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Home My WebLink AboutSDP 96-14C; LEGOLAND HOTEL CALIFORNIA; ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS; 2011-10-271'ed one engineering Inc Anchor Retaining Wall Structural Calculations for Legoland Hotel City of Carlsbad, CA October 27, 2011 W.O. #476-252 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 RECEIVED L~ JUN 29 2012 Prepared for: riND DEV ENGJN ELOPMENT Geogrid Retaining Wall Systems, Inc. EER!NG 1295 Distribution Way Vista, Ca 92081 1'ed one engineering inc October 27, 2011 C Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Mike Stevenson 0 Subject: Anchor Retaining Wall Structural Calculations Legoland Hotel City of Carlsbad, California W.O. #476-252 Please find enclosed the structural wall calculations for the Legoland Hotel Anchor retaining walls. The Anchor retaining walls were designed using the SRWall 4.0 (release 4.04) design software developed by National Concrete Masonry Association (NCMA). The retaining walls have been designed for internal and external wall stability only. The Geotechnical Engineer of Record shall confirm site global stability. The General contractor/developer shall coordinate the installation of all subterranean construction within the reinforced zone of the Anchor walls. Red One Engineering, Inc. shall be consulted prior to any excavation within the reinforced zone. All efforts shall be made to coordinate the installation of ~ subterranean features during wall construction to limit future disturbance of the · · ~ ~ogrid reinforcement. . , .. ·•) • Aflchor Retafrlir\9 Wall Systems are active systems and may exhibit slight -m6\temet1t or cree'p over time as the geogrid reinforcement elongate to develop full tensite refismnce. The owner should be aware that structures and pavement placed within th'e reinforced or retained zones of the wall may undergo movement that can lead to surface cracking. It is recommended that the compacted soil in the reinforced and retained zones be allowed to consolidate for a time up to 45 days to allow for the elongation of the geogrid reinforcement. This will allow for any slight movement or creep to occur before placement of structures or pavement on top of the fill and further mitigate the possibility of surface cracking. It is also recommended a maintenance program be implemented by the property owner to monitor and repair any cracking in the finished surface above the Anchor retaining wall to prevent water infiltration and hydrostatic pressures. 1295 distribution way, vista, califomia 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red 1 engineering.com Soil design parameters are based upon the Updated Geotechnical Investigation by Leighton and Associates, Inc. dated May 2, 2011. All soil design parameters shall be confirmed by the geotechnical engineer prior to the commencement of construction. The owner shall provide a special inspector, approved by the City of Carlsbad. to observe the wall installation to satisfy the special inspection requirements as noted on the Title Sheet and Notes of the Anchor Retaining Wall Plans. Please contact the undersigned with any questions regarding the Anchor Retaining Wall Structural Calculations or the Anchor Retaining Wall Plans. Sincerely, Red One Engineering, Inc. Matthew M. Merritt RCE#68429 1295 distribution way, vista, califomia 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1engineering.com C 0 ABBREVIATIONS: f C g Tu1t RFer RFd RFid LTDS FS Tai Tel Tse Ci Cds = soil internal friction angle = soil cohesion value = soil unit weight in pounds per cubic foot = ultimate tensile strength = creep reduction factor = durability reduction factor = installation damage reduction factor = long term design strength = factor of safety = allowable tension = peak connection tension = serviceability connection tension = pullout soil interaction coefficient = direct shear soil interaction coefficient STATIC Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time C SRWall {Version 4) Report : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33' .prj : 10/26/2011 14:18:01 0 -----... ------------------·--------------------·---------------------------·-----------·--------------------------------------------- Type of Structure : Reinforced Wall wan Geometry Design Wall Height(ft) : 4.00 Embedment Wall Height(ft) : 0.83 Exposed Wall Design Height(ft) : 3.17 Number of Segmental Wall Units : 6 Wall lnclination(degrees) : 2.00 ----------------------------------------------------------------------------------------------------------------------------------------------- Grades Top Slope(degrees) Broken Back Distance(ft) : 18.40 : 15.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) : 0.00 Dead Load Surcharge(Psf) : 0.00 -----·----------------------------------------------------------------·-------------------·-----------------------------------····-------------- Soil Data Cohesion (c) Friction Unit Weight Soll Zone Description Angle(4») (psf) (degrees) (l)(pcf) Reinforced Soll NIA 32.00 125.00 Retained Soll NIA 32.00 125.00 Leveling Pad Soll NIA 40.00 100.00 Foundation Soll 0.00 32.00 125.00 ----------------------------------------------------------------------------------------------·-----·------------------------- Segmental Unit Data Segmental Unit Name Cap Height (Inches) Unit Height (Hu)(lnches) Unit Width (Wu)(lnches) Unit Length (Inches) Setback (Inches) Weight (lnfilled)(lb) Unit Weight (lnfilled)(pcf) Center of Gravity(lnches) : Vertlca 2 Degree Batter :4.00 :8.00 : 12.00 : 18.00 :0.28 : 120.00 : 120.00 :6.00 ----------------------------------------------------------------------------------------------------------------------------------------------- Geosynthetic Reinforcement Type and Number Supplier Product Name Number Mlrafl Mlragrld 1 0XT 0 Mlrafl Mlragrld 2XT 0 Mlrafl Miragrld 3XT 2 Mlrafl Mlragrld 5XT 0 Mlrafl Mlragrld 8XT 0 C 0 Geosynthetic Properties Geosynthetlc Product Tult RFcr RFd Rfid LTDS Ci Cds (lb/ft) (lb/ft) Miragrld 1 0XT 9500.00 1.60 1.15 1.15 4489.60 0.90 0.90 Miragrld 2XT 2000.00 1.60 1.15 1.15 945.18 0.90 0.90 Miragrid 3XT 3500.00 1.60 1.15 1.15 1654.06 0.90 0.90 Mlragrid 5XT 4700.00 1.60 1.15 1.15 2221.17 0.90 0.90 Miragrid 8XT 7400.00 1.60 1.15 1.15 3497.16 0.90 0.90 -------------------------------------·--------------------------------------------... ----------------------------------------------------------- Unit-Unit Interface Properties Minimum Shear Shear Friction Maximum Shear Capaclty(lb/ft) Angle Capacity (lb/ft) 885.00 37.00 3000.00 ------------------------------------------------------------------------------------------------------------------- Geosynthetic-SRW Unit Connection Strength properties Minimum 1st Inflection Point (lb/ft) 2nd Inflection Point (lb/ft) Geosynthetlc Product Conn. Connection Max Capacity Normal Load Capacity Normal Load Connection (lb/ft) (lb/ft) (lb/ft) (lb/ft) Capaclty(lb/ft) Mlragrld 1 0XT 1737.00 2000.00 2985.00 3722.00 4060.00 Mlragrld 2XT 859.00 1157.00 1450.00 2500.00 1675.00 Mlragrld 3XT 914.00 2000.00 1560.00 3150.00 1935.00 Mlragrld 5XT 1187.00 2000.00 2075.00 3730.00 2845.00 Mlragrld 8XT 1002.00 2000.00 2300.00 3767.00 3445.00 ------------------------------------------------------------------------------------------------------------------------------------------------ Geosynthetic-SRW Unit Shear Strength properties Geosynthetlc Minimum Shear Friction Maximum Shear Shear Product Capaclty(lb/ft) Angle Capacity (lb/ft) Mlragrld 1 0XT 885.00 37.00 3000.00 Mlragrld 2XT 885.00 37.00 3000.00 Mlragrld 3XT 885.00 37.00 3000.00 Mlragrld 5XT 885.00 37.00 3000.00 Mlragrld 8XT 885.00 37.00 3000.00 Vertical Components Vertical Components of Earth Pressures Used :No Cofficients of Earth Pressure and Failure Plane Orientation Reinforcement Soil(Static)(Ka) Reinforcement Soil(Static)(Kah Horizontal Component) Internal Modified Back Slope(Bint) Orientation of failure plane from horizontal(degrees) for Internal Stability Retained Soil(Static)(Ka) Retained Soil(Static)(Kah Horizontal Component) External Modified Back Slope(Bext) Orientation of failure plane from horizontal(degrees) for External Stability : 0.341 :0.322 : 18.400 : 51.043 :0.348 : 0.301 : 18.400 : 49.729 --------------------------------------- C 0 Result of External Stability Static Analysis Calculated Design Crtteria FOSSlidlng 2.89 > 1.50 FOS Overturning 5.96 >2.00 FOS Bearing Capacity 15.00 >2.00 Base Reinforcement Length (L)(ft) 4.00 Base Reinforcement Ratio (UH) 1.00 >0.60 ---------------------------------------------.. ---------------------------------·-------- Results of Internal Stability Static Analysis SRW Anchor FOS FOS FOS Layer Unit Geosynthetic Elevation Length Length Overstress Pullout Slide Spacing # Product (ft) (ft) (ft) >=1.50 >=1.50 >=1.50 (ft) >=2.0 4 Mlragrld 3XT 2.00 4.00 1.45 11.58 3.91 9.33 OK 2 Mlragrld 3XT 0.67 4.00 2.48 9.24 7.56 5.62 OK .................................... ___________________________________________ ,.. ___________ ,.. ________ _ --------------- Results of Facing Stability Static Analysis SRW Heel FOS FOS Unit Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.50 >=1.50 4 2.00 Mlragrld 3XT 2.34 6.94 2 0.67 Mlragrld 3XT 5.83 ----·-------------------------------·-·-----------------------------------·---·-·------------------------------------------------------·-------- Basic Internal Compound Stability Static Result Lowest FOS : 2.189 Critical Failure Plane Location - Height of Exit at Wall Face SRW Unit Elevation Distance to Entrance at Top Grade :#2 : 0.67ft : 9.00 ft Wall Reinforcement Layout 4.00 ft 0.12 ft -.ii.- 2.00 0.83 l 0.50 ft 4.00 ft 15.00 ft Miragrid 3XT Mira grid 3 XT --------------------------------------------------------------------------------------------------------------------------------------------------------- Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33' .prj : 10/26/201114:18:01 Internal Compound Stability Graphics Lowest FOS : 2.189 H=4 ft .t r 0.83 ft He +L= 10.00 ft Global Stability has not been addressed ------------------------------------·-----------------------------------------------·--------------------------------------------------------·------------ Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33'.prj : 10/26/201114:18:01 SEISMIC Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time C SRWall (Version 4) Report : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33' .prj : 10/26/201114:18:01 0 -------------------------------------------------------------------------------------------------------------------------------------------- Type of Structure : Reinforced Wall ---------------------------------------------------------------------------------------------------------------------------------------------- Seismic Analysis Details Peak Ground Acceleration(PGA Ratio) : 0•34 -------------------------------------------------------------------------------------------------------------------------------------- Wall Geometry Grades Design Wall Height(ft) : 4.00 Embedment Wall Height(ft) : 0.83 Exposed Wall Design Height(ft) : 3.17 Number of Segmental Wall Units : 6 Wall lnclination(degrees) : 2.00 Top Slope(degrees) Broken Back Distance(ft) : 18.40 : 15.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) : 0.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Cohesion (c) Friction Unit Weight Soil Zone Description Angle(4t) (psf) (degrees) ('y)(pcf) Reinforced Soil NIA 32.00 125.00 Retained Soll NIA 32.00 125.00 Leveling Pad Soil NIA 40.00 100.00 Foundation Soll 0.00 32.00 125.00 ---------------------·---------------... -------------------------------------------------·----·-------------------------------------- Segmental Unit Data Segmental Unit Name Cap Height (Inches) Unit Height (Hu)(lnches) Unit Width (Wu)(lnches) Unit Length (Inches) Setback (Inches) Weight (lnfilled)(lb) Unit Weight (lnfilled)(pcf) Center of Gravity(lnches) : Vertica 2 Degree Batter :4.00 :8.00 : 12.00 : 18.00 :0.28 : 120.00 : 120.00 :6.00 ----------------·-----------·----------------------------------------·------------- Geosynthetlc Reinforcement Type and Number Supplier Product Name Mlrafl Miragrld 10XT Mlrafl Mlragrld 2XT Mlrafl Mlragrid 3XT Mirafi Mlragrld 5XT Mlrafl Mlragrld SXT Number 0 0 2 0 0 0 Geosynthetic Properties Geosynthetlc Product Tult Rfcr Rfd Rfid LTDS Ci Cds (lbnt) (lb/ft) Miragrid 1 0XT 9500.00 1.60 1.15 1.15 7183.36 0.90 0.90 Miragrid 2XT 2000.00 1.60 1.15 1.15 1512.29 0.90 0.90 Miragrid 3XT 3500.00 1.60 1.15 1.15 2646.50 0.90 0.90 Miragrid 5XT 4700.00 1.60 1.15 1.15 3553.88 0.90 0.90 Mlragrid 8XT 7400.00 1.60 1.15 1.15 5595.46 0.90 0.90 .................................................................................................................................................................. ___________________________________________ ,.. ........................................................................................... __ _ Unit-Unit Interface Properties Minimum Shear Shear Friction Maximum Shear Capacity(lb/ft) Angle Capacity (lb/ft) 885.00 37.00 3000.00 .................................................................................................. ---------------· .. -------------------------------------------------------------------------------- Geosynthetic-SRW Unit Connection Strength properties Minimum 1st Inflection Point (lb/ft) 2nd Inflection Point (lb/ft) Geosynthetlc Product Conn. Connection Max Capacity Normal Load Capacity Normal Load Connection {lb/ft) (lb/ft) (lb/ft) {lb/ft) Capaclty{lb/ft) Mlragrld 1 0XT 1737.00 2000.00 2985.00 3722.00 4060.00 Mlragrld 2XT 859.00 1157.00 1450.00 2500.00 1675.00 Mlragrld 3XT 914.00 2000.00 1560.00 3150.00 1935.00 Mlragrid 5XT 1187.00 2000.00 2075.00 3730.00 2845.00 Mlragrld 8XT 1002.00 2000.00 2300.00 3767.00 3445.00 --------·-----------.............................................................................................................. _________ .,. ______________________________ ..,.., _______________ ,.. ___________________ .., Geosynthetic-SRW Unit Shear Strength properties Geosynthetlc Minimum Shear Friction Maximum Shear Shear Product Capaclty(lb/ft) Angle Capacity (lb/ft) Mlragrld 1 0XT 885.00 37.00 3000.00 Mlragrld 2XT 885.00 37.00 3000.00 Mlragrld 3XT 885.00 37.00 3000.00 Mlragrid 5XT 885.00 37.00 3000.00 Mlragrld 8XT 885.00 37.00 3000.00 Vertical Components Vertical Components of Earth Pressures Used :No Cofficients of Earth Pressure and Failure Plane Orientation Seismic Cofficient(K(int)) Seismic Cofficient(K(ext)) Reinforcement Soil(Static)(Ka) Reinforcement Soil(Static)(Kah Horizontal Component) Reinforcement Soil(Static + Dynamic)(Kae) Reinforcement Soil(Static + Dynamic)(Kaeh horizontal Component) Internal Modified Back Slope(Bint) Orientation of failure plane from horizontal(degrees) for Internal Stability Retained Soil(Static)(Ka) Retained Soil(Static)(Kah Horizontal Component) Retained Soil(Static + Dynamic)(Kae) Retained Soil(Static + Dynamic)(Kaeh horizontal Component) External Modified Back Slope(Bext) Orientation of failure plane from horizontal(degrees) for External Stability : 0.150 :0.150 : 0.341 :0.322 :0.550 :0.519 : 18.400 : 51.043 :0.348 : 0.301 :0.587 : 0.508 : 18.400 : 49.729 ... -----·-------------------·-------------------·------------··-------------------------------------------------------------------------------- 0 Result of External Stability Seismic Analysis Calculated Design Criteria FOSSliding 1.75 > 1.10 FOS Overturning 3.15 > 1.50 FOS Bearing Capacity 10.67 > 1.50 Base Reinforcement Length (L)(ft) 4.00 Base Reinforcement Ratio (UH) 1.00 >0.60 ------------------------------------------------------------------------------------------------ Results of Internal Stability Seismic Analysis SAW Anchor FOS FOS FOS Unit Geosynthetic Elevation Length Length Overstress Pullout Slide # Product (ft) (ft) (ft) >=1.10 >=1.10 >=1.10 4 Miragrld 3XT 2.00 4.00 1.45 8.25 1.74 5.25 2 Mlragrld 3XT 0.67 4.00 2.48 9.87 5.04 3.33 ------------------------------------------------------------------------------------------------- Results of Facing Stability Seismic Analysis SAW Heel FOS FOS Unit Elev Geosynthetic Crest Connection # (ft) Product Toppling >=1.10 >=1.10 4 2.00 Mlragrld 3XT 1.11 3.09 2 0.67 Mlragrld 3XT 3.89 Basic Internal Compound Stability Seismic Result Lowest FOS: 1.619 Critical Failure Plane Location - Height of Exit at Wall Face SRW Unit Elevation Distance to Entrance at Top Grade :#1 : 0.00 ft : 9.00 ft Layer Spacing (ft) >=2.00 OK OK -------------------- Wall Reinforcement Layout 4.00 ft T 0.12 ft -+l'4- 0.83 j_ 0.50 ft Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time 4.00 ft ►I 15.00 ft Mira grid 3XT 'Miragrid3XT : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33'.prj : 10/26/2011 14:18 :01 Internal Compound Stability Graphics Lowest FOS : 1.619 H=4 ft 1 T 0.83 ft Global Stability has not been addressed Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Vendor Data File Project File Date and Time He+L=lO.OOft : LEGOLAND HOTEL : GEOGRID RWS :MMM : H:4.33' : H:4.33' .prj : 10/26/2011 14:18:01 . .