H=7.5 ps

Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0 MSEW Version 3.0
MSEW -- Mechanically Stabilized Earth Walls Terragabión Río Otorongo
Present Date/Time: Mon May 11 12:10:50 2020 Y:FTA2001184.INGENIERIA4.1.INGENIERIA DE PROPUESTA4.1.2.NOTA DE CALCULOANALISISH=7.5 PS.BEN
Terragabión Río Otorongo
AASHTO 2007-2010 (LRFD)
MSEW(3.0): Update # 14.981
PROJECT IDENTIFICATION
Title: Terragabión Río Otorongo
Project Number: FTA200118
Client:
Designer: FTA
Station Number:
Description:
Muro TEM tipo TerraGabion H=7.5 m Pseudo Estático.
Company's information:
Name: TIERRA ARMADA SAC
Street: Calle Antares 320 Torreo B Oficina 301
Lima,
Telephone #: 7480700
Fax #:
E-Mail: proyectos@tierra-armada.pe
Original file path and name: Y:FTA2001184.INGENIERIA4.1.INGENIERIA DE PROPUESTA4.....
.....NALISISH=7.5 PS.BEN
Original date and time of creating this file: MAY 20
PROGRAM MODE: ANALYSIS
of a SIMPLE STRUCTURE
using GEOGRID as reinforcing material.
Copyright © 1998-2019 ADAMA Engineering, Inc. License number MSEW-302565
Page 1 of 7

SOIL DATA
REINFORCED SOIL
Unit weight,  18.0 kN/m ³
Design value of internal angle of friction,  32.0 °
RETAINED SOIL
Unit weight,  18.0 kN/m ³
Design value of internal angle of friction,  32.0 °
FOUNDATION SOIL (Considered as an equivalent uniform soil)
Equivalent unit weight,  equiv. 16.5 kN/m ³
Equivalent internal angle of friction, equiv. 27.0 °
Equivalent cohesion, c equiv. 0.0 kPa
Water table is at wall base elevation
LATERAL EARTH PRESSURE COEFFICIENTS
Ka (internal stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized)
Inclination of internal slip plane, = 61.00° (see Fig. 28 in DEMO 82).
Ka (external stability) = 0.3073 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized)
BEARING CAPACITY
Bearing capacity coefficients (calculated by MSEW): Nc = 23.94 N = 14.47
SEISMICITY
Maximum ground acceleration coefficient, A = 0.300
Design acceleration coefficient in Internal Stability: Kh = Am = 0.345
Design acceleration coefficient in External Stability: Kh_d = 0.125 => Kh = Am = 0.166
(Kh in External Stability is based on allowable displacement, d = 75 mm. using AASHTO 2007 equation)
Kae ( Kh > 0 ) = 0.4143 Kae ( Kh = 0 ) = 0.3073 Kae = 0.1070
Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value.
Page 2 of 7

INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE)
Design height, Hd 7.50 [m] { Embedded depth is E = 1.00 m, and height above top of finished
bottom grade is H = 6.50 m }
Batter,  0.0 [deg]
Backslope,  0.0 [deg]
Backslope rise 0.0 [m] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82)
U N I F O R M S U R C H A R G E
Uniformly distributed dead load is 12.0 [kPa]
Hydrostatic water pressure exist in analysis. hw1 = 5.00 and hw2 = 6.00 m.
ANALYZED REINFORCEMENT LAYOUT:
SCALE:
0 2 4 6[m]
Page 3 of 7

ANALYSIS: CALCULATED FACTORS (Static conditions)
Bearing capacity, CDR = 1.49, factored bearing load = 163.66 kPa.
Foundation Interface: Direct sliding, CDR = 1.473, Eccentricity, e/L = 0.1091, CDR-overturning = 3.84
G E O G R I D C O N N E C T I O N
# Elevation Length Type
#
CDR
[pullout
resistance]
CDR
[connection
break]
CDR
[geogrid
strength]
Geogrid
strength
CDR
Pullout
resistance
CDR
Direct
sliding
CDR
Eccentricity
e/L
Product
name
[m] [m]
1 0.00 9.00 4 N/A N/A N/A 2.818 48.750 1.807 0.1091 5XT
2 0.50 9.00 4 N/A N/A N/A 1.455 23.265 1.912 0.0954 5XT
3 1.00 9.00 4 N/A N/A N/A 1.521 22.407 2.035 0.0824 5XT
4 1.50 9.00 4 N/A N/A N/A 1.594 21.546 2.181 0.0702 5XT
5 2.00 9.00 4 N/A N/A N/A 1.674 20.675 2.357 0.0588 5XT
6 2.50 9.00 4 N/A N/A N/A 1.763 19.806 2.575 0.0483 5XT
7 3.00 9.00 4 N/A N/A N/A 1.258 12.800 2.853 0.0387 5XT
8 4.00 9.00 4 N/A N/A N/A 1.047 8.579 3.743 0.0224 5XT
9 5.00 9.00 4 N/A N/A N/A 1.301 8.339 5.917 0.0105 5XT
10 6.00 9.00 4 N/A N/A N/A 1.263 6.095 12.441 0.0034 5XT
ANALYSIS: CALCULATED FACTORS (Seismic conditions)
Bearing capacity, CDR = 1.24, factored bearing load = 179.51 kPa.
Foundation Interface: Direct sliding, CDR = 1.049, Eccentricity, e/L = 0.1703, Fs-overturning = 2.66
G E O G R I D C O N N E C T I O N
# Elevation Length Type
#
CDR
[pullout
resistance]
CDR
[connection
break]
CDR
[geogrid
strength]
Geogrid
strength
CDR
Pullout
resistance
CDR
Direct
sliding
CDR
Eccentricity
e/L
Product
name
[m] [m]
1 0.00 9.00 4 N/A N/A N/A 2.340 27.781 1.286 0.1703 5XT
2 0.50 9.00 4 N/A N/A N/A 1.489 17.278 1.374 0.1475 5XT
3 1.00 9.00 4 N/A N/A N/A 1.552 16.578 1.477 0.1263 5XT
4 1.50 9.00 4 N/A N/A N/A 1.621 15.876 1.600 0.1066 5XT
5 2.00 9.00 4 N/A N/A N/A 1.697 15.166 1.747 0.0885 5XT
6 2.50 9.00 4 N/A N/A N/A 1.780 14.457 1.930 0.0720 5XT
7 3.00 9.00 4 N/A N/A N/A 1.375 10.364 2.163 0.0571 5XT
8 4.00 9.00 4 N/A N/A N/A 1.194 7.355 2.900 0.0323 5XT
9 5.00 9.00 4 N/A N/A N/A 1.453 6.957 4.640 0.0147 5XT
10 6.00 9.00 4 N/A N/A N/A 1.438 5.216 9.937 0.0046 5XT
Page 4 of 7

BEARING CAPACITY for GIVEN LAYOUT
SCALE:
0 2 4 6[m]
STATIC SEISMIC UNITS
(Water table is at wall base elevation)
Factored bearing resistance, q-n 244.6 223.0 [kPa]
Factored bearing load, V 163.66 179.5 [kPa]
Eccentricity, e 0.61 0.96 [m]
Eccentricity, e/L 0.068 0.106
CDR calculated 1.49 1.24
Base length 9.00 9.00 [m]
Unfactored applied bearing pressure = (Unfactored R) / [ L - 2 * (Unfactored e) ] =
Static: Unfactored R = 793.26 [kN/m], L = 9.00, Unfactored e = 0.67 [m], and Sigma = 103.61 [kPa]
Seismic: Unfactored R = 793.26 [kN/m], L = 9.00, Unfactored e = 1.19 [m], and Sigma = 119.69 [kPa]
Page 5 of 7

DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements)
Along reinforced and foundation soils interface: CDR-static = 1.473 and CDR-seismic = 1.049
# Geogrid
Elevation
[m]
Geogrid
Length
[m]
CDR
Static
CDR
Seismic
Geogrid
Type # Product name
1 0.00 9.00 1.807 1.286 4 5XT
2 0.50 9.00 1.912 1.374 4 5XT
3 1.00 9.00 2.035 1.477 4 5XT
4 1.50 9.00 2.181 1.600 4 5XT
5 2.00 9.00 2.357 1.747 4 5XT
6 2.50 9.00 2.575 1.930 4 5XT
7 3.00 9.00 2.853 2.163 4 5XT
8 4.00 9.00 3.743 2.900 4 5XT
9 5.00 9.00 5.917 4.640 4 5XT
10 6.00 9.00 12.441 9.937 4 5XT
ECCENTRICITY for GIVEN LAYOUT
At interface with foundation: e/L static = 0.1091, e/L seismic = 0.1703; Overturning: CDR-static = 3.84, CDR-seismic = 2.66
# Geogrid
Elevation
[m]
Geogrid
Length
[m]
e / L
Static
e / L
Seismic
Geogrid
Type # Product name
1 0.00 9.00 0.1091 0.1703 4 5XT
2 0.50 9.00 0.0954 0.1475 4 5XT
3 1.00 9.00 0.0824 0.1263 4 5XT
4 1.50 9.00 0.0702 0.1066 4 5XT
5 2.00 9.00 0.0588 0.0885 4 5XT
6 2.50 9.00 0.0483 0.0720 4 5XT
7 3.00 9.00 0.0387 0.0571 4 5XT
8 4.00 9.00 0.0224 0.0323 4 5XT
9 5.00 9.00 0.0105 0.0147 4 5XT
10 6.00 9.00 0.0034 0.0046 4 5XT
Page 6 of 7

RESULTS for STRENGTH
Live Load included in calculating Tmax
# Geogrid
Elevation
[m]
Tavailable
[kN/m]
Tmax
[kN/m]
Tmd
[kN/m]
Specified
minimum
CDR
static
Actual
calculated
CDR
static
Specified
minimum
CDR
seismic
Actual
calculated
CDR
seismic
Product
name
1 0.00 37.1 13.17 11.49 N/A 2.818 N/A 2.340 5XT
2 0.50 37.1 25.51 11.13 N/A 1.455 N/A 1.489 5XT
3 1.00 37.1 24.40 10.78 N/A 1.521 N/A 1.552 5XT
4 1.50 37.1 23.29 10.42 N/A 1.594 N/A 1.621 5XT
5 2.00 37.1 22.17 10.07 N/A 1.674 N/A 1.697 5XT
6 2.50 37.1 21.06 9.72 N/A 1.763 N/A 1.780 5XT
7 3.00 37.1 29.51 9.36 N/A 1.258 N/A 1.375 5XT
8 4.00 37.1 35.44 8.66 N/A 1.047 N/A 1.194 5XT
9 5.00 37.1 28.54 7.95 N/A 1.301 N/A 1.453 5XT
10 6.00 37.1 29.39 7.24 N/A 1.263 N/A 1.438 5XT
RESULTS for PULLOUT Live Load NOT included in calculating Tmax
# Geogrid
Elevation
[m]
Coverage
Ratio
Tmax
[kN/m]
Tmd
[kN/m]
Le
[m]
La
[m]
Avail.Static
Pullout, Pr
[kN/m]
Specified
Static
CDR
Actual
Static
CDR
Avail.Seism.
Pullout, Pr
[kN/m]
Specified
Seismic
CDR
Actual
Seismic
CDR
1 0.00 1.000 13.17 11.49 9.00 0.00 642.2 685.1N/A 48.750 N/A 27.781
2 0.50 1.000 25.51 11.13 8.72 0.28 593.6 633.1N/A 23.265 N/A 17.278
3 1.00 1.000 24.40 10.78 8.45 0.55 546.7 583.2N/A 22.407 N/A 16.578
4 1.50 1.000 23.29 10.42 8.17 0.83 501.8 535.2N/A 21.546 N/A 15.876
5 2.00 1.000 22.17 10.07 7.89 1.11 458.5 489.0N/A 20.675 N/A 15.166
6 2.50 1.000 21.06 9.72 7.61 1.39 417.1 445.0N/A 19.806 N/A 14.457
7 3.00 1.000 29.51 9.36 7.34 1.66 377.7 402.8N/A 12.800 N/A 10.364
8 4.00 1.000 35.44 8.66 6.78 2.22 304.1 324.4N/A 8.579 N/A 7.355
9 5.00 1.000 28.54 7.95 6.23 2.77 238.0 253.8N/A 8.339 N/A 6.957
10 6.00 1.000 29.39 7.24 5.67 3.33 179.1 191.1N/A 6.095 N/A 5.216
Page 7 of 7

H=7.5 ps

Recommended

Recommended

More Related Content

Similar to H=7.5 ps

Similar to H=7.5 ps (19)

More from manuelingeniero

More from manuelingeniero (7)

Recently uploaded

Recently uploaded (20)

H=7.5 ps