HomeMy WebLinkAboutX2020-1234 - CalcsX2n2o • 1264
10D San Mwflie Dr.
TAIT
RISING TO THE CHALLENGE
Vivante
Retaining Wall Calculations
Project Site:
850 San Clemente Drive
Newport Beach, CA 92660
Developer
Nexus Development
1 MacArthur Place, Suite 300
Santa Ana, CA 92707
Prepared by
Tait & Associates, Inc.
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
Engineer: Jacob Vandervis, P.E.
Registration No. 46301
June 10th, 2020
No.
CIVIL
TAI T
RISING TO THE CHALLENGE
Tait & Associates
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
RETAINING WALL NOTES
GENERAL
1. ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2019 CBC.
2. CONTRACTOR MUST CHECK ALL DIMENSIONS, AND SITE CONDITIONS BEFORE STARTING WORK.
ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR POSSIBLE
DEFICIENCIES.
1. FOOTING ARE TO BE CARRIED A MINIMUM OF 15" INTO FIRM UNDISTURBED NATURAL SOIL OR
APPROVED COMPACTED FILL PER GEOTECHNICAL REPORT.
2. FOOTINGS MAY BE DESIGNED USING AN ALLOWABLE BEARING CAPACITY OF 1,500 PSF BASED ON
A MINIMUM WIDTH OF 15 INCHES AND EMBEDMENT DEPTH OF 15 INCHES BELOW THE LOWEST
ADJACENT GRADE. THE FOLLOWING FOOTING WIDTHS AND EMBEDMENTS ARE RECOMMENDED
FOR THE CORRESPONDING ALLOWABLE BEARING PRESSURE.
STATIC BEARING
PRESSURE
s
MINIMUM FOOTING
MOTH
Inches
MINIMUM FOOTING'
EMBEDMENT
Inches
4,000
12
24
3.500
48
24
3.000
24
24
2.000
18
18
1500
15
15
Refers to minimum Jeplh babes lowest adjacent grads at the 8me of foundation constiuctiion.
3. RELATIVELY NON -EXPANSIVE FILL SHOULD BE USED IN BACKFILLING BEHIND WALLS. DESIGN
ALLOWS FOR ONSITE SOILS TO BE USED FOR BACK FILL. ALL RETAINING WALLS SHALL BE
ADEQUATELY SHORED DURING THE BACKFILL OPERATION.
CONCRETE
1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,700 PSI AT 28 DAYS.
2. AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C33.
3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM 6150, TYPE V.
4. THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF
CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE:
SLAB ON GRADE CENTER OF SLAB
CONCRETE BELOW GRADE, FORMED 2"
CONCRETE BELOW GRADE, UNFORMED (POURED AGAINST EARTH) 3"
CONCRETE EXPOSED TO WEATHER 1 1/2"
5. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.
REINFORCING STEEL
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 40 FOR SIZES #3 AND #4 AND GRADE
60 FOR SIZES #5 AND LARGER,
2. WELDED FABRIC (MESH) SHALL CONFORM TO THE LATEST REVISED ASTM Al 85. SMOOTH WIRE
FABRIC SHALL CONFORM TO ASTM A85, YIELD STRENGTH 60 KSI.
3. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
4. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 36 BARS DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
5. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 48" MINIMUM.
6. ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CBC.
Project Name/Number: sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vlvar)te Wall Page: 1
to set these five lines of Information Dsgnr. AG Date: 26 MAY 2020
for your program. Description....
RH = 6' w/Vehicle Loading
This Wall in
wal
RetalnPro(0)1987.2019, Build 11.20.03.31
License: KW -06056246 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
6.00 it
0.50 it
0.00
6.00 In
0.0 it
Surcharge Loads
Surcharge Over Heel - 250.0 Psi
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psi
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load 0.0 lbs
Axial Load Eccentricity, = 0.0 in
Design Summary -i
Wall Stability Ratios
Soil Data
Allow Soil Bearing = 3,500.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 55.0 psf/ft
Overturning =
1.66 OK
,Passive Pressure
275.0 psf/ft
Soil Density, Heel
= 110.00 pof
Soil Density, Toe
= 0.00 pef
FootingIlSoil Friction
= 0.350
Sail height to Ignore
0 psi OK
for passive pressure
6.00 In
Lateral Load Applied to Stem
Lateral Load
0.0 #/it
...Height to Top =
0.00 it
...Height to Bottom =
0.00 it
Load Type -
Wind (W)
16.0 psi OK
(Service Level)
Wind on Exposed Stem =
0.0 psi
(Strength Level
Lateral Sliding Force =
Overturning =
1.66 OK
Sliding
1.58 OK
Total Bearing Load
4,994 lbs
...resultant sec.
16.32 in
Soil Pressure @ Toe
3,414 psi OK
Soil Pressure @ Heel =
0 psi OK
Allowable
3,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
4,779 psf
ACI Factored @ Heel =
0 psi
Footing Shear @ Toe =
11.5 psi OK
Footlng Shear @ Heel =
16.0 psi OK
Allowable =
75.0 psi
Sliding Caics
Strength Level it-#=
Lateral Sliding Force =
2,484.4 lbs
less 100% Passive Force = -
2,165.6 lbs
less 100% Friction Force - -
1,747.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Stem Construction
11_
Design Height Above Ftt
it.
Wall Matedal Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
Modular Ration'
fb/FB + fa/Fa
=
Total Force @ Section
Service Level lbs =
Strength Level lbs -
Moment .... Actual
78.0
Service Level it -#-
Strength Level it-#=
Moment..... Allowable it-#=
Shear..... Actual
=
Service Level psi=
Strength Level psi=
Shear..... Allowable psi=
Anet(Masonry) in2-
Reber Depth 'd' In=
Masonry Data
7.60
2nd
Stem OK
3.33
Masonry
ASD
8.00
# 5
24.00
Edge
0.314
529.8
620.0
1,970.0
5.8
44.4
91.50
5.25
Footing Width
Eccentricity
Wali to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Stem OK
0.00
Masonry
ASD
12.00
# 5
8.00
Edge
0.685
1,740.0
4,230.0
6,167.2
12.5
45.3
139.50
9.00
= 0.00 it
0.00 In
0.00 it
Line Load
0.0 it
0.300
fm
psi=
1,500
1,500
Fs
psi=
32,000 20,000
Vertical component of active lateral soil pressure IS
Solid Grouting
Yes
Yes
NOT considered In the calculation of soil bearing
Modular Ration'
21.48
21.48
Wall Weight
psi =
78.0
124.0
Load Factors
Short Tenn Factor
=
1.000
1.000
Building Code
CBC 2016 ACI
Equiv. Solid Thick.
In-
7.60
11.60
Dead Load
1.200
Masonry Block Type
-
Medium Weight
Live Load
1.600
Masonry Design Method
=
ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
Pc
psi=
Seismic, E
1.000
Fy
psi=
= 0.00 it
0.00 In
0.00 it
Line Load
0.0 it
0.300
Project Name/Number : sp8384 wall t
Page: 2
Use menu Item Settings > Printing &Title Block pislgnr. AGaOte Wall Date: 26 MAY 2020
to set these five lines of Information Description....
for your program. RH = V wNehicle Loading
This Wall In File: k:\drawings\sp\sp8384 - newportbeach\docs\structural calcs\background\sp8384 wal
Retainprgq 887.2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2015,ACI.318-14,ACI 530-13
Footing Data
Is
Toe Width
0.50 it
4.17
oe Heel
Factored Pressure = 4,779 0 psf
Heel Width
Total Footing Width =
4.67
Mu': Upward. = 6,761 789 ft#
= 1'479
Footing Thickness =
18.00 in
Mu': Downward
Mu: Design = 504 ft#
Key Width =
12.00 in
Actual 1 -Way Shear = 11.53 15.99 psi
Key Depth =
24.00 in
Allow 1 -Way Shear = 75.00 75.00 psi
Key Distance from Toe
0.00 it
Toe Reinforcing = # 5 @ 8.00 in
fc = 2,500 psi Fy =
60,000 psi
Heel Reinforcing = # 5 @ 8.00 In
Key Reinforcing - None Spec'd
Footing Concrete Density =
150.00 pct
0.0018
Footing Torsion, Tu = 0.00 ft -lbs
Min. As %
Cover @ Top 2.00 @
Btm: 3.00 in
Footing Allow. Torsion, phi Tu 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Heel: #4@ 6.17 in, #5@ 9.56 in, #8@ 13.58 In, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.
Key: phiMn - phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area 1.82 in2
Min footing T&S reinf Area per foot 0.39 in2 At
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 6.17 in #4@ 12.35 in
#5@ 9.57 in #5@ 19.14 in
#6@ 13.58 in #6@ 27.16 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING... RESISTING
Foree Distance Moment
Force Distance
Moment
lbs ft ft#
Item
lbs it
ft#
Soil Over HL (ab. water tbl) 2,092.2 3.09 6,454.4
HL Act Pres (ab water tbl)
1,546.9 2.50
3,867.2
Soil Over HL (bel. water tbl) 3.09 6,464.4
HL Act Pres (be water tbl)
Weirs Table
Hydrostatic Force
Sloped Soil Over Heel =
Buoyant Force =
Surcharge Over Heel 792.5 3.09 2,444.9
Surcharge over Heel
937.5 3.75
3,515.6 Adjacent Footing Load =
Surcharge Over Toe =
Axial Dead Load on Stem =
Adjacent Footing Load =
• Axial Live Load on Stem =
Added Lateral Load =
Soil Over Toe = 0.25
Load @ Stem Above Soil =
Surcharge Over Toe =
=
Stem Weight(s) 660.2 0.94 619.0
Earth @ Stem Transitions= 97.9 1.33 130.5
Total =
2,484.4 O.T.M.
= 7,382.8 Footing Weight = 1,050.8 2.34 2,453.5
Key Weight = 300.0 0.50 150.0
Reslsting/Overturning Ratio =
1.66 Vert. Component =
12,252.3
Vertical Loads used for Soil
Pressure = 4,993.5 Itis Total :--- 4,993.5 lbs R.M.-
for overturning
•resistance
butIsIncluded for soil pressure calculation
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.
Use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This Wall in
(Deflection due to wall bending not considered)
Project Name/Number : sp8384 wall t page: 3
Title VIvante Wall Dale: 26 MAY 2020
Dsgnr: AG
Description....
RH = 6' w/Vehicle Loading
ch\docs\structural caics\background\sp8384 wal
Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14.ACI 530-13
Soil Spring
pcing Reaction Modulus 0.132 in
Horizontal Dell @ Top of Wall (approximate only)
The above calculation is not valid if the heel soil] bearingressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Project Name/Number : sp8384 wall t
Use menu Item settings > Printing B,Title Block Title Viva lte Wall Page: 4
to set these five lines of Information Dsgnr. AG Date: 26 MAY 2020
for your program. Description....
RH - 6' wNehicle Loading
This Wall In File: k:\draw1ngs\sp\sp8384 - newport beach\docs\structural caics\background\sp8384 wal
RetenPrO 0)1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI318-14,ACI530-13
........ VWAgngRIAK
8- W? "n5@ 24"
solid Grout
12" w/ #6@ 8"
Solid Grout
1r5@8.in
@Toe
rr5@8'
@ Heel
L
I
M
Project Name/Number : sp8384 wall t Page: 1
Title Vlvat)te Wall Date: 8 JUN 2020
Use menu Item Settings > Printing & Title Block Dsgnr: AG
to set these five lines of Information Description.._
for your program. RH - 8.33'
tructural
This Wall is File: -2019.. Suit 11.sp8384 • newport beacCant leveredaRetaining dWall 4 coal Code: CBC 2016,ACI 316-14,ACI 530-13
oe.� n role 7887.2079, Bull 11.20. 3.37
Retained Height =
8.33 it
Wall height above soil
0.33 it
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 In
Water height over heel -
0.0 It
0.0 psf
Stem
Huai von.. 0.0 Itis
Axial Live Load = 0.0 in
Axial Load Eccentricity =
Design Summary 1
Wall Stability Ratios
Overturning
Sliding
Total Beadng Load
...resultant ecc.
1.85 OK
1.52 OK
10.471 lbs
21.86 1n
Allow Soil Bearing - 4,655.0 psf
4,493 psf OK
fbIFB +falFa
Equivalent Fluid Pressure Method
'
Soil Pressure @ Heel =
Active Heel Pressure - 55.0 psf/ft
Total Force @ Section
Wind, W
Passive Pressure 275.0 psflft
Allowable =
4,655 psf
Soil Density, Heel 110.00 pof
Ibs=
13.00
Soil Density, Toe 0.00 pcf
Allowable
Strength Level
FootingljSoll Friction 0.350
20,000
ACI Factored @ Toe =
Soil height to Ignore 6.00 in
Moment.... Actual
it-#=
for passive pressure
ACI Factored @ Heel =
21.48
Lateral Load Applied to Stem
Adjacent Footing Load
164.0
Footing Shear @ Toe =
' Shear Heel
Adjacent Footing Load
o.o lbs
0.0 #Ift
Lateral Load 0.00 v
Footing Width _
0.00 ft
g,00 In
...Height to Top = 0.00 ft
Eccentricity -
0.00 it
...Height to Bottom
Wall to Ftg CL Dist
Load Type = Seismic (E)
Footing Type
Line Load
(Service Level)
Base Above/Below Soil =
0.0 it
Wind on Exposed Stem = 0.0 psf
at Back of Wall =
0.300
(Strength Level)
left-to-right toward retention side.
Poisson's Ratio
Wind acts
2nd Bottom
Stem Construction Stem OK Stem OK
Design Height Above Fig ft=
4.00 0.00
Wall Material Above 'Ht" = Masonry Masonry
Design Method
SASD
12.00 16.00
Thickness __
# 6 # 6
Rebar Size
24.00 8.00
Rebar Spacing
`
Edge Edge
Rebar Placed at
Design Data
0760 0.871
Soil Pressure @ Toe =
4,493 psf OK
fbIFB +falFa
4,641.1 Itis
'
Soil Pressure @ Heel =
0 psf OK
Total Force @ Section
Wind, W
1,231.3 3,284.5
Allowable =
4,655 psf
Service Level
Ibs=
13.00
Soil Pressure Less Than
Allowable
Strength Level
lbs =
20,000
ACI Factored @ Toe =
6,291 psf
0 psf
Moment.... Actual
it-#=
2,294.7 11,032.9
ACI Factored @ Heel =
21.48
Service Level
124.0
164.0
Footing Shear @ Toe =
' Shear Heel
0.0 psi OK
12.8 psi OK
Strength Level
nt Allowable
it-#=
ft-#=
3,019.2 12,655.3
Footing
Allowable `
75.0 psi
Sliding Calcs
Lateral Sliding Force =
4,641.1 Itis
less 100% Passive Force = -
=
3,403.1 lbs
3,664.7 lbs
less 100% Friction Force -
1.600
Added Force Req'd = 0.0 lbs Or,
....for 1.5 Stability = 0.0 Ilia OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2016,ACI
Dead Load
1,200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Mome .....
Shear..... Actual
Service Level
Strength Level
Shear..... Allowable
Anel (Masonry)
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Modular Ration'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
PSI =
8.8
17.5
PSI =
psi=
44.8
45.8
Int =
139.50
187.50
In=
9.00
13.00
psi=
1,500
1,500
psi=
20,000
20,000
=
Yes
Yes
=
21.48
21.48
Pa=
124.0
164.0
=
1.000
1.000
In=11.60
15.60
=
Medium Weight
-
ASD
psi =
psi =
Project NamelNumber: sp8384 wall t
Page: 2
Use menu item Settings > Printing & Title Block Title
AG Ote Wall Date: 8 JUN 2020
to set these five lines of Information Description....
for your program. RH = 8.33'
This Wall in File: k:\drawings\sp\sp8384 - newport.beach\docs\structural caics\background\sp8384 wal
RetainPro(e)1997.2019, Buil 1.20.93.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Toe Width
Heel Width
= U.V. r'
= 6.75
_ --
Factored Pressure c 6,291
0
0 psi
8,286 ft-#
Total Footing Width
6.75
Mu': Upward
Mu': Downward 0
32,753 ft-#
Footing Thickness
24.00 In
c
Mu: Design 0
24,467 ft-#
Key Width
12.00 In
Actual l -Way Shear '= 0.00
12.78 psi
Key Depth
= 24.00 In
Allow 1 -Way Shear = 0.00
75.00 psi
Key Distance from Toe
= 0.00 It
Toe Reinforcing = # 6 oily 8.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = # 6 @ 8.00 In
Key Reinforcing - None S=ec'd
Footing Concrete Density
= 150.00 pcf
- 0.0018
Footing Torsion, Tu
0.00 ft -lbs
Min. As %
Cover @ Top 2.00
@ Stm: 3.00 in
Footing Allow. Torsion, phi Tu
0.00 ft -lbs
Surcharge over Heel = 1,704.9 5.17
8,808.6
if torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn= phi'5'lambda'sgr9fc)'Sm
Heel: #4@ 4.62 in, AS@ 7.17 in, #8@ 10.18 in, #7@ 13.88 In, #8@ 18.28 In, #9@ 23.
Key: phiMn = phl'5'lambda'sgrt(fc)'Sm
Min footing T&S relnf Area
3.50 in2
Min footing T&S reinf Area per foot
0.52 in2 At
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 4.631n
#4@ 9.26 in
#5@ 7.18 in
#5@ 14.35 in
#6@ 10.19 in
#6@ 20.37 in
_ .....OVERTURNING.....
Force Distance
'Moment
M
" --- s
""" D
Force Distance
ft
Mo ment
ft - #
Item lbs ft
ft-#
lbs
Soil Over HL (ab. water tbl)
4,965.1 4.04
20,067.2
HL Act Pre s (ab water tbl) 2,936.2 3.44
10,113.2
Soil Over HL (bel. water tbl)
4.04
20,067.2
HL Act Pres (be water IN
Weirs Table
Hydrostatic Force
Sloped Soil Over Heel =
Buoyant Force =
Surcharge Over Heel
1,787.5 4.04
7,224.5
Surcharge over Heel = 1,704.9 5.17
8,808.6
Adjacent Footing Load =
Surcharge Over Toe
Axial Dead Load on Stem=
Adjacent Footing Load
• Axial Live Load on Stem =
Added Lateral Load =
Soil Over Toe =
Load @ Stem Above Soil =
Surcharge Over Toe =
Stem Weight(s) =
1,234.2 0.59
726.4
Earth @ Stem Transitions=
158.9 1.17
185.4
Total = 4,641.1 O.T.M. =
18,921.8
Footing Weight =
2,025.0 3.38
6,834.4
Key Weight =
300.0 0.50
150.0
Resistingloverturning Ratio =
= 10,470.7
1.86
lbs
Vert. Component =
Total =
10,470.7 lbs R.M.=
35,187.8
Vertical Loads used for Soil Pressure
•
for
overturning
resistance, but Is Included for soil pressure calculationd
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.
use menu Item Settings> Printing & Title Block
to set these five lines of Information
for your program.
This Wall in File: k-.\drawings\sp\sp8384 - newport b,
12" W1 n6@ 24"
Solid Grout
16" uv! #6@:8"
Solid Grout
#6@8-
@ Heel
Project Name/Number: sp8384 wall t page: 4
Title Vivagte Wall Date: 8 JUN 2020
Dsgnr. AG
Description....
RH - 8.33'
h\docs\structural talcs\background\sp8384 wal
Cantilevered Retaining Wali Code: CBC 2016,ACI 318-14,ACI 530-13
use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This W211 in
Retained Height =
2.60 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
2.00
Height of Soil over Toe =
6.00 In
Water height over heel =
0.0 ft
u.0
& Overtumii
0.0
Used
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary 1
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
1.73 OK
2.48 OK
1,025 lbs
7.26 in
Project Name/Number: spB384wall t
1
Title Viva1)te Wall Type
2
Date:
Page:
2 JUN 2020
Dsgnr. JW
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
Description....
ACI Factored @ Heel =
0 psi
Wall Type 2 - RH=2.5'
0.0 psi O
Footing Shear @ Heel =
talcs\background\sp8384 wal
Allowable =
75.0 psi
each\docs\structural
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318-14,ACI 530-13
--------------
Soil Data
477.4 lbs
less 100% Passive Force - -
Allow Soil Searing = 2,000.0 psi
less 100% Friction Force - -
358.6 lbs
6.631
Equivalent Fluid Pressure Method
=
=
Yes
21 AS
Active Heel Pressure = 55.0 psf/ft
=
o tis
Passive Pressure 275.0 psflft
NOT
Soil Density, Heel 110.00 pcf
lbs=
171.9
Soil Density, Toe 0.00 pcf
lbs -
Short Term Factor
Moment .... Actual
FootingIlSoil Friction 0.350
Load Factors
BuildingdingCode
Service Level
it-#=
Soil height to Ignore 6.00 in
=
Strength Level
ft-#=
1.200
for passive pressure
=
1,028.8
Shear..... Actual
Lateral Load Applied to Stem
Adjacent Footing Load
Service Level
Lateral Load = 0.0 #/ft
Adjacent Footing Load =
Footing Width
0.0
0.00 ft s
...Height to Top = 0.00 ft
0.00 It
Eccentricity
0.00 in
...Height to Bottom
=
Wall to Ftg CL Dist0.00
It
Load Type = Wind (W)
Footing Type Square Footing
(Service Level)
Base AbovelBelow Soil =
0.0 it
Wind on Exposed Stem = 0.0 psi
at Back of Wall
=
0.300
(Strength Level)
Poisson's Ratio
Soil Pressure @ Toe
11729 psi OK
Soil Pressure @ Heel =
o psi O
Allowable =
2,000 psi
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2'421 psi
ACI Factored @ Heel =
0 psi
Footing Shear 0 Toe =
0.0 psi O
Footing Shear @ Heel =
4.1 psi O
Allowable =
75.0 psi
Sliding Calcs
=
Lateral Sliding Force =
477.4 lbs
less 100% Passive Force - -
825.0 lbs
less 100% Friction Force - -
358.6 lbs
Stem Construction
K
K
K
Bottom
Anet (Masonry)
'd'
In2-
In =
Stem OK
Design Height Above Ftp
ft=
0.00
Wall Material Above "Ht"
_
Masonry
Design Method
=
SD
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
24.00
Rebar Placed at
=
6.631
Design Data
=
=
Yes
21 AS
fib/FB +fa/Fa
=
o tis
Total Force @ Section
NOT
Service Level
lbs=
171.9
Strength Level
lbs -
Short Term Factor
Moment .... Actual
1.000
Load Factors
BuildingdingCode
Service Level
it-#=
143.2
Strength Level
ft-#=
1.200
Moment..... Allowable
=
1,028.8
Shear..... Actual
Masonry Design Method
= ASD
Service Level
psi =
1.9
Strength Level
psi =
Wind, W
Shear..... Allowable
psi=
-
44.3
91 50
Added Force Req'd
= 0.0 lbs OK
Anet (Masonry)
'd'
In2-
In =
6.53
t.5 Stability
= 0.0 lbs OK
Rebar Depth
....for
Masonry Data
I'm
psi=
1,500
Fs
psi=
20,000
Vertical component of active lateral soil pressure IS
Solid Grouting
=
=
Yes
21 AS
considered in the calculation of soil bearing
Modular Ration'
78.0
NOT
Wall Weight
psi =
Short Term Factor
=
1.000
Load Factors
BuildingdingCode
CBC 2016,ACI
Equiv. Solid Thick.
In=
-
7.80
Medium Weight
Dead Load
1.200
Masonry Block Type
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
1.000
fc
Fy
psi
si=
Seismic, E
Use menu Item Settings> Printing & Title Block
to set these five lines of Information
for your program.
This Wall in
Footing Data
Toe Width =
0.00 it
Heel Width =
2.00
2.00
Total Fooling Width =
94@ 18.52 in
#5@ 28.701n
Footing Thickness =
12.00 in
Key Width =
=
6.00 in
12.001n
Key Depth
Key Distance from Toe =
0.008
fc = 2,500 psi Fy =
60,000 psi
150.00 pcf
Footing Concrete Density =
Min. r °h 0.2.00 @ Btm.0018
3 00 in
Cover @Top
Item lbs
HL Act Pres (ab water tbl) 477.4
HL Act Pres (be water IN)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil
Project Name/Number; sp8384 wall t Page: 2
Title Vivapte Wall Type 2 Date: 2 JUN 2020
Dsgnr: JVV
Description....
Wail Type 2 - RH=2.5'
:h\docs\structuml talcs\background\sp8384 wal
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Fnntina Desiqn Results
1.17
Factored Pressure = 2,4211 47 ft-#
sf
Mir: Upward = 0 629 ft-#
Mu': Downward = 0 581 ft-#
Mu: Design =
Allow1-Wly ShearShear 0.00 4.07 4000 75.00 psi
si
Toe Reinforcing None Speed
Heel Reinforcing # 4 @ 8.00 In
Key Reinforcing = None Speed
Fooling Torsion, Tu 0.00 ft -lbs
Footing Allow. Torsion, phi Tu. 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn= phi'5'lambda'sgrt(fc)'Sm
Heel:
iM9.26 n = pIn,
#�r5014.35 In,
cSm@20.37 in, #7@ 27.77 In, #8@ 36.57 In, #9@ 46
Keeph
Min footing T&S reinf Area
Min footing T&S reinf Area per foot
0.52 int
0.26 Int At
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 9.26 in
94@ 18.52 in
#5@ 28.701n
#5@ 14.35 in
#6@ 20.37 in
96@ 40.74 in
ft-#
663.1
Total = 477.4 O.T.M. = 557.0
1.73
Vertical Loads
used for
Ratio 1,024.6 lbs
Vertical Loads used for Soil Pressure =
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.
Forcer
Distance
Moment
lbs
ft
Soil Over HL (ab. water tbl)
366.7
1.33
488.9
488.9
Soil Over HL (bel. water tbl)
1 33
Wave Table
48.9
1.56
76 0
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 =
234 0
0.33
78.0
Stem Weight(s)
Earth @ Stem Transitions=
300.0
1.00
300.0
Footing Weight =
=
75.0
0.25
18.8
Key Weight
Vert. Component =
Total=
1,024.6
lbs R.M?
g61 7
Y for overturning
Axial
istaince, but Is Included f r
soolpressuteycalculationd
Protect NamelNumber : sp8384 wall t Page: 3
Title VivaOte Wall Type 2 Date: 2 JUN 2020
Use menu Item Settings > Printing &Title Block Dsgnr: JWDescription....
to set these five Tines of Information Wall Type 2 - RH4.5'
for your program.
This Wall In File:k:\drawings\sp\sp8384-newportbeacCanfllBVeredRetan'n9dtwall4wal Code: CBC 2016,AC1318-14,ACI530-13
... �oaa2919. 6ulld 71.20.0 .31
�t ■
HoMMMMM rizontal Deflectlon at To of Wall due to settlement of soil
(Deflection due to well bending not considered)
250.0 pci
Soil Spdng Reaction Modulus 0 072 in
Horizontal Deft @Top of Wall (appro)imate only)
--, —ii nandna oressure ex_ceeds�nat1
The above caicmaum - ,.- �---
because the wall would thentend to rotate into the retained soil.
Use menu Item Settings> Printing & Title Block
to set these five lines of Information
for your program.
This Wall in File: k:\drawings\sp\sp8384 - newport b
8"w/ #4@ 24"
Solid Grout
Project Name/Number : sp8384 wall t Page: 4
Title Vivagte Wall Type 2 Date: 2 JUN 2020
Dsgnr. JVV
Description....
Wall Type 2-111-1=2.5 -
h\docs\structural calcs\background\s38384 wal
Cantiievered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
2
T-0"
Project NamelNumber : sp8384 wall t page: 1
I'
Title Viv nits Wall Type
2 Date: 2 JUN 2020
> Printing &Title Block
Item SettirigsDsgnr. JVV
Use menu
to set these five lines of Information
Description....
Wall Type 2 - RH=3.5'
for your program.
- newport beach\docs\structuml talcs\b 9round\sp8384 wal
2016,AC1318-14,AC1530-13
Is Wall In File: k:\drawings\sp\sp8384
Th7.2-0-0351
ai nin Wall
e red Ret 9
Cade: CBC
.Cantilevered
,eta nPro c)1967-2019, BulidCant
License: KW -06056246
To: WEI DELLGAYER
11Bo11 11
License
1 l l Data
Criteria
Soil Bearing 2,000.0 psf
= 3.50 it
Retained Height
Equivalent
Equivalent Fluid Pressure Method 55.0 psflft
Eq
-
- 0.50 ft
Wall height above Boll -
active Heel Pressure
-
Slope Behind Wall 2.006.00
=
= 275.0 psflft
Height of Soil over Toe = in
passive Pressure = 110.00 pcf
Water height over heel = 0.0 ft
Soil Density, Heel
= 0.00 pcf------�.
Soil Density, Toe _ 0.350
FoolingllSoil Friction -
Soil height to Ignore_ 6,0o In
for passive pressure -
Adjacent Footing Load
Lateral Load Applied to Stem
Adjacent Footing Load 0.01bs
ft
SUroharge Loads
0.0
= 0.0 #/n
a
psf Lateral Load _ 0.00 ft
0.00
Footing Width 0.00 in
Surcharge Over Heel = ,,,Height Top - 0.00 ft
Used To Resist Sliding & overturning .,,Height to Bottom `
`
Eccentricity _ 0.00 n
W all to Fig CL Dist Square Footing
Surcharge Over Toe
used for Sliding & Overturning
Load Type Wind (W)
(Service Level)
Footing Type
Base Above/Below Soil = 0.0 n
A7(iel Load Applied to Stem
Exposed Stem 0.0 psi
at Back of Wall = 0.300
Ratio
= 0.0 lbs Wind on
Axial Dead Load 0.0 lbs (Strength Level)
Poisson's
Axial Live Load ` 0.0 in Bottom
Axial Load Eccentricity =
StemConstruetion OK
Design Summary
Stem
Design Height Above Ftg n=
0.00
Wall Material Above'Ht" = Masonry
ASD
Wall stability Ratios ==
2.10 OK Design Method =
8,00
Overturning
1.68 OK Thickness =
# 4
Sliding
Rebar Size =
24.00
Total Bearing Load `
`
1,885 lbs Reber Spacing =
8.75 in Rebar Placed at
6,631
...resultant ecc.
Design Data =
0.382
Soil Pressure @Toe
1,631 psi OK iblFB+fall a
0 psi OK Total Force @ Section
Soil Pressure Heel =
2,000 psi Service Level lbs =
336.9
Allowable Strength Level lbs =
soil Pressure Less Than Allowable
ACI Factored Toe
Moment...Actual
0 psi Service Level ft-# =
393.0
ACI Factored Heel _
C
0.0 psi OK Strength Level ft-# `
Footing Shear @ Toe
Shear @ Heel
3.O psi OK=
Moment.....Allowable
1.028.8
Footing
Allowable -
75.0 psi
Shear ..... Actual
3.7
Sliding Calcs
Sliding Force =
883.1 lbs Service Level Psi=
Strength Level psi _
Lateral
less 100% passive Force = -
825.0 lbs
659 8lbs Shear..... Allowable p
44.6
g1.50
less 100% Friction Force = -
in2=
0.0 lbs OK Ane t(Masonry) in-
6.63
Added Force Req'd `
0.0 lbs OK Rebar Depth 'd'
....for 1.5 Stability `
Masonry Data
psi=
1,500
fm psi=
20,000
Fs =
Yes
Solid Grouting _
of active lateral soil pressure IS Modular Ratio'n'
21 4S
78 0
Vertical component
NOT considered in the calculation
psf _
of soil bearing Wall Weight =
1.000
Short Tenn Factorin =
7.60
Load Factors CBC 2016,ACI Equiv. Solid Thick. =
Building Code Masonry Block Type
Medium Weight
Dead Load
1,200 =
1.600 Masonry Design Method
ASD
Live Load
1.600 Concrete Data psi =
Earth,H
1.000 fc psi=
Wind,W
1.000 Fy
Seismic, E
Use menu Item Settings > Printing E, Title Block
to set these ofive lines of Information
for your p 9r
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
z 12.00 In
6.00 In
12.001n
s 0.00 it
2,500 Psi Fy_` 60,000 psi
150.00 pcf
Fcooting concrete Density - 0.0018
Min. As % 2.00 @ Btm . 3.00 in
cover @ Top
Force
lbs
Items
HL Act Pres (ab water tbl) 883.1
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel `
Surcharge Over Toe
Adjacent Footing Load
Added Lateral Load
Load @ Stem Above Soil c
Project Name/Number: sp8384 wall t page: 2
Title VlvaOte Wall Type 2 Date: 2 JUN 2020
Dsgnr: JVV
Description....
Wall Type 2 • RH=3.5'
Factoreerroso���
Mu' : upward
_ 0
g
Mu' : Downward
_ 0
Mu: Design
Actual 1 -Way Shear
0.00
= 40.00
Allow 1 -Way Shear
None Spec'd=
=
Toe Reinforcing
# 4 @ 8,00 in
Heel Reinforcing
= None Spec'd
Key Reinforcing
=
Footing Torsion, Tu hi Tu =
Allow Torsion, p
7. , I318-14,AC153043
HHei
0 psi
733 it-#
2,307 it-#
1,574 it-#
2.99 psi
75.00 PSI
0.00 ft -lbs
0.00 it -lbs
Footing provide
if torsion exceeds allowable, p
supplemental design for footing torsion.
Other Acceptablen-hI'5laMbda'sgrt(i )Sm 20 37 in, #7@ 27.77 ^ @ 36.57 in, #9@ 46
Toe: phiMn P 14.35 in, #6@
Heel: #4@ 9.251n. #5@
Key: phiMn - phi'5'lambda'sgrt(fc)'Sm
Int
Min fooling T&S reinf Area
Min footing T&s reinf Area per toot
If one layer of horizontal bare:
#4@ 9.26 in
#5@ 14.35 in
#6@ 20.371n -
1.50 1,668.0
O.T.M. _� 1 4
Total 1183.1
2.10
Resistingloverturning Ratio J 885,1 lbs
Vertical Loads used for Soll Pressure =
0.78
0:26 In2 Rt
If two layers of horizontal bars:
#40 18.521n
#5@ 28.70 in
#6@ 40.741n
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active IaResistancressure IS NOT considered in
Resistance.
the calculation of Overturning
,....RESIST IN......
Distance
Moment
Force
it
tt#
lbs
J.83
1,646.9
Soil Over HL (ab. water tbl)
696'3 1.83
1,646.9
Soil Over HL (bel. water tbl)
Weirs Table
149.7 2.22
332.7
Sloped Sil over
rHeeel
Surcharge Over
Adjacent Footing Load `
Axial Dead Load on Stem =
• Axial Live Load on Stem L
Soil Over Toe
104.0
Surcharge Over Toe
312.0 0.33
Stem Welght(s) -
Earth @ Stem Transitions=
450.0 1.50
675.0
Footing Weigh' =
75.0 0.25
18.8
Key Weight _
Vert. component2.777.4
Total =
lbs R.M.
for overturning
• Axial live load NO includ for toiltpress llaysa Culatlon.
resistance,
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active IaResistancressure IS NOT considered in
Resistance.
the calculation of Overturning
page; 3
Protect Vlvap/e W l 384 wall t TYPe 2Date: 2 JUN 2020
Title
> Printing & Title Block Dsgnr. JVV
Use menu Item Settings Description.... RH-3 5'
to sett these 9r m nes of Information
Wall Type 2'
for y
Code: CBC 2016,ACI 316-14,AC1530-13
83gq • newpon beachWocs\structural talcs\backgnnd�a'I4 wal
\s Retaining
win s\sp P Reta
File: k:\dra 9 levered
all In ,3t anti
This W 11.20.03 C
Beta n ro c) 7967.20 9, u 1
License 1KW-06066246 ENDELL GAYER
nseT
:
o
Liee ,..__.,-nr of still_ .
Horizontal �� nOtconsidered)
(Deflection due to wall bending 250.0 pci
soil spring Reaction Modulus P 0.060 In
To of Wall (approximate only) ressure excl
Horizontal Dell (� heel soil bear''
The above calculation is not valid If the
because the wall would then tend to rotate into the retained soil.
Use menu item Settings> Printing & Title Block
to set these
program nes of Information
for your
This Wall in
3 Wf #4@ 24
Solid Grout
4M@8"
@ Heel
Project Name/Number : sp8384 wall t page: 4
Title Vlvante Wall Type 2 Date: 2 JUN 2020
Dsgnr: JVV
Description....
Wail TYPO 2' RH=3.5'
h\docs st ucturel talcs\background\sp8384 wal Code: CBC 20161ACI 318-14,ACI 530-13
Cantilevered Retaining Wall
TA'
RISING TO THE CHALLENGE
Vivante
Retaining Wall Calculations
Project Site:
850 San Clemente Drive
Newport Beach, CA 92660
Developer
Nexus Development
1 MacArthur Place, Suite 300
Santa Ana, CA 92707
Prepared by
Tait & Associates, Inc.
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
Engineer: Jacob Vandervis, P.E.
Registration No. 46301
May 20th, 2020
TAI T
HIEING TO THE CHALLENGE
Tait & Associates
701 North Parkcenter Drive
Santa Ana, CA 92705
(714) 560-8200
RETAINING WALL NOTES
GENERAL
1. ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2019 CB .
ARCHITECT/ENGIN ER SHECK ALL HALL E NOTIFIEDIMMEDIATANDELYSITE ELY OFNANY DISCREPANCIES ORDITIONS BEFORE TPOSS OLE
DEFICIENCIES.
FOUND TIS D A MINIMUM OF 15" INTO FIRM UNDISTURBED NATURAL SOIL OR
1. FOOTING ARE TO BE CABBIE
iFF
OG
NL
DW
IN
APPROVED COMPACTED FILL PER GEOTECHNICAL REPORT•_
A MINIMUMS WIDTH OF 15IINCHIiS AND EMBEDLMENTDEPTH OF 15 INCHES BELOOW THE LOWESTD ON
ADJACENT GRAD p•ONDINGLALLOWABLOE BTEARING PRESSURE.SEDMENTS ARE RECOMMENDED
FOR THECORRE
' He . to minimum depth below lowest adjacent grade at the Uma 01 mond" w••------ -
ULD BE
IN BACKFILLING BEHIN
WALLS.
3.OITE Oi TO BE USED FOR BACK FILL ALL RETAINING WALLS SHALL B
ALLOWS R ONSDESIG
ADEQUATELY SHORED DURING THE BACKFILL OPERATION.
CONCRETE_SIVE STRENGTH OF 3,700
2. AGGREGATES SHALL BE NATURAL SANAND O RICK CONFORMING TO ASTM C33. AT 28 DAYS.
3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150, TYPE V.
MINIMUM
4. THE FOLLOWING M CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF
CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE: CENTER OF SLAB
SLAB ON GRADE 2
CONCRETE BELOW GRADE, FORMED 3^
CONCRETE BELOW GRADE, UNFORMED (POURED AGAINST EARTH) 1 1/2"
CONCRETE EXPOSED TO WEATHER
5. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.
REINFORCING STEEL
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 40 FOR SIZES #3 AND #4 AND GRAD
60 FOR SIZES #5 AND LARGER.
2, WELDED FABRIC (MESH) SHALL CONFORM TO THE LATEST REVISED ASTM AI85. SMOOTH
WIRE
FABRIC SHALL CONFORM TO ASTM A85, YIELD STRENGTH 60 KSI.
3. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
4. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 36 BARS DIAMETERS (24" MIN-) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
5. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 48" MINIM
6 ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CBC.
tuse menu item Stngs � Printing
o set these five lines of information Title Block
for your program.
This Wall in File:
Retained Height
Wall height above soil
Slope Behind Wall
Height of Soil over Toe
Water height over heel
= 6.00 It
0.50 It
= 0.00
6.00 in
0.0 It
Surcharge Loads
Surcharge Over Heel - 250.0 psf
Used To Resist Sliding & Overturning
-
Surcharge Over Toe 0.0 psf
-
Used for Sliding & Overturning
Axial Load Applied to Stem
0.0 lbs
Axial Dead Load - 0.0 lbs
Axial Live Load = 0.0 in
Axial Load Eccentricity =�
Design Summary
H_rhtriocs\structural
Project Name/Number : sp8384 wall t
Title Vivagte Wall
Dsgnr: AG
Description....
RH = 6' wNehicle Loading
Cantilevered Retaining Wail
Soil Data
Allowsoil
Equivalent Fluid Pressure
Active Heel Pressure
Wall Stability Ratios =
1.66 OK
Overturning
1.58 OK
_
Sliding
to Bottom -
Total Bearing Load
- 4, 994 lbs
= 16.32 in
...resultant ecc.
Wind on Exposed Stem =
Passive Pressure
Soil Density, Heel
Soil Density, Toe
FootingllSoil Friction
Soil height to ignore
for passive pressure
Page: 1
Date: 26 MAY 2020
wal
Code: CBC 2016,ACI 316-14,ACI 530-13
- 1'V .v y--
ethod
55.0 psf/ft
275.0 psf/ft
110.00 pcf
0.00 pcf
0.350
6.00 in
Lateral Load Applied toStem
-
Lateral Load =
o.o #/ft
0,00 ft
...Height to Top _
0.00 It
to Bottom -
0 psf
...Height
Load TYPO =
Wind
(ServiceLevel)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
75.0 psi
Soil Pressure @ Toe -
3,414 psf O
0 psf O
=
Soil Pressure @ Heel -
3,500 psf
Allowable
Soil Pressure Less Than Allowable
- 4,779 psf
ACI Factored @ Toe _
0 psf
ACI Factored @ Heel _
11.5 psi O
Footing Shear @ Toe -
Shear @ Heel
16.0 psi O
Footing _
75.0 psi
Allowable -
at Back of Wall
=
Sliding Calcs
Lateral Sliding Force =
=
2,484,4 lbs
2,165.61bs
less 100% Passive Force
=
1 747 7 lbs
less 100% Friction Force _
0.0 lbs
Added Force Req'd _
0.0 lbs
....for 1.5 Stability -
Rebar Spacing
Adjacentoo Int g Load
2nd Bottom
-
Adjacent Footing Load _
0.0 lbs
0.00 ft
Footing Width _
0.00 in
Eccentricity __
0.00 ft
Wall to Ftg CL Dist
Line Load
Footing Type
ASD
Base Above/Below Soil =
0.0 ft
at Back of Wall
=
0.300
Poissons Ratio
=
K
2nd Bottom
$t em Construction
Stem OK
Stem OK
Design Height Above Ftc
ft
3.33
0.00
Masonry
Wall Material Above "Ht"
_
_ Masonry
ASD
Design Method
_
ASD
8.00
12.00
Thickness
=
# 5
# 5
Rebar Size
=
24.00
8.00
Rebar Spacing
_
-
Edge
Edge
Rebar Placed at
Design Data
_
0.314
0.685
fb/FB+fa/Fa
-
K Total Force @ Section
529.8
1,740.0
Service Level
lbs=
Strength Level
Ibis =
Moment.... Actual
ft-#=
620.0
4,230.0
Service Level
K Strength Level
ft-#=
6,167.2
K Moment..... Allowable
ft-#=
1,970.0
Shear..... Actual
5.8
12.5
Service Level
psi =
Strength Level
psi =
45.3
Shear ..... Allowable
psi
44.4
91.50
139.50
OK Anet(Masonry)
int=
5.25
9.00
OI( Rebar Depth 'd'
n =
MasonryData
1,500
1,500
I'm
psi=
32,000
20,000
Fs
psi=
=
Yes
Yes
I'd Grouting
2148
So i - 21.46
Vertical component of active lateral soil pressure IS Modular Ration' psf _ 78.0 1240
NOT considered in the calculation of soil bearing Wall Weight = 1.000 1.000
Short Term Factor 760 11.60
Equiv. Solid Thick. in=
Load Factors
CBC 2016,ACI
= Medium Weight
Building Code
1.200
Masonry Block Type = ASD
Dead Load
1.600
Masonry Design Method
Live Load
1.600
concrete Data
psi=
Earth,H
1.000
fc psi =
Wind, W
1.000
Fy
Seismic, E
Project Name/Number : sp8384 wall t
Page: 2 i
Title vivante Wall Date: 26 MAY 2020
Use menu item Settings Printing &Title Block Dsgnr: AG
information Description....
to set these five lines of RH = 6' wNehicle Loading
for your program. ral
Code: CBC 2016,ACI 318-14,A01530-13
This Wall in File: k:\drawings\sp\sp8384- newpor[beacCantlit@VBred iRetainingdWall
4wal
Build 11.20.03.31
Footing Data
Moment
Ift
0.50 It
Toe Width _
4.17
Heel Width _
4.67
Total Footing Width
2,444.9
_
Footing Thickness -
16.00 in
= 12.00 in
Key Width
= 24.00 in
Key Depth
_ 0.00 ft
Key Distance from Toe
-
2,500 psi Fy = 60,000 psi
fc = 150.00 pcf
Footing Concrete Density
=_
6.0018
Min. As % 2.00
cover @ Top
@ Stm= 3.00 in
Footig pesign Results �
Ree HH=eI
- 4 779 0 psi
Factored Pressure _ 6,761 789 ft-#
Mu' : Upward _ 1,008 8,504 it-#
Mu' : Downward _ 479 7,716 ft-#
Mu: Design 11.53 15.99 psi
Actual 1 -Way Shear = 75.00 75.00 psi
Allow 1 -Way Shear _ # 5 @SAO in
Toe Reinforcing =
Heel Reinforcing = None S # 5 @ 6,n
00 00 i
Key Reinforcing = 0.00 ft -lbs
Footing Torsion, Tu hi Tu = 0.00 ft -lbs
Footing Allow. Torsion, p rovide
If torsion exceeds allowable, p
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings 18.51 in, #8@ 24.38 in, #9@ 30.
Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.61 in, #8@ 24.38 in, #9@ 30.
Heel: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@
Key: phiMn -- phi'5'lambda'sgrt(fc)'Sm
1.62 int
Min footing T&S re of Area per foot 0.39 m2 A
Min footing If two layers of horizontal bars:
If one layer of horizontal bars: #4@ 12.35 in
#4@ 6.17 in #5@ 19.14 in
#5@ 9.57 in #6@ 27.16 in
#6@ 13.58 in
Force Ulsranw " ft-#
lbs ft
item
HL Act Pres (ab water tbl) 1,546.9
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force_ g37.5
Surcharge over Heel -
Surcharge Over Toe
Adjacent Footing Load -
Added Lateral Load
Load @ Stem Above Soil =
2.50 3,867.2
3.75 3,515.6
Total - O.T.M. =
2837
- 1.66
ResistinglOverturning Ratio 4 g93.5 lbs
Vertical Loads used for Soil Pressure =
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
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
Wei ht
Vertical
calculation of Sliding p,nent of active
lateral oil pressure IS NOT considered in
the
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Force
lbs
2,092.2
792.5
tance
Moment
Ift
ft-#
3.09
6,454.4
3.09
6,454.4
3.09
2,444.9
0.25
150.0
0.2
66.g
0.94
619.0
977.
1.33
130.5
1,050.8
2.34
2,453.5
300.0
0.50
150.0
Key
Wei-
ht
component1-
Tota .M
lbs R.=
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Project Name/Number: sp8384 wall t page : 3
Title Vivarlte Wall Date: 26 MAY 2020
Use menu item Settings > Printing & Title Block Dsgnr: AG
..
to set these five lines of information Description..
RH = W wNehicle Loading
for your program.
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structur
al calcs\background\sp8384 wal
Pro c 1987 019, Build 11.20.03.31 Cantilevered Retaining Wail code: c13c201s,Acl31a-1a,Acl53o-13
Retaln ( )
License : KIN 06056245
i.e„�a TO: WENDELL GAYER _
t �,
In flection at To of Wall due to settlement of soil
(Deflection due to wall bending not considered)
250.0 Pc!
Soil Spring Reaction Modulus 0.132 in
Horizontal Dsfl @ Top of Wall (approximate only)
.... _ _ —, —a h.nrina oressure exceeds r
rhe above caicuiauom, ^�• •---
because the wall would then tend to rotate into the retained soil.
i,
I
Project NamelNumber : sp8384 wall t page: 4
Title Vivante Wall Date: 26 MAY 2020
s > Printing & Title Block Dsgnr. AG
Use menu item Setting Description....
to set these five lines of information RH = 6• wNehicle Loading
for your program. j
ort beach\docs\structural calcs\background\sp8384 wal Code: CBC 2016,ACI 318-14,ACI 530-13
This Wall i( File: 2019,, ingdsp\sp8384-new p Cantilevered Retaining Wali
RetainPro (c) 7987-2018, Build 17.20.03.31
License : KW -06056245
License To: WENDELL GAYER
Solid Grout
12" WI #5@ $,,.
Solid Grout
6"�
#5@S.in
c@c Toe
#5@8-
@ Heel
I
A
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
Criteria
Retained Height
8.33 it
_
Wall height above soil _
0.50 ft
Slope Behind Wall
0.00
_
Height of Soil over Toe -
12.00 in
Water height over heel =
0.0 ft
Project Name/Number : sp8384 wall t
Title Vivante Wall
Dsgnr. AG
Description....
RH = 8.33' wlAdditional Screen Wall
beach\docs\structural calcs\bacKgrow,�=---
Cantilevered Retaining Wall
S 11 o 11 i 11 l Data
=
Allow Soil Bearing 4,655.0 psf
Equivalent Fluid Pressure Method 35.0 psf/ft
Active Heel Pressure
page: 1
Data: 20 MAY 2020
wal
Code: CBC 2016,ACI 318-14,ACI 530=13
0.0 lbs
Axial Dead Load _ 0,0 lbs
Axial Live Load - 0.0 in
Axial Load Eccentricity =
Earth Pressure Seismic Load
Method : Triangular
Load at bottom of Triangular Distribution ......
(Strength)
Design Summa
Wall Stability Ratios =
= 275.0 psflft
Passive Pressure
_ 110.00 pcf
Soil Density, Heel
_ 0,00 pcf
Soil Density, Toe
= 0.350
FootingilSoil Friction
...He Height to Bottom
Soil height to ignore
= 6.00 in
for passive pressure
Seismic (E)
Used for Sliding &Overturning
t Stem
0.0 lbs
Axial Dead Load _ 0,0 lbs
Axial Live Load - 0.0 in
Axial Load Eccentricity =
Earth Pressure Seismic Load
Method : Triangular
Load at bottom of Triangular Distribution ......
(Strength)
Design Summa
Wall Stability Ratios =
Lateral Load Applied o
Surcharge Loads
=
0.0 #Ift
Surcharge Over Heel = 330.0 psf
& Overtur0
Lateral Load =
,..Hei ht to Top
=
0.00 ft
0.00 ft
used To Resist Sliding
0 Pal
...He Height to Bottom
10.3 psi
Surcharge Over Toe -
=
Seismic (E)
Used for Sliding &Overturning
Load Type
(Service Level)
Axial Load Applied to Stemii�
d stem
0.0 psf
0.0 lbs
Axial Dead Load _ 0,0 lbs
Axial Live Load - 0.0 in
Axial Load Eccentricity =
Earth Pressure Seismic Load
Method : Triangular
Load at bottom of Triangular Distribution ......
(Strength)
Design Summa
Wall Stability Ratios =
2.44 OK
Overturning _
1.76 OK
Sliding
ACI Factored @ Toe _
-
Total Bearing Load
8,882 lbs
= 14.92 in
...resultant ecc.
-
Wind on Expose =
(Strength Level)
Wind acts left-to-right toward retention side.
-
Soil Pressure @
3,370 psf O
0 psf O
Heel =
Soil Pressure @ _
4,655 psf
Allowable
Soil Pressure Less Than Allowable
- 4,718 psf
ACI Factored @ Toe _
0 psf
ACI Factored @ Heel _
0.0 psi O
Footing Shear @ To -
Shear @
10.3 psi
Footing _
-
75.0 psi
Allowable
ASD
12.00
Sliding Calcs
Lateral Sliding Force =
=
2,793.3 lbs
1 815.0 lbs
less 66 % Passive Force
100% Friction Force = _
308.6 lbs
,1
less
0 0 lbs
Added Force Req'd _
0.0 lbs
....for 1.5 Stability -
Rebar Spacing
Cnntina Load
Footing Width
Eccentricity
Wall to Ftg CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength -Level Seismic Load.... .
= 20.000 psf Total Service -Level Seismic Load.... .
0.00 ft
0.00 in
0.00 ft
Line Load
rrn
0.300
98.330 lbs
= 68.831 lbs
O
IK
2nd Bottom
Stem Construction
Stem OK
Stem OK
Height Above Ftp
ft=
4A0
0.00
Design
Wall Material Above "HY'
= Masonry
Masonry
ASD
Design Method
=
ASD
12.00
16.00
Thickness
=
# 5
# 5
Rebar Size
=
16.00
8.00
Rebar Spacing
_
Edge
Edge
Rebar Placed at
Design Data
_
9.467
0.795
K fb/FB+fa/Fa
-
K Total Force @ Section
802.6
2,160.8
Service Level
lbs =
Strength Level
lbs =
Moment.... Actual
ft #=
1,487.8
7,217.1
Service Level
K Strength Level
3,183.7
9,069.1
Moment..... Allowable
ft-#=
Shear..... Actual
5.8
11.5
Service Level
psi -
Strength Level
psi =
44.9
45.8
Shear..... Allowable
psi
139.50
187.50
OK Anet(Masonry)
in2-
9.00
13.00
OK Rebar Depth 'd'
In=
Masonry Data
1,500
1,500
Fm
psi=
psi=
20,000
20,000
Fs
tin
-
-
Yes
Yes
2148
of active lateral soil pressure IS
Solid Gr9U g
Modular Ration'
= 21.48 .
164.0
Vertical component
NOT considered in the calculation
of soil bearing
Wall Weight
ps f- 124.0
= 1.000 1.000
Short Term Factor
11.60 15.60
Load Factors
CBC 2016,ACI
Equiv. Solid Thick.
in -
= Medium Weight
Building Code
Dead Load
1.200
Masonry Block Type
Design Method
= ASD
Live Load
1.600
1.600
Masonry
Concrete Data
psi=
Gadh. H
. ,,,,,.
Fc
Project Name/Number :sp8384 wall t page: 2Date: 20 MAY 2020
Title Vivante Wali
> Printing & Title Block Dsgnr: AG
Use menu item Settings Description....
RH = 8.33' w/Additional Screen Wali
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for your program.
ort beach\docs\structural talcs\background\sp8384 wal Code: CBC 2016,AC1 318-14,ACI 530-13
Cantilevered Retaining Wall
This Wall in File: k:\drawings\sp\sp8384 - newp
..,..,o R ..Id 11.20.03.31
Footing Data
Force"`^•.__
It
_
0.00 It
Toe Width=
6.00
Heel Width =
6.00
Total Footing Width
18.00 in
Footing Thickness -
= 12.00 in
Key Width
= 24.00 in
Key Depth
= 0.00 it
Key Distance from Toe
60,000 psi
2,500 psi Fy 150.00 pcf
fc =
Footing concrete Density
_ 0,0018
Min. As % 2 00
@ Btm. 3.00 in
Cover @ Top
Surcharge over Heel _
�n Results
Footing tl�el
T29 0 psf
Factored Pressure 4'71
= 8 9, 109 ft -#,6 = 19 ft-#
Mu' :Upward 0 23=
Mu' : Downward 0 14,510 ft-#_
Mu: Design 0.00 10.31 psi
Actual 1 -Way Shear _ 0.00 75.00 psi
Allow 1 -Way Shear _ # 5 @ 8.00 in
Toe Reinforcing = # 5 @ 8.00 in
Heel Reinforcing- # 5 @ 14.35 in
Key Reinforcing = 0.00 ft -lbs
Footing Torsion, Tu hi Tu 0.00 ft -lbs
Footing Allow. Torsion, p rovide
If torsion exceeds allowable, p
lemental design for footing torsion.
Supp cm
Other Acceptable Sizes
da sgrt(fc)'Sm 18.51 in, PEI gs #8@ 24.38 in, #9@ 30.
Toe: phWn - ph'g,56 m, #6@ 13.58 in, #7@ 18 in
Key:. #4@60 m, #5@@ 5.5 in, #6@ 18 in, #7@ 18 in, #8@
3 int
Min footing T&S reinf Area
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
2.3
0.39 int A
If two layers of horizontal bars:
#4@ 12.35 in
#5@ 19.14 in
#6@ 27.16 in
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
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 Welght(s)
Earth @ Stem Transitions=
Footing Weight
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vedical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Force
Itis
4,277.6
1,540.0
tan"e
tante
Force"`^•.__
It
ft-tt
ft-#
-
Itis
15,684.6
Items
1,692'0 328
5,545.9
HL Act Pres (ab water tbl)
150.0
Act Pres (be water tbl)
0.50
HL
Hydrostatic Force_
5,076.1
Buoyant Force =
1,032.5 4.92
Surcharge over Heel _
Surcharge Over Toe
Load =
Adjacent Footing _
Added Lateral Load -
Load @ Stem Above Soil =
68.8 3.28
225.6
Seismic Earth Load =
gO.T.M. _-
Total -
=
2.44
ResistinglOverturning Ratio 8,881.8
used for Soil Pressure =
Ibs
Vertical Loads
2.3
0.39 int A
If two layers of horizontal bars:
#4@ 12.35 in
#5@ 19.14 in
#6@ 27.16 in
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water tbl)
Watre Table
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 Welght(s)
Earth @ Stem Transitions=
Footing Weight
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vedical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Force
Itis
4,277.6
1,540.0
tan"e
tante
Moment
737.0
ft-#
-
3.67
15,684.6
3.67
15,684.6
3.67
5,646.7
Key Weight
Component 2
Vert. Comp 6,463.6
Total = 8,881.8 lbs R.MP
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
0.59
737.0
1,255.3
1 17
185.4
158.9
3.00
4,050.0
1,350.0
150.0
300.0
0.50
Key Weight
Component 2
Vert. Comp 6,463.6
Total = 8,881.8 lbs R.MP
• Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Project tdameWall Date: 20 MAY 2020 : sp8384 wall Page: 3
Title Vivar+te te Wall
> Printing & Title Block Dsgnr: AG
Use menu item Settings Description....
RH = 8.33' wlAdditional Screen Wall
to at these five lines of information
for your program.
Code: CBC 2016,ACI 318-14,ACI 530-13
s\s \s 8384 - neWPOrt beach\docs\structural talcs\background\a'i 4 wa
This Wall in File: k\drawingA 1p_2o.oa.a1 Cantilevered Retaining
J.
t of Wall due to settlement of soil
Horizontal Deflection at To
not considered)
(Deflection due to wall bending
250.0 pci
Soil Spring Reaction Modulus
To of Wall (appro)imate only)
Horizontal DO@ P
the above calculation is not valid if the heel soil t
because the wall would then tend to rotate into the retained soil.
0.138 in
Project NamelNumber :sp8384 wall t Page: 4
Title vivante Wall Date: 20 MAY 2020
Dsgnr: AG
Use menu item Settings > Printing &Title Block Description.... Wall
to set these five lines of information RFI = 83T wlpdditional Screen
for your program.
p 8384 - newport beach\docs\structural calcs\background\sp8384 wal Code: CBC 2016,ACI 318-14,ACI 530-13
This Wall in File: k:\drawings\s \sp Cantilevered Retaining Wall
RetainPro (c) 7887.2018, Build 11.20.03.37
License : KW -06056245
License To : WENDELL GAYER
127 WI #5@ 18"
Solid Grout.
wwi.85@ 8'
Solid Grout
#5@14.35in
@ Center On Key
#5@8"
@ Heel
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
Criteria
- nnwnnrt beach\docs\structural
Retained Height =
2.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
2.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 It
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios _ 1.92 OK
Overturning -
Sliding = 2.67 OK
Project Name/Number : sp8384 wail t
Title vivante Wall Type 2
Dsgnr: JW
Description....
Wall Type 2 - RH=2.5'
,i-Xha ,Mrnnnd\so8384 wal
Cantilevered Retaining Wall
Page: 1
Date: 20 MAY 2020
Code: CBC 2016,ACI 318-14,ACI 530-13
Soil Data
Lateral Load =
=
0.0 #/ft
0.00 ft
...Height to Top
...Height to Bottom =
0.00 ft
Allow Soil Bearing = 2,000.0 psf
Pressure Method
Wind (W)
0. psf OK
Equivalent Fluid
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1'508 psf
Active Heel Pressure
55.0 psf/ft
= p
Footing Shear @ Toe =
4.2 psi O
Footing Shear @ Heel =
3.2 psi O
Allowable =
75.0 psi
%`
24.00
Passive Pressure
= 275.0 psf/ft
less 100% Passive Force = -
825.0 lbs
less 100% Friction Force = -
Soil Density, Heel
= 110.00 pcf;.
0.0 lbs O
....for 1.5 Stability =
0.0 lbs O
Soil Density, Toe
= 0.00 pcf
�--�
lbs=
171.9
FoofingIISoil Friction
= 0.350
'..
Moment.... Actual
Seismic, E 1.000
Soil height to ignore
_ 6.00 in
ft-#=
143.2
Strength Level
for passive pressure
-
Moment..... Allowable
-
808.1
Lateral Load Applied to Stem
Lateral Load =
=
0.0 #/ft
0.00 ft
...Height to Top
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
0. psf OK
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1'508 psf
Total Bearing Load - =
857 be
...resultant ecc. =
5.63 in
Soil Pressure @ Toe =
1,077 psi OK
Soil Pressure @ Heel =
0. psf OK
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1'508 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
4.2 psi O
Footing Shear @ Heel =
3.2 psi O
Allowable =
75.0 psi
Sliding Calcs
24.00
Lateral Sliding Force =
421.9 lbs
less 100% Passive Force = -
825.0 lbs
less 100% Friction Force = -
300.0 lbs
Added Force Req'd =
0.0 lbs O
....for 1.5 Stability =
0.0 lbs O
Adjacent Footing Load
Adjacent Footing Load
= -- 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Square Footing
Base Above/Below Soil
= 0,0 ft
at Back of Wall
Modular Ration'
Poisson's Ratio
= 0.300
Stem Construction
K
K
K
Bottom
psi=
1,500
Stem OK
Design Height Above Ftc
ft =
0.00
Wall Material Above "Ht"
=
MasonryASD
Design Method
-
Modular Ration'
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
24.00
Rebar Placed at
=
Edge
Design Data
7.60
Medium Weight
Dead Load 1.200
fb/FB+fa/Fa
-
-
U n7
Total Force @ Section
= ASD
Earth, H 1.600
Service Level
lbs=
171.9
Strength Level
lbs =
psi=
psi =
Moment.... Actual
Seismic, E 1.000
Fy
Service Level
ft-#=
143.2
Strength Level
ft-#=
Moment..... Allowable
-
808.1
Shear..... Actual
Service Level
psi =
1.9
Strength Level
psi =
Shear..... Allowable
psi =
44.3
Anet(Masonry)
in2=
91.50
K Rebar Depth 'd'
in =
5.25
Masonry Data
fm
psi=
1,500
Fs
psi=
20,000
Vertical component of active lateral soil pressure IS
Solid Grouting
=
=
Yes
21.48
NOT considered in the calculation of soil bearing
Modular Ration'
=
78.0
Wall Weight
psf
Short Term Factor
=
1.000
Load Factors
Building Code CBC 2016,AC1
Equiv. Solid Thick.
in=
=
7.60
Medium Weight
Dead Load 1.200
Masonry Block Type
Live Load 1.600
Masonry Design Method
= ASD
Earth, H 1.600
Concrete Data
Wind, W 1.000
fc
psi=
psi =
Seismic, E 1.000
Fy
i
Project Name/Number : sp8384 wall t Page : 2It
Title Vivarlte Wall Type 2 Date: 20 MAY 2020
I'
Use menu item Settings > Printing &Title Block Dsgnr: JVVDescription....
'
to set these five lines of information Wall Type... RH=2.5
for your program.
i
i
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural talcs\background\sp8384 wal Code: CBC 2018,ACI 318-14,ACI 530-13
1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall
ens, : nv.--------
:ense To : WENDELL GAY
Footing Design Results
Footing Data
roe Heel
-
Toe Widfh _
0.50 ft
1.50
- 1,508 0 psf
Factored Pressure _ 2 025 12 ft-#
Heel Width _
2 00
Mu' : Upward _ 615 264 ft-#
Total Footing Width
Mu': Downward
118 252 ft-#
_
Footing Thickness -
12.00 in
=
Mu: Design 4 18 3.18 psi
=
Key Width
6.00 in
12.00 in
Actual 1 -Way Shear = 40.00 75.00 psi
Allow 1 -Way Shear =
_
Key Depth _
Distance from Toe -
0.50 ft
Toe Reinforcing = None Spedd
= # 4 @ 8.00 in
Key
fc = 2,500 psi Fy =
60,000 psi
Heel Reinforcing
Key Reinforcing = None Spec'd 0.00 ft -lbs
=
Footing Concrete Density
150.00 pcf
0.0018
FootinTorsion, Tu
= 0.00 ft -lbs
_
Min. As % Btm = 3.00 in
Cover @ Top 2.00 @
FootingAllow. Torsion, p hi Tu
allowable, provide
If torsion exceeds
design for footing torsion.
supplemental
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm 46
25 in, 14.35in, #S@m 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@
Heel: #4@ n
Key: p #a@
0.52 int
Min footing T&S reinf Area 26 int At footing T&S reinf Area per foot
of horizontal bars:
If two layers
If one layer of horizontal bars: #4@ 18.52 in
#4@ 9.26 in #5@ 28.70 in
#5@ 14.35 in #6@ 40,74 in
#6@ 20.37 in
of Overturnin & Resistin
Forces & Moments
.....RESISTING.....
Distance M
Summa
Force n #nt
.,...OVERTURNING..... lbs ft
nt
Moment
Force Distance
lbs
p49.2 1.58 362.6
Item
Soil Over HL (ab. water IN) 1.58 362.8
HL Act Pres (ab water tbl
421.9 1.17
550.6 Soil Over HL (bel. water tbl)
HL Act Pres (be water IN)
Watre Table 32.9
= 19.1 1.72
Sloped Soil Over Heel
Hydrostatic Force
=
Surcharge Over Heel _
Buoyant Force
Adjacent Footing Load -
Surcharge over Heel =
Axial Dead Load on Stem =
Surcharge Over Toe =
=
• Axial Live Load on Stem
0.25
Adjacent Footing Load
-
_
Soil Over Toe
Added Lateral Load -
Surcharge Over Toe = 195.0
0.83
Load @Stem Above Soil =_
234.0
Stem Weight(s) _
Earth @ Stem Transitions= 1.00 300.0
- 300.0
-
421.9 O.T.M.
= 492.2 Footing Weight 56.3
= 75.0 0.75
Total =
Key Weight
= 1 92 Vert. Component = 74g 0
857.3 lbs R.M.=
ReslstinglOverturning Ratio
=
Total =
857.3 lbs in total displayed, or used for overturning
Vertical Loads used for
Soil Pressure
* Axial live load NOT included
but is included for soil pressure calculation.
resistance,
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.
project Name/Number: sp8384 wall t page: 3
Title Vivagte Wall Type 2 Date: 20 MAY 2020
& Title Block Dsgnr: JVV
to S menu item Setting,Printing Description....
to set these five lines,of of information Wall Type 2 - RH=2.5'
for your program.
orbeach\docs\structural talcs\background\sp8384 wal Code: C8C 2016,ACI 318-14,ACI 530-13
This Wall in File: k:\drawings\sp\sp8384 - newp Cantilevered Retaining Wall
_ -_ 1-1 ins, -2019, sulld 11.20.03.31
t
Horizontal Deflection at To of Wall due to settlement of soil
(Deflection due to wall bending not considered)
250.0 pci
Soil Spring Reaction Modulus 0.045 in
Horizontal Deli @ Top of Wall ( app roximate only)
......,_ —a noarina oressure
rhe above calculanw i n - -
because the wall would then tend to rotate into the retained soil.
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File: k:\drawings\sp\sp8384 - newport b
Lzn
R.wr,Pro c 1987-2019, Build 11.20.03.31
License: KW -08051M reVFR
8" wt k4@ 24".
Solid Gfdut.
Project Name/Number : sp8384 wall t Page: 4
Title Vivante Wall Type 2 Date: 20 MAY 2020
Dsgnr: JVV
Description....
Wall Type 2 - RH=2.5'
h\docs\structural calcs\background\sp8384 wal
Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13
"@8-
@ Heel
E
6„ T-6`
24,
1Z
-F]34'
Project Name/Number : sp8384 wall t Page: 1
Use menu item Settings > Printing &Title Block Title vivante Wall Type 2 Date: 20 MAY 2020Dsgnr: JW
to set these five lines of information Description....
for your program. Wall Type 2 - RH=3.5'
This Wall in File:
Criteria
Retained Height = 3.50 ft
Wall height above soil = 0.50 ft
Slope Behind Wall = 2.00
Height of Soil over Toe = 6.00 in
Water height over heel = 0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
)ort beach\docs\structural calcs\1background\spa3s4I
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 55.0 psf/ft
Passive Pressure = 275.0 psf/ft
Soil Density, Heel = 110.00 pcf
Soil Density, Toe = 0.00 pcf
FootingIlSoil Friction = 0.350
Soil height to ignore _ 6.00 in
for passive pressure -
Wall Stability Ratios
Overturning = 222 OK
Sliding = 1.73 OK
Lateral Load Applied to Stem
Lateral Load =
...Height to Top =
0.0 #/ft
0.00 ft
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
0 psi
P O
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1'696 psf
Total Bearing Load =
1,635 lbs
...resultant ecc. =
7.20 in
Soil Pressure @ Toe =
1'21psf OK
Soil Pressure @ Heel =
0 psi
P O
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1'696 psf
ACI Factored @ Heel =
psf
Footing Shear @ Toe =
5.3 psi O
Footing Shear @ Heel =
4.8 psi OK
Allowable =
75.0 psi
Sliding Calcs
=
Lateral Sliding Force =
806.9 Itis
less 100% Passive Force = -
825.0 lbs
less 100% Friction Force = -
572.3 lbs
Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Load
0.00 It
0.00 in
0.00 ft
Square Footing
0.0 ft
0.300
Stem Construction
K
K
CBC 2016,ACI
Bottom
1.200
Live Load
Stem OK
Design Height Above Ftc
ft=
0.00
Wall Material Above "Hf-
=
Masonry
Design Method
=
ASD
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
24.00
Rebar Placed at
=
Edge
Design Data
psi =
fb/FB+fa/Fa
_
-
o.4as
Total Force @ Section
Service Level
be =
336.9
Strength Level
lbs =
Moment.... Actual
Service Level
ft-#=
393.0
Strength Level
ft-#=
Added Force Req'd = 0.0 lbs OK
....for 1.5 Stability = 0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Moment..... Allowable
Shear..... Actual
Service Level
Strength Level
Shear..... Allowable
Anet(Masonry)
Rebar Depth 'd'
Masonry Data
Fm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Term Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy
808.1
psi =
3.7
psi =
psi=
44.6
nt=
91.50
in =
5.25
psi=
1,500
psi =
20,000
=
Yes
=
21.48
psi =
78.0
=
1.000
in =
7.60
=
Medium Weight
=
ASD
psi =
psi =
Project Name/Number : sp8384 wall t Page: 2
Title Vivar)te Wall Type 2 Date: 20 MAY 2020
use menu item Settings > Printing & Title Block Dsgnr: JW
to set these five lines of information Description....
for your program. Wall Type 2 - RH=3.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetainPro (c)1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
RIISe TO: WENUCLL ue{���.
_ ,
Footing Design Results
Footing Data
I
Toe Heel
-
Toe Width -
=
0.50 ft
2.50
Factored Pressure = 1,695 0 psi
2 386 378 ft-#
Heel Width
Total Footing Width =
3.00
-
Mu' :Upward - 615 1,429 ft-#
Mu' : Downward
-
Footing Thickness -
12.00 in
Mu: Design -148 1,051 ft-#
4.82 psi
Key Width =
6.00 inActual
1 -Way Shear = 5.29
= 40.00 75.00 psi
Key Depth =
12.00 in
Allow 1 -Way Shear
= None Spedd
Key Distance from Toe =
0.50 it
Toe Reinforcing
Heel Reinforcing = # 4 @ 8.00 in
Fc = 2,500 psi FY =
60,000 psi
150.00 pcf
Key Reinforcing = None Spedd
0.00 ft -lbs
Footing Concrete Density =
=
0.0018
=
Footing Torsion, Tu 0.00 ft -lbs
Min. As %
Cover @Top 2.00 @
Btm = 3.00 in
Footing Allow. Torsion, phi Tu =
allowable, provide
If torsion exceeds
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
#5@ 14.35 in, #6@m 20.37 in, #7@ 27.77 in, #6@ 36.57 in, #9@ 46
Heel: #4@ 92 Phi,
Key: p
Min footing T&S reinf Area 0.78 in2
0.26 in2 Ift
Min footing T&S reinf Area per foot
If two layers of horizontal bars:
If one layer of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 28.70 in
#5@ 14.35 in
#6@ 40.74 in
#6@ 20.37 in
Summa of Ovetturnln & Resisting
FOfCeS a MomentsRESISTING
Moment
.....OVERTURNING Force Dis ince
Moment lbs It
Force Distance
Itis ft
ft-# 1,470.5
705.8 2.08
Item
Soil Over HL (ab. water tbl)
1,456.8 2.08 1,470.5
HL Act Pres (ab water tbl)
806.9 1.50
Soil Over HL (bel. water tbl)
HL Act Pres (be water tbl)
Watre Table 220 8
92.4 2.39
Hydrostatic Force
Sloped Soil Over Heel =
Buoyant Force =
Surcharge Over Heel =
Surcharge over Heel =
Adjacent Footing Load =
Surcharge Over Toe =
Axial Dead Load on Stem =
Adjacent Footing Load =
• Axial Live Load on Stem
0.25
Added Lateral Load =
_
Soil Over Toe
Load @ Stem Above Soil =
Surcharge Over Toe _ 312.0 0.83 260.0
=
Stem Weight(s) -
Earth @ Stem Transitions= 450.0 1.50 675.0
Total =
806.9 O.T.M.
= 1,210.3 Footing Weight _ 75.0 075 56.3
Key Weight
-_
Resisting/Overturning Ratio
2,22 Vert. Component = 2,682.5
Total = 1,635.3 Itis R.M.=
Vertical Loads used for Soil Pressure = 1,635.3
lbs
Axial live load NOT included in total displayed, or used for overturning
calculation.
resistance, but is included for soil pressure
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
Project Name/Number: sp8384 wall t page: 3 I
Title Vivarite Wall Type 2 Date: 20 MAY 2020
Use menu item Settings > Printing & Title Block Dsgnr: JVV
to set these five lines of information Wall Type..Description.....
RH=3.5'
for your program.
cs\backgrounsp83 I'll 8 "1
This Wall in File: k:\drawings\sp\sp8384 - n11 I'll beacCan{IleVeredstructural alRetalrllClgd\Wal4 l w, a, 1 11 Code: CBC 2016,ACI 318-14,ACI 530-13
..._._e.., 1,1087-2019, Bulld 11.20.03. 31
t
lt To of Wall due to settlement of s011
Horizontal Defection a
(Deflection due to wall bending not considered)
250.0 pci
Soil Spring Reaction Modulus 0.045 in
Horizontal Defl @ Top of Wall (approximate only)
......._ _ —L —n hoarina pressure exc� � r
I -he above caicuiau��, ,� —, •--- -
because the wall would then tend to rotate into the retained soil.
Project NamelNumber :sp8384 wall t page: 4
Title Vivar)te Wall Type 2 Date: 20 MAY 2020
Use menu item Settings > Printing &Title BlockDsgnr: JVV
Description....
to set these five lines of information Wall Type 2 - RH=3.5'
for your program.
ort beach\docs\structural talcs\background\sp8384 wal Code: CBC 2016,ACI 318-
Cantilevered
530-13
This Wall in File: k:\drawings\sp\sp8384 - newP Cantilevered Retaining Wall
...noz�n�4 eulld 11.20.03.31
8" wl44@ 24.
Solid cmoi
s�
#4@8.
@ Heel
133'-6"
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
Criteria
Retained Height
4.50 ft
_
height above soil
50 ft
60
o.60
Wall
Slope Behind Wall
2 .00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
0.0 psf
Surcharge Over Heel & Overturning
Used To Resist Sliding - 0.0
Surcharge Over Toe
Used for Sliding & Overturning
Axial Load Applied to Stem
0.0 lbs
Axial Dead Load - 0.01bs
Axial Live Load = 0.0 in
Axial Load Eccentricity =
Desi n Summary
Wall Stability Ratios =
Overturning
Sliding
Total Bearing Load
...resultant ecc.
Project Name/Number :
SP8384 WALL T
Page: 1
20 MAY 2020
Title Vivar)te Wall
Data:
1,500 psf
Dsgnr: JVV
ACI Factored @ Toe _
546 psf
Description....
Wall Type 3 - RH=4.5'
5.3 psi O
Footing Shear @ Toe =
Shear @ Heel =
Beach\Docs\Structural Calcs\Background\SP8384 WAL
316-14,ACI
530-13
Retaining Wall
Code: CBC 2016,ACI
Cantilevered
Sliding Calcs _
738.0 lbs
Soil Data
275.0 lbs
less 100% Passive Force = -
= 1,500.0 psf
Allow Soil Bearing
Pressure Method
0.0 lbs
Equivalent Fluid 32 0 psf/ft
-
0.0 lbs
....for 1.5 Stability =
Active Heel Pressure
Service Level
fc
= 275.0 psf/ft
K
Strength Level
Passive Pressure _ 110.00 pcf
ttt
Seismic, E
Soil Density, Heel = 0.00 pcf
808.1
Soil Density, Toe
= 0.350
Shear..... Actual
Service Level
psi =
3.5
Footingll Soil Friction
Strength Level
psi =
Soil height to ignore _ 6.00 in
Shear..... Allowable
psi
for passive pressure -
Footing Load
Anet(Masonry)
Lateral Load App hed to Stem
Adjacent
Footing Load = o.o lbs
= 0.0 #/ft
Lateral Load = 0.00 It
Adjacent
Footing Width
Eccentricity -
0.00 ft
0.00 in
...Height to Top _ 0.00 ft
to Bottom -
Wall to Fig CL Dist =
0.00 ft
Line Load
...Height
= Wind (W)
Load Type (Service Level)
Footing Type
Base Above/Below Soil =
0.0 ft
Wind on Exposed Stem = 0.0 psf
at Back of Wall _
poisson's Ratio -
0.300
(Strength Level)
Fs
=
4.18 OK
1.54 OK
2,452 lbs
2.92 in
-
836 psf O
Soil Pressure @ Toe _
390 psf O
Soil Pressure @ Heel _
1,500 psf
Allowable
Soil Pressure Less Than Allowable1 71 psf
ACI Factored @ Toe _
546 psf
ACI Factored @ Heel -
5.3 psi O
Footing Shear @ Toe =
Shear @ Heel =
2.5 psi
Footing -
75.0 psi
Allowable -
Building Code
Sliding Calcs _
738.0 lbs
Lateral Sliding Force -
275.0 lbs
less 100% Passive Force = -
868.3 lbs
less 100% Friction Force =
0.0 lbs
Added Force Req'd =
0.0 lbs
....for 1.5 Stability =
Earth, H
Stem Construction
Bottom
Stem OK
Design Height Above Ftc
ft= 0.00
Wall Material Above "HY'
= Masonry
Design Method
ASD
= 6.00
Thickness
= # 4
Rebar Size
= 24.00
Rebar Spacing
= Edge
ASD ASD
OK=
outing
Rebar Placed at
Solid r
Modular Ratl0'n'
= 21.46
78.0
Vertical component
NOT considered in the calculation
Design Data
=
0.601
K
fb/FB+fa/Fa
Short Term Factor
7,60
K
Total Force @ Seetion
Equiv. Solid Thick.
324.0
Building Code
Service Level
lbs =
=ASD
Dead Load
Strength Level
lbs =
Live Load
Moment.... Actual
ft#=
486.0
Earth, H
Service Level
fc
psi =
K
Strength Level
ft-# _
Seismic, E
Moment ..... Allowable
808.1
Shear..... Actual
Service Level
psi =
3.5
Strength Level
psi =
Shear..... Allowable
psi
44 9
81.50
OK
Anet(Masonry)
m2-
5.25
OK
Rebar Depth 'd'
in=
Masonry Data
psi=
1,500
Fin
psi =
20,000
Fs
=
Yes
G
of active
lateral sail pressure IS
Solid r
Modular Ratl0'n'
= 21.46
78.0
Vertical component
NOT considered in the calculation
of soil bearing
Wall Weight
psf _
= 1.000
Short Term Factor
7,60
Load Factors
CBC 2016,ACI
Equiv. Solid Thick.
in -
= Medium Weight
Building Code
1.200
Masonry Block Type
Design Method
=ASD
Dead Load
1.600
Masonry
Live Load
1.600
concrete Data
psi =
Earth, H
1.000
fc
psi =
Wind, W
1.000
F
Seismic, E
• Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
Data
Heel Width
Total Footing Width
Footing Thickness
Key Width
Key Depth
Key Distance from Toe
_ 3.25
4.00
12.00 in
12.00 in
= 0.00 in
0.50 It
= 60,000 p
2,500 psi sl
Fy
f c 150.00 pcf
Footing Concrete Density _ 0.0018
Min. As % 2 00 @ Btm: 3.00 in
cover @ Top
Force
lbs
Items
HL Act Pres (ab water tbl) 738.0
HL Act Pres (be water tbl)
Hydrostatic Force -
Buoyant Force
Surcharge over Heel
Surcharge Over Toe
Load =
Adjacent Footing _
Added Lateral Load
Load @ Stem Above Soil
Project Name/Number : SP8384 WALL T Date: �-
Title Vivante Wall
Dsgnr: JVV
Description....
Wall Type 3 - RH=4.5'
Beach\Docs\Structural Calcs\BackgroaliP8384 WCode: CBC 2016' ACI 318-14,ACI 530-13
Cantilevered Retaining
Footing Design Results
7e Heel
1,171 546 psf
Factored Pressure _ 3,820 2,270 ft-#
Mu' : upward _ 1, 199 3,332 ft-#
Mu' :Downward _218 1,062 ft-#
Mu: Design - 5.28 2.53 psi
Actual 1 -Way Shear = 40.00 75.00 psi
Allow 1 -Way Shear = None Spec
'd
Toe Reinforcing = # 4 @ 8.00 in
Heel Reinforcing _ # 5 @ 14,60 in
Key Reinforcing = 0,00 ft -lbs
Footing Torsion, Tu hi Tu = 0.00 ft -lbs
Footing Allow. Torsion, p rovide
If torsion exceeds allowable, P torsion.
supplemental design for footing
SPacingS
Other Acceptable Sizes 8, #f5'lambda'sgrt(fc)'Sm 27.77 in, #8@ 36.57 in, #9@ 46
Heel: 4@
Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@
Key: No key defined n2
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 -
3 ft-#
1.83 1,670.8
1,353.1
Total = 738.0 O.T.M. _
4.78
ResistinglOverturning Ratio2 452,3 lbs
Vertical Loads used for Soil Pressure -
1.04
0.26 in2 ft
If two layers of horizontal bars:
#4@ 18.52 in
#5@ 28.70 in
#6@ 40.74 in
Soil Over HL (ab. water tbl)
Soil Over HL (bel. water IN
Werra Table
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 =
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.
Force
lbs
1,278.8
183.5
390.0
600.0
I" .....
Moment
ante
ftdk
2.71
3,463.3
2.71
3,463.3
3.14
576.1
0.38
1.08 422.5
2.00 1,200.0
1.00
Key Weight 8
Vert. Component � lbs R.M.=
Total = 2' ed, or used for overturning
* Axial live load NOT
includ for solltpreasulre calculation.
resistance,
Project NamelNumber :SP8384 WALL T page: 3Date: 20 MAY 2020 i
Title Vivante Wall
s > printing & Title Block Dsgnr: JVV
Use menu item Setting Description.... 4.V
Wall Type 3 - RIi=
to at these five lines of information
for your program.
Code: CBC 2016,ACI 318-14,ACI 530-13
s\SP\SP8384 -Newport Beach\Docs\Structural Calcs\Backgroda\iiP8384 WA
This Wall in File,.K:\Dna ann 11.20.03.31 Cantilevered Retaining
It
Horizontal Deflection at To of Wall due to settlement of soi
(Deflection due to wall bending not considered)
250.0 PC'
Soil Spring Reaction Modulus 0,029 in
To of Wall (approximate only)
Horizontal Defl @ P ressure exc
I'd if the heel soil bearin
the above calculation is not va i
because the wall would then tend to rotate into the retained soil.
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
0" w! #1@ 24"
Solid Grout
Project Name/Number : SP8384 WALL T
Title Vivagte Wall
Dsgnr: JVV
Description....
Wall Type 3 - RH=4.5'
Beach\Docs\Structural
Cantilevered Retaining Wall
Page: 4
Date: 20 MAY 2020
WAL
Code: CBC 2016,ACI 318-14,ACI 630-13
„" 4@0-
@ Heel
4'-G"
5.0"
0
0 150 � - 210 1#-*
TAI T
RISING TO THE CHALLENGE
Viva me
Retaining Wall Calculations
Project Site:
850 San Clemente Drive
Newport Beach, CA 92660
Developer
Nexus Development
1 MacArthur Place, Suite 300
Santa Ana, CA 92707
Prepared by
Tait & Associates, Inc.
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
Engineer: Jacob Vandervis, P.E.
Registration No. 46301
May 20th, 2020
TAI T
RISING TO THE CHALLENGE
Tait & Associates
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
RETAINING WALL NOTES
GENERAL
1. ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2019 CBC.
2. CONTRACTOR MUST CHECK ALL DIMENSIONS, AND SITE CONDITIONS BEFORE STARTING WORK.
ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR POSSIBLE
DEFICIENCIES.
FOUNDATIONS
1. FOOTING ARE TO BE CARRIED A MINIMUM OF 15" INTO FIRM UNDISTURBED NATURAL SOIL OR
APPROVED COMPACTED FILL PER GEOTECHNICAL REPORT.
2. FOOTINGS MAY BE DESIGNED USING AN ALLOWABLE BEARING CAPACITY OF 1,500 PSF BASED ON
A MINIMUM WIDTH OF 15 INCHES AND EMBEDMENT DEPTH OF 15 INCHES BELOW THE LOWEST
ADJACENT GRADE. THE FOLLOWING FOOTING WIDTHS AND EMBEDMENTS ARE RECOMMENDED
FOR THE CORRESPONDING ALLOWABLE BEARING PRESSURE.
STATIC BEARING
nshoon
MINIMUM FOOTING
MINIMUM FOOTING•
PRESSURE
WIDTH
EMBEDMENT
s
Inches
Inches
4.000
12
24
3,500
48
24
3.000
24
24
2,000
18
18
1,500
15
1 15
d f d
Relers to minimum depth below mesl adjacent grade at the 4me of foun a ion w
3. RELATIVELY NON -EXPANSIVE FILL SHOULD BE USED IN BACKFILLING BEHIND WALLS. DESIGN
ALLOWS FOR ONSITE SOILS TO BE USED FOR BACK FILL. ALL RETAINING WALLS SHALL BE
ADEQUATELY SHORED DURING THE BACKFILL OPERATION.
CONCRETE
1. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,700 PSI AT 28 DAYS.
2. AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C33.
3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C-150, TYPE V.
4. THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF
CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE: CENTER OF SLAB
SLAB ON GRADE 2„
CONCRETE BELOW GRADE, FORMED
CONCRETE BELOW GRADE, UNFORMED (POURED AGAINST EARTH) 1 1/2"
CONCRETE EXPOSED TO WEATHER
5. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.
REINFORCING STEEL
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 40 FOR SIZES #3 AND #4 AND GRADE
60 FOR SIZES #5 AND LARGER.
2. WELDED FABRIC (MESH) SHALL CONFORM TO THE LATEST REVISED ASTM At 85. SMOOTH WIRE
FABRIC SHALL CONFORM TO ASTM A85, YIELD STRENGTH 60 KSI.
3. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
4. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 36 BARS DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
5. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 48" MINIMUM.
6. ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CBC.
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This Wall in File:
Criteria
Retained Height =
6.00 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 250.0 per
Used To Resist Sliding & Overturning
Surcharge Over Toe = 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Desi n Summary
Wall Stability Ratios
Project Name/Number : sp8384 wall t
Title Vivante Wall
Dsgnr: AG
Description....
RH = 6' w/Vehicle Loading
)ort beach\docs\structural calcs\background\sp838,
Cantilevered Retaining Wall
Soil Data
Sliding
Allow Soil Bearing
= 3,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 55.0 psf/ft
Passive Pressure
= 275.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingilSoil Friction
= 0.350
Soil height to ignore
75.0 psi
for passive pressure
= 6.00 in
Overturning
= 1.66 OK
Sliding
= 1.58 OK
Total Bearing Load
= 4,994 lbs
...resultant ecc.
= 16.32 in
Lateral Load Applied to Stem
Lateral Load
= 0.0 #/ft
...Height to Top
= 0.00 it
...Height to Bottom
= 0.00 ft
Load Type
= Wind (W)
4,779 psf
(Service Level)
Soil Pressure @ Toe =
3,414 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
3,500 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
4,779 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
11.5 psi OK
Footing Shear @ Heel =
16.0 psi OK
Allowable =
75.0 psi
Sliding Coca
ASD
Lateral Sliding Force =
2,484.4 lbs
less 100% Passive Force = -
2,165.6 be
less 100% Friction Force =
1,747.7 lbs
Added Force Req'd =
0.0 be OK
....for 1.5 Stability =
0.0 lbs OK
Vertical component of active lateral soil pressure I
NOT considered in the calculation of soil bearing
Load Factors
0.00 ft
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Wind on Exposed Stem = 0.0 psi
(Strength Level)
wal
Page : 1
Date: 26 MAY 2020
Code: CBC 2016,ACI 318-14,ACI 530-13
Load
Footing Width V =
0.00 ft
Eccentricity =
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
0.00
Poisson's Ratio =
0.300
Stem Construction
S
2nd
Bottom
Stem OK
Stem OK
Design Height Above Ftf
ft=
3.33
0.00
Wall Material Above "Hf'
=
Masonry
Masonry
Design Method
=
ASD
ASD
Thickness
=
8.00
12.00
Rebar Size
=
# 5
# 5
Rebar Spacing
=
24.00
8.00
Rebar Placed at
=
Edge
Edge
Design Data
Ib/FB +fa/Fa
=
0.314
0.685
Total Force @ Section
Service Level
lbs=
529.8
1,740.0
Strength Level
lbs =
Moment.... Actual
Service Level
ft-#=
620.0
4,230.0
Strength Level
ft-#=
Moment..... Allowable
ft-#=
1,970.0
6,167.2
Shear..... Actual
Service Level
psi =
5.8
12.5
Strength Level
psi =
Shear..... Allowable
psi =
44.4
45.3
Anet(Masonry)
int=
91.50
139.50
Rebar Depth 'd'
in=
5.25
9.00
Masonry Data
fm
psi=
1,500
1,500
Fs
psi=
32,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ration'
=
21.48
21.48
Wall Weight
psi =
78.0
124.0
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in=
7.60
11.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
fc
psi=
Fy
psi =
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.
Project Name/Number : sp8384 wall t
I
Use menu item Settings > Printing & Title Block
Title Vivagte Wall Page: 2
to set these five lines of information
Dsgnr: AG Dale: 26 MAY 2020
for your program.
Description....
RH = 6' wNehicle Loading
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetalnPro (c) 1987.2019, Build 11.20.03.31
License: KW -06056245
Cantilevered Retaining Wall Code: CBC 2016,ACI318-14,ACI 530-13
License To: WENDELL GAYER
Footing Data
Footing Design Results
Toe Width = 0.50 ft
Toe Heel
Heel Width = 4.17
Factored Pressure = 4,779 0 psf
Total Footing Width = 4.67
Mu': Upward = 6,761 789 ft-#
Footing Thickness = 18.00 in
Mu': Downward = 1,008 8,504 ft-#
Mu: Design = 479 7,716 ft-#
Key Width = 12.00 in
Actual 1 -Way Shear = 11.53 15.99 psi
Key Depth = 24.00 in
Allow 1 -Way Shear = 75.00 75.00 psi
Key Distance from Toe = 0.00 ft
Toe Reinforcing = #5 @ 8.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = # 5 @ 8.00 in
Footing Concrete Density = 150.00 pcf
Key Reinforcing = None Spec'd
Min. As % = 0.0018
Footing Torsion, Tu = 0.00 ft -lbs
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.
Heel: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.
Key: phiMn= phi'5'Iambda'sgrt(fc)'Sm
Min footing T&S reinf Area 1.82 int
Min footing T&S reinf Area per foot 0.39 int /it
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 6.17 in #4@ 12.35 in
#5@ 9.57 in #5@ 19.14 in
#6@ 13.56 in #6@ 27.16 in
Summa of Overturnin & Resistin
Forces & Moments
..... OVERTURNING ..........RESISTING.....
Force Distance
Moment Force Distance Moment
Item lbs It
ft-# lbs ft ft-#
HL Act Pres (ab water tbi) 1,546.9 2.50
3,867.2 Soil Over HL (ab. water tbl) 2,092.2 3.09 6,454.4
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl) 3.09 6,454.4
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel = 937.5 3.75
3,515.6 Surcharge Over Heel = 792.5 3.09 2,444.9
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem=
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe = 0.25
=
Surcharge Over Toe =
Stem Weight(s) = 660.2 0.94 619.0
Earth @ Stem Transitions= 97.9 1.33 130.5
Total = 2,484.4 O.T.M.
= 7,382.8 Footing Weighl = 1,050.8 2.34 2,453.5
Key Weight = 300.0 0.50 150.0
Resisting/Overturning Ratio =
1.66 Vert. Component =
Vertical Loads used for Soil Pressure = 4,993.5 lbs Total = 4,993.5 lbs R.M.= 12,252.3
" 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 NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project Name/Number; sp8384 wall t
Use menu item Settings > Printing 8 Title Block Title Vivarlte Wall Page: 3
to set these five lines of information Dsgnr: AG Date: 26 MAY 2020
for your program. Description....
RH = 6' w/Vehicle Loading
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW -06056245 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO @ Top of Wall (approximate only) 0.132 in
The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Use menu item Settings > Printing & Title Block
to set these five lines of information
for your program.
This Wall in File:
beach\docs\structural
Project Name/Number : sp8384 wall t
Title Vivante Wall
Dsgnr: AG
Description....
RH = 6' wNehicle Loading
wal
Page: 4
Date: 26 MAY 2020
RetainPro (c) 1987-2019, Build 11.20.03.31
License: KW -06056245 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
11— ... -r... rmcsInc, I nnvco
8- Wt; 5Q 2¢^
Solid Grout
12" W/ #6@ 8"
Solid GrDtlt
#5@8.in
@Toe
#5@8-
@ Heel
6'-0" 6'-6"
Project Name/Number : sp8384 wall t
Use menu item Settings > Printing & Title Block Title Vivante Wall Page: 1
to set these five lines of information Dsgnr: AG Date: 20 MAY 2020
for your program. Description....
RH = 8.33' w/Additional Screen Wall
This Wall in File:
beach\docs\structural
wal
Retain Pro (c) 1987-2019, Build 11.20.03.31
License: KW -06056245 _ _ _ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Criteria
Retained Height =
8.33 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 ft
Soil Data
Lateral Load Applied to Stem
Allow Soil Bearing
= 4,655.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 35.0 psf/ft
Passive Pressure
= 275.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FdotingilSoil Friction
= 0.350
Soil height to ignore
= Seismic (E)
for passive pressure
= 6.00 in
Surcharge Loads
Lateral Load Applied to Stem
Surcharge Over Heel - 330.0 psf
Lateral Load
= 0.0 #/ft
Used To Resist Sliding & Overturning
...Height to Top
= 0.00 ft
Surcharge Over Toe = 0.0 psf
...Height to Bottom
= 0.00 ft
Used for Sliding & Overturning
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
Load Type
= Seismic (E)
Axial Load Applied to Stem
Sliding Calcs
(Service Level)
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Earth Pressure Seismic Load
Method : Triangular
Load at bottom of Triangular Distribution .......
(Strength)
Desi n Summa
Wall Stability Ratios
Overturning
= 2.44 OK
Sliding
= 1.76 OK
Total Bearing Load
= 8,882 lbs
...resultant ecc.
= 14.92 in
Soil Pressure @ Toe =
3,370 psf OK
Soil Pressure @ Heel =
0 psi OK
Allowable =
4,655 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
4,718 psf
ACI Factored @ Heel =
0 psi
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
10.3 psi OK
Allowable =
75.0 psi
Sliding Calcs
Total Force @ Section
Lateral Sliding Force =
2,793.3 lbs
less 66 % Passive Force = -
1,815.0 lbs
less 100% Friction Force = -
3,108.6 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Design Height Above Ft£
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Wind acts left-to-right toward retention side.
Footing Width
Eccentricity
Wall to Fig CL Dist
Footing Type
Base Above/Below Soil
at Back of Wall
Poisson's Ratio
Total Strength -Level Seismic Load.... .
20.000 psf Total Service -Level Seismic Load.... .
Stem Construction
Design Height Above Ft£
R=
Wall Material Above "Ht"
_
Design Method
=
Thickness
=
Rebar Size
=
Rebar Spacing
=
Rebar Placed at
=
Design Data
Wall Weight
fb/FB+fa/Fa
=
Total Force @ Section
Short Term Factor
Service Level
lbs =
Strength Level
lbs=
Moment.... Actual
11.60
Service Level
ft-#=
Strength Level
ft-#=
Moment..... Allowable
ft-#=
Shear..... Actual
ASD
Service Level
psi =
Strength Level
psi =
Shear..... Allowable
psi =
Anet (Masonry)
int =
Rebar Depth 'd'
in=
Masonry Data
Stem OK
Stem OK
4.00
0.00
Masonry
Masonry
ASD
ASD
12.00
16.00
# 5
# 5
16.00
8.00
Edge
Edge
0.467 0.795
802.6 2,160.8
1,487.8
7,217.1
3,183.7
9,069.1
5.8
11.5
44.9
45.8
139.50
187.50
9.00
13.00
fm
psi=
1,500
1,500
Fs
psi =
20,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ratio 'n'
=
21.48
21.48
Wall Weight
psf=
124.0
164.0
Short Term Factor
=
1.000
1.000
Equiv. Solid Thick.
in =
11.60
15.60
Masonry Block Type
=
Medium Weight
Masonry Design Method
=
ASD
Concrete Data
£c
psi =
Fy
psi =
Load
0.0 Ib
0.00 it
0.00 in
0.00 it
Line Load
0.0 it
0.300
98.330 lbs
68.831 lbs
Project Name/Number : sp8384 wall t
Use menu item Settings > Printing & Title Block Title Vivante Wall Page: 2
to set these five lines of information Dsgnr: AG Date: 20 MAY 2020
for your program. Description....
RH = 8.33' w/Additional Screen Wall
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 we[
RetalnPro (c) 1987-2019, Build 11.20.03.31
License : Kw -06056248 _ _ _ _ _ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Footing Data
r
Footing Design Results
Toe Width
= 0.00 ft
Toe Heel
Heel Width
= 6.00
Factored Pressure = 4,718 0 psf
Total Footing Width
= 6.00
Mu': Upward = 0 9,109 ft-#
Footing Thickness
= 18.00 in
Mu': Downward = 0 23,619 ft-#
Mu: Design = 0 14,510 ft-#
Key Width
= 12.00 in
Actual 1 -Way Shear = 0.00 10.31 psi
Key Depth
= 24.00 in
Allow 1 -Way Shear = 0.00 75.00 psi
Key Distance from Toe
= 0.00 it
Toe Reinforcing = # 5 @ 8.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = # 5 @ 8.00 in
Footing Concrete Density
= 150.00 pcf
Key Reinforcing = # 5 @ 14.35 in
Min. As %
= 0.0018
Footing Torsion, Tu = 0.00 ft -lbs
Cover @ Top 2.00
@ Btm: 3.00 in
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'S'lambda'sgrt(fc)'Sm
Heel: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.
Key: #4@ 10 in, #5@ 15.5 in, #6@ 18 in, #7@ 18 in, #8@ 18 in
Min footing T&S reinf Area 2.33 int
Min footing T&S reinf Area per foot 0.39 int A
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 6.17 in #4@ 12.35 in
#5@ 9.57 in #5@ 19.14 in
#6@ 13.58 in #6@ 27.16 in
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Seismic Earth Load =
Force
Distance
Moment
lbs
it
ft-#
1,692.0
3.28
5,545.9
1,032.5
4.92
5,076.1
68.8 3.28 225.6
Total = 2,793.3 O.T.M. = 10,847.7
Resisting/Overturning Ratio = 2.44
Vertical Loads used for Soil Pressure = 8,881.8 lbs
If seismic is included, the OTM and sliding ratios
may be 1.1 per section 1807.2.3 of IBC.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over HL (ab. watertbl)
Soil Over HL (bel. water tbl)
Watre Table
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 Moment
lbs ft ft-#
4,277.6 3.67
3.67
1,540.0 3.67
15,684.6
15,684.6
5,646.7
1,255.3
0.59
737.0
158.9
1.17
185.4
1,350.0
3.00
4,050.0
300.0
0.50
150.0
Total = 8,881.8 lbs R.M.= 26,453.6
* Axial live load NOT included in total displayed, or used for overturning
resistance, but is included for soil pressure calculation.
Project Name/Number: spasn4 wall z
Page: 3
Use menu item Settings > Printing & Title Block Title Vivante Wall Date: 20 MAY 2020
Dsgnr: AG
to set these five lines of information Description....
for your program. RH = 8.33' w/Additional Screen Wall
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetalnPro (c) 1987^2079, Buitd 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
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 DO @ Top of Wall (approximate only) 0.138 in
The above calculation is not valid if the heel soil bearing ressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Project NamelNumber : spbM4 wall r Page: 4
Title Vivante Wall Date: 20 MAY 2020
Use menu item Settings > Printing &Title Block Dsgnr: AG
to set these five lines of information Description....
for your program. RH = 8.33' w/Additional Screen Wall
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetalnPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
12"IN/ 45@ 16"
Solid Grout
16"w1#5@ 8"
Solid Grout
,@5@14.35n
@ Center On Key
#5@8-
@ Heel
Project Namemlumoer : Page: 1
Use menu item Settings > Printing &Title Block Title Vivar)te Wall Type 2 Date: 20 MAY 2020Dsgnr: JVV
to set these five lines of information Description....
for your program. Wall Type 2 - RH=2.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetalnPro (c) 1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Criteria
Retained Height =
2.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
2.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe =
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
Wall Stability Ratios
Overturning = 1.92 OK
Sliding = 2.67 OK
Soil Data
Allow Soil Bearing
= 2,000.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
55.0 sf/ft
= P
Passive Pressure
= 275.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingllSoil Friction
= 0.350
Soil height to ignore
_ 6.00 in
for passive pressure
-
Lateral Load Applied to Stem
Lateral Load =
=
0.0 #/ft
0.00 ft
...Height to TOP
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
0 psf O
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1,508 psf
Total Bearing Load =
857 lbs
...resultant ecc. =
5.63 in
Soil Pressure @ Toe =
1,077 psf O
Soil Pressure @ Heel =
0 psf O
Allowable =
2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
1,508 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
4.2 psi O
Footing Shear @ Heel =
3.2 psi OK
Allowable =
75.0 psi
Sliding Calcs
24.00
Lateral Sliding Force =
421.9 lbs
less 100% Passive Force = -
825.0 Ibis
less 100% Friction Force = -
300.0 lbs
Added Force Req'd =
0.0 lbs O
....for 1.5 Stability =
0.0 lbs O
Adjacent Footing Load
Adjacent Footing Load
= 0.0 lbs
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 ft
Footing Type
Square Footing
Base Above/Below Soil
= 0.0 ft
at Back of Wall
Short Term Factor
Poisson's Ratio
= 0.300
Stem Construction
fb/FB
K
K
Bottom
_
21.48
Stem OK
Design Height Above Ftc
ft=
0.00
Wall Material Above "Hf'
wall Weight
MasonryASD
Design Method
-
Short Term Factor
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
24.00
Rebar Placed at
=
Edge
Design Data
ASD
Earth, H 1.600
+ fa/Fa
=
0.177
Total Force @ Section
fc
psi=
psi=
Service Level
lbs=
171.9
Strength Level
lbs =
Moment.... Actual
Service Level
ft-#=
143.2
Strength Level
ft-#=
Moment ..... Allowable
-
-
808.1
Shear ..... Actual
Service Level
psi =
1.9
Strength Level
psi =
Shear..... Allowable
psi=
44.3
K Anet(Masonry)
int=
91.50
K Rebar Depth 'd'
in=
5.25
Masonry Data
fm
psi=
1,500
Fs
psi=
=
20,000
Yes
Vertical component of active lateral soil pressure IS
Solid Grouting
Modular Ratio'n'
_
21.48
NOT considered in the calculation of soil bearing
psf =
78.0
wall Weight
Short Term Factor
=
1.000
Load Factors
Building Code CBC 2016,ACI
Equiv. Solid Thick.
in=
=
7.60
Medium Weight
Dead Load 1.200
Masonry Block Type
Live Load 1.600
Masonry Design Method
=
ASD
Earth, H 1.600
Concrete Data
Wind, W 1.000
fc
psi=
psi=
Seismic, E 1.000
Fy
Project Name/Number : sp8384 wall [
Page: 2
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This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural talcs\background\sp8384 wal
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
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.
Footing Design Results J
Footing Data
I
Toe Width =
=
0.50 ft
1.50
Toe Heel
Factored Pressure - 1,508 0 psf
Heel Width
Total Footing Width =
2.00
Mu': Upward 2,025 12 ft-#
615 264 ft-#
Footing Thickness =
12.00 in
Mu' : Downward _
Mu: Design - 118 252 ft-#
Key Width =
6.00 in
Actual 1 -Way Shear = 4.18 3.18 psi
Key Depth =
12.00 in
Allow 1 -Way Shear = 40.00 75.00 psi
Key Distance from Toe =
0.50 It
Toe Reinforcing = None Spec'd
fc = 21500 psi Fy =
60,000 psi
Heel Reinforcing = # 4 @ 8.00 in
Key Reinforcing = None Spec'd
Footing Concrete Density =
150.00 pcf
- 0.00 ft -lbs
Footing Torsion, Tu -
Min. As % - 0.0018
Cover @ Top 2.00 @ Btm: 3.00 in
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
20.37 in, #7@ 27.77 in, #8@ 36.57 in,
#9@ 46
Heel: #4@ 9.25 in, #5@ 14.35 in, #6@
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area 0.52 in2
Min footing T&S reinf Area per foot 0.26 in2 Ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20:37 in #6@ 40.74 in
Summary of overturning
& Resis#M
Forces & Moments
RESISTING
.....OVERTURNING..... .....
Force Distanccee
Moment
Force Distance
Moment
lbs ft
ft-#
Item
lbs ft
ft-#
Soil Over HL (ab. water t 229.2 1.58
362.8
HL Act Pres (ab water tbl)
421.9 1.17
550.8 I)
Soil Over HL (bel. water bl) 1.58
362.8
HL Act Pres (be water tbl)
Watre Table
Hydrostatic Force
Sloped Soil Over Heel = 19.1 1.72
32.9
Buoyant Force =
Surcharge Over Heel =
Surcharge over Heel =
Adjacent Footing Load =
Surcharge Over Toe =
Axial Dead Load on Stem =
Adjacent Footing Load =
« Axial Live Load on Stem =
Added Lateral Load =
Soil Over Toe 0.25
Load @ Stem Above Soil =
Surcharge Over Toe =
=
Stem Weight(s) = 234.0 0.83
195.0
Earth @ Stem Transitions=
Total =
421.9 O.T.M.
= 492.2 Footing Weight = 300.0 1.00
300.0
56.3
Key Weight = 75.0 0.75
ResistinglOverturning Ratio
=
1.92 Vert. Component =
857.3 lbs R.M.=
947.0
Vertical Loads used for Soil Pressure
= 857.3 lbs Total =
or n for overturning
«eisncbu"°nudd
oiresraculato
fsltpsuleycl
resistance, but is
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.
Project Name/Number : sp8384 wall t
Title Vivapte Wall Type 2 Page: 3
Use menu item Settings> Printing &Title Block Dsgnr: JW Date: 20 MAY 2020
to set these five lines of information Description....
for your program. Well Type 2 - RH=2.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural talcs\background\sp8384 wal
RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
Tilt
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO @ Top of Wall (approximate only) 0.045 in
The above calculation is not valid if the heel soil bearing ressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
Project NamelNumver : spo. -o rva , . Page: 4
Use menu item Settings > Printing &Title Block Title Vivante Wall Type 2 Date: 20 MAY 2020
Dsgnr: JW
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for your program. Wall Type 2 - RH=2.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetalnPro(c)1987^2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
8° w( 94@ 24"
Solid Grout.
61�
94@8"
@ Heel
2
1
I
l
E.11"
T-0'
i
i
i
I
i
61. 16" I 1.0.,
6„ 1: 6„
TitleGy, Vivante Wall Type 2 Date: 20 MAY 2020
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hoarh\docs\structural
This Wall in File_
Criteria
= 275.0 psf/ft
Retained Height =
3.50 ft
Wall height above soil =
0.50 ft
Slope Behind Wall =
2.00
Height of Soil over Toe =
6.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & overturning
Surcharge Over Toe -
0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design®
Wall Stability Ratios_
= 275.0 psf/ft
Overturning
=
2 22 OK
1.73 OK
Sliding
= 0.00 pcf
Total Bearing Load =
1,635 lbs
...resultant ecc. =
7.20 in
.i-xhm ,knrrnmd\sD8384 wal
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing
- 2,000.0 psf
Equivalent Fluid Pressure Method 55.0 psf/ft
Active Heel Pressure -
Passive Pressure
= 275.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore_
6.00 in
for passive pressure
-
Lateral Load Applied to Stem
Lateral Load =
=
0.0 #/ft
0.00 ft
...Height to Top
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
Base Above/Below Soil
Code: CBC 2016,ACI 318-14,ACI 530-13
Adjacent Footing Load
Adjacent Footing Load
Bottom
Footing Width
= 0.00 ft
Eccentricity
= 0.00 in
Wall to Ftg CL Dist
= 0.00 It
Footing Type
Square Footing
Base Above/Below Soil
= 0.0 ft
at Back of Wall
24.00
Poisson's Ratio
= 0.300
Stem Construction
Bottom
Soil Pressure @ Heel =
Stem OK
Design Height Above HE
ft= 0.00
Wall Material Above "HF'
Masonry
Design Method
SO
Thickness
_8.
_ # 4
Rebar Size
24.00
Rebar Spacing
Sliding Calcs
Lateral Sliding Force =
PI ed at
_ Edge
-
Soil Pressure @ Toe =
1,211 psf O
0 psf O
Soil Pressure @ Heel =
fb/FB+fa/Fa
Allowable = 2,000 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
=
1,695 psf
0 psf
ACI Factored @ Heel
Footing Shear @ Toe =
5.3 psi O
Footing Shear @ Heel =
O
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
806.9 lbs
less 100% Passive Force = -
825.0 lbs
572.3 lbs
less 100% Friction Force = -
393.0
Added Force Req'd =
0.0 lbs O
....for 1.5 Stability =
0.0 lbs
Rebar ac
Design Data
K
K
OK
Solid Grouting
Ratio'n'
_
fb/FB+fa/Fa
_
-
a.4as
Total Force @ Section
76'0
Service Level
lbs=
336.9
Strength Level
lbs=
in =
=
Moment.... Actual
1.200
Masonry Block Type
Service Level
ft-#=
393.0
K Strength Level
_
ft-#
K
Moment..... Allowable
Concrete Data
808.1
Shear..... Actual
Earth, H
1.000
fe
Service Level
psi =
3 7
Strength Level
psi =
Shear.. -Allowable
psi =
44'6
K Anet (Masonry)
in2 = .
91.50
Rebar Depth 'd'
in =
5.25
Masonry Data
1,500
Fm
psi=
psi =
20,000
Fs
=
Yes
Vertical component of active lateral soil pressure IS
Solid Grouting
Ratio'n'
_
21.48
NOT considered in the calculation of soil bearing
Wall Weight
psf =
76'0
Short Term Factor
=
1.000
Load Factors 201
Building Code CBC 6,ACI
Equiv. Solid Thick.
in =
=
7.60
Medium Weight
1.200
Masonry Block Type
Dead Load 1.600
Masonry Design Method
=ASD
Live Load
1.600
Concrete Data
Earth, H
1.000
fe
psi =
P
Wind, W
1.000
Fy
psi=
Seismic, E
Title Vivante Wall Type 2
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for your program. Wall Type 2 - RH=3.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wall
RetainPro 0)1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall
Footing Data
Toe Width
= 0.50 ft
Heel Width
= 2.50
3.00
Total Footing Width
=
Footing Thickness
= 12.00 in
Key Width
= 6.00 in
Key Depth
= 12.00 in
Key Distance from Toe
= 0.50 ft
fc = 2,500 psi Fy = 60,000 psi
150.00 pcf
Footing Concrete Density
=
Min. As % 2 00
Cover @ Top
@ Bt 0.0018 in
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Results
Page: z
Date: 20 MAY 2020
Code: CBC 2016,ACI 318-14,ACI 530-13
Toe Heel
Factored Pressure = 1,695 0 psf
Mu,: Upward = 2,386 378 ft-#
Mu' : Downward = 615 1,429 ft-#
Mu: Design = 148 1,051 ft-#
Actual 1 -Way Shear = 5.29 4.82 psi
Allow 1 -Way Shear = 40.00 75.00 psi
Toe Reinforcing = None Spedd
Heel Reinforcing = #4 @ 8.00 in
Key Reinforcing = None Spedd
- 0.00 ft -lbs
Footing Torsion, Tu 0.00 ft -lbs
Footing Allow. Torsion, phi Tu =
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ n.2 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Key: p
Min footing T&S reinf Area
footing T&S reinf Area per foot
0.78 in2
0.26 ii -2 /it
Min
If one layer of horizontal bars:
If two layers of horizontal bars:
#q@ 9.26 in
#4@ 18.52 in
#5@ 26.70 in
#5@ 14.35 in
#6@ 20.37 in
#6@ 40.74 in
Force uisrance
lbs ft
806.9 1.50 1,456.8
Total = 806.9 O.T.M. = 1,210.3
ResistinglOverturning Ratio 2.22
Vertical Loads used for Soil Pressure = 1,635.3 Iles
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.
Force
Distance
moment
lbs
ft
Soil Over HL (ab. water tbl)
705.8
2.08
1,470.52
1,470.5
Soil Over HL (bel. water tbl)
OB
Watre Table
92.4
2.39
220.8
Sloped Soil Over Heel =
Surcharge Over Heel =
Adjacent Footing Load =
Axial Dead Load on Stem =
* Axial Live Load on Stem =
Soil Over Toe -
0 25
Surcharge Over Toe =
312.0
0.83
260.0
Stem Weight(s) _
Earth @ Stem Transitions _
g50.0
1.50
675.0
Footing Weight -
=
75.0
0.75
56.3
Key Weight
Vert. Component =
1,635.3
lbs RX:
2,682.5
Total=
*
ed for overturning
resisltance, but is iiincluded for
sOOtpresSlplrBYcalculation.
Title vivapte Wall Type 2
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This Wallin File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
RetatnPro (c) 1987.2919, Build 11.20.03.31 Cantilevered Retaining Wall
Horizontal Deflection at Top of Wall due to settlement of soil
(Deflection due to wall bending not considered)
S 'I S ring Reaction Modulus
250.0 pci
of p
Horizontal DO@Top of Wall (approximate only) 0.045 in
The above calculation is not valid if the heel soil bearinct 12ressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil.
page: s
Date: 20 MAY 2020
Code: CBC 2016,ACI 318-14,ACI 530-13
Project name rvu, • r
Page
Title Vivapte Wall Type 2 Date: 20 MAY 2020
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Dsgnr: JVV
to set these five lines of information Description....
for your program. Wall Type 2 - RH=3.5'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 we[
RetainPro (c)1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
8" wf 91@ 24"
Solid Grout
n4@8"
@ Heel
'
vrolecr
Use menu item Settings > Printing & Title Block
Title Vivante Wall
Dsgnr: JVV
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Description....
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Wall Type 3 - RH=4.5'
Wall in File: K:\Drawings\SP\SP8384 - Newport
Beach\Docs\Structural Calcs\Background\SPi
This
RotainPro(c)1967-2019, Build 11.20.03.31
Cantilevered Retaining Wall
License: KW -06056245
License To: WENDELL GAYER
ACI Factored @ Heel
Thickness
$OII Data
Criteria
Allow Soil Bearing = 1,500.0 psf
Retained Height = 4.50 ft
Equivalent Fluid Pressure Method
Wall height above soil = 0.50 it
Active Heel Pressure = 32.0 psf/ft
Slope Behind Wall = 2.00
=
Height of Soil over Toe = 6.00 in
Passive Pressure = 275.0 psf/ft
Water height over heel = 0.0 ft
Soil Density, Heel = 110.00 pcf
0.0 lbs O
Soil Density, Toe = 0.00 pcf
0.0 lbs O
Footing1lSoil Friction = 0.350
Total Force @ Section
Soil height to ignore _ 6.00 in
Building Code
for passive pressure -
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 -
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Su=
Wall Stability Ratios _ q 18 OK
Overturning 1.54 OK
Sliding =
Lateral Load Applied to Stem
Lateral Load =
=
0.0 #/ft
0.00 ft
...Height to Top
...Height to Bottom =
0.00 ft
Load Type =
Wind (W)
390 psf O
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
1,171 psf
546 psf
Total Bearing Load =
=
2,452 lbs
2.92 in
...resultant ecc.
0.00 in
Soil Pressure @ Toe =
836 psf O
Soil Pressure @ Heel =
390 psf O
Allowable =
11500 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
=
1,171 psf
546 psf
ACI Factored @ Heel
Thickness
Footing Shear @ Toe =
5.3 psi O
Footing Shear @ Heel
O
_
Allowable -
75.0 psi
Sliding Calcs
Lateral Sliding Force =
738.0 lbs
less 100% Passive Force = -
275.0 lbs
less 100% Friction Force = -
858.3 lbs
Added Force Req'd =
0.0 lbs O
....for 1.5 Stability =
0.0 lbs O
Page: 1
Date: 20 MAY 2020
WAL
Code: CBC 2016,ACI 318-14,ACI 530-13
Load
_
Footing Width
o.00ft
_
Eccentricity -
0.00 in
Wall to Fig CL Dist =
0.00 ft
Footing Type
Line Load
Base Above/Below Soil =
0.0 ft
at Back of Wall
Design Method
Poisson's Ratio =
0.300
Stem Construction
K
ft-#=
K
Bottom
fm
psi=
S[em OK
Design Height Above Ftg
ft=
0.00
Wall Material Above "Ht"
_
Masonry
Design Method
Solid Grouting _
SD
A SD
Thickness
_
_
# 004
Rebar Size
_
2q.00
Rebar Spacing
Wall Weight
psi =
Rebar Placed at
_
-
Edge
Design Data
=
0.667
fb/FB+fa/Fa
=
Equiv. Solid Thick.
Total Force @ Section
7.6
Building Code
Service Level
lbs =
324.0
Strength Level
lbs =
1.600
Moment.... Actual
=ASD
Service Level
886.0
Strength Level
ft-#=
Earth, H
K
Moment..... Allowable
-
808.1
Shear..... Actual
Wind,W
1.000
1.000
Service Level
psi =
3.5
Strength Level
psi =
Shear..... Allowable
psi=
44.9
K Anal (Masonry)
in2=
91.50
K Rebar Depth 'd'
in=
5.25
Masonry Data
ASD ASD
fm
psi=
1,500
Fs
psi=
20,000
active lateral soil pressure IS
Solid Grouting _
=
=
Yes
21.48
Vertical component of
in the calculation of soil bearing
Modular Ratio'n'
78.0
NOT considered
Wall Weight
psi =
Short Term Factor
=
1.000
Load Factors
CBC 2016,ACI
Equiv. Solid Thick.
in =
7.6
Building Code
1.200
Masonry Block Type
=
Medium Weight
Dead Load
1.600
Masonry Design Method
=ASD
Live Load
Earth, H
1.600
Concrete Data
psi P -
Wind,W
1.000
1.000
fc
Fy
psi=
Seismic, E
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.
Project Name/Number : SP&J64 VVALL I Page: 2
item Settings > Printing &Title Block
Title Vivarite Wall Date: 20 MAY 2020Dsgnr: JVV
U1se menu
to set these five lines of information
Description....
for your program.
Wall Type 3 - RH=4.5'
Wall in File: K:\Drawings\SP\SP8384 - Newport Beach\Docs\Structural Calcs\Background\SP8384 WAL
This
RetainPro (c)1987-2019, Build 11.20.03.31
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
: KW -06066245
e To:WENDELL GAYER
i
Footing Design Results
ting Data
- 0.75 ft
Toe Width - 325
Toe Heel
Factored Pressure = 1,171 546 psf
Heel Width - 4 00
Total Footing Width =
Mu' :Upward = 3,820 2,270 ft-#
= 1,199 3,332 ft-#
Footing Thickness = 12.00 in
Mu': Downward
Mu: Design = 218 1,062 ft-#
Key Width = 12.00 in
Actual 1 -Way Shear = 5.28 2.53 psi
40.00 75.00 psi
Key Depth = 0.00 in
Key Distance from Toe = 0.50 ft
Allow 1 -Way Shear =
Toe Reinforcing = None Spec'd
p 60,000 psi
fc = 2,500 psi Fy =
Heel Reinforcing = # 4 @ 8.00 in
Key Reinforcing = # 5 @ 14.60 in
Footing Concrete Density = 150.00 pcf
Footing Torsion, Tu = 0.00 ft -lbs
Min. As % = 0.0018
2.00 @ Btm = 3.00 in
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
Cover @ Top
if torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn = phi'5'lambda'sgrt(fc)'Sm
in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46
Heel: #4@ 925 in, #5@ 14.35 in, #6@ 20.37
Key: No key defined
Min footing T&S reinf Area 1.04 int -
0.26 in2 /it
Min footing T&S reinf Area per foot
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 9.26 in #4@ 18.52 in
#5@ 14.35 in #5@ 28.70 in
#6@ 20.37 in #6@ 40.74 in
Summary of Overturning & Resisting
Forces & Moments
,,,,,RESISTING.....
.....OVERTURNING..... Force Distance Moment
Moment ft
Force Distance
lbs
Item lbs ft
Soil Over HL (ab. water tbl) 1,278.8 2:71
HL Act Pres (ab water tbl) 738.0 1.83
1,670.8 3,463.3
Soil Over HL (bel. water tbl)
HL Act Pres (be water tbl)
Watre Table
576.1
Hydrostatic Force
Sloped Soil Over Heel = 183.5 3.14
Buoyant Force =
Surcharge Over Heel =
Surcharge over Heel =
Adjacent Footing Load =
Surcharge Over Toe =
Axial Dead Load on Stem =
Adjacent Footing Load =
Axial Live Load on Stem =
Added Lateral Load =
Soil Over Toe = 0.38
Load @ Stem Above Soil =
Surcharge Over Toe =
1.08 422.5
=
Stem Weight(s) = 390.0
Earth @ Stem Transitions=
600.0 2.00 1,200.0
Total = 738.0 O.T.M.
= 1,353.1 Footing Weight =
1.00
Key Weight =
ResistinglOverturning Ratio =
4.18 Vert. Component = 5,661.8
lbs Total = 2,452.3 lbs R.MP
Vertical Loads used for Soil Pressure = 2,452.3
*
calculation. ed for overturning
NOTt
soil
resistance, buis included for pressure
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.
Project rvanro ,.0 �_•
�.,Title Vivante Wall
Use menu item Settings > Printing &Title Block Dsgnr: JVV
to at these five lines of information Description....
for your program. Wall Type 3 - RH=4.5'
This Wall in File: K:\Drawings\SP\SP8384 - Newport Beach\Docs\Structural calcs\Backgroun=
RetainPro(c 1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall
License: KW -06056245
License To : WENDELL GAYER
Tilt
Horizontal Deflection at TOP of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus
250.0 pci
Horizontal Daft @Top of Wall (approximate only)
0.029 in
The above calculation is not valid if the heel soil bearing ressure exceeds that of the toe
because the wall would it tend to rotate into the retained soil.
Page: 3
Date: 20 MAY 2020
WAL
Code: CBC 2016,ACI 318-14,ACI 530-13
vr01ec[ nau,a .., .--•
Title vivante Wall
Use menu item settings > Printing &Title Block Dsgnr: JW
to set these five lines of information Description....
for your program. Wall Type 3 - RH=4.5'
This Wall in File: K:\Drawings\SP\SP8384 - Newport Beach\Docs\Structural Calcs\Background\SPS
RetalnPro(c)1987.2019, Build 11.20.03.31 Cantilevered Retaining Wall
6" w! k4@ 24"
SolidGrout
6"T�
#4@6"
@ Heel
Page: 4
Date: 20 MAY 2020
WAL
Code: CBC 2016,ACI 318-14,ACI 530-13
TAIT
RISING TO THE CHALLENGE
Vivante
Retaining Wall Calculations
Project Site:
850 San Clemente Drive
Newport Beach, CA 92660
Developer
Nexus Development
1 MacArthur Place, Suite 300
Santa Ana, CA 92707
Prepared by
Tait & Associates, Inc.
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
BUILDING DIVISION
Engineer: Jacob Vandervis, P.E. JUiV 1 c 2020
Registration No. 46301
June 10th, 2020 BY. M•K
TAI
RISING TO THE CHALLENGE
Tait & Associates
701 North Parkcenter Drive
Santa Ana, CA 92705
(714)560-8200
RETAINING WALL NOTES
GENERAL
1. ALL CONSTRUCTION AND WORKMANSHIP SHALL CONFORM TO THE 2019 CBC.
2. CONTRACTOR MUST CHECK ALL DIMENSIONS, AND SITE CONDITIONS BEFORE STARTING WORK.
ARCHITECT/ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF ANY DISCREPANCIES OR POSSIBLE
DEFICIENCIES.
FOUNDATIONS
1. FOOTING ARE TO BE CARRIED A MINIMUM OF 15" INTO FIRM UNDISTURBED NATURAL SOIL OR
APPROVED COMPACTED FILL PER GEOTECHNICAL REPORT.
2. FOOTINGS MAY BE DESIGNED USING AN ALLOWABLE BEARING CAPACITY OF 1,500 PSF BASED ON
A MINIMUM WIDTH OF 15 INCHES AND EMBEDMENT DEPTH OF 15 INCHES BELOW THE LOWEST
ADJACENT GRADE. THE FOLLOWING FOOTING WIDTHS AND EMBEDMENTS ARE RECOMMENDED
FOR THE CORRESPONDING ALLOWABLE BEARING PRESSURE.
STATIC BEARING
PRESSURE
a
i MINIMUM FOOTING
WIDTH
iRchea
MINIMUM FOOTING'
EMBEDMENT
inches
4,000
12
24'
3.300
48
24
3.000
24
24
2.000
18
18
1,500
15
15
Kalers to minimum depth babe beast adjacent grade at Na done OE foundation comma 110n.
3. RELATIVELY NON•EXPANSWE FILL SHOULD BE USED IN BACKFILLING, BEHIND WALLS. DESIGN
ALLOWS FOR ONSITE SOILS TO BE USED FOR BACK FILL. ALL RETAINING WALLS SHALL BE
ADEQUATELY SHORED DURING THE BACKFILL OPERATION.
CONCRETE
I. ALL CONCRETE SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3,700 PSI AT 28 DAYS,
2. AGGREGATES SHALL BE NATURAL SAND AND ROCK CONFORMING TO ASTM C33.
3. CEMENT SHALL BE PORTLAND CEMENT CONFORMING TO ASTM C•150, TYPE V.
4. THE FOLLOWING MINIMUM CLEAR DISTANCES BETWEEN REINFORCING STEEL AND FACE OF
CONCRETE SHALL BE MAINTAINED UNLESS NOTED OTHERWISE:
SLAB ON GRADE CENTER OF SLAB
CONCRETE BELOW GRADE, FORMED 2"
CONCRETE. BELOW GRADE, UNFORMED (POURED AGAINST EARTH) 3"
CONCRETE EXPOSED TO WEATHER 1 1/2"
5. PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS.
REINFORCING STEEL
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 40 FOR SIZES #3 AND #4 AND GRADE
60 FOR SIZES #5 AND LARGER.
2. WELDED FABRIC (MESH) SHALL CONFORM TO THE LATEST REVISED ASTM A185. SMOOTH WIRE
FABRIC SHALL CONFORM TO ASTM A85, YIELD STRENGTH 60 KSI.
3. ALL BARS IN MASONRY SHALL BE LAPPED A MINIMUM OF 40 BAR DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS. NOTED OTHERWISE.
4. ALL BARS IN CONCRETE SHALL BE LAPPED A MINIMUM OF 36 BARS DIAMETERS (24" MIN.) AT ALL
SPLICES UNLESS NOTED OTHERWISE.
5. SPLICES OF HORIZONTAL REBAR IN WALLS AND FOOTINGS SHALL BE STAGGERED 48" MINIMUM.
6. ALL BENDING OF REINFORCING STEEL SHALL CONFORM TO THE LATEST EDITION OF THE CBC.
Project Name/Number : sp8384 wall t
Use menu Item Settings > Printing &.Title Block Title Vlva )te Wall Page: 1
to set these five lines of Information Dsgnr: AG Date: 26 MAY 2020
for your program. Description....
RH = 6' w/Vehicle Loading
This Wall in
Retained Height =
6.00 ft
Wall height above soll =
0.50 ft
Slope Behind Wall
0.00
Height of Soil over Toe
6.00 in
Water height over heel
0.0 It
Surcharge Loads
Surcharge Over Heel - 250.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 pat
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 in
Design Summary
beachldocslstructurai
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 3,500.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure = 55.0 psf/ft
Passive Pressure
= 275.0 psf/ft
Soil Density, Heel
= 110.00 pcf
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to ignore
16.321n
for passive pressure
6.00 In
Lateral Load Applied to Stem
Lateral Load
0.0 #/ft
...Height to Top.
= 0.00 ft
...Height to Bottom
= 0.00 It
Load Type
Wind (W)
16.321n
(Service Level)
Wall Stability Ratios
0.00 ft
Overturning =
1.66 OK
Sliding =
1.58 OK
Total Beadng Load
4,994 lbs
...resultant ecc.
16.321n
Soil Pressure @ Toe
3,414 psf OK
Soil Pressure (g Heel
0 psf OK
Allowable =
3,500 psf
Soil Pressure Less Than
Allowable
ACI Factored Q Toe =
4,779 psf
ACI Factored Q Heel =
0 psf
Footing Shear® Toe
11.5 psi OK
Fooling Shear @ Heel -
16.0 psi OK
Allowable
75.0 psi
Sliding Calcs
Lateral Sliding Force =
2,484.4 lbs
less 100% Passive Force = •
2,165.6 Itis
less 100% Friction Force - •
1,747.7 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 Itis OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
0.00 ft
Building Code
CBC 2016,ACI
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.000
Seismic, E
1.000
Wind on Exposed Stem = 0.0 psf
(Strength Level)
Code: CBC 2016,ACI 318.14,ACI 530-13
Footing Width
0.00 ft
Eccentricity
0.00 in
Wall to Fig CL Dist =
0.00 it
Footing Type
Line Load
Base Above/Below Soil
ft=
_
at Back of Wall -
0,0 It
Poisson's Ratio
0.300
Stem Construction
1,500.
2nd
Bottom
int=
91.50 139.50
Stem OK
Stem OK
Desi n Height Above Ft
9 g E
ft=
3.33
0.0000
Wall Material Above "Ht"
=
Masonry
Masonry
Design Method
=
ASD
ASD
Thickness
=
8.00
12.00
Rebar Size
=
# 5
# 5
Rebar Spacing
24.00
8.00
Rebar Placed at
Edge
Edge
Design Data
fb/FB+fa/Fa
=
0.314
0.685
Total Force @ Section
Service Level
lbs=
529.8
1,740.0
Strength Level
lbs =
Moment.... Actual
Service Level
ft-#=
620.0
4,230.0
Strength Level
ft.#=
Moment..... Allowable ft-#= 1,970.0 6,167.2
Shear..... Actual
Service Level
Strength Level
Shear..... Allowable
Anet (Masonry)
Rebar Depth 'd'
Masonry Data
I'm
Fs
Solid Grouting
Modular Ratio'n'
Wall Weight
Short Tenn Factor
Equiv. Solid Thick.
Masonry Block Type
Masonry Design Method
Concrete Data
fc
Fy .
psi - 5.8 12.5
psi =
1,500.
PSI =
44.4 45.3
int=
91.50 139.50
In=
5.25 9.00
psi=
1,500.
1,500
psi=
32,000
20,000
.Yes
Yes
=
21.48
21.48
psf =
78.0
124.0
=
1.000
1.000
In=
7.60
11.60
- Medium Weight
= ASD
psi -
psi =
Project Name/Number: sp8384 wall t
Use menu Item Settings> Printing & Title Block Title Vivapte Wall Page: 2
to set these five lines of Information Dsgnr: AG Date: 26 MAY 2020
for your program. Description....
RH = 6' w/Vehicle Loading
This Wall In File: k:\drawings\sp\sp8384 - newport beacMdocs\structural calcs\background\sp8384 wal
Rets nPro (c)1987.2019, Build 11.20.03.31
License: KW -09059246 Cantilevered Retaining Wall Code: CBC 2015,ACI 318-14,ACI 530-13
11.. T..I�I=�In=II R•V=e
roewiom
= u.ou it
Toe Heel
Heel Width
= 4.17
Factored Pressure = 4,779 0 psi
Total Footing Width
= 4.67
Mu': Upward = 6,761 789 ft-#
Footing Thickness
= 18.00 in
Mu': Downward = 1,008 8,504 ft-#
Key Width
= 12.00 in
Mu: Design = 479 7,716 114
Key Depth
= 24.00 in
Actual 1 -Way Shear = 11.53 15.99 psi
Key Distance from Toe
0.00 ft
Allow 1 -Way Shear 75.00 75.00 psi
Toe Reinforcing = # 5 @ 8.00 in
fc = 2,500 psi Fy = 60,000 psi
Heel Reinforcing = # 5 @ 8.00 In
Footing Concrete Density
= 150.00 pcf
Key Reinforcing - None Spec'd
Min. As %
= 0.0018
Footing Torsion, Tu = 0.00 ft -lbs
Cover @ Top 2.00
Q Btm: 3.00 in
Footing Allow. Torsion, phi Tu 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: #4Q 6.17 in, #5@ 9.56 In, #6@ 13.58 in, #7@ 18.51 In, #8@ 24.38 In, #9@ 30.
Heel: #4@ 6.17 In, #5@ 9.56 In, #6@ 13.58 In, #7@ 18.51 in, #8@ 24.38 in, #9@ 30.
Key: phiMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area 1.82 int
Min footing T&S reinf Area per foot 0.39 tn2 Ift
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 6.17 in #4® 12.351n
#S@ 9.57 in 05@ 19.141n
#6@ 13.58 In #6@ 27.16 in
Summary of Overturning & Resisting
Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance
Moment Force Distance
Moment
Item
lbs It
ft-# lbs ft
ft-#
HL Act Pres (ab water tbl)
1,546.9 2.50
3,867.2 Soil Over HL (ab. water tbl) 2,092.2 3.09
6,464.4
HL Act Pres (be water tbl)
Soil Over HL (bet. water tbl) 3.09
6,454.4
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped. Soil Over Heel =
Surcharge over Heel =
937.5 3.75
3,515.6 Surcharge Over Heel = 792.5 3.09
2,444.9
Surcharge Over Toe =
Adjacent Footing Load -
Adjacent Footing Load
Axial Dead Load on Stem -
Added Lateral Load =
' Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe = 0.25
=
Surcharge Over Toe =
Stem Weight(s) = 660.2 0.94
619.0
Earth @ Stem Transitions= 97.9 1.33
130.5
Total
2,484.4 O.T.M. 7,382.8 Footing Weight 1,050.8 2.34
2,453.5
Key Weight = 300.0 0.50
150.0
Resisting/Overturning Ratio =
1.66 Vert. Component
Vertical Loads used for Sall Pressure = 4,993.5 lbs
Total = 4,993.5 lbs R.M.=
12,252.3
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 NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project Name/Number: sp8384 wall t
Use menu Item Settings > Printing 8 Title Block Title Vivapte Wall Page: 3
to set these five lines of information Dsgnr: AG Date: 26 MAY 2020
for your program. Description....
RH = 6' wNehicle Loading
This Wall in File: k:\drawingMsp\sp8384 - newport beach\docs\structural talcs\background\sp8384 we[
Licenser.: rW.06066z4's' a°Im, .zo.aa.a, Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
1 lrsna<Tn • WFNr1F1 r r_Avco
Horizontal Deflection at Too of Wal( 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) 0.132 In
The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe
because the wall would then tend to rotate Into the retained soil
Project Name/Number; sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vivapte Wall Page: 4
to set these five lines of Information Dsgnr. AG Date: 26 MAY 2020
for your program. Description....
RH - 6' w/Vehicle Loading
This Wall In File: k:ldrawingslsp1sp8384 - newport beachWoeMstructural calcslbackground\sp8384 wal
Rota n ro e 1987-2019, Build 11.20.03.31
License: KW -06066246 Cantilevered Retaining Wall Code: CBG 2016,ACI 318-14,ACi 530-13
8" WI#5@ 24"
Solid Grant
12" w1 #5@ 6"
Solid Grout
6"1-
#5@8.in
@Toe
�5@8"
@ Heel
F-15"
Project Name/Number : sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vlvaift Wall Page: 1
to set these five lines of Information Dsgnr. AG Date: 8 JUN 2020
for your program. Description....
RH = 8.33'
This Wall In File:
Retained Height =
8.33 it
Wall height above soil =
0.33 ft
Slope Behind Wall =
0.00
Height of Soil over Toe =
12.00 in
Water height over heel =
0.0 ft
Surcharge Loads
Surcharge Over Heel 330.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0 psf
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load = 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 In
Design Summary
Wall Stability Ratios
Overturning
Sliding
Total Bearing Load
...resultant ecc.
1.86 OK
1.52 OK
= 10,471 lbs
= 21.86 In
beachldocs\structural
Cantilevered Retaining Wall
Soil Data
Allow Soil Bearing = 4,655.0 psi
Equivalent Fluid Pressure Method
Active Heel Pressure = 55.0 psf/ft
Passive Pressure
= 275.0 psl/ft
Soil Density, Heel
= '110.00 pd
Soil Density, Toe
= 0.00 pcf
FootingIlSoil Friction
= 0.350
Soil height to Ignore
0.00 ft
for passive pressure
6.00 In
wal
Code: CBC 2016,ACI 318-14,ACI 530-13
Lateral Load Applied to Stem
Adjacent Footing Load
Soll Pressure @ Heel =
0 psi OK
Lateral Load = 0.0 #/ft
Adjacent Footing LOW =
0.0 lbs
...Height to Top 0.00 It
Footing Width =
0.00 ft
...Height to Bottom 0.00 ft
Eccentricity =
0.00 In
Load Type - Seismic (E)
Wall to Fig CL Dist =
0.00 ft
(Service Level)
Footing Type
Line Load
Base Above/Below Soil =
0 0 R
Wind on Exposed Stem = 0.0 psf
at Back of Wall
less 100% Friction Force = -
(Strength Level)
Wind acts left-to-right toward retention side.
Poisson's Ratio
0.300
Stem Construction
2nd
Bottom
12,655.3
Shear..... Actual
Stem OK
Stem OK
Design Height Above Ft£ ft= 4.00
0.00
8.8
Wall Material Above "Hr = Masonry
Masonry
psi=
Design Method = ASD
ASD
Shear..... Allowable
Thickness = 12.00
16.00
45.8
Rebar Size = # 6
# 6
139.50
Rebar Spacing 24.00
8.00
In=
Rebar Placed at = Edge
Edge
Masonry Data
Soil Pressure @ Toe =
4,493 psi OK
Soll Pressure @ Heel =
0 psi OK
Allowable =
4,655 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
6,291 psf
ACI Factored Q Heel =
0 psf
Footing Shear @ Toe
0.0 psi OK
Footing Shear @ Heel -
12.6 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
4,641.1 lbs
less 100% Passive Force = -
3,403.1 lbs
less 100% Friction Force = -
3,664.7 lbs
Added Force Req'd = 0.0 lbs OK
....for 1.5 Stability = 0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered In the calculation of soil beadng
fb/FB+fa/Fa
=
0.760
0.871
Total Force @ Section
CBC 2016,ACI
Equiv. Solid Thick.
In = 11.60 15.60
Service Level
lbs=
1,231.3
3,284.5
Strength Level
lbs=
Masonry Design Method
= ASD
MomenL...Actual
1.600
Concrete Data
Service Level
ft-#=
2,294.7
11,032.9
Strength Level
ft-#=
1.000
Fy
Moment ..... Ailowable
ft-#=
3,019.2
12,655.3
Shear..... Actual
Service Level
psi -
8.8
17.5
Strength Level
psi=
Shear..... Allowable
psi=
44.8
45.8
Anet(Masonry)
Int=
139.50
187.50
Rebar Depth 'd'
In=
9.00
13.00
Masonry Data
I'm
psi =
1,500
1,500
Fs
psi=
20,000
20,000
Solid Grouting
=
Yes
Yes
Modular Ratlo'n'
=
21.48
21.48
Wall Weight
psi =
124.0
164.0
Load Factors
Short Term Factor
= 1.000 1.000
Building Code
CBC 2016,ACI
Equiv. Solid Thick.
In = 11.60 15.60
Dead Load
1.200
Masonry Block Type
= Medium Weight
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
rc
psi=
Seismic,E
1.000
Fy
psi=
Project Name/Number : sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vivapte Wall Page: 2
to set these five lines of Information Dsgnr: AG Date: 8 JUN 2020
for your program. Description....
RH = 8.33'
This Wall In File: k:\drawings\sp\sp8384 - newport beach\docs\stmcturai eases\background\sp8384 we]
Rete n ro c 1987.2018, Build 11.20.03.31
License: KW -06058246 Cantilevered Retaining Wali Code: CBC 2016,AC1318-14,ACI 530-13
License To: WENDFLL GAVFR
Toe Width =
0.00 ft
Heel Width =
6.75
Total Footing Width =
6.75
Footing Thickness =
24.00 in
Key Width =
12.00 in
Key Depth =
24.00 in
Key Distance from Toe
0.00 it
fc - 2,500psl Fy =
60,000 psi
Footing Concrete Density
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00 @ Btm = 3.00 in
Toe Heel
Factored Pressure = 6,291 0 psi
Mu': Upward 0 8,286 it-#
Mu': Downward 0 32,753 ft-#
Mu: Design 0 24,467 ft-#
Actual 1 -Way Shear = 0.00 12.78 psi
Allow 1 -Way Shear = 0.00 75.00 psi
Toe Reinforcing = # 6 @ 8.00 In
Heel Reinforcing = # 6 @ 8.00 in
Key Reinforcing = None SpeVd
Footing Torsion, Tu = 0.00 ft -lbs
Footing Allow. Torsion, phi Tu. 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn= phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 4.621n, #5@ 7.17 in, #6@ 10.18 in, #7@ 13.88 in, #8@ 18.28 in, #9@ 23.
Key: phlMn = phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
3.50 in2
Min footing T&S reinf Area per foot
0.52 in2 At
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 4.63 in
#4@ 9.26 in
#5@ 7.18 in
#5@ 14.35 in
#8@ 10.19 In
#6@ 20.37 in
Summary of Overturninq & Resistina Forces & Moments
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force
Surcharge over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Force
Distance
Moment
lbs
it
ft-#
2,936.2
3.44
10,113.2
1,704.9
5.17
8,808.6
Total 4,641.1 O.T.M. = 18,921.8
Reslsting/Overturning Ratio 1.86
Vertical Loads used for Soil Pressure = 10,470.7 lbs
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Soil Over HL (ab. water tbl)
Soil Over HL (bet. water tbl)
Watre Table
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 Welght(s)
Earth @ Stem Transitions=
Footing Weight =
Key Weight =
Vert. Component =
Force Distance Moment
lbs it ft-#
4,965.1 4.04
4.04
1,787.5 4.04
20,067.2
20,067.2
7,224.5
1,234.2
0.59
726.4
158.9
1.17
185.4
2,025.0
3.38
6,834.4
300.0
0.50
150.0
Total - 10,470.7 lbs R.M = 35,187.8
Axial live load NOT Included in total displayed, or used for overtuming
resistance, but is Included for soil pressure calculation.
Project Name/Number : sp8384 wall t
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for your program. Description....
RH = 8.33'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docMstructural talcs\background\sp8384 wal
Rata nPro c) 1987-2019, Build 11.20.03.31
Licensed KW -06038246 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Deb Q Top of Wall (approximate only) 0.180 In
The above calculation is not valid if the heel soil bearinc pressure exceeds that of the toe,
because the wall would then tend to rotate into the retained soil.
Project Name/Number : sp8384 wall t
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for your program. Description....
RH - 8.33'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docs%tmctuml talcs\background\sp8384 wal
RetalnProLicense: KW -06056245' Buil 180.03.31 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
License To: WENDELL GAYER
12"w/#6@2C
Solid Grout
16" WI #6@ 8"
Solid Grout
#6@8-
@ Heel
M
2„
Z-0"
M"
MW
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 In
Design Summary
Wall Stability Ratios
Lateral Load Applied to Stem
Lateral Load
Project Name/Number : sp8384 wall t
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Load Type
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Date: 2 JUN 2020
for your program.
0 psf OK
Description....
2,000 psi
Soil Pressure Less Than
Allowable
Wall Type 2 - RH=2.6'
2,421 psf
This Wall in File: k:1drewingstsp\sp8384 - newport beachWocs\structural caleMbackgroundtsp8384 we]
0 psf
RetalnPro (c)19 -2019, Build . 0.03.31
Licensed KW -09058246
Cantilevered Retaining Wall
Code: CBC 2016,ACI 318.14,ACI 530-13
License To: WENDELL GAYER
Allowable
75.0 psi
fb/FB + fa/Fa
Criteria
Retained Height = 2.50 ft
Soil Data
Allow Soil Bearing
2,000.0
Wall height above soil = 0.50 ft
Equivalent Fluid Pressure
psf
Method
Strength Level
lbs =
Slope Behind Wall = 2.00
Active Heel Pressure
55.0 psf/ft
Servide Level
Height of Soil over Toe = 6.00 In
143.2
=
ft-#=
Water height over heel = 0.0 ft
Passive Pressure
= 275.0 psf/ft
Shear..... Actual
Soil Density, Heel
= 110.00 pef
1.9
Strength Level
psi=
Soil Density, Toe
0.00 pef
psi=
44.3
Anet(Masonry)
FoolingIlSoil Friction
= 0.350
Rebar Depth 'd'
In=
6.63
Soil height to ignore
fm
psi=
for passive pressure
= 6.00 in
psi=
20,000
Surcharge Loads
Surcharge Over Heel = 0.0 psf
Used To Resist Sliding & Overturning
Surcharge Over Toe 0.0
Used for Sliding & Overturning
Axial Load Applied to Stem
Axial Dead Load 0.0 lbs
Axial Live Load = 0.0 lbs
Axial Load Eccentricity = 0.0 In
Design Summary
Wall Stability Ratios
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 (W)
1,729 psf OK
(Service Level)
Overturning =
1.73 OK
Sliding =
2.48 OK
Total Bearing Load =
1,025 lbs
...resultant sec. =
7.26 in
Soil Pressure @ Toe =
1,729 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
2,000 psi
Soil Pressure Less Than
Allowable
ACI Factored @ Toe =
2,421 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
4.1 psi OK
Allowable
75.0 psi
Sliding Calcs
Lateral Sliding Force =
477.4 lbs
less 100% Passive Force = -
825.0 lbs
less 100% Fdction Force = -
358.6 lbs
Added Force Req'd =
0.0 lbs OK
....for 1.5 Stability =
0.0 lbs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Wind on Exposed Stem = 0.0 psi
(Strength Level)
Footing Width
= 0.00 ft
Eccentricity
0.00 In
Wall to Fig CL Dist
0.00 It
Footing Type
Square Footing
Base Above/Below Soil
1.200
at Back of Wall
_ 0.0 ft
-
Poisson's Ratio
= 0.300
Stem Construction
Bottom
Design Height Above Ft£ ft=
B em OK
0.00
Wall Material Above "Ht"
Equiv. Solid Thick.
Masonry
Design Method
1.200
ASD
Thickness
=
8.00
Rebar Size
=
# 4
Rebar Spacing
=
24.00
Rebar Placed at
=
6.631
Design Data
Seismic, E
1.000
fb/FB + fa/Fa
psi=
0.139
Total Force @ Section
Service Level
lbs=
171.9
Strength Level
lbs =
Moment.... Actual
Servide Level
ft-#=
143.2
Strength Level
ft-#=
Moment..... Allowable
=
1,028.8
Shear..... Actual
Service Level
psi =
1.9
Strength Level
psi=
Shear..... Allowable
psi=
44.3
Anet(Masonry)
In2-
91.50
Rebar Depth 'd'
In=
6.63
Masonry Data
fm
psi=
1,500
Fs
psi=
20,000
Solid Grouting
=
Yes
Modular Ratio'n'
=
21.48
Wall Weight
psf =
780
Load Factors
Short Term Factor
= 1.000
Building Code
CBC 2016,ACI
Equiv. Solid Thick.
In = 7.60
Dead Load
1.200
Masonry Block Type
- Medium Weight
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind,W
1.000
fc -
psi=
Seismic, E
1.000
Fy
psi=
Project Name/Number : sp8384 wall t
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to set these five lines of Information Dsgnr: JVV Date: 2 JUN 2020
for your program. Description....
Wall Type 2 • RH=2.5'
This Wall In File: k:\drawings\sp\sp8384 - newport beachldocs\structural caics\background\sp8384 wal
Rete nPro (c) 1967-2019, Build 11.20.03.31
Licenae: KW -060562/5„ Cantilevered Retaining Wall Code: CBC 2016,ACI 318.14,ACI 530-13
Footing Data
0.52 Int
Toe Width =
0.00 it
Heel Width =
2.00
Total Footing Width =
2100
Footing Thickness =
12.00 in
Key Width
= 6.00 In
Key Depth
= 12.00 in
Key Distance from Toe =
0.00 it
fc - 2,500 psi Fy
= 60,000 psi
Footing Concrete Density =
150.00 pcf
Min. As % =
0.0018
Cover @ Top 2.00
@ Btm = 3.00 in
Item
HL Act Pres (ab water tbl)
HL Act Pres (be water tbl)
Hydrostatic Force
Buoyant Force =
Surcharge over Heel.
Surcharge Over Toe =
Adjacent Footing Load =
Added Lateral Load =
Load @ Stem Above Soil =
Force Diets
lbs it
477.4 1.17
Toe Heel
Factored Pressure = 2,421 0 psi
Mu': Upward = 0 47 it-#
Mu': Downward = 0 629 ft-#
Mu: Design = 0 581 ft-#
Actual 1 -Way Shear 0.00 4.07 psi
Allow 1 -Way Shear 40.00 75.00 psi
Toe Reinforcing = None Spedd
Heel Reinforcing = # 4 @ 8.00 In
Key Reinforcing = None Spedd
Footing Torsion, Tu = 0.00 ft -lbs
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
If torsion exceeds allowable, provide
supplemental design for fooling torsion.
Other Acceptable Sizes & Spacings
Toe: phiMn= phi'5'lambda'sgrt(fc)'Sm
Heel: #4@ 9.25 in, #5@ 14.35 In, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 In, #9@ 46
Key: phiMn - phi'5'lambda'sgrt(fc)'Sm
Min footing T&S reinf Area
0.52 Int
Min footing T&S reinf Area per foot
0.26 Int dt
If one layer of horizontal bars:
If two layers of horizontal bars:
#4@ 9.261n
#4@ 18.52 in
#5@ 14.35 in
#5@ 28.701n
#8@ 20.37 in
#6@ 40.74 In
ft-#
Total = 477.4 O.T.M. _
Resisting/Overturning Ratio = 1.73
Vertical Loads used for Soil Pressure = 1,024.6 lbs
Force Distance Moment
lbs K it-#
663.1 Soil Over HL (ab. water tbl)
366.7
1.33
488.9
Soil Over HL (bel.watertbl)
1.33
488.9
Watre Table
Sloped. Soil Over Heel =
48.9
1.56
76.0
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) =
234.0
0.33
78.0
Earth @ Stem Transitions=
557.0 Footing Weight =
300.0
1.00
300.0
Key Weight =
75.0
0.25
18.8
Vert. Component
Total=
1,024.6 lbs
R.M=
961.7
"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 NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project NamelNumber : sp8384 wall t
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for your program. Description....
Wali Type 2 - RH=2.6'
This Wall in File: k:\drawings\sp\sp8384 - newport beach\docsWructural talcs\background\sp8384 wal
Reta n roe 7.20 0, Build 11.20.03.31
License: KW -06066246 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO (r0 Top of Wall (approximate only) 0.072 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.
Use menu Item Settings > Printing & Title Block
to set these five lines of Information
for your program.
This Wall in File: k:\drawinos\sD19D8384 - newoort bt
Project Name/Number: sp8384 wall t
Title Vivayte Wall Type 2
Dsgnr. JVV
Description....
Wall Type 2 • RH=2.5'
h\docs\structural talcs\background\sp8384 wal
Page: 4
Date: 2 JUN 2020
License: KW -06056246 Cantilevered Retaining Wall Cade: CBC 2016,ACI 318-14,ACI 530-13
1 Iennea Tn • w9mrim 1 r Avcc,
8" w/ #4@ 24"
Solid Grout
#4@8,.
@ Heel
2
Project Name/Number: sp8384 wall t
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for your program. Description....
Wall Type 2 - RH=3.6'
This Wall In File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
Page: 1
2 JUN 2020
RetainPro(a) 1987.2019, u 1 .20.03.31
License: KW -06066245
Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC1530-13
License To: WENDELL GAYER
Fs
Criteria
=
20,000
Soil Data j�
Allow Soil Bearing 'I
Solid Grouting
Retained Height
3.50 it
= 2,000.0 psf -
Modular Ration'
Wall height above soil =
0.50 R
Equivalent Fluid Pressure Method
Wall Weight
psf =
Active Heel Pressure 55.0 psf/ft
Load Factors
Slope Behind Wall
2.00
=
1.000
Height of Soil over Toe =
6.00 in
=
In=
Water height over heel =
0.0 It
Passive Pressure = .275.0 psf/ft
Masonry Block Type
= Medium Weight
Live Load
Soil Density, Heel = 110.00 pcf
Masonry Design Method
= ASD
Earth, H
Soil Density, Toe 0.00 pcf
Concrete Data
FootingIlSoll Friction = 0.350
Wind, W
1.000
Soil height to Ignore
psi=
Seismic, E
for passive pressure = 6.00 In
Fv
Surcharge Loads
i
Lateral Load Applied to Stem Adjacent Footing Load
Surcharge Over Heel =
0.0 pat
Lateral Load = 0.0 f#ft Adjacent Footing Load =
0.0 IDS
Used To Resist Sliding & Overturning
...Height to Top 0.00 It Footing Width =
0.00 It
Surcharge Over Toe
0.0
...Height to Bottom = 0.00 ft Eccentricity =
0.00 in
Used for Sliding & Overturning
Wail to Ft CL Dist
Load Type = Wind (W) 9
0.00 ft
Arial Load Applied to Stem
(Service Level) Footing Type Square Footing
Base Above/Below Soil
Axial Dead Load =
0.0 IDS
=
Wind on Exposed Stem = 0.0 psi at Back of Wall
0.0 ft
Axial Live Load =
Axial Load Eccentricity =
0.0 IDS
0.0 in
(Strength Level) Poisson's Ratio =
0.300
Design Summary
'
Stem Construction Bottom
Stem OK
Design Height Above FtF ft= 0.00
Wall Stability Ratios
Wall Material Above "Ht" Masonry
Overturning =
2.10 OK
Design Method ASD
Sliding =
1.68 OK
Thickness = 8.00
Rebar Size = # 4
Total Bearing Load =
1,885 IDS
Rebar Spacing 24.00
...resultant ecc. =
8.75 in
Rebar Placed at 6.631
Soil Pressure @ Toe =
1,631 psi OK
Design Data
fb/FB +fa/Fa 0.382
Soli Pressure @ Heel =
0 psf OK
Allowable =
2,000 pat
Total Force @ Section
Soil Pressure Less Than Allowable
Service Level IDS = 336.9
ACI Factored C Toe =
2,283 psf
Strength Level IDS =
ACI Factored C Heel =
0 psf
MomenL-Actual
Footing Shear @ Tee =
0.0 psi OK
Service Level ft-#= 393.0
Footing Shear @ Heel -
3.0 psi OK
Strength Level ft-#
Allowable =
75.0 psi
Moment..... Allowable = 1,028.8
Sliding Caics
Shear..... Actual
Lateral Sliding Force =
883.1 lbs
Service Level psi = 3.7
less 100% Passive Force = -
825.0 IDS
Strength Level psi =
less 100% Friction Force = -
659.8 IDS
Shear..... Allowable psi = 44.6
Added Force Req'd =
0.0 IDS OK
Anet (Masonry) Int= 91.50
....for 1.5 Stability =
0.0 lbs OK
Rebar Depth 'd' in = 6.63
Masonry Data
I'm
psi=
1,500
Fs
psi=
20,000
Vertical component of active lateral sail pressure IS
Solid Grouting
=
Yes
NOT considered in the calculation of soil bearing
Modular Ration'
=
21.48
Wall Weight
psf =
78.0
Load Factors
Short Term Factor
=
1.000
Building Code
CBC 2016,ACI
Equiv. Solid Thick.
In=
7.60
Dead Load
1.200
Masonry Block Type
= Medium Weight
Live Load
1.600
Masonry Design Method
= ASD
Earth, H
1.600
Concrete Data
Wind, W
1.000
rc
psi=
Seismic, E
1.000
Fv
nsl =
Project Name/Number; sp8384 wall t
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for your program. Description....
Wall Type 2 - RH=3.5'
This Wall In Filer k:\drawings\sp\sp8384 - newport beach\docs\structural talcs\background\sp8384 wal
Rata nPro c 1987-2019, Build 11.20.03.31
License: MN -06056246= Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13
Footing Data
Footing Design Results
Toe Width
0.00 it
Toe Heel
Heel Width
3.00
Factored Pressure 2,283 0 psf
Total Footing Width =
3.00
Mu': Upward 0 733 ft-#
Footing Thickness =
12.00 In
Mu': Downward = 0 2,307 ft-#
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
Mu: Design = 0 1,574 ft#
Key Width =
Key Depth =
6.00 In
12.00 in
Actual 1 -Way Shear = 0.00 2.99 psi
Key Distance from Toe
0.00 it
Allow 1 -Way Shear = 40.00 75.00 psi
Buoyant Force =
Toe Reinforcing = None Spedd
fc = 2,500 psi Fy =
60,000 psi
Heel Reinforcing - # 4 @ 8.00 in
Footing Concrete Density
150.00 pcf
Key Reinforcing = None Spedd
Min. As % =
0.0018
Footing Torsion, Tu = 0.00 ft -lbs
Cover @ Top 2.00 @ Btm = 3.00 In
Footing Allow. Torsion, phi Tu = 0.00 ft -lbs
If torsion exceeds allowable, provide
Axial Dead Load on Stem =
supplemental design for footing torsion.
Added Lateral Load =
Other Acceptable Sizes & Spacings
Toe: phlMn - phi'&Iambda'sgrt(fcySm
Load @ Stem Above Soil =
Soil Over Toe =
Heel: fkl@ 9.251n, #5@ 14.35 In, #8@ 20.37 in, #7@ 27.77 In, #8@ 36.57 in, #9@ 46
Key: phiMn - phi'5'lambda'sgrt(fc)'Sm
Surcharge Over Toe =
Min footing T&S relnf Area 0.78 in2
Min footing T&S relnf Area per foot 0.26 in2 At
312.0
0.33
If one layer of horizontal bars: if two layers of horizontal bars:
Earth @ Stem Transitions=
#4@ 9.261n #40 18.52 in
#5@ 14.35 in #5@ 28.70 in
Footing Weight =
450.0
#6@ 20.37 in #8@ 40.74 in
Force Distance Moment
Force
Distance
Moment
Item lbs R ft#
lbs
It
ft-#
HL Act Pres (ab water tbl) 883.1 1.50 1,668.0
Soil Over HL (ab. water tbl)
898.3
1.83
1,646.9
HL Act Pres (be water tbl)
Soil Over HL (bel. water tbl)
1.83
1,646.9
Hydrostatic Force
Watre Table
Buoyant Force =
Sloped Soil Over Heel =
149.7
2.22
332.7
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe
Adjacent Footing Load -
Adjacent Footing Load =
Axial Dead Load on Stem =
Added Lateral Load =
' Axial Live Load on Stem -
Load @ Stem Above Soil =
Soil Over Toe =
=
Surcharge Over Toe =
Stem Weight(s) =
312.0
0.33
104.0
Earth @ Stem Transitions=
Total = 883.1 O.T.M. = 1,324.6
Footing Weight =
450.0
1.50
675.0
Key Weight =
75.0
0.25
18.8
ResistinglOverturning Ratio 2.10
Vert. Component -
Vertical Loads used for Soil Pressure = 1,885.1 lbs
Total =
1,885.1
lbs R.M.=
2,777.4
' 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 NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Project Name/Number : sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vivante Wall Type 2 Page: 3
to set these five lines of Information Dsgnr: JVV Date: 2 JUN 2020
for your program. Description....
Wall Type 2 - RH=3.5'
his Wall in File: k:\drawings\sp\sp8384 - newport beach\docs\structural calcs\background\sp8384 wal
'eta n ro (c)1987• e, Build 11.20.03.31
icense: KW.06066245 Cantilevered Retaining Wall Code: CBC 2016 AC1318-14,ACI 530-13
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal DO @ Top of Wall (approximate only) 0.060 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.
Project Name/Number: sp8384 wall t
Use menu Item Settings > Printing & Title Block Title Vivagte Wall Type 2 Page: 4
to set these five lines of Information Dsgnr: JVV Date: 2 JUN 2020
for your program. Description....
Wall Type 2 • RH=3.8'
This Wall In File: k:\drawings\sp\sp8384 - newportbeach\docs\stmctural talcs\background\sp8384 wal
RetainPro (c)1987.2019, Build 11.20.03.31
License: KW -09056249 --__ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13
8" w/ #i@ 24"
Solid Grout
3'-6"
4'-0"
I TA 1 T
RISING TO THE CHALLENGE
VIVANTE NEWPORT CENTER
701 N. P.,k..mG, Drive, Santa Ana, CA 92705
P:]I 4/560/8200 www.tait.<om
Retaining Wall Plan Review — Response Letter— Public Works Division
Project Name: Vivante Newport Center
Project Address: 850 & 856 San Clemente Drive, Newport Beach
Plan Checker: David Keely
TAIT Project Engineer: Bart J. Mink, PE
TAIT Project Manager: Jacob Vandervis, PE
Date: June 10, 2020
City of Newport Beach Plan Checkers:
Please accept these comment responses and the revised report for your 2nd review of the Retaining
Wall Permit #0951-2020 for the above mentioned project. Our responses, in Bold, follow your
bulleted and/or numbered comments.
RETAINING WALL PERMIT (#0951-2020)
PUBLIC WORKS COMMENTS:
1. Note on the Plans "An approved encroachment permit is required for all work activities within the
public right-of-way/easement area." (KEEP FOR ALL UNLESS IT'S AN EA, THEN USE #4)
Note added to Title Sheet.
2, Note on the Plans "An encroachment agreement is required for all non-standard improvements
within the public right of way/easement area. All non-standard improvements shall comply with City
Council Policy L-6."
Note added to Title Sheet.
3. Show the existing and proposed new easement on the plans.
Existing and proposed easements now shown on the plan.
4. The proposed retaining wall 3 is over the new waterline alignment and easement. The wall cannot
be over the easement and new water line. Redesign.
Retaining Wall has been removed completely.
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' TAIT
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701 N. Parkcenter Drive, Santo Ana, CA 92705
4. Verify that top of wall elevations on RW sheets match the Civil plans in plan check 1950-2019. See
RW1.02 for clarification.
TW elevations removed from civil plans to remove redundancy and clutter from the civil plans.
5. Show on details all minimum clearance distances for reinforcement embedded in concrete to scale.
Minimum clearance distances now shown.
6. Verify line work for reinforcement in wall construction details. See red marked RW1.03 for
clarification.
Linework revised.
7. Reference plan check number 1950-2019 where the details reference the Landscape drawings for
guardrail attachment. Provide dimensions for continuous top bar placement on the details so that
the 2 -inch cores specified for the guardrail post anchorage do not cut or damage the continuous
bars at the top of the wall. Note, the continuous bar may need to be moved below the anchorage
in the 8 -inch wall.
Plan check number now referenced on guardrails.
8. For wall to 8'-4" in height, include the additional 20 psf soil pressure for seismic load per the
geotechnical report.
Additional seismic load has been applied to the design. See calculations.
9. See red marked plans for additional corrections/clarification.
The redline comments have a0 been addressed on the attached revised plans.
10. See red marked calculations for additional corrections/clarification.
The redline comments have all been addressed on the attached revised plans.
11. Return all red marked plans and calculations with recheck.
The redline comments have all been addressed on the attached revised plans.
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�ITAIT
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p:71 4156018200 www.tait.com
Please let us know if you have any other comments or questions.
Respectfully,
Bart J. Mink, PE, LEED AP
Project Manager
TAIT & Associates, Inc.
701 W Parkcente, Drive, Santa Ana, CA 92705
31 Page
TAIT
arsixo ro 1.L exuaaxee 701 N. %,kce M., Drive, Santa Ana, CA 92705
P:714/560!8200 www.tait.com
5. Seethe Plans for additional redlined comments.
The redline comments have all been addressed on the attached revised plans.
Please let us know if you have any other comments or questions.
Respectfully,
Bart J. Mink, PE, LEED AP
Project Manager
TAIT & Associates, Inc.
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TAIT
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P:71 4156018200 ww w.talr.com
VIVANTE NEWPORT CENTER
701 N. PaAcenter Drive, Santa Ana, CA 92705
Retaining Wall Plan Review— Response Letter— Building Division
Project Name: Vivante Newport Center
Project Address: 850 & 856 San Clemente Drive, Newport Beach
Plan Checker: Melissa Kubischta
TAIT Project Engineer: Bart J. Mink, PE
TAIT Project Manager: Jacob Vandervis, PE
Date: June 10, 2020
City of Newport Beach Plan Checkers:
Please accept these comment responses and the revised report for your 2nd review of the Retaining
Wall Permit #0951-2020 for the above mentioned project. Our responses, in Bold, follow your
bulleted and/or numbered comments.
RETAINING WALL PERMIT (#0951-2020)
BUILDING COMMENTS:
Obtain plan review approval from the following:
a. Building Division
b. Planning Division
C. Grading
d. Public Works
We are working with each department listed above for such review approvals.
2. Final drawings which will be approved for permit issuance, shall be signed by the respective design
professional (electronic signature is acceptable). This correction will remain until the permit is
issued.
The revised plans attached have been signed/stamped.
3. Soils engineer to review and approve the grading plan, foundation plan, and foundation details to
verify that the design is consistent with the geotechnical report recommendations. Soils engineer
to stamp these plans with a review stamp asserting compliance with geotechnical report
recommendations. This correction will remain until the permit is issued.
The revised plans attached have been signed/stamped by the soils engineer.
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