HomeMy WebLinkAboutX2022-0858 - CalcsSTRUCTURAL CALL
IN
marcn As, cucc
PREPARED BY:
tltl �) 1 of 13
07 S
IDIP VOW)OW Rk.
ULATIONS
BUILDING DIVISION
1 o cyo�` �� MAR 22
S4784 BY. YT
DAVID CHOI & ASSOCIATES, INC.
JOB # 19-294
P
Cis
RETAINING WALL KEY PLAN
- - RETAINING WALL 2
2 of 13
Project Title: 3 of 13
RETAINING WALL 1 Engineer:
Project ID:
Project Descr:
DESCRIPTION: Retaining Wall 1
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Retaining Wall 1
4 of 13
DESCRIPTION: Retaining Wall 1
Design Summary
Wall Stability Ratios
Overturning = 2.71 OK
Sliding = 2.20 OK
Global Stability = 3.41
Total Bearing Load =
3,148 Ibs
...resultant ecc. =
8.45 in
Soil Pressure @ Toe =
1,792 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,509 psf
ACI Factored @ Heel =
0 psf
Footing Shear @ Toe =
0.0 psi OK
Footing Shear @ Heel =
0.7 psi OK
Allowable =
75.0 psi
Sliding Calcs
Lateral Sliding Force =
960.0 Ilia
less 100% Passive Force -
853.1 Ilia
less 100% Friction Force =_ -
1,259.0 Ibs
Added Force Req'd =
0.0 Ibs OK
....for 1.5 Stability =
0.0 Ibs OK
Vertical component of active lateral soil pressure IS
NOT considered in the calculation
of soil bearing
Load Factors
Building Code
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Project Title:
Engineer:
Project ID:
Project Descr:
Stem Construction
Bottom
Design Height Above Pig
it=
Stem OK
0.00
Wall Material Above "Ht"
=
Concrete
Design Method
=
SD
Thickness
=
6.00
Reber Size
_
# 4
Reber Spacing
=
16.00
Reber Placed at
=
Center
Design Data
fb/FB+fa/Fe
=
0.841
Total Force @ Section
Service Level
Ibs =
Strength Level
Ibs =
936.0
Moment.... Actual
Service Level
dt#=
Strength Level
ft-#=
1,620.0
Moment..... Allowable
=
1,925.4
Shear..... Actual
Service Level
psi =
Strength Level
psi=
26.0
Shear..... Allowable
psi=
82.2
Anet (Masonry)
in2 =
Reber Depth 'd'
in'=
3.00
Masonry Data
fm
psi=
Fs
psi=
Solid Grouting
=
Modular Ratio'n'
_
Wall Weight
psf =
75.0
Short Term Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Masonry Design Method
=
ASD
Concrete Data
fc
psi=
3,000.0
Fy
psi=
60,000.0
SD
5 of 13
SD SD SD
DESCRIPTION: Retaining Wall 1
Concrete Stem Rebar Area Details
Bottom Stem
Vertical Reinforcing
As (based on applied moment) :
0.1343 in2ift
(413)' As:
0.179 in2lft
200bd/fy : 200(12)(3)/60000 :
0.12 in2lft
0.0018bh : 0.0018(12)(6) :
0.1296 Wilt
Required Area:
0.1343 in2lft
Provided Area:
0.15 in2fft
Maximum Area:
0.48771n21ft
Project Title:
Engineer:
Project ID:
Project Descr:
Horizontal Reinforcing
6 of 13
Min Stem T&S Reinf Area 0.648 in2
Min Stem.T&S Reinf Area per It of stem Height: 0.144 in2/ft
Hodzontal Reinforcing Options :
One layer of:
Two layers of:
#4@ 16.67 in
#4@ 33.33 in
#5@ 25.83 in
#5@ 51.67 in
06@ 36.67 in
#6@ 73.33 in
Footing Data
Footing Design Results
Toe Width =
0.00 It
Toe
dul
Heel Width =
3.75
Factored Pressure = 2,509
0 psf
Total Footing Width =
3.75
Mu': Upward = 0
3,254 ft-#
Footing Thickness =
18.00 in
Mu': Downward = 0
5,493 ft-#
Mu: Design 0
2,238 ft-#
Key Width =
0.00 in
_
phiMn 27,933 29,913 ft-#
Key Depth =
0.00 in
Actual 1-Way Shear = 0.00
0.75 psi
Key Distance from Toe =
0.00 ft
Allow 1-Way Shear = 0.00
75.00 psi
fc = 2,500 psi Fy =
60,000 psi
Toe Reinfordng = # 6 @ 12.00 in
Footing Concrete Density =
150.00 pcf
Heel Reinforcing = # 6 @ 12.00 in
Min. As % =
0.0018
Key Reinforcing = None Spedd
Cover @ Top 2.00 @ Btm. 3.00 in
Footing Torsion, Tu =
0.00 ft-Ibs
Footing Allow. Torsion, phi Tu =
0.00 ft-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe:
Heel:
Key:
Min footing T&S reinf Area 1.46 in2
Min footing T&S reinf Area per foot 0.39 in2 4t
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
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Retaining Wall 1
7 of 13
Summary of Overturning & Resisting Forces & Moments
.....OVERTURNING..... .....RESISTING.....
Force Distance Moment Force Distance Moment
Item Ibs ft ft-# Ibs It ft-#
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 =
720.0 2.00 1,440.0
240.0 3.00 720.0
Total = 960.0 O.T.M. = 2,160.0
Resisting/Overturning Ratio = 2.71
Vertical Loads used for Soil Pressure = 3,147.5 Ibs
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 (bel. water tbl)
Weirs 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 Weighl =
Key Weight =
Vert. Component =
1,608.8 2.13
2.13
357.5 2.13
337.5 0.25
843.8 1.88
3,418.6
3,418.6
759.7
84.4
1,582.0
Total= 3,147.5 Ibs R.M? 5,844.7
Axial live load NOT included in total displayed, or used for overtuming
resistance, but is included for soil pressure calculation.
Tilt
Horizontal Deflection at Too of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dell @ Top of Wail (approximate only) 0.060 in
The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe
because the wall would then tend to rotate into the retained soil
RETAINING WALL 2
DESCRIPTION: Retaining Wall
Project Title: 8 of i3
Engineer:
Project ID:
Project Descr:
623#
i
N
6.
W
4l
r
Lateral earth pressure due to tht
DESCRIPTION: Retaining Wall 2
Project Title:
Engineer: 9 of 13
Project ID:
Project Descr:
z^
• • V-z"
DESCRIPTION: Retaining Wall 2
Project Title:
Engineer:
Project ID:
Project Descr:
Code Reference:
Calculations per IBC 20181807.3, CBC 2019, ASCE 7-16
Criteria
Retained Height =
2.00ft
Wall height above soil =
5.50 It
Slope Behind Wall =
0.00
Height of Soil over Toe =
0.00 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
NOT 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
Soil Data
Allow Soil Beadng
= 1,800.0 psf
Equivalent Fluid Pressure Method
Active Heel Pressure
= 102.4 psf/ft
Passive Pressure
= 325.0 psi/ft
Soil Density, Heel
= 110.00 pot
Soil Density, Toe
= 110.00 pof
FootingllSoil Friction
= 0.400
Soil height to ignore
for passive pressure
= 12.00 in
Lateral Load Applied to Stem
Lateral Load =
20.0 #/ft
...Height to Top =
7.50 ft
...Height to Bottom =
2.00 ft
Load Type =
Wind (W)
(Service Level)
Wind on Exposed Stem =
0.0 psf
(Strength Level)
10 of 13
Adjacent Footing Load
Adjacent Footing Load =
0.0 lbs
Footing Width =
0.00 it
Eccentricity =
0.00 in
Wall to Ftg CL Dist =
0.00 ft
Footing Type Spread
Footing
Base Above/Below Soil =
0.0 ft
at Back of Wall
Poisson's Ratio =
0.300
DESCRIPTION: Retaining Wall 2
Design Summary
Wall Stability Ratios
Overturning = 1.79 OK
Slab Resists All Sliding I
Global Stability = 0.72
Total Bearing Load =
1,585 Ibs
...resultant sec. =
12.36 in
Soil Pressure @.Toe =
1,776 psf OK
Soil Pressure @ Heel =
0 psf OK
Allowable =
1,800 psf
Soil Pressure Less Than Allowable
ACI Factored @ Toe =
2,486 psf
ACI Factored @ Heel =
0 psi
Footing Shear Q Toe =
0.0 psi OK
Footing Shear @ Heel =
0.6 psi OK
Allowable =
75.0 psi
Sliding calks;
Lateral Sliding Force = 623.4 Ibs
Vertical component of active lateral soil pressure IS
NOT considered in the calculation of soil bearing
Load Factors
Building Code
Dead Load
1.200
Live Load
1.600
Earth, H
1.600
Wind, W
1.600
Seismic, E
1.000
Project Title: 11 of 13
Engineer:
Project ID:
Project Descr:
Stem Construction
Stem OK
Design Height Above Ftg
ft=
0.00
Wall Material Above "Ht"
=
Concrete
Design Method
=
SD
Thickness
=
4.00
Reber Size
=
# 4
Reber Spacing
=
12.00
Reber Placed at
=
Center
Design Data
fblFB+fa/Fa
=
0.632
Total Force @ Section
Service Level
Ibs=
Strength Level
Ibs=
503.7
Moment.... Actual
Service Level
ft-#=
Strength Level -
ft-f=
1,054.5
Moment..... Allowable
=
1,667.3
Shear..... Actual
Service Level
psi=
Strength Level
psi=
21.0
Shear..... Allowable
psi=
94.9
Anet(Masonry)
in2=
Reber Depth 'd'
in=
2.00
Masonry Data
fm
psi=
Fs
psi=
Solid Grouting
Modular Ration'
_
Wall Weight
psf =
50.0
Short Tenn Factor
=
Equiv. Solid Thick.
_
Masonry Block Type
=
Masonry Design Method
=
ASD
Concrete Data
fc
psi=
4,000.0
Fy
psi =
60,000.0
SD SD
SD
Project Title:
Engineer:
Project ID:
Project Descr:
DESCRIPTION: Retaining Wall 2
Concrete Stem Rebar Area Details
12 of 13
Bottom Stem
Vertical Reinforcing Horizontal Reinforcing
As (based on applied moment) :
0.1394 in2/ft
(4/3) * As:
0.1858 in2/11 Min Stem T&S Reinf Area 0.720 in2
200bdlfy : 200(12)(2)/60000 :
0.08 in2/ft Min Stem T&S Reinf Area perft of stem Height: 0.096 in2/ft
0.0018bh : 0.0018(12)(4) :
0.0864 in2/ft Horizontal Reinforcing Options:
One layer of : Two layers of
Required Area:
0.1394 in2/ft #4@ 25.00 in #4@ 50.00 in
Provided Area:
0.2 in2/ft #5@ 38.75 in #5@ 77.50 in
Maximum Area:
0.4335 in2/ft #6@ 55.00 in #6@110.00 in
Footing Data
Footing Design Results
Toe Width =
0.00 ft IN HRM
Heel Width =
3.25 Factored Pressure = 2,486 0 psf
Total Footing Width =
3.25 MY: Upward = 0 711 ft-#
Footing Thickness =
14.00 in Mu': Downward = 0 2,016 ft-#
Mu: Design 0 1,305 ft-#
Key Width =
0.00 in phiMn 14,400 15,795 ft-#
Key Depth =
0.00 in
Actual 1-Way Shear = 0.00 0.62 psi
Key Distance from Toe =
y
0.00 ft Allow 1-Way Shear = 0.00 75.00 psi
fc = 2,500 psi Fy =
60,000 psi Toe Reinforcing = # 5 @ 12.00 in
Footing Concrete Density =
150.00 pcf Heel Reinforcing = # 5 @ 12.00 in
Min. As % =
0.0018 Key Reinforcing = None Spec'd
Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, Tu _ 0.00 ft4bs
Footing Allow. Torsion, phi Tu = 0.00 114bs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe:
Heel
Key:
Min footing T&S reinf Area 0.98 in2
Min footing T&S reinf Area per foot 0.30 1n2 i t
If one layer of horizontal bars: If two layers of horizontal bars:
#4@ 7.94 in #4@ 15.87 in
#5@ 12.30 in #5@ 24.60 in
#6@ 17.46 in #6@ 34.92 in
Project Title:
Engineer:
Project ID:
Project Descr:
13 of 13
LION: KW-06016949, 9uild:20.22.3.16 David Choi & Associates
DESCRIPTION: Retaining Wall 2
Summary of Overturning & Resisting Forces & Moments
(c) ENERCALC INC 1983-2022
.....OVERTURNING.....
.....RESISTING.....
Force Distance Moment
Force Distance
Moment
Item Ibs it ft-#
Ibs it
ft-#
HL Act Pres (ab water tbl) 513.4 1.06 541.9
Soil Over HL (ab. water tbl)
641.7 1.79
1,149.7
HL Act Pres (be water tbl)
Soil Over HL (bet. water tbl)
1.79
1,149.7
Hydrostatic Force
Watt Table
Buoyant Force =
Sloped Soil Over Heel =
Surcharge over Heel =
Surcharge Over Heel =
Surcharge Over Toe =
Adjacent Footing Load =
Adjacent Footing Load =
Axial Dead Load on Stem=
Added Lateral Load = 110.0 5.92 650.8
"Axial Live Load on Stem =
Load @ Stem Above Soil =
Soil Over Toe =
=
Surcharge Over Toe =
Stem Weight(s) =
375.0 0.17
62.5
Earth @ Stem Transitions=
Total = 623.4 O.T.M. = 1,192.8
Footing Weight =
568.8 1.63
924.2
Key Weight =
ResistinglOvertuming Ratio = 1.79
Vert. Component =
Vertical Loads used for Soil Pressure = 1,585.4 be
Total =
1,585.4 Ibs R.M =
2.136.4
• 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.
Tilt
Horizontal Deflection at ToD of Wall due to settlement of soil
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Dail @ Top of Wall (approximate only) 0.114 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