HomeMy WebLinkAboutCT 14-09; Uptown Bressi Ranch; Structural Calculations Uptown Bressi Ranch Phase 1 Retaining Walls (Updates) for Rick Engineering Company; 2017-11-08Engineering, Inc.
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STRUCTURAL CALCULATIONS
UPTOWN BRESSI RANCH PHASE 1 RETAINING WALLS
(UPDATES)
FOR
RICK ENGINEERING COMPANY
SUBJECT: SHEET NO:
Design Criteria ............................................................................................................................................ 1
Retaining Wall Calculations .............................................................................................................. 2 -309
Job No.: 17058
Date: November 8, 2017
16466 Bernardo Center Drive. Suite 279
San Diego, CA 92128
858.673.8416 tel
ECEl\'ED
DEC O 1 2017
LAND DEVELOPMENT
ENGINEERING
Designed By:
Checked By:
EAS
RCH
Las Vegas, NV
Salt Lake City. UT
Engineering, Inc.
Governing Building Code:
California Building Code 2016
Soil Design Parameters:
Per the letter from Shea Homes Dated October 25, 2017 the active soil pressures for
level backfill was taken as 35H psf. Active earth pressure for retained soil at 2:1 slope
was taken as 50H psf.
Per the soils report by GEOCON, Inc. dated April 24, 2017, the equivalent fluid force
for seismic loading will be taken as 21 H psf distributed along the height of the retained
soil starting at O psf at the top of the wall.
A passive earth pressure equivalent to 300 pcf will be used. The upper 12 inches of
material not protected by floor slabs or pavement is not included in the design for
lateral resistance.
In general, wall foundations having a minimum depth of 24 inches and width of 12
inches were designed for an allowable soil bearing pressure of 2,000 psf. The
allowable soil bearing pressure was increased by 300 psf and 500 psf for each
additional foot of foundation width and depth, respectively, up to a maximum allowable
soil bearing pressure of 4,000 psf.
Design loading for a 3 ft high fence at the top of wall was considered where required. It
was assumed that the fence weighs 50 plf and resists a wind load of 30 psf across the
entire height of the fence.
The seismic load weight multiplier was computed using ASCE 7-10 Equation 15.4-5
Where V = 0.3S_DS*W*l_e
16466 Bernardo Center Drive, Suite 279
San Diego. CA 92128
858.673.8416 tel
Las Vegas, NV
Salt Lake City. UT
,---,
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW.asos1sss Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
c,I c.r,.it.,er.ia..,. _______ ..... I Soil Data •
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
9.33 ft
0.17ft
0.00
36.00 in
0.0 ft
Allow Soil Bearing 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure 300.0 psi/ft
Soil Density, Heel = 130.00 pcf
Soil Density, Toe = 130.00 pcf
Fooling[ISoil Friction = 0.350
Soil height to Ignore
for passive pressure 12.00 in •
c,I s.u.r.c.h.ar•g•e•L•o•a•d•s............. I Lateral Load Applied to Stem • I Adjacent Footing Load • Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem I
Axial Dead Load
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
o.o lbs
0.0 lbs
0.0 in
• Wall Stability Ratios
Overturning
Sliding
1.98 OK
1.95 OK
Total Bearing Load
... resultant ecc.
7,365 lbs
14.82 in
Soil Pressure@ Toe 3,241 psi OK
Soil Pressure @ Heel = o psi OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 4,538 psi
ACI Factored @ Heel = O psf
Footing Shear@ Toe = 23.1 psi OK
Footing Shear@ Heel 19.2 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
.... for 1.5 Stability
3,794.3 lbs
4,809.4 lbs
2,577.8 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Lateral Load =
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Service Level)
0.0 #/ft
0.00 fl
0.00 ft
Wind (/IV)
(Service LeveQ
0.0 psi
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
=
=
=
=
=
6,000.0 lbs
3.00 fl
0.00 in
8.50 ft
Line Load
-2.0 fl
0.300
c,ls.t.e .. m.c ... on.s.t.ru.c.t.io .. n .. __.•--==---~-'==-='---~~~~~~~~~ 2nd Bottom
Stem OK Stem OK Design Height Above Fig ft=
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at =
2.67
Masonry
LRFD
8.00
# 6
16.00
Edge
0.00
Masonry
LRFD
12.00
# 6
8.00
Edge Design Data -------------------------
lb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment •••• Actual
Service Level
strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
DASS 0.484
1,829.7 4,583.5
3,238.5 11,611.5
7,115.6 24,007.5
20.0 32.9
90.0 90.0
91.50 139.50
5.25 9.00
MasonryData ~-----------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
psi=
in=
=
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
84.0 133.0
7.60 11.60
Normal Weight
LRFD
ConcreteData -----------------------~
fc
Fy
psi=
psi=
Title Bressj Ranch Page: 2
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5'
This Wall in File: S:\17117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
3.00
1.00 ft
4.50
5.50
15.00 in
12.00 in
18.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results )
~ .l:!ttJ.
Factored Pressure 4,538 O psf
Mu': Upward 2,102 2,742 ft-#
Mu': Downward 520 11,763 ft-#
Mu: Design 1,583 9,021 ft-#
Actual 1-Way Shear 23.11 19.20 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
1.78 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summa of Overturn in & Resistin Forces & Moments
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
..... OVERTURNING ..... Force Distance Moment
lbs ft ft-#
1,958.9 3.53 6,908.3
1,835.4 2.46 4,507.3
3,794.3 O.T.M. 11,415.6
Vertical Loads used for Soil Pressure = 1.98
7,365.2 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
. .... RESISTING ..... Force Distance
lbs ft
4,245.2 3.75
256.4 5.25
390.0 0.50
928.8 1.40
288.6 1.83
1,031.3 2.75
225.0 2.00
Moment
ft-#
15,919.3
1,346.1
195.0
1,297.6
529.1
2,835.9
450.0
Total = 7,365.2 lbs R.M.= 22,573.1
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
I Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.156 in
The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
TIiie Bressj Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 • 9.5'
This Wall in File: S:117117058-Bressl Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
9.5' Design Height, 6' exposed
Flat slope backfill
Flat front assumed
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
._;
Tille BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' Pg. 5
This Wall In FIie: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~1:~~:~ ~ii:1-;~JJ· Build 11·11·04·04 Cantilevered Retaining Wall License To: R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for #6 bar specified In this stem design segment =
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #6 bar extending down Into this stem design segment from above=
Development length for #6 bar specified In this stem design segment=
Hooked embedment length into footing for #6 bar specified In this stem design segment=
As Provided =
As Required =
30.00 In
30.00 In
19.01 in
19.01 in
30.00 in
30.00 in
19.01 in
19.01 in
7.67 in
0.6600 ln2/ft
0.8790 in2/ft
Title Bressj Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 • 9.5'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
3'-0 "
8" w/ #6@ 16"
Solid Grout
2" w/#6@ 8"
olid Grout
#5@.16.in @Toe
#6(@12 in
@'Center On Key
#6@16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-10"
9'-4" 9'-6"
2'-8"
1'-6"
1'-6 ' 1'-0" 3'-0"
4'-6 "
5'-6"
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 3 NOV 201 7
Description ....
Wall 1 E2 • 9.5'
This Wall in File: S:117\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 4S09.38#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
i
AdJ Ftg Load =6000#
Ecc.=O~ from CL
-
3794#
Title Bress/ Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry
Designer to determine bar cutoff locations
480.0 lbs 1,440.0 lbs 2,400.0 lbs 3,360.0 lbs 4,320.0 lbs 0.0 lbs 960.0 lbs 1,920.0 lbs 2,880.0 lbs 3,840.0 lbs
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 - 9.5'
This Wall in File: S:117\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 fl-# 13,350.0 fl-# 18,690.0 fl-# 24,030.0 fl-#
0.0 ft-# 5,340.0 ft-# 10,680.0 fl-# 16,020.0 fl-# 21,360.0 fl-#
Title BressJ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:117117058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 1
Date: 3 NOV 2017
~,:~~:~ ~l~i1J:JJ· Build 11·'7•04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
I._, c.r.it.er.ia _________ l I Soil Data I
Retained Height = 9.33 ft
Wall height above soil = 0.17 ft
Slope Behind Wall 0.00
Height of Soil over Toe = 36.00 In
Water height over heel = 0.0 ft
Allow Soil Bearing 5,333.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
=
300.0 psf/ft
= 130.00 pct
= 130.00 pcf
= 0.350
12.00 in •
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Slldlng & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Lateral Load = 0.0 #/ft Adjacent Footing Load =
... Height to Top = 0.00 ft Footing Width =
.•. Height to Bottom = 0.00 ft Eccentricity =
Load Type = Wind fY'I) Wall to Ftg CL Dist =
• (Service Level) Footing Type
Base Above/Below Soil I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = o.o psi at Back of Wall =
(Service Level) Poisson's Ratio = Axial Live Load = a.a lbs
Axial Load Eccentricity = 0.0 In
I Earth Pressure Seismic Load •
Method : Triangular Total Strength-Level Seismic Load .... .
Load at bottom of Triangular Distribution . . . . . . . 222.250 psf Total Service-Level Seismic Load .... .
(Strength)
I Stem Weight Seismic Load • FP I WP Weight Multiplier 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
o.oo in
8.50 ft
Line Load
-2.0 ft
0.300
1,175.703 lbs
822.992 lbs
146.9 lbs
•
Title Bres~ Ranch Page: 2
Job # : 1705B Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
1.49 Ratio < 1.51
1.55 OK
7,365 lbs
20.87 in
Soil Pressure @ Toe = 4,858 psf OK
Soil Pressure @ Heel = O psi OK
Allowable = 5,333 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 6,801 psi
ACI Factored@ Heel O psi
Footing Shear@ Toe =
Footing Shear@ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force
less 100%, Passive Force=
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability =
35.0 psi OK
34.0 psi OK
82.2 psi
4,764.3 lbs
4,809.4 lbs
2,577.8 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors-------------
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Fig
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
ft=
=
=
=
=
=
2.67
Masonry
LRFD
8.00
# 6
16.00
Edge
0.00
Masonry
LRFD
12.00
# 6
8.00
Edge
Design Data --------------------------
fb/FB + la/Fa
Total Force @ Section
Service Level
Strength Level
Moment ••• Actual
Service Level
Strength Level
Moment ..... AUowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
=
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.663 0.639
2,425.3 5,707.7
4,715.6 15,351.1
7,115.6 24,007.5
26.5 40.9
90.0 90.0
91.50 139.50
5.25 9.00
MasonryData -------------------------~
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
psi=
in=
=
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
84.0 133.0
7.60 11.60
Normal Weight
LRFD
Concrete Data -------------------------
re
Fy
psi=
psi=
Tille Bress/ Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E2 -9.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
1.00 ft
4.50
5.50
15.00 in
12.00 in
18.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results J
~ .l:iffi
Factored Pressure 6,801 O psf
Mu' : Upward 3,027 411 fl-#
Mu' : Downward 520 11,763 fl-#
Mu: Design 2,507 11,352 ft-#
Actual 1-Way Shear 35.01 33.96 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@7.41 in, #5@ 11.48 in, #6@ 16.30 in. #7@22.22 in, #8@29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in. #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.78 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment
Item lbs ft fl-#
Heel Active Pressure 1,958.9 3.53 6,908.3 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 1,835.4
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 823.0
Seismic Stem Self Wt 146.9
Total 4,764.3
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.46 4,507.3
3.53 2,902.4
5.52 811 .0
0.T.M. 15,129.0
1.49
7,365.2 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
Vert. Component
Force Distance
lbs ft
4,245.2 3.75
256.4 5.25
390.0 0.50
928.8 1.40
288.6 1.83
1,031.3 2.75
225.0 2.00
Moment
fl-#
15,919.3
1,346.1
195.0
1,297.6
529.1
2,835.9
450.0
Total = 7,365.2 lbs R.M.= 22,573.1
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.233 in
The above calculation 1s not valid 1f the heel so11 bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil
•
Title Brass~ Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetaJnPro (c) 1987a2017, Build 11,17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
9.5' Design Height, 6' exposed
Flat slope backfill
Flat front assumed
Seismic is included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Tille Bressj Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description .•..
Wall 1 E2 -9.5' -seismic
This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 fl above top of footing
Lap Splice length for #6 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up Into this stem design segment from below =
Development length for #6 bar specified in this stem design segment=
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar extending down into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #6 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
30.00 in
30.00 in
19.01 in
19.01 in
30.00 in
30.00 in
19.01 In
19.01 in
7.67 in
0.6600 in2/ft
1.1621 ln2/ft
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
3-0"
8" wl #6@ 16"
Solid Grout
2" w/ #6@ 8"
olid Grout
#5@.16.in
@Toe
#6@12 in
@ 'Center On Key
#6@16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6"-1 O"
9'-4 " 9'-6"
z.9··
1'--6'"
1'-0" 3'-0"
4"-6"
5"-6"
Title Bress/ Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Pp= 4809.38#
Cantilevered Retaining Wall
i
Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =6000#
Ecc.=0~ from CL
823#
• Seismic lateral earth pressure
i:;i Seismic due to stem self weight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E2 -9.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry
Designer to determine bar cutoff locations
580.0 lbs 1,740.0 lbs 2,900.0 lbs 4,060.0 lbs 5,220.0 lbs
0.0 lbs 1,160.0 lbs 2,320.0 lbs 3,480.0 lbs 4,640.0 lbs
Title Bress/ Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E2. 9.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067965 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-#
0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
2.67 ft
Title Bresst Ranch
Job # : 17058. Dsgnr: EAS
Page: 1
Date: 3 NOV 2017
Description ....
Wall 1 E1-10.17'
This Wall in File: S:117117058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha ~.:!~:~ J~~:~~;:JJ· eund 11.11·0•·04 Cantilevered Retaining Wall
License To: R2H ENGINEERING INC.
Code: CBC 2016,ACI 318-14,ACI 530-13
c,I c.r.it.er.ia _________ • I Soil Data •
Retained Height 10.00 ft
Wall height above soil = 0.17ft
Slope Behind Wall 5.00
Height of Soil over Toe = 30.00 in
Water height over heel = 0.0 ft
Allow Soil Beartng = 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/fl
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoollngJISoil Frtction
Soil height to Ignore
for passive pressure
300.0 psi/ft
= 130.00 pcf
130.00 pcf
0.350
12.00 in
c,I Sl!!lu•r•c•h•ar .. g;,,,e.L.o.a.d.s _____ ... I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
I Design Summary
o.o lbs
o.o lbs o.o in
• Wall Slablllty Ratios
Overturning
Sliding
= 2.97 OK
1.51 OK
Total Bearing Load
... resultant ecc.
13,155 lbs
8.47 in
Soil Pressure@ Toe 2,830 psi OK
Soil Pressure @ Heel 758 psf OK
Allowable = 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,671 psi
ACI Factored @ Heel = 983 psi
Fooling Shear@ Toe = 19.9 psi OK
Lateral Load
... Height to Top =
... Height to Bottom =
Load Type
Wind on Exposed Stem =
(Service Level)
I Stem Construction
0.0 #/ft
0.00 ft
0.00 ft
Wind ryv)
(Service Level)
0.0 psi
• 2nd
Stem OK Design Height Above Fig ft= 4.00
Wall Material Above "Ht" Masonry
Design Method = LRFD
Thickness = 8.00
Rebar Size = # 5
Rebar Spacing = 16.00
Rebar Placed at = Edge
Design Data
fb/FB + fa/Fa 0.561
Total Force@ Section
Service Level lbs=
Strength Level lbs= 1,488.3
Moment. ... Actual
Service Level ft-#=
Adjacent Footing Load
Footing Width
Eccentrtcity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
Stem OK
0.00
Masonry
LRFD
12.00
# 6
8.00
Edge
0.701
6,107.9
Footing Shear@ Heel 7.7 psi OK
Allowable = 82.2 psi Strength Level ft-#= 2,893.7 16,817.4
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100°/o Friction Force =
Added Force Req'd =
... .for 1.5 Stability =
5,699.6 lbs
3,984.4 lbs
4,604.1 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Moment ..... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
ft-#= 5,155.0 24,007.5
psi=
psi= 16.3 43.B
psi= 90.0 90.0
in2= 91.50 139.50
in= 5.25 9.00
psi= 2,500 2,500
psi= 60,000 60,000
Yes Yes
12.89 12.89
psi= 84.0 133.0
in= 7.60 11.60
= Normal Weight
= LRFD
psi=
psi=
=
=
7,366.0 lbs
5.50 ft
0.00 in
8.75 ft
Line Load
-3.3 ft
0.300
•
Title Bressl Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
~oting Dimensions & Strengths
Toe Width
Heel Width
Total Fooling Width
Fooling Thickness
Key Width
Key Depth
Key Distance from Toe
re = 3,000 psi Fy =
Footing Concrete Density
1.00 ft
6.33
7.33
15.00 in
12.00 in
18.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Resultc:)
w tiill.
Factored Pressure 3,671 983 psf
Mu': Upward 1,774 23,240 ft-#
Mu': Downward 461 37,707 ft-#
Mu: Design 1,313 14,467 ft-#
Actual 1-Way Shear 19.87 7.66 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.26 in, #5@ 9.70 in, #6@ 13.77 in, #7@ 18.78 in, #8@24.73 in, #9@ 31 .
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
2.38 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 3,792.5 4.11 15,570.1
Surcharge over Heel
Surcharge Over Toe
Adjacent Fooling Load 1,907.1 2.20 4,192.7
Added Lateral Load
Load @ Stem Above Soil =
Total 5,699.6 O.T.M. 19,762.8
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
. .... RESISTING ..... Force Distance
lbs ft
6,932.9 4.67
369.7 5.56
1,649.3
325.0
1,050.3
260.0
5.81
0.50
1.42
1.83
Moment
ft-#
32,352.4
2,054.0
9,586.1
162.5
1,489.0
476.7
Footing Weigh1 1,374.9 3.67 5,041.2
Resisting/Overturning Ratio 2.97 Key Weight 225.0 2.00 450.0
Vertical Loads used for Soil Pressure = 13,154.6 lbs Vert. Component 967.5 7.33 7,094.7
Total = 13,154.6 lbs R.M.= 58,706.5
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.109 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil
•
Tille BressJ Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License: KW.(16057955 License To: R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height, 6' exposed
Adjacent retaining wall imposed load
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I ,
Tille BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987a2017, Build 11.17.04.04
License : KW-06067965 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 ft above top of footing
Lap Splice length for#5 bar specified in this stem design segment=
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#5 bar extending down into this stem design segment from above=
Lap Splice length for#6 bar specified in this stem design segment=
Development length for #5 bar extending down Into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in2/ft
1.2731 in2/ft
Tille Bress; Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057965 License To : R2H ENGINEERING, INC.
8" w! #5@ 16"
Solid Grout
12 w/#6@ s·
Solid Grout
#5@ 16 in @Toe
#6(@1 2.in
@ Center On Key
#6@8"
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
5
6'-2"
10 -0" 10 -2"
4 -0"
_ 1 -E 1 -0 4 -10 -~ -
1'-0 6-4
T-4"
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955
License To : R2H ENGINEERING INC.
Pp= 3984.38#
Cantilevered Retaining Wall
iii C. N ('l
0 ('") (X)
N
5
Code: CBC 2016,ACI 318-14,ACI 530-13
i
Adj Ftg Load =7366#
Ecc.=0~ from CL
~700#
ntle Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E1-10.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING, INC.
Masonry
4.00 ft
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,920.0 lbs 3,200.0 lbs 4,480.0 lbs 5,760.0 lbs lbs 2,560.0 lbs 3,840.0 lbs 5,120.0 lbs
Title Bross! Ranch Page : B
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
Title Bressj Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~~~~~~~ J~~:i1J:JJ· Build 11•17•04·04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
'-ii c.r.it.e.ri.a _________ • I Soil Data •
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
10.00 fl
0.17fl
5.00
30.00 in
0.0 fl
Allow Soil Bearing 5,300.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footing[ISoil Friction
Soil height to ignore
for passive pressure
300.0 psf/fl
= 130.00 pcf
= 130.00 pcf
= 0.350
12.00 in
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Lateral Load 0.0 #/fl Adjacent Footing Load
... Height to Top 0.00 ft Footing Width
... Height to Bottom 0.00 ft Eccentricity
Load Type Wind tyV) Wall to Ftg CL Dist
• (Service Level) Footing Type
Base Above/Below Soil
Axial Dead Load 0.0 lbs Wind on Exposed Stem = o.o psf at Back of Wall Axial Live Load o.o lbs
Axial Load Eccentricity 0.0 in
(Service Level)
I Earth Pressure Seismic Load •
Method : Triangular
Load at bottom of Triangular Distribution . . . . . = 236.250 psf
(Strength)
I Stem Weight Seismic Load • Fp I WP Weight Multiplier
Poisson's Ratio
Total Strength-Level Seismic Load .....
Total Service-Level Seismic Load ..•..
=
=
0.226 g Added seismic base force
= =
=
7,366.0 lbs
5.50 ft
0.00 in
8.75 ft
Line Load
-3.3 ft
0.300
1,328.906 lbs
930.234 lbs
166.2 lbs
•
Title Bress, Ranch Page: 2
Job# : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, aulld 11.17.04.04
License : KW.06067965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: R2H ENGINEERING INC.
I Design Summary • I Stem Construction l 2nd Bottom
Stem OK Stem OK
Wall Stability Ratios Design Height Above Fig fl= 4.00 0.00
Overturning 2.43 OK Wall Material Above "Ht" = Masonry Masonry
Sliding = 1.26 Ratio< 1.5! Design Method LRFD LRFD
Thickness = 8.00 12.00
Total Bearing Load = 13,155 lbs Rebar Size = # 5 # 6
... resultant ecc. 12.53 in Rebar Spacing 16.00 8.00
Soil Pressure @ Toe 3,326 psi OK Rebar Placed at Edge Edge
Design Data Soil Pressure @ Heel 262 psi OK fb/FB + fa/Fa 0.778 0.891
Allowable 5,300 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 4,314 psi
ACI Factored @ Heel = 339 psi Strength Level lbs= 1,983.4 7,395.3
Footing Shear@ Toe 23.9 psi OK MomenL ... Actual
Service Level fl-#= Footing Shear@ Heel = 14.4 psi OK Strength Level ft-#= 4,011.1 21,387.7 Allowable = 82.2 psi
Sliding Cales Moment. .... Allowable ft-#= 5,155.0 24,007.5
Lateral Sliding Force 6,796.0 lbs Service Level psi= less 100°/c, Passive Force = 3,984.4 lbs
less 100% Friction Force = 4,604.1 lbs Strength Level psi= 21.7 53.0
Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability = 1,605.5 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89
considered in the calculation of soil bearing pressures. Wall Weight psi= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type = Normal Weight
Live Load 1.600 Masonry Design Method LRFD
Earth,H 1.600 Concrete Data
Wind,W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bressj Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW..()6057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
, Footing Dimensions & StrengthQ
Toe Width 1.00 ft
Heel Width 6.33
Total Footing Width ~
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3.000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.50 ft
60.000 psi
150.00 pcf
0.0018
Footing Design Results I
~ .l:wtl
Factored Pressure 4,314 339 psf
Mu' : Upward 2,067 18,527 ft-#
Mu': Downward 461 37,707 ft-#
Mu: Design 1,606 19,180 ft-#
Actual 1-Way Shear 23.90 14.45 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11 .48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 5.22 in, #5@ 8.09 in, #6@ 11.48 in, #7@ 15.65 in, #8@ 20.61 in, #9@ 26.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 2.38 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING ..... Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 3,792.5 4.11 15,570.1 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 1,907.1
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 930.2
Seismic Stem Self Wt 166.2
Total 6,796.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
2.20 4,192.7
3.75 3,488.4
5.76 956.9
O.T.M. 24,208.2
2.43
13,154.6 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
Force Distance
lbs ft
6,932.9 4.67
369.7 5.56
1,649.3 5.81
325.0 0.50
1,050.3 1.42
260.0 1.83
1,374.9 3.67
225.0 2.00
967.5 7.33
Moment
ft-#
32,352.4
2,054.0
9,586.1
162.5
1,489.0
476.7
5,041 .2
450.0
7,094.7
Total= 13,154.6 lbs R.M.= 58,706.5
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
'Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall (approximate only)
250.0 pci
0.128 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
•
Title Bres~ Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcense,KW,0sos1••• Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height, 6' exposed
Adjacent retaining wall imposed toad
Seismic is included
:. ___ ,'
i ,I
Title Bressj Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Bulld 11.17.04.04 License: KW-06057965 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 fl above top offoofing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above=
Development length for #6 bar specified in this stem design segment =
Hooked embedment length Into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in2/fl
1.6190 in2/ft
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17'. seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
12 w/ #6@ a·
Solid Grout
#51@16 in
@ Toe
#6@12.in
@ Center On Ke
#6@8"
@ He el
y
Cantilevered Retaining Wall
5
1
1 I I I X I IA
~--·
'./ VX A A /~P"
~v
~v ~~ ~~ ~~ /1/ /'.v ~~ ~~ 7~ ,'
/,1/V '.(I/ V ~~ ~~ ~~ ~? '/'.'.I/ . --~ ..
I.&.& ... •
• ,___
1 -(. 1 -0 4-10 :
1 -0 6-4 -
T -4" -
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-2
4-o·
,
_j\
~ 3 1'-6"
10-0 10-2~
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E1 -10.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Pp= 3984 38if
CD N (')
(')
Cantilevered Retaining Wall
,...
CD N
Code: CBC 2016,ACI 318-14,ACI 530-13
#
930*
• Seismic lste-rsl earth Pfes.sure
CJ Seismic due to stE:m SE:lf weight
Title Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1E1-10.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING INC.
Masonry
4.00 ft
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
2,280.0 lbs 3,800.0 lbs 5,320.0 lbs 6,840.0 lbs lbs 3,040.0 lbs 4,560.0 lbs 6,080.0 lbs
Title Bress/ Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 3 NOV 2017
Description ....
Wall 1 E1-10.17' -seismic
This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\ 17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : RZH ENGINEERING INC.
Masonry
4.00
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Allowable Moment Line Masonry
Designer to determine bar cutoff locations
8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-#
ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
: "
j
--'
'-=..::.'
i
Title Bressj Ranch Page: 1
Job # : 17058 Dsgnr: JWS · Date: 8 NOV 2017
Description ....
Wall 1C • 5.50'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW.06057965
License To: R2H ENGINEERING INC.
I Criteria • Retained Height = 5.33 ft
Wall height above soil = 0.17 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 16.00 in
Water height over heel = 0.0 ft
I Surcharge Loads • Surcharge Over Heel = o.o psi
Used To Resist Sliding & Overturning
Surcharge Over Toe = o.o psi
Used for Sliding & Overturning
I Axial Load Applied to Stem • Axial Dead Load = o.o lbs
Axial Live Load = o.o lbs
Axial Load Eccentricity = o.o in
I Design Summary • Wall Stablllty Ratios
Overturning = 2.52 OK
Sliding 2.08 OK
Total Bearing Load = 2,269 lbs
... resultant ecc. = 6.11 in
Soil Pressure@ Toe = 1,526 psi OK
Soil Pressure@ Heel = 0 psi OK
Allowable 2,767 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 2,137 psi
ACI Factored @ Heel = O psi
Footing Shear@ Toe 7.4 psi OK
Footing Shear@ Heel = 6.7 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force = 701.2 lbs
less 100% Passive Force= 666.7 lbs
less 100% Friction Force = 794.1 lbs
Added Force Req'd = 0.0 lbs OK
... .for 1.5 Stability 0.0 lbs OK
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Soil Data .•
Allow Soil Bearing = 2,767.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoolinglJSoil Friction
Soil height to ignore
for passive pressure
=
= 300.0 psi/ft
130.00 pcf
130.00 pcf
0.350
12.00 in •
I Lateral Load Applied to Stem • I Adjacent Footing Load
Lateral Load = 0.0 #/ft Adjacent Footing Load =
... Height to Top = 0.00 ft Footing Width =
... Height to Bottom = 0.00 ft Eccentricity =
Load Type = Wind 0N) Wall to Fig CL Dist =
(Service Leveij Footing Type
Base AbovelBelow Soll
Wind on Exposed Stem = o.o psi at Back of Wall =
(Se111ice Level) Poisson's Ratio =
Stem Construction • 2nd Bottom
Stem OK Stem OK
Design Height Above Ft11 ft= 1.33 0.00
Wall Material Above "Ht" Masonry Masonry
Design Method LRFD LRFD
Thickness 8.00 8.00
Rebar Size # 4 # 4
Rebar Spacing = 24.00 16.00
Rebar Placed at Edge Edge
Design Data
fb/FB + fa/Fa 0.260 0.416
Total Force@ Section
Service Level lbs=
Strength Level lbs= 448.0 795.4
Moment ••• Actual
Service Level ft-#=
Strength Level ft-#= 597.3 1,413.2
Moment. .... Allowable ft-#= 2,300.0 3.403.1
Service Level psi=
Strength Level psi= 4.9 8.7
Shear ..... Allowable psi= 90.0 90.0
Anet (Masonry) in2= 91.50 91.50
Rebar Depth 'd' in= 5.25 5.25
Masonry Data
rm psi= 2,500 2,500
Fy psi= 60,000 60,000
= Yes Yes
• o.o lbs
0.00 ft
o.oo in
0.00 fl
Line Load
0.0 fl
0.300
Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 84.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60
Dead Load 1.200 Masonry Block Type Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth,H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bressj Ranch Page : 2
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C • 5.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
2.50
3.00
12.00 in
0.00 in
0.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results )
~ tlttl
Factored Pressure 2,137 0 psf
Mu' : Upward 252 706 ft-#
Mu' : Downward 81 2,009 ft-#
Mu: Design 171 1,303 ft-#
Actual 1-Way Shear 7.35 6.68 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 4@ 16.00 in
Heel Reinforcing # 4@ 16.00 in
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings Min. As%
Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in. #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
0.78 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
..... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 701.2 2.11 1,479.5
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total 701.2 O.T.M. 1,479.5
Resisting/Overturning Ratio 2.52
Vertical Loads used for Soil Pressure = 2,269.0 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth@ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
lbs ft ft-#
1,270.3
86.7
462.0
450.0
2.08
0.25
0.83
1.50
1.00
2,646.5
21 .7
385.0
675.0
Total= 2,269.0 lbs R.M.= 3,728.2
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
[ Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
O.D78 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wan would then tend to rotate into the retained so11
•
I I
I
' I
·~·
Tifle Bressj Ranch
Job#: 17058 Dsgnr: JWS
Description ....
Wall 1 C • 5.50'
Page: 3
Date: 8 NOV 2017
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
5.50' Design Height, 2' exposed
Flat slope at backfill
Flat slope at front
Seismic NOT Included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I I
Title Bressi Ranch
Job # : 11oss· Dsgnr: JWS
Page: 4
Date: 8 NOV 2017
Description ....
Wall 1 C • 5.50'
This Wall in File: S:117117058 -Bressi Ranch\2 • Cales {phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License: KW-06067955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 1.33 fl above top of footing
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for #4 bar extending up Into this stem design segment from below =
Development length for #4 bar specified in this stem design segment =
Development length for #4 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above=
Lap Splice length for #4 bar specified in this stem design segment =
Development length for #4 bar extending down into this stem design segment from above=
Development length for #4 bar specified in this stem design segment=
Hooked embedment length Into footing for #4 bar specified in this stem design segment =
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
20.00 In
12.00 in
12.00 in
20.00 in
20.00 in
12.00 in
12.00 in
6.00 in
0.1500 in2/ft
0.1863 in2/ft
Tille Bress; Ranch Page : 5
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1 C • 5.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
1'-4"
8" w/#4@24"
Solid Grout
6"
Solid Grout
#4@16 in
@Toe
#4@16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
5'-4" 5'-6"
3"
6" 2'-6"
3'-0"
~ -
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1 C -5.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetlllnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 666.67#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
701 #
Title Bress! Ranch Page: 7
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1 C • 5.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING INC.
Wall Masonry
80.0 lbs
0.0 lbs 160.0 lbs
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
240.0 lbs 400.0 lbs 560.0 lbs 720.0 lbs
320.0 lbs 480.0 lbs 640.0 lbs
Title Bress! Ranch Page : 8
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C -5.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
5.50
5.33
Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
380.0 ft-# 1,140.0 ft-# 1,900.0 ft-# 2,660.0 ft-# 3,420.0 ft-#
0.0 ft-# 760.0 ft-# 1,520.0 ft-# 2,280.0 ft-# 3,040.0 ft-#
I '
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1 C -5.50' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
~~~!~:';' ~~'!~~f:J:· eund 11·17·04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13
.,I c.r.it.e.ri.a _________ • I Soil Data •
Retained Height = 5.33 fl
Wall height above soil = 0.17fl
Slope Behind Wall = 0.00
Height of So.ii over Toe = 16.00 in
Water height over heel = 0.0 fl
Allow Soil Bearing = 3.689.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingJISoil Friction
Soil height to ignore
for passive pressure
=
300.0 psi/fl
= 130.00 pc!
= 130.00 pc!
= 0.350
12.00 in •
.,I S!!'u•r'!'c.ha.r'"g!!'e•L"'!o'!"a~ds _______ • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity a.a in
I Earth Pressure Seismic Load • Method : Triangular
Lateral Load
... Height to Top
... Height to Bottom
Load Type
=
=
0.0 #lit
0.00 fl
0.00 ft
= Wind 0N)
(Service LeveO
0.0 psi Wind on Exposed Stem =
(Service Level)
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Load at bottom of Triangular Distribution ...... . 133.000 psf
Total Strength·Level Seismic Load .....
Total Service-Level Seismic Load ....•
(Strength)
=
=
=
=
.,I s_t_e_m_w_e_i·g·h·t·S·e-is·m-ic_L_o_a_d __ •• Fp I WP Weight Multiplier 0.226 g Added seismic base force
o.o lbs
0.00 fl
0.00 In
0.00 fl
Line Load
0.0 fl
0.300
420.945 lbs
294.662 lbs
73.1 lbs
•
Tille Bressj Ranch
Job# : 17058 Dsgnr: JWS
Description ....
Wall 1C -5.50' -seismic
This Wall in File: 5:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Date: 8 NOV 2017
RetalnPro (c) 1987a2017, Build 11,17,04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
c.l D11111111es111iiig•n•S•u•m•m-a .. ry .... ____ _.l j Stem Construction • _ _,2=n=d-~B~o=tt=o=m~----------• • • Stem OK Stem OK Wall Stability RaUos Design Height Above Fig fl= 1.33 0.00
Overturning = 1.57 OK Wall Material Above "Ht" = Masonry Masonry
Sliding = 1.37 Ratio< 1.51 Design Method = LRFD LRFD
Total Bearing Load
... resultant ecc.
= 2,269 lbs
10.85 in
Soil Pressure@ Toe 2,537 psi OK
Soil Pressure @ Heel O psi OK
Allowable = 3,689 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,552 psi
ACI Factored@ Heel = O psi
Fooling Shear@ Toe 12.7 psi OK
Fooling Shear @ Heel 14.4 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force
less 100%, Passive Force =
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability
1,069.0 lbs
666.7 lbs
794.1 lbs
0.0 lbs OK
142.6 lbs NG
Vertical component of active lateral soil pressure JS
NOT considered in the calculation of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth. H
Wind, W
Seismic, E
CBC 2016.ACI
1.200
1.600
1.600
1.000
1.000
Thickness = 8.00 8.00
RebarSize = # 4 # 4
Rebar Spacing = 24.00 16.00
Rebar Placed at Edge Edge Design Data -------------------------
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Momenl ... Actual
Service Level
Strength Level
Moment ..... Allowable
Service Level
Strength Level
Shear •.... Allowable
Anet (Masonry)
Rebar Depth 'd'
0.429
lbs=
lbs= 695.3
fl-#=
fl-#= 986.5
fl-#= 2,300.0
psi=
psi= 7.6
psi= 90.0
in2 = 91.50
in= 5.25
0.666
1,198.3
2,230.6
3,403.1
13.1
90.0
91.50
5.25
MasonryData ------------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
psi= 2,500
psi= 60,000
= Yes
= 12.89
psi= 84.0
2;500
60,000
Yes
12.89
84.0
Equiv. Solid Thick. in= 7.60
Normal Weight
LRFD
7.60
Masonry Block Type
Masonry Design Method Concrete Data ------------------------
fc psi=
Fy psi=
Title Bress! Ranch Page : 3
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C -5.50' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
re = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
2.50 ~o
12.00 in
0.00 in
0.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
) Footing Design Results )
~ l:mJ.
Factored Pressure 3,552 O psf
Mu' : Upward 403 80 ft-#
Mu' : Downward 81 2,009 ft-#
Mu: Design 322 1,929 ft-#
Actual 1-Way Shear 12.74 14.41 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 4 @ 16.00 in
Heel Reinforcing # 4 @ 16.00 in
Key Reinforcing None Spec'd
Other Acceptable Sizes & Spacings Min. As%
Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
0.78 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
. .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
Total
Resisting/Overturning Ratio
701 .2
294.7
73.1
1,069.0
Vertical Loads used for Soil Pressure =
2.11
2.11
3.75
O.T.M.
1,479.5
621 .7
274.1
2,375.4
1.57
2,269.0 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
lbs ft ft-#
1,270.3
86.7
462.0
450.0
2.08
0.25
0.83
1.50
1.00
2,646.5
21.7
385.0
675.0
Total = 2,269.0 lbs R.M.= 3,728.2
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.129 in
The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title Bress! Ranch Page: 4
Job#: 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ••••
Wall 1 C -5.50' -seismic
This Wall In FIie: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
5.50' Design Height, 2' exposed
Flat slope at backfill
Flat slope at front
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 5
Job#: 17058 Dsgnr: JWS Date: B NOV 2017
Description ...•
Wall 1 C -5.50' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 1.33 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for #4 bar extending up into this stem design segment from below=
Development length for #4 bar specified in this stem design segment=
Development length for #4 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for #4 bar specified in this stem design segment=
Development length for #4 bar extending down into this stem design segment from above=
Development length for #4 bar specified in this stem design segment=
Hooked embedment length into footing for #4 bar specified in this stem design ·segment =
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
20.00 in
12.00 In
12.00 In
20.00 in
20.00 in
12.00 in
12.00 in
6.00 In
0.1500 in2/ft
0.2941 in2/ft
Title Bressi Ranch Page: 6
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1 C -5.50' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
1'-4"
8" w/#4@24"
Solid Grout
6"
Solid Grout
#4@16 in
@Toe
#4@16"
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
5'-6"
3"
6" 2'-6"
3'-0"
~
Title Brass! Ranch Page : 7
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C . 5.50' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 license To : R2H ENGINEERING INC.
Pp= 666.67#
..... en a.
0
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
701# 295# 73#
• Seismic lateral earth pressure
[] Seismic due to stem self weight
Title Bress/ Ranch Page : B
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C -5.50' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING, INC.
Wall Masonry
120.0 lbs
0.0 lbs 240.0 lbs
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
360.0 lbs 600.0 lbs 840.0 lbs 1,080.0 lbs
480.0 lbs 720.0 lbs 960.0 lbs
Title Bress/ Ranch Page : 9
Job # : 17058 Dsgnr: JWS Date: 8 NOV 2017
Description ....
Wall 1C - 5.50' -seismic
This Wail in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (e) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING, INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
380.0 ft-# 1,140.0 ft-# 1,900.0 ft-# 2,660.0 ft-# 3,420.0 ft-# 0.0 ft-# 760.0 ft-# 1,520.0 ft-# 2,280.0 ft-# 3,040.0 ft-#
Title Bres~ Ranch Page: 1
Job# : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H • 8.1T
This Wall in File: S:117117058. Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
~1:~~:':" ~~:~~;~,::· eund 11·17·04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
,I c.r.it.er.ia _________ • I Soil Data •
Retained Height 8.00 fl
Wall height above soil = 0.17fl
Slope Behind Wall 0.00
Height of Soll over Toe 16.00 in
Water height over heel = 0.0 fl
Allow Soil Bearing = 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoollngjlSoll Friction
Soil height to ignore
for passive pressure
=
= 300.0 psi/ft
130.00 pcf
130.00 pcf
0.350
= 12.00 in
"'I s ... u.r.c.h.ar.g ... e•L•o'!"a•d•s ______ • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning I Axial Load Applied to Stem I
Axial Dead Load = 0.0 lbs
Axial Live Load 50.0 lbs
Axial Load Eccentricity 36.0 in
I Design Summary • Wall Stablllty Ratios
Overturning 2.52 OK
Sliding 1.63 OK
Total Bearing Load = 6,804 lbs
•.. resultant ecc. 12.29 in
Soil Pressure @ Toe 2,628 psf OK
Soil Pressure @ Heel O psf OK
Allowable 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 3,679 psi
AC! Factored @ Heel O psf
Fooling Shear@ Toe = 10.9 psi OK
Footing Shear@ Heel = 7.9 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
.... for 1.5 Stability =
2,896.7 lbs
2,351.0 lbs
2,364.0 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load
... Height to Top
... Height to Bottom
90.0#/ft
8.83 fl
7.83 fl
Adjacent Footing Load
Footing Width
Eccentricity
Load Type
Wind on Exposed Stem =
(Service Level)
Wind (iN)
(Service LeveQ
o.o psi
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Stem Construction • 2nd Bottom
Stem OK Stem OK Design Height Above Fl{l ft= 2.67 0.00
Wall Material Above "Hr = Masonry Masonry
Design Method = LRFD LRFD
Thickness 8.00 12.00
Rebar Size = # 5 # 7
Rebar Spacing 16.00 16.00
Rebar Placed at = Edge Edge
Design Data
fb/FB + fa/Fa = 0.434 0.449
Total Force@Sectlon
Service Level lbs=
Strength Level lbs= 1,005.9 3,194.8
Moment •••• Actual
Service Level fl-#=
Strength Level ft-#= 2,207.9 7,503.9
Moment. .... Allowable ft-#= 5,155.0 16,959.4
Service Level psl=
Strength Level psi= 11.0 22.9
Shear ..... Allowable psi= 90.0 90.0
Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting = Yes Yes
Modular Ratio 'n' 12.89 12.89
Wall Weight psi= 84.0 133.0
Load Factors-------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
in= 7.60 11.60
= Normal Weight
LRFD
psi=
psi=
=
=
=
=
•
• 6,000.0 lbs
3.00 fl
0.00 In
8.50 fl
Line Load
-2.0 fl
0.300
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 2
Date: 8 NOV 2017
Description ....
Wall 1H -8.1T
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057965 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
'Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
5.00
5.50
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results I
~ ~
Factored Pressure 3,679 O psf
Mu' : Upward 445 5,894 ft-#
Mu' : Downward 108 13,257 ft-#
Mu: Design 337 7,363 ft-#
Actual 1-Way Shear 10.87 7.86 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6 @ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in. #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.78 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 1,497.3 3.08 4,61 6.8 Soil Over Heel 4,160.0 3.50
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 1,309.4 1.84 2,413.5 Adjacent Footing Load 203.4 5.33
Added Lateral Load 90.0 9.58 862.2 Axial Dead Load on Stem = 2.00
Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 2.00
Soil Over Toe 86.7 0.25
Surcharge Over Toe
817.1 0.91
231 .0 1.33 Total 2,896.7 O.T.M. 7,892.5 Stem Weight(s)
Earth @ Stem Transitions =
Footing Weight 1,031 .3 2.75
Resisting/Overturning Ratio 2.52 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 6,804.4 lbs Vert. Component
Moment
ft-#
14,560.0
1,084.7
-100.0
21.7
740.1
308.0
2,835.9
337.5
Total= 6,754.4 lbs R.M.= 19,887.9
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Def!@ Top of Wall (approximate only)
250.0 pci
0.108 in
The above calculation 1s not valid 1f the heel so11 bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soi!.
•
,_ V
Tltle Bressj Ranch Page: 3
Job# : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H -B.1T
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.17' Design Height, 6.83' exposed
Fial slope backfill
Flat slope at front
Seismic NOT included
Loads from Fence on top of wall
Loads from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 4
Date: 8 NOV 2017
Description ....
Wall 1H -8.1T
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.(16057965 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 fl above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #7 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment=
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #7 bar specified in this stem design segment=
Development length for #5 bar extending down into this stem design segment from above=
Development length for #7 bar specified in this stem design segment=
Hooked embedment length into footing for #7 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 in
13.54 in
25.88 in
25.00 In
35.00 in
13.54 in
25.88 in
8.95 in
0.4500 in2/lt
0.5680 in2/ft
Title Bressi Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H -8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067956 License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
12" w/ #7@ 16"
Solid Grout
1'-4"~1 ____ _
#5(@16 in
@ Toe
#6(@ 12 in
@ "Center On Key
#6@16 "
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3
5'-6"
8'-0" 8'-2"
2"-8"
1'-6"
1' O" 1'-0" 3 -6"
5'-0"
5'-6"
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H -8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING, INC.
Pp= 2351.04#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
i
Adj Ftg Load =6000#
Ecc.=o· from CL
-
2897#
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H • 8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
WallD Concrete • Masonry
340.0 lbs
0.0 lbs 680.0 lbs
R 17 It ·-' 8.00 ft
\
\
'
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,020.0 lbs 1,700.0 lbs 2,380.0 lbs 3,060.0 lbs
1,360.0 lbs 2,040.0 lbs 2,720.0 lbs
' 2.67 ft ' ~
.· " ~
~ "' ~ [Appledltl •Ellarml
0 00 ft
Title Bressj Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H • 8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales {phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-# 0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11,280.0 ft-# 15,040.0 ft-#
2.67
Title Bress~ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 H -8.1T -seismic
This Wall In File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~.':~~:~ ~~:i~;~;J· Build 11•17•04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13
.,I c.r.it.er.ia _________ • I Soil Data •
Retained Height = 8.00 ft
Wall height above soil = 0.17ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 16.00 in
Water height over heel 0.0 ft
Allow Soil Bearing = 5,333.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
=
= 300.0 psi/ft
130.00 pct
130.00 pc!
0.350
12.00 in
...,I S"!'u•r•c•h•ar111g ... e•L•o•a•d•s ______ • I Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 psf • Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 50.0 lbs
Axial Load Eccentricity 36.0 in
I Earth Pressure Seismic Load
Lateral Load =
... Height to Top
... Height to Bottom =
Load Type
Wind on Exposed Stem =
(Service Level)
90.0 #/ft
8.83 ft
7.83 ft
Wind fY'I)
(Service LeveQ
0.0 psi
I Adjacent Footing Load
Adjacenl Footing Load =
Footing Width =
Eccentricity =
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
• Method : Triangular
Load at bottom of Triangular Distribution ...... . = 194.250 psi
Total Strength-Level Seismic Load .....
Total Service-Level Seismic Load .•...
=
=
(Strength)
.,I s.t.e.m.w_e .. ig•h•t•S•e•is•m-ic-Lo.a.d __ ... Fp I WP Weight Multiplier 0.226 g Added seismic base force
•
6,000.0 lbs
3.00 ft
0.00 in
8.50 ft
Line Load
-2.0 ft
0.300
898.406 lbs
628.884 lbs
129.3 lbs
•
Title BrassJ Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H -B.1T-seismic
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License: KW.(16057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,ACI 530-13
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stern OK
Wall Stabllity Ratios Design Height Above Ftg ft= 2.67 0.00
Overturning = 1.90 OK Wall Material Above "Ht" Masonry Masonry
Sliding 1.29 Ratio < 1.51 Design Method LRFD LRFD
Thickness = 8.00 12.00
Total Bearing Load = 6,804 lbs Rebar Size # 5 # 7
... resultant ecc. 16.82 in Rebar Spacing 16.00 16.00
Rebar Placed at = Edge Edge Soil Pressure@ Toe = 3,365 psi OK Design Data Soil Pressure @ Heel = 0 psi OK fb/FB + fa/Fa = 0.592 0.595
Allowable 5,333 psi Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 4,711 psi
ACI Factored @ Heel O psi Strength Level lbs= 1,408.6 4,051.5
Footing Shear@ Toe 14.2 psi OK Moment. ... Actual
Service Level ft-#= Fooling Shear@ Heel 15.4 psi OK Strength Level ft-#= 3,025.0 9,969.0 Allowable 82.2 psi
Sliding Cales Moment. .... Allowable ft-#= 5,155.0 16,959.4
Lateral Sliding Force = 3,654.8 lbs
less 100%, Passive Force = 2,351.0 lbs Service Level psi=
less 100% Friction Force = 2,364.0 lbs Strength Level psi= 15.4 29.0
Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability = 767.2 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89
NOT considered in the calculation of soil bearing Wall Weight psf= 84.0 133.0
Load Factors
Building Code CBC 2016,ACl Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth,H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bress/ Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 H -8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-201 7, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & StrenQthsl
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
5.00
5.50
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
L Footing Design Results J
~ tlffi
Factored Pressure 4,711 O psf
Mu' : Upward 565 3,198 fl-#
Mu' : Downward 108 13,257 fl-#
Mu: Design 456 10,059 fl-#
Actual 1-Way Shear 14.19 15.37 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6 @ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min fooling T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
1.78 in2
0.32 in2 tit
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
.. ... RESISTING .....
Force Distance Mom ent Force Distance Moment
Item lbs ft fl-#
Heel Active Pressure 1,497.3 3.08 4,616.8 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Fooling Load 1,309.4
Added Lateral Load 90.0
Load @ Stem Above Soil =
Seismic Earth Load 628.9
Seismic Stem Self Wt 129.3
Total 3,654.8
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.84 2,413.5
9.58 862.2
3.08 1,939.1
4.89 632.7
O.T.M. 10,464.3
1.90
6,804.4 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
Vert. Component
lbs ft fl-#
4, 160.0 3.50 14,560.0
203.4 5.33 1,084.7
2.00
50.0 2.00 -100.0
86.7 0.25 21.7
817.1 0.91 740.1
231.0 1.33 308.0
1,031.3 2.75 2,835.9
225.0 1.50 337.5
Total = 6,754.4 lbs R.M.= 19,887.9
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
l Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
250.0 pci
0.139 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil
•
Title BressJ Ranch
Job#: 17058 Dsgnr: EAS
Description ....
Wall 1H -8.1r -seismic
This Wall in File: S:117\17058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 4
Date: 8 NOV 2017
~,":!~:':' ~l~it,~~l· sund 11·17·04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.17' Design Height, 6.83' exposed
Flat slope backfill
Flat slope at front
Seismic included
Loads from Fence on top of wall
Loads from adjacent building footing
Title BressJ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H -8.1T • seismic
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top offooting
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #7 bar extending up into this stem design segment from below=
Development length for #5 bar specified In this stem design segment =
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#S bar extending down into this stem design segment from above=
Lap Splice length for#7 bar specified in this stem design segment=
Development length for #5 bar extending down Into this stem design segment from above=
Development length for #7 bar specified In this stem design segment =
Hooked embedment length into footing for #7 bar specified In this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 In
35.00 In
13.54 In
25.88 in
25.00 in
35.00 in
13.54 in
25.88 in
8.95 in
0.4500 in2/ft
0.7546 in2/ft
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1H - 8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING INC.
8" w/#5@ 16"
Solid Grout
12" w/ #7@ 16"
Solid Grout
1'-4 " ...... l ____ _
#5@.16 in
@ Toe
#6@.12 in
@ "Center On Key
#6@ 16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
5'-6"
8'-0" 8'-2 "
2'-8"
1'-6"
3'-6"
5'-0"
5'-6"
Hie Bress/ Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 H -8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 23S.1.04#
Cantilevered Retaining Wall
2897#
Code: CBC 2016,ACI 318-14,ACI 530-1 3
Adj Ftg Load =6000#
Ecc.=0 from CL
629# 129#
• Seismic lateral earth pressure
rn Seismic due to stem self weight
Title Bress/ Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 H -8.17' • seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry
Designer to determine bar cutoff locations
410.0 lbs 1,230.0 lbs 2,050.0 lbs 2,870.0 lbs 3,690.0 lbs 0.0 lbs 820.0 lbs 1,640.0 lbs 2,460.0 lbs 3,280.0 lbs
Title Bress! Ranch Page: 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 H -8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-# 0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11,280.0 ft-# 15,040.0 ft-#
__ J
Title Bressj Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 • 8.83'
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
I Criteria
Retained Height
Wall height above soil
Slope Behind Wall
Height of Sail over Toe
Water height over heel =
8.67ft
0.17 fl
0.00
34.00 in
0.0 fl
•
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Soil Data • Allow Soil Bearing = 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/fl
=
Passive Pressure = 300.0 psf/ll
Soil Density, Heel 130.00 pct
Soil Density, Toe 130.00 pcf
FootlngJISoil Friction 0.350
Soil height to ignore • for passive pressure = 12.00 in
.,I s .. u.r.c.h.ar .. g .. e•L•o•a•d•s _____ ... I Lateral Load Applied to Stem
Surcharge Over Heel = 0.0 psf
• I Adjacent Footing Load
Adjacent Fooling Load
Fooling Width
Eccentricity
6,000.0 lbs
3.00 ft
0.00 in
8.50 fl
• Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity
I Design Summary
o.o lbs
50.0 lbs
36.0 in
• Wall Stablllty Ratios
Overturning
Sliding =
2.05 OK
2.07 OK
Total Bearing Load
... resultant ecc.
7,199 lbs
14.98 in
Soil Pressure@ Toe 3,383 psf OK
Soll Pressure @ Heel O psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 4,737 psf
ACI Factored@ Heel = o· psf
Footing Shear@ Toe 13.2 psi OK
Footing Shear @ Heel = 13.2 psi OK
Allowable = 82.2 psi
Slldlng Cales
Lateral Sliding Force =
less 1 OOo/o Passive Force=
less 100% Friction Force =
Added Force Req'd
.... for 1.5 Stability =
3,388.6 lbs
4,526.0 lbs
2,502.2 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load
... Height to Top
... Height to Bottom =
Load Type
Wind on Exposed Stem =
(Service Level)
90.0#/fl
8.83 ft
7.83 ft
Wind (!NJ
(Service Level)
0.0 psf
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio =
Line Load
-2.0 ft
0.300
~1.s.te•m--C•o•n•s•t•ru•c•t•io•n ...... •~-2_n_d~~-B_o_tt_om~~~~~~~~~~~~ , • Stem OK Stem OK
Design Height Above Fig ft= 2.67 0.00
Wall Material Above "Ht" = Masonry Masonry
Design Method = LRFD LRFD
Thickness = 8.00 12.00
RebarSize = # 5 # 7
Rebar Spacing = 16.00 16.00
Rebar Placed at Edge Edge
Design Data
fb/FB + fa/Fa = 0.579
Total Force @Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Mason,y)
Rebar Depth 'd'
lbs=
lbs= 1,413.8
fl-#=
fl-#= 2,952.2
It-#= 5,155.0
psi=
psi= 15.5
psi= 90.0
in2 = 91.50
in= 5.25
0.687
3,920.9
9,825.3
16,959.4
28.1
90.0
139.50
9.00
Masonry Data ------------------------
fm
Fy
Solid·Grouting
Modular Ratio 'n'
Wall Weight
psi= 2,500
psi= 60,000
= Yes
= 12.89
psf= 84.0
2,500
60,000
Yes
12.89
133.0
Load Factors~~-~-~----~~
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Mason,y Block Type
Masonry Design Method
in= 7.60 11.60
= Normal Weight
= LRFD
Concrete Data ------------------------
re
Fy
psi=
psi=
Title Bress/ Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
re = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
4.83
5.33
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results :J
~ .l::!tt.l
Factored Pressure 4,737 O psf
Mu' : Upward 569 3,882 ft-#
Mu': Downward 167 13,100 ft-#
Mu: Design 402 9,218 ft-#
Actual 1-Way Shear 13.20 13.19 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6 @ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7 .41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
1.73 in2
0.32 in2 tft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
. .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-# lbs ft ft-#
Heel Active Pressure 1,722.1 3.31 5,694.5 Soil Over Heel 4,320.2 3.42 14,759.9
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 1,576.5 2.14 3,380.1 Adjacent Footing Load 286.4 5.08 1,455.5
Added Lateral Load 90.0 9.58 862.2 Axial Dead Load on Stem = 2.00
Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 2.00 -100.0
Soil Over Toe 184.2 0.25 46.0
Surcharge Over Toe
Total 3,388.6 O.T.M. 9,936.8 Stem Weight(s) 873.4 0.90 787.0
Earth @ Stem Transitions= 260.0 1.33 346.7
Footing Weigh! 999.9 2.67 2,666.3
Resisting/Overturning Ratio 2.05 Key Weight 225.0 1.50 337.5
Vertical Loads used for Soil Pressure = 7,199.1 lbs Vert. Component
Total= 7,149.1 lbs R.M.= 20,398.9
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
L Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Defl ection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.156 in
The above ca1cu1at1on 1s not valid 1f the heel so11 bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil
•
Title Bressi Ranch
Job#: 17058. Dsgnr: EAS
Page: 3
Date: 8 NOV 2017
Description ....
Wall 11-8.83'
This Wall in File: S:117\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11,17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.83' Design Height. 4.5' exposed
Flat slope backfill
2:1 slope at front
Seismic NOT included
Loads from Fence on top of wall
Loads from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 • 8.83'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #7 bar extending up Into this stem design segment from below =
Development length for #5 bar specified In this stem design segment=
Development length for #7 bar extending up Into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #7 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for#7 bar specified in this stem design segment=
Hooked embedment length into footing for #7 bar specified in this stem design segment =
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 in
13.54 in
25.88 in
25.00 in
35.00 in
13.54 in
25.88 in
8.95 in
0.4500 in2/ft
0.7438 in2/ft
Title Bress/ Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 • 8.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
2 -10
8" w/ #5@ 16"
Solid Grout
w @ 16"
Solid Grout
#5((.i).16 in
@ Toe
#6@12.in
@ Center On Key
#6@16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-2"
8 -8· 8'-10"
2 -8
•
J-4"
4'-10"
5'-4"
I
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Dale: 8 NOV 2017
Description ....
Wall 11 -8.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 4526.04#
Cantilevered Retaining Wall
.,_
(J)
0.. ..-M
M co M
M
Code: CBC 2016,ACI 318-14,ACI 530-13
i
Adj Ftg Load =6000#
Ecc.=o· from CL
-
3389#
Title Bress, Ranch Page: 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 • 8.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry
Designer to determine bar cutoff locations
410.0 lbs 1,230.0 lbs 2,050.0 lbs 2,870.0 lbs 3,690.0 lbs 0.0 lbs 820.0 lbs 1,640.0 lbs 2,460.0 lbs 3,280.0 lbs
nue Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-#
0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11 ,280.0 ft-# 15,040.0 ft-#
-,
'
Title Bressi Ranch Page: 1
Job # : 17058. Dsgnr: EAS Dale: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~.:'~~:r;i ~!i:1-;:Jl· euud 11•17•04·04 Cantilevered Retaining Wall
License To: R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
,I c.r.it.er.ia _________ • j Soil Data •
Retained Height 8.67 ft
Wall height above soil = 0.17 ft
Slope Behind Wall 0.00
Height of Soil over Toe
Water height over heel
34.00 in
0.0 ft
Allow Soil Bearing 5,333.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoolingllSoil Friction
Soil height to ignore
for passive pressure
=
= 300.0 psi/ft
130.00 pct
130.00 pct
0.350
12.00 in •
j Surcharge Loads • I Lateral Load Applied to Stem • j Adjacent Footing Load
Surcharge Over Heel = a.a psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Lateral Load 90.0 #/ft Adjacent Footing Load =
... Height to Top 8.83 ft Footing Width =
... Height to Bottom 7.83 ft Eccentricity =
Load Type Wind 01'1) Wall to Fig CL Dist =
• (SelVice LeveQ Footing Type
Base Above/Below Soil j Axial Load Applied to Stem
Axial Dead Load o.o lbs Wind on Exposed Stem = 0.0 psi at Back of Wall =
Axial Live Load 50.0 lbs
Axial Load Eccentricity 36.0 in
(SelVice Level) Poisson's Ratio =
j Earth Pressure Seismic Load •
Method : Triangular Total Strength-Level Seismic Load. . . . . =
Load at bottom of Triangular Distribution . . . . . . . 208.250 psf Total Service-Level Seismic Load .....
(Strength)
j Stem Weight Seismic Load • Fp I WP Weight Multiplier = 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
o.oo in
8.50 ft
Line Load
-2.0 ft
0.300
1,032.920 lbs
723.044 lbs
138.2 lbs
•
. ,.
Title BressJ Ranch
Job#: 17058 Dsgnr: EAS
Description •••.
Wall 11 • 8.83' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Dale: 8 NOV 2017
~:'~~:~ ~~!~11:Jt· Build 11•17•04·04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
,I o.e111s.igiiin .. s.u.m.m.a.ry ... _____ 1 I Stem Construction
Wall Stability Ratios Design Height Above Fig
Overturning 1.56 OK Wall Material Above "Ht"
Sliding = 1.65 OK Design Method
Total Bearing Load
.•• resultant ecc. =
7,199 lbs
20.16 in
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
• ft=
=
=
=
=
=
2nd Bottom
Stem OK Stem OK 2.67 0.00
Masonry Masonry
LRFD LRFD
8.00 12.00
# 5 # 7
16.00 16.00
Edge Edge Design Data -------------------------Soil Pressure@ Toe 4,865 psf OK
Soil Pressure @ Heel o psf OK
Allowable 5,333 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 6,811 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe = 19.6 psi OK
Footing Shear @ Heel = 26.1 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
4,249.8 lbs
4,526.0 lbs
2,502.2 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wlnd, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
fb/FB + fa/Fa
Total Force@Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.796 0.767
1,908.8 4,907.3
4,069.3 12,886.7
5,155.0 16,959.4
20.9 35.2
90.0 90.0
91.50 139.50
5.25 9.00
MasonryData ------------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
=
psi=
in=
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
84.0 133.0
7.60 11.60
Normal Weight
LRFD
Concrete Data ------------------------
fc
Fy
psi=
psi=
I
Title Bressi Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
~ng Dimensions & Strengths )
Toe Width 0.50 ft
Heel Width 4.83
Total Footing Width 5.33
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results I
~ .l::!HJ.
Factored Pressure 6,811 O psf
Mu' : Upward 803 1,192 ft-#
Mu' : Downward 167 13,100 ft-#
Mu: Design 637 11,908 ft-#
Actual 1-Way Shear 19.64 26.05 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
1.73 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 1,722.1 3.31 5,694.5
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 1,576.5 2.14 3,380.1
Added Lateral Load 90.0 9.58 862.2
Load @ Stem Above Soil =
Seismic Earth Load 723.0 3.31 2,390.9
Seismic Stem Self Wt 138.2 5.21 719.6
Total 4,249.8 0 .T.M. 13,047.2
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.56
7,199.1 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth@ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance
lbs ft
4,320.2 3.42
286.4 5.08
2.00
50.0 2.00
184.2 0.25
873.4 0.90
260.0 1.33
999.9 2.67
225.0 1.50
Moment
ft-#
14,759.9
1,455.5
-100.0
46.0
787.0
346.7
2,666.3
337.5
Total= 7,149.1 lbs R.M.= 20,398.9
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure JS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.224 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil.
•
Title Bressi Ranch
Job#: 17058. Dsgnr: EA5
Description ....
Wall 11 • 8.83' • seismic
Page: 4
Date: 8 NOV 2017
This Wall In File: S:117117058. Bressi Ranch\2. Cales (phase 1 in SD phase 2 in SLC)\17-1031. pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.83' Design Height, 4.5' exposed
Flat slope backfill
2:1 slope at front
Seismic included
Loads from Fence on top of wall
Loads from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
,' I•
' ~./
~-
Title BressJ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description •••.
Wall 11-8.83' -seismic
This Wall In File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\1701031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.(16057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for#5 bar specified in this stem design segment=
Lap Splice length for #7 bar extending up into this stem design segment from below=
Development length for #5 bar specified In this stem design segment=
Development length for #7 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for#7 bar specified in this stem design segment=
Development length for #5 bar extending down into this stem design segment from above =
Development length for #7 bar specified in this stem design segment =
Hooked embedment length into footing for #7 bar specified in this stem design segment =
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 in
13.54 In
25.88 in
25.00 in
35.00 in
13.54 in
25.88 in
8.95 in
0.4500 in21ft
0.9755 in2/ft
I
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
2 -10-
8" w/ #5@ 16"
Solid Grout
w @ 16"
Solid Grout
#5@16 in
@ Toe
#6(@12 in
@ Center On Key
#6@ 16''
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-2"
8-8-8'-10"
2 -8
1-6
3'-4 "
4'-10"
5·-4"
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057956 License To : R2H ENGINEERING, INC.
Pp= 4526.04#
1ii Cl. V
'<"".
I,!') (D co V
Cantilevered Retaining Wall
\
33.89#
Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =6000#
Ecc.=Oft from CL
723# 1J.8#
• Seismic lateral earth pressure
g Se1Smic due to stem self weight
Title Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales {phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry
Designer to determine bar cutoff locations
500.0 lbs 1,500.0 lbs 2,500.0 lbs 3,500.0 lbs 4,500.0 lbs
0.0 lbs 1,000.0 lbs 2,000.0 lbs 3,000.0 lbs 4,000.0 lbs
Title Bress! Ranch Page: 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -8.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Ret.alnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-#
0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11,280.0 ft-# 15,040.0 ft-#
---1
I !
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Dale: 8 NOV 2017
Description ....
Wall 11-10.83'
This Wall In File: S:\17117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06067955 Cantilevered Retaining Wall License To: R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
l,c.r.it.er.ia _________ • I Soil Data •
Retained Height 10.67 ft
Wall height above soil = 0.17 ft
Slope Behind Wall 0.00
Height of Soil over Toe
Water height over heel
34.00 in
0.0 ft
Allow Soil Beartng 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psflft
Passive Pressure
Soll Density, Heel
Soil Density, Toe
Footlng]ISoil Friction
Soil height to ignore
for passive pressure
300.0 psi/ft
130.00 pcf
= 130.00 pcf
= 0.350
12.00 in
I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load
Surcharge Over Heel 0.0 psi Lateral Load 90.0 #/ft Adjacent Footing Load =
Used To Resist Sliding & Overturning ... Height to Top 10.17ft Footing Width =
Surcharge Over Toe = 0.0 psi ... Height to Bottom 9.17ft Eccentricity =
Used for Sliding & Overturning Load Type = Wind ry,tJ Wall to Ftg CL Dist I Axial Load Applied to Stem • (Service Leveij Footing Type
Base Above/Below Soil
Axial Dead Load = 50.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall =
Axial Live Load = o.o lbs (Service Level} Poisson's Ratio Axial Load Eccentricity = o.o in
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wail Stablllty Ratios Design Height Above Fig ft= 4.00 0.00 Overturning = 2.21 OK Wall Material Above "Ht" Masonry Masonry
Sliding 1.73 OK Design Method LRFD LRFD
Thickness 8.00 12.00
Total Bearing Load 11,289 lbs Rebar Size # 6 # 7
.•• resultant ecc. 15.64 in Rebar Spacing 16.00 8.00
Soil Pressure@ Toe 3,866 psi OK Rebar Placed at Edge Edge
Design Data Soil Pressure@ Heel = 0 psi OK fb/FB + fa/Fa 0.537 0.638
Allowable 4,000 psi Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 5,412 psi
ACI Factored @ Heel O psi Strength Level lbs= 1,928.1 6,269.9
Footing Shear@ Toe = 15.8 psi OK Moment ••• Actual
Service Level ft-#= Footing Shear@ Heel 5.2 psi OK Strength Level ft-#= 3,767.2 19,686.2 Allowable 82.2 psi
Sildlng Cates Moment. .... Allowable ft-#= 7,115.6 31,387.5
Lateral Sliding Force 4,908.1 lbs Service Level psi= less 100% Passive Force= 4,526.0 lbs
less 100% Friction Force = 3,951.3 lbs Strength Level psi= 21.1 44.9
Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2 = 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type = Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
6,000.0 lbs
3.00 ft
0.00 in
8.50 ft
Line Load
-2.0 ft
0.300
•
Title Bress! Ranch Page: 2
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11-10.83'
This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067956
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3
!Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
3.00
0.50 ft
6.00
6.50
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results I
~ .l:ltt.l
Factored Pressure 5,412 O psf
Mu' : Upward 657 12.632 ft-#
Mu' : Downward 167 25,981 ft-#
Mu: Design 490 13,349 ft-#
Actual 1-Way Shear 15.82 5.20 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @Top @ Btm.= 3.00 in Toe: #4@ 7.41 in. #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.78 in, #5@ 10.52 in, #6@ 14.93 in, #7@ 20.35 in, #8@ 26.80 in, #9@ 33
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
2.11 in2
0.32 in2 tft
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summa~ of Overturnini & Resistini Forces & Moments
..... OVERTURNING ..... . .... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 2,486.5 3.97 9,879.7 Soil Over Heel 6,935.5 4.00
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 2,331.6 3.13 7,304.6 Adjacent Footing Load 1,280.5 5.17
Added Lateral Load 90.0 10.92 982.8 Axial Dead Load on Stem = 50.0 1.00
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 184.2 0.25
Surcharge Over Toe
Total 4,908.1 O.T.M. 18,167.1 Stem Weight(s) 1,106.6 0.91
Earth @ Stem Transitions= 289.0 1.33
Footing Weigh! 1,218.8 3.25
Resisting/Overturning Ratio 2.21 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 11 ,289.5 lbs Vert. Component
Moment
ft-#
27,742.0
6,614.6
50.0
46.0
1,010.8
385.4
3,960.9
337.5
Total = 11,289.5 lbs R.M.= 40,147.3
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.179 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained so11
I
Title Bres~ Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: B NOV 2017
Description ....
Wall 11-10.83'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.83' Design Height, 6' exposed
Flat slope backfill
2:1 slope at front
Seismic NOT included
Loads from Fence on top of wall
Loads from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11-10.83'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment =
Lap Splice length for #7 bar extending up into this stem design segment from below =
Development length for #6 bar specified in this stem design segment =
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: o.oo fl above top of footing
Lap Splice length for #6 bar extending down into this stem design segment from above=
Lap Splice length for #7 bar specified in this stem design segment =
Development length for #6 bar extending down into this stem design segment from above=
Development length for #7 bar specified in this stem design segment =
Hooked embedment length Into footing for #7 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
30.00 in
35.00 in
19.01 in
25.88 in
30.00 In
35.00 In
19.01 in
25.88 in
8.95 in
0.9000 in2/ft
1.4902 in2/ft
Tille Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING INC.
2'-10"
8" w/ #6@ 16"
Solid Grout
12" w/ #7@ 8"
Soli d Grout
#5<@16 in
@ T oe
#6<@12.in
@ 'Center On Key
#6@8"
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-10"
10'-8" 10'-10"
4'-0"
4'-6"
6'-0"
6'-6"
Title Brass/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
DL=50 ,LL=O#, Ecc=O''
Pp= 4526.04#
90.00psf
(Service-Level)-
Code: CBC 2016,ACI 318-14,ACI 530-13
i
Adj Ftg Load =6000#
Ecc.=0~ from CL
-
4908#
Tille Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Masonry
Designer to determine bar cutoff locations
670.0 lbs 2,010.0 lbs 3,350.0 lbs 4,690.0 lbs 6,030.0 lbs 0.0 lbs 1,340.0 lbs 2,680.0 lbs 4,020.0 lbs 5,360.0 lbs
Title Bress! Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 • 10.83'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
3,490.0 ft-# 10,470.0 ft-# 17,450.0 ft-# 24,430.0 ft-# 31 ,410.0 ft-#
0.0 ft-# 6,980.0 ft-# 13,960.0 ft-# 20,940.0 ft-# 27,920.0 ft-#
Title Bros~ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11-10.83' -seismic
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~.:~~:~ ~!!i1t:i:· Build 11•17•04•04 Cantilevered Retaining Wall
License To: R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
1.,c.r.it.er.ia _________ • I Soil Data •
Retained Height = 10.67 ft
Wall height above soil = 0.17ft
Slope Behind Wall = 0.00
Height of Soll over Toe = 34.00 in
Water height over heel = 0.0 ft
Allow Soil Bearing 5,333.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoU Friction
Soil height to ignore
for passive pressure
300.0 psi/ft
130.00 pct
= 130.00 pct
= 0.350
12.00 in
I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load
Surcharge Over Heel a.a psf
Used To Resist Sliding & Overturning
Surcharge Over Toe a.a psf
Used for Sliding & Overturning
Lateral Load 90.0 #/ft Adjacent Footing Load =
... Height to Top 10.17ft Footing Wldth
... Height to Bottom = 9.17ft Eccentricity
Load Type Wind (!NJ Wall to Ftg CL Dist
• (Service Level} Footing Type
Base Above/Below Soil I Axial Load Applied to Stem
Axial Dead Load 50.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth Pressure Seismic Load I
Method : Triangular
(Service Level)
Load at bottom of Triangular Distribution . . . . . . . = 250.250 psf
(Strength)
I Stem Weight Seismic Load I Fp I WP Weight Multiplier
Poisson's Ratio
Total Strength-Level Seismic Load. . . . . =
Total Service-Level Seismic Load .....
0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
o.oo in
8.50 ft
Line Load
-2.0 ft
0.300
1,491.490 lbs
1.044.043 lbs
175.1 lbs
I
Titre BressJ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 11-10.83' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Dale: 8 NOV 2017
RetalnPro (c) 1987-2017, Build 11.17,04.04 License : KW-06057965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: R2H ENGINEERING INC.
I.._ .D
111
es
111
i,.g .. n
111
s.u
111
m ... m.a111ry..,. _____ • I Stem Construction 1 _..,2,:,n=.d _ ___,B:::oc::tt=om::,_ _________ _
--~ • • Stem OK Stem OK Wall Stability Ratios Design Height Above Fig ft= 4.00 0.00
Overturning 1.72 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.38 Ratio< 1.51 Design Method = LRFD LRFD
Total Bearing Load
... resultant ecc.
= =
11,289 lbs
21.17 in
Soil Pressure@ Toe 5,067 psf OK
Soil Pressure @ Heel O psi OK
Allowable = 5,333 psf
Soll Pressure Less Than Allowable
ACI Factored@ Toe = 7,093 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe =
Fooling Shear@ Heel =
Allowable
Sliding Cales
Lateral Sliding Force =
less 1 OOo/o Passive Force =
less 100% Friction Force =
Added Force Req'd =
.... for 1.5 Stability
21.3 psi OK
18.1 psi OK
82.2 psi
6,127.2 lbs
4,526.0 lbs
3,951.3 lbs
0.0 lbs OK
713.4 lbs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Thickness = 8.00 12.00
RebarSize = # 6 # 7
Rebar Spacing = 16.00 8.00
Rebar Placed al Edge Edge Design Data ---------=----"--------------
fb/FB + fa/Fa 0.745 0.812
Total Force @ Section
Service Level
Strength Level
Moment ... Actual
Service Level
Strength Level
Moment ..... A\lowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs = 2,524.9
ft-#=
ft-#= 5,249.6
ft-#= 7,115.6
psi=
psi= 27.6
psi= 90.0
in2 = 91.50
in= 5.25
7,715.1
25,140.6
31,387.5
55.3
90.0
139.50
9.00
MasonryData ------------------------rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi= 2,500
psi= 60,000
Yes
12.89
psi= 84.0
in= 7.60
2,500
60,000
Yes
12.89
133.0
11.60
= Normal Weight
= LRFD
Concrete Data ------------------------
re
Fy
psi=
psi=
Title Bress! Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 3 18-1 4,ACI 530-13
if:ooting Dimensions & StrengthQ
Toe Width 0.50 ft
Heel Width 6.00
Total Footing Width 6.50
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
3.00
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results I
~ .l::ltt.l
Factored Pressure 7,093 O psf
Mu' : Upward 853 6,855 ft-#
Mu': Downward 167 25,981 ft-#
Mu: Design 687 19,126 ft-#
Actual 1-Way Shear 21.31 18.05 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6 @ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 5.22 in, #5@ 8.09 in, #6@ 11.48 in, #7@ 15.65 in, #8@ 20.61 in, #9@ 26.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 2.11 in2
0.32 in2 tit Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 2,486.5 3.97 9,879.7 Soil Over Heel 6,935.5 4.00
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 2,331.6 3.13 7,304.6 Adjacent Footing Load 1,280.5 5.17
Added Lateral Load 90.0 10.92 982.8 Axial Dead Load on Stem = 50.0 1.00
Load @ Stem Above Soil = • Axial Live Load on Stem
Seismic Earth Load 1,044.0 3.97 4,148.3 Soil Over Toe 184.2 0.25
Seismic Stem Self Wt 175.1 6.06 1,061.6 Surcharge Over Toe
1,106.6 0.91
289.0 1.33 Total 6,127.2 O.T.M. 23,377.0 Stem Weight(s)
Earth @ Stem Transitions=
Footing Weighl 1,218.8 3.25
Resisting/Overturning Ratio 1.72 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 11,289.5 lbs Vert. Component
Moment
ft-#
27,742.0
6,614.6
50.0
46.0
1,010.8
385.4
3,960.9
337.5
Total= 11,289.5 lbs R.M.= 40,147.3
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
l Tilt I
• Axial live load NOT included in total displayed( or used for overturning resistance, but is included for soil pressure ca culation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell@ Top of Wall (approximate only)
250.0 pci
0.235 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained so11
•
Title Bressj Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description •...
Wall 11 -10.83' -seismic
This Wall in FIie: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.83' Design Height, 6' exposed
Fial slope backfill
2:1 slope at front
Seismic included
Loads from Fence on top of wall
Loads from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Dale: 8 NOV 2017
Description ..••
Wall 11-10.83' -seismic
This Wall in File: S:\17117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License : KW.06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment=
Lap Splice length for #7 bar extending up Into this stem design segment from below=
Development length for #6 bar specified In this stem design segment =
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar extending down into this stem design segment from above=
Lap Splice length for #7 bar specified in this stem design segment=
Development length for '#6 bar extending down into this stem design segment from above =
Development length for #7 bar specified in this stem design segment=
Hooked embedment length into footing for #7 bar specified in this stem design segment=
As Provided =
As Required =
Code: CBC 2016,ACI 318-14,ACI 530-13
30.00 in
35.00 in
19.01 in
25.88 in
30.00 in
35.00 In
19.01 in
25.88 In
8.95 In
0.9000 in2/fl
1.9031 in2/fl
Title Bress/ Ranch Page: 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83' -seismic Pg. 100
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
2' -1 O"
8" w/ #6@ 16"
Solid Grout
12" w/ #7@ 8"
Solid Grout
#5(@16 in
@Toe
#6(@12.in
@ 'Center On Key
#6@8"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-10"
10'-8" 10'-10"
4'-0"
4'-6"
6'-0"
6'-6"
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83' -seismic Pg. 101
This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955
license To : R2H ENGINEERING INC.
DL=50 ,LL=O#, Ecc=O
S . 90.00os1t__ ( erv1ce-[e'le .•
Pp= .!526 04#
iii a. 0) ~
(0 (D
0 IJ'")
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
t
Adj Ftg Load =6000#
Ecc.=0" from CL
104-4# 175#
• Seismic lateral earth pres.sure
C:3 Seismic due to stem self weight
Title Bress! Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83' -seismic Pg. 102
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
790.0 lbs 2,370.0 lbs 3,950.0 lbs 5,530.0 lbs 7,110.0 lbs 1,580.0lbs 3,160.0lbs 4,740.0 lbs 6,320.0lbs 0.0 lbs
Title Bress! Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 11 -10.83' -seismic Pg. 103
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13 License To : R2H ENGINEERING INC.
4.00 ft
Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
3,490.0 ft-# 10,470.0 ft-# 17,450.0 ft-# 24,430.0 ft-# 31,410.0 ft-#
0.0 ft-# 6,980.0 ft-# 13,960.0 ft-# 20,940.0 ft-# 27,920.0 ft-#
5,249.6
7 115.6ft
Title Bressj Ranch Page: 1
Job# : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' Pg. 104
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~~~!~:~ J~~!~1f:J:· Build 11•17•04·04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
,I c.r.it.er.ia _________ • I Soil Data •
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
6.00 fl
0.17fl
2.00
16.00 in
0.0 fl
Allow Soil Bearing = 2,942.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soll Density, Toe
FootingUSoil Friction
Soil height to ignore
for passive pressure
=
300.0 psi/fl
= 130.00 pcf
= 130.00 pcf
= 0.350
12.00 in
.,I S'!'u•r•c•h•ar.g'!'e•L•o•a•d•s------· I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
0.0 lbs
0.0 lbs
o.o in
• Wall S1abillty Ratios
Overturning
Sliding
= 2.05 OK
1.85 OK
Total Bearing Load
... resultant ecc.
= = 4,499 lbs
7.67 in
Soll Pressure @ Toe = 2,512 psi OK
Lateral Load
... Height to Top
... Height to Bottom
=
0.0 #/fl
0.00 fl
0.00 fl
Load Type = Wind (:NJ
(Service Level)
o.o psi Wind on Exposed Stem =
(Service Level}
Stem Construction • 2nd
Stem OK Design Height Above Ftg fl= 2.67
Wall Material Above "Ht" = Masonry
Design Method = LRFD
Thickness = 8.00
Rebar Size = # 4
Rebar Spacing 24.pO
Rebar Placed at Edge
Design Da1a
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
Stem OK
0.00
Masonry
LRFD
8.00
# 6
16.00
Edge
Soil Pressure @ Heel o psi OK fb/FB + fa/Fa 0.214 0.405
Allowable = 2,942 psi
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 2,811 psf
ACI Factored@ Heel = o psi
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force
less 100% Passive Force =
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
7.7 psi OK
16.7 psi OK
82.2 psi
1,806.3 lbs
1,776.0 lbs
1,574.6 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors-------------
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Total Force@ Section
Service Level
Strength Level
Moment ••• Actual
Service Level
Strength Level
Moment. ..•. Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
lbs=
lbs= 443.6 1,440.0
fl-#=
ft-#= 492.3 2,880.0
fl-#= 2,300.0 7,115.6
psi=
psi= 4.8 15.7
psi= 90.0 90.0
in2= 91.50 91.50
in= 5.25 5.25
psi= 2,500 2,500
psi= 60,000 60,000
Yes Yes
12.89 12.89
psi= 84.0 84.0
in= 7.60 7.60
= Normal Weight
LRFD
psi=
psi=
• 0.0 lbs
0.00 fl
0.00 in
0.00 fl
Line Load
0.0 fl
0.300
Title BressJ Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' Pg. 105
This Wall in File: S:\17\17058 - Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 - pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
I Footing Dimensions & Strengths I
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Fooling Concrete Density
0.50 ft
3.17
3.67
15.00 in
12.00 in
12.00 in
0.67 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results J
~ .l::lttl
Factored Pressure 2,811 O psf
Mu' : Upward 335 1,843 ft-#
Mu' : Downward 90 8,172 ft-#
Mu: Design 245 6,329 ft-#
Actual 1-Way Shear 7.65 16.68 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 5 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
1.19 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summa~ of Overturnini & Resistini Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 1,806.3 2.83 5,118.0 Soil Over Heel 1,950.3 2.42
Surcharge over Heel Sloped Soil Over Heel 203.2 2.83
Surcharge Over Toe Surcharge Over Heel
Adjacent Fooling Load Adjacent Fooling Load
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 86.7 0.25
Surcharge Over Toe
Total 1,806.3 O.T.M. 5,118.0 Stem Weight(s) 518.3 0.83
Earth @ Stem Transitions=
Footing Weigh1 687.6 1.83
Resisting/Overturning Ratio 2.05 Key Weight 150.0 1.17
Vertical Loads used for Soil Pressure = 4,498.8 lbs Vert. Component 902.9 3.67
Moment
ft-#
4,713.5
575.7
21.7
431.9
1,260.6
175.1
3,310.8
Total= 4,498.8 lbs R.M.= 10,489.2
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
I Tilt I
• Axial live load NOT included in total displayed , or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.117 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
I
t __ I
Title Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page: 3
Date: 8 NOV 2017
Description ....
Wall 1J -6.17' Pg. 106
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
DESIGNER NOTES:
6.17' Design Height, 6.5' exposed
2:1 slope at backfill
Flat slope at front
Seismic NOT included
Vehicle surcharge at front
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I •
Title BressJ Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ...•
Wall 1J-6.1T
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for#4 bar specified in this stem design segment=
Lap Spl!ce length for '116 bar extending up into this stem design segment from below=
Development length for #4 bar specified in this stem design segment =
Development length for '#6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified In this stem design segment =
Development length for #4 bar extending down into this stem design segment from above=
Development length for #6 bar specified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 107
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 In
30.00 in
12.00 In
19.01 in
20.00 in
30.00 in
12.00 in
19.01 in
7.67 in
0.3300 in2/ft
0.3797 in2/ft
Title Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (cl 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING INC.
8~ WI #4@ 24
Solid Grout
8 w/#6@ 16 "
Solid Grout
#5@16.in
@ Toe
#6@12.in
@ Center On Key
#5@8
@ Heel
Cantilevered Retaining Wall
2'-0
Pg. 108
Code: CBC 2016,ACI 318-14,ACI 530-13
6-2·
3
3
Title Bressi Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J • 6.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING, INC.
Pp= 1776.04#
Cantilevered Retaining Wall
Pg . 109
Code: CBC 2016,ACI 318-14,ACI 530-13
1806#
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' Pg. 110
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Masonry
Top of Soil s
300.0 lbs
2.67
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
450.0 lbs 750.0 lbs 1,050.0 lbs 1,350.0 lbs 600.0 lbs 900.0 lbs 1,200.0 lbs
Title Bress; Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall1J-6.17' Pg. 11 1
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-#
1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-#
2.67
i '
Page: 1 Title BressJ Ranch
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' -seismic Pg. 112
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha r~~~:·,·~~!~11:~:· Build 11•11·04·04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
I, c.r.it.er.ia ________ _.. I Soil Data •
Retained Height
wan height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
6.00 fl
0.17 fl
2.00
16.00 in
0.0 fl
Allow Soil Bearing = 3,922.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
Footingl[Soil Friction
Soil height to ignore
for passive pressure
300.0 psi/fl
= 130.00 pc!
130.00 pc!
0.350
= 12.00 in
l,s.u.r.c.ha.r .. a.e.L.o.a.ds ______ • I Lateral Load Applied to Stem • I Adjacent Footing Load
Adjacent Footing Load
Footing Width
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to ,Stem
Axial Dead Load = o.o lbs
Axial Live Load o.o lbs
Axial Load Eccentricity o.o in
I Earth Pressure Seismic Load • Method : Triangular
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Service Level)
0.0 #/fl
0.00 ft
0.00 ft
Wind c,N)
(Service Level)
0.0 psi
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load .... .
=
=
=
Load at bottom of Triangular Distribution ...... . 152.250 psi Total Service-Level Seismic Load .... .
(Strength)
I', s.t.e.m_w_e.ig_h_t_s_e_i_s.m.ic_L_o.ad __ ... Fp I WP Weight Multiplier 0.226 g Added seismic base force
0.0 lbs
0.00 fl
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
551.906 lbs
386.334 lbs
82.0 lbs
•
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Description ....
Wall 1J -6.17' -seismic
Page: 2
Date: 8 NOV 2017
Pg. 113
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To ; R2H ENGINEERING INC.
I Design Summary • LI .st.e.m .... c.o.n.s.tru_.c.ti.o.n ..... •-~2~n~d-=c,...--'B~o~tt~o~mc,,-_________ _
1 • Stem OK Stem OK
Wall Stablllty Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
= =
1.64 OK
1.47 Ratio < 1.51
4,499 lbs
11.11 In
Soil Pressure@ Toe = 3,305 psf OK
Soil Pressure @ Heel = O psf OK
Allowable = 3,922 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe 3,699 psf
ACI Factored@ Heel O psf
Footing Shear@ Toe 10.4 psi OK
Footing Shear@ Heel 21.4 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force =
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
2,274.6 lbs
1,776.0 lbs
1,574.6 lbs
0.0 lbs OK
61.3 lbs NG
Vertical component of active lateral soil pressure IS
considered in the calculation of soll bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Fig fl= 2.67 0.00
Wall Material Above "Ht" = Masonry Masonry
Design Method LRFD LRFD
Thickness 8.00 8.00
RebarSlze = # 4 # 6
Rebar Spacing = 24.00 16.00
Rebar Placed at = Edge Edge Design Data -------------------------
fb/FB + fa/Fa = 0.321 0.662
Total Force @Section
Service Level
Strength Level
Momenl ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs= 626.4
ft-#=
ft-#= 737.9
fl-#= 2,300.0
psi=
psi= 6.8
psi= 90.0
in2 = 91.50
in= 5.25
1,935.1
3,997.3
7,115.6
21.1
90.0
91.50
5.25
MasonryData ------------------------
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi= 2,500
psi= 60,000
= Yes
= 12.89
psi= 84.0
In= 7.60
2,500
60,000
Yes
12.89
84.0
7.60
Normal Weight = LRFD
Concrete Data ------------------------
re
Fy
psi=
psi=
Title Bressj Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' -seismic Pg. 114
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.°'4.°'4
License : KW--06057955 License To : R2H ENGINEERING, INC.
Cantilevered Retain ing Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths )
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
3.17 3l37
15.00 in
12.00 in
12.00 in
0.67 ft
60,000 psi
150.00 pct
0.0018
Footing Design Results )
~ .t1ttl
Factored Pressure 3,699 0 psf
Mu' : Upward 434 852 ft-#
Mu' : Downward 90 8,172 ft-#
Mu: Design 344 7.320 ft-#
Actual 1-Way Shear 10.35 21 .36 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 5 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in. #9@ 37
Heel: #4@ 7.41 in, #5@ 11 .48 in, #6@ 16.30 in, #7@ 22.22 in. #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
1.19 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
. .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
Total
Resisting/Overturning Ratio
1.806.3
386.3
82.0
2,274.6
Vertical Loads used for Soil Pressure =
2.83
2.42
4.34
O.T.M.
5.118.0
933.6
355.4
6,407.1
1.64
4,498.8 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weighl
Key Weight
Vert. Component
lbs ft ft-#
1,950.3
203.2
86.7
518.3
687.6
150.0
902.9
2.42
2.83
0.25
0.83
1.83
1.17
3.67
4,713.5
575.7
21.7
431 .9
1,260.6
175.1
3,310.8
Total= 4,498.8 lbs R.M.= 10,489.2
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.154 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: B NOV 2017
Description ....
Wall 1 J -6.17' -seismic Pg. 115
This Wall in File: S:\17117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057965 License To: R2H ENGINEERING INC.
DESIGNER NOTES:
6.17' Design Height. 6.5' exposed
2: 1 slope at backfill
Flat slope at front
Seismic included
Vehicle surcharge at front
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Tille Brass! Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' -seismic
This Wall in File: S:117117058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987a2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of fooling
Lap Splice length for#4 bar specified in this stem design segment=
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #4 bar specified In this stem design segment =
Development length for "#6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #4 bar extending down into this stem design segment from above=
Development length for #6 bar specified In this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 116
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 In
19.01 in
20.00 in
30.00 In
12.00 in
19.01 in
7.67 in
0.3300 in21ft
0.5270 in2/ft
Title Bressi Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -6.17' -seismic Pg. 11 7
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
s·w/#4@ 24·
Solid Grout
B"w/#6@ 16
Solid Grout
#5@16.in
@Toe
#6@12.in
@ Center On Ke}
#5@8"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
3
3
8 1-0 2-0
6 3 -2
3'-8 "
I
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 J • 6.17' • seismic Pg. 11 8
This Wall in File: S:\17\17058 · Bressi Ranch\2 · Cales (phase 1 in SD phase 2 in SLC)\17-1031 · pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 1778 .04*
-"' a. <t <"'!
IO 0 M M
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
1soe# 386# 82#
• Seismic lstE:1al earth p•essure
II[) Seismic due tc stem self \\eight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 J -6.17' -seismic Pg. 11 9
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Wall Masonry
2.67 ft
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
570.0 lbs 950.0 lbs 1,330.0 lbs 1,710.0 lbs 760.0 lbs 1,140.0 lbs 1,520.0 lbs
Tille Bressj Ranch
Job # : 170S8 Dsgnr: EAS
Page : 9
Date: 8 NOV 2017
Description ....
Wall 1 J -6.17' -seismic Pg. 120
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
ReiainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING, INC.
Wall Masonry Allowable Moment Line Concrete Masonry
T p of Soil Designer to determine bar cutoff locations 1 2,370.0 ft-# 3.950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# 1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6.320.0 ft-#
Title Bressj Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description .••.
Wall 1J-B.17' Pg. 121
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~1':::~:•,0 ~!::1::.1:· Build 11·17·0._04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC .
._,I c.r.it.er.ia _________ • I Soil Data •
Retained Height 8.00 fl
Wall height above soil 0.17fl
Slope Behind Wall = 2.00
Height of Soil over Toe = 16.00 in
Water height over heel = 0.0 fl
Allow Soil Bearing 3,392.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soll height to ignore
for passive pressure
=
300.0 psi/fl
= 130.00 pcf
= 130.00 pcf
0.350
12.00 in
I '"l s.u.r.c.h.ar111g
11111
e•L•o•a•d•s ____ """"'_. I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load
Axial Live Load =
Axial Load Eccentricity
I Design Summary
0.0 lbs o.o lbs
0.0 in
• Wall Stability Ratios
Overturning
Sliding =
2.04 OK
1.67 OK
Total Bearing Load
... resultant ecc. =
7.321 lbs
9.92 In
Soil Pressure@ Toe = 3,239 psf OK
Lateral Load
... Height to Top
... Height to Bottom
0.0 #/fl
0.00 ft
0.00 fl
Load Type = Wind (/N)
(Service Level}
0.0 psi Wind on Exposed Stem =
(Service Level)
I Stem Construction • 2nd
Stem OK Design Height Above Ftg fl= 2.67
Wall Material Above "Ht" Masonry
Design Method = LRFD
Thickness 8.00
Rebar Size # 5
Rebar Spacing 16.00
Rebar Placed at Edge
Design Data
Adjacent Footing Load =
Footing Width
Eccentricity
Wall to Fig CL Dist =
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
Stem OK 0.00
Masonry
LRFD
12.00
# 6
16.00
Edge
Soil Pressure @ Heel = · O psf OK fb/FB + fa/Fa 0.392 0.538
Allowable 3,392 psf
Soil Pressure Less Than Allowable
ACI Factored@ Toe = 3,626 psf
ACI Factored@ Heel = O psi
Footing Shear@ Toe
Footing Shear @ Heel =
Allowable =
Sliding Cales
Lateral Sliding Force
less 100°/o Passive Force=
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability =
10.6 psi OK
27.1 psi OK
82.2 psi
2,934.1 lbs
2,351.0 lbs
2,562.4 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016.ACI
1.200
1.600
1.600
1.000
1.000
Total Force @Section
Service Level
Strength Level
Moment •••• Actual
Service Level
strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
lbs=
lbs= 1,136.4 2,560.0
ft-#=
ft-#= 2,018.9 6,826.7
fl-#= 5,155.0 12,684.4
psi=
psi= 12.4 18.4
psi= 90.0 90.0
in2= 91.50 139.50
in= 5.25 9.00
psi= 2,500 2,500
psi= 60,000 60,000
Yes Yes
12.89 12.89
psi= 84.0 133.0
in= 7.60 11.60
= Normal Weight
LRFD
psi=
psi=
o.o lbs
0.00 fl
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
•
Tille Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page : 2
Date: 8 NOV 2017
Description ....
Wall 1J • 8.17' Pg. 122
This Wall in File: S:\17\17058 . Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3
License To : R2H ENGINEERING, INC.
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
f c = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
4.17
4.67
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
I ~oting Design Results J
~ .Im!
Factored Pressure 3,626 O psf
Mu' : Upward 437 3,684 ft-#
Mu': Downward 108 16,908 ft-#
Mu: Design 328 13,224 ft-#
Actual 1-Way Shear 10.59 27.13 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.85 in, #5@ 10.62 in, #6@ 15.07 in, #7@ 20.55 in. #8@ 27.05 in, #9@ 34
Key: #4@ 9.26 in. #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
1.51 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
lbs ft ft-#
2,934.1 3.61 10,595.6
2,934.1 0.T.M. 10,595.6
Vertical Loads used for Soil Pressure =
2.04
7,321 .0 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance
lbs ft
3,293.7 3.08
326.0 3.61
86.7 0.25
817.1 0.91
231.0 1.33
875.1 2.33
225.0 1.50
1,466.6 4.67
Moment
ft-#
10, 156.1
1,177.2
21.7
740.1
308.0
2,042.0
337.5
6,844.5
Total = 7,321.0 lbs R.M.= 21 ,626.9
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
L Tilt I
• Axial live load NOT included in total displayed{ or used for overturning resistance. but is included for soil pressure ca culation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.158 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil
•
' ,,
·-~
: (
nue Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page: 3
Date: 8 NOV 2017
Description ....
Wall 1J • 8.17' Pg. 123
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 In SLC)\17-1031 -pha
RetainPro (c) 1987·2017, Build 11.17.04.04
License : KW.(16057955 . License To: R2H ENGINEERING INC.
DESIGNER NOTES:
8.17' Design Height, 6.5' exposed
2:1 slope at backfill
Flat slope at front
Seismic NOT included
Vehicle surcharge at front
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I
Title Bras~ Ranch Page: 4
Job#: 17058 Dsgnr: EA5 Date: 8 NOV 2017
Description ....
Wall 1J -8.17'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Bulld 11.17.04.04
License : KW~6057965
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for#5 bar specified In this stem design segment=
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified In this stem design segment =
Development length for #5 bar extending down Into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 124
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 In
30.00 in
13.54 in
19.01 in
7.67in
0.3300 in21ft
0.5188 in2/lt
Title Bressi Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (cl 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
8~w/#5@ 16
Solid Grout
1rw/#6@ 16
Solid Grout
1 -4 ..1.l ____ _
#5(@ 16.in
@T'oe
Cantilevered Retaining Wall
#6(@12.in
@ Center On Key
#6@8·
@Heel
1 0 1 -0 2 -8
6 4-2
4 -8·
Pg. 125
Code: CBC 2016,ACI 318-14,ACI 530-13
8'-0 8'-2
3
Title BressJ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J • 8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Pp= 2351 04#
Cantilevered Retaining Wall
0)
(Y) N (Y)
Pg. 126
Code: CBC 2016,ACI 318-14,ACI 530-13
2934#
I
Title Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page : 7
Date: 8 NOV 2017
Description ....
Wall 1J -8.17' Pg. 127
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 License To : R2H ENGINEERING, INC.
Wall
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
810.0 lbs 1,350.0 lbs 1,890.0 lbs 2,430.0 lbs 540.0 lbs 1,080.0 lbs 1,620.0 lbs 2,160.0 lbs
Title Bressj Ranch Page : a
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17' Pg. 128
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales {phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING, INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-#
' ' '
' '
' 1
Title BressJ Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17' -seismic Pg.129
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~1'::;'~~:~ ~~:!~~;:, eulld 11·11·04•04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
l,c.r.it.er.ia ________ _.1 I Soil Data I
Retained Height = 8.00 fl
Wall height above soil = 0.17fl
Slope Behind Wall = 2.00
Height of Soil over Toe = 16.00 in
Water height over heel = 0.0 fl
Allow Soil Bearing = 4,522.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoll Friction
Soll height to Ignore
for passive pressure
=
= 300.0 psi/fl
130.00 pc!
130.00 pc!
0.350
12.00 in •
j Surcharge Loads • j Lateral Load Applied to Stem • j Adjacent Footing Load
Surcharge Over Heel _ 0.0 psf Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Lateral Load 0.0 #/fl Adjacent Footing Load
... Height to Top 0.00 fl Footing Width
... Height to Bottom 0.00 fl Eccentricity
Load Type = Wind 0N) Wall to Ftg CL Dist =
• (Service Level) Footing Type
Base Above/Below Soil I Axial Load Applied to Stem
Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall =
Axial Live Load 0.0 lbs
Axial Load Eccentricity = 0.0 in (Service Level) Poisson's Ratio
j Earth Pressure Seismic Load •
Method : Triangular Total Strength-Level Seismic Load .... . =
Load at bottom of Triangular Distribution....... 194.250 psf Total Service-Level Seismic Load .... . =
(Strength)
j Stem Weight Seismic Load • FP I WP Weight Multiplier 0.226 g Added seismic base force
0.0 lbs
0.00 fl
0.00 in
0.00 fl
Line Load
0.0 ft
0.300
898.406 lbs
628.884 lbs
129.3 lbs
•
I ,•
I ,1
I
,-'
' -
I :
Title BressJ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1J -8.17' -seismic
Page: 2
Date: B NOV 2017
Pg.130
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Design Summary • ~I s.t.•.m .. c.o.n.s.tr.u.ct•i•on ...... 1-~2~n~d _ __,B~o~tt=o~m'-------------
1 • Stem OK Stem OK Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc. =
1.64 OK 1.33 Ratio < 1.5!
7,321 lbs
14.14 In
Soil Pressure@ Toe = 4,224 psf OK
Soil Pressure @ Heel = O psf OK
Allowable = 4,522 psi
Soil Pressure Less Than Allowable
ACI Factored@ Toe 4,729 psi
ACI Factored @ Heel O psi
Footing Shear@ Toe = 14.1 psi OK
Footing Shear @ Heel = 34.5 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability
=
3,692.3 lbs
2,351.0 lbs
2,562.4 lbs
0.0 lbs OK
625.0 lbs NG
Vertical component of active lateral soil pressure rs
considered In the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Fig ft= 2.67 0.00
Wall Material Above "Ht" Masonry Masonry
Design Method LRFD LRFD
Thickness 8.00 12.00
Rebar Size # 5 # 6
Rebar Spacing 16.00 16.00
Rebar Placed at = Edge Edge Design Data ________ ..:._ ___ :._ ___________ _
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Momant .. .Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
=
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.550
1,539.1
2,836.0
5,155.0
16.B
90.0
91.50
5.25
0.733
3,416.7
9,291.7
12,684.4
24.5
90.0
139.50
9.00
MasonryData ------------------------
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
psi=
2,500
60,000
Yes
12.89
84.0
2,500
60,000
Yes
12.89
133.0
in= 7.60 11.60
= Normal Weight
LRFD
Concrete Data ------------------------
fc
Fy
psi=
psi=
Title BressJ Ranch
Job # : 17058 Dsgnr: EAS
Page : 3
Date: 8 NOV 2017
Description ....
Wall 1 J -8.17' -seismic Pg. 131
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
License To : R2H ENGINEERING INC.
Footing Dimensions & StrengthQ
Toe Width 0.50 ft
Heel Width 4.17
Total Footing Width 4.67
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results •
~ ~
Factored Pressure 4.729 O psf
Mu': Upward 563 1,729 fl-#
Mu': Downward 108 16,908 fl-#
Mu: Design 454 15,179 fl-#
Actual 1-Way Shear 14.08 34.53 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@22.22 in, #8@29.26 in, #9@ 37
Heel: #4@ 5.97 in, #5@ 9.25 in, #6@ 13.13 in, #7@ 17.90 in, #8@ 23.57 in, #9@ 29.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
1.51 in2
0.32 in2 tft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Fooling Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
..... OVERTURNING ..... Force Distance Moment
lbs ft fl-#
2,934.1 3.61 10,595.6
628.9 3.08
129.3 4.89
1,939.1
632.7
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
.. ... RESISTING ..... Force Distance
lbs ft
3,293.7 3.08
326.0 3.61
86.7 0.25
Moment
fl-#
10,156.1
1,177.2
21.7
Total 3,692.3 O.T.M. 13,167.4
Surcharge Over Toe
Stem Weight(s) 817.1 0.91 740.1
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.64
7,321 .0 lbs
Earth@ Stem Transitions=
Footing Weighl
Key Weight
Vert. Component
231 .0 1.33 308.0
875.1 2.33 2,042.0
225.0 1.50 337.5
1,466.6 4.67 6,844.5
Total= 7,321 .0 lbs R.M.= 21,626.9
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
[ Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Peflect;on at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.205 in
The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained so11
•
I ;
' __ ,
Tille Bressj Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J. 8.17' • seismic Pg. 132
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.17' Design Height, 6.5' exposed
2:1 slope at backfill
Flat slope at front
Seismic Included
Vehicle surcharge at front
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: B NOV 2017
Description ....
Wall 1J -8.17' -seismic
This Wall In FIie: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987~2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for tl6 bar extending up Into this stem design segment from below =
Development length for #5 bar specified In this stem design segment=
Development length for tl6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#5 bar extending down into this stem design segment from above=
Lap Splice length for#6 bar speCified in this stem design segment=
Development length for #5 bar extending down into this stem design segment from above=
Development length for tl6 bar specified In this stem design segment =
Hooked embedment length Into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 133
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 In
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.3300 in2/ft
0.7034 in2/ft
Title Bress! Ranch Page: 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
8"w/#5@ 16
Solid Grout
12 w/#6@ 16
Solid Grout
1 -4· .... l ____ _
#5®16.in @ i oe
Cantilevered Retaining Wall
#6(a)12.in
@ Center On Key
#6@8"
@Heel
1 0 1 -0 2 -8
5· 4 -2
4 -8
Pg. 134
Code: CBC 2016,ACI 318-14,ACI 530-1 3
0·-0 0·-2
3-
Title Bressj Ranch Page: 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17' -seismic Pg. 135
This Wall in File: S:117\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 2351.04#
Cantilevered Retaining Wall Code: CBC 201 6,ACI 318-14,ACI 530-13
2934# 629# 129#
• Se1sm1c lateral earth pressure
D Seismic due to stem self weight
Title Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 J -8.17' -seismic Pg. 136
This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\ 17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING, INC.
Masonry
2.67 ft
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,020.0 lbs 1,700.0 lbs 2,380.0 lbs 3,060.0 lbs 680.0 lbs 1,360.0 lbs 2,040.0 lbs 2,720.0 lbs
Title Bress! Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1J -8.17' -seismic Pg. 137
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-#
2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-#
2.67 ft
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 1
Date: 7 NOV 2017
Description ...•
Wall 1G2-8.17' Pg.138
This Wall in File: S:117117058-Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~r.':~~:':"~~~:~~;:Jl· 8"11" 11·17·04•04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
,I c.r.it.er.ia _________ • I Soil Data •
Retained Height = 8.00 ft
Wall height above soil = 0.17 ft
Slope Behind Wall 2.00
Height of Soil over Toe = 19.00 in
Water height over heel = 0.0 ft
Allow Soil Beartng = 3,466.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 50.0 psflft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
= 300.0 psf/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
,I S~u.r"!'c•h•ar .. a!!'e•L"'!o'!"a"'!d"'!s __ ..., .... ""!"'... I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
o.o lbs o.o lbs o.o in
• Wall Stablllty Ratios
Overturning
Sliding =
1.94 OK
1.56 OK
Total Bearing Load
... resultant ecc.
7,001 lbs
10.33 in
Soil Pressure@ Toe = 3,360 psf OK
Soil Pressure @ Heel O psf OK
Allowable = 3,466 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,733 psi
ACI Factored @ Heel = O psi
Footing Shear@ Toe = 10.7 psi OK
Footing Shear@ Heel 28.2 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100°Ai Passive Force =
less 100% Friction Force =
Added Force Req'd
•.. .for 1.5 Stability =
2,889.1 lbs
2,054.2 lbs
2,450.5 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load =
... Height to Top =
... Height to Bottom =
Load Type
Wind on Exposed Stem =
(Service Level)
I Stem Construction
0.0 #/ft
0.00 ft
0.00 ft
Wind c,N)
(Service Level)
0.0 psi
• 2nd
Stem OK Design Height Above Fig ft= 2.67
Wall Material Above "Ht" = Masonry
Design Method = LRFD
Thickness 8.00
Rebar Size # 4
Rebar Spacing = 16.00
Rebar Placed at Edge
Design Data
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Bottom
Stem OK
0.00
Masonry
LRFD
12.00
# 6
16.00
Edge
fb/FB + fa/Fa 0.593 0.538
Total Force @ Section
Service Level lbs=
Strength Level lbs= 1,136.4 2,560.0
Moment .••• Actual
Seivice Level ft-#=
Strength Level ft-#= 2,018.9 6,826.7
Moment. .... Allowable ft-#= 3,403.1 12,684.4
Service Level psi=
Strength Level psi= 12.4 18.4
Shear ..... Allowable psi= 90.0 90.0
Anet (Masoniy) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Vertical component of active latel"al soil pressure IS
considered in the calculation of soil bearing pressures.
Solid Grouting
Modular Ratio 'n'
Wall Weight
=
=
psi=
Yes Yes
12.89 12.89
84.0 133.0
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
in= 7.60 11.60
Normal Weight
= LRFD
psi=
psi=
=
=
=
o.o lbs
0.00 ft
o.oo in
0.00 ft
Line Load
0.0 ft
0.300
•
Title Bress/ Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' Pg. 139
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Ret.alnPro (c) 1987-2017, Build 11 .17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
4.00
4.50
15.00 in
12.00 in
12.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
) Footing Design Results J
~ ~
Factored Pressure 3,733 0 psf
Mu' : Upward 448 2,835 ft-#
Mu':Downward 118 15.454ft-#
Mu: Design 330 12,620 ft-#
Actual 1-Way Shear 10.71 28.21 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 5 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.18 in, #5@ 11.12 in, #6@ 15.79 in, #7@ 21 .53 in, #8@ 28.35 in, #9@ 35
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
1.46 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
2,889.1 3.58 10,352.5
2,889.1 O.T.M. 10,352.5
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
..... RESISTING .....
Force Distance
lbs ft
3,120.0 3.00
292.5 3.50
102.9 0.25
817.1 0.91
231.0 1.33
843.8 2.25
150.0 1.50
Moment
ft-#
9,360.0
1,023.8
25.7
740.1
308.0
1,898.4
225.0
Vertical Loads used for Soil Pressure =
1.94
7,001 .3 lbs Vert. Component 1,444.1 4.50 6,498.2
Total = 7,001.3 lbs R.M.= 20,079.2
* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
250.0 pci
0.169 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate rnto the retained soil
•
,-'-,
Title BressJ Ranch Page: 3
Job#: 17058 Dsgnr: EAS Dale: 7 NOV 2017
Description ....
Wall 1G2 • 8.17'
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.()6067955 License To : R2H ENGINEERING' INC.
DESIGNER NOTES:
8.17' Design Heigh!
2:1 slope al backfill
Flat front assumed
Seismic NOT included
Cantilevered Retaining Wall
Pg. 140
Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bres~ Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17'
This Wall in File: S:117117058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW..06057955 License To : R2H ENGINEERING' INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #4 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #4 bar extending down into this stem design segment from above =
Development length for #6 bar sPecified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg 141
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 in
19.01 in
20.00 in
30.00 in
12.00 in
19.01 in
7.67 in
0.3300 in21ft
0.5168 in2/ft
Title Bress! Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2-8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
a·w/#4@ 15·
Solid Grout
12" w/ #6@ 16"
Solid Grout
1-T....._I --
#5@.16 in
@ Toe
Cantilevered Retaining Wall
5'-6"
2'-8"
#6@.12 in
@ 'Center On Key
#5@8"
@ Heel Z -6''
Pg. 142
Code: CBC 2016,ACI 318-14,ACI 530-13
8'-0 " a·-r
3"
I
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 • 8.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Pp= 2054 17#
Cantilevered Retaining Wall
..... (/)
0.. co (D
(J)
I.I:) (T)
(T)
Pg. 143
Code: CBC 2016,ACI 318-1 4,ACI 530-13
2889#
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' Pg. 144
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING, INC.
Wall
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
810.0 lbs 1,350.0 lbs 1,890.0 lbs 2.430.0 lbs
540.0 lbs 1,080.0 lbs 1,620.0 lbs 2,160.0 lbs
Title Brass; Ranch
Job # : 17058 Dsgnr: EAS
Page : 8
Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' Pg. 145
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
license : KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-#
2.67 ft
I
I
' '
I oJ
' '·
TiUe BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' -seismic Pg. 146
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING' INC.
I Criteria • Retained Height = 8.00 ft
Wall height above soil = 0.17 ft
Slope Behind Wall = 2.00
Height of Soll over Toe = 19.00 in
Water height over heel 0.0 ft
I Surcharge Loads • Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Siem • Axial Dead Load = 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth Pressure Seismic Load •
Method : Triangular
I Soil Data •
I
Allow Soll Bearing = 4,622.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 50.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootlngUSoil Friction
Soil height to Ignore
for passive pressure
=
= 300.0 psi/ft
= 130.00 pct
= 130.00 pct
= 0.350
12.00 in
Lateral Load Applied to Stem • Lateral Load 0.0 #/ft
.•• Height to Top 0.00 ft
.•• Height to Bottom 0.00 ft
Load Type = Wind 0N)
(Service Level)
Wind on Exposed Stem = o.o psi
(Service Level)
I Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist =
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load .... .
Load at bottom of Triangular Distribution....... = 194.250 psf Total Service-Level Seismic Load .... .
(Slrength)
I Stem Weight Seismic Load • Fp I WP Weight Mulliplier = 0.226 g Added seismic base force
O.Olbs
0.00 ft
0.00 in
0.00 ft
Line Load
0.0 ft
0.300
898.406 lbs
628.884 lbs
129.3 lbs
•
i , __
I
TIiie Bressj Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ...•
Wall 1G2 -8.17' -seismic Pg. 147
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
l,o.e.s•i•g•n•S•u•m•m-a,.ry,.. _____ • I Stem Construction • --=2n ... d,_ __ B:::o:::ll ... o::,m,,_ ___________ _
• Stem OK Stem OK
Wall Stablllty Ratios Design Height Above Fig ft= 2.67 0.00
Overturning 1.55 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.24 Ratio< 1.5!
Total Bearing Load
... resultant ecc. =
7,001 lbs
14.74 in
Soil Pressure@ Toe = 4,567 psf OK
Soil Pressure @ Heel = 0 psf OK
Allowable = 4,622 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 5,075 psf
ACI Factored @ Heel O psf
Footing Shear@ Toe
Footing Shear@ Heel
Allowable
Sliding Cales
Lateral Sl!ding Force
less 100% Passive Force =
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability
14.9 psi OK
36.6 psi OK
82.2 psi
3,647.2 lbs
2,054.2 lbs
2,450.5 lbs
0.0 lbs OK
966.2 lbs NG
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Method LRFD LRFD
Thickness = 8.00 12.00
RebarSize = # 4 # 6
Rebar Spacing = 16.00 16.00
Rebar Placed at Edge Edge Design Data ________ _:_ ___ c__ ___________ _
fb/FB + fa/Fa 0.833 0.733
Total Force @ Section
Service Level
Strength Level
Moment ... Actual
Service Level
strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear .... .Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs = 1,539.1
ft-#=
ft-#= 2,836.0
ft-#= 3,403.1
psi=
psi= 16.B
psi= 90.0
in2 = 91.50
in= 5.25
3,416.7
9,291.7
12,684.4
24.5
90.0
139.50
9.00
Masonry Data ------------------------
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi= 2,500
psi= 60,000
Yes
12.89
psf= 84.0
in= 7.60
2,500
60,000
Yes
12.89
133.0
11.60
= Normal Weight
= LRFD
Concrete Data ------------------------
re
Fy
psi=
psi=
Title Bress! Ranch Page : 3
Job#: 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1 G2 -8.17' -seismic Pg. 148
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
4.00
4.50
15.00 in
12.00 in
12.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results I
~ ~
Factored Pressure 5,075 O psf
Mu' : Upward 600 1,059 ft-#
Mu': Downward 118 15,454 ft-#
Mu: Design 482 14,395 ft-#
Actual 1-Way Shear 14.88 36.60 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 5 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.29 in. #5@ 9.75 in, #6@ 13.84 in, #7@ 18.87 in, #8@ 24.85 in, #9@ 31 .
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.46 in2
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in #4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
-------------
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 2,889.1 3.58 10,352.5 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
Total
Resisting/Overturning Ratio
628.9 3.08
129.3 4.89
3,647.2 O.T.M.
1,939.1
632.7
12,924.3
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
.. ... RESISTING .....
Force Distance
lbs ft
3,120.0 3.00
292.5 3.50
102.9 0.25
817.1 0.91
231.0 1.33
843.8 2.25
150.0 1.50
Moment
ft-#
9,360.0
1,023.8
25.7
740.1
308.0
1,898.4
225.0
Vertical Loads used for Soil Pressure =
1.55
7,001.3 lbs Vert. Component 1,444.1 4.50 6,498.2
Total= 7,001 .3 lbs R.M.= 20,079.2
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
* Axial live load NOT included in total displayed( or used for overturning
resistance, but is included for soil pressure ca culation.
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Def! @ Top of Wall (approximate only)
250.0 pci
0.230 in
The above calculation 1s not valid 1f the heel so11 bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained so11
•
Title Bres~ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1 G2 -8.17' -seismic Pg. 149
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c} 1987-2017, Build 11.17.04.04
License : KW.()6057955 , License To: R2H ENGINEERING INC.
DESIGNER NOTES:
8.1 T Design Height
2:1 slope at backfill
Flat front assumed
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
; ;
_,
Title Bress~ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 7 NDV 2017
Description •..•
Wall 1 G2 -8.1 T -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06067965 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for #4 bar specified in this stem design segment=
Lap Splice length for '#6 bar extending up into this stem design segment from below=
Development length for #4 bar specified in this stem design segment =
Development length for '#6 bar extending up Into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: o.oo ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for#6 bar specified in this stem design segment=
Development length for #4 bar extending down into this stem design segment from above =
Development length for'#6 bar specified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 150
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 in
19.01 in
20.00 in
30.00 in
12.00 in
19.01 in
7.67 in
0.3300 in2/ft
0. 7034 in2/fl
Title Bressj Ranch Page : 6
Job#: 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 - 8.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING, INC.
8 w/#4@ 15·
Solid Grout
12" w/ #6@ 16"
Solid Grout
1-7 ......_I __
#5(@16 in
@ Toe
#6(@ 12 in
Cantilevered Retaining Wall
5-6~
2'-8"
@ Center On Key
#5@8"
@ Hee l 2'-6"
Pg. 151
Code: CBC 2016,ACI 318-14,ACI 530-13
8'-o·· s -r
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 - 8.17' -seismic Pg. 152
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057956 License To : R2H ENGINEERING INC.
Pp= 2054.17#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
2889# 629# 129#
• Se1sm1c lateral earth pressure
D Seismic due to stem self weight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' -seismic Pg. 153
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 license To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,020.0 lbs 1,700.0 lbs 2,380.0 lbs 3,060.0 lbs
680.0 lbs 1,360.0 lbs 2,040.0 lbs 2,720.0 lbs
Title Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page : 9
Date: 7 NOV 2017
Description ....
Wall 1G2 -8.17' -seismic Pg. 154
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 fl-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-#
2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-#
2.67 ft
r -
Title Bressj Ranch
Job # : 17058 Dsgnr: EAS
Description ...•
Wall 1G2-10.17'
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 In SLC)\17-1031 -pha
Page: 1
Date: 8 NOV 2017
Pg. 155
~1'::'.;'!~:~ ~l:iit:J:· Build 11•17,04-04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
'-->I c.r.it.er.ia _________ • I Soil Data •
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel =
10.00 ft
0.17 ft
2.00
19.00 in
0.0 ft
Allow Soil Bearing 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
Passive Pressure = 300.0 psi/ft
Soil Density, Heel 130.00 pcf
Soil Density, Toe 130.00 pcf
FootingUSoil Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
,I S'!!'u•r"!'c•h•ar .. g!!"e•L"'!o'!'a"'!d"'!s ____ ""!"'... I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
0.0 lbs o.o lbs
0.0 in
Lateral Load
... Height to Top
... Height to Bottom
Load Type
0.0#/ft
0.00 ft
0.00 ft
= Wind 0N)
(Service Level)
Wind on Exposed Stem =
(Service Level)
o.o psi
Adjacent Footing Load
Fooling Width
Eccentricity
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
=
=
=
=
0.0 lbs
0.00 fl
0.00 in
0.00 fl
Line Load
0.0 ft
0.300
•
I Design Summary l,S•t•e•m-C•o•n•s•t•ru•c•t•io•n_..,. ... -~2=n~d~-=B~ott=o=m~-----------• Stem OK Stem OK Design Height Above Fig ft= 4.00 o.oo • Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
.•. resultant ecc.
= 2.50 OK
1.50 OK
13,197 lbs
10.37 in
Soil Pressure @ Toe 3,396 psf OK
Soil Pressure @ Heel = 466 psf OK
Allowable 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 3,883 psi
ACI Factored@ Heel = 533 psi
Footing Shear@ Toe 11.6 psi OK
Footing Shear@ Heel = 34.0 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability
=
4,841.7 lbs
2,666.7 lbs
4,618.8 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Wall Material Above "Ht" Masonry Masonry
Design Method LRFD LRFD
Thickness 8.00 12.00
RebarSize = # 5 # 6
Rebar Spacing = 16.00 8.00
Rebar Placed at Edge Edge
Design Data -------------------------
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment. •.• Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
ln2=
in=
0.559
1,440.0
2,880.0
5,155.0
15.7
90.0
91.50
5.25
0.555
4,000.0
13,333.3
24,007.5
28.7
90.0
139.50
9.00
MasonryData -----------------------~ rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
=
psf=
2,500
60,000
Yes
12.89
84.0
In= 7.60
2,500
60,000
Yes
12.89
133.0
11.60
= Normal Weight
LRFD
ConcreteData ------------------------
re
Fy
psi=
psi=
Title Bressj Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' Pg. 156
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057956 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Footing Dimensions & Strengths::)
Toe Width 0.50 ft
Heel Width 6.33
Total Footing Width 6.83
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results )
~ 1::iw
Factored Pressure 3,883 533 psf
Mu': Upward 475 19,974 ft-#
Mu' : Downward 11 8 52,634 ft-#
Mu: Design 357 32,661 ft-#
Actual 1-Way Shear 11.62 33.96 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 7 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 3.70 in, #5@ 5.73 in, #6@ 8.13 in, #7@ 11 .09 in, #8@ 14.60 in, #9@ 18.4
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 2.21 in2
Min fooling T&S reinf Area per foot
If one layer of horizontal bars:
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in #4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
#5@22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 4,841 .7 4.64 22,460.0 Soil Over Heel 6,932.9 4.17
Surcharge over Heel Sloped Soil Over Heel 924.3 5.06
Surcharge Over Toe Surcharge Over Heel
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 102.9 0.25
Surcharge Over Toe
Total 4,841 .7 O.T.M. 22,460.0 Stem Weight(s)
Earth @ Stem Transitions=
1,050.3 0.92
260.0 1.33
Footing Weight 1,281 .2 3.42
Resisting/Overturning Ratio 2.50 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 13,196.7 lbs Vert. Component 2,420.1 6.83
Moment
ft-#
28,885.9
4,672.8
25.7
963.9
346.7
4,377.2
337.5
16,536.3
Total = 13,196.7 lbs R.M.= 56,146.0
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wan due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell@ Top of Wall (approximate only)
250.0 pci
0.140 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
I
·_ ,\
Title Bressj Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2-10.17'
This Wall In File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height
2:1 slope at backfill
Flat front assumed
Seismic NOT included
Cantilevered Retaining Wall
Pg. 157
Code: CBC 2016,ACI 318-14,ACI 530-13
I i
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 4
Date: 8 NOV 2017
Description ..•.
Wall 1G2 -10.17'
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW.06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 ft above top offoofing
Lap Splice length for #5 bar specified in this stem design segment=
Lap Spl!ce length for #6 bar exterlding up Into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 158
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 In
13.54 In
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in2/ft
1.0093 in2/ft
Title Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' Pg . 159
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057956 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
12" w/ #6@ 8"
Solid Grout
1'-7"..>:.-! --
~~0\6 in
,~~~f~~ On Ke
#7@8"
@ Heel
4'-1 O"
s·-1 O"
L. I
6'-2"
10--0" 10'-2"
4'-0"
' 3"
_}.3"'
& 3" 1'-6"
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 2666.67#
Cantilevered Retaining Wall
._
(J) a. ~ M
(.0
a, M
M
Pg. 160
Code: CBC 2016,ACI 318-14,ACI 530-13
4842#
._
IJ) a. ro N
<D <D "<f"
Title Bress/ Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' Pg. 161
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC.
Wall
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,290.0 lbs 2,150.0 lbs 3,010.0 lbs 3,870.0 lbs
860.0 lbs 1,720.0 lbs 2,580.0 lbs 3,440.0 lbs
Title Bress/ Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' Pg. 162
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
4.00 ft
I
Title BressJ Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 G2 -10.17' -seismic Pg. 163
This Wall in File: S:117117058-Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031-pha
~.'::';~~:':" ~~~:~-;:::· Build 11•11•04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
l.,c.r.ite.r.ia _________ • I Soil Data I
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soll over Toe
Water height over heel =
10.00 fl
0.17fl
2.00
19.00 in
0.0 fl
Allow Soil Bearing = 5,333.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
=
Passive Pressure = 300.0 psi/ft
Soll Density, Heel 130.00 pc!
Soll Density, Toe 130.00 pc!
FoolingUSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Lateral Load 0.0 #/ft Adjacent Footing Load =
... Height to Top 0.00 fl Footing Width =
... Height to Bottom 0.00 fl Eccentricity
Load Type Wind (:NJ Wall to Ftg CL Dist
• (Service Level) Footing Type
Base Above/Below Soil
Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall Axial Live Load o.o lbs
Axial Load Eccentricity o.o in (Service LeveO Poisson's Ratio
I Earth Pressure Seismic Load •
Method : Triangular Total Strength-Level Seismic Load .... .
Load at bottom of Triangular Distribution . . . . . . . = 236.250 psf Total Service-Level Seismic Load .... .
(Strength)
I Stem Weight Seismic Load • Fp I WP Weight Multiplier 0.226 g Added seismic base force
o.o lbs
0.00 ft
0.00 In
0.00 ft
Line Load
0.0 fl
0.300
1,328.906 lbs
930.234 lbs
166.2 lbs
•
! '
,•-
Title BressJ Ranch Page: 2
Job# : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 G2 -10.17" -seismic Pg. 164
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License : KW.06057955 License To : R2H ENGINEERING· INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wall Stability Ratios Design Height Above Fig fl= 4.00 0.00
Overturning = 2.09 OK Wall Material Above "Ht" Masonry Masonry
Sliding 1.23 Ratio < 1.51 Design Method LRFD LRFD
Thickness 8.00 12.00
Total Bearing Load = 13,197 lbs Rebar Size # 5 # 6
... resultant ecc. 14.41 in Rebar Spacing 16.00 8.00
Rebar Placed at = Edge Edge Soil Pressure@ Toe = 3.971 psi OK Design Data Soil Pressure @ Heel = 0 psi OK fb/FB + la/Fa = 0.775 0.746
Allowable = 5,333 psi Total Force @ Section Soil Pressure Less Than Allowable Seivice Level lbs= ACI Factored @ Toe 4,539 psi
ACI Factored @ Heel O psi Strength Level lbs= 1.935.1 5,287.4
Footing Shear@ Toe 13.8 psi OK Moment. ... Actual
Service Level fl-#= Footing Shear@ Heel = 39.5 psi OK Strength Level fl-#= 3,997.3 17,903.7 Allowable = 82.2 psi
Sliding Cales Moment. .... Allowable fl-#= 5,155.0 24,007.5
Lateral Sliding Force 5,938.1 lbs
less 100%, Passive Force= 2,666.7 lbs Seivice Level psi=
less 100°k Friction Force = 4,618.8 lbs Strength Level psi= 21.1 37.9
Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
... .for 1.5 Stability 1,621.7 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 considered in the calculation of soil bearing pressures. Wall Weight psi= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type = Normal Weight
Live Load 1.600 Masonry Design Method LRFD
Earth. H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bress/ Ranch
Job # : 17058 Dsgnr: EAS
Page: 3
Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' -seismic Pg. 165
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
l Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
6.33
6.83
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
0 ooting Design Results I
~ 1ml
Factored Pressure 4,539 O psf
Mu' : Upward 553 15,522 ft-#
Mu' : Downward 118 52,634 ft-#
Mu: Design 435 37,113 ft-#
Actual 1-Way Shear 13.82 39.52 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 7 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 3.25 in, #5@ 5.04 in, #6@ 7.16 in, #7@ 9.76 in, #8@ 12.85 in, #9@ 16.27
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
L Summa of Overturn in & Resistin Forces & Moments
..... OVERTURNING .....
2.21 in2
0.32 in2 !ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@32.59 in
. .... RESISTING .....
Force Distance Moment Force Distance Moment
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
Total
Resisting/Overturning Ratio
lbs ft ft-#
4,841.7 4.64
930.2 3.75
166.2 5.76
5,938.1 0.T.M.
22,460.0
3,488.4
956.9
26,905.3
Vertical Loads used for Soil Pressure =
2.09
13,196.7 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
lbs ft ft-#
6,932.9
924.3
102.9
1,050.3
260.0
4.17
5.06
0.25
0.92
1.33
28,885.9
4,672.8
25.7
963.9
346.7
1,281 .2 3.42 4,377.2
225.0 1.50 337.5
2,420.1 6.83 16,536.3
Total= 13,196.7 lbs R.M.= 56,146.0
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
l Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.164 in
The above calculation is not valid 1f the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
' ' ' '
-,
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' -seismic Pg. 166
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 ln SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11,17.04.04
License : KW-06057955 · License To: R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height
2:1 slope at backfill
Flat front assumed
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I
Titre BressJ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 8 NDV 2017
Description .•.•
Wall 1G2-10.1T -seismic
This Wall in FIie: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW~&057955 License To : R2H ENGINEERING' INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.00 fl above top of fooling
Lap Splice length for#5 bar specified in this stem design segment=
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 167
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67in
0.6600 in2/fl
1.3553 in2/fl
I
Title Bress; Ranch Page: 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057965 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Soli d Grout
12" w/ #6@ 8"
Solid Gro ut
1'-7"_,,_l ___ _
i,o1e6 in
i(@J1tt~7 On Ke
#7@8 "
@ Heel
4'-1 O"
6'-4"
6'-1 O"
6'-2"
4'-0"
3' 1'-6"
Pg. 168
Code: CBC 201 6,ACI 31 8-14,ACI 530-13
10'-0" 10'-2"
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page : 7
Date: 8 NOV 2017
Description ....
Wall 1G2 -10.17' -seismic Pg. 169
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING INC.
Pp= 26ee.N #
Cantilevered Retaining Wall
4842#
Code: CBC 2016,ACI 318-14,ACI 530-13
93.0# 100#
• Seismic lateral earth pressure o Seismic du e to stem self w eight
Title BressJ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 G2 -10.17' -seismic Pg. 170
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Wall
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
1,620.0 lbs 2,700.0 lbs 3,780.0 lbs 4,860.0 lbs
1,080.0 lbs 2,160.0 lbs 3,240.0 lbs 4,320.0 lbs
Title Bressj Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 G2 -10.17' -seismic Pg . 171
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Top of Soil Designer to determine bar cutoff locations
.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-#
5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
4.00
__ i
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg. 172
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
~:'~~:~ ~~i!~~-;:J:· Build 11·17·04·04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC •
._,I c.r.it.er.ia _________ • I Soil Data •
Allow Soil Bearing = 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Retained Height 11.33ft
Wall height above soil = 0.17 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 16.00 in Passive Pressure 300.0 psi/ft
Water height over heel 0.0 ft Soll Density, Heel = 130.00 pcf
Soil Density, Toe = 130.00 pcf
FootingUSoil Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
,I S!"u.r.c.ha.r~g!"e•L"!'o!"a"'!ds ____ """'!_. I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Lateral Load
... Height to Top
... Height to Bottom
Load Type
0.0#/ft
0.00 ft
0.00 ft
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
Axial Dead Load
Axial Live Load
0.0 lbs
0.0 lbs
0.0 in
Wind on Exposed Stem =
. (Service LeveQ
Wind ry,I)
(Service Level)
0.0 psi at Back of Wall
Poisson's Ratio Axial Load Eccentricity
I Design Summary • Wall Stablllty Ratios
Overturning
Sliding =
4.47 OK
1.53 OK
Total Bearing Load
... resultant ecc.
= =
16,756 lbs
5.34 in
Soil Pressure@ Toe = 2,947 psi OK
Soil Pressure @ Heel = 1,424 psi OK
Allowable 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 4,126 psi
ACI Factored @ Heel 1,993 psi
Footing Shear@ Toe = 12.9 psi OK
Footing Shear @ Heel 38.4 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
5,383.0 lbs
2,351.0 lbs
5,864.7 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
I Stem Construction
Design Height Above Fig
Wall Material Above "HI"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment ••• Actual
Service Level
Strength Level
Moment ..... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
• 2nd Bottom
Stem OK Stem OK
ft= 4.67 0.00
Masonry Masonry
LRFD LRFD
= 8.00 12.00
= # 5 # 6
16.00 8.00
= Edge Edge
0.535 0.706
lbs=
lbs= 1,242.0 6,185.8
ft-#=
ft-#= 2,757.1 1e,gs2.1
ft-#= 5,155.0 · 24,007.5
psi=
psi= 13.6 44.3
psi= 90.0 90.0
in2= 91.50 139.50
in= 5.25 9.00
psi= 2,500 2,500
psi= 60,000 60,000
= Yes Yes
12.8g 12.89
psi= 84.0 133.0
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind. W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
re
Fy
in= 7.60 11.60
= Normal Weight
= LRFD
psi=
psi=
=
=
=
=
• 13197.0 lbs
6.83 ft o.oo in
8.25 ft
Line Load
-5.8 ft
0.300
Title Bressi Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg. 173
This Wall in File: S:\17\17058 . Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
I Footing Dimensions & Strengths J
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
7.17
7.67
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Result5'
~ tlffi
Factored Pressure 4,126 1,993 psf
Mu': Upward 510 48,778 ft-#
Mu': Downward 108 40,961 ft-#
Mu: Design 402 -7,817 ft-#
Actual 1-Way Shear 12.88 38.37 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11 .48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 2.48 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 2,769.5 4.19 11,613.4 Soil Over Heel 9,083.4 4.58
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 2,613.5 1.82 4,751 .1 Adjacent Footing Load 4,440.2 5.44
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 86.7 0.25
Surcharge Over Toe
1,194.8 0.92
288.6 1.33 Total 5,383.0 O.T.M. 16,364.5 Stem Weight(s)
Earth @ Stem Transitions =
Footing Weigh1 1,437.6 3.83
Resisting/Overturning Ratio 4.47 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 16,756.3 lbs Vert. Component
Moment
ft-#
41,633.6
24,148.6
21.7
1,099.2
384.8
5,510.9
337.5
Total= 16,756.3 lbs R.M.= 73,136.3
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance. but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl@ Top of Wall {approximate only)
250.0 pci
0.123 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title BressJ Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg. 174
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License : KW.(16057955 License To : R2H ENGINEERING' INC.
DESIGNER NOTES:
11.50' Design Height, 7.1' exposed
Adjacent retaining wall imposed load
4:1 slope at backfill
Flat front assumed
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BresS,. Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetaJnPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.67 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for#5 bar sp'ecified In this stem design segment=
Development length for#6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending dmYn.into this stem design segment from above=
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment =
As Provided =
As Required =
Pg. 175
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 In
13.54 In
19.01 In
7.67 In
0.6600 in2/ft
1.2833 in2/ft
Title Bress/ Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg. 176
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
12" w/ #6@ 8"
Solid Grout
1'-4" ..... ! ___ _
#5@16 in
@ Toe
#6@.12 in
@ "Center On Ke
#6@16"
@Heel
6"
Cantilevered Retaining Wall
5'-8"
T-2"
T -8"
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-1 O"
4'-8 "
3"
1'-6"
11'-4" 11'-6"
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 2351 .04#
Cantilevered Retaining Wall
Pg . 177
Code: CBC 2016,ACI 318-14,ACI 530-1 3
i
Adj Ftg Load =13197#
Ecc.=o· from CL
5383#
Title Bressl Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg. 178
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
license : KW--06057955
License To : R2H ENGINEERING INC.
Wall Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
640.0 lbs 1,920.0 lbs 3,200.0 lbs 4,480.0 lbs 5,760.0 lbs
1,280.0 lbs 2,560.0 lbs 3,840.0 lbs 5,120.0 lbs o.o lbs
Title Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' Pg . 179
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
4.67
I -.l
Title BressJ Ranch
Job#: 17058 Dsgnr: EAS
Page: 1
Date: 8 NOV 2017
Description ....
Wall 1 G1-11.50' • seismic Pg. 180
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 , License To : R2H ENGINEERING. INC.
I Criteria • I Soil Data •
Retained Height 11.33ft
Wall height above soil = 0.17 ft
Slope Behind Wall 0.00
Allow Soil Bearing 5,333.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Height of Soil over Toe 16.00 in Passive Pressure 300.0 psi/ft
Water height over heel 0.0 ft Soil Density, Heel = 130.00 pct
Soil Density, Toe = 130.00 pct
FootingllSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 In
~I
.,
I Surcharge Loads I I Lateral Load Applied to Stem I I Adjacent Footing Load
Lateral Load 0.0 #/ft
... Height to Top 0.00 ft
... Height to Bottom 0.00 ft
•
Load Type Wind rt'I)
(Service Level)
Surcharge Over Heel = · 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning I Axial Load Applied to Stem
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
(Service Level)
I Earth Pressure Seismic Load •
Method : Triangular 1
Load at bottom of Triangular Distribution . . . . . . . = 264.240 psf
(Strength)
I Stem Weight Seismic Load I Fp I WP Weight Multiplier
Poisson's Ratio
Total Strength-Level Seismic Load ....•
Total Service-Level Seismic Load .....
= 0.226 g Added seismic base force
13197.0 lbs
6.83 ft
o.oo in
8.25 ft
Line Load
-5.8 ft
0.300
1,662.070 lbs
1,163.449 lbs
189.0 lbs
I
-\
! ,
Tille BressJ Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' -seismic Pg. 181
This Wall in File: S:117\17058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057965 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wall Stablllty Ratios Design Height Above Fig ft= 4.67 0.00
Overturning 3.26 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.22 Ratio < 1.5! Design Method = LRFD LRFD
Thickness = 8.00 12.00
Total Bearing Load = 16,756 lbs Rebar Size = # 5 # 6
... resultant ecc. 9.70 In Rebar Spacing = 16.00 8.00
Soil Pressure@ Toe 3,568 psi OK Rebar Placed at Edge Edge
Design Data Soil Pressure @ Heel = 803 psi OK fb/FB + fa/Fa = 0.821 0.976
Allowable = 5,333 psi Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= AC! Factored @ Toe = 4,995 psi
ACI Faclored @ Heel = 1,125 psi Strength Level lbs= 1,837.5 7,804.0
Footing Shear@ Toe 15.8 psi OK Moment •• .Actual = Service Level ft-#= Footing Shear @ Heel = 30.8 psi OK Strength Level ft-#= 4,234.1 23,419.7 Allowable = 82.2 psi
Slldlng Cales Moment. .... Allowable ft-#= 5,155.0 24,007.5
Lateral Sliding Force 6,735.4 lbs Service Level psi= less 100%, Passive Force= 2,351.0 lbs
less 100°A, Friction Force = 5,864.7 lbs Strength Level psi= 20.1 55.9
Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability 1,887.4 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89
NOT considered in the calculation of soil bearing Wall Weight psf= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type = Normal Weight
Live Load 1.600 Masonry Design Method LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bress/ Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' -seism ic Pg. 182
This W all in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 31 8-14,ACI 530-13
l Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
7.17
7.67
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pct
0.0018
I Footing Design Results • Factored Pressure
Mu': Upward
Mu' : Downward
Mu: Design
Actual 1-Way Shear
Allow 1-Way Shear
Toe Reinforcing
Heel Reinforcing
Key Reinforcing
~
4,995
614
108
506
.tl§fil
1,125 psf
41,118 ft-#
40,961 ft-#
-157ft-#
15.82 30.77 psi
82.16 82.16 psi
# 5 @ 16.00 in
#6@16.00in
#6 @ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)"Sm
Key: #4@ 9.26 in. #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
2.48 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
. .... RESISTING .....
Force Distance Mom ent Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 2,769.5 4.19 11,613.4
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 2,613.5 1.82 4,751.1
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 1,163.4 4.19 4,878.7
Seismic Stem Self Wt 189.0 6.35 1,199.5
Total 6,735.4 O.T.M. 22,442.7
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3.26
16,756.3 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
lbs ft ft-#
9,083.4 4.58 41 ,633.6
4,440.2
86.7
1,194.8
288.6
1,437.6
225.0
5.44
0.25
0.92
1.33
3.83
1.50
24,148.6
21 .7
1,099.2
384.8
5,510.9
337.5
Total = 16,756.3 lbs R.M.= 73,136.3
if seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of wau due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defi @Top of Wall (approximate only)
250.0 pci
0.149 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title BressJ Ranch
Job# : 17058 Dsgnr: EAS
Page: 4
Date: 8 NDV 2017
Description ....
Wall 1G1-11.50" -seismic Pg. 183
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW.(16057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
11.50' Design Height, 7.1' exposed
Adjacent retaining wall imposed1load
4: 1 slope at backfill
Flat front assumed
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I !
I '
Title BressJ Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.SO' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW.06057966 License To : R2H ENGINEERING· INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.67 fl above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar exteriding up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up Into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down Into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down Into this stem design segment from above =
Development length for #6 bar specified in this stem design segment=
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 184
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 In
19.01 in
7.67 in
0.6600 in2/ft
1. 7728 ln2/ft
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' -seismic Pg. 185
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955 License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
12" w/ #6@ 8"
Solid Grout
1'-4"~! --
#5(@16 in @ Toe
#6(@12 in
@ Center On Ke
#6@16"
@ Heel
6''
Cantilevered Retaining Wall
5'-8"
T-2"
T-8"
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-1 o··
4'-8"
3" 1"-6"
11"-4" 11'-6"
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11 .50' -seismic Pg. 186
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067965 License To : R2H ENGINEERING INC.
Pp= 2351.04#
Cantilevered Retaining Wall
iii a.
~
(Y')
0 ro
Code: CBC 2016,ACI 318-14,ACI 530-13
oad =13197#
rom CL
116 3# 189#
• Se1sm1c lateral earth pressure
r::J Seismic due to stem self weight
Tille Bress! Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1G1-11.50' - seismic Pg. 187
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW.-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry
Designer to determine bar cutoff locations
780.0 lbs 2,340.0 lbs 3,900.0 lbs 5,460.0 lbs 7,020.0 lbs 0.0 lbs 1,560.0 lbs 3,120.0 lbs 4,680.0 lbs 6,240.0 lbs
Title Bressj Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 8 NOV 2017
Description ....
Wall 1 G1-11 .50' -seismic Pg. 188
This Wall in File: S:\17\17058-Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 · pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-#
0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
L.'
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' Pg.189
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031-pha
~~~~~:·,·~!::11:;;, eund 11•17·04.04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
lc-,c.r.it.er.ia _________ l I Soil Data •
Allow Soil Bearing = 3,850.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/fl
Retained Height = 6.67fl
Wall height above soil = 0.17 fl
Slope Behind Wall = 0.00 =
Height of Soil over Toe = 36.00 in Passive Pressure 130. o psi/ft
Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pct
Soil Density, Toe = 130.00 pct
FootingUSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 In
c-,1 S!!'u•r'!'c•h•ar .. g!!'e•L"'!o'!"a"'!d"'!s __ ..., .... ""!"'... I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
0.0 lbs
0.0 lbs
0.0 in
Lateral Load
... Height to Top
... Height to Bottom
Load Type
= =
0.0 #/ft
0.00 ft
0.00 ft
= Wind (/N)
(Service Level)
0.0 psi Wind on Exposed Stem =
(Service Level)
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
=
=
=
=
=
6,000.0 lbs
3.00 fl o.oo in
7.00 fl
Line Load
-2.0 ft
0.300
•
I Design Summary • ..._S.te.m .. C .. o•n•s•t•ru•c•t•io•n .... _.•~~;re-nd_m_O_K~-B-~~-.:-m_0_K~~~~~~~~~~~-
Wall Stablllty Ratios
Overturning
Sliding
Total Bearing Load
.•• resultant ecc.
1.89 OK
1.57 OK
3,484 lbs
10.88 in
Soil Pressure @ Toe = 2,299 psf OK
Soil Pressure @ Heel = O psf OK
Allowable 3,850 psi
Soil Pressure Less Than Allowable
ACI Factored@ Toe 3,219 psi
ACI Factored@ Heel O psi
Footing Shear@ Toe
Footing Shear @ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 100%, Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
22.3 psi OK
16.4 psi OK
82.2 psi
1,988.3 lbs
1,901.3 lbs
1,219.3 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
Live Load
Earth,H
Wind,W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Ft~
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
MomenL ... Actual
Service Level
Strength Level
Moment. .... Allowable
ft = 2.00 0.00
= Masonry
= LRFD
= 8.00 = # 4
24.00
= Edge
= 0.425
lbs=
Masonry
LRFD
8.00
# 6
16.00
Edge
0.518
lbs= 698.6 2,171.4
ft-#=
ft-#= 976.7 3,687.4
ft-#= 2,300.0 7,115.6
Service Level psi=
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
psi=
psi=
in2=
in=
7.6
90.0
91.50
5.25
23.7
90.0
91.50
5.25
MasonryData ~~~~~~~~~~~~~~~~~~~~~~~~~~
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
=
psi=
2,500
60,000
Yes
12.89
84.0
in= 7.60
2,500
60,000
Yes
12.89
84.0
7.60
= Normal Weight
LRFD ConcreteData ~~~~~~~~~~~~~~~~~~~~~~~~~-
fc
Fy
psi=
psi=
Title Bress! Ranch Page : 2
Job # : 17058 Osgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' Pg. 190
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
[!ooting Dimensions & Strengths )
Toe Width 1.33 ft
Heel Width 2.50
Total Footing Width ~
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
12.00 in
12.00 in
18.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results I
~ ~
Factored Pressure 3,219 O psf
Mu': Upward 2,441 194 ft-#
Mu' : Downward 720 2,424 ft-#
Mu: Design 1,721 2,230 ft-#
Actual 1-Way Shear 22.31 16.40 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 6@ 16.00 in
Heel Reinforcing # 5@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in. #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
Summary of Overturning & Resisting Forces & Moments
0.99 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@40.74 in
.. ... RESISTING .....
l
..... OVERTURNING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 1,029.2 2.56 2,631 .1
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 959.0 1.40 1,340.9
Added Lateral Load
Load @ Stem Above Soil =
Total 1,988.3 O.T.M. 3,972.0
Resisting/Overturning Ratio 1.89
Vertical Loads used for Soil Pressure = 3,483.7 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions =
Footing Weigh1
Key Weight
Vert. Component
lbs ft ft-#
1,589.4
519.9
574.5
575.0
225.0
2.92
0.67
1.67
1.92
2.00
4,635.4
346.5
957.3
1,101.9
450.0
Total= 3,483.7 lbs R.M.= 7,491.0
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed/ or used for overturning resistance, but is included for soil pressure ca culation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.114 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained so11
--,
Title Bressj Ranch
Job#: 17058 Dsgnr: EAS
Page: 3
Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' Pg. 191
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License: KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
6.83' Design Height, 4' exposed
Flat slope backfill
Flat slope at front
Seismic NOT included
Load from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bress; Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17;04.04
License : KW-06057955 !
License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment':Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.00 ft Elbove top of footing
' Lap Splice length for #4 bar spe6ified In this stem design segment =
Lap Splice length for #6 bar exte'.rJding up into this stem design segment from below =
Development length for #4 bar sPecified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft ~bove top of footing
Lap Splice length for #4 bar exte'nding down into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
' Development length for #4 bar extending down into this stem design segment from above =
Development length for #6 bar sPecified in this stem design segment =
Hooked embedment length into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 192
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 in
19.01 in
20.00 in
30.00 in
12.00 in
19.01 in
7.67 in
0.3300 in21ft
0.4861 in2/ft
Title Bress! Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A - 6.83' Pg. 193
This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
8" w/ #4@ 24"
Solid Grout
8' w/ #6@ 16"
3'-0S lid Grout
#6@16 in
@Toe
#6@12.in
@ Center On Key
#5@ 16
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6·-10"
3"
1'-6"
1'-6" 1'-0" 1'-4"
1 -4 2-6·
3 -10·
Tille Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' Pg. 194
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING, INC.
Pp= 1901.25#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
t
Adj Ftg Load =6000#
Ecc.=o· from CL
-
.... en a.
M
N
v)
Cl
N N
p--
1988#
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' Pg. 195
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry
Designer to determine bar cutoff locations
230.0 lbs 690.0 lbs 1,150.0 lbs 1,610.0 lbs 2,070.0 lbs 0.0 lbs 460.0 lbs 920.0 lbs 1,380.0 lbs 1,840.0 lbs
Title Bress! Ranch Page : 8
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' Pg. 196
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067965 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,11 0.0 ft-#
0.0 ft-# 1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-#
6.67
i :
Title BressJ Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' -seismic Pg.197
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~.:~~:~ ~~::~;:;, Build 11·17·04•04 Cantilevered Retaining Wall
License To: R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13
.,I c.r.it.er.ia _________ • I Soil Data •
Allow Soil Bearing 5, 133.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Retained Height 6.67 ft
Wall height above soil = 0.17ft
Slope Behind Wall 0.00
Height of Soll over Toe 36.00 in Passive Pressure = 130.0 psi/ft
Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pct
Soil Density, Toe 130.00 pcf
FootlngUSoll Friction 0.350
Soil height to ignore
for passive pressure = 12.00 in
c,I S'!!'u•r'!'c•h•ar .. g!'e•L~o'!'a~d~s----~ .. • I Lateral Load Applied to Stem
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sl!ding & Overturning
I Axial Load Applied to Stem
• I Adjacent Footing Load
Lateral Load 0.0 #/ft Adjacent Footing Load =
... Height to Top = 0.00 ft Footing Width =
... Height to Bottom = 0.00 ft Eccentricity =
Load Type = Wind (/N) Wall to Ftg CL Dist =
• (Service LeveQ Footing Type
Base Above/Below Soil
Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psi at Back of Wall =
Axial Live Load = 0.0 lbs
Axial Load Eccentricity 0.0 in
(Service Level) Poisson's Ratio =
I Earth Pressure Seismic Load •
Method : Triangular Total Strength·Level Seismic Load .... .
Load at bottom of Triangular Distribution....... = 161.000 psf Total Service·Level Seismic Load .... .
(Strength)
I Stem Weight Seismic Load • Fp I WP Weight Multiplier 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
0.00 In
7.00 ft
Line Load
-2.0 ft
0.300
617.355 lbs
432.148 lbs
90.9 lbs
•
I j
Title Bros~ Ranch Page: 2
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' -seismic Pg. 198
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
,I .o.es
111
i.a
111
n
111
s.u
111
m_m.a .. ry..,. _____ • I Stem Construction
Wall Stability Ratios Design Height Above Fig
I 2nd Bottom -~s=,.~m-0-K~=&=em=O~K----------
ft = 2.00 0.00
Overturning = 1.37 Ratio < 1.51 Wall Material Above "Ht" Masonry Masonry
Sliding 1.24 Ratio< 1.51
Total Bearing Load
... resultant ecc. =
3,484 lbs
16.07 in
Soll Pressure @ Toe = 4,020 psi OK
Soil Pressure @ Heel = o psi OK
Allowable = 5,133 psf
Soil Pressure Less Than Allowable
AC! Factored @ Toe = 5,628 psi
ACI Factored@ Heel = O psf
Footing Shear@ Toe =
Fooling Shear@ Heel
Allowable
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
34.8 psi OK
21.9 psi OK
82.2 psi
2,511.3 lbs
1,901.3 lbs
1,219.3 lbs
0.0 lbs OK
646.4 lbs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculati~n of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Method LRFD LRFD
Thickness = 8.00 8.00
Rebar Size # 4 # 6
Rebar Spacing 24.00 16.00
Rebar Placed at = Edge Edge Design Data -------------------------
fb/FB + fa/Fa = 0.676 0.726
Total Force@ Section
Service Level
Strength Level
Moment .. .Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
1,019.3
1,555.1
2,300.0
11.1
90.0
91.50
5.25
2,768.0
5,169.2
7,115.6
30.3
90.0
91.50
5.25
Masonry Data ------------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
psf=
2,500
60,000
Yes
12.89
84.0
in= 7.60
2,500
60,000
Yes
12.89
84.0
7.60
Normal Weight
= LRFD Concrete Data ------------------------
fc
Fy
psi=
psi=
Title Bressj Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' • seismic Pg. 199
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING, INC.
Footing Dimensions & StrengthQ
Toe Width 1.33 ft
Heel Width 2.50
Total Footing Width 3.83
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
12.00 in
12.00 in
18.00 in
1.50 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results :J
~ .l:!li.l
Factored Pressure 5,628 O psf
Mu': Upward 3,718 0 ft-#
Mu' : Downward 720 2,424 ft-#
Mu: Design 2,999 2,424 ft-#
Actual 1-Way Shear 34.76 21.93 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 6@ 16.00 in
Heel Reinforcing # 5@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As %
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)'Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
0.99 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@28.70 in
#6@40.74 in
. .... RESISTING .....
Force Distance Moment Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 1,029.2 2.56 2,631 .1 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 959.0
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 432.1
Seismic Stem Self Wt 90.9
Total 2,511.3
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.40 1,340.9
2.56 1,104.7
4.42 401.7
0.T.M. 5,478.4
1.37
3,483.7 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
lbs ft ft-#
1,589.4 2.92 4,635.4
519.9
574.5
575.0
225.0
0.67
1.67
1.92
2.00
346.5
957.3
1,101.9
450.0
Total = 3,483.7 lbs R.M.= 7,491 .0
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflecti on at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.199 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil
•
Title Bress1 Ranch
Job # : 17058. Dsgnr: EAS
Page: 4
Date: 6 NDV 2017
Description .•.•
Wall 1A-6.83' -seismic Pg. 200
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Bulld 11.17.04.04
License : KW-(16057965
License To: R2H ENGINEERING INC.
DESIGNER NOTES:
6.83' Design Height, 4' exposed
Flat slope backfill
Flat slope at front
Seismic included
Load from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 5
Date: 6 NOV 2017
Description ....
Wall 1A -6.83' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-201'7, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.00 ft above top of footing
Lap Splice length for#4 bar specified in this stem design segment=
Lap Splice length for #6 bar extending up Into this stem design segment from below=
Development length for #4 bar specified in this stem design segment =
Development length for #6 bar extending up Into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: o.oo ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for#6 bar specified in this stem design segment=
Development length for #4 bar extending down into this stem design segment from above=
Development length for #6 bar specified In this stem design segment=
Hooked embedment length into footing for '#6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 201
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 in
19.01 in
20.00 In
30.00 In
12.00 in
19.01 in
7.67 in
0.3300 in2/ft
0.6815 in2/ft
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' -seismic Pg.202
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
license : KW--06057955 License To : R2H ENGINEERING, INC.
8" w/ #4@ 24"
Solid Grout
8' w/ #6@ 16"
3'-0S lid Grout
#6@16 in
@Toe
#6@12.in
@ Center On Key
#5@16-
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-8" 6'-10"
3"
3"
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 6.83' • seismic Pg .203
This Wall in File: S:117\17058 · Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 . pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 1901.25#
Cantilevered Retaining Wall
00 a. 0 ..-;
0 N 0 'St
1988#
i
Code: CBC 2016,ACI 318-14,ACI 530-13
AdJ Ftg Load =6000#
Ecc.=o· from CL
432# 91#
• Seismic lateral earth pressure
0 Seismic due to stem self weight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A - 6.83' -seismic Pg.204
This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
Masonry
Designer to determine bar cutoff locations
280.0 lbs 840.0 lbs 1,400.0 lbs 1,960.0 lbs 2,520.0 lbs
0.0 lbs 560.0 lbs 1,120.0 lbs 1,680.0 lbs 2,240.0 lbs
Tille Bress/ Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -6.83' -seismic Pg . 205
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (cl 1987-2017, Build 11.17.04.04
License : KW-06067955 License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Wall Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-#
0.0 ft-# 1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-#
Title Bressj Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B • 6.83' Pg. 206
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04 ucense:KW.osos79&s Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13
License To: R2H ENGINEERING INC .
.,I c.r.it.er.ia _________ l I Soil Data l
Retained Height = 6.67 ft
Wall height above soil 0.17 ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 36.00 in
Water height over heel 0.0 ft
Allow Soil Bearing 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingUSoil Friction
Soil height to ignore
for passive pressure
130.0 psi/ft
= 130.00 pcf
130.00 pcf
0.350
12.00 in • •
.,I s.u.r.c.h.ar•g•e•L•o•a•d•s _____ ... I Lateral Load Applied to Stem • I Adjacent Footing Load .•
Surcharge Over Heel = 1 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
I Design Summary
0.0 lbs
0.0 lbs
0.0 in
• Wall Stablllty Ratios
Overturning
Sliding
2.43 OK
1.54 OK
Total Bearing Load
... resultant ecc.
4,315 lbs
10.17 in
Soil Pressure@Toe = 2.182 psi OK
Soil Pressure @ Heel = O psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 3,054 psi
ACI Factored @ Heel = O psi
Footing Shear@ Toe
Footing Shear@ Heel =
Allowable =
Slldlng Cales
Lateral Sliding Force
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 stability =
10.1 psi OK
8.4 psi OK
82.2 psi
1,988.3 lbs
1,560.0 lbs
1,510.3 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load
... Height to Top
... Height to Bottom
0.0 #/ft
0.00 fl
0.00 ft
Adjacent Footing Load
Footing Width
Eccentricity
Load Type = Wind CN)
(Service Level)
Wall to Fig CL Dist =
Footing Type
Base Above/Below Soil
at Back of Wall Wind on Exposed Stem =
(Service Level)
I Stem Construction
Design Height Above Ft13
Wall Material Above "Hr
Design Method
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Momenl ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
o.o psi
• ft=
=
=
=
=
=
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
psi=
psi=
=
psf=
Poisson's Ratio =
2nd Bottom
Stem OK Stem OK
2.00 0.00
Masonry Masonry
LRFD LRFD
8.00 8.00
# 4 # 6
24.00 16.00
Edge Edge
0.425 0.518
698.6 2,171.4
976.7 3,687.4
2,300.0 7,115.6
7.6 23.7
90.0 90.0
91.50 91.50
5.25 5.25
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
64.0 84.0
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
in= 7.60 7.60
Normal Weight
= LRFD
psi=
psi=
6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
0.300
Title Bress! Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' Pg.207
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057955
License To : R2H ENGINEERING, INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
3.83 --4-.33
12.00 in
12.00 in
12.00 in
0.67 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results I
~ tiffi
Factored Pressure 3,054 0 psf
Mu': Upward 366 2,792 ft-#
Mu': Downward 135 6,761 ft-#
Mu: Design 231 3,969 ft-#
Actual 1-Way Shear 10.09 8.44 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.26 in, #5@ 14.35 in. #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@20.37 in
1.12 in2
0.26 in2 1ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@40.74 in
Summa~ of Overturnini & Resistini Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 1,029.2 2.56 2,631 .1 Soil Over Heel 2,745.1 2.75
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 959.0 1.40 1,340.9 Adjacent Footing Load 0.6 4.33
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 195.0 0.25
Surcharge Over Toe
Total 1,988.3 0 .T.M. 3,972.0 Stem Weight(s) 574.5 0.83
Earth @ Stem Transitions=
Footing Weigh! 650.0 2.17
Resisting/Overturning Ratio 2.43 Key Weight 150.0 1.17
Vertical Loads used for Soil Pressure = 4,315.2 lbs Vert. Component
Moment
ft-#
7,548.6
2.7
48.8
478.7
1,408.1
175.1
Total = 4,315.2 lbs R.M.= 9,661.9
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.096 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil
I
Title Bressj Ranch
Job#: 17058 Dsgnr: EAS
Description ....
Wall 1 B • 6.83'
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 3
Date: 6 NOV 2017
Pg. 208
~1:~~:~ ~l~iir:il· Build 11•17·04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: R2H ENGINEERING INC.
DESIGNER NOTES:
6.83' Design Height, 5' exposed
Flat slope backfill
Flat slope at front
Seismic NOT included
Load from adjacent building footing
Title BressJ Ranch Page: 4
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ...•
Wall 18 • 6.83'
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 ·, License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.00 ft above top of footing
Lap Splice length for#4 bar specified in this stem design segment=
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for#4 bar Specified in this stem design segment=
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#4 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #4 bar extending down Into this stem design segment from above =
Development length for #6 bar specified in this stem design segment=
Hooked embedment length into'footlng for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg.209
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 in
30.00 in
12.00 In
19.01 in
20.00 in
30.00 in
12.00 in
19.01 in
7.67 In
0.3300 in2/ft
0.4861 in2/ft
Title Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B - 6.83' Pg .210
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
a ·w/#4@24
Solid Grout
8 w/#6@ 15·
3 -o· Solid Gro ut
#5@16.in
@ Toe
#6@12 in
@ Center On Key
#6@16
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3
6-8" 6-1 0"
3·
8' 1'-0" 2'-8"
5· 3 -1 o·
4 -4
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' Pg.211
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RatainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING, INC.
Pp= 1560.00#
Cantilevered Retaining Wall
..... V, a.
..-
CD
Code: CBC 2016,ACI 318-14,ACI 530-13
AdJ Ftg Load =6000# i Ecc.=o· from CL
-
1988#
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B • 6.83' Pg.212
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Ret.alnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 License To : R2H ENGINEERING, INC.
WallU Concrete • Masonry
230.0 lbs
0.0 lbs 460.0 lbs
6.84 ft ·-.
6.67 ft -.. -
\
\
1: ~
•··: \
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
Designer to determine bar cutoff locations
690.0 lbs 1,150.0 lbs 1,610.0 lbs 2,070.0 lbs
920.0 lbs 1,380.0 lbs 1,840.0 lbs
t ~
2.00 ft ~"' ~~ -
-~J '~
I I :
~......____
0 00 ft
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' Pg.213
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
0.0 ft-#
790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-#
1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-#
6.84
6.67
I I
Title BressJ Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' -seismic Pg.214
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~~~:~ ~~i~~f:JJ· Build 11·17·04·04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC . Code: CBC 2016,ACI 318-14,ACI 530-13
..,I c.r.it.er.ia _________ • I Soil Data •
Retained Height = 6.67 ft
Wall height above soil = 0.17ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 36.00 in
Water height over heel = 0.0 ft
I Surcharge Loads • Surcharge Over Heel 0.0 psi
Used To Resist Sliding & Overturning
Surcharge Over Toe · 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem • Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth Pressure Seismic Load I
Method : Triangular
Allow Soil Bearing 5,300.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/fl
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoolingJISoil Friction
Soil height to ignore
for passive pressure
= 130.0 psi/ft
130.00 pcl
130.00 pcf
0.350
12.00 in
I Lateral Load Applied to Stem • Lateral Load 0.0 #/ft
... Height to Top 0.00 fl
... Height to Bottom 0.00 ft
Load Type Wind (i,N)
(Service LeveQ
Wind on Exposed Stem = 0.0 psi
(Service Level)
I Adjacent Footing Load
Adjacent Footing Load =
Fooling Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Sail
at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load. . . . . =
Load at bottom of Triangular Distribution....... 161.000 psf Total Service-Level Seismic Load .....
(Strength)
I Stem Weight Seismic Load I Fp I WP Weight Multiplier 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
0.300
617.355 lbs
432.148 lbs
90.9 lbs
•
I !
Title Bres~ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1 B -6.83' -seismic
This Wall in File: S:117117058 • Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Date: 6 NOV 2017
Pg.215
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW,-06067965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
lccD.,e.,si,iiiiigi,in111S111u.,m.m_aioiry .... ____ _.. I Stem Construction • _ _,2:::n::,d _ __.BC'o"'tt"'o"'m'-------------
• • • Stem OK Stem OK
Wall Stablllty Ratios Design Height Above Fig ft= 2.00 0.00
Overturning = 1.76 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.22 Ratio< 1.51 Design Method LRFD LRFD
Total Bearing Load
... resultant ecc.
= 4,315 lbs
14.36 In
Soil Pressure@ Toe 2,967 psf OK
Soil Pressure @ Heel O psf OK
Allowable 5,300 psf
Soil Pressure Less Than Allowable
ACI Factored @Toe = 4,154 psf
ACI Factored @ Heel = O psi
Footing Shear@ Toe 14.7 psi OK
Footing Shear@ Heel 16.6 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
.... for 1.5 Stability
2,511.3 lbs
1,560.0 lbs
1.510.3 lbs
0.0 lbs OK
696.7 lbs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Thickness = 8.00 8.00
RebarSlze = # 4 # 6
Rebar Spacing = 24.00 16.00
Rebar Placed at Edge Edge Design Data ________ .:..._ _______________ _
fb/FB + fa/Fa = 0.676
Total Force @Section
Service Level
Strength Leval
Moment .. .Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs= 1,019.3
ft-#=
ft-#= 1,555.1
ft-#= 2,300.0
psi=
psi= 11.1
psi= 90.0
ln2 = 91.50
in= 5.25
0.726
2,768.0
5,169.2
7,115.6
30.3
90.0
91.50
5.25
MasonryData ------------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
psi= 2,500
psi= 60,000
= Yes
= 12.89
psi= 84.0
2,500
60,000
Yes
12.89
84.0
Equiv. Solid Thick. In = 7.60
Normal Weight
LRFD
7.60
Masonry Block Type
Masonry Design Method Concrete Data ------------------------
fc psi=
Fy psi=
Title Bress! Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 18 -6.83' -seismic Pg. 216
This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
[Footing Dimensions & Strengths
Toe Width
Heel Width
Total Fooling Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
3.83
4.33
12.00 in
12.00 in
12.00 in
0.67 ft
60,000 psi
150.00 pcf
0.0018
I Footing Design Results I
~ .liw
Factored Pressure 4,154 O psf
Mu' : Upward 490 1,258 ft-#
Mu': Downward 135 6,761 ft-#
Mu: Design 355 5,503 ft-#
Actual 1-Way Shear 14.67 16.64 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.12 in2
0.26 in2 !ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.37 in
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... . .... RESISTING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 1,029.2 2.56 2,631.1 Soil Over Heel
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 959.0
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 432.1
Seismic Stem Self Wt 90.9
Total 2,511 .3
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
1.40 1,340.9
2.56 1,104.7
4.42 401.7
O.T.M. 5,478.4
1.76
4,315.2 lbs
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Fooling Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weighl
Key Weight
Vert. Component
Force Distance
lbs ft
2,745.1 2.75
0.6 4.33
195.0 0.25
574.5 0.83
650.0 2.17
150.0 1.17
Moment
ft-#
7,548.6
2.7
48.8
478.7
1,408.1
175.1
Total = 4,315.2 lbs R.M.= 9,661.9
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance. but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.130 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.
because the wall would then tend to rotate into the retained soil
•
Title BressJ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1 B • 6.83' -seismic
Page: 4
Date: 6 NDV 2017
Pg.217
This Wall in File: S:117117058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11,17.04.04
License : KW-06057955 : License To : R2H ENGINEERING INC.
DESIGNER NOTES:
6.83' Design Height, 5' exposed
Flat slope backfill
Flat slope at front
Seismic included
Load from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Tille BressJ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 18 -6.83' -seismic
This Wall in File: S:117117058 -B.ressi Ranch\2-Calcs (phase 1 In SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License :,KW~6067956 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.00 ~ above top of footing
Lap Splice length for #4 bar specified in this stem design segment =
Lap Splice length for '116 bar extending up into this stem design segment from below=
Development length for #4 bar specified in this stem design segment =
Development length for '#6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #4 bar extending down into this stem design segment from above =
Lap Splice length for#6 bar specified in this stem design segment=
Development length for #4 bar extending down into this stem design segment from above=
Development length for #6 bar .specified in this stem design segment=
Hooked embedment length Into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg.218
Code: CBC 2016,ACI 318-14,ACI 530-13
20.00 In
30.00 In
12.00 In
19.01 in
20.00 In
30.00 In
12.00 in
19.01 in
7.67 in
0.3300 in2/lt
0.6815 in2/lt
Title Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' -seismic Pg. 219
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067956 License To : R2H ENGINEERING INC.
8 w/#4@ 24~
Solid Grout
a·w/#6@ 15·
3 -o· So lid Grout
#5@16.in
@Toe
#6@12 in
@ Center On Key
#6@16
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-10
2'-8"
5· 3 -10
4-4
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 18 -6.83' -seismic Pg.220
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067956 License To : R2H ENGINEERING INC.
Pp= 1560.00#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Losd =eoOO#
198Stt
from CL
432= 91#
• 5€ismic la!Ei'SI earth pressure
D Seismic due to stem self weight
Title Bressi Ranch
Job # : 17058. Osgnr: EAS
Page : 8
Date: 6 NOV 2017
Description ....
Wall 1 B -6.83' -seismic Pg. 221
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
6.84
6.67
2.00
0.0 lbs
Masonry
280.0 lbs
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
560.0 lbs 840.0 lbs 1,400.0 lbs 1,960.0 lbs 2,520.0 lbs 1,120.0 lbs 1,680.0 lbs 2,240.0 lbs
Title Bressj Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 18 -6.83' -seismic Pg.222
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
license To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-#
0.0 ft-# 1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-#
.84
6.67
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 1
Date: 6 NDV 2017
Description ....
Wall 1 B -8.83' Pg. 223
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~1'::':!~:~ ~!::~f:J:· 8
"
11
"
11·17
•
04
·
04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13
._,I c.r.it.er.ia _________ l j Soil Data I
Allow Soil Bearing = 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Retained Height = 8.67 ft
Wall height above soil 0.17 ft
Slope Behind Wall = 0.00 =
Height of Soil over Toe 36.00 in Passive Pressure 130.0 psi/fl
Water height over heel 0.0 ft Soil Density, Heel = 130.00 pct
Soil Density, Toe = 130.00 pct
FootingllSoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in
._,I S'!!'u•r"!'c•h•ar .. g!!'e•L~o'!'a~d~s--........ ~ .. • j Lateral Load Applied to Stem
Surcharge Over Heel 0.0 psf • Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
j Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
o.o lbs o.o lbs o.o in
Lateral Load
... Height to Top
... Height to Bottom
Load Type
= =
=
0.0 #/ft
0.00 fl
0.00 ft
= Wind 0N)
(Service Level)
0.0 psi Wind on Exposed Stem =
(Service Level)
•
j Adjacent Footing Load • Adjacent Footing Load = 6,000.0 lbs
Footing Width = 3.00 fl
Eccentricity = o.oo in
Wall to Fig CL Dist = 7.00 fl
Footing Type Line Load
Base Above/Below Soll -2.0 fl at Back of Wall
Poisson's Ratio 0.300
j Design Summary Stem Construction I--=~-~==-----------• 2nd Bottom
Stem OK Stem OK Wall Stablllty Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
3.05 OK
1.50 OK
9,275 lbs
9.04 in
Soil Pressure@ Toe = 2,710 psf OK
Soil Pressure @ Heel = 382 psf OK
Allowable 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @Toe 3,794 psi
ACI Factored @ Heel 535 psi
Footing Shear@ Toe = 10.2 psi OK
Footing Shear@ Heel 5.8 psi OK
Allowable 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability =
3,547.6 lbs
2,084.1 lbs
3,246.1 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors-------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Fig ft=
Wall Material Above "Ht"
Design Method
Thickness
Rebar Size
Rebar Spacing =
Rebar Placed at
2.67
Masonry
LRFD
8.00
# 5
16.00
Edge
0.00
Masonry
LRFD
12.00
# 7
16.00
Edge
Design Data --------------------------
fb/FB + fa/Fa
Total Force @ Section
Service Level
Strength Level
Moment. ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
fl-#=
fl-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.473 0.594
1,575.9 4,272.2
2,438.1 10,.081.8
5,155.0 16,959.4
17.2 30.6
90.0 90.0
91.50 139.50
5.25 9.00
MasonryData --------------------------
rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
=
=
psi=
in=
=
=
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
84.0 133.0
7.60 11.60
Normal Weight
LRFD
Concrete Data ------------------------~
re
Fy
psi=
psi=
Tille Bress/ Ranch Page : 2
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' Pg. 224
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
~oting Dimensions & Strengths I
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
5.50
6.00
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
~oting Design Results :J
~ l::!ffi
Factored Pressure 3,794 535 psf
Mu' : Upward 463 13,662 ft-#
Mu': Downward 173 17,747 ft-#
Mu: Design 290 4,085 ft-#
Actual 1-Way Shear 10.18 5.84 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)"Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.94 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 1,722.1 3.31 5,694.5 Soil Over Heel 5,072.0 3.75
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing load 1,825.5 2.46 4,492.1 Adjacent Footing Load 1,524.3 4.67
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial live Load on Stem
Soil Over Toe 195.0 0.25
Surcharge Over Toe
873.4 0.90
260.0 1.33 Total 3,547.6 O.T.M. 10,186.5 Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1 1,125.0 3.00
Resisting/Overturning Ratio 3.05 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 9,274.6 lbs Vert. Component
I
Moment
ft-#
19,019.8
7,112.0
48.8
787.0
346.7
3,375.0
337.5
Total = 9,274.6 lbs R.M.= 31,026.8
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.111 in
The above calculation 1s not valid 1f the heel soil bearing pressure exceeds that of the loe,
because the wall would then tend to rotate into the retained soil
Title BressJ Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' Pg.225
This Wall in File: 5:117\17058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987a2017, Build 11.17.04.04
License : KW.06067955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
8.83' Design Height, 6.5' exposed
Flat slope backfill
Flat slope at front
Seismic NOT included
Load from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B • 8.83'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06067955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
1 : Stem Design Segment: 2nd
I I
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for#5 bar specified In this stem design segment=
Lap Splice length for #7 bar extending up Into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #7 bar extending up Into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above =
Lap Splice length for #7 bar specified in this stem design segment=
Development length for #5 bar extending down Into this stem design segment from above =
Development length for #7 bar specified in this stem design segment =
Hooked embedment length into footing for #7 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 226
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 in
13.54 in
25.88 in
25.00 In
35.00 In
13.54 in
25.88 in
8.95 in
0.4500 in2/ft
o. 7632 in2/ft
Title Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B • 8.83' Pg.227
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Gro ut
12" w/ #7@ 16"
Solid Grout
#5@16 in
@ Toe
#6@.12.in
@ Cent er On Key
#6@16"
@ Hee l
Cantilevered Retaining Wall
•
4'-0"
5 -6"
6'-0"
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-2 "
8 -8 8'-10"
2 -8
_13"
-3"
1'-6"
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83'
This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Pp= 2084.06#
Cantilevered Retaining Wall
._ ._ u, u,
Cl.. Cl..
~ (") , __
ID
0) ~ 0 CD r--(") N
Pg.228
Code: CBC 2016,ACI 318-14,ACI 530-13
i
Adj Ftg Load =6000#
Ecc.=O from CL
35 48#
Title Bress; Ranch
Job #: 17058 Dsgnr: EAS
Page : 7
Date: 6 NOV 2017
Description ....
Wall 1 B • 8.83' Pg. 229
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
450.0 lbs 1,350.0 lbs 2,250.0 lbs 3,150.0 lbs 4,050.0 lbs
900.0 lbs 1,800.0 lbs 2,700.0 lbs 3,600.0 lbs 0.0 lbs
Title Bress! Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' Pg.230
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-#
0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11,280.0 ft-# 15,040.0 ft-#
Title BressJ Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1B -8.83' -seismic Pg.231
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha ~,:~~=':' ~~~~~-;~,:;· eund 11•11•04•04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
,I c.r.it.er.ia _________ l I Soil Data I
Retained Height 8.67 ft Allow Soil Bearing 5,300.0 psf
Walt height above soil 0_17 ft Equivalent Fluid Pressure Method
Slope Behind Wall = o.oo
Height of Soil over Toe
Water height over heel
36.00 in
0.0 ft
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
130.0 psf/ft
= 130.00 pcf
130.00 pct
0.350
12.00 in •
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel o.o psi
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Lateral Load 0.0 #/ft Adjacent Fooling Load
... Height to Top 0.00 ft Footing Width
... Height to Bottom 0.00 ft Eccentricity
Load Type Wind (YV) Wall to Fig CL Dist
• (Service Level) Footing Type
Base Above/Below Soil
I Axial Load Applied to Stem
Axial Dead Load = o.o lbs Wind on Exposed Stem = 0.0 psi at Back of Wall =
Axial Live Load = 0.0 lbs
Axial Load Eccentricity 0.0 in
(Service Level) Poisson's Ratio
I Earth Pressure Seismic Load •
Method : Triangular Total Strength-Level Seismic Load .... .
Load at bottom of Triangular Distribution . . . . . . . = 208.000 psf Total Service-Level Seismic Load .... .
(Strength)
I Stem Weight Seismic Load • Fp I WP Weight Multiplier = 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
0.300
1,031.680 lbs
722.176 lbs
138.2 lbs
•
litle Bressj Ranch
Job # : 17058 Dsgnr: EAS
Page: 2
Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' -seismic Pg.232
Tllis Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW~6057965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00
Overturning = 2.33 OK Wall Material Above "Ht" = Masonry Masonry
Sliding = 1.21 Ratio< 1.51 Design Method = LRFD LRFD
Thickness 8.00 12.00
Total Bearing Load = 9,275 lbs Rebar Size = # 5 # 7
... resultant ecc. = 13.06 in Rebar Spacing = 16.00 16.00
Soil Pressure@ Toe 3,234 psi OK Rebar Placed at Edge Edge
Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa = 0.689 0.776
Allowable = 5,300 psi Total Force @ Section Soil Pressure Less Than Allowable
ACI Factored @ Toe = 4,527 psi Service Level lbs=
ACI Factored @ Heel = O psi Strength Level lbs= 2,070.4 5,257.6
Footing Shear@ Toe = 12.6 psi OK Moment ... Actual
Service Level ft-#= Footing Shear @ Heel 0.1 psi OK strength Level ft-#= 3,554.3 13,140.5 Allowable = 82.2 psi
Sliding Cales Moment. .... Allowable ft-#= 5,155.0 16,959.4
Lateral Slldtng Force 4,408.0 lbs Service Level less 100% Passive Force = 2,084.1 lbs psi=
less 100% Friction Force = 3,246.1 lbs Strength Level psi= 22.6 37.7
Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability 1,281.8 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89 NOT considered In the calculation of soil bearing Wall Weight psf= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth,H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bressj Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' -seismic Pg.233
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
'Footing Dimensions & Strengths
Toe Width 0.50 ft
Heel Width 5.50
Total Footing Width ~o
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
I L FootingDesign Results )
~ ~
Factored Pressure 4,527 O psf
Mu' : Upward 549 9,998 ft-#
Mu': Downward 173 17,747 fl-#
Mu: Design 376 7,749 ft-#
Actual 1-Way Shear 12.61 0.13 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.94 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft fl-#
Heel Active Pressure 1,722.1
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 1,825.5
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 722.2
Seismic Stem Self Wt 138.2
Total 4,408.0
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3.31 5,694.5
2.46 4,492.1
3.31 2,388.0
5.21 719.6
O.T.M. 13,294.1
2.33
9,274.6 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
..... RESISTING .....
Force Distance
lbs ft
5,072.0 3.75
1,524.3 4.67
195.0 0.25
873.4 0.90
260.0 1.33
1,125.0 3.00
225.0 1.50
Moment
fl-#
19,019.8
7,112.0
48.8
787.0
346.7
3,375.0
337.5
Total = 9,274.6 lbs R.M.= 31,026.8
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.1 32 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title Bressj Ranch
Job#: 17058 Dsgnr: EAS
Page: 4
Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' -seismic Pg.234
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW.06067956 License To: R2H ENGINEERING INC.
DESIGNER NOTES:
8.83' Design Height, 6.5' exposed
Flat slope backfill
Flat slope at front
Seismic Included
Load from adjacent building footing
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
-'
'
I·
Title Bres~ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 2.67 ft above top of footing
Lap Splice length for#5 bar specified in this stem design segment=
Lap Splice length for #7 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment=
Development length for #7 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #7 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #7 bar specified in this stem design segment=
Hooked embedment length into footing for #7 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 235
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 in
13.54 in
25.88 in
25.00 in
35.00 in
13.54 in
25.88 in
8.95 in
0.4500 in2/ft
0.9947 in2/ft
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page : 6
Date: 6 NOV 2017
Description ....
Wall 18 -8.83' -seismic Pg. 236
This Wail in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING, INC.
8" w/ #5@ 16"
Solid Grout
12" w/ #7@ 16"
Solid Grout
#5(@,16 in
@ Toe
#6@.12 in
@ C enter On Key
#6@ 16"
@ Heel
Cantilevered Retaining Wall
•
4'-0"
5 -6"
6'-0"
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-2"
2-8-
T3"
__I_-3 "
8'-8 8'-1 O"
Title Bress! Ranch Page: 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 18 -8.83' -seismic Pg.237
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.o.l.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Pp= 2084.06#
iii a. 0 ~
M M N M
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =600 0#
Ecc.=-0 ' from CL
t
3548# 722#
• Seismic lateral earth pres.sure o Seismic due to stem self weight
Title Bress! Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1B -8.83' -seismic Pg.238
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14.ACI 530-13
Wall Masonry
Designer to determine bar cutoff locations
540.0 lbs 1,620.0 lbs 2,700.0 lbs 3,780.0 lbs 4,860.0 lbs
0.0 lbs 1,080.0 lbs 2,160.0 lbs 3,240.0 lbs 4,320.0 lbs
Title Bress/ Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 B -8.83' -seismic Pg .239
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 license To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
1,880.0 ft-# 5,640.0 ft-# 9,400.0 ft-# 13,160.0 ft-# 16,920.0 ft-# 0.0 ft-# 3,760.0 ft-# 7,520.0 ft-# 11,280.0 ft-# 15,040.0 ft-#
2.67
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page: 1
Date: 6 NOV 2017
Description ....
Wall 1A-12' Pg.240
This Wall in File: S:117117058 -Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
~1:~~:':" ~~::11~;:• 8 "11" 11·11•04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13
...,I c.r.it.er.ia _________ • I Soil Data •
Retained Height = 11.83 ft
Wall height above soil 0.17ft
Slope Behind Wall = 0.00
Height of Soil over Toe = 36.00 in
Water height over heel = 0.0 ft
Allow Soil Bearing 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
130.0 psf/ft
= 130.00 pcf
= 130.00 pcf
0.350
12.00 In
,I S!'u•r'!'c.ha•r•g!"e•L"!o'!"a"!ds ____ -11!_. I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = o.o psf
Used for Sliding & Overturning
I Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
o.o lbs o.o lbs
O.Oln
• Wall Stability Ratios
Overturning
Sliding
= 3.77 OK
1.52 OK
Total Bearing Load
... resultant ecc.
19,093 lbs
12.69 in
Soil Pressure@ Toe 3,437 psf OK
Soil Pressure @ Heel 654 psf OK
Allowable = 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @Toe = 4,812 psi
ACI Factored@ Heel = 916 psf
Footing Shear@ Toe = 14.0 psi OK
Footing Shear@ Heel 27.3 psi OK
Allowable = 82.2 psi
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force =
less 100% Friction Force =
Added Force Req'd
... .for 1.5 Stability =
5,761.8 lbs
2,084.1 lbs
6,682.4 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Service Level)
I Stem Construction
0.0 #/ft
0.00 ft
0.00 ft
Wind fiN)
(Service Level)
o.o psi
• 2nd
Stem OK Design Height Above Ft1i fl= 4.67
Wall Material Above "Ht" = Masonry
Design Method = LRFD
Thickness 8.00
Rebar Size # 6
Rebar Spacing 16.00
Rebar Placed at Edge
Design Data
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wail
Poisson's Ratio
Bottom
Stem OK
0.00
Masonry
LRFD
12.00
# 8
8.00
Edge
tb/FB + fa/Fa 0.686 0.744
Total Force @ Section
Service Level lbs=
Strength Level lbs= 2,653.2 7,824.1
Moment .... Actual
Service Level ft-#=
Strength Level ft-#= 4,870.8 29,194.1
Moment. .... Allowable ft-#= 7,115.6 39,216.1
Service Level psi=
Strength Level psi= 29.0 56.1
Shear ..... Allowable psi= 90.0 90.0
Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data
fm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting = Yes Yes
Modular Ratio 'n' = 12.89 12.89
Wall Weight psf= 84.0 133.0
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind,W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
in= 7.60 11.60
Normal Weight
LRFD
psi=
psi=
=
=
=
• 6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
0.300
Title Bressi Ranch Page : 2
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall1A-12' Pg.241
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
r Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
8.83
9.33
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pct
0.0018
• Footing Design Results )
~ .1::1.w
Factored Pressure 4,812 916 psf
Mu' : Upward 593 61,541 ft-#
Mu': Downward 173 67,573 ft-#
Mu: Design 420 6,031 ft-#
Actual 1-Way Shear 13.98 27.27 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@22.22 in, #8@29.26 in, #9@ 37
Heel: #4@ 7 .41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in. #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min fooling T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
3.02 in2
0.32 in2 1ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summa~ of Overturninj & Resistinj Forces & Moments
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
Heel Active Pressure 2,994.0 4.36 13,053.9 Soil Over Heel 12,046.4 5.42
Surcharge over Heel Sloped Soil Over Heel
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 2,767.8 4.28 11 ,849.1 Adjacent Footing Load 3,329.2 5.54
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 195.0 0.25
Surcharge Over Toe
Total 5,761.8 O.T.M. 24,903.0 Stem Weight(s) 1,236.8 0.92
Earth @ Stem Transitions= 310.3 1.33
Footing Weigh1 1,749.9 4.67
Resisting/Overturning Ratio 3.77 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 19,092.6 lbs Vert. Component
Moment
ft-#
65,249.2
18,451.5
48.8
1,134.2
413.7
8,166.1
337.5
Total = 19,092.6 lbs R.M.= 93,800.9
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.123 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
I
'--,
Tille Bressj Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12' Pg.242
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11,17.04.04
License : KW.()6057955
License To: R2H ENGINEERING INC.
DESIGNER NOTES:
12' Design Height, 9' exposed
Flat slope backfill
Flat slope at front
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
f.,
Title Bress! Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.67 ft above top of footing
Lap Splice length for#6 bar specified in this stem design segment=
Lap Splice length for #8 bar extending up into this stem design segment from below =
Development length for #6 bar specified In this stem design segment =
Development length for #8 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar extending down into this stem design segment from above=
Lap Splice length for#B bar specified in this stem design segment=
Development length for #6 bar extending dovm into this stem design segment from above =
Development length for #8 bar specified in this stem design segment=
Hooked embedment length Into footing for #8 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 243
Code: CBC 2016,ACI 318-14,ACI 530-13
30.00 in
40.00 in
19.01 In
39.00 in
30.00 in
40.00 In
19.01 In
39.00 in
10.22 in
1.1850 in2/ft
2.2100 in21ft
Title Bressj Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall1A-12'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
3-0
s·w/#6@ 15·
So lid Grout
12" w/ #8@ 8"
Solid Grout
~4R~rin
#6@),12.in
@ Center On Key
#6@8·
@ Heel
Cantilevered Retaining Wall
7 -4
6
9-4
Pg.244
Code: CBC 2016,ACI 318-14,ACI 530-13
1·-10· 12'-0"
4·.9-
3· _l 1-3
3 1 -6~
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Pp= 2084.06#
Cantilevered Retaining Wall
Pg . 245
Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =6000#
Ecc.=o· from CL
5762#
Title Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -12' Pg.246
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry
Designer to determine bar cutoff locations
840.0 lbs 2,520.0 lbs 4,200.0 lbs 5,880.0 lbs 7,560.0 lbs 0.0 lbs 1,680.0 lbs 3,360.0 lbs 5.040.0 lbs 6,720.0 lbs
Tille Bress! Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12' Pg.247
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
4,360.0 ft-# 13,080.0 ft-# 21,800.0 ft-# 30,520.0 ft-# 39,240.0 ft-#
0.0 ft-# 8,720.0 ft-# 17,440.0 ft-# 26,160.0 ft-# 34,880.0 ft-#
'
'
:i
Tille Bressj Ranch Page: 1
Job# : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12' -seismic Pg. 248
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
~~~~~:r;i .1~~!~1-;:J· eund 11·17·04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
'-ii c.r.it.er.ia _________ l I Soil Data I
Retained Height 11.83 ft
Wall height above soil 0.17 ft
Slope Behind Wall 0.00
Height of Soil over Toe 36.00 in
Water height over heel 0.0 ft
Allow Soil Bearing = 5,300.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psf/ft
Passive Pressure
Soll Density, Heel
Soil Density, Toe
Footing[ISoil Friction
Soil height to ignore
for passive pressure
=
= 130.0 psi/ft
130.00 pcf
130.00 pcf
0.350
12.00 in
,I S!!"u•r'!"c.ha.r~g!!"e•L"!'o'!"a"!'ds _____ '"'""!_. I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = a.a psf
Used far Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth. Pressure Seismic Load • Method : Triangular
Lateral Load
... Height to Top
... Height to Bottom
Load Type
=
0.0 #/ft
0.00 ft
0.00 ft
= Wind 0N)
(Service Level)
0.0 psi Wind on Exposed Stem =
(Service Level)
Adjacent Footing Load
Fooling Width
Eccentricity
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength-Level Seismic Load .... .
Load at bottom of Triangular Distribution ...... . = 275.000 psi Total Service-Level Seismic Load .... .
(Strength)
=
=
=
',I s.t.e.m_w.e·i·g·h·t·s.e.is·m-ic_L_o_a_d __ ... Fp I WP Weight Multiplier 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
0.300
1,798.500 lbs
1,258.950 lbs
195.7 lbs
•
' '
Title BressJ Ranch
Job#: 17058 Dsgnr: EAS
Description ....
Wall 1A-12' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Date: 6 NOV 2017
Pg.249
RetalnPro (c) 1987-2017, Build 11,17.04.04
License : KW-06067965 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
,I o .. e.s.ig;.n .... s,.u.m.,m.,a.,ry .. ____ _.. I Stem Construction
Wall Stablllty Ratios Design Height Above Fig
Overturning = 2.96 OK Wall Material Above "Ht"
Sliding = 1.21 Ratio < 1.51 Design Method
Total Bearing Load
... resultant ecc.
= 19,093 lbs
16.95 in
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
• ft=
=
=
=
=
=
2nd Bottom
Stem OK Stem OK 4.67 0.00
Masonry Masonry
LRFD LRFD
8.00 12.00
# 6 # 8
16.00 8.00
Edge Edge
Design Data -------------------------Soil Pressure@ Toe = 3,904 psi OK
Soil Pressure @ Heel = 186 psf OK
Allowable = 5,300 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe = 5,465 psi
ACI Factored @ Heel = 263 psi
Footing Shear@ Toe = 16.2 psi OK
Footing Shear@ Heel = 21.3 psi OK
Allowable = 62.2 psi
Sliding Cales
Lateral Sliding Force
less 100°Ai Passive Force=
less 100°Ai Friction Force =
7,216.4 lbs
2,084.1 lbs
6,682.4 lbs
Added Force Req'd
... .for 1.5 Stability
= 0.0 lbs OK
2,058.1 lbs NG
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors------------
Building Code
Dead Load
Live Load
Earth,H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
lb/FB + fa/Fa
Total Force@ Section
Service Level
Strength Level
Moment ... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet {Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.937 0.930
3,331.2 9,574.8
6,667.1 36,483.0
7,115.6 39,216.1
36.4 68.6
90.0 90.0
91.50 139.50
5.25 9.00
MasonryData ------------------------
fm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
psi=
psi=
=
=
psi=
in=
=
2,500 2,500
60,000 60,000
Yes Yes
12.89 12.89
84.0 133.0
7.60 11.60
Normal Weight
LRFD
Concrete Data ------------------------
fc
Fy
psi=
psi=
Tille Bress/ Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -12' -seismic Pg. 250
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC.
I Footing Dimensions & Strengths
Toe Width
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
0.50 ft
8.83
9.33
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
) Footing Design Results J
~ liw
Factored Pressure 5,465 263 psf
Mu': Upward 672 52,712 fl-#
Mu': Downward 173 67,573 fl-#
Mu: Design 498 14,860 fl-#
Actual 1-Way Shear 16.22 21 .31 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.09 in, #5@ 9.45 in, #6@ 13.41 in, #7@ 18.28 in, #8@ 24.07 in, #9@ 30.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 3.02 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft fl-#
Heel Active Pressure 2,994.0
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load 2,767.8
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 1,259.0
Seismic Stem Self Wt 195.7
Total 7,216.4
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
4.36 13,053.9
4.28 11,849.1
4.36 5,489.0
6.57 1,285.9
O.T.M. 31 ,677.9
2.96
19,092.6 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions =
Footing Weigh!
Key Weight
Vert. Component
.. ... RESISTING .....
Force Distance
lbs ft
12,046.4 5.42
3,329.2 5.54
195.0 0.25
1,236.8 0.92
310.3 1.33
1,749.9 4.67
225.0 1.50
~.
Moment
ft-#
65,249.2
18,451 .5
48.8
1,134.2
413.7
8,166.1
337.5
Total= 19,092.6 lbs R.M.= 93,800.9
If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
[Tilt ~.
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Peflectjon at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.139 in
The above calculation is not valid 1f the heel so11 bearing pressure exceeds that of the toe
because the wall would then tend to rotate 1010 the retained so11
: '
Tltle Bressj Ranch
Job#: 17058 Dsgnr: EAS
Description ....
Wall 1A-12' -seismic
Page: 4
Date: 6 NOV 2017
Pg. 251
This Wall in File: S:117117058-Bressi Ranch\2-Calcs (phase.1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW.06067955 License To : R2H ENGINEERING, INC.
DESIGNER NOTES:
12' Design Height, 9' exposed
Flat slope backfill
Flat slope at front
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
,\
! 1
' '
',_-
Title Bres~ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ..•.
Wall 1A-12' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW-06057955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 4.67 ft above top of footing
Lap Splice length for #6 bar specified in this stem design segment =
Lap Splice length for #8 bar extending up into this stem design segment from below =
Development length for #6 bar specified in this stem design segment=
Development length for #8 bar extending up Into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #6 bar extending down Into this stem design segment from above =
Lap Splice length for #8 bar specified in this stem design segment =
Development length for #6 bar extending down into this stem design segment from above=
Development length for #8 bar specified in this stem design segment=
Hooked embedment length Into footing for #8 bar specified in this stem design segment=
As Provided =
As Required =
Pg.252
Code: CBC 2016,ACI 318-14,ACI 530-13
30.00 in
40.00 in
19.01 In
39.00 in
30.00 in
40.00 in
19.01 in
39.00 in
10.22 in
1.1850 in2/ft
2.7617 in2/ft
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-12' -seismic Pg.253
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067966 License To : R2H ENGINEERING INC.
3·-0·
s·w/#6@ 15·
Solid Grout
12" w/ #8@ 8"
Solid Grout
ij,~w.in
#6@12.in
@ Center On Key
#6@8·
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
7 -4
1·-10-12'-0"
4'-8-
7 -4
8-10
9 -4
Title Bress; Ranch
Job # : 17058 Dsgnr: EAS
Page: 7
Date: 6 NOV 2017
Description ....
Wall 1A -12' -seismic Pg.254
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Pp= 208" OB#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg L::>sd =e-OOO#
Ecc=O 'from CL
1259# 19e#
• Sei.;mic letHel esrth pre-..sure
0 Seismic due to stem self weight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 A -12' -seismic Pg.255
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Designer to determine bar cutoff locations
1,000.0 lbs 3,000.0 lbs 5,000.0 lbs 7,000.0 lbs 9,000.0 lbs
0.0 lbs 2,000.0 lbs 4,000.0 lbs 6,000.0 lbs 8,000.0 lbs
Title Bressj Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 A -12' -seismic Pg.256
This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
4,360.0 ft-# 13,080.0 ft-# 21 ,800.0 ft-# 30,520.0 ft-# 39,240.0 ft-#
0.0 ft-# 8,720.0 ft-# 17,440.0 ft-# 26,160.0 ft-# 34,880.0 ft-#
Title BressJ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ...•
Wall 1A-13.5' Pg.257
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW-06057965 License To ' R2H ENGINEERING INC
I Criteria
Retained Height = 13.33 ft
Wall height above sall = 0.17 ft
Slope Behind Wall = 0.00
Height of Sail over Toe = 36.00 in
Water height over heel = 0.0 ft
•
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Soil Data • Allow Soil Bearing = 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psi/ft
=
Passive Pressure = 130.0 psi/ft
Soil Density, Heel = 130.00 pcf
Soil Density, Toe = 130.00 pc!
I Footing[ISoil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 in II .I
..,I s.u.r.c.h.ar•g•e•L•o•a•d•s _____ .. , I Lateral Load Apphed to Stem I I Adjacent Footing Load I
Surcharge Over Heel = 0.0 psf •
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem I
Axial Dead Load
Axial Live Load
Axial Load Eccentricity
I Design Summary
Wall Stablllty Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
=
0.0 lbs
0.0 lbs
0.0 In
• 3.61 OK
1.52 OK
23,871 lbs
15.64 in
Soil Pressure@ Toe 3,966 psi OK
Soil Pressure @ Heel 581 psi OK
Allowable = 4,000 psi
Soil Pressure Less Than Allowable
AC! Factored @ Toe = 5,553 psi
AC! Factored @ Heel 813 psi
Footing Shear@ Toe
Footing Shear@ Heel =
Allowable
Sliding Cales
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability =
3.6 psi OK
25.6 psi OK
82.2 psi
6,983.8 lbs
2,275.0 lbs
8,354.7 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Lateral Load
... Height to Top
... Height to Bottom
Load Type
= 0.0 #/ft
0.00 ft
0.00 ft
= Wind IY'I)
(Service Level)
Wind on Exposed stem =
(Service Level)
o.o psi
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
=
=
6,000.0 lbs
3.00 ft
o.oo in
7.00 ft
Line Load
-2.0 fl
0.300
~l.s.te.m .. C•o•n•s•t•r•u•ct•io .. n ..... •--3~r~d __ ~2=nd~ __ B_o~tt~o_m _______ _
• Stem OK Stem OK Shear NG1 Design Height Above Fig ft= 7.00 4.33 0.00
Wall Material Above "Ht" = Masonry Masonry Concrete
Design Method = LRFD LRFD LRFD
Thickness = 8.00 8.00 12.00
RebarSize = # 5 # 7 # 9
Rebar Spacing = 16.00 8.00 8.00
Rebar Placed at Edge Edge Edge Design Data -------------------------
fb/FB + fa/Fa 0.583 0.713
Total Force@ Section
Service Level
Strength Level
Moment ••. Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Lever
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
1,859.5
3,004.6
5,155.0
20.3
90.0
91.50
5.25
4,640.5
11,552.2
16,200.0
50.7
90.0
91.50
5.25
0.785
9,497.4
42,183.1
53,746.9
83.9
82.2
9.44
MasonryData ------------------------rm
Fy
Solid Grouting
Modular Ratio 'n'
Wall Weight
psi=
psi=
=
psi=
2,500
60,000
Yes
12.89
84.0
2,500
60,000
Yes
12.89
84.0 150.0
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
in= 7.60
= Normal Weight
= LRFD
7.60
Concrete Data -----------------------~
re
Fy
psi=
psi=
3,000.0
60,000.0
'. _'
I.
'
TIiie BressJ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1A -13.5'
This Wall in File: S:117\17058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 2
Date: 6 NOV 2017
Pq.258
RetalnPro (c) 1987-2017, Build 11.17,04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING INC.
Concrete Stem Rebar Area Details
Bottom Stem
As (based on applied moment) :
(4/3) •As:
200bd/fy: 200(12)(9.4375)/60000 :
0.0018bh: 0.0018(12)(12):
Vertical Reinforcing
1.028 in2/ft
1.3707 in2/ft
Horizontal Reinforcing
Min Stem T&S Rein! Area 1.247 in2
0.3775 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft
0.2592 ln2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of:
Required Area : 1.028 in2/ft #4@ 8.33 In #4@ 16.67 in
Provided Area : 1.5 in2/ft #5@ 12.92 in #5@ 25.83 in
Maximum Area : 1.5342 in2/ft #6@ 18.33 in #6@ 36.67 in
I Footing Dimensions & Strengths • Footing Design Results •
Toe Width = 0.50 ft IQl! J::lrutl
Heel Width = 10.00 Factored Pressure = 5,553 813 psf
Total Footing Width = 10.50 Mu': Upward 685 87,768 ft-#
Footing Thickness = 18.00 In Mu': Downward = 92 95,154 ft-#
Mu: Design 592 7,386 ft-#
Key Width = 12.oo in Actual 1-Way Shear 3.64 25.59 psi
Key Depth 15.oo in Allow 1-Way Shear 82.16 82.16 psi
Key Distance from Toe 1.00 ft Toe Reinforcing = # 5@ 16.00 in
fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 7 @ 16.00 in
Footing Concrete Density 150.00 pc! Key Reinforcing = # 6@ 12.00 in
Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 3.00 @ Btm.= 3.00 In Toe: #4@ 6.17 In, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 In, #9@ 30.
Heel: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 In, #9@ 30.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 4.08 in2
0.39 in2 Ill Min footing T&S reinf Area per foot
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 12.35 In #4@ 6.17 in
#5@ 9.57 in
#6@ 13.58 in
#5@ 19.14 in
#6@ 27.16 In
I Summary of Overturning & Resisting Forces & Moments
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
..... OVERTURNING ..... Force Distance Moment
lbs ft ft-#
3,848.8 4.94 19,025.7
3,135.1 5.43 17,028.1
6,983.8 O.T.M. 36,053.8
ReslstlnglOverturnlng Ratio 3.61
Vertical Loads used for Soil Pressure= 23,870.6 lbs
Vertical component of active lateral soil pressure rs NOT considered in
the calculation of Sliding Resistance.
Vertical cbmponent of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over Heel =
Sloped Soil Over Heel =
Surcharge Over Heel
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem
Soil Over Toe =
Surcharge Over Toe =
Siem Weight(s)
Earth @ Stem Transitions=
Footing Weigh!
Key Weight
Vert. Component
. .... RESISTING .....
Force Distance Moment
lbs ft ft-#
15,596.1 6.00 93,576.6
3,682.2
195.0
1,419.8
390.0
2,362.5
225.0
6.00
0.25
0.91
1.33
5.25
1.50
22,093.4
48.8
1,291.4
520.0
12,403.1
337.5
Total= 23,870.6 lbs R.M.= 130,270.8
* Axial live load NOT included in total displayed/ or used for overturning
resistance, but is included for soil pressure ca culation.
•
Title Bressj Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-13.5'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
[TI[t ~.
Cantilevered Retaining Wall
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.142 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
Pg.259
Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-13.5' Pg.260
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING INC.
DESIGNER NOTES:
13.5' Design Height, 10.5' exposed
Flat slope backfill
Flat slope at front
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
·. i
Title BressJ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description .•..
Wall 1A-13.5'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987·2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Siem Design Segment: 3rd
Stem Design Height: 7 .00 ft above top of footing
Lap Splice length for #5 bar specified In this stem design segment =
Lap Splice length for #7 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: 2nd
Stem Design Height: 4.33 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #7 bar specified in this stem design segment =
Lap Splice length for #9 bar extending up into this stem design segment from below=
Development length for #5 bar extending down into this stem design segment from above=
Development length for #7 bar specified in this stem design segment =
Development length for #9 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar extending down into this stem design segment from above =
Lap Splice length for #9 bar specified in this stem design segment =
Development length for #7 bar extending down into this stem design segment from above =
Development length for #9 bar specified in this stem design segment=
Hooked embedment length into footing for #9 bar specified in this stem design segment=
As Provided =
As Required =
Pg.261
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 In
13.54 in
25.88 in
25.00 In
35.00 In
49.36 In
13.54 in
25.88 in
49.36 in
37.38 In
48.06 in
28.76 in
36.97 in
11.82 in
1.5000 in2/ft
1.0280 in2/ft
Title Bress! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -13.5' Pg.262
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955
License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
8" w/ #7@ 8"
Soli d Grout
12" w/#9@ 8"
#5<@16 in
@ Toe
#__6®12 in
(g1 'Cent er On K y
#7@16"
@ Heel
Cantilevered Retaining Wall
8'-6"
10'-0"
10'-6"
Code: CBC 2016,ACI 318-14,ACI 530-13
6'-6"
2'-8"
4'-4"
3" 1'-6"
13'-4" 13'-6"
Title Bress/ Ranch Page: 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -13.5'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Pp= 2275.00#
Cantilevered Retaining Wall
~
CD
(D m
M
Pg.263
Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =6000#
Ecc.=o· from CL
6984#
..... U) a.
I'-~ C) co
l,i)
Title Bressj Ranch Page: 8
Job # : 17058 Osgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-13.5' Pg. 264
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
WallU Concrete • Masonry
Designer to determine bar cutoff locations
0.0 lbs
1,020.0 lbs I 2,040.0 lbs
3,060.0 lbs
4,080.0 lbs
5,100.0 lbs
6,120.0 lbs
7,140.0 lbs
8,160.0 lbs
9,180.0 lbs
13:33 It
I
\
\
\
'I
i,,. ~
7.00 ft ' ~
' ~
' ....
4.33 ft ......
' '" ' " ...
Applled8h . .J I ~
0 00 fl
Title Bress! Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 13.5' Pg.265
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Ret.alnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
7.00
4.33 ft
Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
5,970.0 ft-# 17,910.0 ft-# 29,850.0 ft-# 41 ,790.0 ft-# 53,730.0 ft-#
0.0 ft-# 11,940.0 ft-# 23,880.0 ft-# 35,820.0 ft-# 47,760.0 ft-#
,004.6
155.0ft-#
Mu = 42, 83.1
MnPhi = 3 746.9
Title Bras~ Ranch Page: 1
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description •••.
Wall 1A -13.5' -seismic Pg.266
This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To . R2H ENGINEERING INC
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Criteria • I Soil Data • Retained Height = 13.33 ft Allow Soil Bearing = 5,300.0 psi
Wall height above soil = 0.17ft Equivalent Fluid Pressure Method
Active Heel Pressure = 35.0 psi/ft Slope Behind Wall = 0.00 =
Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psi/ft
Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcl
Soil Density, Toe = 130.00 pcf I FootingllSoil Friction = 0.350
Soil height to Ignore
for passive pressure = 12.00 in
11
.1
j, S!"u.r.c.ha•r•g!"e•L•o•a•ds ______ , j Lateral Load Apphed to Stem
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Dead Load = 0.0 lbs
Lateral Load = 0.0 #/ft Adjacent Footing Load
... Height to Top = 0.00 ft Footing Width
... Height to Bottom = 0.00 ft Eccentricity
•
Load Type = Wind (/IV) Wall to Ftg CL Dist
(Service LeveO Footing Type
Base Above/Below Soil
Wind on Exposed Stem = o.o psi at Back of Wall
I I Adjacent Footing Load
6,000.0 lbs
3.00 ft
0.00 in
7.00 ft
Line Load
-2.0 ft
I
I Axial Load Applied to Stem
Axial Live Load 0.0 lbs
Axial Load Eccentricity = 0.0 in
(Service Level) Poisson's Ratio 0.300
= 2,309.773 lbs
I Earth Pressure Seismic Load •
Method : Triangular Total Strength.Level Seismic Load .... .
Load at bottom of Triangular Distribution . . . . . . . = 311.500 psf Total Service-Level Seismic Load .... . 1,616.841 lbs
(Strength)
I Stem Weight Seismic Load • Fp I WP Weight Multiplier 0.226 g Added seismic base force 224.6 lbs
Title BressJ Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-13.5' -seismic Pg.267
This Wall In File: S:117117058-Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031-pha
RetalnPro (c) 1987~2017, Bulld 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License : KW-06057955 License To : R2H ENGINEERING INC.
I Design Summary • I Stem Construction • 3rd 2nd Bottom
Stem OK Stem OK Shear NG!
Wall Stability Ratios Design Height Above Fig ft= 7.00 4.33 0.00
Overturning = 2.85. OK Wall Material Above "HI" Masonry Masonry Concrete
Sliding = 1.20 Ratio < 1.51 Design Method = LRFD LRFD LRFD
Thickness = 8.00 8.00 12.00
Total Bearing Load = 23,871 lbs Rebar Size = # 5 # 7 # 9
... resultant ecc. 20.48 in Rebar Spacing = 16.00 8.00 8.00
Soil Pressure@ Toe 4,491 psi OK Rebar Placed at Edge Edge Edge
Design Data Soil Pressure @ Heel 56 psi OK lb/FB + la/Fa = 0.833 0.920 0.974
Allowable 5,300 psi . Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 6,287 psi
ACI Factored @ Heel = 79 psi Strength Level lbs= 2,403.7 5,665.3 11,684.4
Footing Shear@ Toe 3.6 psi OK Moment ... Actual
Service Level fl-#= Footing Shear@ Heel 20.2 psi OK strength Level ft-#= 4,293.6 14,902.4 52,344.8 Allowable = 82.2 psi
Sliding Cales Moment. .... Allowable fl-#= 5,155.0 16,200.0 53,746.9
Lateral Sliding Force 8,825.3 lbs Service Level psi= less 100% Passive Force= 2,275.0 lbs
less 100% Friction Force = 8,354.7 lbs Strength Level psi= 26.3 61.9 103.2
Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0 82.2
... .for 1.5 Stability = 2,608.2 lbs NG Anet (Masonry) in2= 91.50 91.50
Rebar Depth 'd' in= 5.25 5.25 9.44
Masonry Data rm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89
NOT considered in the calculation of soil bearing Waif Weight psi= 84.0 84.0 150.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60
Dead Load 1.200 Masonry Block Type Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth,H 1.600 Concrete Data
Wind, W 1.000 re psi= 3,000.0
Seismic, E 1.000 Fy psi= 60,000.0
' '
Title BressJ Ranch
Jab # : 17058 Dsgnr: EAS
Page: 3
Date: 6 NOV 2017
Description ....
Wall 1A-13.5' -seismic Pg.268
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
Concrete Stem Rebar Area Details
Bottom Stem
As (based on applied moment) :
(4/3) •As:
Vertical Reinforcing
1.2756 in2/ft
1. 7008 ln2/ft
Horizontal Reinforcing
Min Stem T&S Rein! Area 1.247 in2
200bd/fy: 200(12)(9.4375)/60000:
0.0018bh: 0.0018(12)(12):
0.3775 ln2/ft Min Stem T&S Rein! Area per ft of stem Height : 0.288 ln2/ft
0.2592 in2/ft Horizontal Reinforcing Options :
============ One layer of : Two layers of:
Required Area : 1.2756 in2/ft #4@ 8.33 in #4@ 16.67 in
Provided Area: 1.5 in2/ft #5@ 12.92 in #5@ 25.83 In
Maximum Area : 1.5342 in2/ft #6@ 18.33 in #6@ 36.67 In
I Footing Dimensions & Strengths • Footing Design Results •
Toe Width = 0.50 ft I2l! ~
Heel Width = 10.00 Factored Pressure 6,287 79 psi
Total Foaling Widlh 10.50 Mu' : Upward = 774 75,022 ft-#
Footing Thickness 18.00 in Mu': Downward 92 95,154 ft-#
Mu: Design = 681 20,132 ft-#
KeyWidt~ 12.00in Actual1-WayShear = 3.64 20.16psi
KeyDept 15.ooin Allow1-WayShear = 82.16 82.16psi
Key Distance from Toe = 1.00 ft Toe Reinforcing = # 5@ 16.00 in
fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 7@ 16.00 in
Footing Concrete Density 150.00 pcf Key Reinforcing = # 6@ 12.00 in
Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 In. #7@ 18.52 in, #8@ 24.38 in, #9@ 30.
Heel: #4@5.71 in, #5@ 8.84 in, #6@ 12.55 In. #7@ 17.12 in, #8@22.54 in, #9@28.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in.
Min footing T&S relnf Area 4.08 in2
0.39 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 6.17 in
#5@ 9.57 in
#6@ 13.58 in
If two layers of horizontal bars:
#4@ 12.35 In
#5@ 19.14 In
#6@27.16 In
Summa Forces & Moments
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soll =
Seismic Earth Load
Seismic Stem Self Wt
Total
..... OVERTURNING ..... Force Distance Moment
lbs ft ft-#
3,848.8 4.94 19,025.7
3,135.1
1,616.8
224.6
5.43
4.94
7.33
8,825.3 O.T.M.
17,028.1
7,992.6
1,645.7
45,692.1
= =
Resisting/Overturning Ratio 2.es
Vertical Loads used for Soil Pressure= 23,870.6 lbs
..... RESISTING .....
Force Distance
lbs ft
Soil Over Heel 15,596.1 6.00
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load 3,682.2 6.00
Axial Dead Load on Stem=
* Axial Live Load on Stem =
Soll Over Toe 195.0 0.25
Surcharge Over Toe
Stem Weight(s) = 1,419.8 0.91
Earth@ Stem Transitions= 390.0 1.33
Footing Weigh! 2,362.5 5.25
Key Weight = 225.0 1.50
Vert. Component =
Moment
ft-#
93,576.6
22,093.4
48.8
1,291.4
520.0
12.403.1
337.5
Total= 23,870.6 lbs R.M.= 130,270.8
If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed! or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 · resistance, but is included for soil pressure ca culation.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Title Brass! Ranch Page : 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A-13.5' -seismic
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955
License To : R2H ENGINEERING INC.
I Tilt I
Cantilevered Retaining Wall
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.160 in
The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
Pg. 269
Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -13.5' -seismic Pg.270
This Wall In File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW.06067955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
13.5' Design Height, 10.5' exposed
Flat slope backfill
Flat slope at front
Seismic included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Title BressJ Ranch Page: 6
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ...•
Wall 1A-13.5' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06067955 License To: R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 3rd
Stem Design Height: 7 .00 fl above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #7 bar extending up Into this stem design segment from below =
Development length for #5 bar specified in this stem design segment =
Development length for #7 bar extending up into this stem design segment from below =
Stem Design Segment: 2nd
Stem Design Height: 4.33 fl above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #7 bar specified in this stem design segment =
Lap Splice length for #9 bar extending up into this stem design segment from below=
Development length for #5 bar extending down into this stem design segment from above =
Development length for #7 bar specified in this stem design segment =
Development length for #9 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #7 bar extending down into this stem design segment from above =
Lap Splice length for#9 bar specified in this stem design segment=
Development length for #7 bar extending down into this stem design segment from above =
Development length for #9 bar specified in this stem design segment =
Hooked embedment length into footing for #9 bar specified in this stem design segment=
As Provided =
As Required =
Pg.271
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
35.00 In
13.54 In
25.88 In
25.00 in
35.00 in
49.36 In
13.54 in
25.88 in
49.36 in
37.38 in
48.06 in
28.76 In
36.97 in
14.67 in
1.5000 in21f!
1.2756 in21ft
Title Bress! Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A • 13.5' • seismic Pg. 272
This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING INC.
8" w/ #5@ 16"
Solid Grout
8" w/#7@ 8"
Solid Grout
12" w/ #9@ 8"
3'-0"[_
#5@16 in @T oe
#_6(a)12 in @"Center On K y
#7@16"
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 31 8-14,ACI 530-13
6'-6"
13'-4" 13'-6"
2'-8"
4'-4 "
8'-6"
10'-0"
10'-6"
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Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1A -13.5' -seismic Pg.273
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Pp= 2275.00#
-ID Q. ,..-,
(l:)
0 ~
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load ='J-000#
Ecc=O · from CL -
1e17* 225#
• Seismic lat:1sl earth Pfessure
Cl Seismic due to stem se-lf weight
(D
I()
Title Bress; Ranch
Job#: 17058 Dsgnr: EAS
Page: 9
Date: 6 NOV 2017
Description ....
Wall 1A -13.5' -seismic Pg.274
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING INC.
WallU Concrete • Masonry
000 lbs 1,220.0 lbs 2,440.0 lbs
13:33 ff -~ -
\
\
\
\
7.00 ft ... "' '
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
3,660.0 lbs 6,100.0 lbs 8,540.0 lbs 10,980.0 lbs
4,880.0 lbs 7,320.0 lbs 9,760.0 lbs
' ~ -'~ 4.33 ft ~ --
.... ' ·-
I, -....
!AppW.,._. l I
·~
n nn ft
I Title Bress; Ranch
Job # : 17058 Dsgnr: EAS
Page : 10
Date: 6 NOV 2017
Description ....
Wall 1A-13.5' -seismic Pg. 275
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
7.00
4.33 ft
Designer to determine bar cutoff locations
5,970.0 ft-# 17,910.0 ft-# 29,850.0 ft-# 41,790.0 ft-# 53,730.0 ft-# 0.0 ft-# 11,940.0 ft-# 23,880.0 ft-# 35,820.0 ft-# 47,760.0 ft-#
,293.6
155.0ft-#
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Title BressJ Ranch
Job# : 17058 Dsgnr: EAS
Description ....
Wall 1F3-10.17'
Page: 1
Date: 6 NOV 2017
Pg. 276
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~.:~~:~ ~1!i1::;:, euud 11·17·04•04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
l,c.r.ite.r.ia _________ • I Soil Data •
Retained Height
Wall height above soil =
Slope Behind Wall
Height of Soil over Toe
Water height over heel
10.00 ft
0.17ft
0.00
42.00 in
0.0 ft
Allow Soil Bearing 4,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/fl
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FoolingllSoil Friction
Soil height to ignore
for passive pressure
300.0 psi/ft
= 130.00 pcf
= 130.00 pcf
0.350
12.00 In
,I S!"u.r.c.ha•r•g!"e•L•o•a•ds _____ _.. I Lateral Load Applied to Stem
Surcharge Over Heel 0.0 psf
• I Adjacent Footing Load
Adjacent Footing Load
Footing Width
Eccentricity
6,000.0 lbs
3.00 fl
0.00 In
7.25 fl
• Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem I
Axial Dead Load =
Axial Live Load =
Axial Load Eccentricity =
I Design Summary
Wall Slablllty Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
=
0.0 lbs
0.0 lbs
0.0 in
• 2.22 OK
2.09 OK
10,297 lbs
14.22 in
Soil Pressure@ Toe 3,782 psf OK
Soil Pressure@ Heel O psf OK
Allowable 4,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe 5,295 psi
ACI Factored @ Heel O psf
Footing Shear@ Toe
Footing Shear@ Heel
Allowable
Sliding Cales
Lateral Sliding Force
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd =
... .for 1.5 Stability
14.9 psi OK
3.4 psi OK
82.2 psi
4,462.7 lbs
5,709.4 lbs
3,604.1 lbs
0.0 lbs OK
0.0 lbs OK
Lateral Load
... Height to Top
... Height to Bottom
Load Type
0.0 #/ft
0.00 fl
0.00 fl
= Wind (!N)
(Service Level)
Wind on Exposed Stem =
(Service Level)
0.0 psi
Wall to Fig CL Dist
Fooling Type
Base Above/Below Soil
at Back of WatJ
Poisson's Ratio
=
Line Load
-2.0 ft
0.300
l~S•t•e•m .. C•o•n•s•tr•U•Ct•io•n ..... •.---=2~n=d _ __,B~o~tt=om"'-----------~ • -Stem OK Stem OK Design Height Above Fig ft= 3.33 0.00
Wall Material Above "Ht" = Masonry Masonry
Design Method = LRFD LRFD LRFD
Thickness = 8.00 12.00
Rebar Size # 5 # 6
Rebar Spacing = 16.00 8.00
Rebar Placed at Edge Edge Design Data -------------------------
fb/FB + fa/Fa = 0.699
Total Force @ Section
Service Level lbs =
Strength Level
Moment .... Actual
Service Level
Strength Level
Moment. .... Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Masonry)
Rebar Depth 'd'
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
2,109.8
3,601.1
5,155.0
23,1
90.0
91.50
5.25
0.685
5,709.6
16,438.1
24,007.5
40.9
90.0
139.50
9.00
Masonry Data ------------------------
fm
Fy
psi=
psi=
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Solid Grouting
Modular Ratio 'n'
Wall Weight
=
psi=
2,500
60,000
Yes
12.89
84.0
2,500
60,000
Yes
12.89
133.0
Load Factors
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
in= 7.60
Normal Weight
= LRFD
11.60
Concrete Data ------------------------
fc
Fy
psi=
psi=
I
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Title Bress! Ranch Page: 2
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' Pg.277
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
[ Footing Dimensions & Strengthf)
Toe Width 0.50 ft
Heel Width 5.50
Total Footing Width 6.00
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
~ooting Design Resu lts ::)
~ ~
Factored Pressure 5,295 O psf
Mu' : Upward 642 9,953 ft-#
Mu': Downward 193 20,081 ft-#
Mu: Design 449 10,128 ft-#
Actual 1-Way Shear 14.85 3.37 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 7 @ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.94 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summa of Overturn in & Resistin Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Total
Resisting/Overturning Ratio
lbs ft ft-#
2,214.8 3.75 8,305.7
2,247.9 3.11 6,987.0
4,462.7 O.T.M. 15,292.6
Vertical Loads used for Soil Pressure =
2.22
10,297.4 lbs
..... RESISTING ..... Force Distance
lbs ft
Soil Over Heel 5,850.0 3.75
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load 1,563.4 4.46
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe 227.5 0.25
Surcharge Over Toe
Stem Weight(s) 1,017.5 0.91
Earth @ Stem Transitions= 289.0 1.33
Footing Weigh! 1,125.0 3.00
Key Weight 225.0 1.50
Vert. Component
Moment
ft-#
21,937.5
6,970.1
56.9
921.7
385.4
3,375.0
337.5
Total= 10,297 .4 lbs R.M.= 33,984.0
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
I Tilt I
• Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.178 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
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Title BressJ Ranch Page: 3
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' Pg.278
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License.To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height, 6' exposed
2:1 slope at backfill
Flat front assumed
Seismic NOT included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I
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r,
I'
r
I·
Title BressJ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description •.•.
Wall 1F3 -10.17'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 3.33 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below =
Development length for#5 bar specified in this stem design segment=
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down Into this stem design segment from above =
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length Into fooling for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg.279
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67in
0.6600 in2/ft
1.2443 in2/ft
Title Bressi Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' Pg .280
This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING, INC.
3-6"
8" w/ #5@ 16"
Solid Grout
w 6@8"
Solid Grout
~~~fin
#6(@12 in
@ 'Center On Key
#7@16"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-1 O"
10'-0" 10'-2"
3'-4 "
1'-6"
4'-0"
5'-6"
6'-0 "
Title Bressj Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F3 -10.17'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.0,4.04
License : KW--06067966 License To : R2H ENGINEERING INC.
Pp= 5709.38#
Cantilevered Retaining Wall
.,_
V)
0..
CD
0)
Pg. 281
Code: CBC 2016,ACI 318-14,ACI 530-13
i
Adj Ftg Load =6000#
Ecc.=o· from CL
-
4463#
Tille Bress! Ranch
Job # : 17058 Dsgnr: EAS
Page : 7
Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' Pg.282
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry
Designer to determine bar cutoff locations
610.0 lbs 1,830.0 lbs 3,050.0 lbs 4,270.0 lbs 5,490.0 lbs 0.0 lbs 1,220.0 lbs 2,440.0 lbs 3,660.0 lbs 4,880.0 lbs
Tille Bress! Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' Pg.283
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
3.33 ft
---'
Title BressJ Ranch
Job # : 17058 Dsgnr: EAS
Page: 1
Date: 6 NOV 2017
Description ....
Wall 1F3-10.17' -seismic Pg. 284
This Wall in File: S:117117058 -Bressi Ranch\2-Cales (phase 1 In SD phase 2 In SLC)\17-1031 -pha
~~~~::~ ~~~~~;:Jl· euHd 11•17·••-04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
c,I c.r.it.er.ia ________ _.. I Soil Data •
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
10.00 ft
0.17 ft
0.00
42.00 in
0.0 ft
Allow Soil Bearing 5,300.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 35.0 psf/ft
Passive Pressure
Soll Density, Heel
Soil Density, Toe
FootingUSoil Friction
Soil height to ignore
for passive pressure
300.0 psi/ft
= 130.00 pcf
= 130.00 pcf
0.350
12.00 in •
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sl!ding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Lateral Load 0.0#/ft Adjacent Footing Load =
... Height to Top 0.00 fl Fooling Width =
... Height to Bottom = 0.00 ft Eccentricity =
Load Type = Wind IY'I) Wall lo Fig CL Dist =
• (Service Level) Footing Type
Base Above/Below Soil I Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs Wind on Exposed Stem = o.o psi at Back of Wall
Axial Live Load 0.0 lbs
Axial Load Eccentricity 0.0 in
I Earth Pressure Seismic Load I
Method : Triangular
(Service Level)
Load at bottom of Triangular Distribution . . . . . . . = 236.250 psf
(Strength)
I Stem Weight Seismic Load I FP I WP Weight Multiplier
Poisson's Ratio
Total Strength-Level Seismic Load .... .
Total Service-Level Seismic Load .... .
= 0.226 g Added seismic base force
6,000.0 lbs
3.00 ft
0.00 in
7.25 ft
Line Load
-2.0 ft
0.300
1,328.906 lbs
930.234 lbs
161.0 lbs
•
Titre Bress~ Ranch Page: 2
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' • seismic Pg.285
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 In SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04 Cantilevered Retaining Wall License : KW-06057955 Code: CBC 2016,ACI 318-14,ACI 530-13
License To: R2H ENGINEERING INC.
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wall Stablllty Ratios Design Height Above Fig ft= 3.33 0.00
Overturning 1.72 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.68 OK Design Method = LRFD LRFD LRFD
Thickness = 8.00 12.00
Total Bearing Load 10,297 lbs Rebar Size = # 5 # 6
... resultant ecc. = 19.37 in Rebar Spacing = 16.00 8.00
Soil Pressure@ Toe 4,953 psi OK Rebar Placed at Edge Edge
Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa 0.986 0.874
Allowable 5,300 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 6,935 psi
ACI Factored @ Heel = O psi Strength Level lbs= 2,706.8 6,989.5
Footing Shear@ Toe 20.2 psi OK Moment •••• Actual
Service Level ft-#= Footing Shear@ Heel 15.5 psi OK Strength Level ft-#= 5,083.8 20,981.3 Allowable 82.2 psi
Sliding Cales Moment. .... Allowable ft-#= 5,155.0 24,007.5
Lateral Sliding Force 5,553.9 lbs
less 100% Passive Force = 5,709.4 lbs Service Level psi=
less 100% Friction Force = 3,604.1 lbs Strength Level psi= 29.6 50.1
Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
I ... .for 1.5 Stability 0.0 lbs OK Anet (Masoniy) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data rm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes
Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89
NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type Normal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind,W 1.000 re psi=
Seismic, E 1.000 Fy psi=
Title Brass! Ranch Page : 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' -seismic Pg.286
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & StrengthQ
Toe Width 0.50 ft
Heel Width 5.50
Total Footing Width 6.00
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results )
~ .l:m.l
Factored Pressure 6,935 O psf
Mu' : Upward 832 5,219 ft-#
Mu': Downward 193 20,081 ft-#
Mu: Design 639 14,862 ft-#
Actual 1-Way Shear 20.16 15.52 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 7@ 16.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 6.09 in, #5@ 9.45 in, #6@ 13.41 in, #7@ 18.28 in, #8@ 24.07 in, #9@ 30.
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 1.94 in2
0.32 in2 1ft Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11 .48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING .....
Force Distance Moment
Item lbs ft ft-#
Heel Active Pressure 2,214.8
Surcharge over Heel
Surcharge Over Toe
Adjacent Fooling Load 2,247.9
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load 930.2
Seismic Stem Self Wt 161.0
Total 5,553.9
Resisting/Overturning Ratio
Vertical Loads used for Soil Pressure =
3.75 8,305.7
3.11 6,987.0
3.75 3.488.4
5.79 931.4
0 .T.M. 19,712.4
1.72
10,297.4 lbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weigh1
Key Weight
Vert. Component
..... RESISTING .....
Force Distance
lbs ft
5,850.0 3.75
1,563.4 4.46
227.5 0.25
1,017.5 0.91
289.0 1.33
1,125.0 3.00
225.0 1.50
Moment
ft-#
21,937.5
6,970.1
56.9
921.7
385.4
3,375.0
337.5
Total = 10,297.4 lbs R.M.= 33,984.0
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Dell @ Top of Wall (approximate only)
250.0 pci
0.233 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
,-·'
TiUe BresS, Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' -seismic Pg. 287
This Wall in File: S:117117058-Bressi Ranch\2-Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
10.17' Design Height, 6' exposed
2:1 slope at backfill
Flat front assumed
Seismic is included
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
' '
' .
' '
:J
Title Bressj Ranch Page: 5
Job # : 17058 Dsgnr: EAS Dale: 6 NOV 2017
Description .••.
Wall 1F3 -10.17' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057965 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 3.33 ft above top of footing
Lap Splice length for #5 bar specified In this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #5 bar specified in this stem design segment =
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for#S bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified In this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment =
Hooked embedment length into footing for ft6 bar specified in this stem design segment =
Af. Provided =
As Required =
Pg.288
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in2/ft
1.5883 in2/ft
Title Bress! Ranch Page: 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' -seismic Pg.289
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.CM.04
License : KW--06067955 License To : R2H ENGINEERING INC.
3'-6"
8" w/ #5@ 16"
Solid Grout
w 6@8"
Solid Grout
l ~d~ in
#6@12 in
@ "Center On Key
#7@16"
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
6'-10"
10'-0" 10'-2"
3'-4"
1'-6"
4'-0"
5'-6"
6'-0"
Hie Bress/ Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' -seismic Pg.290
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067955 License To : R2H ENGINEERING INC.
Pp= =709.38#
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Load =6000#
Ecc.=0~ from CL
t -
930# 161#
• Seismic lateral earth pres.sure
IJ Seismic due to stem self weight
Title Brass! Ranch Page: 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 -10.17' -seismic Pg.291
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 · pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06067966 License To : R2H ENGINEERING INC.
Wall Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
720.0 lbs 2,160.0 lbs 3,600.0 lbs 5,040.0 lbs 6,480.0 lbs 0.0 lbs 1,440.0 lbs 2,880.0 lbs 4,320.0 lbs 5,760.0 lbs
3.33 ft
----· --·
Title Bressi Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F3 . 10.17' -seismic Pg.292
This Wall in File: S:\17\17058 . Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
Wall Masonry Allowable Moment Line Concrete Masonry
Designer to determine bar cutoff locations
2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-#
0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21 ,360.0 ft-#
-,
Title Brass~ Ranch
Job # : 17058 Dsgnr: EAS
Description ....
Wall 1 F2-9.5'
This Wall in File: S:117117058 -Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
Page: 1
Dale: 6 NOV 2017
Pg.293
~~~~~=~ ~~~ .. ~~::;;, eund 11·11·04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
l,c.r.ite.r.ia _________ • I Soil Data •
Allow Soil Bearing = 4,000.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/fl
Retained Height = 9.33 ft
Wall height above soil = 0.17 ft
Slope Behind Wall = 5.00 =
Height of Soil over Toe = 36.00 in Passive Pressure 130.0 psi/ft
Water height over heel = 0.0 ft Soil Density, Heel 130.00 pcl
Soil Density, Toe 130.00 pcl
Footingl[Soil Friction = 0.350
Soil height to ignore
for passive pressure = 12.00 In
.,I s ... u.r.c.h.ar•g•e•L•o•a•d•s ____ ........ I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Axial Dead Load
Axial Live Load
=
= Axial Load Eccentricity =
0.0 lbs
0.0 lbs o.o in
Lateral Load =
... Height to Top
... Height to Bottom
Load Type
Wind on Exposed Stem =
(Service Level)
0.0 #/ft
0.00 ft
0.00 ft
Wind /Y'I)
(Service Level)
0.0 psf
Adjacent Footing Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
· Poisson's Ratio
= 10298.0 lbs
6.00 ft
0.00 in
9.50 ft
Line Load
-3.3 ft
0.300
•
I Design Summary • ~l.s.te.m .. c.o.n.s.t.ru.c.t.io.n ...... •-~2~n~d~-=B~ott~o~m~-----------, • Stem OK Stem OK
Wall Stablllty Ratios
Overturning
Sliding
Total Bearing Load
... resultant ecc.
=
5.66 OK
1.52 OK
18,790 lbs
1.50 in
Soll Pressure@Toe 2,134 psf OK
Soil Pressure @ Heel 1,822 psf OK
Allowable = 4,000 psf
Soil Pressure Less Than Allowable
AC! Factored @ Toe = 2,837 psf
AC! Factored @ Heel 2,422 psi
Footing Shear@ Toe
Footing Shear@ Heel
Allowable
Slldlng Cales
=
=
Lateral Sliding Force =
less 100% Passive Force=
less 100% Friction Force =
Added Force Req'd
.... for 1.5 Stability
7.2 psi OK
34.9 psi OK
82.2 psi
5,709.6 lbs
2,084.1 lbs
6,576.5 lbs
0.0 lbs OK
0.0 lbs OK
Vertical component of active lateral soil pressure IS
considered in the calculation of soil bearing pressures.
Load Factors------------
Building Code
Dead Load
Live Load
Earth, H
Wind, W
Seismic, E
CBC 2016,ACI
1.200
1.600
1.600
1.000
1.000
Design Height Above Fig ft= 3.33 0.00
Wall Material Above "Ht" Masonry Masonry
Design Method = LRFD LRFD LRFD
Thickness = 8.00 12.00
RebarSize = # 5 # 6
Rebar Spacing 16.00 8.00
Rebar Placed at = Edge Edge Design Data -------------------------
fb/FB + fa/Fa
Total Force @Section
Service Level
Strenglh Level
Moment .••• Actual
Service Level
Strength Level
Moment .•••. Allowable
Service Level
Strength Level
Shear ..... Allowable
Anet (Mason,y)
Rebar Depth 'd'
=
lbs=
lbs=
ft-#=
ft-#=
ft-#=
psi=
psi=
psi=
in2=
in=
0.561
1,479.2
2,889.7
5,155.0
16.2
90.0
91.50
5.25
0.657
5,435.7
13,368.4
24,007.5
39.0
90.0
139.50
9.00
MasonryData ------------------------
rm
Fy
Solid Grouting
Mod.ular Ratio 'n'
Wall Weight
Equiv. Solid Thick.
Mason,y Block Type
Masonry Design Method
psi=
psi=
=
psi=
2,500
60,000
Yes
12.89
84.0
2,500
60,000
Yes
12.89
133.0
in= 7.60 11.60
= Normal Weight
= LRFD
Concrete Data ------------------------
re
Fy
psi=
psi=
Title Bressj Ranch
Job #: 17058 Dsgnr: EAS
Page : 2
Date: 6 NOV 2017
Description ....
Wall 1F2-9.5' Pg.294
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To : R2H ENGINEERING INC.
r Footing Dimensions & StrengthQ
Toe Width 0.50 ft
Heel Width 9.00
Total Footing Width ~o
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results I
~ tlw
Factored Pressure 2,837 2,422 psf
Mu' : Upward 354 81 ,241 ft-#
Mu': Downward 173 74,822 ft-#
Mu: Design 180 -6,419 ft-#
Actual 1-Way Shear 7.16 34.92 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11 .48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: #4@ 7.41 in, #5@ 11 .48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
3.08 in2
0.32 in2 !ft
If two layers of horizontal bars:
#4@ 14.81 in
#5@22.96 in
#6@ 32.59 in
Summa~ of Overturnini & Resistini Forces & Moments
..... OVERTURNING ..... .. ... RESISTING .....
Force Distance Moment Force Distance
Item lbs ft ft-# lbs ft
~~~
Heel Active Pressure 3,708.8 4.06 15,057.8 Soil Over Heel 9,703.2 5.50
Surcharge over Heel Sloped Soil Over Heel 832.0 6.83
Surcharge Over Toe Surcharge Over Heel
Adjacent Footing Load 2,000.8 1.80 3,593.5 Adjacent Footing Load 3,886.3 7.06
Added Lateral Load Axial Dead Load on Stem =
Load @ Stem Above Soil = • Axial Live Load on Stem
Soil Over Toe 195.0 0.25
Surcharge Over Toe
Total 5,709.6 O.T.M. 18,651.3 Stem Weight(s) 961 .2 0.91
Earth @ Stem Transitions= 260.0 1.33
Footing Weigh! 1,781.3 4.75
Resisting/Overturning Ratio 5.66 Key Weight 225.0 1.50
Vertical Loads used for Soil Pressure = 18,790.1 lbs Vert. Component 946.2 9.50
Moment
ft-#
53,367.6
5,685.3
27,450.5
48.8
874.8
346.7
8,460.9
337.5
8,988.5
Total = 18,790.1 lbs R.M.= 105,560.6
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt I
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Defl @ Top of Wall (approximate only)
250.0 pci
0.059 in
The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
I
Title Bras~ Ranch Page: 3
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5'
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
9.5' Design Height, 6' exposed
Adjacent retaining wall imposed load
Seismic NOT included
Cantilevered Retaining Wall
Pg.295
Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bras~ Ranch Page: 4
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description .•••
Wall 1 F2-9.5' Pg.296
This Wan in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
~1:~~:~~!:~1;:J;· eund 11·17·04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC.
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 3.33 ft above top of footing
Lap Splice length for #5 bar specified in this stem design segment =
Lap Splice length for #6 bar extending up into this stem design segment from below=
Development length for #5 bar specified In this stem design segment=
Development length for #6 bar extending up into this stem design segment from below =
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length for #5 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified in this stem design segment =
Development length for #5 bar extending down into this stem design segment from above =
Development length for #6 bar specified in this stem design segment=
Hooked embedment length Into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in2/ft
1.0120 in2/ft
Title Bress/ Ranch Page : 5
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F2-9.5' Pg.297
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING, INC.
3'-0~
a·w/#5@ 15·
Solid Grout
1rw1 #6@ a~
Solid Grout
i,~r in
#6ca>12.in @ 'Center On Key
#6@8"
@Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
5
9'-4 • 9'-6~
T-6"
9"-0"
9 -6"
Tille Bress/ Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5'
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (e) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING, INC.
Pp= 2084 Oe,;t
Cantilevered Retaining Wall
-Ill 0. m 0
N N IX)
Pg. 298
Code: CBC 2016,ACI 318-14,ACI 530-13
Adj Ftg Le.ad =10298#
Ecc.=O from CL
5710#
Tille Bressj Ranch Page : 7
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F2-9.5' Pg.299
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
Designer to determine bar cutoff locations
1,710.0 lbs 2,850.0 lbs 3,990.0 lbs 5,130.0 lbs
lbs 2,280.0 lbs 3,420.0 lbs 4,560.0 lbs
Title Bress/ Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5' Pg. 300
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955
License To : R2H ENGINEERING INC.
Wall Masonry
3.33
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13
Allowable Moment Line Masonry
Designer to determine bar cutoff locations
8,010.0 ft-# 13,350.0 ft-# 18.690.0 ft-# 24,030.0 ft-# ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#
TIiie Bressj Ranch Page: 1
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5' -seismic Pg. 301
This Wall In File: S:117117058 -Bressi Ranch\2-Cales {phase 1 in SD phase 2 in SLC)\17-1031 -pha ~,'::';~~:':" ~~::1::;:• 8"11" 11•17•04•04 Cantilevered Retaining Wall
License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13
l.,c.r.it.er.ia _________ .. 1 I Soil Data I
Allow Soil Bearing 5,333.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure 50.0 psf/ft
Retained Height = 9.33 ft
Wall height above soil 0.17 ft
Slope Behind Wall = 5.00
Height of Soil over Toe 36.00 in Passive Pressure 130, O psf/ft
Water height over heel 0.0 ft Soll Density, Heel = 130.00 pcf
Soil Density, Toe = 130.00 pcf
FoolingUSoil Frtction 0.350
Soil height to ignore
for passive pressure = 12.00 In
I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load
Surcharge Over Heel 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
I Axial Load Applied to Stem
Lateral Load 0.0#/ft Adjacent Footing Load
... Height to Top 0.00 ft Fooling Width =
..• Height to Bottom 0.00 ft Eccentricity
Load Type Wind fYV) Wall to Ftg CL Dist =
• (Service LeveQ Footing Type
Base Above!Below Soil
Axial Dead Load o.o lbs Wind on Exposed Stem = o.o psf at Back of Wall =
Axial Live Load o.o lbs
Axial Load Eccentricity o.o in
I Earth Pressure Seismic Load I
Method : Triangular
(Service Level)
Load at bottom of Triangular Distribution . . . . . . . 222.250 psf
(Strength)
I Stem Weight Seismic Load I Fp I WP Weight Multiplier
Poisson's Ratio =
Total Strength-Level Seismic Load .... .
Total Service-Level Seismic Load .... .
0.226 g Added seismic base force
10298.0 lbs
6.00 ft
o.oo in
9.50 ft
Line Load
-3.3 ft
0.300
1,175.703 lbs
822.992 lbs
152.1 lbs
•
Title Bre~ Ranch Page: 2
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F2· 9.51 -seismic Pg.302
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987·2017, Build 11.17.04.04
License ; KW.06067955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
I Design Summary • I Stem Construction • 2nd Bottom
Stem OK Stem OK
Wall Stablllty Ratios Design Height Above Fig ft= 3.33 0.00 Overturning = 4.72 OK Wall Material Above "Ht" = Masonry Masonry
Sliding 1.30 Ratio < 1.51 Design Method = LRFD LRFD LRFD
Thickness = 8.00 12.00
Total Bearing Load 18,790 lbs Rebar Size = # 5 # 6
... resultant ecc. 3.88 in Rebar Spacing = 16.00 8.00
Soil Pressure@ Toe 2,382 psi OK Rebar Placed at Edge Edge = Design Data Soil Pressure @ Heel = 1,574 psi OK fb/FB + fa/Fa 0.777 0.714
Allowable = 5,333 psi Total Force @Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,167 psi
ACl Factored @ Heel = 2,092 psi Strength Level lbs= 1,974.4 6,567.3
Footing Shear@ Toe 8.3 psi OK Moment ... Actual = Service Level ft-#= Footing Shear@ Heel = 31.9 psi OK Strength Level ft-#= 4,007.3 17,130.0 Allowable = 82.2 psi
Sliding Cates Moment. .... Allowable ft-#= 5,155.0 24,007.5
Lateral Sliding Force 6,684.7 lbs Service Level psi= less 100°k Passive Force = 2,084.1 lbs
less 100% Friction Force = 6,576.5 lbs Strength Level psi= 21.6 47.1
Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0
.... for 1.5 Stability 1,366.4 lbs NG Anet (Masonry) in2= 91.50 139.50
Rebar Depth 'd' in= 5.25 9.00
Masonry Data rm psi= 2,500 2,500
Fy psi= 60,000 60,000
Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89 considered in the calculation of soll bearing pressures. Wall Weight psi= 84.0 133.0
Load Factors
Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60
Dead Load 1.200 Masonry Block Type Nonmal Weight
Live Load 1.600 Masonry Design Method = LRFD
Earth, H 1.600 Concrete Data
Wind, W 1.000 fc psi=
Seismic, E 1.000 Fy psi=
Title Bressi Ranch
Job # : 17058. Dsgnr: EAS
Page : 3
Date: 6 NOV 2017
Description ....
Wall 1F2-9.5' • seismic Pg. 303
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cates (phase 1 in SD phase 2 in SLC)\17-1031 · pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Dimensions & Strengths::::)
Toe Width 0.50 ft
Heel Width 9.00
Total Footing Width 9.50
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
fc = 3,000 psi Fy =
Footing Concrete Density
15.00 in
12.00 in
18.00 in
1.00 ft
60,000 psi
150.00 pcf
0.0018
Footing Design Results I
~ !:ltt!
Factored Pressure 3,167 2,092 psf
Mu' : Upward 394 76,607 ft-#
Mu': Downward 173 74,822 ft-#
Mu: Design 220 -1,786 ft-#
Actual 1-Way Shear 8.30 31 .90 psi
Allow 1-Way Shear 82.16 82.16 psi
Toe Reinforcing # 5@ 16.00 in
Heel Reinforcing # 6 @ 8.00 in
Key Reinforcing # 6@ 12.00 in
Other Acceptable Sizes & Spacings Min. As%
Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37
Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm
Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in,
Min footing T&S reinf Area 3.08 in2
0.32 in2 1ft Min fooling T&S reinf Area per foot
If one layer of horizontal bars:
#4@ 7.41 in
#5@ 11.48 in
#6@ 16.30 in
If two layers of horizontal bars:
#4@ 14.81 in
#5@ 22.96 in
#6@ 32.59 in
Summary of Overturning & Resisting Forces & Moments
..... OVERTURNING ..... Force Distance Moment
Item
Heel Active Pressure
Surcharge over Heel
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil =
Seismic Earth Load
Seismic Stem Self Wt
Total
Resisting/Overturning Ratio
lbs ft ft-#
3,708.8 4.06 15,057.8
2,000.8
823.0
152.1
6,684.7
1.80
3.53
5.48
O.T.M.
3,593.5
2,902.4
832.7
22,386.4
Vertical Loads used for Soil Pressure = 4.72
18,790.1 tbs
Soil Over Heel
Sloped Soil Over Heel
Surcharge Over Heel
Adjacent Footing Load
Axial Dead Load on Stem =
• Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Stem Weight(s)
Earth @ Stem Transitions=
Footing Weight
Key Weight
Vert. Component
..... RESISTING ..... Force Distance
tbs ft
9,703.2 5.50
832.0 6.83
3,886.3 7.06
195.0 0.25
961.2 0.91
260.0 1.33
1,781.3 4.75
225.0 1.50
946.2 9.50
Moment
ft-#
53.367.6
5,685.3
27,450.5
48.8
874.8
346.7
8,460.9
337.5
8,988.5
Total= 18,790.1 lbs R.M.= 105,560.6
If seismic is included, the OTM and sliding ratios be 1. 1 per section 1807.2.3 of IBC 2009 or IBC 201
Vertical component of active lateral soil pressure IS considered in the
calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS considered in the
calculation of Overturning Resistance.
Tilt ~.
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
Horizontal Deft @ Top of Wall (approximate only)
250.0 pci
0.066 in
The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
•
Title Bras~ Ranch Page: 4
Job # : 1705B Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F2-9.5' -seismic
This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (cJ 1987-2017, Bulld 11.17.04.04
License : KW--06067965 License To : R2H ENGINEERING INC.
DESIGNER NOTES:
9.5' Design Height. 6' exposed
Adjacent retaining wall imposed load
Seismic included
Cantilevered Retaining Wall
Pg.304
Code: CBC 2016,ACI 318-14,ACI 530-13
Title Bressj Ranch Page: 5
Job#: 17058 Dsgnr: EAS Date: 6 NOV 2017
Description .•..
Wall 1F2-9.5' -seismic
This Wall in FIie: S:117117058-Bressi Ranch\2-Calcs (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Bulld 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Cantilevered Retaining Wall
Rebar Lap & Embedment Lengths Information
Stem Design Segment: 2nd
Stem Design Height: 3.33 ft above top of footing
Lap Splice length for #5 bar specified In this stem design segment =
Lap Splice length for tl6 bar extending up into this stem design segment from below =
Development length for #5 bar specified in this stem design segment=
Development length for #6 bar extending up into this stem design segment from below=
Stem Design Segment: Bottom
Stem Design Height: 0.00 ft above top of footing
Lap Splice length far #5 bar extending down into this stem design segment from above=
Lap Splice length for #6 bar specified In this stem design segment =
Development length for #5 bar extending down into this stem design segment from above=
Development length for #6 bar specified In this stem design segment=
Hooked embedment length Into footing for #6 bar specified in this stem design segment=
As Provided =
As Required =
Pg. 305
Code: CBC 2016,ACI 318-14,ACI 530-13
25.00 in
30.00 in
13.54 in
19.01 in
25.00 in
30.00 in
13.54 in
19.01 in
7.67 in
0.6600 in21ft
1.2967 in2/ft
Title Bross! Ranch Page : 6
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5' -seismic Pg. 306
This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
3'-0
a·wt#5@ 15·
Solid Grout
12 w/#6@8·
Solid Grout
~,~tin
#6ca>12.in
@ Cente r On Key
#6@8
@ Heel
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
5
5·-2
3-4
T-6"
9"-0"
9 -6
Title Bressl Ranch
Job # : 17058. Dsgnr: EAS
Page : 7
Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5' -seismic Pg. 307
This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 • pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955
License To : R2H ENGINEERING INC.
Pp= 208<;.0e#
-m a. '<t 0
N (t) (')
N
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
oad =10298 .
om CL
823# 152#
• Seismic l sterel earth pres.sure
0 Seismic due tc stem self ·.-.eight
Title Bressj Ranch Page : 8
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1F2-9.S' -seismic Pg. 308
This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 in SD phase 2 in SLC)\17-1031 -pha
RetainPro (c) 1987-2017, Build 11.17.04.04
License : KW--06057955 License To : R2H ENGINEERING INC.
Masonry
0.0 lbs
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Designer to determine bar cutoff locations
2,010.0 lbs 3,350.0 lbs 4,690.0 lbs 6,030.0 lbs
lbs 2,680.0 lbs 4,020.0 lbs 5,360.0 lbs
Title Bressj Ranch Page : 9
Job # : 17058 Dsgnr: EAS Date: 6 NOV 2017
Description ....
Wall 1 F2-9.5' • seismic Pg.309
This Wall in File: S:\17\17058 . Bressi Ranch\2 · Cales (phase 1 in SD phase 2 in SLC)\17-1031 · pha
RetalnPro (c) 1987-2017, Build 11.17.04.04
License : KW-06057955 License To : R2H ENGINEERING INC.
Wall Masonry
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Allowable Moment Line Masonry
Designer to determine bar cutoff locations
8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-#