hw=3.2 mts, wembedment=.6mt, seismic

7/25/2019 Hw=3.2 mts, Wembedment=.6mt, seismic

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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 hasbeen prepared by a Tensaraffiliate or by LICENSEEto enablethe application of TensarGeogrids to beevaluatedby a qualified andexperience professionalengineer. Thecalculations are derived from a standardizedsoftware program which generally follows AASHTO orNCMA design methodologies andwhichhas been modified to incorporate certain properties of Tensar products.

(2) This printout provides certain limited information for preliminary or conceptual designonly, anddoes notitself constitute a designor plan suitable for construction. A finalengineered designand plan, with drawings andinstallation details andconstructionrequirements,signed andsealed by a registered professionalengineer, is required priorto actual construction.

(3) Any mechanically-stabilized earthstructureinvolves various engineering, design, material, construction and end-use considerations.Many of theseare site specific, such

as (but notlimited to) terrain andgrading,watertable,the natureand strengthof thefoundationand backfill soils, thequality andcompaction of thebackfill, surface andsubsurface water control anddrainage, thepresence of utilities andotherelementsin or aroundthe structure, useof proper equipmentand constructionpractices duringinstallation, neighboringconstructionactivity, load factors, other environmental factors and the like. Final determinationof the suitability of any information or material for theusecontemplated andthe mannerof useis thesole responsibility of theuser andits professionaladvisors, whomust assumeall risk andliability in connection therewith.Tensarassumes no responsibility or liability to therecipient or anythird party for thewhole or any part of thecontentof anyApplication Suggestion or other work product.

Tensaris a registered trademark.

Method ofanalysis

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 PageFeb 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


2/9


Design Analysis

TensarSoil Version 2.04



Input data and Section Project: Carretera Constanza-Jarabacoa

1

90 90

30

0.60

1.20

3.20

3.00

Datum

Tensar earth retaining structure Mesa Std Connector

All dimensions in metres Scale 1:50Seismic loading case

Fill/foundationpropertiesDesign 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


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Design Analysis




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 factor0.80 1.00

Pullout coefficient Ciis 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 0.01 6.01 12 Live load

Waterpressure data

Location Height of water level above datum (m) r u

In front of structure No water pressures

Within fill No water pressures NA

Externalstabilityresults

Mechanism Result Min/Max Critical load case OK?

Eccentricity 0.500 m max0.049 m Static OK

Overturning OK2.00 minFS = 15.66 Static

Sliding on base 1.50 minFS = 5.12 Static OK

Bearing capacity 2.500 minFS = 7.132 Static OK

Internalstabilityresults

Mechanism OK? Mechanism OK?

Rupture check OK Pullout check OK

Internal sliding OK Connection check OK


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Design Analysis




ReinforcementlayoutStarting andfinishing levelsare related todatum

Tensar No of Starting Vertical Finishing Coverage Cigeogrid layers level (m) spacing (m) level (m) (%)

UX1400MSE 1 3.00 - - 100 0.80

UX1400MSE 1 2.60 - - 100 0.80

UX1400MSE 1 2.00 - - 100 0.80

UX1500MSE 2 0.80 0.60 1.40 100 0.80

UX1500MSE 1 0.20 - - 100 0.80

Requiredminimumfactors ofsafety

As given inChapter 2.7and Chapter4.3 d & e (forseismic internal& connection)

Mechanism Static loading Seismic loading

Eccentricity e


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Design Analysis




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 thefacing 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)

TaTul t 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 3.000 0.303 4.024 3.821 100.0 0.800UX1400MSE 2.600 0.300 3.020 2.821 100.0 0.800UX1400MSE 2.000 0.295 3.016 2.821 100.0 0.800UX1500MSE 1.400 0.290 3.011 2.821 100.0 0.800

UX1500MSE 0.800 0.285 3.006 2.821 100.0 0.800UX1500MSE 0.200 0.281 3.002 2.821 100.0 0.800


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Design Analysis




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 165.424Facing kN/m 11.597Dead loads kN/m 0.000Live loads kN/m 32.499

Forces behind reinforced block:From soil kN/m -0.073 9.346

From dead loads kN/m 0.000 0.000From live loads kN/m -0.081 10.292

Additional force components due to seismic loading

Forces in or above reinforced block:Soil mass kN/m 0.000 8.869Facing kN/m 0.000 1.281Dead loads kN/m 0.000 0.000Live loads kN/m 0.000 0.000

Forces behind reinforced block:From soil kN/m -0.024 3.016From 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 176.867 176.924Total moment on base about centreline kNm/m 8.608 14.052Eccentricity m 0.049 0.079

Maximum permitted m 0.500 1.000

OK? OK OK

Driving moment about toe kNm/m 17.515 23.079Restoring moment about toe

kNm/m 274.208 274.413FS (overturning) 15.656 11.890

Requirement 2.00 1.50

OK? OK OK


7/9


Design Analysis




External stability - sliding

Calculations carried out as per Chapter 4.2 Section e for static loading and Section h for seismic

loading.


Horizontal driving force kN/m 19.638 22.512Horizontal resisting force kN/m 102.114 102.147FS (sliding) 5.200 4.538


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 20.110 22.874Horizontal resisting force kN/m 102.951 102.951FS (sliding) 5.119 4.501


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.


Total vertical load on base kN/m 209.366 176.924Total horizontal load on base kN/m 19.638 22.512Total moment on base about centreline kNm/m 3.050 14.052Factor Nc 24.912 24.912

Factor Nq 15.401 15.401

Factor N 14.420 14.420

Effective length L' m 2.971 2.841Ultimate bearing pressure kN/m 502.630 486.124Applied bearing pressure kN/m 70.473 62.272FS (bearing capacity) 7.132 7.806

Requirement 2.50 1.875OK? OK OK


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Design Analysis




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 3.00 3.82 0.40 100 22.28 2.10 FS10.61 3.36 11.68 9.00UX1400MSE 2.60 2.82 0.50 100 22.28 4.05 FS5.50 3.23 6.05 4.67UX1400MSE 2.00 2.82 0.60 100 22.28 6.95 FS3.21 4.79 3.53 2.72UX1500MSE 1.40 2.82 0.60 100 36.29 9.23 FS3.93 6.58 4.33 3.34UX1500MSE 0.80 2.82 0.60 100 36.29 11.51 FS3.15 8.29 3.47 2.67UX1500MSE 0.20 2.82 0.50 100 36.29 11.33 FS3.20 12.11 3.52 2.72

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 3.00 3.82 0.40 100 22.28 0.51 2.40 15.585 1.946 18.21 5.21UX1400MSE 2.60 2.82 0.50 100 22.28 2.06 1.48 8.482 2.955 9.52 4.28UX1400MSE 2.00 2.82 0.60 100 22.28 4.56 1.88 4.216 4.136 4.70 2.35

UX1500MSE 1.40 2.82 0.60 100 36.29 6.84 2.29 4.699 5.324 5.22 2.70UX1500MSE 0.80 2.82 0.60 100 36.29 9.12 2.70 3.572 6.459 3.97 2.08UX1500MSE 0.20 2.82 0.50 100 36.29 9.34 3.10 3.444 8.823 3.83 1.98

Minimum requirement 1.125 1.125 1.1 1.1


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Design Analysis




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 3.00 100 0.800 0.16 15.55 100.00 0.16 15.55 100.00UX1400MSE 2.60 100 0.800 0.26 26.04 100.00 0.26 26.05 100.00UX1400MSE 2.00 100 0.800 1.25 41.77 33.33 1.62 41.78 25.84UX1500MSE 1.40 100 0.800 4.63 57.50 12.42 5.49 57.52 10.47UX1500MSE 0.80 100 0.800 9.84 73.22 7.44 11.42 73.24 6.41

UX1500MSE 0.20 100 0.800 16.88 88.93 5.27 19.40 88.96 4.59

Minimum requirement 1.5 1.125

hw=3.2 mts, wembedment=.6mt, seismic

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