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Projecte/Numb2r:rct Wag l °
ESI/FME, Inc.
Structural Engineers
This Wall in File:
Title 700 MALABAR - SOUTH PROP LINE WAL Page : 1
Osgnr: SWR Date: 7MAY 2022
Description....
2.0' RETAINING - FpIWp = .8 S1/R = .8 x .624 / 1.25 = 0.40
+ RET WALLVet wali.RPX
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Retained Height =
2.00 R
Allow Soil Bearing =
2,000D psf
-
Wall height above soil =
2.50 it
Equivalent Fluid Pressure Method
_
Slope Behind Wall =
0,00
Active Heel Pressure =
50.0 psf/ft
_
Height of Soil over Toe =
6.00 in
=
-
Water height over heel =
0.0 ft
Passive Pressure =
150.0 psf/ft
- -
Soil Density, Heel =
110.00 pcf
Soil Density, Toe =
110.00 pcf
FootingllSoil Friction =
0.400
Soil height to ignoresig
v�F
A+
for passive pressure =
12.00 in
a.n'toll :t .
Surcharge Loads
Lateral Load Applied to Stem
Adjacent Footing Load -j
Surcharge Over Heel =
0.0 psf
Lateral Load =
0.0 #/it
Adjacent F. ling Load = 0.0 lbs
Used To Resist Sliding & Overturning
,..Height to Top =
0.00 it
Footing Width = 2.00It
Surcharge Over Toe =
0.0
... Height to Bottom =
0.00 it
Eccentricity = 0.00 in
Used for Sliding & Overturning
Load Type = Wind (W)
Wall to Fig CL Dist = 1.00 It
AXial Load Applied to Stem
(Service Level)
Footing Type Line Load
Axial Dead Load =
0.0 lbs
Wind on Exposed Stem =
0.0 psf
Base Above/Below Soil -1.8 tt
at Back of Wali
of Wtio
Axial Live Load =
Axial Load Eccentricity =
0.0 [be
0.0 in
(Service Level)
Poisson's = 0.300
Stem Weight Seismic Load k Fp / Wp Weight Multip ier
= 0.400 g
Added seismic base force 79.4 lbs
Design Summary
-�
Stem Construction Bottom
Stem OK
Design Height Above Fig it= 0.00
Wall Stability Ratios
Wall Material Above "Hf'
= Masonry
Overturning =
1.13 Ratio <
1.5! Design Method
= ASD
Slab Resists All Sliding
I
Thickness
= 6.00
Rebar Size
= # 4
Total Bearing Load =
592 lbs
Rebar Spacing
= 16.00
...resultant ecc. =
7.71 in
Rebar Placed at
= Center
Soil Pressure @ Toe =
3,656 psf NG
Design Data
fb/FB + fa/Fa
- 0.308
Sail Pressure @Heel =
0 psf OK
Allowable =
2,000 psf
Total Force @ Section
S.S!
P ON
Soil Pressure Exceeds Allowable!
Service Level
lbs = 179.4
WILDd,- q�
ACI Factored @ Toe =
5,118 psf
Strength Level
Ibs =
ACI Factored @Heel =
0 psf
Moment .... Actual
p
Footing Shear @ Toe =
5.0 psi OK
Service Level
it-#= 245.3
_
Footing Shear @ Heel =
0.6 psi OK
Strength Level
ft-#=
Allowable =
75.0 psi
Moment..... Allowable
= 615.0
Sliding Calcs
Shear..... Actual
Cl
q�OFCpI)FO�a\p
Lateral Sliding Force =
304A lbs
psi 2.7
ServicehLevel
psi=
Shear..... Allowable
psi= 51.6
2�-
Anal (Masonry)
in2= 67.50
Reber Depth'd'
in= 2.75
Masonry Data
I'm
psi= 2.000
Fs
psi = 20.000
Vertical component of active lateral
soil pressure IS
Solid Grouting
= Yes
NOT considered in the calculation of soil bearing
Modular Ration'
= 16.11
Wall Weight
psf = 63.0
Load Factors
Short Term Factor
= 1.000
6
Building Code CBC
2019,ACI
Equiv. Solid Thick.
in= 5.60
Dead Load
1.200
Masonry Block Type
_U)
= Normal Weight
Live Load
1.600
Masonry Design Method
= ASD
(]
Earth, H
1.600
Concrete Data
T •--
td
Wind, W
1.600
re
psi=
[l
y,;
Seismic, E
1.000
Fy
psi
01
m _.
Project Name/Number: retwall
ESIfFME, Inc. Title 700 MALABAR -SOUTH PROP LINE WAL Page: 2
Structural Engineers Dsgnr: SWR Date: 7 MAY 2022
Description....
2.0' RETAINING - Fp/Wp = .8 S11R = .8 x .624 r 1.25 = 0.40
This Wallin File: P:\FILES-K\K258\SHORING + RET WALL\ret mil.RPX
u=ense" KMQOc U^ Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
Footing Data
Toe Width
= 0.83ft
Heel Width
= 0.67
Total Footing Width
= 1.50
Footing Thickness
= 12,00 in
Key Width
= 12.00 in
Key Depth
= 0.00 in
Key Distance from Toe
= 2.00 it
fc = 2,500 psi Fy = 40.000 psi
Footing Concrete Density
= 150.00 pot
Min. As %
= 0.0018
Cover @ Top 2.00
@ Stm= 3.00 In
Factored Pressure = 5,118 0 psi
Mu': Upward = 7.177 0 it-#
Mu': Downward = 1,323 190 R#
Mu: Design = 80 8 ft#
Actual 1-Way Shear = 5.05 0.63 psi
Allow 1-Way Shear = 40.00 40.00 psi
Toe Reinforcing = # 4 @ 16.00 in
Heel Reinforcing = None Spec'd
Key Reinforcing = None Spec'd
Footing Torsion, Tu = 0.00 111
Footing Allow. Torsion, phi Tu = 0.00 It-Ibs
If torsion exceeds allowable, provide
supplemental design for footing torsion.
Other Acceptable Sizes & Spacings
Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm
Key: No key defined
Min footing T&S reinf Area
0.39 in2
Min footing T&S reinf Area per foot
0.26 in2 At
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
#8@ 40.74 in
Summary of Overtumina & Resistino Forces & Moments
11
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
ibs it
225.0 1.00
oment Force Distance Moment
ft# Ibs It it-#
Seismic Stem Self Wt 79.4 3.25
Total = 304.4 O.T.M.
Resisting/Overturning Ratio = 1.13
Vertical Loads used for Soil Pressure = 591.6 Ibs
225.0 Soil Over HL (ab. water tbl)
37.4
1.42
52.9
Soil Over HL (be]. water tbl)
1.42
52.9
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 =
45.7
0.42
18.9
Surcharge Over Toe =
258D Stem Weight(s) =
283.5
1.08
306.2
Earth @ Stem Transitions=
483.0 Footing Weighl =
225.0
0.75
168.8
Key Weight =
2.50
If seismic is included, the OTM and sliding ratios
be 1.1 per section 1807.2.3 of IBC 20D9 or IBC 201
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Sliding Resistance.
Vertical component of active lateral soil pressure IS NOT considered in
the calculation of Overturning Resistance.
Vert. Component
Total = 591.6 Ibs R.M.= 546.8
Axial live load NOT Included In total displayed. or used for overturning
resistance, but is included for soil pressure calculation.
Project Name/Number : ret wall
ESI/FME, Inc. Title 700 MALABAR - SOUTH PROP LINE WAL Page: 3
Structural Engineers Dsgnr: SWR Date: 7 MAY 2022
Description....
2.0' RETAINING - Fp/Wp = .8 SI/R = .8 x .624 / 1.25 = 0.40
This Well in File: P:IFILES-KiK2581SHORING +RET WALL7et WaILRPX
Licenser KW06063639' ° 12
Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
1 r.. • oeacnn= nar
(Deflection due to wall bending not considered)
Soil Spring Reaction Modulus 250.0 pci
Horizontal Defl @ Top of Wall (approximate only) 0.000 in
The above calculation is not valid if the heel soil hearina pressure exceeds that of the toe
because the wall would then tend to rotate into the retained ana
Project Name/Number: ret wall
ESI/FME, Inc. Title 700 MALABAR -SOUTH PROP LINE WAL Page: 4
Structural Engineers Dsgnr: SWR Date: 7 MAY 2022
Description....
2.0' RETAINING - Fp/Wp = .8 S1/R = .8 x .624 / 1.25 = 0.40
This Wall in File: P:IFILES-KIK256\SHORING +RET WALLUet wall.RPX
KetamPiz
License: KW06053939� °� Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To: ESI/FME. INC.
Project Name/Number : ret wall
ESI/FME, Inc. Tkie 700 MALABAR - SOUTH PROP LINE WAL Page : 5
Structural Engineers Osgnr: SWR Date: 7 MAY 2022
Description....
2.0' RETAINING - Fp/Wp = .8 S1/R =.8 x .824 / 1.25 = 0.40
This Wall in File: P:IFILES-KM581SHORING+RET WALLlretwall.RPX
KeMnFLicense: KW� Build -0s053839Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16
License To . FRUFMF Wn