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CT 06-27; Muroya; Structural Calculations; 2011-08-25 (2)
RECEIVED SEP 02 2011 LAND DEVELOPMENT ENGINEERING SOIL RETENTION DESIGNS INC. Verdura Retaining Wall Design Project: TRACT N. CT 06-27 MUROYA CARLSBAD, Ca. Prepared for: TALYOR MORRISON OF CALIFORNIA LLC. 15 CUSHEVG IRVINE, CA 92618 SRD Project No: 0711-004 August 25,2011 2501 State Street • Carlsbad, CA 92008 • Phone (760) 966-6090 • Fax (760) 966-6099 SOIL RETENTION DESIGNS INC. Date: August 25,2011 SRD Project No: 0711-004 Client: Taylor Morrison of California LLC. 15 Gushing Irvine, CA 92618 Attention: April Tornillo Subject: Verdura 40 MSB Wall Design, Tract CT06-27 Muroya, Carlsbad, Ca. In accordance with your request, Soil Retention Designs, Inc. (SRD) has prepared analyses for the proposed retaining walls at the above referenced site. The enclosed structural design addresses wall 14 and Wall 8 with the location as noted in the accompanying construction drawings (Verdura Segmental Retaining Wall Plans). The design is based on a contract with Taylor Morrison of California LLC. dated: 03-01-11. REFERENCE DOCUMENTS The information provided for use in the enclosed structural analyses included the following: 1. MSB Wall Design Parameters, Tract CT 06-27 Muroya, Carlsbad, CA, prepared by Geocon Consultants dated: July 14, 2009 and included hi this report hi Appendix 1. 2. Electronic grading plan and profile, Tract CT 06-27 Muroya, prepared by Pangaea Land Consultants, received in our office on 2/25/2011. SCOPE The scope of services provided for this project included the following: 1. Review of the above referenced documents relative to obtaining necessary Verdura Wall design parameters. 2. In-office analysis and design of the proposed Verdura Retaining Wall as required to accommodate the design. 3. Preparation of this report, which contain our calculations and associated specifications, plans and/or drawings that relate directly and specifically to the proposed retaining walls. 2501 State Street • Carlsbad, CA 92008 • Phone (760) 966-6090 • Fax (760) 966-6099 Mrs. April Tomillo Verdura 40 Wall Design Muroya August 25,2011 LIMITATIONS The design and recommendations provided herein are applicable to the use of Verdura retaining wall products, which is of proprietary ownership by Soil Retention Products, Inc. Note that the scope of services authorized and provided herein is limited to a structural design of the proposed Verdura Retaining Wall system. SRD did not provide any on-site geotechnical services such as subsurface investigations or identification/testing of soil materials that may be used in or near the proposed Verdura 40 Retaining wall. Information presented herein is based on data provided in the reference documents. If the conditions differ from those presented in the referenced documents, the engineering design and analyses provided by SRD may no longer be valid and additional engineering and analysis services may be required. Conditions noted above include, but are not limited to slope configurations, wall system type, wall/slope heights, soil materials and structure loadings. In addition, it should be noted that SRD is the wall designer and not the geotechnical engineer-of-record. VERDURA 40 RETAINING WALL General - The site consists of two proposed Verdura retaining walls (wall 8 and wall 14) Wall 8 is located on the west side of pad numbers 17 and 18 adjacent to the proposed storm water basin. The proposed wall 8 will have a flat top condition and a proposed 2:1 descending slope that leads to the storm water basin area at the toe of the wall. Wall 14 is located on the west side of the proposed building pad numbers 35, 36. The Proposed wall 14 will have a descending slope at the toe and a proposed 2:1 ascending slope above the wall. We have prepared the design and drawings for both walls. Geotechnical Design Parameters - The geotechnical parameters provided for use in design of the Verdura Retaining wall were provided by Geocon geotechnical consultants Inc. (the geotechnical engineer for the project), which is noted as Referenced Document #1. Seismic Design Parameters - .17g Wall Components - The Verdura Retaining walls are to be constructed using Verdura 40 blocks, Mirafi geogrids and other accessory products as required for construction by the wall building contractor, and described in "Part 2 - Products" of the "Specifications" of the attached construction drawings (Sheet 1). Wall Design - The Verdura 40 Retaining Walls proposed for this site have been designed for both static and pseudo-static conditions using computer program Verdura Wall 1.0. Verdura Wall 1.0 is a derivative of the program MSEW (Mechanically Stabilized Earth Wall) developed by ADAMA Engineering, Inc. Verdura Wall 1.0 incorporates nationally recognized methodologies in design of mechanically stabilized earth structures such as those adopted by the Federal Highway Administration (FHWA) and National Concrete Masonry Association (NCMA). The design calculations are provided hi Appendix 2 of this report and preceded by a summary page of the critical factors of safety. Mrs. April Tomillo Verdura 40 Wall Design Muroya August 25,2011 Our analysis is based on the AASHTO Design Method. Summary: • Wall 14 o 22' Total Height wall with a proposed 2:1 ascending slope above • Wall8 o 11.3' Total Height wall with a proposed 2:1 descending slope to a flat basin area below Toe embedment - Toe embedment (embedment of the wall base into the foundation soils) is typically provided to minimize the potential for erosion undermining of the wall base, enhance bearing capacity and enhance sliding resistance of the basal reinforcement layers. Embedment of the wall is accounted for in the calculations as part of the "total wall height". The embedment has no impact on the wall calculations (i.e. design methodology conservatively ignores passive earth pressures from soils hi front of the wall and hence has no effect on the internal or external stability of the wall system/components). Per the Geotechnical Engineers recommendations, we have added additional embedment into competent formational material to account for the potential of loose slope material to be eroding away from the face of wall over time per the soils report. Toe embedment used in design exceeds the minimum guidelines as set forth by NCMA and FHWA (H/5 [sloping toe condition], where "H" is the walls exposed height). For descending slopes we have used a minimum depth of 7' to daylight. Wall Backfill - Requirements for reinforced, retained, and foundation zone backfill materials are included in the specifications for this project. The reinforced zone materials should consist of engineered fill comprised of select on-site or imported soils accepted by the geotechnical engineer-of-record and having a minimum friction angle of 30 degrees shear strength when remolded to 90% of modified proctor density (ASTM D-1557). Additionally, the soil materials used in wall construction should not exhibit a plasticity index (PI) greater than 20 or have % fines passing the 200 sieve > 35%. Soils within 6 inches of a reinforcing geosynthetic layer shall not contain particles larger than six inches. Backfill Drainage - Retaining wall sub-drainage should be constructed in accordance with the details shown on the accompanying construction drawings and/or as directed by the geotechnical engineer of record. Surface Water Drainage - Drainage and channeling of surface water from above wall and from surrounding improvements should be directed to collection devices away from the retaining wall structures. Where possible, surface water should be collected in v-ditches, swales, or other collection/channeling devices in order to contain and discharge water to either end of the wall or away from the structures. Berms, curbs, gutters, swales or other devices may be required to prevent excessive amount of concentrated runoff from draining over the crest of the wall and creating erosion problems, hi no case should large volumes of runoff or concentrated flows be allowed to cascade over the top of Verdura Walls, discharge into the backfill or infill soils from which the wall is constructed or otherwise be allowed to saturate the structural fill of the wall. Mrs. April Tornillo Verdura 40 Wall Design Muroya August 25,2011 Improvements Above Walls - The uppermost geosynthetic reinforcements are designed to be at least 2 feet beneath the top of wall elevations. The 2-foot zone is typically considered a suitable depth in which landscaping can be installed. If deeper infrastructure improvements are planned within the areas above the wall, there may be conflict with geosynthetic reinforcements. SRD should be contacted if infrastructure utilities are planned for these areas and trench excavations encroach within the zone of geosynthetic reinforced soils. Additional analyses in order to assess the stability of the designed retaining wall may be required if this condition exists. Construction Details - Detailed specifications, relative to the construction of the Verdura retaining wall system, are provided on the accompanying construction drawings. The length, strength and spacing of geosynthetic reinforcements are depicted on a maximum height cross-section design. The minimum recommended geogrid lengths should be maintained throughout the specified lengths of the wall per the accompanying drawings. Geogrid spacing for all wall areas shall not be greater than 3 block courses except for top of wall areas as noted on the included plans. GLOBAL STABILITY ANALYSES - Global stability of soil slopes surcharged by retaining structures is typically independent of local structural design for the retaining structure and hence has not been conducted as part of the design included herein. The global stability of the slope and retaining structure combination is the responsibility of the geotechnical engineer-of-record (Geocon Geotechnical Consultants, Inc.) and should be provided under separate cover prior to initiation of construction. In order to ensure that the geotechnical engineer of record has reviewed the global stability of the proposed structures, we request that the geotechnical engineer of record provide a letter of review to SRD. The letter of review should provide confirmation that an assessment of the global stability for the slope and retaining wall combination was performed and that minimum required safety factors per the requirements of all appropriate reviewing agencies have been achieved. GEOTECHNICAL ENGINEER-OF-RECORD It is the project geotechnical engineer-of-record's responsibility to review the enclosed design calculations, plans, and specifications in order to ensure that the assumptions made herein are consistent with their intentions. It should also be noted that it shall be the responsibility of the project geotechnical engineer-of-record to ensure that the soil and geologic structure on which the proposed Verdura retaining walls are founded are globally stable (i.e. stable with respect to potential failure surfaces that may occur behind and beneath the Verdura 40 retaining wall). Lastly, the geotechnical engineer of record will be responsible for ensuring that the soil, materials, and methods used in construction of the Verdura Retaining wall are conducted in accordance with the specifications outlined herein. Mrs. April Tomillo Verdura 40 Wall Design Muroya August 25,2011 CONCLUSIONS Construction of the above referenced Verdura Walls is feasible provided that the recommendations and associated details presented herein are followed. If you have any questions or wish additional information, please contact the undersigned. Respectfully Submitted, Niklas E. Jansson, RCE 67744 Senior Engineer Distribution: (6) Addressee Attachments: Appendix 1 - Verdura Design Parameters Appendix 2 - Retaining Wall Design Calculations - Rear of Text Mrs. April Tornillo Verdura 40 Wall Design Muroya August 25,2011 Design Summary Design Summary Table - Wall 14 (HD=22 ft) W/Seismic Structure Geometry Total Height Crest Condition Toe Geotechnical Parameters Friction angle, <p, degrees Dry Unit Weight, yd) pcf Cohesion, c, psf Seismic acceleration, g Global Stability 22' Ascending 2:1 Descending 1.5:1 Reinforced 30 130 Not used Retained 30 130 Not used Foundation 30 130 300 0.17 Per Geotechnical Engineer of Record Minimum Factor of Safety External Stability Bearing Capacity Direct Sliding Overturning Internal Stability Connection Geogrid Strength Pullout Resistance Direct Sliding FS, Static FS, Seismic Actual 14.06 3.45 8.86 2.98 2.86 3.32 3.10 Target Actual 2 14.16 1.5 2.65 2 6.29 1.5 1.23 1.5 1.80 1.5 1.82 1.5 2.39 Target 1.5 1.1 1.5 1.1 1.1 1.1 1.1 Mrs. April Tornillo Verdura 40 Wall Design Muroya August 25,2011 Design Summary Design Summary Table - Wall 8 (HD=11.3 ft) W/Seismic Structure Geometry Total Height Crest Condition Toe Geotechnical Parameters Friction angle, <p, degrees Dry Unit Weight, 7,1, pcf Cohesion, c, psf Seismic acceleration, g Global Stability 11.3' flat Slight 2:1 to flat are Reinforced 30 130 Not used a Retained 30 130 Not used 0.17 Foundation 30 130 300 Per Geotechnical Engineer of Record Minimum Factor of Safety External Stability Bearing Capacity Direct Sliding Overturning Internal Stability Connection Geogrid Strength Pullout Resistance Direct Sliding FS, Static FS, Seismic Actual 16.03 2.63 5.51 2.17 2.24 2.43 2.56 Target Actual 2 11.88 1.5 1.59 2 3.04 1.5 2.17 1.5 2.24 1.5 2.43 1.5 1.47 Target 1.5 1.1 1.5 1.1 1.1 1.1 1.1 I t Mrs. April Tomillo Verdura 40 Wall Design Muroya August 25,2011 Appendix 1 Geotechnical Design Parameters (3 Pages) should be backfilled with less penaeafale compacted fill ta r of drainage openings through fce base of the wall (weep .hales) is nofeTecemnrenderf where the seepage could be a mosaAee or othenyisaadvfersely al^.the ptopeily adjaceat to die base of the watt. The RWamraejiaadans hereitt asSHmea i»^ie%x!8 SO or less) fise-^diahtBig backfill material, with noihydcosBiap fifases. -dr 'JtnpoSfti surcharge load Figuo 12 presents A typical «Caim4g wall dt^n^d^fl-lf cc Aese de«aibed aie e^ee^ or ff specific ^ai^^det^ should be contacted ftjr additional iecon&Beadatiofl$. 6.16.6 IB geaeral, KRdI fbeadiations having a m^fmumdepaflnd^dacif 1 Ibotmaybedesigaed fijrimaaqwablesoflbeai^iHss^ basetJffte wall bas an Expansion ladex of 59 or less. Tbei top of a slope steeper than 3:1 cenld m?»pt fliedlisvrable soil fea^iig itfe^fep. Tbrae&te, Qeoeon Incorporated should be 6.10.7 The rtsdHHnendafioas p^sented herem Ar0 g@a$i% ^^1^ W &e cEes^ga <£ n^S coici«e of masoaiy retaining wffis fervaag a walls higher ftan 8 feet crofter^pefr of v^ls(^3SBl^^ Geocon Tncsrpofflted^ioald bfc consulted fbr^ddnional 6.11 Ldferal Loads 6,11.1 far resisbace to Uteai loads,, an aflowarie |>as^ eardi pressitte eqiriyato to a fliiid dena^r of 350pcf is resommended fcrjbofings or shear keys pffaredfleat agunst properly cted gramilaF fifl or formatianal njaterials. The .allowable passive pressure assumes a horizontalsur&ce extendiBgaway from te base ofite wall atleast 5 feet orfereetimes fee height of the surface generating the passive pressure, wlrichever is greater. The upper 12 te^es of aiaterial not protected by floor slabs or pavement should not be menided hi Ae desip for lateral reostance. An allowable fiiction coeffieienf of"035 nay be used for tesistanee to sliding between soil and concrete. Itus HkjUuik coefRckait tnay be condnned with the allowable passive earth pressure when detertriaingresistance to lateral Itrads. 6.12 Mechanically Stabilized Earth Walls 6,12.1 MechanieaBy stabilized earth (MSB) retaining walls are alieiHatwe walls lift consist of modular block feeing vats w1& geogrid rehiS»rced earto Wnnd $&W«&. Tbegeagrid anaches to fte block ante add is typically placed at apeetfed T«E&al nttravals and etnbednient lengths. Spacing and lengths arebased on fte Qypeimd-TUnin^ili dtfiimilrJisocsgf soil used for the backfill. ft^cctNo. 07671-524)1 -21- Jdy 14,2089 6.12.2 Based on mfuntiatiun obtained from the referenced igeotecnmeat rspsrtj &e. geotecfaakal paiameters provided in Table 6.12.1 canto used for design of ft&MBE walls. TABLE g.12.1 GEGT^NICAL PARAMETERS FOR USE WALLS Cabeaon Wet Unit Wdgit ^V-^WS"yjP^ 390 psf 13ftgcf 6.12,3 The; soil parameters presented in Table 6V12J, ape based onuqr experieace€nd drrect fihear- strength tests perfonoed dunag fee geotedmtcat ttty^tfigrtrloni aad previous gftK&g tS'ra»«i m«JJ| *^M»«MBiMMfr in mill .gyp'1tfifii-*-»Ti ai^JLj. •••Wt^^M^in **i^jrl •••n|--•••fif--____***. J|_L| •mfaania ^••••m irian'J^ teas-ana represent sffioem ut&OBrSitSirBaternas. tBB^WAet'amwe^puiglffis^pBSctHBB in Taste I mn be used for design but acniaJ iftfflyg^^lfliiHttfeR'in^i'TiiTigtf-WTHi u^uuu&oatSy 110 to 145 pounds per cubic feoL Cteoeon htcerptnated has as way of feaowmg ^wbete- ARSRTnaterials wffl actoi^beuisedasbaeltnTl behmd:fiie?«all^iing cottstncfian. ttisup to fee vail des^jers to use thefir JudgMent m sefectiiaB of fliedesigB tmce badcfifl materials ^ve been seleeted As-sudi, conduced on samples of the proposed bac&ill materials to check that lhey£aafsan to actol design vah^ ReOTlts shoiSd be prodded totire^slgnerto le-evalifflte sSBfljfyofffie waBs. Dependent 1901 test results, the desagaer nay mprire mpdifkatkHis to tfae original wall design (eg., longer rainfeiieiinfiat embednient fengfiis). 6.12.4 For walls founded on and ratamiag compacted fill, $ reconunended fix the reinforced rone sootdd also lie esed fbr the letaiBefl zone and zone. The foundation zpne is- <he area v^iere, die ^otfflg a en&edded, tte zone is ihe a^ea Of ffie baji*fill aat possesses ike reiafacring Mpe» and; $e retasoedzoneisffie area beMnd the r foundation design and calcutathms for 'wall beartng. Tms rrmrirnum foundation width and depfe of n niches founded i materials. The allowable soil bearing pressure may be increased by 380 psf and 500 psf fe each additional foot of foundalion widm anddeptk, respectively, up toa nftodrflum aOowaSle soil bearing pressure of 4^000 psf, t 6.12.6 Badcrm materials witWn the rardarcedzote 90 percent of the laboratory maxiinum dry density near to sltgMy abose optirnutn moisture Project No. 07671-52-01 -22- 1 eonteatiB aecttdaScevnm ASTRl & 1557. This isappjk^jte t0tiw mtire enfeafae of Ac geogrid remfoFeemeaL T^ricaUy, wall designers specify no heavy compaction equipment within 3 feet of tire Face of the wall However, smaller .e£(f$Hiiett («§., wirffe. bebrad, serr*fciven compactors OF tend whackes) can -fee used tb compact the materials without causing deformation of ih&wall. tfffie designer specifies no sfflBpacttve effort far this 20006, fee matBnals are essratial^ not psopeify OHtqn^ed-aBd' the geopid wMiiii tbe tmconqiacted zone should not be relied upon fet tefafeEeeaient, and overall embedment 6.12.7 dffoc^h {he wall and' fee base of tbe wall, feus preventing hydrostatic fuepsures behold ftte wall 6.12J Qeosynfl^ciefeforeeinent^iust elongate to deveh^j 1101 lenale resistance, T% elo^itjqn ^netally results innroveraent at feelpp of the wafl. Th&OTrount oframCTKnt fedepcndeat upon tbe he%jht of flre wall (&&, higher walls rotate HWH?) sad fie type of gtjogriji reinforefflgused. In addifion, over time geogriS has been known tq exhibil CKepXsoEnetmies as mod; as 5 peroeat) mi can undeEgo add^anai mamaasaL <3|wen .^ cowJUon, tile ownef should be stuns &at slnietiuts sad "pB^eraeat Iptece3 wuuiu ws iffa&SEsed and retained zoaes of the walla^ ondergD movement 6.13 Pfefcninary PavBinenlt'RecQraiiientiatidns 6.13.1 Tbe Mowkfe pieuramaiy pavement design catena ate based on Kqjected soil condi&fns. Mittamtm rtsistance values (R-Value) of 30 ^ sobgrade soil and 78 fiw aggogate base materials have been assumed, based em iheresidte * elevation after grading aad on base materials fa ofder tp develop fiaal pavement 6.132 The flexible pavement section was calculated in general cgnfenaance witfa tie Galtrans Meftod of Flexible Pavement Design (Highway Design Manual, Section 608.4) using three passible Traffic Indices 01). Tihe prgeelaMHtBBt, cfvil engiaeer3 4n4 ownaf slrauld ipview the pavonent designation to determine appropriate locations for pavement thickness. Reeommendatioas for fiexiHepavement-sections are presented/otfTabte 643.1 . fi«jci!lNb.ff«71-SMH -23- i* Mrs. April Tornillo Verdura 40 Wall Design „ Muroya August 25,2011 mi Appendix 2 Retaining Wall Design Calculations (20 Pages) MSfcW — Mechanically Stabilized hiarth Walls Muroya Present Date/Time: Thu Aug25 11:13:382011 I:\SRDesign\JobFolder\0711-004Muroya_CarIsbadCA\Design\v-wall\wall I H=22.0.BEN AASHTO DESIGN METHOD Muroya PROJECT IDENTIFICATION Title: Muroya Project Number: 0711 004 Client: Taylor Morrison of California LLC Designer: EJS Station Number: Description: H=22.0' design with 1.5:1 desending slope at toe Company's information: Name: Soil Retention Designs, Inc. Street: 2501 State Street Carlsbad, CA 92008 Telephone #: 760-966-6090 Fax #: 760-966-6099 E-Mail: njansson@soilretention.com Original file path and name: J:\SRDesign\Job Folder\0711-004 Muroya_Carlsbad CA\Desi ll\wall 1 H=22.0.BEN Original date and time of creating this file: Tue Aug 24 16:24:32 2010 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Muroya Page 1 of 10 Copyright © 1998-2009 ADAMA Engineering, Inc. License number MSEW-302016 MSEW — Mechanically Stabilized Karth Walls Muroya Present Date/Time: Thu Aug.25 11:13:382011 " . J:\SRDesign\JobFolder\0711-004Muroya_CarIabadCA\Design\v-wan\wall 1 H=22. O.BEN Vnon 10 MSEW v<™ 10 MSEW VRan 3fl MSEW Votcn 3.0 MSEW vown .10 MSEW vtnwl 10 MSEW vmion 3 0 MSEW Vmwl .1.0 MSEW VEran .1.0 M3EW VRW .10 MSEW VCBieH 10 MSEW VmimJ.O MSEW VflMI 10 MSEW vnion 10 M3EW Vowii 3.0 MSEW vnwl 10 Mscw VRUnlo MSEW v«i« 10 HSEW Vs^nlo MSEW V9deR 1J1MJEW Vn«n -U MSEW V!««l 30 SOIL DATA REINFORCED SOIL Unit weight, y 130.01b/ft3 Design value of internal angle of friction, <j) 30.0 ° RETAINED SOIL Unit weight, y 130.01b/ft3 Design value of internal angle of friction, <|) 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv 130.01b/ft3 Equivalent internal angle of friction, (|>equiv 30.0° Equivalent cohesion, c equiv 300.0 Ib/ft2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2467 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, \|/ = 40.18° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2443 (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 = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.170 Design acceleration coefficient in Internal Stability: Kh = Am = 0.218 Design acceleration coefficient in External Stability: Kh = 0.078 (Am = 0.078) (Kh in External Stability is based on allowable displacement, d = 100 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0 ) = 0.2962 Kae (Kh = 0 ) = 0.2443 A Kae = 0.0520 (see eq. 37 in DEMO 82) Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Muroya Page 2 of 10 Copyright © 1998-2009 ADAMA Engineering, Inc. License number MSEW-302016 - Mechanically Stabilized Kartn Walls Present Date/Time: Thu Aug 2511:13:382011 '•man .1 0 MSEW VojlOT -Vo MSEW VcTsinl ) a MSEW VmMn .10 MSEW Vrown .* a MSEW Vl MSEW Vnaon 10 MSEW V. Muroya J:\SRDesign\Job Folder\0711-004 Muroya_CarIsbad CA\Design\v-walI\wall 1 H=22.0.BEN 10 MSEW Vmiun.' 0 MSEW Vcisum.' 0 MSEW Vrrawii 3.0 MSEW Vmion 3 0 MSEW Vnaon 10 MSEW v-iiwii .1.0 MSEW Vnaon .1U MSEW V-iuon .1D MSEW VTHHm .10 MSEW Vnam .1» _ _ INPUT DATA: Geogrids (Analysis) DATA Tult fib/ft] Durability reduction factor, RFd Installation-damage reduction factor, RFid Creep reduction factor, RF c Fs-overall for strength Coverage ratio, Re Friction angle along geogrid-soil interface, p Pullout resistance factor, F* Scale-effect correction factor, a Geogrid type#l 4700.0 1.10 1.10 1.58 N/A 1.000 26.10 0.85 tanj) 0.8 Geogrid type #2 7400.0 1.10 1.10 1.58 N/A 1.000 26.10 0.85 tanj) 0.8 Geogrid type #3 9500.0 1.10 1.10 1.58 N/A 1.000 26.10 0.85-tanJ) 0.8 Geogrid type #4 13705.0 1.10 1.10 1.58 N/A 1.000 26.10 0.85-tanj) 0.8 Geogrid type #5 7400.0 1.10 1.10 1.58 N/A 0.800 21.06 0.67-tan)) 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z Oft 3.3ft 6.6ft 9.8ft 13.1ft 16.4ft 19.7ft K/Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 1.0 2.0 K/Ka 3.0 9.8 16.4 26.2 uu.' 0 MSEW Vnsiun 3 0 MSEW Vnnon .10 MSEW Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. Page 3 of 10 License number MSEW-302016 MStW - Mechanically Stabilized barth Walls Present Date/Time: ThuAug25 11:13:382011 Muroya J:\SRDesign\Job Folder\0711-004 Muroya_Carlsbad CA\Design\v-wall\wall 1 H-22 O.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.42 ft. Average unit weight of block is Jf = 117.00 Ib/ft3 Z / Hd To-static / Tmax or To-seismic / Tmd 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Top of wall Z/Hd °-°° 0.25 0.50 0.75 1.00 1.00 0.90 0.80 0.70 0.60 To-static / Tmax or To-seismic / Tmd 0.50 Geogrid Type #1 a <» CRult <2> 0.0 4000.0 0.75 0.75 Geogrid Type #2 a CRult 0.0 0.42 1545.0 0.60 4000.0 0.60 Geogrid Type #3 CT CRult 0.0 0.22 1831.0 0.63 4000.0 0.63 Geogrid Type #4 CT CRult 0.0 0.31 1914.0 0.57 4000.0 0.57 Geogrid Type #5 a CRult 0.0 0.42 1545.0 0.60 4000.0 0.80 Geogrid Type #13> a CRcr 0.0 4000.0 0.75 0.75 Geogrid Type #2 a CRcr 0.0 0.42 1545.0 0.60 4000.0 0.60 Geogrid Type #3 a CRcr 0.0 0.22 1831.0 0.63 4000.0 0.63 Geogrid Type #4 a CRcr 0.0 0.31 1914.0 0.57 4000.0 0.57 Geogrid Type #5 a CRcr 0.0 0.42 1545.0 0.60 4000.0 0.60 (1) a = Confining stress in between stacked blocks [Ib/ft2] <2> CRult = Tc-ult / Tult<3> CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. DATA (for connection only)Type#l Type #2 Type #3 Type #4 Type #5 Product Name V40 - 5XT V40 - 8XT V40 - 10XT V40 - 20XT V40- 8XT Connection strength reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Creep reduction factor, RFc N/A N/A N/A N/A N/A Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. Page 4 of 10 License number MSEW-302016 MSbW - Mechanically Stabilized Earth Walls Present Date/Time: ThU Aug 25 11:13:382011 'aaun 1.0 MSEW Vlnlai .VD MSEW Vmlal .1 0 MSEW' vmloli 1 0 MSEW Vcnion .1.0 MSEW Vtisoll 1 0 MSEW vnaon .1.0 MSEW vminl .1.0 M Muroya J:\SRDesign\Job Folder\0711-004 Muroya_Carlsbad CA\Design\v-walI\wall 1 H=22.0.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 22.00 [ft] Batter, co Backslope, 3 Backslope rise 14.0 [deg] 26.6 [deg] 3.0 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 20.00 ft } Broken back equivalent angle, I = 3.90° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib/ft2] OTHER EXTERNAL LOAD(S) [SI] Strip Load, Qv-d = 240.0 and Qv-1 = 0.0 [Ib/ft 2]. Footing width, b=25.0 [ft]. Distance of center of footing from wall face, d = 23.0 [ft] @ depth of 0.0 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 02468 10[ft] Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. Page 5 of 10 License number MSEW-302016 MSKW - Mechanically Stabilized Earth Walls Present Date/Time: ThuAug25 11:13:38 2011 ' . . ..; loam 3 a MSEW Vmial 3 0 MSEW vosin 10 MSEW Vmim 3 0 MSEW venialJ.9 MSEW vm™ 10 MSEW VInia, .10 MSEW vmun.1 a M Muroya J:\SRDesign\JobFolder\07Il-004Muroya_CarlsbadCA\Design\v-wall\wall 1 H=22.0.BEN voMSEW VcouoloMSEW vmifll!0MSEW vara 10M3£W Vmirn.10 MSEW Vmia la MSEW vnwn M MSEW Vinial! a MSEW Vmian.<0 hfSEW v»mi .10 ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 14.06, Meyerhof stress = 2957 lb/ft2. Foundation Interface: Direct sliding. Fs = 3.453. Eccentricity. e/L = -0.0144. Fs-overturning = 8.86 GEOGRID # Elevation Length Type [ft] [ft] # CONNECTION Fs-overall Fs-overall [connection [geogrid strength] strength] Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 5 6 7 8 9 10 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 4 2 2 2 2 2 2 2 2 5 4.09 2.98 3.21 3.46 3.83 4.15 4.57 5.14 5.97 3.60 4.13 2.86 3.08 3.32 3.72 4.23 4.89 5.79 7.10 4.53 4.126 2.862 3.077 3.322 3.720 4.226 4.888 5.792 7.099 4.533 28.296 32.516 29.715 26.343 23.537 20.555 17.564 14.568 11.562 3.317 3.103 3.400 3.750 4.169 4.681 5.318 6.134 7.221 8.740 9.542 -0.0186 -0.0243 -0.0293 -0.0337 -0.0377 -0.0416 -0.0456 -0.0505 -0.0574 -0.0691 V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 8.. ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 14.16, Meyerhof stress = 2947 lb/ft2. Foundation Interface: Direct sliding. Fs = 2.652. Eccentricity. e/L = 0.0123. Fs-overturning = 6.29 GEOGRID # Elevation Length Type [ft] [ft] # CONNECTION Fs-overall Fs-overall [connection [geogrid strength] strength] Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 5 6 7 8 9 10 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 4 2 2 2 2 2 2 2 2 5 1.82 1.23 1.34 1. 47 1.64 1.78 1.98 2.25 2.66 1.97 2.74 1.80 1.95 2.13 2.39 2.73 3.18 3.80 4.72 3.51 2.741 1.796 1.950 2.131 2.395 2.732 3.180 3.802 4.723 3.510 12.589 13.428 12.428 11.191 10.044 8.824 7.602 6.379 5.152 1.817 2.388 2.626 2.921 3.288 3.747 4.337 5.121 6.210 7.816 8.972 0.0050 -0.0049 -0.0142 -0.0224 -0.0296 -0.0360 -0.0422 -0.0486 -0.0566 -0.0689 V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 8. Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. Page 6 of 10 License number MSEW-302016 MStW - Mechanically Stabilized barth Walls Present Date/Time: ThuAug.25 11:13:382011 ('asm .10 MSEW Vroien 3.8 MSEW' Vision .1.0 MSEW Vmioii .1.0 MSEW Vmoii 10 MSEW Vnucrn .1.0 MSEW Vnsion .1 u MSEW VEISHII.") Mi Muroya J:\SRDesignUob Foider\0711-004 Muroya_Carlsbad CA\Design\v-wall\walI I H=22.0.BEN 1 a MSEW Vmjat .10 MSEW Vmlon M MSEW YmMI 30 MSEW Vmwn 1 a MSEW Vmra, Ju MSEW V(w«l 1 0 MSEW VJTaon 1 0 MSEW V™«, 1 u MSEW V™«1 10 MSEW v™un 10 BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing caoacity, q-ult 41566 Meyerhof stress, av 2956.5 Eccentricity, e -0.33 Eccentricity, e/L -0.014 Fs calculated 14.06 Base length 23.00 SEISMIC UNITS 41711 2947 0.28 0.012 14.16 23.00 fib/ft 21 fib/ft2] [ft] [ft] SI] SCALE: 02468 10[ft] I ~1 EW Vnnon .10 MSEW Vmai J.O MSEW Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. ' Vcision .1 0 MSEW Vnsion .1 0 MSEW V*ao.i.1.0 MSEW Vn-Wll 1 0 MSEW VM01,1 0 MSEW Vnjm 1 0 MSEW V!M».I.O Page 7 of 10 License number MSEW-302016 - Mechanically Stabilized Earth Walls Present Date/Time: ThuAug25 11:13:38 2011 Muroya I:\SRDesign\JobFolder\07.11-004Muroya_Carlsbad CA\Design\v-waIl\wall 1 H=22.0 BEN - DIRECT SLIDING for GIVEN LAYOUT ' (for GEOGRID reinforcements) 1 Along reinforced and foundation soils interface: Fs-static = 3.453 and Fs-seismic = 2.652 # Geogrid • Elevation [ft] « 1 1.33 '* 2 3.33 3 5.33 •<• 4 7.33 5 9.33 * 6 11.33 7 13.33 * 8 15.33 9 17.33 - 10 19.33 Geogrid Length [ft] 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 Fs Static 3.103 3.400 3.750 4.169 4.681 5.318 6.134 7.221 8.740 9.542 Fs Seismic 2.388 2.626 2.921 3.288 3.747 4.337 5.121 6.210 7.816 8.972 Geogrid Type # 4 2 2 2 2 2 2 2 2 5 Product name V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 80% - ECCENTRICITY for GIVEN LAYOUT m At interface with foundation: e/L static = -0 *» — # Geogrid Elevation -• M - 1 1.33 2 3.33 •* 3 5.33 4 7.33 1-11 5 9.33 6 11.33 * 7 13.33 8 15.33 * 9 17.33 10 19.33 <• m m « m •M •m •m Geogrid Length [ft] 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 23.00 .0144, e/L e/L Static -0.0186 -0.0243 -0.0293 -0.0337 -0.0377 -0.0416 -0.0456 -0.0505 -0.0574 -0.0691 seismic = 0.0123; e/L Seismic 0.0050 -0.0049 -0.0142 -0.0224 -0.0296 -0.0360 -0.0422 -0.0486 -0.0566 -0.0689 Overturning: Geogrid Type# 4 2 2 2 2 2 2 2 2 5 Muroya «» Copyright © 1998-2009 ADAMA Engineering, Inc. Fs-static = 8.86, Fs-seismic = 6.29 Product name V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 80% Page 8 of 10 License number MSEW-302016 MbtW - Mechanically Stabilized Kartri Walls Present Date/Time: ThuAug25 11:13:382011 . ' imioii J.O MSEW Venwn 3 0 MSEW Vcoion 1.0 MSEW Verjwn J.O MSEW Vc VQ MSEW VOTMI 3.0 MSEW Vonon .» 1 MSEW Vi Muroya J:\SRDesign\Job Folder\0711-004 Muroya_Carlsbad CA\Design\v-wall\walI 1 H=22.0.BEN 1.0 MSEW Vmm 3 0 MSEW V™* -IB MSEW V! RESULTS for STRENGTH Live Load included in calculating Tmax # 1 2 3 4 5 6 7 8 9 10 Geogrid Elevation [ft] 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 Tavailable [Ib/ft] 7169 3871 3871 3871 3871 3871 3871 3871 3871 3871 Tmax [Ib/ft] 1737.42 1352.48 1258.10 1165.34 1040.48 915.97 791.87 668.26 545.22 683.15 Tmd [Ib/ft] 1386.65 1267.51 1148.37 1029.24 910.10 790.96 671.82 552.69 433.55 314.41 Specified minimum Fs-overall static N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Actual calculated Fs-overall static 4.126 2.862 3.077 3.322 3.720 4.226 4.888 5.792 7.099 4.533 Specified minimum Fs-overall seismic N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Actual calculated Fs-overall seismic 2.741 1.796 1.950 2.131 2.395 2.732 3.180 3.802 4.723 3.510 Product name V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 8.. RESULTS for PULLOUT Live Load included in calculating Tmax # 1 2 3 4 5 6 7 8 9 10 Geogrid Coverage Tmax Elevation Ratio [Ib/ft] [ft] 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.800 1737.4 1352.5 1258.1 1165.3 1040.5 916.0 791.9 668.3 545.2 683.1 Tmd [Ib/ft] 1386.6 1267.5 1148.4 1029.2 910.1 791.0 671.8 552.7 433.5 314.4 Le [ft] 21.76 19.89 18.02 16.15 14.28 12.41 10.54 8.67 6.80 4.93 La Avail.Static [ft] Pullout,Pr [Ib/ft] 1.24 3.11 4.98 6.85 8.72 10.59 12.46 14.33 16.20 18.07 49162.2 43976.8 37384.0 30698.2 24489.6 18827.5 13908.8 9735.3 6303.9 2266.3 Specified Actual Avail.Seism Static Static Pullout,Pr Fs Fs [Ib/ft] N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 28.296 32.516 29.715 26.343 23.537 20.555 17.564 14.568 11.562 3.317 39329.7 35181.4 29907.2 24558.5 19591.7 15062.0 11127.0 7788.3 5043.1 1813.1 Specified Actual Seismic Seismic Fs Fs N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 12.589 13.428 12.428 11.191 10.044 8.824 7.602 6.379 5.152 1.817 W Venial JBMSEWVmnl 3D MSEW Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. W Vmwn 3.0 MSEW Vrmai Jo MSEW V- Page 9 of 10 License number MSEW-302016 JVLbKW - Mechanically Stabilized Earth Walls Muroya •«• Press m <• m # <• .* 1 * 2 3 •w 4 5 * 6 7 * 8 9 * 10 it Date/Time:Thu Aug 2:511:13:382011 .J:\SRD<sagnUobFoIderWlM )04 Muroya_Carlsbad CAVDesign\v-widl\wall 1 H=22.0.BEN RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax Geogrid Elevation [ft] 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 Connection Reduction force, To factor for pb/ft] connection (short-term strength) 1737 1352 1258 1165 1040 916 792 668 545 683 * RESULTS CRult 0.57 0.60 0.60 0.60 0.59 0.57 0.54 0.51 0.48 0.46 Reduction Available factor for connection connection strength (long-term strength) CRcr 0.57 0.60 0.60 0.60 0.59 0.57 0.54 0.51 0.48 0.46 for CONNECTION Pb/ft] 7102 4036 4036 4036 3987 3804 3620 3437 3254 3070 (seismic conditions) Available Geogrid strength, Tavailable Pb/ft] 7169 3871 3871 3871 3871 3871 3871 3871 3871 3871 Fs-overall connection strength Specified Actual N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.09 2.98 3.21 3.46 3.83 4.15 4.57 5.14 5.97 3.60 Fs-overall Geogrid strength Specified Actual N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 4.13 2.86 3.08 3.32 3.72 4.23 4.89 5.79 7.10 4.53 Product name V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 8.. Live Load included in calculating Tmax "" * M m * 1 2 "* 3 4 * 5 6 * 7 8 * 9 10m x» * m Geogrid Elevation [ft] 1.33 3.33 5.33 7.33 9.33 11.33 13.33 15.33 17.33 19.33 Connection Reduction force, To [Ib/ft] 3124 2620 2406 2195 1951 1707 1464 1221 979 998 factor for connection (short-term strength) CRult 0.57 0.60 0.60 0.60 0.59 0.57 0.54 0.51 0.48 0.46 Reduction factor for Available connection connection strength (long-term strength) CRcr 0.46 0.48 0.48 0.48 0.47 0.45 0.43 0.41 0.39 0.37 Pb/ft] 5681 3229 3229 3229 3190 3043 2896 2750 2603 2456 Available Geogrid strength, Tavailable [Ib/ft] 7169 3871 3871 3871 3871 3871 3871 3871 3871 3871 Fs-overall connection strength Specified •N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Actual 1.82 1.23 1.34 1.47 1.64 1.78 1.98 2.25 2.66 1.97 Fs-overall Geogrid strength Specified N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A Actual 2.74 1.80 1.95 2.13 2.39 2.73 3.18 3.80 4.72 3.51 Product name V40 - 20XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40 - 8XT V40- 8XT 8.. Muroya Copyright © 1998-2009 ADAMA Engineering, Inc. Page 10 of 10 License number MSEW-302016 MSEW--Mechanically Stabilized Earth Walls MUROYA Promt Date/Time: Wed Jul 13 09:29:04 2011 J:\SRDes%iMob FoHeWl 1-004 Muroy»_CaTbbad CAMJengiAv-walRWALL 2 H-l 1.3.BEN AASHTO DESIGN METHOD MUROYA PROJECT IDENTIFICATION Title: MUROYA Project Number: 0711 004 Client: TAYLOR MORRISON HOMES INC. Designer: EJS Station Number: Description: WALL 2 H=l 1,3' (BASIN WALL) Company's information: Name: Soil Retention Designs, Inc. Street: 2501 State Street Carlsbad, CA 92008 Telephone #: 760-966-6090 Fax#: 760-966-6099 E-Mail: njansson@soilretention.com Original file path and name: J:\SRDesign\Job Folder\0711-004 Muroya_Carlsbad CA\Desi 11\WALL2H=11.3.BEN Original date and time of creating mis file: Tue Aug 2416:24:32 2010 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. i «talM VtWtV V MUROYA Page 1 of 10 Copyright © 1998-2009 ADAMA Engineering, Inc. License number MSEW-302016 1 1 I 1 1 1 I 1 1 MSEW-Mechanically Stabilized Earth Walls MUROYA PresentDttertime: Wedlul 13 09:29:042011 J:\SRDe3i8n\JobFoWer\07H-OQ4Muroyi_CiristadCAVDejign\v-wfinWALL2HsU.3.BEN • mtow»ai*«ioMiE»nh»4i«mm ~ '" " • • ~ ' " ~ ~ SOIL DATA REINFORCED SOIL Unit weight, Y 130.0 lb/ft3 Design value of internal angle of friction, V 30.0 ° RETAINED SOIL Unit weight, Y 130.0 lb/ft3 Design value of internal angle of friction, $ 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, YM11iy. 130.0 lb/ft3 Equivalent internal angle of friction, ^uiv. 30.0 ° Equivalent cohesion, c «,««. 300.0 lb/ft2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.2467 (if batter is less than 10°, Ka is calculated from eq. IS. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, V- 53.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.2467 (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 = 30.14 NY= 22.40 I SEISMICITY Maximum ground acceleration coefficient, A = 0.170 *f Design acceleration coefficient in Internal Stability: Kh = Am = 0.218 I Design acceleration coefficient in External Stability: Kh = 0.218 (Am = 0.218) Kae (Kh > 0) = 0.4037 Kae (Kh = 0) = 0.2467 A Kae = 0.1570 (see eq. 37 in DEMO 82) Seismic soii-geogrid friction coefficient, F* is 80.0% of its specified static value. MUROYA Page 2 of 10 Copyright C 1998-2009 ADAMA Engineering, Inc. License number MSEW-302016 MSEW - Mechanically Stabilized Earth Wails Present Date/Time Wed M13 09:29:04 2011 MUROYA J:\SRDssisn\JobFoWeri07tl-004 Muroyi_C»Mnd CAVDeiigiAv-miUVWALL 2 H=l 1.3.BEN INPUT DATA: Geogrids (Analysis) DATA Tult flb/ftl Durability reduction factor, RFd Installation-damage reduction factor, RFid Creep reduction factor, RFc Fs-overall for strength Coverage ratio, Re Friction angle along geogrid-soil interface, P Pullout resistance factor, F* Scale-effect correction factor, a Geogrid tvoe#l 4700.0 1.10 1.10 1.58 N/A 1.000 24.80 0.80-tar<l> 0.8 Geogrid tVD6#2 7400.0 1.10 1.10 1.58 N/A 1.000 24.80 0,80'tani> 0.8 . Geogrid tvoe#3 9500.0 1.10 1.10 1.58 N/A 1.000 24.80 0.80-tanl> 0.8 Geogrid tvne#4 13705.0 1.10 1.10 1.58 N/A 1.000 24.80 0.80-tanP 0.8 Geogrid tvr>e#5 4700.0 1.10 1.10 1.58 N/A 0.800 24.80 0.80'tanl> 0.8 Variation of Lateral Earth Pressure Coefficient With Depth K/Ka 0.0 1.0 2.0 K/Ka 3.0 Oft 3.3ft 6.6ft 9.8ft 13.1ft 16.4ft 19.7ft 1.00 1.00 1.00 1.00 1.00 1.00 1.00 itltJ6.6 9.8 16.4 26.2 11 a 1 1 1 MUROYA Copyright © 1998-2009 ADAMA Engineering, Inc. Page 3 of 10 License number MSEW-302016 MMj IfV'mwUunwVn.vJJMKWVwiMUUItwynti.ilAMlCWVi MSEW- Mechanically Stabilized Earth Walls Present Date/Time: Wed lul 13 09:29:04 201 1 MUROYA J:\SRDaign\Job FoldertO?]1404 Moroya_Cirlsl»(i CAVOuigiAv-mlKWAU. 2 H=l 1.3.BEN INPUT DATA: Facia and Connection (according to revised Demo 821 (Analysis) FACIA type: Facing enabling fiictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67f>. Horizontal distance to Center of Gravity of block is 0.42 ft. Average unit weight of block is Yf = 117.00 Ib/ft3 Z/Hd or To-static /Tmax To-seismic / Tmd Top of wall 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 Z/Hd 0.25 0.50 0.75 1.00 100 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic / Tmd Geogrid Type # 1 Geogrid Type #2 a <l> CRult(2> ° CRult 0.0 4000.0 0.75 0.75 0.0 1545.0 4000.0 0.42 0.60 0.60 Geogrid Type #30 CRult 0.0 1831.0 4000.0 0.22 0.63 0.63 Geogrid Type #4CT CRult 0.0 0.31 1914.0 0.57 4000.0 0.57 Geogrid Type #5 <* CRult 0.0 4000.0 0.75 0.75 Geogrid Type #13>0 CRcr 0.0 4000.0 0.75 0.75 Geogrid Type #20 CRcr 0.0 1545.0 4000.0 0.42 0.60 0.60 Geogrid Type #30 CRcr 0.0 1831.0 4000.0 0.22 0.63 0.63 Geogrid Type #4CT CRcr 0.0 1914.0 4000.0 0.31 0.57 0.57 Geogrid Type #5a CRcr 0.0 4000.0 0.75 0.75 "' a = Confining stress in between stacked blocks [Ib/ft 2] « CRult = Tc-uh/Tult <3> CRcr = Tore /Tult In seismic analysis, long term strength is reduced to 80% of its static value. DATA (for connection only)Type#l Type #2 Type #3 Type #4 Type #5 1 ,m Product Name V40-5XT V40-8XT V40-10XT V40-20XT V40-5XT. Connection strength reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Creep reduction factor, RFc N/A N/A N/A N/A N/A MUROYA Copyright © 1998-2009 ADAMA Engineering, Me. Page 4 of 10 License number MSEW-302016 .1.MSEW - Mechanically Stabilized Earth Walls Present Date/Time: Wed Jul 13 09:29:04 20! I MUROYA J:\SRDesigntfob FoMerWl 1-004 Muroyo_CarUbad CA\Desifn\v-w«IIWALL 2 H=l 1 J.BEN 1 1 I 1 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 11.30 [ft] Batter, » Backslope, P Backslope rise 14.0 [degl 0.0 fdeg] 0.0 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 9.30 ft } Broken back equivalent angle, 1 = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [Ib/ft *] OTHER EXTERNAL LOAD(S) [SI] Strip Load, Qv-d = 240.0 and Qv-I = 0.0 fib/ft *]. Footing width, b=10.0 [ft]. Distance of center of footing from wall face, d = 9.0 [ft] @ depth of 0.0 [ft] below soil surface. 1 ANALYZED REINFORCEMENT LAYOUT: 1 SCALE: 0 2 4 6 8 10 [ft] MWlMWVMbtUUJ MUROYA Copyright G 1998-2009 ADAMA Engineering, Inc. Page 5 of 10 License number MSEW-302016 MSEW -- Mechanically Stabilized Earth Walls Present Dattffimo: Wed Jul 1 3 09:29:04 201 1 MUROYA J:\SWDesign\JobFoldert07n-OO4MuroyB C«rljbaiiCA\Design\v-waaWALL2H-ll,3. BEN - ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 16.03, Meyerhof stress = 1350 Ib/fP. Foundation Interface: Direct slid GEOGRID # Elevation Length Type [ft] [ft] # me. Fs = 2.628. Eccentricity. e/L = 0.0195. Fs-overturnine = 5.51 CONNECTION Fs-overall Fs-overall [connection [geogrid strength] strength] Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 5 2.00 4.00 6.00 8.00 9.33 9.00 9.00 9.00 9.00 9.00 3.40 6.35 7.67 12.39 10.21 2.61 4.87 5.89 9.51 7.83 2.607 4.873 5.886 9.506 7.833 7.935 11.077 8.937 8.646 4.617 2.564 3.228 4.271 6.209 9.464 -0.0061 -0.0262 -0.0433 -0.0627 -0.0850 V40-5XT V40-5XT V40-5XT V40-5XT V40 -5XT 80% ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 10.85, Meyerhof stress = 1736 Ib/ft1. Foundation Interface: Direct slid GEOGRID # Elevation Length Type [ft] [ft] # ne. Fs = 1 .474. Eccentricity. e/L = 0.12 CONNECTION Fs-overall Fs-overall [connection [geogrid strength] strength] 63. Fs-overturnine = 2.75 Geogrid Pullout Direct Eccentricity strength resistance sliding e/L Fs Fs Fs Product name 1 2 3 4 5 2.00 4.00 6.00 8.00 9.33 9.00 9.00 9.00 9.00 9.00 2.17 3.59 4.29 6.28 5.39 2.24 3.85 4.62 6.96 5.91 2.244 3.855 4.624 6.957 5.906 5.056 6.253 4.996 4.381 2.437 1.469 1.906 2.643 4.165 6.969 0.0626 0.0136 -0.0239 -0.0560 -0.0830 V40-5XT V40-5XT V40-5XT V40-5XT V40 -5XT 80% I 1 MUROYA Copyright O 1998-2009 ADAMA Engineering, Inc. Page 6 of 10 License number MSEW-3020I6 [ r '(MiM^lttWVu^UlttiWValM^UiroY«itM»MU*V«ilM^ MSEW - Mechanically Stabilized Earth Walls Present Date/Time: Wed Jul 13 09:29:04 2011 »^ . MUROYA J:\SRDejigiAJob FoldetWl 1 -004 Muroya drbted CA\D«ign\v-wal1WALL 1 H-l 1 .3.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.628 and Fs-seismic = 1.474 # Geogrid Elevation [ft] Geogrid Length Fs Static Seismic Geogrid Type#Product name 1 2 3 4 5 2.00 4.00 6.00 8.00 9.33 9.00 9.00 9.00 9.00 9.00 2.564 3.228 4.271 6.209 9.464 ECCENTRICITY for GIVEN LAYOUT 1.469 1.906 2.643 4.165 6.969 V40-5XT V40 - 5XT V40-5XT V40-5XT V40 -5XT 80% At interface with foundation: e/L static = 0.0195, e/L seismic = 0.1263; Overturning: Fs-static = 5.51, Fs-seismic = 2.75 # Geogrid Elevation [ft] Geogrid Length [ft] e/L Static e/L Seismic Geogrid Type #Product name 1 2 3 4 5 2.00 4.00 6.00 8.00 9.33 9.00 9.00 9.00 9.00 9.00 -0.0061 -0.0262 -0.0433 -0.0627 -0.0850 0.0626 0.0136 -0.0239 -0.0560 -0.0830 V40-5XT V40 - 5XT V40 - 5XT V40 - 5XT V40-5XT80% 1 ]MUROYA Copyright © 1998-2009 ADAMA Engineering, Inc. Page 8 of 10 License number MSEW-302016 MSEW - Mechanically Stabilized Earth Walls Prcwnl DaWThne: Wed lul 13 09:29:<M 2011 MUROYA J:\SRDosign\Job FoHoWm-004 Man>ya_CirlsbuI CAVDaisnVwimwAIX 2 H-l 1.3.BEN RESULTS for STRENGTH Live Load included in calculating Tmax #Geogrid Elevation [ft] Tavailable [Ib/ft] Tmax [Ib/ft] Tmd [Ib/ft] Specified minimum Fs-overall static Actual calculated Fs-overall static Specified minimum Fs-overall seismic Actual calculated Fs-overall seismic Product name 1 2 3 4 5 2.00 4,00 6.00 8.00 9.33 2458 2458 2458 2458 2458 942.85 504.54 417.67 258.63 251.07 240.89 210.49 180.09 149.69 129.48 N/A N/A N/A N/A N/A 2.607 4.873 5.886 9.506 7.833 N/A N/A N/A N/A N/A 2.244 3.855 4.624 6.957 5.906 V40-5XT V40-5XT V40 - 5XT V40-5XT V40 -5XT 80% RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Elevation [ft] Coverage Ratio Tmax [Ib/ft] Tmd [Ib/ft] Le [ft] La [ftl Avail.Static Pullout, Pr [Ib/ft] Specified Static Fs Actual Static Fs Avail.Seism. Pullout, Pr [Ib/ft] Specified Seismic Fs Actual Seismic Fs 1 2 3 4 5 2.00 4.00 6.00 8.00 9.33 1.000 1.000 1.000 1.000 0.800 942.9 504.5 417.7 258.6 251.1 240.9 210.5 180.1 149.7 129.5 7.99 6.98 5.97 4.97 4.30 1.01 2.02 3.03 4.03 4.70 7481.5 5588.7 3732.7 2236.2 1159.1 N/A N/A N/A N/A N/A 7.935 11.077 8.937 8.646 4.617 5985.2 4470.9 2986.1 1788.9 927.3 N/A N/A N/A N/A N/A 5,056 6.253 4,996 4.381 2.437 [ 1 v^uuii»^ MUROYA Copyright O 1 998-2009 ADAMA Engineering, Inc. Page 9 of 10 License number MSEW-302016 MSEW - Mechanically Stabilized Earth Walls Present Dtte/Time; WedJul 1309:29:042011 MUROYA J:\SRDaign\Job FoUaWI 1-004 Muray>_Carl>bwl CA\Deiign\v-wall\WALL 2 H=l I.3.BEN RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax r Geogrid Connection Elevation force, To B W] Reduction Reduction Available factor for factor for connection connection connection strength (short-term (long-term Available Geogrid Tavailabte CRult CRcr |ib/ft] Fs-overall connection strength Specified Actual Fs-overall Geogrid Product strength name Specified Actual 1 2 3 4 5 2.00 4.00 6,00 8.00 9.33 943 505 418 259 251 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 3205 3205 3205 3205 3205 2458 2458 2458 2458 2458 N/A N/A N/A N/A N/A 3.40 6.35 7.67 12.39 10.21 N/A N/A N/A N/A N/A 2.61 4.87 5.89 9.51 7.83 V40-5XT V40-5XT V40 • 5XT V40 - 5XT V40 -5XT 80% r RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Elevation force, To [ft] (Ib/ft] factor for connection (short-term strength) CRult Reduction factor for connection (long-term strength) CRcr Available connection strength pbrtl] Available Geogrid strength, TavaHaWe Pfa/ft] Fs-overall connection strength Specified Actual Fs-overall Geogrid strength Specified Actual Product name r 1 2 3 4 5 2.00 1184 4.00 715 6.00 598 8.00 408 9.33 381 0.75 0.75 0.75 0.75 0.75 0.60 0.60 0.60 0.60 0.60 2564 2564 2564 2564 2564 2458 2458 2458 2458 2458 N/A 2.17 N/A 3.59 N/A 4.29 N/A 6.28 N/A 5.39 N/A 2.24 V40 - 5XT N/A 3.85 V40 - 5XT N/A 4.62 V40 - 5XT N/A 6.96 V40 - 5XT N/A 5.91 V40 -5XT 80% r I I 1 1 MUROYA Copyright © 1998-2009 ADAMA Engineering, Inc. Page 10 of 10 License number MS6W-302016