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TensarEarth Retaining Structures
Design Analysis
Output from TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Client: Odebrecht
Project: Carretera Constanza-JarabacoaSometido para aprobacin 10 feb. 2011.
H=4mts, Embedment=1mts, Slope at toe, Aceleracin Ssmica (a) =.2g.
TensarEarth RetainingStructure
Mesa Std Connector
IMPORTANTNOTES(Preliminary/ConceptualDesign)
(1) This printout contains an Application Suggestion which has been prepared by a Tensar affiliate or by LICENSEE to enable the application of Tensar Geogrids to beevaluated by a qualified and experience professional engineer. The calculations are derived from a standardized software program which generally follows AASHTO orNCMA design methodologies and which has been modified to incorporate certain properties of Tensar products.
(2) This printout provides certain limited information for preliminary or conceptual design only, and does not itself constitute a design or plan suitable for construction. A finalengineered design and plan, with drawings and installation details and construction requirements, signed and sealed by a registered professional engineer, is required priorto actual construction.
(3) Any mechanically-stabilized earth structure involves various engineering, design, material, construction and end-use considerations. Many of these are site specific, suchas (but not limited to) terrain and grading, watertable, the nature and strength of the foundation and backfill soils, the quality and compaction of the backfill, surface andsubsurface water control and drainage, the presence of utilities and other elements in or around the structure, use of proper equipment and construction practices duringinstallation, neighboring construction activity, load factors, other environmental factors and the like. Final determination of the suitability of any information or material for theuse contemplated and the manner of use is the sole responsibility of the user and its professional advisors, who must assume all risk and liability in connection therewith.Tensar assumes no responsibility or liability to the recipient or any third party for the whole or any part of the content of any Application Suggestion or other work product.
Tensar is a registered trademark.
Method of analysis
The calculation method used in this Design Analysis is the tie-back wedge method for MSE walls given inChapter 4 of Mechanically Stabilized Earth Walls and Reinforced Soil Slopes, Design & ConstructionGuidelines, Federal Highway Administration, Demonstration Project 82, Publication No FHWA-SA-96-071(August, 1997).
Reference Date Page Feb 10 2011 1 of 9
Design analysisprepared by
Designer
.
Tensar International Corporation Atlanta Office
5883 Glenridge Drive, Suite 200
Tel: +1 404 2501290 Atlanta
Fax: +1 404 2509185 GA 30328
E-mail: [email protected] United States of America
www.tensar-international.com
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 2 of 9
Input data and Section Project: Carretera Constanza-Jarabacoa
1
90 90
300.80
1.20
4.40
3.50
Datum
Tensar earth retaining structure Mesa Std Connector
All dimensions in metres Scale 1:100Seismic loading case
Fill/foundation propertiesDesign soilstrengthparameters arepeak values
Soil zone c' ' bulk
(kN/m) () (kN/m)
Reinforced soil 0.0 30.0 19.0
Retained soil 5.0 35.0 19.0
Foundation soil 5.0 30.0 17.6
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 3 of 9
Seismicdesign datag =accelerationdue to gravity
Input Limiting External mechanisms Internal mechanismsdeformation
Ah = 0.20g 50 mm kh(ext) = 0.11g kh(int) = 0.25g
Av = 0.00g 50 mm kv(ext) = 0.00g kv(int) = 0.00g
Vertical accelerations may act either downwards or upwards
Soil-geogridinteractionfactors
Sliding coefficient Cds Pullout scale factor 0.80 1.00
Pullout coefficient Ci is given in
reinforcement layout table
Surchargesx values aremeasured from thetop of thereinforced fillblock.
No Load acts from x (m) To x (m) Load (kN/m) Live load/Dead load
1 0.00 6.00 12 Live load
Waterpressure data
Location Height of water level above datum (m) ru
In front of structure No water pressures
Within fill No water pressures NA
Externalstabilityresults
Mechanism Result Min/Max Critical load case OK?
Eccentricity 0.583 m max0.131 m Static OK
Overturning OK1.50 minFS = 6.45 Seismic
Sliding on base 1.50 minFS = 4.03 Static OK
Bearing capacity 2.500 minFS = 5.481 Static OK
Internalstabilityresults
Mechanism OK? Mechanism OK?
Rupture check OK Pullout check OK
Internal sliding OK Connection check OK
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 4 of 9
ReinforcementlayoutStarting andfinishing levelsare related todatum
Tensar No of Starting Vertical Finishing Coverage Cigeogrid layers level (m) spacing (m) level (m) (%)
UX1400MSE 1 4.20 - - 100 0.80
UX1400MSE 3 2.60 0.60 3.80 100 0.80
UX1500MSE 3 0.80 0.60 2.00 100 0.80
UX1500MSE 1 0.20 - - 100 0.80
Requiredminimumfactors ofsafetyAs given in Chapter 2.7and Chapter4.3 d & e (forseismic internal& connection)
Mechanism Static loading Seismic loading
Eccentricity e
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 5 of 9
Detailed calculation resultsThe following tables provide the detailed results from the design Analysis, including geogrid design data, together with bothexternal and internal analysis results.
Geogrid reinforcement design dataGeogrid strength is calculated following Chapter 3.5 Section b (geosynthetic reinforcement).Connection data given below is defined in Chapter 4.3 Section e and the values given are for the facing system indicated on Page 2.
Design temperature (C) Design life (years)20 120
Tensar Ultimate Creep Durability Installation FS Design Connection datageogrid strength factor factor damage strength
(kN/m) (kN/m)
TaTult CRs CRuRFcr RFd RF id
UX1400MSE 70.00 1.10 1.10 1.502.60 22.28 0.27 1.00UX1500MSE 114.00 1.10 1.10 1.502.60 36.29 0.27 1.00
Geogrid coordinates and design dataLevels are measured from the datum and horizontal location is measured from the toe of the wall
Tensar Level Left end Right end Length Coverage Pullout interactionGeogrid (m) (m) (m) (m) % factor Ci
UX1400MSE 4.200 0.312 4.533 4.321 100.0 0.800UX1400MSE 3.800 0.309 3.530 3.321 100.0 0.800UX1400MSE 3.200 0.304 3.525 3.321 100.0 0.800UX1400MSE 2.600 0.300 3.520 3.321 100.0 0.800UX1500MSE 2.000 0.295 3.516 3.321 100.0 0.800UX1500MSE 1.400 0.290 3.511 3.321 100.0 0.800UX1500MSE 0.800 0.285 3.506 3.321 100.0 0.800UX1500MSE 0.200 0.281 3.502 3.321 100.0 0.800
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 6 of 9
External stability - unfactored calculated forces
Forces are calculated as per Chapter 4.2 for both static and seismic loading.
Note: negative forces are upwards
Loading direction Units Vertical Horizontal
Static force components
Forces in or above reinforced block:Soil mass kN/m 269.258Facing kN/m 15.946Dead loads kN/m 0.000Live loads kN/m 38.613
Forces behind reinforced block:From soil kN/m -0.207 26.294From dead loads kN/m 0.000 0.000From live loads kN/m -0.111 14.151
Additional force components due to seismic loading
Forces in or above reinforced block:Soil mass kN/m 0.000 17.734Facing kN/m 0.000 1.761Dead loads kN/m 0.000 0.000Live loads kN/m 0.000 0.000
Forces behind reinforced block:From soil kN/m -0.045 5.727From dead loads kN/m 0.000 0.000From live loads kN/m 0.000 0.000
External stability - eccentricity and overturning
Calculations carried out as per Chapter 4.2 Section d, to establish eccentricity for static loading and
Section h for seismic loading. In addition an overturning calculation is carried out.
Calculation Units Static loading Seismic loading
Total vertical load on base kN/m 284.886 284.953Total moment on base about centreline kNm/m 37.197 63.899Eccentricity m 0.131 0.224
Maximum permitted m 0.583 1.167
OK? OK OK
Driving moment about toe kNm/m 52.831 79.709Restoring moment about toe kNm/m 514.186 514.477FS (overturning) 9.733 6.454
Requirement 2.00 1.50
OK? OK OK
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 7 of 9
External stability - sliding
Calculations carried out as per Chapter 4.2 Section e for static loading and Section h for seismic
loading.
Calculation Units Static loading Seismic loading
Horizontal driving force kN/m 40.445 51.517Horizontal resisting force kN/m 164.479 164.517FS (sliding) 4.067 3.193
Requirement 1.50 1.13
OK? OK OK
Additional sliding check
For inclined structures an additional sliding check is carried out with the back of the reinforced soil
block defined by a series of steeper lines until the lowest FS value is obtained.
Critical inclination of wall back deg 90.000 90.000Horizontal driving force kN/m 41.244 52.166Horizontal resisting force kN/m 166.014 166.014FS (sliding) 4.025 3.182
Requirement 1.50 1.13
OK? OK OK
External stability - bearing capacity check
Calculations carried out as per Chapter 4.2 Section f for static loading and Section h for seismic
loading, using Meyerhof load distribution to take into account eccentricity. The effect of load
inclination is omitted in accordance with Chapter 3.4 Section a.
Calculation Units Static loading Seismic loading
Total vertical load on base kN/m 323.499 284.953Total horizontal load on base kN/m 40.445 51.517Total moment on base about centreline kNm/m 30.413 63.899Factor Nc 24.817 24.817
Factor Nq 13.510 13.510
Factor N 14.070 14.070
Effective length L' m 3.312 3.052Ultimate bearing pressure kN/m 535.320 502.979Applied bearing pressure kN/m 97.676 93.381FS (bearing capacity) 5.481 5.386
Requirement 2.50 1.875
OK? OK OK
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 8 of 9
Internal stability - static loadingCalculations carried out as per Chapter 4.3 Section b (tension check), Section c (pullout check) andSection e (connection check).
Geogrid Data Factor of safety
Tensar Level Length Sv Cov Ta Tmax FS FSpo FScon FScongeogrid (m) (m) (m) % (kN/m) (kN/m) tension pullout rupture pullout
UX1400MSE 4.20 4.32 0.40 100 22.28 2.11 FS10.58 3.05 11.64 8.98UX1400MSE 3.80 3.32 0.50 100 22.28 4.06 FS5.49 2.74 6.04 4.66UX1400MSE 3.20 3.32 0.60 100 22.28 6.96 FS3.20 4.23 3.52 2.72UX1400MSE 2.60 3.32 0.60 100 22.28 9.24 FS2.41 5.95 2.65 2.05UX1500MSE 2.00 3.32 0.60 100 36.29 11.52 FS3.15 7.61 3.47 2.67UX1500MSE 1.40 3.32 0.60 100 36.29 13.80 FS2.63 9.25 2.89 2.23UX1500MSE 0.80 3.32 0.60 100 36.29 16.08 FS2.26 10.87 2.48 1.91UX1500MSE 0.20 3.32 0.50 100 36.29 15.14 FS2.40 15.13 2.64 2.03
Minimum requirement 1.5 1.5 1.5 1.5
Internal stability - seismic loadingCalculations carried out as per Chapter 4.3 Section d (seismic check, both tension and pullout) andSection e (connection check for seismic).
Geogrid Data Factor of safety
Tensar Level Length Sv Cov Ta Tmax Tmd FS FSpo FScon FScongeogrid (m) (m) (m) % (kN/m) (kN/m) (kN/m) tension pullout rupture pullout
UX1400MSE 4.20 4.32 0.40 100 22.28 0.51 2.92 13.659 1.499 16.03 4.41UX1400MSE 3.80 3.32 0.50 100 22.28 2.06 1.69 8.228 2.377 9.25 4.04UX1400MSE 3.20 3.32 0.60 100 22.28 4.56 2.23 4.111 3.469 4.59 2.23UX1400MSE 2.60 3.32 0.60 100 22.28 6.84 2.78 2.817 4.573 3.14 1.57UX1500MSE 2.00 3.32 0.60 100 36.29 9.12 3.32 3.489 5.638 3.88 1.98UX1500MSE 1.40 3.32 0.60 100 36.29 11.40 3.87 2.815 6.686 3.13 1.61UX1500MSE 0.80 3.32 0.60 100 36.29 13.68 4.41 2.359 7.725 2.62 1.36UX1500MSE 0.20 3.32 0.50 100 36.29 13.14 4.96 2.411 10.122 2.68 1.36
Minimum requirement 1.125 1.125 1.1 1.1
TensarEarth Retaining Structures
Design Analysis
TensarSoil Version 2.04
Calculations in accordance with: Demo 82 (FHWA 1997) (seismic loading)
Reference Date Page Feb 10 2011 9 of 9
Internal sliding check - sliding on geogrids
DEMO 82 does not include a specific requirement or definition for checking sliding on geogrids, socalculations are carried out as per the external check, Chapter 4.2 Section e for static loadingand Section h for seismic loading.
Geogrid Data Static loading Seismic loading
Tensar Level Cov Ci Driving Resisting FSSL Driving Resisting FSSLgeogrid (m) % forces forces Sliding forces forces Sliding
(kN/m) (kN/m) (kN/m) (kN/m)
UX1400MSE 4.20 100 0.800 0.16 16.42 100.00 0.16 16.43 100.00UX1400MSE 3.80 100 0.800 0.29 28.67 100.00 0.54 28.68 52.73UX1400MSE 3.20 100 0.800 1.25 47.04 37.53 3.13 47.05 15.04UX1400MSE 2.60 100 0.800 4.63 65.40 14.12 7.76 65.41 8.43UX1500MSE 2.00 100 0.800 9.84 83.75 8.51 14.44 83.77 5.80UX1500MSE 1.40 100 0.800 16.88 102.09 6.05 23.17 102.12 4.41UX1500MSE 0.80 100 0.800 25.76 120.43 4.68 33.95 120.46 3.55UX1500MSE 0.20 100 0.800 36.47 138.76 3.81 46.78 138.79 2.97
Minimum requirement 1.5 1.125