HomeMy WebLinkAboutCDP 2020-0001; PATEL RESIDENCE; STRUCTURAL CALCULATIONS, PROPERTY LINE WALL; 2020-11-13
STRUCTURAL
CALCULATIONS
______________________________________________________________________________
______________________________________________________________________________
NEW RESIDENCE
FOR MR. RAJ PATEL
PLAB CHECK CORRECTIONS FOR PROPERTY LINE
WALL 11-13-2020
5462 A and B CARLSBAD BOULEVARD
CARLSBAD, CALIFORNIA 92008
______________________________________________________________________________
______________________________________________________________________________
NOVEMBER 13, 2020
John W. Starlin, S.E.
Structural Engineering
197 WOODLAND PARKWAY, #410
SAN MARCOS, CA 92029
Phone (619) 840-7990 Email: engrjack@cox.net
I
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Cantilevered Retaining Wall
JOHN W. STARLINLic. # : KW-06000908
DESCRIPTION:Property Line Wall Plan Check Responses 11-13-2020
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Patel.ec6
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Printed: 13 NOV 2020, 1:27PM
Project Descr:
Calculations per ACI 318-14, TMS 402-16, IBC 2018,
CBC 2019, ASCE 7-163.00
5.00
0.00
6.00
2,000.0
35.0
0.0
35.0 psf/ft
300.0
Criteria Soil Data
Retained Height =ft
Wall height above soil =ft
Heel Active Pressure =psf/ft: 1Slope Behind Wall
Height of Soil over Toe
=
in
Water height over heel =ft
pcf
pcf=110.00
=
110.00
=
Soil Density, Heel
Toe Active Pressure =
Passive Pressure =psf/ft
Allow Soil Bearing =psf
Soil Density, Toe
Soil height to ignore
Friction Coeff btwn Ftg & Soil =0.350
Vertical component of activeLateral soil pressure options:
NOT USED for Soil Pressure.
NOT USED for Sliding Resistance.
NOT USED for Overturning Resistance.for passive pressure =12.00 in
Equivalent Fluid Pressure Method
Surcharge Loads Adjacent Footing Load
0.0 Lateral Load =130.0 plf
0.0
0.00.00.0
Axial Load Applied to Stem
Wall to Ftg CL Dist =0.00 ft
Wind on Exposed Stem psf25.0=
Lateral Load Applied to Stem
Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs
Axial Dead Load =lbs
Footing Type Line Load
Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =3.00 ft
Eccentricity =0.00 in...Height to Bottom =0.00 ft
Used To Resist Sliding & Overturning
Used for Sliding & Overturning
==0.0 ft
Axial Live Load =
Base Above/Below Soil
lbs
=
Axial Load Eccentricity ==Poisson's Ratio 0.300
at Back of Wall
in
Design Summary
Wall Stability RatiosOverturning =3.45 OKSliding=2.62 OK
Total Bearing Load =2,559 lbs...resultant ecc.=0.99 in
Soil Pressure @ Toe =563 psf OKSoil Pressure @ Heel =461 psf OK
Allowable =2,000 psfSoil Pressure Less Than Allowable
ACI Factored @ Toe =675 psfACI Factored @ Heel =553 psf
Footing Shear @ Toe =6.2 psi OK
Footing Shear @ Heel =0.0 psi OK
Allowable =75.0 psi
Sliding Calcs (Vertical Component NOT Used)
Lateral Sliding Force =799.4 lbsless 100% Passive Forceless 100% Friction Force
Added Force Req'd....for 1.5 : 1 Stability =0.0=
895.70.01,200.0==
0.0
-lbslbs
lbs OK
lbs OK
-
2nd
Stem OK3.00
Masonry12.00#532.00
Edge
0.160
125.0
312.5
1,957.8
1.2
38.7
133.09.00
30.0030.0030.00
1,500
24,000
YesYes21.481.000
11.60
3rd
Stem OK0.00
Masonry12.00#516.00
Edge
0.449
668.1
1,429.3
3,183.7
6.2
38.7
133.0
9.00
30.007.007.00
1,500
20,000
YesYes21.481.000
11.60
Masonry Block Type =3
Stem Construction Top Stem
Stem OKDesign Height Above Ftg =5.50ft
Wall Material Above "Ht"=MasonryThickness=12.00inRebar Size =#5Rebar Spacing =32.00in
Rebar Placed at =CenterDesign Data
fb/FB + fa/Fa =0.063
Total Force @ Section =62.5lbs
Moment....Actual =78.1ft-l
Moment.....Allowable =1,232.0ft-l
Shear.....Actual =0.9psi
Shear.....Allowable =38.7psi
Lap splice if above =30.00in30.00inHook embed into footing 30.00=in
Wall Weight =133.0
Lap splice if below =
psf
Rebar Depth 'd'=5.75in
Masonry Dataf'm =1,500psi
Fy or Fs =psi 24,000
Solid Grouting =Yes
Modular Ratio 'n'=21.48Short Term Factor =1.000
Equiv. Solid Thick.=11.60in
Masonry Design Method ASD=
Load FactorsDead Load 1.200
Live Load 1.600
Earth, H 1.600
Wind, W 1.600
Seismic, E 1.000
Cantilevered Retaining Wall
JOHN W. STARLINLic. # : KW-06000908
DESCRIPTION:Property Line Wall Plan Check Responses 11-13-2020
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17
File: Patel.ec6
Project Title:Engineer:Project ID:
Printed: 13 NOV 2020, 1:27PM
Project Descr:
4.00
1.00
18.00
12.0012.00
=Min. As %0.0018
Footing Dimensions & Strengths
f'c =2,500psi
Toe Width =ftHeel Width =
Key Distance from Toe
Key DepthKey Width =in=in
=4.00
Footing Thickness =in
5.00=
ft
Cover @ Top =2.00 in@ Btm.=3.00 in
Total Footing Width
=150.00pcfFooting Concrete Density Fy =60,000 psi
Footing Design Results
Key:
=
Not req'd, Mu < S * Fr
Factored PressureMu' : UpwardMu' : DownwardMu: Design
Actual 1-Way ShearAllow 1-Way Shear
Toe:Not req'd, Mu < S * FrNot req'd, Mu < S * Fr
=None Spec'd
==
=
==
675002,287
6.1775.00
Heel:
553000
0.000.00
HeelToe
psfft-lbft-lbft-lb
psipsi
Heel Reinforcing =# 5 @ 16.00 in
Other Acceptable Sizes & Spacings
Key Reinforcing
Toe Reinforcing =# 5 @ 16.00 in
Summary of Overturning & Resisting Forces & Moments
.....RESISTING..........OVERTURNING.....Force Distance Moment Distance MomentItemForce
Soil Over Heel
ft-lb
354.4
lbs
531.6
-70.0Toe Active Pressure
1.50 5.00
ftft
=Heel Active Pressure
ft-lblbs
Sloped Soil Over Heel
=
=Surcharge over Heel =
Surcharge Over Heel
=
=
Adjacent Footing Load
=Adjacent Footing Load
Axial Dead Load on Stem =
=* Axial Live Load on Stem
Soil Over Toe
Surcharge Over Toe
Surcharge Over Toe
Load @ Stem Above Soil =125.0 7.00 875.0
=
=
0.67 -46.7
220.0 2.00 440.0=
=
=
Stem Weight(s)
=
1,064.0 4.50 4,788.0
Earth @ Stem Transitions
=Footing Weight
=
1,125.0 2.50 2,812.5
Key Weight
=
150.0 4.50 675.0
Added Lateral Load
lbs
=2,529.9
Vert. Component
Total
=
2,559.0
390.0 3.00 1,170.0
8,715.5* Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation.
Total =R.M.
=799.4 O.T.M.
=
Resisting/Overturning Ratio =3.45Vertical Loads used for Soil Pressure =2,559.0 lbs
25.psf
130.psf
Pp= 1200.#
799.38#
562.65psf
460.95psf
#5@16.in
@ Heel
2"
3"
#5@16.in
@Toe
3"
3"
Designer select
all horiz. reinf.
12.in Mas w/ #5 @ 32.in o/c
Solid Grout
12.in Mas w/ #5 @ 32.in o/c
Solid Grout
12.in Mas w/ #5 @ 16.in o/c
Solid Grout
6"
1'-6"
1'-0"
2'-6"
2'-6"
3'-0"3'-0"
5'-0"
8'-0"
4'-0"1'-0"
4'-0"1'-0"
5'-0"
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