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HomeMy WebLinkAboutCT 13-03; RANCHO COSTERA; VERDURA RETAINING WALL DESIGN; DWG 480-3A; 2016-04-05~ :~ I D ES I ·G•· .. · ' ' N s I N c. IlECORD COPY --~-~m~ Initial Date Verdura® Retaining Wall Design RECEIVED JUN 2 I 2016 LAND DEVFLOPMENT ENGINEEF<ING Project: Rancho Costera Walls 24 & 30 Carlsbad, CA Prepared for: Toll Brothers, Inc. 725 W. Town & Country Road Suite 200 Orange, CA 92868 SRD Project No: 1303-006 September 14, 2015 Revised April 5, 2016 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com I I " I I . ' ti Ii C . . @ SOIL RETENTION DESIGNS I N C. Date: April 5, 2016 SRD Project No.: 1303-006 To: Toll Brothers, Inc. 725 W. Town & Country Road Suite 200 Orange, CA 92868 Attention: Mr. Kevin Brickley Subject: Verdura® Retaining Wall Design, Rancho Costera, Walls 24 & 30, Carlsbad, CA In accordance with your request, Soil Retention Designs, Inc. (SRD) has prepared this report for the proposed Verdura® retaining walls at the subject site. The enclosed structural design addresses four ( 4) walls located within the proposed project site as depicted within the accompanying construction drawings (Verdura® Retaining Wall Plans -Sheets 56 through 60). The subject structural designis based upon the referenced grading plans and wall profiles, which were prepared by Michael Baker International. REFERENCED DOCUMENTS The information provided for use in the enclosed structural analyses included the following: 1. Wall Profiles, Robertson Ranch West Village, Rancho Costera, prepared by Michael Baker International, dated 09/09/2015. 2. Grading Plans, Robertson Ranch West Village, Rancho Costera, prepared by O'Day Consultants, dated 08/25/2014. 3. "Geotechnical Evaluation and Mass Grading Recommendations, Robertson Ranch West, Carlsbad Tract No. 13-03, Carlsbad, CA", prepared by LGC Valley, Inc., dated 04/24/2014. SCOPE OF WORK The scope of design services provided for this project included the following: 1. Review of the above referenced documents relative to obtaining necessary design parameters. 2. In-office analysis and design of the proposed Verdura® Retaining Walls as required to accommodate the established civil design. 3. Preparation of this report, which contains our calculations and associated specifications, accompanying construction plans that relate directly and specifically to the proposed retaining walls. 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com ~ • I I ~ • ~ • I I I II • ii ' f ~ , I '~ I Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April5,2016 LIMITATIONS Page3 The design and recommendations provided herein are applicable to the use of the 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® retaining walls. 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 structural and/or external loadings. In addition, it should be noted that SRD is the wall designer and not the geotechnical engineer-of-record. VERDURA® RETAINING WALL DESIGN General --The proposed project consists of two (2) Verdura® retaining walls located within the subject site. A summary of the general geometric condition is provided below: Design Wall# Max. Total Crest Condition Toe Condition No. Wall Height (ft) 1 24 (Lower) 14.67 Level grade 2:1 descending slope 2 24 (Upper) 5.33 2:1 ascending slope Level grade 3 24 (Upper) 4.67 Level grade Variable grade 4 30 10 2: 1 ascending slope 2: 1 descending slope . Geotechniical Design Parameters -The geotechnical parameters used in design of the , VR W are based upon the recommendations from the geotechnical engineer of record within the Referenced Document #2 (Appendix 1). The soil parameters used for wall design are summarized as follows: o Reinforced zone ( cohesion [ c ]= 0 psf, friction angle [ cp ]=30°); o Retained zone (c=O psf, cp=30°); and, o Foundation zone (c=50 psf, cp=30°). The materials used within the reinforced zone may consist of either select onsite and/or imported fill material, provided the following quality criterion is met: o Friction angle (effective) ~ 30 degrees; o Percent passing #200 sieve S 15 percent; o Expansion index of S 50; and, o Plasticity index of S 15. 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com ~ it I I I . I I ' ffl! I . I !I • Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Page4 Seismic Design Parameters -The site acceleration for the subject site was obtained within Referenced Document #2 (Appendix 1) which was prepared by the geotechnical engineer of record. A seismic coefficient equal to 50 percent of the 0.454g site acceleration was used during seismic analysis of the system. Wall Components -The proposed VR Wis to be constructed using Verdura® 40 blocks, Mirafi geogrids and other accessory products as required for construction by the wall-installation contractor, and described in "Part 2 ·-Products" of the "Specifications" of the accompanying construction drawings (Sheet 56) . Wall Desilgn -The Verdura® retaining walls proposed for the subject site have been designed for both static and pseudo-static conditions using computer program MSEW (Mechanically Stabilized Earth Wall) 3.0 design software, developed by ADAMA Engineering, Inc. The structural designs have been completed per the AASHTO 2002 (ASD) design methodology. Structural design calculations include internal, external and local stability analyses. The design calculations are provided in Appendix 2 of this report and are preceded by summary pages of the critical factors of safety for the structural designs at the rear of this text. Our analyses consisted of the incorporation of four (4) wall designs to accommodate the proposed wall geometry previously discussed. Minimum safety factors for external and internal stability satisfy the following criteria: External Stability Calculations Static Seismic Base Sliding 1.5 1.1 Bearing Capacity 2.0 1.5 Overturning 2.0 1.5 Internal Stability Calculations Static Seismic Sliding 1.5 1.1 Geogrid Pullout 1.5 1.1 Geogrid Strength 1.5 1.1 Internal Stability Calculations Static Seismic Geogrid -Block Connection 1.5 1.1 The accompanying construction drawings (Verdura® Segmental Wall Plans -Sheets 56 through 60) consist of geogrid lengths, strengths and placement based upon these structural designs. 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 in front of the wall and hence has no effect on the internal or external stability of the wall system/components). 2501 State Street • Carisbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com I . . " I I ; 1·t•), 1 ir',~ lj-.1~, ffl II I . . ml • I I i . . Verdura® Retaining Wall Design -Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Page5 Per nationally recognized standards and incorporation of project specific recommendations, the minimum requirements for wall embedment are summarized as follows: MINIMUM EMBEDMENT REQUIREMENTS Sloping Condition at Toe of Wall Embedment Requirement* Level H'/20 (Minimum 1-foot) 3H:1V H'/10 2H:1V H'/7 *Note: H' equals the exposed height of an MSE wall. Toe embedment of a minimum of 1.3 3 to 4 feet for the proposed Verdura® Retaining Walls, as specified on the accompanying construction plans, exceeds the minimum nationally recognized standards. A minimum 7-foot to slope daylight condition is also satisfied in sloping toe areas. Wall Backfill -Requirements for backfill materials surrounding the proposed wall are included in the specifications of the construction drawings for this project. 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 the wall and from surrounding improvements should be directed to collection devices away from the retaining wall structure. Where possible, surface water should be collected in v-ditches, swales, or other cbllection/channeling devices in order to contain and discharge water to either end of the wall or away i from the structure. Berms, curbs, gutters, swales or other devices may be required to prevent an excessive amount of concentrated runoff from draining over the crest of the wall and creating erosion prl)blems. In no case should large volumes of runoff or concentrated flows be allowed to cascade over tµe top of Verdura® retaining 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. Improvements Above Wall -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. New structures such as pools, spas, outbuildings, etc. that may be planned in areas where the retaining wall has been constructed may surcharge the retaining wall or sever the geosynthetic reinforcements during their construction. SRD should be contacted prior to construction of any improvements so that the stability of the proposed retaining wall can be evaluated. 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com M II I . . I I ,· i . . n I I . . Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Page6 Construction Details -Detailed specifications, relative to the construction of the Verdura® retaining wall system, are provided on the accompanying construction drawings (Verdura® Segmental Wall Plans - Sheets 56 through 60). The length, strength and spacing of geosynthetic reinforcements are depicted on the wall profile. The minimum recommended geogrid lengths in accordance with the total heights should be maintained throughout the wall per the accompanying drawings. Geogrid spacing for all wall areas shall not be more than 3 block courses except for top of wall areas as noted on the accompanying construction plans. Plantability and Landscaping -The Verdura® retaining wall system has a fully plantable fascia. The Verdura® SRW unit is designed with a "lip" on the block which helps to retain soils within the block when the units are spaced apart up to 9 inches. The free-face design allows for vegetation to root itself back into the cooler soils of the reinforced mass and does not limit the root area to a smaller concrete planter pocket. A landscape architect should be consulted for the site specific applications. GLOBAL STABILITY ANALYSES Global stability of earthen slopes surcharged by retaining walls is independent of local structural design for retaining walls and hence has not been conducted as part of the design included herein. The global stability of the slope and retaining wall combination is the responsibility of the geotechnical engineer-of- record and should be provided under separate cover prior to initiation of construction. Minimum safety factors for potential failure surfaces that may occur behind and beneath the Verdura® retaining walls within the surrounding slopes should be documented and approved by all appropriate reviewing agencies. 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. The geotechnical engineer of record will be responsible for ensuring that the soil, materials, and methods used in constru.ction of the proposed Verdura® retaining wall systems are conducted in accordance with the specifications outlined herein. 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com • ii i!'lll . ' '~ I·•·. I w Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No, 1303-006 April 5, 2016 CONCLUSIONS Page7 Construction of the above referenced Verdura® retaining walls are feasible provided that the recommendations included herein and within the accompanying construction drawings are followed. If you have any questions or wish additional information, please contact the undersigned . R7JJ¥~ Nick Jansl n, RCE 67744 Vice P7~i ent Distribbtitn: (1) Addressee (Electronic) lJ (5) Mr. Erick Sampson, Michael Baker International (Wet-Signed & Electronic) (1) Mr. Basil Hattar, LGC Valley, Inc. (Electronic) Attachments: Design Summary Tables -Rear of Text Appendix 1 -Pages from Geotechnical Evaluation and Mass Grading Recommendations Appendix 2 -Verdura® Retaining Wall Design Calculations 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com I Ii 1! I ; - - Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Design Summary Table Design No.1 Wall No. 24 (Lower) Structure Geometry Total Height 14.67' (10.67' Exposed with 4' Embedment) Tiiered Condition NIA Crest Condition 2:1 Slope to Building Pad Toe Condition 2:1 Slope Minimum Length/Height Ratio 0.81 (12'/14.67') Geotechnical Parameters Reinforced Retained Foundation Friction angle, <P, degrees 30 30 30 Dry Unit Weight, yc1, pcf 125 120 120 Cohesion, c, psf O* O* 50 Seismic acceleration, g 50% of0.453g Global Stability Per Geotechnical En~ineer of Record * Note: Cohesion within the reinforced and retained soil zones is conservatively ignored within the analysis. Minimum Factor of Safety FS, Static FS, Seismic External Stability Actual FS TargetFS Actual FS TargetFS Sliding 3.381 >1.5 1.460 >U Overturning 8.21 2':2.0 2.78 2':1.5 Bearing Capacity/Settlement 4.60 >2.0 2.48 ' >1.5 Internal Stability Actual FS Target FS Actual FS , Targ~tFS Sliding 3.407 ::,:1.5 1.472 ::,:1,.1 Pullout 7.503 >1.5 2.912 ->l.1 Geogrid Strength 3.177 :::>:1.5 2.622 • ~1,.1 Local Stability ActualFS TargetFS Actual FS TaJ:tg~t FS Geogrid to Block Connection 2.49 >1.5 1.49 >1.1 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page8 fl ii I • • I !II I , -n r r u~• a rnn Iii , m u Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRO Project No. 1303-006 April 5, 2016 Design Summary Table Design No. 2 Wall No. 24 (Upper) Structure Geometry Total Heb!:ht 5.33' (4' Exposed with 1.33' Embedment) Tiered Condition NIA Crest Condition 2: 1 Slope to Buildin2: Pad Toe Condition Level Grade Minimum Len2th/Hei2ht Ratio 1.12 (6'/5.33') Geotechnical Parameters Reinforced Retained Foundation Friction an2le, (II, de2rees 30 30 30 Dry Unit Wei2ht, Yd, pcf 125 120 120 Cohesion, c, psf O* O* 50 Seismic acceleration, 2 50% of0.4532: Global Stability Per Geotechnical En2ineer of Record * Note: Cohesion within the reinforced and retained soil zones is conservatively ignored within the analysis . Minimum Factor of Safety FS, Static FS, Seismic External Stability Actual FS TargetFS ActualFS Target FS Slidin2 2.550 >1.5 1.334 >1.1 Overturnin2 6.57 >2.0 2.98 >1.5 Bearin2 Capacity/Settlement 10.68 >2.0 7.64 >1.5 Internal Stability Actual FS TargetFS ActualFS Target FS S1idin2 2.479 >1.5 1.427 >1.1 Pullout 5.192 >1.5 1.413 >1.1 Geo2rid Stren2th 6.742 >1.5 3.056 >1.1 Local Stability Actual FS TargetFS Actual FS ]:arget FS Geo2rid to Block Connection 5.79 >1.5 1.59 >1.1 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page9 I .. I . I II • II • Verdura® Retaining Wall Design -Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Design Summary Table Design No. 3 Wall No. 24 (Upper) Structure Geometry Total Hebi:ht 4.67' (2.67' Exposed with 2' Embedment) Tiered Condition NIA Crest Condition Level Grade Toe Condition Variable Grade Minimum Len2th/Hei2ht Ratio 1.07 (5'/4.67') Geotechnical Parameters Reinforced Retained Foundation Friction an2le, (I), dee:rees 30 30 30 Dry Unit Wei2ht, Yd, pcf 125 120 120 Cohesion, c, psf O* O* 50 Seismic acceleration, 2 50% of0.453g Global Stability Per Geotechnical Engineer of Record * Note: Cohesion within the reinforced and retained soil zones is conservatively ignored within the analysis. Minimum Factor of Safety FS, Static FS, Seismic External Stability Actual FS TargetFS Actual FS TargetFS Slidin2 4.612 ~1.5 1.993 ~1.1 Overturning 14.26 >2.0 4.82 >1.5 Bearin2 Capacity/Settlement 15.00 ~2.0 12.68 ~1.5 Internal Stability Actual FS TargetFS Actual FS TargetFS Slidin2 7.241 ~1.5 3.128 ~1.1 Pullout 3.111 >1.5 1.588 >1.1 Geo2rid Strength 7.311 ~1.5 5.379 ~1.1 Local Stability Actual FS TargetFS Actual FS TargetFS Geogrid to Block Connection 6.09 >1.5 3.11 >1.1 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page 10 " I I ' ' I ' ' I I ' ' t! ii I ' ' Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRO Project No. 1303-006 April 5, 2016 Design Summary Table Design No. 4 Wall No. 30 Structure Geometry Total Heb?ht 10' (6' Exoosed with4' Embedment Tiered Condition NIA Crest Condition 2: 1 Slooe to Buildin2: Pad Toe Condition 2:1 Slooe Minimum Len2th/Hei2ht Ratio 1.10 (1 l '/10') Geotechnical Parameters Reinforced Retained Foundation Friction an2le, (I), de2rees 30 30 30 Drv Unit Weit?:ht, vr1, ocf 125 120 120 Cohesion, c, psf O* O* 50 Seismic acceleration, I! 50% of0.453g Global Stability Per Geotechnical En2:ineer of Record * Note: Cohesion within the reinforced and retained soil zones is conservatively ignored within the analysis. Minimum Factor of Safetv FS, Static FS, Seismic External Stability Actual FS TargetFS Actual FS TargetFS Slidin2 2.519 >1.5 1.309 >1.1 Overturninl! 6.41 >2.0 2.87 >1.5 Bearing Capacity/Settlement 3.93 >2.0 2.63 >1.5 Internal Stability ActualFS TargetFS Actual FS TargetFS Slidinl! 2.218 >1.5 1.178 >1.1 Pullout 7.693 >1.5 2.927 >1.1 Geo2rid Stren2th 7.903 >1.5 3.763 >1.1 Local Stability ActualFS Target FS Actual FS Target FS Geo2rid to Block Connection 5.55 >1.5 1.67 >1.1 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page 11 II • I ' 'I ii II • !11,; [t!f . I . ~ Iii Verdura® Retaining Wall Design-Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Appendix 1 Geotechnical Evaluation and Mass Grading Recommendations (Pages 29 through 31) 2501 State Street • Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page 12 .. I . . r?!I I I • Ill 1--, I l. OT Fl 1.· UP .I I. rest" conditions. If a structure moves toward the soils, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static groundwater and backfilled with low expansive onsite or import soils is provided in the table above. The equivalent fluid pressure values assume :free-draining conditions. The backfill soils should be compacted to at least 90 percent relative compaction. The walls should be constructed and backfilled as soon as possible after backcut excavation. Prolonged exposure of backcut slopes may result in some localized slope instability. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. Surcharge loading effects from any adjacent structures should be evaluated by the geotechnical and structural engineers. Surcharge loading on retaining walls should be considered when any loads are located within a 1: 1 (horizontal to vertical) projection from the base of the retaining wall and should be added to the applicable lateral earth pressures. Where applicable, a minimum uniform lateral pressure of 100 psf should be added to the appropriate lateral earth pressures to account for typical vehicle traffic loading . All retaining wall structures should be provided with appropriate drainage and appropriately waterproofed. The outlet pipe should be sloped to drain to a suitable outlet. Typical wall drainage design is illustrated on the attached Figure 2. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/or efflorescence. Efflorescence is generally a white crystalline powder ( discoloration) that results when water, which contains soluble salts, migrates over a period of time through the face of a retaining wall and evaporates. If such seepage or efflorescence is undesirable, retaining walls should be waterproofed to reduce this potential. For sliding resistance, the :friction coefficient of 0.35 may be used at the concrete and soil interface. Wall footings should be designed in accordance with structural considerations. The passive resistance value may be increased by one-third when considering loads of short duration such as wind or seismic loads. For short term loading (i.e. seismic) the allowable bearing capacity may be increased by one-third for seismic loading. Foundations for retaining walls in properly compacted fill should be embedded at least 18 inches below lowest adjacent grade. At this depth and a minimum of 12 inches in width, an allowable bearing capacity of 1,500 psf may be assumed. A factor of safety greater than 3 was used in evaluating the above bearing capacity value. This value maybe increased by 250 psf for each additional foot in depth and 100 psf for each additional foot of width to a maximum value of 2,500 psf. All excavations should be made in accordance with Cal OSHA. Excavation safety is the sole responsibility of the contractor. 6. 7.2 Segmental Retaining Wall Recommendations Based on our review, segmental retaining walls will have up to a 2H: 1 V sloping backfill above the walls. The zone of influence for geogrid-reinforced walls is defmed by a IH:1 V projection from the heel of the bottom geogrid to the finished ground surface overlying the wall. Project No. 133023-03 Page29 April 24, 2014 11 • I [I II ; . . The following geotechnical parameters may be utilized by the wall engineer in design of the onsite segmental walls. Design of segmental retaining walls should be per the National Concrete Masonry Association (NCMA) guidelines (or equivalent guidelines). Design Soil Strength Parameters Cohesion (psf) Friction Angle Unit Wight (Degrees) (pcf) Infill (Reinforced) Soil 0 30 125 Retained (Backfill) Soil 50 30 120 Foundation Soil 50 30 120 The PGAM for the site is equal to 0.453g (USGS, 2013), should be used for the proposed design. Once the wall designer designs the wall considering external, internal, and local wall stability, LGC will then check the global slope stability. Where global slope stability is the controlling factor, additional geogrid will be added to the design and/or the geogrid will be lengthened, as needed. Thus, the final design is expected to satisfy both the "conventional method" of modular wall design as well as global slope stability. All excavations should be made in accordance with Cal OSHA, as a general guideline. The backfill soils (having an expansion index less than 30perU.B.C. 18-I-B) should be compacted toatleast90 percent relative compaction (based on ASTM Test Methods D2922 and D3017). The walls should be constructed and backfilled as. soon as possible after backcut excavation. Prolonged exposure of backcut slopes may result in some localized slope instability. Excavation safety is the sole responsibility of the contractor. The subject walls may be backfilled using the onsite native soils. For closed face walls we recommend a minimum 1-foot-wide drainage gallery be constructed immediately behind the face of the wall using Class II Permeable material and augmented with a perforated 4-inch PVC pipe, or per the wall manufactures specifications. This drainage layer and drain is not a requirement for open faced walls. The remainder of the wall may be backfilled using the onsite native soils. The subject segmental retaining walls should be constructed founded onto competent soils (i.e. compacted fills or competent native soils), or per manufactures specifications. For preliminary purposes the allowable bearing capacities to be used in the wall design is 1,500 pounds per square foot. From a geotechnical perspective, the onsite soils are generally suitable for use as compacted fill, provided they are screened of rocks greater than 8 inches in maximum dimension, organic materials and construction debris. Fill soils should be brought to at least optimum-moisture content, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D 1557). The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts generally not exceeding 8 inches in compacted thickness. Placement and compaction of fill should be performed Project No. 133023-03 Page 30 April 24, 2014 : ' i ' I I II II ' I I ~ j,_·-1 iii I in accordance with local grading ordinances under full-time observation and testing of the geotechnical consultant. The geotechnical consultant shall review and approve all fill materials, include onsite and import materials. Prior to placement of the geogrid, the surface of the compacted fill shall be prepared such that it has a maximum variation of 6 vertical inches over a distance of 15 feet. Each geogrid layer shall be pulled taut and secured in-place prior to placing backfill material on the geogrid. The geogrid layers shall be continuous and no splice and/or connection system will be accepted. The contractor shall not operate tracked construction equipment directly upon the geogrid reinforcement, but shall use rubber tired equipment. All passes with tracked equipment for the purposes of obtaining compaction shall be done in straight lines and shall minimize the turning movements of the equipment to reduce the potential for displacing and/or damaging the geogrids. The manufacturer shall provide to the owner quality control testing for the each lot of blocks which are shipped to the site. The contractor shall install the block per the manufacturers recommended procedures. All excavations should be made in accordance with Cal OSHA, as a general guideline. All excavations should be made at 1: 1 inclinations or flatter. Once excavation has been initiated, the segmental retaining wall should be constructed as soon as possible after backcut excavation. Prolonged exposure of back cut slopes may result in some localized slope instability. Excavations should be planned so that they are not initiated without sufficient time to backfill them prior to weekends, holidays, or forecasted rain. Excavation safety is the sole responsibility of the contractor. We recommend the contractors proposed plan of operations be reviewed by this office prior to initiation of work and closely monitored by representatives of this office during excavation and construction. A backdrain should be installed at the heel of the wall backcut consisting of a 4 inch PVC pipe surrounded by%" crushed rock and wrapped in a filter fabric and outletted through the wall face or to another suitable outlet. If water seepage is encountered along the wall backcut, a continuous chimney drain consisting of a one foot layer Caltrans Class II permeable material shall be placed at the heel along the backcut behind the geogrid, as necessary. The chimney drains should be outletted through the backdrain at the heel of the cut. The outlet pipes should be constructed at the low points of the subdrains and have a minimum 2 percent fall to the outlet location. Additional subdrains may be needed if seepage and/or areas of potential seepage are encountered during grading operations. Positive drainage of surface water away from the base and top of the proposed segmental retaining walls are important. A concrete V -ditch shall be constructed behind the top of each of the proposed the wall to prevent surface water from the infiltrating the backfill soil. The V -ditch shall be design and placed by the project civil engineer in accordance the local codes. The zone of influence for geogrid-reinforced modular block walls is defined by a 1 H: 1 V projection from the heel of the bottom geogrid to the finished ground surface overlying the wall. Any building or vehicle loads within this zone should be considered in the wall design. Project No. 133023-03 Page 31 April 24, 2014 ~ .. I~ J ii • ~ I I I ,. i')J • Verdura® Retaining Wall Design -Rancho Costera (Walls 24 & 30) SRD Project No. 1303-006 April 5, 2016 Appendix 2 Verdura® Retaining Wall Design Calculations (24 Pages) 2501 State Street• Carlsbad, CA 92008 • P: (760) 966-6090 • F: (760) 966-6099 • www.soilretention.com Page 13 I !I • I . . MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:28:03 2015 J:\ ..... er\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. I -Wall 24 -14.67 FT.BEN cnion J.OMSEW vomon l OMSEW Vcnion 3.0MSEW Vonio.n 3.0 MSEW v.,,,inn J.OMSEW Vcnion 3 0 MSEW Versi<>n 3.0MSEW vcmon J.OMSEW Voni<>n 3 OMSEW V=io.n JO MSEW v ... .,.. 3.0MSEW VontionJ.OMSEW Venion 3 0 MSEW vemoa J.OMSEW VenionJ.OMSEWVenioa 3.0MSEWVenion 3.0 MSEW Vonion 3.0 MSEW Versiol, 3 OMSEW Venion J.OMSEW V«:1ion 3.0MSEW Vmion 3.0 - AASHTO 2002 ASD DESIGN METHOD Rancho Costera PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: Rancho Costera 1303 006 Toll Brothers, Inc. NJ DesignNo. 1 MSEW(3.0): Update# 14.94 Wall 24 -14.67' with 2:1 descending slope at toe and a level grade at wall crest. 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\1303-006 Rancho Costera Carlsbad ..... .... .1124 -14.67 FT.BEN - Original date and time of creating this file: Mon Nov 29 16:13:17 2010 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Rancho Costera Copyright© 1998-2014 AD AMA Engineering, Inc. Page 1 of 6 License number MSEW-302016 :t-1 MSEW --Mechanically Stabilized Earth Walls Rancho Castera Present Date/Thne: Fri Sep 11 09:28:03 2015 J:\ ..... er\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. I -Wall 24 -14.67 FT.BEN Vcnlon 3.0MSEW Version 3.0MSEW VomimtJ.OMSEW VcroLOII 3 OMSEW Vcnimt JO MSEW Vcn!on J.OMSEW Vcroion J.0 MSEW Vcr.,icn J.OMSEW Vet!ion JO MSEW Vcroioo. J.OMSEW Vorsinn 3.0MSEW Vcnion J OMSEW Vcnion J.0 MSEW Vcnion J.OMSEW Vcnion J.OMSEWVcmion J.OMSEW Voroion J.OMSEW Vcnlonl.OMSEW Vcroion J.OMSEW Vcni<m 3 OMSEW Vcnlon 3 OMSEW Vcroion 3.0 - SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <l> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <l> 125.0 lb/ft 3 30.0 ° 120.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouiv. 120.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 30.0 ° Equivalent cohesion, c equiv. 50.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIBNTS 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, 'If= 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): Ne= 0.00 Ny= 10.00 SEISMICITY Maximum ground acceleration coefficient, A = 0.227 Design acceleration coefficient in Internal Stability: Kh =Am= 0.278 Design acceleration coefficient in External Stability: Kh_d = 0.278 => Kh =Am= 0.278 Kae ( Kh > 0) = 0.4612 Kae ( Kh = 0) = 0.2467 Ll Kae = 0.2145 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. v; . JOMSEWV · J.OMSEWVcn!onJOMSEWVcroionJOMSEWv; · 3.0MSEWVcmionJ.OMSEWVcroionJ.OMSEWVcnionJ.OMSEWVcnionJ.OMSEWVer,ionJ.OMSEWVcroimiJ.OMSEWVer,ionlOMSEWVcnionJ.OMSEWV . J.OMSEWV • JOMSEWVonionJOMSEWV . J.OMSEWV Rancho Costera Copyright© 1998-20 l 4 ADAMA Engineering, Inc. Page 2 of 6 License number MSEW-302016 Jf . JCJISW'fl' · JCJlfP)'J . JSIITI J' . JQJFWJ J' . JQJISPI J' . l911Wl'lf . JC::SPI Jf . J I Ji . ]ClfSE' 1 . lPI IT'lf JC::SPI 1 . JC::SPI 12mm: J' . JC::SFD'lf . ]RIISE' J' . J ::SRI J' . zc::m: J' . JSIIW'J . JCl15PI l'. . JC::f?l'.l' 1211891'}( . JC V<mml 3.0MSEW y.,.ion J.O MSEW Ver,ion 3.0 MSEW Version 3.0MSEW Vmion l.O MSEWVenion 3.0MSEW Venion 3.0MSEW Vomlln 3.0MSEW Ver,ion 3.0 MSEW Venion 3.0MSEW Venion 3.0MSEW Venion 3.0 MSEW Ver,ion 3 0 MSEW Vomc>n 3 OMSEW Vmion 3.0 MSEW vemon 3.0MSEW Vcrrion J.OMSEWVmion J.OMSEW Vcnion 3.0MSEW Veni<m 3 OMSEW Version 3.0 MSEW Venion 3.0 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:28:03 2015 J:l ..... er\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. l -Wall 24 -14.67 FT.BEN Vcrsl<m 3.0 MSEW V=ion 3.0MSEW V=ion 3.0 MSEW Ver,ion 3.0 MSEW Version 3.0MSEW Vomion 3.0 MSEW Vaaion 3.0MSEW V013100 3 OMSEW Ymiim 3.0 MSEW Vcrrrion 3.0MSEW Vcrrrion 3.0MSEW Vcnion 3.0MSEW Y=irnt 3.0 MSEW Vor,inn 3.0MSEW Vmion 3.0 MSEW v.,.;on J.OMSEW Ver.,ion 3 OMSEW Vmion J.OMSEW Vcnian 3.0 MSEW Version 3 OMSEW Vtlllion 3.0 MSEW Vooion 3.0 _ INPUT DATA: Geogrids (Analysis) DATA Tult Hblftl 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, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 4700.0 7400.0 1.10 1.10 1.10 1.10 1.58 1.58 NIA NIA 1.000 1.000 26.13 26.13 0.85·tar<p 0.85·tanp 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. Geo grid type #3 9500.0 1.10 1.10 1.58 NIA 1.000 26.13 0.85·tanp 0.8 1.0 Geo grid type #4 13705.0 1.10 1.10 1.58 NIA 1.000 26.13 Geo grid type #5 NIA 0.85·tanp NIA 0.8 KIKa 2.0 3.0 Page 3 of 6 License number MSEW-302016 Jf lQIFE' J' . 12::SPl'.J' . IT'. JS::YWI Jf JCIISW: JH 12115Wi'l 12:rr: J' 391'.§PJ J . JCIIWl'lf . 191'.§PJ J' 121:m Jf . JCJ1§PJ'J' mrr: J' . 191'.§EJ Jf . 121'.W 1 . 121:snt 1 . 19::SS: 1 JC IT'l mm: n · 12::mn 12 ~.:_· .. ·.· J MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Dateffime: Fri Sep 11 09:28:03 2015 J:\ ..... er\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. I -Wall 24 -14.67 FT.BEN Vomo!I 3 OMSEW Yctmn 3 OMSEW Vmion 3.0MSEW Vmlon 3 OMSEW Vasio.n 10 MSEW Veniioa 3.0MSEWVmion 3.0 MSEWV ... ian 3.0 MSEW Venion 3.0 MSEW Vmiml.O MSEW VmUln 3.0MSEW Vmion 3 OMSEWVmirntl.O MSEW Ve:n,U,n 3.0MSEW Vmion 3 OMSEW Vonion 3.0MSEW Version 3.0 MSEW Venion 3.0 MSEW Venion JO MSEW Version 3.0MSEW V<nion 3.0 MSEW Vcnion 3.0 _ INPUT DATA: Facia and Connection (accorc:lum to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection ofreinforcement (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 "(r= 117.00 lb/ft 3 Z/Hd To-static I Tmax Topofwall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~:~~1 0.50 _ 0.75 1.00 1111111111 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr (I) CRult <2) cr CR ult cr CR ult 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 Geogrid Type #1 3l Geogrid Type #2 Geogrid Type #3 (J CRcr (J CRcr (J CRcr 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 (I) cr = Confining stress in between stacked blocks [lb/ft 2] <2l CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #4 (J CRcr 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #5 cr CRult NIA Geogrid Type #5 (J CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 5XT-V40 1.10 NIA Type #2 8XT-V40 1.10 NIA Type #3 lOXT-V40 1.10 NIA Type #4 20XT-V40 1.10 NIA Type #5 NIA NIA NIA Rancho Costera Page 4 of 6 Copyright© 1998-2014 ADAMA Engineering, fuc. License number MSEW-302016 J' . JO WWl'l' . JCWWl'l' . ze::ss:::· . 121 WPS . J?JCTJ J' . JC::§EJ J' . JS::5RJ J' 12l'.W'J JC ISfll J 12::SFJI J' . ?ll"FR[Jf 10::m: J JQJRWJ J' . JC:: WfJ'. JB:ZW::l' l?JISPJ J' . JC)ISDJ'l . JClfW'lf . 39)1TJ(J . )C::W'J'. ]Cl'.W J' . JC 1--•,! , ,·r Venion 3.0MSEW V=ion JO MSEW VcnOm 3.0MSEW Vonion 3.0 MSEW Venion 3.0MSEW Venion 3 OMSEW vom:,o 3.0MSEW Vcr,ion 3.0 MSEW VOMon 3.0 MSEW Vmrion 3.0MSEW Veni<m 3 OMSEW Ver,aion 3.0 MSEW Venion 3.0 MS1!W Venion 3.0MSEW Vomon 3.0MSEW Venion 3.0MSEW vcmon 3 OMSEW V=io.o.3.0MSEW Vmion 3.0 MSEW Vor,lnn 3.0 MSEW Venion 3.0MSEW Venion 3.0 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Dateffime: Fri Sep 11 09:28:03 2015 J:\ ..... er\1303-006 Rancho Costera_Car!sbad\Design\New Walls\Design No. I -Wall 24 -14.67 FT.BEN Venion 3.0MSEW Vmloi,. 3.0MSEW Venion l.0 MSEW Vl:fl!i011 J.OMSEW Ver,ion 3.0 MSEW Ver,ion 3 0 MSEW VcmoJl 3.0MSEW V...i,,n 3.0MSEW Venion3.0MSEW Ven,on 3.0 MSEW Ver,ion J.0 MSEW Varion 3.0 MSEW Vor,ion J.OMSEW Veraim, 3 OMSEW Venion 3 OMSEW Veniim 3.0MSEW Veniim 3.0 MSEW Venion 3.0 MSEW Veniim 3.0MSEW Version 3 OMSEW Venion 3.0 MSEW Venion 3 0 - INPUT DATA: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd 14.67 [ft] { Embedded depth is E = 4.00 ft, and height above top of finished bottom grade is H = 10.67 ft } Batter, co Backslope, 13 Backslope rise 14.0 0.0 0.0 fdegl fdeg] [ft] Broken back equivalent angle, I= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [Sl] Strip Load, Qv-d = 850.0 and Qv-1 = 0.0 fib/ft 21. Footing width, b=80.0 [ft]. Distance of center of footing from wall face, d = 56.0 [ft] @ depth of 0.0 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] ~;ljiijiil!ii\ Rancho Costera Copyright© 1998-2014 ADAMAEngineering, Inc. Jf . JC::SPJ 1 lCJl§El J' . 1211W'lh" JCJWW' J' . JOlfWflf . JQJISE' l' . ZCl'EIT Jf 30::SPI J' . JO)'§W JC • 121WPJ'J' . JBIWW"J' 1911SPl'.J' 30:WPJ J' . [Sl] Page 5 of 6 License number MSEW-302016 12 WO J • JCWEJ Jf . C IYPl'l' 7211SP"J . J?llfEJ J' . JQJ'. El J . J?IITE' J' . 191:SSJ l J9 n ~~· ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~--' MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:28:03 2015 J:\ ..... er\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 1 -Wall 24 -14.67 FT.BEN VCfflOn J.OMSEW Vtmon l.OMSEW vcman l.0 MSEW Ven.on 3.0MSEW Vcnion 3 0 MSEW V=ion 3.0 MSEWWnion 3.0 MSEWVonion 3.0 MSEW Vontion JOMSEW Va:sion 3 OMSEW V ... ion 3.0 MSEW V""'ion 3.0 MSEW VC1llion 3.0MSEW Vmion J.OMSEW Vcn!on l.OMSEW Version 3.0MSEW Ver,im,. 3.0 MSEW Vcr.,ian 3 OMSEW Venian 3.0 MSEW Venton l OMSEW Vonrion 3.0 MSEW YC<liinn 3.0 - ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 4.60, Meyerhof stress= 1561 lb/ft2. Foundation Interface: Direct slidin11:. Fs = 3.381 Eccentricitv. e/L = -0.0020 Fs-overturnin11: = 8.21 # GEO GRID Elevation [ft] 1 2.00 2 4.00 3 6.00 4 8.00 5 10.00 6 12.00 Length Type [ft] 12.00 12.00 12.00 12.00 12.00 12.00 # 2 2 2 2 2 2 CONNECTION Fs-overall Fs-overall r connection r geogrid strength] 2.49 4.43 5.23 6.51 8.89 11.77 strength] 3.18 5.88 7.24 9.41 13.44 18.64 Geo grid strength Fs 3.177 5.882 7.239 9.410 13.439 18.639 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 10.469 15.760 14.278 12.673 11.068 7.503 Direct sliding Fs 3.407 4.143 5.217 6.937 10.129 18.102 Eccentricity Product e/L name -0.0118 8XT -V40 -0.0180 8XT -V40 -0.0209 8XT-V40 -0.0207 8XT -V40 -0.0176 8XT-V40 -0.0117 8XT-V40 Bearing capacity, Fs = 2.48, Meyerhof stress= 2124 lb/ft2. Foundation Interface: Direct slidin11:. Fs = 1.460_ Eccentricitv. e/L = 0.1341 Fs-overturnin11: = 2. 78 GEO GRID CONNECTION Fs-overall Fs-overall Geo grid Pullout # Elevation Length Type r connection f geogrid strength resistance [ft] [ft] # strength] strength] Fs Fs 1 2.00 12.00 2 1.49 2,62 2.622 6.277 2 4.00 12.00 2 2.27 4.34 4.339 8.072 3 6.00 12.00 2 2.58 5.19 5.195 7.043 4 8.00 12.00 2 3.03 6.47 6.471 5.903 5 10.00 12.00 2 3.75 8.58 8.580 4.672 6 12.00 12.00 2 4.57 11.15 11.149 2.912 Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. Direct sliding Fs 1.472 l.790 2.254 2.997 4.376 7.820 Eccentricity Product e/L name 0.0873 8XT-V40 0.0506 8XT-V40 0.0234 8XT-V40 0.0050 8XT-V40 -0.0053 8XT-V40 -0.0078 8XT-V40 Page 6 of 6 License number MSEW-302016 I' ' 70::SEWJ' ' 39::SEJ I' . 121:WI J . 10::W J . 12:WWJ l . JC'WJJ l' . 10::SFJt Jf . JO 15Bl Jf JC::SFll Jf JC::SPJ J . l?ll"PJ'J . J?l1SP'fl 39:WTJ'J' JPl'.SEJ J . JQIISDl'J JCJ1SSifl' . JCJISSJ(Jf . 7Blf591'1' . l7115Wl'l' . JQl'Sfl''l . JC j ~ ~'.~ ~~~~~-~~~~~~~~~~~~~~~~~~~~~~~~~~~----' I ml I I ' I I MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep ll 09:29:51 2015 J:\ ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\DesignNo. 2-Wall 24-5.33 Ff.BEN rnion 3.0MSEW Vonioa 3.0MSEW Version 3.0MSEW Vetllion l OMSEW Volllion 3.0MliEW Venian 3.0MSEW Vcmion 3.0MSEW Venton 3.0MSEW Ver,ion 3.0 MSEW V<m<m 3.0MSEW Vomitm 3 OMSEW Venion 3.0 MSEW Vernion J.OMSEW Venion 3 OMSEW Va:sion 3 0 MSEW Vrn,ion J OldSEW V""10n 3.0MSEW Version J OMSEW Venion J.OMSEW Vmion 3.0 MSEW Venion J.0 MSEW Vcnion J.O - AASHTO 2002 ASD DESIGN METHOD Rancho Castera PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: Rancho Costera 1303 006 Toll Brothers, Inc. NJ Design No. 2 MSEW(3.0): Update# 14.94 Wall 24 -5.33' with level grade at toe and a 2:1 ascending slope at wall crest. 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\1303-006 Rancho Costera Carlsbad ..... ..... all 24 -5.33 FT.BEN - Original date and time of creating this file: Mon Nov 29 16:13:17 2010 PROGRAM MODE: ANALYSIS ofaSIMPLESTRUCTURE using GEOGRID as reinforcing material. . J,O MSEW Vonion 3.0MSEW VCJllion 3.0MSEW V • 3.0MSEW Vcm)n J.OMSEW Vmion 3.0 MSEW Vm,ion 3.0 MSEW VmiDJ1 3 OMSEW Venion J.OMSEW V J.OMSEW V...t,,n 3.0MSEW V · 3.0MSEW V · 3.0 MSEW Vc,.KID 3.0 MSEW Venion 3.0 MSEW Vm,on 3.0MSEW Vrnion 3.0MSEW V Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. Page 1 of 6 License number MSEW-302016 C II !UL. ,·nu m l , ·tr iiff _IT. j .~ I : VffflOll.3.0MSEWVonionJ.OMSEWV=ionJOMSEWVomionJJJMSEWV<nionJ.OMSEWVernion3.0MSEWVasion3.0MSEWVasiwt3.0MSE;WV ... XlnJ.OMSEWVenionl.OMSEWV.,,,ionJ.OMSEWV=ion3.0MSEWVmionJ.OMSEWVcmioDJ.OMSEWVenion3.0MSEWVorsh,n3.0MSEWVmioll.3.0MSEWVonionJ,OMSEWV<nrion3.0MSEWVcnionJOMSEWVmionl.OMSEWVonionJ.O MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep l l 09:29:51 2015 J:\ ..... der\!303-006 Rancho Costera_ Carlsbad\Design\New Walls\Design No. 2 • Wall 24 • 5.33 FT.BEN y.,.;cnJOMSEWVmfun3.0MSEWVenionJ.OMSEWVernion3.0MSEWVeraion3.0MSEWV<m01130MSEWV.,.ion3.0MSEWV.,.i,n3.0MSEWV""'ion3.0MSEWVcnionJ.OMS£WVcnlonJ.OMSEWVer,ionl.OMSEWV..,,ionJ.OMSEWV°"'io:nJOMSEWVcrsicn3.0MSEWVa,!an3.0MSEWVmion3.0MSEWVomol!3.0MSEWVmcion3.0MSEWVcnionlOMSEWVenionJ.OMSEWVonionJ.O_ SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <j> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <j> 125.0 lb/ft 3 30.0 ° 120.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouiv. 120.0 lb/ft 3 Equivalent internal angle of friction, $equiv. 30.0 ° Equivalent cohesion, c equiv. 50.0 lb/ft 2 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, 'If= 40.87° (see Fig. 28 in DEMO 82). Ka (external stabililty) = 0.3441 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated byMSEW): Ne= 30.14 Ny= 22.40 SEISMICITY Maximum ground acceleration coefficient, A= 0.227 Design acceleration coefficient in Internal Stability: Kh =Am= 0.278 Design acceleration coefficient in External Stability: Kh_d = 0.278 => Kh =Am= 0.278 Kae ( Kh > 0) = 0.9602 Kae ( Kh = 0) = 0.3441 ~ Kae = 0.6161 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Rancho Costera Copyright© 1998-2014 ADAMA Engineering, fuc. Page2 of 6 License number MSEW-302016 l' . 721'.SEJ l' . WWI' SEJJ'. . 121'.fWJ J' . 3 IWJJ' . JCIISS JC . JCIFFll JBIISFlll J? CER'J' . lPJIEE Jf . JCll§Pl'J' 39JFEJ J . JQJ'SE¥'1' . J?l:SEJ If . JOJf§EJ'J'. . JCIISfllfl'. ZCl'SEIIIJ' . JQJ:SOJ'J( ' TCJITJ J . lCJIW'J . JQIISDl'l' . JO ~-~ ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~---' MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:29:51 2015 J:\ ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 2 -Wall 24 -5.33 FT.BEN Venkml.OMSEWVomnrtl.OMSEWVmi\onl.OMSEWV<menlOMSEWV<mODJOMSEWVa,icnJOMSEWVamnJ.OMSEWVa,ionJ.OMSl,WVC>ionJ.OMSEWVmionlOMSEWVonionl.OMSEWVenioo.J.OMSEWV..,ionl.OMSEWVemionl.OMSEWVemionJ.OMSEWV.,,,innJOMSEWVmiionl.OMSEWVcnioDJ.OMSEWVerrion3.0MSEWVmlon3.0MSEWVa,ionJOMSEWVenionl.O- INPUT DATA: Geogrids (Analysis) DATA Tult rJblftl 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, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 4700.0 7400.0 1.10 1.10 1.10 1.10 1.58 1.58 NIA NIA 1.000 1.000 26.13 26.13 0.85 ·tar<jl 0.85·tanp 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geo grid type #3 9500.0 1.10 1.10 1.58 NIA 1.000 26.13 0.85·tanp 0.8 1.0 Geo grid type #4 13705.0 1.10 1.10 1.58 NIA 1.000 26.13 Geo grid type #5 NIA 0.85·tanp NIA 0.8 KIKa 2.0 3.0 Vi:raiou. 3.0 MSEW Vcnioo 3.0MSEW Vemu,n 3 OMSEW Vellliool OMSEW Vminn JO MSEW Vcnion J.0 MSEW Vcnion J.0 MSEW vem:,n 3 0 MSEW y..,;.,n 3.0 MSEW y.,.O,o J.O MSEW Vomio.nJ.O MSEW YemionJ,o MSEW Vcnion 3.0MSEW Vm!on 3.0MSEW Yem ion 3 OMSEW Vmion l.O MSEW Y=n 3.0MSEW Yorsion 3.0MSEW VOfflOll 3.0MSEW V=ion 3.0MSEW V,nion 3.0 MSEW Vemnn 3 0 Rancho Castera Copyright© 1998-2014 ADAMA Engineering, Inc. l'.. J?llSEJJ i JQJGPIJ'. 791'.SEJJ'.. 321'.W:J . 19::SEJJ'. JCJ'.TJJ'. JCIIW'J'. JOIISflil'.. 1?11Yfl'J'. 72Jffflllf. 12::Sfl''l'. JCJFQ'(l'. JOJl§S'l'. l2l'.5Pll Page 3 of 6 License number MSEW-302016 SEl'JI . lOltSEI J' . JCIISPJ J' JCJUW ZPIIW'.J . JQIITJ Jf . JCJWJJ l' . 12 ~·. ~ '--~~~~~~~~~ 2 i MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep l l 09:29:51 2015 J:\ ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 2 -Wall 24 -5.33 FT.BEN Vcnionl.OMSEWVenianl.OMSEWVOl1ionl.OMSEWVeroionJ.OMSEWVcnionl.OMSEWVcnionl.OMSEWVcn.,.,_l.OMSEWV...Janl.OMSEWV.,.i,nJ.OMSEWVcrsi>nl.OMSEWVmionJOMSEWVmion3.0MSEWVeuion3.0MSEWVmionlOMSEWVemionlOMSEWVo:r:,ion3.0MSEWVenianl.OMSEWVo1llion30MSEWVcnionlOMSEWVcnlon3.0MSEWV""'°n3.0MSEWV""'llln3.0_ INPUT DATA: Facia and Connection (accorditm to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection ofreinforcement (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 Yr= 117.00 lb/ft 3 Z/Hd To-static I Tmax Topofwall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~~1 0.50 0.75 1.00 111111 I I Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr <1l CRult <2i cr CR ult cr CR ult 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 cr CRcr cr CRcr cr CRcr 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 <1l cr = Confining stress in between stacked blocks [lb/ft 2] <2l CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #4 cr CRcr 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 cr CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type#l 5XT-V40 1.10 NIA Type#2 8XT-V40 1.10 NIA Type#3 lOXT-V40 1.10 NIA Type#4 20XT-V40 1.10 NIA Type#5 NIA NIA NIA Venion J.OMSEWV ... ion l.OMSEWVOP.lion l.OMSEW VcnionJ.OMSEWVcnionl.OMSEW Vcrsionl.OMSEWVmionl.OMSEWVonionJOMSEWVor,ionJOMSEW Vor,i,nJ.O~WVC?llion3.0MSEWVmionl OMSEWV l.OMSEW Vmionl.OMSEWV.,..ionJ.OMSEWVor,ionJ.OMSEWV . 3.0MSEWV JOMSEWV=innl.OMSEWVonion JOMSEWV . J.OMSEWV . 3.0 Rancho Costera Page 4 of 6 Copyright© 1998-2014 ADAMA Engineering, Inc. License number MSEW-302016 J'. JQJffEIJ'.. JCllfEJJ . JC I' ISP'l . 3911SEJJ' JBIISPJJ'. JBl'.§WJJ'. 1?11fEIJ'. ]Q)gpJ . JC::Zli'J . JQJQf . 7211SRl'.1 . JC::SEl'.l' JCl'.SEJJ'. JC::SFWJ . JQ)fEJJ'. JC::fEJ[)'.. 121'.5EJJ . l211Wl'. :SRJ'.1 . JCJW:ll . JP ---------"'' 11 . _CF MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Dateffime: Fri Sep 11 09:29:51 2015 J:\ .... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 2 -Wall 24 -5.33 FT.BEN Ven,on 3.0 MSEW Vmion 3.0MSEW Vom<ln 3 o MSEW VOlll10ll 3.0MSEW Vcman 3.0 MSEW Venion l.O MSEW Vmion l O MSEW Vemcn 3 OMSEW Vmrion 3.0MSEW Vcnion 3.0 MSEW Vcnricn 3.0MSEW Vonio.nl.OMSEW Vai,ion l.OMSEW y.,.;on J.OMSEW Vmion 3 0 MSEW Vmion 3 0 MSEW Vor,icn 3.0 MSEW Vmrion 3.0MSEW Vcnion J.OMSEW Version 3.0MllEW Versionl OMSEW Venion 3.0 - INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 5.33 [ft] { Embedded depth is E = 1.33 ft, and height above top of finished bottom grade is H = 4.00 ft } Batter, co Backslope, [3 Backslope rise 14.0 26.0 5.0 rdegl rdeg] [ft] Broken back equivalent angle, I= 26.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. JOJISFWJ' JOMSWJ'Jf JOUSW'(][ JCIITWl'l JC::5SJ l' JOIITltlf 1211SJW'Jf JBIFEJ J' . lRl'.EEJ J Page 5 of 6 License number MSEW-302016 JCJfiW' J' . J911SS'fl' JCJffEJ'J' JQJITW' J J?Jl§PJ J JPl'.W Jf . JC::'ifBPC . 1?115SJ'Jf 1911521flf . JQJ1S5lJ'l' 72:WW: J' . JPl'.Wilf . 39 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Dateffime: Fri Sep 11 09:29:51 2015 J:\ ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\DesignNo. 2 -Wall 24 -5.33 FT.BEN V<mlln J.OMSEW Vonion l.OMSEW Versto,, 3.0MSEW Vminn 3.0 MSEW V=ion 3.0MSEW V=icn J OMSEW Ver,iM, 3.0 MSEWVcnion J.O MSEW Vtnion 3 0 MSEW Vo:sion 3 OMSEW VOllOOtl 3.0MSEW V=ion 3.0 MSEWV<Bi°" 3.0MSEW V0<1ion 3.0 MSEW Vtnion 3.0MSEW VClllion 3 OMSEW Vm,ion J.OMSEW Ven;o,, JO MSEW Venion J.OMSEW Vcnion J OMSEW Venionl O MSEWVasion 3.0 _ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 10.68, Meyerhofstress = 847 lb/ft:2. Foundation Interface: Direct slidirn1". Fs = 2.550 Eccentricitv. e/L = -0.0330 Fs-overturnirnz = 6.57 # 1 2 GEOGRID Elevation [ft] 1.33 3.33 Length Type [ft] 6.00 6.00 # CONNECTION Fs-overall r connection strength] 5.79 9.05 Fs-overall f geogrid strength] 6.74 11.03 Geo grid strength Fs 6.742 11.028 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 6.801 5.192 Direct sliding Fs 2.479 3.084 Eccentricity e/L -0.0495 -0.0790 Product name 5XT-V40 5XT-V40 Bearing capacity,. Fs = 7.64, Meyerhof stress= 1046 lb/ft:2. Foundation Interface: Direct slidin!1". Fs = 1.334 Eccentricitv. e/L = 0.0869 Fs-overturnm!1" = 2.98 GEOG RID # 1 2 Elevation [ft] 1.33 3.33 Rancho Costera Length Type [ft] 6.00 6.00 # CONNECTION Fs-overall r connection strength] 1.59 2.46 Copyright© 1998-2014 ADAMAEngineering, Inc. Fs-overall f geogrid strength] 3.06 4.95 Geo grid strength Fs 3.056 4.951 Pullout resistance Fs 1.872 1.413 Direct sliding Fs 1.427 2.265 Eccentricity e/L 0.0199 -0.0603 Product name 5XT-V40 5XT-V40 Page 6 of 6 License number MSEW-302016 1 . 391'.SEJ'J . JQlfFSJ J . 1211WJ'J . 791'.SW' J' . JBIIS?lfJ'. . 721W:I 1 . JCIWI 1 . JCJWJ' J' JRJISPI Jf JC::SFJlfl' . JOM&ll'Jf . lOlfWl'l JBJZWI J' . 72lf5P '1 . JC::S?l'.l' l?l1SWJ'l' JQWEJ J' JCJIYEJ J' . JQJITJ'J . 121'.SWJ'l' . JObWJJ'l' . 1P ~ ti • . . ' MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date!fime: Fri Sep 1109:31:242015 J:\ ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 3 -Wall 24 -4.67 FT.BEN <nrion 3 OMSEW Vcni<m 3.0MSEW Vcnion 3 OMSEW Ver.ion J OMSEW Vernon 3.0MSEW Venlon 3.0 MSEW V<nrion 3.0MSEW Version 3.0 MSEW Vor.,iDn 3.0 MSEW Vcnion J QMSEW Venion 3.0MSEW Vm,on 3.0 MSEWVen,on 3.0 MSEWVcnion J OMSEW Venlon 3.0MSEW Version J OMSEW Vrnion 3.0MSEW vemon 3.0MSEW Version 3.0MSEW Venion 3 OMSEW Vemio.nl.OMSEW vemon 3.0 _ AASHTO 2002 ASD DESIGN METHOD Rancho Costera PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: Rancho Costera 1303 006 Toll Brothers, Inc. NJ Design No. 3 MSEW(3.0): Update# 14.94 Wall 24 -4.67' with level grade at toe and a level grade at wall crest. 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\1303-006 Rancho Costera Carlsbad ..... ..... all 24 -4.67 FT.BEN - Original date and time of creating this file: Mon Nov 29 16:13:17 2010 PROGRAM MODE: ANALYSIS ofaSIMPLESTRUCTURE using GEOGRID as reinforcing material. Rancho Castera Copyright© 1998-2014 ADAMA Engineering, Inc. Page I of 6 License number MSEW-302016 j)j Vonion J.O MSEW V""'inn JO MSEW Version J.OMSEW Vonion 3 OMSEW Vonion 3.0 MSEW Vcnion 3.0MSEW Vm,ion J.OMSEW Ver:,ion 3.0MSEW Vorsio.o. J OMSEW Veffllln J.OMSEW V=ion J.OMSEW Vonion 3 OMSEW Voni<m J.OMSEWVonion J.O MSEW Vmion 3.0MSEW Vcnion 3.0MSEW Ver:,ion 3.0 MSEW V""'ionJ.OMSEW Vono"on 3.0MSEW Vor,\rul JO MSEW Ver,ion J,O MSEW Version 3 0 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date!fime: Fri Sep 11 09:31:24 2015 J:l ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\DesignNo. 3 -Wall 24 -4.67 FT.BEN V""'10ll J OMSEW VmiOD 3.0 MSEW Vonion J.OMSEW Vont011 3 OMSEW Vorsion J.O MSEWVer,ion J OMSEW Vcroion J.OMSEW Vonion J.OMSEW Vonion 3 OMSEW Vor.,ion J.O MSEW Veffllln 3.0 MSEW Vcnnon 3.0MSEW Vcnion 3,0MSEW Vcnion J.OMSEW Version] OMSEW Ver,ion 3.0MSEW Ver,ion J.O MSEW Vemion J.OMSEW Version J.O MSEW Vor.,ion 3.0 MSEW Vcnion 3.0 MSEW Vcnion 3.0 - SOIL DATA REINFORCED SOIL Unit weight, "{ Design value of internal angle of friction, <j> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <I> 125.0 lb/ft 3 30.0 ° 120.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, "{ equiv. 120.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 30.0 ° Equivalent cohesion, c equiv. 50.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIBNTS 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, 'IJI= 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): Ne= 30.14 Ny= 22.40 SEISMICITY Maximum ground acceleration coefficient, A= 0.227 Design acceleration coefficient in Internal Stability: Kh =Am= 0.278 Design acceleration coefficient in External Stability: Kh _ d = 0.278 => Kh = Am= 0.278 Kae ( Kh > 0) = 0.4612 Kae ( Kh = 0) = 0.2467 ~ Kae = 0.2145 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Rancho Costera Copyright© 1998-2014 AD AMA Engineering, Inc. Page2 of 6 License number MSEW-302016 J' . 121'.5EJ J' . ]Qlfffl"l' . ]Plf5Pl'l . ]QlfSFJ'l' . JPJISEIJ'J( . 12115EJ l' . ]Q)fSFJJ l' JC::SFJJ JC ' JCJ15Wl J JCJISPI J JCIFPI J' JCJ:SPJ J . JOJ15EJ'l' . JOMSPJ'l' . l2115Fll l' . JCWFJJ 1 . JC::SJJJ J . 391'.SFJ' J' . JWSIDl'J' . JPJISFJ'fl' . JRlfEPl'lf . JO I :. ) J llf~---------------------------' j 10· rn:-_ a _i MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep II 09:31:24 2015 J:l ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 3 -Wall 24 -4.67 FT.BEN v.,.;.,. J.O MSEW Version J OMSEW Venion J.(IMSEW ve .. m J.OMSEW Voniozi 3 OMSEW VOfflOilJ OMSEW Version J.OMSEW Ver,ion 3.0 MSEW Vomon J.OMSEW v.,,;.,. 3.0 MSEW Version 3.0MSEW Version 3 0 MSEW Vemrut 3.0 MSEW Ver,ion JO MSEW vomon ).OMSEW v ....... 3.0 MSEW Vo.-.ion 3.0MSEW Vomon3.0MSEW V<fllion J.(IMSEW V...ton 3.0MSEW Version J.OMSEW Version J.(I - INPUT DATA: Geogrids (Analysis) DATA Tult Hblftl 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, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 4700.0 7400.0 1.10 1.10 1.10 1.10 1.58 1.58 NIA NIA 1.000 1.000 26.13 26.13 0.85·tar<j> 0.85·tan~ 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geo grid type #3 9500.0 1.10 1.10 1.58 NIA 1.000 26.13 0.85·tan~ 0.8 1.0 Geo grid type #4 13705.0 1.10 1.10 1.58 NIA 1.000 26.13 Geo grid type #5 NIA 0.85·tan~ NIA 0.8 KIKa 2.0 3.0 v.,.;OII J.O MSEW Vmicn l.OMSEW Vmion l.OMSEW Ver.,io;a 3 OMSEW V . 3.0MSEW Verninn J.OMSEW V • 3.0MSEW V • J.OMSEW Version J OMSEW Vomlln 3.0MSEW V • 3.0MSEW Version 3 0 MSEW Ver,ion 3.0 MSEW V . J.OMSEW Vmion 3.0MSEW V • J OMSEWVetl!ion J.OMSEW Ve"""' J OMSEW Ver,ion 3 0 MSEW Ve;,ion 3.0MSEW Version 3 0 MSEW y..,;on 3.0 Rancho Costera Copyright© 1998-2014 ADAMAEngineering, Inc. Page 3 of 6 License number MSEW-302016 J' . JB:WW: J' . JBIITE' J' 72::SEl'l' . JQJISEI 1 . 39:WEJ J' 391'.SEJ l' 39:WEJ 1'. 121'.SSJ Jf . JC::W'J JCWEJ J'. . 121'.§EJ J' . JC::W'J'. JBlfEl J' lRlFEJ J' . 39".SEJ J . 7 ::SW I' . JCJl§EJ J' 7211W'J'. · 10::§EJ'J'. · 39:CWJ'J' · JC::Tl'lf . 1£ ~~~~~~~~~~~~~~~~~~~~~~~-----' I , Vor,illn30MSEWVenioo.3.QMSEWVOJllion3.0MSEW1fomon30MSEWVcnion3.0MSEWVcrrion3.0MSEWVcninn3.0MSEWVcnionJ.OMSEWVcnion3.0MSEWVcnion3.0MSEWV°"'ion3.0MSEWV01!ionlOMSEWV01!ionl.OMSEWV....,,,30MSEWVc"'ion3.0MSEWVenicml.OMSEWVenicn3.0MSEWVOJllion3.0MSEWVOJllion3.0MSEWVorsienl.OMSEWVonionJ.OMSEWVonionJ.0 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:31 :24 2015 J:\ ..... der\1303-006 Rancho Costera_ Carlsbad\Design\New Walls\Design No. 3 -Wall 24 -4.67 FT.BEN Vcnion 3.0 MSEW Ver:,jon J.OMSEW vemcn 3.0 MSEW Vcr.,ion 3.0 MSEW v ... mn 3.0 MSEW v ... ion J.o MSEW V,nionJ.O MSEWV ... ion 3.0 MSEW Version 3.0 MSEW Voninn3.0MSEW v ... mn 3.0MSEW Venion l.O MSEW Vc:n,illn 3.0MSEW Vcnion 3.0MSEW Venuin 3.0MSEW Venton 3 OMSEW Vcnion 3.0MSEW Ver,inn 3.0 MSEW VemDn 3 O MSEW Vonion 3.0 MSEW V,n,on 3.0 MSEWVonionJ.O - INPUT DATA: Facia and Connection (accordin2 to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection ofreinforcement (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 Yr= 117.00 lb/ft 3 Z/Hd 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 cr <1J CRult <2J 0.0 0.45 3198.0 0.75 6000.0 0.75 Geogrid Type #13l (j CRcr 0.0 0.45 3198.0 0.75 6000.0 0.75 To-static I Tmax or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 cr CRult 0.0 0.34 3616.0 0.61 6000.0 0.61 Geogrid Type #2 (j CRcr 0.0 0.34 3616.0 0.61 6000.0 0.61 Geogrid Type #3 cr CR ult 0.0 0.41 7959.0 0.64 10000.0 0.64 Geogrid Type #3 (j CRcr 0.0 0.41 7959.0 0.64 10000.0 0.64 (IJ cr = Confining stress in between stacked blocks [lb/ft 2] <2J CRult = Tc-ult I Tult (3) CRcr = Tcre I Tult Topofwall Z/Hd ~~~1 0.50 0.75 1.00 111 I 1111 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #4 (j CRcr 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (j CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Rancho Costera Copyright© 1998-2014 AD AMA Engineering, Inc. Type#l 5XT-V40 1.10 NIA Type#2 8XT-V40 1.10 NIA Type#3 lOXT-V40 1.10 NIA Type #4 20XT-V40 1.10 NIA Type #5 NIA NIA NIA Page4 of 6 License number MSEW-302016 J' . JOJ:SPJ J' . l?)ZSl'lf . JRMW: J' . J?l'.SPJ J' . lPl'.Wll . JCIISPl'l' . JOll5FR'J' . JCJWJJ J' . JBJlSFRilf . 7911&'1'1' . J81Wl'fl . 10:UPI J . 70::SEl'.l' 1?11SF1'1' . JCJl§FR'J . JOIITE"J' . JOJf?l J . JOlfSFIJ'l' . JRl'.SFl'l' . J0::5PJ J' . 10::Sfll'J' . JO ~~: ~~~-~~~~~~~~~~~~~~~~~~---' l~:-:-!/_t- w ~ ~ 1¢ --.~-.,.,.-..,.,,:~_-, v=·-... ,~_.,,_-A,, ~e,I ___ , __ , .... ~,-,.,, .. , ..... --1;._· --·.,,t .. _ ...... -...... : .. -n .. -.. -.. -.. j .. -_ .. ta .. ffi .. __ .. , .. "1 .. -.. ---------J"'t• .. ----"*"_jj ___ ... _ .. G .. -............ ___________ ,.,~-----------... vcman J.OMSEW Vtnion .lOMSEW VonioA.lOMSEW Yeraion .lOMSEW Vtnion 3.0 MSEW Vooion 3.0 MSEW Version 3 OMSEW V<mlln 3.0MSEW Vonrion 3.0MSEW V.,..ion 3.0 MSEW VOfflon 3.0 MSEW v ... ion 3.0 MSEW VCJllion J OMSEW Vcnion J OMSEW Vooion 3 OMSEW Vtnion 3.0MSEW Ve;MDn JO MSEW Vorsion 3 OMSEW Version .lOMSEW vcrnon 3.0 MSEW Vcnion 3 OMSEW Vcrsi<m 3.0 MSEW --Mechanically Stabilized Earth Walls Rancho Castera Present Date/Time: Fri Sep II 09:31:24 2015 J:\ .... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\DesignNo. 3 -Wall24 -4.67 FT.BEN Vmion 3.0 MSEW vcmon .lOMSEW Vooionl.OMSEW Vonrion 3.0MSEW Vcr,!on 3.0 MSEW Vcrrion 3.0 MSEW vcmon 3 OMSEW V<mlln .10 MSEW V<mlln .lOMSEW Vcr,ion 3.0 MSEW v ... ion J.O MSEW Vcr:,ion 3.0 MSEW Vcr,!on .lOMSEW vcmon 3.0MSEW Vcrrion.lOMSEW Version 3 OMSEW Vcnion 3.0 MSEW Vcr,ion 3.0MSEW Vomrut 30 MSEW vomon 3.0 MSEWVcr .. on 3.0MSEWVmion 3.0 - INPUT DATA: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd 4.67 [ft] { Embedded depth is E = 2.00 ft, and height above top of finished bottom grade is H = 2.67 ft } Batter, co Backslope, 13 Backslope rise 14.0 0.0 0.0 fdegl fdeg] [ft] Broken back equivalent angle, I= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distribut,ed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. 121'.SEJJ'' 121'.SEJ'f. l?l'.3PJJ 12::SEJJ'. JCIIWJ J' ' JClf§EJ l'. 39::SPI 1 JC f§E''J l?IISPI 1 30::SEY J' . JBIISW'J . JQWPJ l 121'.SEJ 1 391159''1'. ' JCIISP'l'. Page 5 of 6 License number MSEW-302016 WI' ct JQl'.§PJ'J' JC::W'J 72 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 1109:31:242015 J:l ..... der\1303-006 Rancho Costera_Carlsbad\Design\New Walls\DesignNo. 3 -Wall 24 -4.67 FT.BEN Vcnion l.OMSEW Vor,inn3.0MSEWVomollJ.OMSEWVenion l.OMSEWYcnion 30MSEWVonion3.0MSEWVer:,innJOMSEWVcnjonl.OMSEWVenlon3.0MSEWVcnionl.OMSEWVer.,inn3.0MSEWVomio.nlOMSEW Version J.OMSEWVenicm l.OMSEWVcrrionlOMSEWVOffiOI! JOMSEWVersion J.OMSEW Venionl.OMSEWVen,cm J.OMSEWYcrrio,. l.OMSEWVmionl.OMSEWV<mOB3.0_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 15.00, Meyerhofstress = 534 lb/ft2• Foundation Interface: Direct slidim:1 Fs = 4.612 Eccentricitv e/L = -0.0167 Fs-overturnin!" = 14.26 GEO GRID CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct Ec'centricity Product # Elevation Length Type r connection f geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 2.00 5.00 6.09 7.31 7.311 3.111 7.241 -0.0204 5XT - V 40 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 12.68, Meyerhof stress= 586 lb/ft2. Foundation Interface: Direct slidin!". Fs = 1.993 Eccentricitv_ e/L = 0.0596 Fs-overtumin!" = 4.82 GEO GRID CONNECTION Fs-overall Fs-overall Geo grid Pullout # Elevation Length Type r connection f geogrid strength resistance [ft] [ft] # strength] strength] Fs Fs 2.00 5.00 3.11 5.38 5.379 1.588 Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. Direct sliding Fs 3.128 Eccentricity Product e/L name 0.0032 5XT-V40 Page 6 of 6 License number MSEW-302016 J' . 10:CW'J . JSJFW"J' . JBt'.SP".J' . l?)fiSJl'J' . JCJl§EJ J' . 721'.SWJ'.J' . JOIFPJ J' C :SW JC . JS rr: JI JCJfW[Jf 7211Tl'l' . JCl'.SP' 1f 10::SWJ J' . 1211m: J ZCJfT"J . l217?11' JCIWWl'l' JCJl§W' J' . JC::STtrlf . JOIFE' J' . 10::§RJ[J . 12 ~ I • ii /"'ti ' I i *" MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep l l 09:34:04 2015 J:l ..... older\1303-006 Rancho Costera_ Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -lO FT.BEN oml)n 3.0MSEW Vonion 3 OMSEW Venion 3.0MSEW Vonion 3.0 MSEW Version .lOMSEW VenioJJ J.OMSEW Version l OMSEW Venion 3 OMSEW VOM<>n 3.0MSEW Ver:,ion 3 0 MSEW Vmian 3.0MSEW Venion 3.0MSEW Vmlon 3 OMSEW Venion J.OMSEW Version 3.0 MSEW Vcrlkm J.O MSEWVcrniOD J.OMSEW Version J.OMSEW Venioa J.OMSEW Version .lOMSEW Venion J.0 MSEW Vorsion 3.0 _ AASHTO 2002 ASD DESIGN METHOD Rancho Castera PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: Rancho Costera 1303 006 Toll Brothers, Inc. NJ Design No. 4 MSEW(3.0): Update# 14.94 Wall 30 -10' with 2:1 descending slope at toe and a 2:1 ascending slope at wall crest. Companfs 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\1303-006 Rancho Costera Carlsbad ..... ..... Wall 30 -10 FT.BEN - Original date and time of creating this file: Mon Nov 29 16:13:17 2010 PROGRAM MODE: ANALYSIS ofaSIMPLESTRUCTURE using GEOGRID as reinforcing material. " JOW:EWV " 3.0MSEWVenionlOMSEWVemionl.OMSEWV. " J.OMSEWV . J.OMSEWV . J.OMSEWVerslonl,OMSEWVenionJ.OMSEWV • JOMSEWVenionJ.OMSEWVmicnJ.OMSEWVfflianJ.OMSEWV . JOMSEWVenionl.OMSEWV=ionJ.OMSEWV J.OMSEWVenionJ.OMSEWVent<IIIJ.OMSEWV . JOMl!EWVOffll>nl.OMSEWV=ianJO Rancho Costera Page I of 6 Copyright© 1998-20JA ADAMA Engineering, Inc. License number MSEW-302016 I V<mCll l.OMSEW Vonion 3.0MSEW V.,..ion J.O MSEW Verrion 3 OMSEW Venion3.0 MSEW V<ml>n 3.0 MSEW v ... ion 3.0 MSEWVe:ni<>n 3.0 MSEW Ve:nion 3.0 MSEW Vcnion 3.0MSEW VODion J.OMSEW Version 3.0MSEW VOlllion 3.0MSEW VOlllkm 3.0 MSEW Vemion 3.0MSEW Veraion 3.0MS£W V=ion J.0 MSEW Version 3.0 MSEW Vemion3.0MSEW Venion 3.0 MSEW Vasion 3.0MSEW Venion 3.0 MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep II 09:34:04 2015 J:\ ..... older\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -10 FT.BEN Vomotl 3 OMSEW V.,.ion l.OMSEW Vasion 3.0MSEW Von,ion J OMSEW Venion 3.0 MSEW Vonion JO MSEW Venion 3.0 MSEW V=ion l.OMSEW v.,..,:m 3.0MSEW Version 3 o MSEW v ... ion J.OMSEW VClllion 3.0MSEW VClllion 3.0MSEW VClllion J.OMSEW VClllion 3.0MSEW Vomotl 3.0MSEW Veraion 3.0MSEW Vomotl 3 OMSEW Version 3.0MSEW Vcnion J.OMSEW V<ml)n 3.0 MSEW Venion 3.0 _ SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <I> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <I> 125.0 lb/ft 3 30.0 ° 120.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 120.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 30.0 ° Equivalent cohesion, c equiv. 50.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIBNTS 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, \If= 40.87° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.3441 (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): Ne= 0.00 Ny= 10.00 SEISMICITY Maximum ground acceleration coefficient, A = 0.227 Design acceleration coefficient in Internal Stability: Kh = Am= 0.278 Design acceleration coefficient in External Stability: Kh_d = 0.278 => Kh =Am= 0.278 Kae(Kh>0)=0.9602 Kae(Kh=O) =0.3441 ~ Kae=0.6161 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Vernlo.o3.0MSl!WV=ionJ.OMS£WV=!on3.0MSEWVer,ionlOMSEWV 3.0MSEWVasionJOMSEWV<13ion3.0MSEWVernion3DMSEWVcnionJ.0MSEWVenion3.0MSEWVor.,ionJOMSr;WVor.,k,n3.0MSEWVOllllo.o3.0MSEWVon,ion3.0MSEWVCJllion3.0MSEWVenioaJ.OMSEWV<mllllJ.0MSEWV 3.0MSEWV=ilmJOMSEWVor,ionl.OMSEWVcnionl.OMSEWVonio,,3.Q Rancho Costera Copyright© 1998-2014 ADAMA Engineering, Inc. 1f. 70::SEJ". Wll'. 10::SPJJ'.. l'.STIJ. 3 JQJWJ".1'. Pl]. 12lffPIJ'. 121tts Page2 of 6 License number MSEW-302016 . JSJUEJ 1 . CW'Pl'lf . 3 11fFJ Jf JSJCW Jf . JCJIW l'. . 12Jf5Wl'l' JCJlfFD[J[W'. l2 ! ~'-----------------------' J ~ VorsionJOMSEWVCHion3.0MSEWVCHion3.0MSEWVer,ionJ.OMSEWVasionJOMSEWVcrnionl.OMSl;WVCHion30MSEWV.,.ioll3.0MSEWVcnion30M3EWVCHionl.OMSEWV°"'iollJ.OMSEWV°"'!onl.OMSEWVrnionJOMSEWV°"'ioo.J.OMSEWVonilln3.0MSEWVorsionl.OMSEWVen10t1J.OMSEWVer,ioal.OMSEWV<uionl.OMSEWVasionJ.OMSEWV<r!ionl.OMSEWVcnionl.O MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/firne: Fri Sep ll 09:34:04 2015 J:\ ..... older\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -IO FT.BEN Ven"'" 3.0MSEW Vorsioll 3.0MSEW Vmrion3.0MSEW Veninn 3.0 MSEW Version JO MSEW Vemon 3 OMSEW V.,.ioll 3.0 MSEWVorfon 3 0 MSEW Vcnion 3 0 MSEW V""ion 3 OMSEW Vcotion 3 OMSEW Vertio,a 3.0MSEW Vea""' 3.0 MSEW VClllIDD 3.0MSEW Vrnion 3 OMSEW Venioa 3.0 MSEW V=illn 3.0MSEW VCJ1ion 3.0MSEW Vonion3.0MSEW Vcnion 3.0MSEW Vcnion 3.0 MSEW v...;,,,, 3.0 - INPUT DATA: Geogrids (Analysis) DATA Tult flblftl 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, Pullout resistance factor, F* Scale-effect correction factor, a Geo grid type #1 4700.0 1.10 1.10 1.58 NIA 1.000 p 26.13 0.85·tar<p 0.8 Geo grid Geo grid type #2 type #3 7400.0 9500.0 1.10 1.10 1.10 1.10 1.58 1.58 NIA NIA 1.000 1.000 26.13 26.13 0.85·tanp 0.85·tanp 0.8 0.8 Geo grid type #4 13705.0 1.10 1.10 1.58 NIA 1.000 26.13 0.85-tanp 0.8 Geo grid type #5 NIA NIA Variation of Lateral Earth Pressure Coefficient With Depth z 0 ft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7 ft Rancho Costera Kl Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Copyright© 1998-2014 ADAMA Engineering, Inc. z [ft] 0.0 0 1.0 KIK.a 2.0 3.0 6.6 1----+----o--+----+--->------< 9.8 16.4 l---+-----+----+------1----1 26.2 l---+-----+----+------1----1 32.8 ~-~----~-~-~-~ Page 3 of 6 License number MSEW-302016 ZWJ J' . l?IZS J . 121'.SEJ J . JC::W J' . JCMSEJ'l' . JCJWPflf . JOIIW J' . J?lfSFll'l' . JCIWJJ(J' . 30::W'l' . JOIISFll'lf ' JC::SPl'J' . 10::fP"l . 72:WW: l . l?llSPJ 1 . JCJfiWJ l' JAlWWJ l m:ss ll§FJJ'. 1 JQIIZ::1. :, ::I ~~: ~~--~~~~~~~~~~~ MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/Time: Fri Sep 11 09:34:04 2015 J:\ ..... older\1303-006 Raocho Costera _ Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -10 Ff .BEN Vm,iDll HJ MSEW V=\l,n l.OMSEW VomoJl.lOMSEW Vtmlln JOMSEW V<mlln JO MSEW Vmion 3 0 MSF;W Vettion J.OMSEWV.,.iot, l.0 MSEW Vonionl.0 MSEW Vonion J O MSEW V01!iion J.OMSEW Vmion l.OMSEW VCdion l.OMSEW V°"'ion l.OMSEW V=ion 3.0 MSEW Version 3.0MSEW VOlllUl!l J.OMSEW Vcnion J OMSEW Version 3 OMSEW Vem,11 3.0 MSEW y.,.jon 3.0 MSEWVcnion l O - INPUT DATA: Facia and Connection (accordi.Im to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection ofreinforcement (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 'Yr= 117.00 lb/ft 3 Z/Hd To-static I Tmax Topofwall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Zllld ~~~1 0.50 0.75 1.00 1111111111 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr r1> CRult r2l cr CR ult cr CR ult 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 Geogrid Type #1 3> Geogrid Type #2 Geogrid Type #3 O' CRcr O' CRcr O' CRcr 0.0 0.45 0.0 0.34 0.0 0.41 3198.0 0.75 3616.0 0.61 7959.0 0.64 6000.0 0.75 6000.0 0.61 10000.0 0.64 (l) O' = Confining stress in between stacked blocks [lb/ft 2] r2> CRult = Tc-ult I Tult r3> CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #4 O' CRcr 0.0 0.32 8744.0 0.60 12000.0 0.60 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 O' CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 5XT-V40 1.10 NIA Type#2 8XT-V40 1.10 NIA Type #3 lOXT-V40 1.10 NIA Type #4 20XT-V40 1.10 NIA Type #5 NIA NIA NIA Ve"""' l.O MSEW v.,,.ion 3.0 MSEW ver:o;on J.O MSEW Yenron J,O MSEW Vcnio.n10 MSEW Vasion l.OMSEW Venri:m JO M5EW V«ri:Jn J OMSEW Version JJJ MSEW Version J.OMSEW V°"'ion J.OMSEW Vomion l.O MSEW V=io,, l.0 MSEW Vcnirut 3 OMSEW Vmion J.OMSEW Vc"10Il J.OMSEW Ycnion 3.0 MSEW Venicm l.OMSEW Ymion l.OMSEW V<nion l.O MIDI' Vcnion 3.0 MSEW Vcnion 3 0 Rancho Costera Page 4 of 6 Copyright© 1998-2014 ADAMA Engineering, Inc. License number MSEW-302016 J' . 121'.SFJ'l' ' JOMSSJ'l' 39".SEJ J'. . JCJffEJ J . JC::SWJ J' . JQ)Wl' l 791 JCJW: 3£1:SP 1 . 19 WEll'.1 S::Wll 1 WPl'lf . 7 WI J' . JOU Fl J 3911§8] :C 10::SS' J' JClfPJ J JQJWPI l' . J311Wl'l' JQ)fSEJ J . JOlfSRJJ l . JO MSEW --Mechanically Stabilized Earth Walls Rancho Costera Present Date/rime: Fri Sep 11 09:34:04 2015 J:\ ..... older\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -10 FT.BEN Venion l.O MSEW vm,on J.O MSEWVc,.ion J.O MSEW Vc'"ion 3.0MSEW Vmrion .10MSEW Vertion J.OMSEW VCJ'nOn 3.0MSEW Vmrion 3.0MSEW Vmrion.10MSEW Versu)n 3.0MSEW Vmiou. .10MSEW Vcnion 3.0MSEW Vomion 3.0 MSEW Y=ion 3.0 MSEW V..,,ion 3.0 MSEW Venion 3.0 MSEW Vonion 3.0MSEW Vmrionl OMSEW Version 3.0MSEW Venion 3 OMSEW Vmion J.OMSEW Venion 3.0 _ INPUT DATA: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd 10.00 [ft] { Embedded depth is E = 4.00 ft, and height above top of finished bottom grade is H = 6.00 ft } Batter, ro Backslope, 13 Backslope rise 14.0 26.0 25.0 rdegl rdeg] [ft] Broken back equivalent angle, I= 26.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: Rancho Costera Copyright © 1998-20 l 4 ADAMA Engineering, Inc. Page 5 of 6 License number MSEW-302016 321'.§PJ 1 JAlfSFJJ'l' lPUSSJ l 12:WWlfl 7211SEJ J' . 121'.SEJ J' JQ)fSWJ'l' lQJffPJ J' . 39:CTl'l' l?J'.5EJ 1 JOlfSFJ'Jf . 39:CWIIJ' . 121152'1 JCIFEJ J' . J?J'.SEJ J' . 721:SSl'J 19115EIJ'l' . 12115PJ[Jf ' Z?USEJ J' . 70::SEJ 1 JCIISJ'J'flf . 19 ~ j ~ MSEW --Mechanically Stabilized Earth Walls Rancho Castera Present Date/Time: Fri Sep l l 09:34:04 2015 J:l ..... older\1303-006 Rancho Costera_Carlsbad\Design\New Walls\Design No. 4 -Wall 30 -10 FT.BEN Venim>J.OMSEWVer:,KkllJ.OMSEWVaoionl.OMSEWVen!onlOMSEWV<mOIIJ.OMSEWVemo,i3.oMSEWV0>:sionJOMSEWVcnion30MSEWV""'ionlOMSEWVa,,ion3.0MSEWVmian3.0MSEWVmion3.0MSEWV.,.il,nJ.OMSEWV..,ionl.OMSEWVmionJ.OMSEWVenion3.0MSEWVer,ionJOMSEWVCJllion3.0MSEWVcnionJ.OMSEWVonio,,3.0MSEWVonrionJOMSEWVeraion3.0_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 3.93, Meyerhofstress = 1572 lb/ft2. Foundation Interface: Direct slidinr, Fs = 2.519 Eccentricitv. e/L = -0.0314 Fs-overtumin!!' = 6.41 GEO GRID CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct Eccentricity Product # Elevation Length Type r connection r geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 11.00 2 6.24 8.52 8.517 23.618 2.218 -0.0361 8XT-V40 2 2.00 11.00 2 5.63 7.90 7.903 18.671 2.386 -0.0450 8XT-V40 3 4.00 11.00 2 5.55 8.14 8.143 13.451 2.680 -0.0588 8XT-V40 4 6.00 11.00 2 7.17 11.00 10.997 11.660 3.023 -0.0755 8XT-V40 5 8.00 11.00 2 8.11 13.05 13.047 7.693 3.392 -0.1026 8XT-V40 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.63, Meyerhofstress = 1989 lb/ft2. Foundation Interface: Direct sliding:_ Fs = 1.309 Eccentricitv. e/L = 0.0939 Fs-overtuming: = 2.87 GEOGRID CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct Eccentricity Product # Elevation Length Type r connection r geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 11.00 2 1.67 3.76 3.763 6.307 1.178 0.0737 8XT-V40 2 2.00 11.00 2 1.71 3.88 3.881 5.664 1.334 0.0369 8XT-V40 3 4.00 11.00 2 1.89 4.39 4.385 4.571 1.658 -0.0114 8XT-V40 4 6.00 11.00 2 2.41 5.87 5.872 3.921 2.157 -0.0535 8XT-V40 5 8.00 11.00 2 3.08 7.68 7.683 2.927 2.927 -0.0966 8XT-V40 j •~,i: ' '••;:::~ 0 ·~:~::ra >OMs<w,-,oo>OM<W, ... o,.OM<W,_,,,.O_w,-a,,o_,_,,,oM<~,--,,oMs<wY_ .. ,.OM"W'-'""'·'"""'-'°"''"'WY_.,,.OMS~'-'"'°MS=V-;oo,.OMSW'-'"'°MSW, · '·'"""'""'°'°M<W, ... o,.OMs<w,-•;:;:~-~; 6 Copyright© 1998-2014 ADAMA Engineering, Inc. License number MSEW-302016 J · JC::521'}( . zc::m '. . 121:m JC JCJIW'J . zc::w: J' . 70:WFll l' . J2)WJJ J 721:SFJ J 72 :SIT 1 . JC::3P Jf . 12118Flifl . 39115Pl'Jf . lRICEI l . 12:WE''l' ]Cll§PJ'J'. . JCJfWl'J[ . JQl1S?ifl' . JCJ'.5?1 lf . 1 WI J . l?IIW'J . JPWIT lf 12 -~~: ~~~~~~~~--~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~