1,716.3 lbs HOOK EMBED INTO FTG in= 6.84
less 100%
less 100%Friction Force = - 1,947.8 lbs Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data _Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 626.6 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors Modular Ration'
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 Footing Design Results
Toe Width = 0.50 ft Toe Heel
Heel Width = 5.50_ Factored Pressure = 2,133 93 psf
Total Footing Width = 6.00 Mu':Upward = 259 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 23 748 ft-#
Mu: Design = 237 748 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.00 49.52 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #4 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 7'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
7'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces&Moments
.OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 3,721.7 3.58 13,336.0
Surcharge over Heel = 101.8 4.00 407.3 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 193.3 3.58 692.8
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Seismic Earth Load = 280.1 4.80 1,344.7 Soil Over Toe = 3,721.7
Seismic Stem Self VA = 300.0 4.75 1,425.0 Surcharge Over Toe =
-_
Total 1,716.3 O.T.M. 5,756.5 Stem Weight(s) = 750.0 0.83 625.0
Earth @ Stem Transitions=
_ = Footing Weight = 900.0 3.00 2,700.0
Resisting/Overturning Ratio = 3.01 Key Weight =
Vertical Loads used for Soil Pressure= 5,565.0 lbs Vert.Component =
Total= 5,565.0 lbs R.M.= 17,353.8
If seismic included the min.OTM and sliding 'Axial live load NOT included in total displayed,or used for overturning
ratios maybe 1.1 per IBC'09, 1807.2.3. resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria - Soil Data
Retained Height = 8.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure = 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 It Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingliSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 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 Fig CL Dist = 0.00 ft
has been increased 1.00 FootingType
Axial Load Applied to Stem by a factor of yp
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wi =
nd on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary Stem Construction , Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.11 OK Wall Material Above"Ht" = Concrete
Sliding = 1.55 OK Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00
...resultant ecc. = 5.74 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,430 psf OK Design Data
Soil Pressure @ Heel = 576 psf OK Total fb/FB+fa/Fa 0.564
= 1,500 Total Force @Section lbs= 1,954.9
Allowable
psf Moment....Actual ft-#= 5,430.3
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,715 psf Moment.....Allowable = 9,623.1
ACI Factored @ Heel = 691 psf Shear.....Actual psi= 26.3
Footing Shear @ Toe = 0.6 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.20
Lateral Sliding Force = 1,532.0 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 6.00
less 100%
less 100%Friction Force - 2,369.2 lbs
Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio
=
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....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
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Footing Dimensions &Strengths Footing Design Results
Toe Width = 0.75 ft Toe Heel
Heel Width = 6.00 Factored Pressure = 1,715 691 psf
Total Footing Width = 6.75 Mu':Upward = 472 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-#
Mu: Design = 421 910 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.63 60.82 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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
Summary of Overturning & Resisting Forces&Moments
. ..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 = 4,693.3 4.08 19,164.4
Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
= Soil Over Toe = 4,693.3
Surcharge Over Toe =
Total 1,532.0 O.T.M. 4,768.0 Stem Weight(s) = 850.0 1.08 920.8
Earth @ Stem Transitions=
Footing Weight = 1,012.5 3.38 3,417.2
Resisting/Overturning Ratio = 5.11 Key Weight =
Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component _
Total= 6,769.2 lbs R.M.= 24,373.6
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 8'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 8.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
Footing flSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads Lateral Load Applied to Stem
i_ 9 � � pp ` Adjacent Footing Load
Surcharge Over Heel = 40.0 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
has been increased 1.00 Footin T e
Axial Load Applied to Stem by a factor of 9 YP
Base Above/Below Soil 0.0 ft
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load Kae for seismic earth pressure = 0.389 Added seismic base force 354.6 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 242.9 lbs
Use menu item Settings>Printing&Title Block Title 8'-0"Wall with seismicPage:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.06 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio<1.5! Thickness = 8.00
Rebar Size = # 5
Total Bearing Load = 6,769 lbs Rebar Spacing = 10.00
...resultant ecc. = 11.40 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,850 psf OK Design Data
fb/FB+fa/Fa 0.911
Soil Pressure @ Heel = 156 psf OK Total Force @ Section lbs= 2,689.5
Allowable = 1,995 psf Moment....Actual ft-#= 8,769.3
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,219 psf Moment.....Allowable = 9,623.1
ACI Factored @ Heel = 187 psf Shear.....Actual psi= 30.9
Footing Shear @ Toe = 0.8 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 60.8 psi OK Wall Weight = 100.0
Allowable = 75.0 psi Rebar Depth 'd' in= 6.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 21.32
Lateral Sliding Force = 2,129.5 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 7.84
less 100%less 100Passive Force= - 0.0 lbs Lap splice above base reduced by stress ratio
%0 Friction Force = - 2,369.2 lbs
Added Force Req'd = 0.0 lbs OK Mason Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 825.0 lbs NG 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 Footing Design Results
Toe Width = 0.75 ft Toe Heel
Heel Width = 6.00_ Factored Pressure = 2,219 187 psf
Total Footing Width = 6.75 Mu':Upward = 603 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 51 910 ft-#
Mu: Design = 552 910 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 0.83 60.82 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 8'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
8'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces& Moments
.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 = 4,693.3 4.08 19,164.4
Surcharge over Heel = 114.5 4.50 515.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 213.3 4.08 871.1
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= *Axial Live Load on Stem =
Seismic Earth Load = 354.6 5.40 1,914.6 Soil Over Toe = 4,693.3
Seismic Stem Self VA = 340.0 5.25 1,785.0 Surcharge Over Toe =
Total 2,129.5 O.T.M. 7,957.6 Stem Weight(s) = 850.0 1.08 920.8
Earth @ Stem Transitions=
Footing Weight = 1,012.5 3.38 3,417.2
Resisting/Overturning Ratio = 3.06 Key Weight =
Vertical Loads used for Soil Pressure= 6,769.2 lbs Vert.Component =
Total= 6,769.2 lbs R.M.= 24,373.6
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:
Use menu item Settings>Printing&Title Block Title : V-0"Wall Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
V-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 9.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads [ Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel = 40.0 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 Fig CL Dist = 0.00 ft
has been increased 1.00 Footin T
9 YPe
Axial Load Applied to Stem
by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary j Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.80 OK Wall Material Above"Ht" = Concrete
Sliding = 1.58 OK Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00
...resultant ecc. = 4.09 in Rebar Placed at = Edge
Soil Pressure @ Toe = 1,331 psf OK Design Data - -- - - --
Soil Pressure @ Heel = 789 psf OK Total fb/FB+fa/Fa = 0.588
= Force @Section lbs= 2,451.3
Allowable 1,500 psf Total
Soil Pressure Less Than Allowable Moment....Actual ft-#= 7,628.7
ACI Factored @ Toe = 1,598 psf Moment.....Allowable = 12,971.1
ACI Factored @ Heel = 947 psf Shear.....Actual psi= 24.9
Footing Shear @ Toe = 7.4 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.3 psi OK Wali Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 13.76
Lateral Sliding Force = 1,877.3 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 0.0 lbs HOOK EMBED INTO FTG in= 6.03
less 100%Friction Force = - 2,968.6 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
--- -
....for 1.5: 1 Stability = 0.0 lbs OK fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
_
Load Factors -
Building Code IBC 2009,ACI Modular Ratio'n'
Short Term FactorDeaEquiv.Solid Thick.
Live 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
Seismic,E 1.000 psi= 2,500.0
Fy psi= 60,000.0
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Footing Dimensions &Strengths Footing Design Results
Toe Width = 1.25 ft Toe Heel
Heel Width = 6.75 Factored Pressure = 1,598 947 psf
Total Footing Width = 8.00 Mu':Upward = 1,222 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-#
Mu: Design = 1,081 1,120 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 7.41 74.32 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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
Summary of Overturning & Resisting Forces&Moments
....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6
Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
= Soil Over Toe = 5,857.5
Surcharge Over Toe =
Total 1,877.3 O.T.M. 6,469.7 Stem Weight(s) = 1,187.5 1.67 1,979.2
Earth @ Stem Transitions=
_ = Footing Weight = 1,200.0 4.00 4,800.0
Resisting/Overturning Ratio = 5.80 Key Weight =
Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component =
Total= 8,481.7 lbs R.M.= 37,503.9
'Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 9.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0sf/ft
Slope Behind Wall = 0.00:1 = p
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
Surcharge Loads 'L Lateral Load Applied to Stem I Adjacent Footing Load
Surcharge Over Heel = 40.0 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 by a factor of Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load ' Kae for seismic earth pressure = 0.389 Added seismic base force 437.7 lbs
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load �, Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 339.3 lbs
Use menu item Settings>Printing&Title Block Title : 9'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Design Summary Stem Construction Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.39 OK Wall Material Above"Ht" = Concrete
Sliding = 1.12 Ratio<1.5! Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 8,482 lbs Rebar Spacing = 10.00
-
...resultant ecc. - 10.57 In Rebar Placed at = Edge
Soil Pressure @ Toe = 1,760 psf OK Design Data -
Soil Pressure @ Heel = 360 psf OK Totalfb/FB+fa/Fa 0.970
1,995 Total Force @Section lbs= 3,425.7
Allowable = psf Moment....Actual ft-#= 12,581.6
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,113 psf Moment.....Allowable = 12,971.1
ACI Factored @ Heel = 432 psf Shear.....Actual psi= 29.8
Footing Shear @ Toe = 10.0 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.3 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 22.70
Lateral Sliding Force = 2,654.3 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 8.26
less 100%less 100Passive Force= - 0. lbs Lap splice above base reduced by stress ratio
%0 Friction Force = - 2,968.66 lbs
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 1,012.8 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Modular Ration'
Load Factors
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 Footing Design Results
Toe Width = 1.25 ft Toe Heel
Heel Width = 6.75 Factored Pressure = 2,113 432 psf
Total Footing Width = 8.00 Mu':Upward = 1,582 0 ft-#
Footing Thickness = 12.00 in Mu':Downward = 141 1,120 ft-#
Mu: Design = 1,441 1,120 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 9.96 74.32 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 9'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
9'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Summary of Overturning &Resisting Forces & Moments
.. ..
...OVERTURNING.. . .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# lbs ft ft-#
Heel Active Pressure = 1,750.0 3.33 5,833.3 Soil Over Heel = 5,857.5 5.04 29,531.6
Surcharge over Heel = 127.3 5.00 636.4 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 236.7 5.04 1,193.2
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= 'Axial Live Load on Stem =
Seismic Earth Load = 437.7 6.00 2,626.4 Soil Over Toe = 5,857.5
Seismic Stem Self Wt = 475.0 5.75 2,731.3 Surcharge Over Toe =
Total 2,654.3 O.T.M. 11,047.0 Stem Weight(s) = 1,187.5 1.67 1,979.2
Earth @ Stem Transitions=
Footing Weight = 1,200.0 4.00 4,800.0
Resist!ng/Overturning Ratio = 3.39 Key Weight =
Vertical Loads used for Soil Pressure= 8,481.7 lbs Vert.Component =
Total= 8,481.7 lbs R.M.= 37,503.9
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:
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,AC1 530-08
License To:CORE ENGINEERING
Criteria Soil Data
Retained Height = 10.00 ft Allow Soil Bearing = 1,500.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Heel Active Pressure - 35.0 psf/ft
Slope Behind Wall = 0.00:1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive
12.00 in
Surcharge Loads Lateral Load Applied to Stem
9 � � pp Adjacent Footing Load
Surcharge Over Heel = 40.0 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
has been increased 1.00 Footing Type Line Load
by a factor of
AXI81 Load Applied t0 Stem Base Above/Below Soil
Axial Dead Load - 0.0Wi
lbs = 0.0 ft
nd on Exposed Stem = 0.0 psf at Back of Wall
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Design Summary Stem Construction _Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 5.58 OK Wall Material Above"Ht" = Concrete
Sliding = 1.55 OK Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50
...resultant ecc. = 4.26 in Rebar Placed at = Edge
Design Data - -- ---
Soil Pressure @ Toe = 1,444 psf OK fb/FB+fa/Fa = 0.610
Soil Pressure @ Heel = 878 psf OK
Allowable = 1,500 Total Force @Section lbs= 3,003.6
psf Moment....Actual ft-#= 10,351.5
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 1,733 psf Moment.....Allowable = 16,968.2
ACI Factored @ Heel = 1,054 psf Shear.....Actual psi= 30.6
Footing Shear @ Toe = 7.4 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 14.28
Lateral Sliding Force = 2,324.3 lbs LAP SPLICE IF BELOW in=
less 100%Passive Force= - 45.1 lbs HOOK EMBED INTO FTG in= 6.21
less 100%Friction Force = - 3,555.6 lbs Lap splice above base reduced by stress ratio
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....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
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
Footing Dimensions &Strengths Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 7.25_ Factored Pressure = 1,733 1,054 psf
Total Footing Width = 8.75 Mu':Upward = 1,905 0 ft-#
Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-#
Mu: Design = 1,669 1,318 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 7.43 74.12 psi
Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None SpeCd
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
Summary of Overturning &Resisting Forces& Moments
.OM
VERTURNING..... .....RESISTING.....
Force Distance oment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9
Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= •Axial Live Load on Stem =
Soil Over Toe = 7,058.3
Surcharge Over Toe =
Total 2,324.3 O.T.M. 8,916.0 Stem Weight(s) = 1,312.5 1.92 2,515.6
Earth @ Stem Transitions=
Footing Weight = 1,531.3 4.38 6,699.2
Resisting/Overturning Ratio = 5.58 Key Weight =
Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component =
Total= 10,158.8 lbs R.M.= 49,752.1
Axial live load NOT included in total displayed,or used for overturning
resistance,but is included for soil pressure calculation.
DESIGNER NOTES:
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page:
to set these five lines of information Job# Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Criteria _ Soil Data
Retained Height = 10.00 ft Allow Soil Bearing = 1,995.0 psf
Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method
Slope Behind Wall
Heel Active Pressure - 35.0 psf/ft
= 0.00: 1 =
Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft
Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf
Soil Density,Toe = 110.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
iSurcharge Loads ILLateral Load Applied to Stem I Ad1acent Footing Load
�
Surcharge Over Heel = 40.0 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 Fig 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 = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft
Axial Live Load = 0.0 lbs Poisson's Ratio = 0.300
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load , Kae for seismic earth pressure = 0.389 Added seismic base force 545.8 Itis
Design Kh = 0.166 g Ka for static earth pressure = 0.277
Difference: Kae-Ka = 0.112
Using Mononobe-Okabe/Seed-Whitman procedure
Stem Weight Seismic Load �� Fp/Wp Weight Multiplier = 0.400 g Added seismic base force 375.0 lbs
Use menu item Settings>Printing&Title Block Title : 10'-0"Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08
License To:CORE ENGINEERING
L Design Summary ' Stem Construction ' Top Stem
Stem OK
Wall Stability Ratios Design Height Above Ftc ft= 0.00
Overturning = 3.32 OK Wall Material Above"Ht" = Concrete
Sliding = 1.11 Ratio<1.5! Thickness = 10.00
Rebar Size = # 5
Total Bearing Load = 10,159 lbs Rebar Spacing = 7.50
...resultant ecc. = 11.42 in Rebar Placed at = Edge
Soil Pressure @Toe = 1,919 psf OK Design Data - - - -- - - -- -- - ---
0.990
Soil Pressure @ Heel = 403 psf OK Totalfb/FB+fa/Fa = 45.2
Allowable = 1,995 Total Force @Section lbs= 4,145.2
psf Moment....Actual ft-#= 16,806.9
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 2,303 psf Moment.....Allowable = 16,968.2
ACI Factored @ Heel = 484 psf Shear.....Actual psi= 35.9
Footing Shear @ Toe = 10.1 psi OK Shear.....Allowable psi= 75.0
Footing Shear @ Heel = 74.1 psi OK Wall Weight = 125.0
Allowable = 75.0 psi Rebar Depth 'd' in= 8.19
Sliding Calcs (Vertical Component Used) LAP SPLICE IF ABOVE in= 23.18
Lateral Sliding Force = 3,245.1 lbs LAP SPLICE IF BELOW in=
EMBED INTO FTG in= 8.57
less 100%Passive Force= - 45.1 lbs
less 100%Friction Force - 3,555.6 lbs
Lap splice above base reduced by stress ratio
=
Added Force Req'd = 0.0 lbs OK Masonry Data Hook embedment reduced by stress ratio
....for 1.5: 1 Stability = 1,266.9 lbs NG fm psi=
Fs psi=
Solid Grouting =
Use Half Stresses =
Load Factors Modular Ration' _
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
Concrete Data -- - -
Wind,W 1.600 fc psi= 2,500.0
Seismic,E 1.000 Fy psi= 60,000.0
Footing Dimensions &Strengths Footing Design Results
Toe Width = 1.50 ft Toe Heel
Heel Width = 7.25_ Factored Pressure = 2,303 484 psf
Total Footing Width = 8.75 Mu':Upward = 2,474 0 ft-#
Footing Thickness = 14.00 in Mu':Downward = 236 1,318 ft-#
Mu: Design = 2,237 1,318 ft-#
Key Width = 0.00 in Actual 1-Way Shear = 10.06 74.12 psi
Key Depth = 0.00 in ,allow 1-Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft Toe Reinforcing = #5 @ 18.00 in
fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 10.00 in
Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd
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 : 10'-0”Wall with seismic Page:
to set these five lines of information Job# : Dsgnr: DNS Date: 20 JUN 2012
for your program. Description....
10'-0"retained with seismic
This Wall in File:g:\structural projects\projects\2012 projects\b1
RetainPro 10 (c)1987-2011, Build 10.12.1.13
License:KW-06059393 Cantilevered Retaining Wall Design Code: IBC 2009,AC1 318-08,ACI 530-08
License To:CORE ENGINEERING
Summary of Overturning & Resisting Forces&Moments
.OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 7,058.3 5.54 39,114.9
Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel =
Surcharge Over Toe = Surcharge Over Heel = 256.7 5.54 1,422.4
Adjacent Footing Load = Adjacent Footing Load =
Added Lateral Load = Axial Dead Load on Stem=
Load @ Stem Above Soil= •Axial Live Load on Stem =
Seismic Earth Load = 545.8 6.70 3,657.0 Soil Over Toe = 7,058.3
Seismic Stem Self Wt = 525.0 6.42 3,368.8 Surcharge Over Toe =
Total 3,245.1 O.T.M. 14,979.2 Stem Weight(s) = 1,312.5 1.92 2,515.6
Earth @ Stem Transitions=
= Footing Weight = 1,531.3 4.38 6,699.2
Resisting/Overturning Ratio = 3.32 Key Weight =
Vertical Loads used for Soil Pressure= 10,158.8 lbs Vert.Component =
Total= 10,158.8 lbs R.M.= 49,752.1
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: