Project No.
Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
1 of 9 -
Subject Checked by Approved by
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Wall Number: -
Wall Location : From Sta. : -
To Sta. : -
SOIL PARAMETERS
Kh = 0.095 Zone B
30 (Degrees)
0.60
s 1.90 (T/m3)
Ka = 0.350
Kp = 3.000
Kae = 0.452
Kpe = 2.831
%p= 100.00 (percent) (Percentage of Passive pressure to be mobilized)
(DL+EP+LL) Qall = 35.00 (T/m2)
(DL+EP+EQ) Qall = 52.50 (T/m2)
= 10 (Degrees)
REINFORCED CONCRETE PARAMETERS
c 2.5 (T/m3)
f'c = 250 (Kg/cm2)
(DL+EP+LL) fs = 1800 (Kg/cm2)
(DL+EP+EQ) fs = 2399.4 (Kg/cm2)
(DL+EP+LL) vcall = 3.983 (Kg/cm2)
(DL+EP+EQ) vcall = 5.310 (Kg/cm2)
fy = 4000 (Kg/cm2)
RETAINING WALL DIMENSIONS(SLOPE IN WALL TOWARDS FILL)
Twt
A= 1.00 (m)
B= 4.75 (m)
Twt = 0.25 (m) D=B+Twb-Twt
Twb = 1.05 (m)
H
Tf = 1.50 (m)
D= 5.55 (m)
H= 8.00 (m) Hf
Hf = 0.60 (m) Tf
Cover = 0.05 (m) Hsk
Tsk = 0.50 (m) Tsk
Hsk = 0.30 (m) B Twb A
B
B
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
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Subject Checked by Approved by
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STABILIZING and ACTING FORCES
Pav = 6.33 (T/m)
LL = 0.50 (T/m2)
Ww1 = 5.00 (T/m)
Ww2 = 8.00 (T/m)
Wb = 25.50 (T/m)
WS1 = 73.47 (T/m)
WS2 = 3.78 (T/m)
WS3 = 6.08 (T/m)
WS4 = 0.11 (T/m)
Wf = 1.14 (T/m)
Paev = 8.19 (T/m)
Pah = 35.90 (T/m)
Paeh = 46.47 (T/m)
paeh= 10.57 (T/m)
(DL+EP+LL) Pp = 13.57 (T/m)
(DL+EP+EQ) Ppe = 12.80 (T/m)
Pllh = 1.80 (T/m)
Pllv = 0.32 (T/m)
MINIMUM and MAXIMUM REINFORCEMENT RATIOS
fr = 31.45 (Kg/cm2)
Wall Stem Wall Stem Wall Heel & Wall Shear
at Bottom at Top Toe Key
yt = 0.53 0.33 0.75 0.25 (m)
Ig = 0.096 0.023 0.281 0.010 (m4)
Mcr = 57.78 22.14 117.93 13.10 (T-m/m)
Mcr/fbd2= 6.42 6.83 6.23 7.19 (Kg/cm2)
min = 0.00196 0.00209 0.00190 0.00220
0.85
b = 0.0273
max = 0.0205
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
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Subject Checked by Approved by
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I. STABILITY CHECK (DL+EP+LL)
A. Sliding Check
Fa = 37.71 (T/m)
Fr = 91.40 (T/m)
F.S = 2.42 > = 1.5 verified
B. Overturning Check
Mo = 134.86 (T.m/m)
Mr = 506.11 (T.m/m)
F.S = 3.75 > = 2.0 verified
C. Bearing Check
Wt = 129.73 (T/m)
L= 6.80 (m)
Xr = 2.86 (m)
e= 0.54 (m) => resultant load inside middle third (verified)
qmax = 28.14 < = Qall verified (T/m2)
qmin = 10.02 < = Qall verified (T/m2)
II. STABILITY CHECK (DL+EP+EQ)
A. Sliding Check
Fa = 58.06 (T/m)
Fr = 91.56 (T/m)
F.S = 1.58 > = 1.125 verified
B. Overturning Check
Mo = 245.93 (T.m/m)
Mr = 516.62 (T.m/m)
F.S = 2.10 > = 1.5 verified
C. Bearing Check
Wt = 131.27 (T/m)
L= 6.80 (m)
Xr = 2.06 (m)
e= 1.34 (m) => warning: resultant load outside middle third
qmax = 42.10 < = Qall verified (T/m2)
qmin = -3.49 < = Qall verified (T/m2)
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
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SERVICE LOAD DESIGN
III. DESIGN OF RETAINING WALL (DL+EP+LL)
A. Wall Stem
Pah = 20.93 (T/m)
Pllh = 1.38 (T/m)
Vw = 22.30 (T/m)
vc = 2.23 (Kg/cm2) vc<=vc(all) verified
Mw = 61.32 (T.m/m)
Asw1 = 45.35 (cm2/m)
Asw2(min) = 19.60 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Asw3 = 11.34 (Longitudinal Reinforcement in Other Direction , cm2/m)
Asw4(min) = 9.45 (Transverse Reinforcement on One Side only , cm2/m)
B. Wall Heel
qmax = 28.14 (T/m2)
qmin = 10.02 (T/m2)
qh = 22.68 (T/m2)
Vh = 24.07 (T/m)
vc = 1.660 (Kg/cm2) vc<=vc(all) verified
Mh = 99.75 (T.m/m)
Ash1 = 43.93 (cm2/m)
Ash2(min) = 27.57 ( Reinforcement in Direction of Flexure, cm2/m)
Ash3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ash4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
C. Wall Toe
qmax = 28.14 (T/m2)
qmin = 10.02 (T/m2)
qt = 25.47 (T/m2)
Vt = 21.92 (T/m)
vc = 1.511 (Kg/cm2) vc<=vc(all) verified
Mt = 11.18 (T.m/m)
Ast1 = 4.92 (cm2/m)
Ast2(min) = 13.50 ( Reinforcement in Direction of Flexure, cm2/m)
Ast3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ast4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
D. Wall Shear Key
Msk = 0.59 (T.m/m)
Assk1 = 0.84 (cm2/m)
Assk2(min) = 4.50 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Assk3 = 4.50 (Longitudinal Reinforcement in Other Direction , cm2/m)
Assk4(min) = 4.50 (Transverse Reinforcement on One Side only , cm2/m)
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
5 of 9 -
Subject Checked by Approved by
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SERVICE LOAD DESIGN
IV. DESIGN OF RETAINING WALL (DL+EP+EQ)
A. Wall Stem
Pah = 20.93 (T/m)
Paeh = 27.09 (T/m)
paeh= 6.16 (T/m)
Vw = 36.25 (T/m)
vc = 3.62 (Kg/cm2) vc<=vc(all) verified
Mw = 123.89 (T.m/m)
Asw1 = 66.92 (cm2/m)
Asw2(min) = 19.60 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Asw3 = 16.73 (Longitudinal Reinforcement in Other Direction , cm2/m)
Asw4(min) = 9.45 (Transverse Reinforcement on One Side only , cm2/m)
B. Wall Heel
qmax = 42.10 (T/m2)
qmin = -3.49 (T/m2)
qh = 28.35 (T/m2)
Vh = 44.20 (T/m)
vc = 3.048 (Kg/cm2) vc<=vc(all) verified
Mh = 187.29 (T.m/m)
Ash1 = 61.87 (cm2/m)
Ash2(min) = 27.57 ( Reinforcement in Direction of Flexure, cm2/m)
Ash3 = 15.47 ( Reinforcement in Other Direction , cm2/m)
Ash4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
C. Wall Toe
qmax = 42.10 (T/m2)
qmin = -3.49 (T/m2)
qt = 35.39 (T/m2)
Vt = 33.85 (T/m)
vc = 2.335 (Kg/cm2) vc<=vc(all) verified
Mt = 17.49 (T.m/m)
Ast1 = 5.78 (cm2/m)
Ast2(min) = 13.50 ( Reinforcement in Direction of Flexure, cm2/m)
Ast3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ast4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
D. Wall Shear Key
Msk = 0.56 (T.m/m)
Assk1 = 0.59 (cm2/m)
Assk2(min) = 4.50 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Assk3 = 4.50 (Longitudinal Reinforcement in Other Direction , cm2/m)
Assk4(min) = 4.50 (Transverse Reinforcement on One Side only , cm2/m)
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
6 of 9 -
Subject Checked by Approved by
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LOAD FACTOR DESIGN
V. DESIGN OF RETAINING WALL (DL+EP+LL)
A. Wall Stem
Pah = 35.37 (T/m)
Pllh = 2.99 (T/m)
Vuw = 38.36 (T/m)
Muw = 106.27 (T.m/m)
VC= 71.28 (T/m) >=Vuw: Verified - No shear reinforcement is required
Muw/bd2= 11.81 (Kg/cm2)
= 0.00303 <= r max: Verified
Asw1 = 35.14 (cm2/m)
Asw2(min) = 19.60 (Minimum Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Asw3 = 9.45 (Longitudinal Reinforcement in Other Direction , cm2/m)
Asw4(min) = 9.45 (Transverse Reinforcement on One Side only , cm2/m)
B. Wall Heel
Mou = 171.80 (T.m/m)
Mru = 599.17 (T.m/m)
Wtu = 168.92 (T/m)
L= 6.80 (m)
Xr = 2.53 (m)
e= 0.87 (m) => resultant load inside middle third (verified)
qmax u= 43.91 (T/m2)
qmin u= 5.77 (T/m2)
qhu = 32.41 (T/m2)
Vuh = 41.82 (T/m)
Muh = 174.49 (T.m/m)
VC= 103.36 (T/m) >=Vuh: Verified
Muh/bd2= 9.22 (Kg/cm2)
= 0.0024 <= r max: Verified
Ash1 = 34.14 (cm2/m)
Ash2(min) = 27.57 ( Reinforcement in Direction of Flexure, cm2/m)
Ash3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ash4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
C. Wall Toe
qmaxu = 43.91 (T/m2)
qminu = 5.77 (T/m2)
qt = 38.30 (T/m2)
Vut = 34.75 (T/m)
Mut = 17.84 (T.m/m)
VC= 103.36 (T/m) >=Vut: Verified
Mut/bd2= 0.94 (Kg/cm2)
= 0.0002 <= r max: Verified
Ast1 = 3.42 (cm2/m)
Ast2(min) = 13.50 ( Reinforcement in Direction of Flexure, cm2/m)
Ast3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ast4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
D. Wall Shear Key
Musk = 1.00 (T.m/m)
Musk/bd2= 0.55 (Kg/cm2)
= 0.000137 <= r max: Verified
Assk1 = 0.62 (cm2/m)
Assk2(min) = 4.50 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Assk3 = 4.50 (Longitudinal Reinforcement in Other Direction , cm2/m)
Assk4(min) = 4.50 (Transverse Reinforcement on One Side only , cm2/m)
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
7 of 9 -
Subject Checked by Approved by
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LOAD FACTOR DESIGN
VI. DESIGN OF RETAINING WALL (DL+EP+EQ)
A. Wall Stem
Pah = 20.93 (T/m)
Paeh = 27.09 (T/m)
paeh= 6.16 (T/m)
Vuw = 36.25 (T/m)
Muw = 123.89 (T.m/m)
VC= 71.28 (T/m) >=Vuw: Verified
Muw/bd2= 13.77 (Kg/cm2)
= 0.00356 <= r max: Verified
Asw1 = 40.09 (cm2/m)
Asw2(min) = 19.60 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Asw3 = 9.45 (Longitudinal Reinforcement in Other Direction , cm2/m)
Asw4(min) = 9.45 (Transverse Reinforcement on One Side only , cm2/m)
B. Wall Heel
qmax = 42.10 (T/m2)
qmin = -3.49 (T/m2)
qh = 28.35 (T/m2)
Vuh = 44.20 (T/m)
Muh = 187.29 (T.m/m)
VC= 103.36 (T/m) >=Vuh: Verified
Muh/bd2= 9.90 (Kg/cm2)
= 0.0025 <= r max: Verified
Ash1 = 36.71 (cm2/m)
Ash2(min) = 27.57 ( Reinforcement in Direction of Flexure, cm2/m)
Ash3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ash4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
C. Wall Toe
qmax = 42.10 (T/m2)
qmin = -3.49 (T/m2)
qt = 35.39 (T/m2)
Vut = 33.85 (T/m)
Mut = 17.49 (T.m/m)
VC= 103.36 (T/m) >=Vut: Verified
Mut/bd2= 0.92 (Kg/cm2)
= 0.0002 <= r max: Verified
Ast1 = 3.35 (cm2/m)
Ast2(min) = 13.50 ( Reinforcement in Direction of Flexure, cm2/m)
Ast3 = 13.50 ( Reinforcement in Other Direction , cm2/m)
Ast4(min) = 13.50 (Transverse Reinforcement on One Side only , cm2/m)
D. Wall Shear Key
Msk = 0.56 (T.m/m)
Mut/bd2= 0.31 (Kg/cm2)
= 0.000076 <= r max: Verified
Assk1 = 0.34 (cm2/m)
Assk2(min) = 4.50 (Longitudinal Reinforcement in Direction of Flexure, cm2/m)
Assk3 = 4.50 (Longitudinal Reinforcement in Other Direction , cm2/m)
Assk4(min) = 4.50 (Transverse Reinforcement on One Side only , cm2/m)
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
8 of 9 -
Subject Checked by Approved by
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LOAD FACTOR DESIGN
VII. CHECK SERVICEABILITY REQUIREMENTS
Es = 2100000.00 (Kg/cm2)
Ec = 238998.44 (Kg/cm2)
n= 8.79
Bar Spacing= 200.00 (mm) NOTE: 1. If f'c
(DL+EP+LL) f'c (all)= 100 (Kg/cm2) (all) is not satisfied the user should go back and modify the
corresponding section thickness (Twb or Tf).
(DL+EP+EQ) f'c (all)= 133.30 (Kg/cm2) 2. If only fs (all) is not satisfied,
the area of reinforcement As will be automatically increased
(DL+EP+LL) fs (all)= 2400 (Kg/cm2) by the program to satisfy fs (all).
(DL+EP+EQ) fs (all)= 3192 (Kg/cm2)
A. Wall Stem
DL+EP+LL DL+EP+EQ
As = 35.14 40.09
= 0.00351 0.00401
c (kd)= 0.22 0.23
fc = 60.27 115.51
fs = 1882.41 3349.79
(DL+EP+LL) fc<=f'c(all) verified
(DL+EP+EQ) fc<=f'c(all) verified
(DL+EP+LL) fs<=fs(all) verified
(DL+EP+EQ) fs>fs(all) Increase As to: 42 (cm2/m)
B. Wall Heel
DL+EP+LL DL+EP+EQ
As = 34.14 36.71 (cm2/m)
= 0.00235 0.00253
c (kd)= 0.27 0.28 (m)
fc = 54.38 100.18 (Kg/cm2)
fs = 2146.43 3756.33 (Kg/cm2)
(DL+EP+LL) fc<=f'c(all) verified
(DL+EP+EQ) fc<=f'c(all) verified
(DL+EP+LL) fs<=fs(all) verified
(DL+EP+EQ) fs>fs(all) Increase As to: 43 (cm2/m)
C. Wall Toe
DL+EP+LL DL+EP+EQ
As = 13.50 13.50 (cm2/m)
r= 0.00093 0.00093
c (kd) = 0.17 0.17 (m)
fc = 9.23 14.44 (Kg/cm2)
fs = 594.94 699.61 (Kg/cm2)
(DL+EP+LL) fc<=f'c(all) verified
(DL+EP+EQ) fc<=f'c(all) verified
(DL+EP+LL) fs<=fs(all) verified
(DL+EP+EQ) fs<=fs(all) verified
Project No. Date
DESIGN CALCULATION - -
SHEET Sheet No. Computed by
9 of 9 -
Subject Checked by Approved by
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VIII. SCHEDULE OF STEEL REINFORCEMENT 5.23
As (cm2/m) 8.84 6.77
Bar Service Load Load Factor 1.49 1.54
Number Design Design 14.78 28.26
01 66.92 42.08 (cm2/m) 4.56 05
8.72
02 49.46 13.35 (cm2/m) 0.001151 0.002224 02
03 16.73 9.45 (cm2/m) 6.91 13.35 04 12.53
04 5.85 5.85 (cm2/m)
08
05 5.85 5.85 (cm2/m) H/2
06 13.50 13.50 (cm2/m) 07 03
C.J
07 61.87 43.20 (cm2/m)
09
08 9.45 9.45 (cm2/m)
12 01
09 13.50 13.50 (cm2/m) 10
06
10 4.50 4.50 (cm /m)
2
11 C.J: Construction Joint
11 4.50 4.50 (cm2/m)
12 4.50 4.50 (cm2/m)
IX. QUANTITIES
A.Reinforced Concrete
Wall Stem : 5.2 (m3/m)
Wall Foundation and Shear Key : 10.35 (m3/m)
Total volume : 15.55 (m3/m) Area of Excavation
B.Excavation & Backfilling
Total volume : 60.386 (m3/m)
C.Concrete Blinding
Input Thickness: 0.050 (m)
Volume : 0.32 (m3/m)
D.Concrete Surface Area for Dampproofing (1 Coat)
Surface : 17.35 (Kg/m)
E. Steel Reinforcement
Bar Diamter Bar Spacing
Bar No.
(mm) (mm)
NOTE: 1. User
01 25 200.00 should input Bar Diameter based on steel reinforcement
02 20 200.00 areas give in Section VIII. 2. Bar
03 14 150.00 Spacing for Bar No.'s 01,02,03,04,06,07,10 and 11 are taken
to be equal to that input by the user in Section VII. All other
04 12 200.00 bar spacings can be input by the user in this Section.
05 10 150.00 3. Bar Diameter includes:
8,10,12,14,16,18,20,22,24,25,28,32
06 12 200.00
07 14 200.00
08 16 150.00
09 20 150.00
10 10 200.00
11 12 200.00
12 10 150.00
Weight: 711.11 (Kg/m)
