hw=5.6 mts, wembedment=1.0 mt, seismic

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 aprobación 10 feb. 2011.

H=4.6mts, Embedment=1mts, Slope at toe, Aceleración Sísmica (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


Design Analysis

TensarSoil Version 2.04



Input data and Section Project: Carretera Constanza-Jarabacoa

90° 90°30° 1.00

1.20

5.60

4.00

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' φ φ φ φ ' γ γ γ γ bulk

(kN/m²) (°) (kN/m³)

Reinforced soil 0.0 30.0 19.0

Retained soil 5.0 35.0 19.0

Foundation soil 5.0 30.0 17.6


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 factor α α α α0.80 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/m²) Live load/Dead load

1 -0.01 5.99 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 0.667 m max0.216 m Static OK

Overturning OK1.50 minFS = 4.57 Seismic

Sliding on base 1.13 minFS = 2.61 Seismic OK

Bearing capacity 2.500 minFS = 4.498 Static OK

Internalstabilityresults

Mechanism OK? Mechanism OK?

Rupture check OK Pullout check OK

Internal sliding OK Connection check OK


Design Analysis




ReinforcementlayoutStarting andfinishing levelsare related todatum

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

UX1400MSE 1 5.40 - - 100 0.80

UX1400MSE 3 3.80 0.60 5.00 100 0.80

UX1500MSE 4 1.40 0.60 3.20 100 0.80

UX1600MSE 1 0.80 - - 100 0.80

UX1600MSE 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<B/6 on soil, e<B/4 on rock E<B/3 all cases

Overturning FS = 2.0 FS = 1.5

Sliding on base and geogrid FS = 1.5 FS = 1.125

Bearing capacity FS = 2.5 FS = 1.875

Geogrid rupture FS = 1.5 FS = 1.125

Geogrid pullout FS = 1.5 FS = 1.125

Connection with facing FS = 1.5 FS = 1.1

Furtherinformationrelevent tothisTensarEarthRetentionSystem

Further information, specifications and bill of quantitiesdescriptions for this Tensar Earth Retaining Structureare given in the following documents which form part of this Design Analysis

System overviewInstallation guideCase histories

The current versions of these documents may be found by following the website linkto "Tensar Documentation" in the Help menu of the TensarSoil program

For program users who do Tensar International Corporationnot have a link to the internet Tel: +1 866 2664980contact your nearest Tensar Fax: +1 404 2509185representative or distributor E-mail: [email protected]

Web: www.tensarcorp.com


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 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 1.00UX1600MSE 144.00 1.10 1.10 1.502.60 45.84 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 5.400 0.322 5.042 4.821 100.0 0.800UX1400MSE 5.000 0.318 4.039 3.821 100.0 0.800UX1400MSE 4.400 0.314 4.035 3.821 100.0 0.800UX1400MSE 3.800 0.309 4.030 3.821 100.0 0.800UX1500MSE 3.200 0.304 4.025 3.821 100.0 0.800UX1500MSE 2.600 0.300 4.020 3.821 100.0 0.800UX1500MSE 2.000 0.295 4.016 3.821 100.0 0.800UX1500MSE 1.400 0.290 4.011 3.821 100.0 0.800UX1600MSE 0.800 0.285 4.006 3.821 100.0 0.800UX1600MSE 0.200 0.281 4.002 3.821 100.0 0.800


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 395.892Facing kN/m 20.296Dead loads kN/m 0.000Live loads kN/m 44.726

Forces behind reinforced block:From soil kN/m -0.389 49.493From dead loads kN/m 0.000 0.000From live loads kN/m -0.127 16.221

Additional force components due to seismic loading

Forces in or above reinforced block:Soil mass kN/m 0.000 29.621Facing kN/m 0.000 2.241Dead loads kN/m 0.000 0.000Live loads kN/m 0.000 0.000

Forces behind reinforced block:From soil kN/m -0.073 9.303From 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 415.671 415.717Total moment on base about centreline kNm/m 89.702 162.692Eccentricity m 0.216 0.391

Maximum permitted m 0.667 1.333

OK? OK OK

Driving moment about toe kNm/m 114.385 187.559Restoring moment about toe kNm/m 856.025 856.301FS (overturning) 7.484 4.565

Requirement 2.00 1.50

OK? OK OK


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 65.714 91.740Horizontal resisting force kN/m 239.988 240.014FS (sliding) 3.652 2.616


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 66.799 92.759Horizontal resisting force kN/m 242.416 242.416FS (sliding) 3.629 2.613


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 460.397 415.717Total horizontal load on base kN/m 65.714 91.740Total moment on base about centreline kNm/m 81.632 162.692Factor Nc 24.748 24.748

Factor Nq 12.351 12.351

Factor Nγγγγ 13.813 13.813

Effective length L' m 3.645 3.217Ultimate bearing pressure kN/m² 568.124 515.939Applied bearing pressure kN/m² 126.296 129.213FS (bearing capacity) 4.498 3.993


OK? OK OK


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 FScon

geogrid (m) (m) (m) % (kN/m) (kN/m) tension pullout rupture pullout

UX1400MSE 5.40 4.82 0.40 100 22.28 2.11 FS10.56 2.74 11.62 8.96UX1400MSE 5.00 3.82 0.50 100 22.28 4.06 FS5.49 2.26 6.03 4.65UX1400MSE 4.40 3.82 0.60 100 22.28 6.96 FS3.20 3.67 3.52 2.71UX1400MSE 3.80 3.82 0.60 100 22.28 9.24 FS2.41 5.32 2.65 2.04UX1500MSE 3.20 3.82 0.60 100 36.29 11.52 FS3.15 6.94 3.46 2.67UX1500MSE 2.60 3.82 0.60 100 36.29 13.80 FS2.63 8.54 2.89 2.23UX1500MSE 2.00 3.82 0.60 100 36.29 16.08 FS2.26 10.14 2.48 1.91UX1500MSE 1.40 3.82 0.60 100 36.29 18.36 FS1.98 11.74 2.17 1.68UX1600MSE 0.80 3.82 0.60 100 45.84 20.64 FS2.22 13.32 2.44 1.88UX1600MSE 0.20 3.82 0.50 100 45.84 18.95 FS2.42 18.04 2.66 2.05

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 FScon

geogrid (m) (m) (m) % (kN/m) (kN/m) (kN/m) tension pullout rupture pullout

UX1400MSE 5.40 4.82 0.40 100 22.28 0.51 3.20 12.810 1.246 15.06 4.08UX1400MSE 5.00 3.82 0.50 100 22.28 2.06 1.70 8.214 1.958 9.24 4.02UX1400MSE 4.40 3.82 0.60 100 22.28 4.56 2.36 4.073 2.957 4.55 2.18UX1400MSE 3.80 3.82 0.60 100 22.28 6.84 3.03 2.783 3.987 3.10 1.53UX1500MSE 3.20 3.82 0.60 100 36.29 9.12 3.69 3.442 4.993 3.83 1.92UX1500MSE 2.60 3.82 0.60 100 36.29 11.40 4.36 2.775 5.988 3.09 1.56UX1500MSE 2.00 3.82 0.60 100 36.29 13.68 5.02 2.324 6.978 2.59 1.32UX1500MSE 1.40 3.82 0.60 100 36.29 15.96 5.69 1.999 7.965 2.22 1.14UX1600MSE 0.80 3.82 0.60 100 45.84 18.24 6.35 2.216 8.949 2.46 1.26UX1600MSE 0.20 3.82 0.50 100 45.84 16.94 7.02 2.333 11.415 2.60 1.30

Minimum requirement ≥1.125 ≥1.125 ≥1.1 ≥1.1


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 FSSL

geogrid (m) % forces forces Sliding forces forces Sliding (kN/m) (kN/m) (kN/m) (kN/m)

UX1400MSE 5.40 100 0.800 0.17 17.30 100.00 0.21 17.30 82.48UX1400MSE 5.00 100 0.800 0.31 31.30 100.00 1.30 31.31 24.08UX1400MSE 4.40 100 0.800 1.25 52.30 41.73 4.64 52.32 11.27UX1400MSE 3.80 100 0.800 4.63 73.29 15.83 10.03 73.31 7.31UX1500MSE 3.20 100 0.800 9.84 94.28 9.58 17.47 94.30 5.40UX1500MSE 2.60 100 0.800 16.88 115.26 6.83 26.95 115.28 4.28UX1500MSE 2.00 100 0.800 25.76 136.23 5.29 38.49 136.26 3.54UX1500MSE 1.40 100 0.800 36.47 157.19 4.31 52.07 157.22 3.02UX1600MSE 0.80 100 0.800 48.65 178.15 3.66 67.70 178.18 2.63UX1600MSE 0.20 100 0.800 61.24 199.11 3.25 85.39 199.13 2.33

Minimum requirement ≥1.5 ≥1.125

hw=5.6 mts, wembedment=1.0 mt, seismic

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