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HomeMy WebLinkAboutSDP 15-10; CARLSBAD OAKS LOT 13; ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS; 2015-09-30'ied one engineering Inc Anchor Retaining Wall Structural Calculations Prsj.1L) UM wsu ; PO4 V' 4 91 -4b, for Carlsbad Oaks Lot 13 City of Carlsbad, California September 30, 2015 W.O. #619-469 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 NOV 2.5 2015 Prepared for: Geogrid Retaining Wall Systems, Inc. 1295 Distribution Way Vista, Ca 92081 t&'50~ b7 ied one engineering Inc September 30, 2015 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Mike Stevenson Subject: Anchor Retaining Wall Structural Calculations Carlsbad Oaks Lot 13 City of Carlsbad, California W.O.- #619-469 Please find enclosed the structural wall calculations for the Carlsbad Oaks Lot 13 Anchor retaining wall. The Anchor retaining wall was designed using the MSEW design software developed by Adama Engineering in accordance with AASHTO/FHWA allowable stress design methodology. 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 geogrid reinforcement. Anchor Retaining Wall Systems are active systems and may exhibit slight movement or creep over time as the geogrid reinforcement elongate to develop full tensile resistance. The owner should be aware that structures and pavement placed within the 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. Soil design parameters are based upon the Update Geotechnical Report by Geocon, Inc. dated March 18, 2015. All soil design parameters shall be confirmed by the geotechnical engineer prior to the commencement of 1295 distribution way, vista, california 92081 phone 760.410.1665 facsimile 760.509.0078 maft@red1engineedng.com 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, california 92081 phone 760.410.1665 facsimile 760.509.0078 maft@redlengineedng.com ABBREVIATIONS: f = soil internal friction angle c = soil cohesion value g = soil unit weight in pounds per cubic foot Tult = ultimate tensile strength - RFcr = creep reduction factor RFd = durability reduction factor RF d = installation damage reduction factor LTDS = long term design strength FS = factor of safety Tai = allowable tension = peak connection tension Tsc = serviceability connection tension Ci = pullout soil interaction coefficient Cds = direct shear-soil interaction coefficient 2:1 SLOPE ABOVE MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS PtventDtue(flnr Mon Sep 28 11:14:202015 R:I Active pmjectsCctd OCkuktio,LsiSLOPE H=6.BEN AASHTO 2002 ASD DESIGN METHOD CARLSBAD. OAKS MSEW(3.0): Uodate # 14.93 PROJECT IDENTIFICATION Title: CARLSBAD OAKS Project Number: 619-469 Client: GEOGRID RWS, INC. Designer: MMM Station Number: Description: H=6', 2:1 SLOPE ABOVE, ANCHOR VERTICA BLOCK, MIRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 92081 Telephone #: 760-410-1665 Fax #: 760-509-0078 E-Mail: matt@redlengineering.com Original ifie path and name: R:\1 Active projects\Carlsbad Oaks\Ca1culations\SLOPE H .....tions\SLOPE H=6'.BEN Original date and time of creating this file: 9/28/15 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. CARLSBAD OAKS Page 1 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Pre.ent DixefTuve Mon Sep 2811:14:202015 R:I Active pvejectsiCnrLthid OaksWalculationASIDPE II6.BEN SOIL DATA REINFORCED SOIL Unit weight, 'y 130.0 lb/ft3 Design value of internal angle of friction, • 30.0 RETAINED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, 4 30.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, ?equiv. 130.0 lb/ft 3 Equivalent internal angle of friction, 30.0 Equivalent cohesion, c qui, 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMIC1TY Note: specified A combined with I and 8 produced a square root of -0.06 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.290 Design acceleration coefficient in Internal Stability: Kh = Am = 0.336 Design acceleration coefficient in External Stability: Kh_d = 0.145 => Kh = Am = 0.145 (Kh in External Stability is based on allowable displacement, d =75 mm. using FHWA-NHI-00-043 equation) Kae ( Kh >0 ) = 1.0081 Kae ( Kh = 0) = 0.5076 A Kae =0.5005 Seismic soil-geogrid friction coefficient, P is 80.0% of its specified static value. CARLSBAD OAKS Page 2 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Ptcscnt Datcfrizne: Mon Sep 28 11:14:20 2015 R.I Active pmctMCnd OaksCakajIatlonsSWPE H6.BEN INPUT DATA: Geogrids (Analysis) D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 3500.0 4700.0 7400.0 9500.0 Durability reduction factor, RFd 1.15 1.15 1.15 1.15 Installation-damage reduction factor, RFid 1.15 1.15 1.15 1.15 Creep reduction factor, RFc 1.60 1.60 1.60 1.60 N/A Fs-overall for strength N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 30.00 30.00 30.00 30.00 Pullout resistance factor, F* 0.85•tar 0.85-tan 0.85•tanJ 0.85-tan N/A Scale-effect correction factor, Ct 1.0 1.0 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka 0.0 1.0 2.0 K/Ka 3.0 Oft 1.00 0 - - - - - - 3.3 ft 1.00 Z[ft] - 6.6 - - - - 6.6 ft 1.00 9.8 ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 164 19.7 ft 1.00 26.2 - - - - - - 32.8 - - - - - - CARLSBAD OAKS Page 3 of ID Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Dntefflnr: Mon Sop 2811:14:20 2015 R:I Active projects\Caztsbad Oaks( kularmngSLOPE H-6.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) Important: Hinge height concept is ignored. FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Iff = 130.00 lb/ft 3 Z / Hd To-static / Tmax or To-seismic / Tmd 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Top of wall Z/Hd 0.00 0.25 0.50 0.75 1.00. 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRult (2) a CRult a CRult a CRult a CRult 0.0 1.00 0.0 1.00 0.0 1.00 0.0 1.00 N/A Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 CF CRcr a CRcr Cr CRcr a CRcr a CRcr 0.0 0.26 0.0 0.25 0.0 0.14 0.0 0.18 3150.0 0.55 3071.0 0.53 3094.0. 0.41 3722.0 0.41 N/A 3730.0 0.58 3767.0 0.44 " a = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult CRcr = Tcre / Tuft In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 3XT Mirafi SXT Mirafi 8XT Mirafi 10.. N/A Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A CARLSBAD OAKS Page 4 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Dtle/flme: Mon Sep 2811:14:202015 R:l Active pm ect Cndsbod OnC ItHoILSiSLOPE H6.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.66, Meyerhof stress = 1253 lb/ft2. Foundation Interface: Direct slidinR. Fs = 1.727. Eccentricity. e/L = 0.0290. Fs-overturning = 4.15 1 0.67 7.00 1 2.19 3.68 3.677 13.325 1.811 0.0133 Mirafi 3XT 2 2.67 7.00 1 2.40 4.36 4.356 10.045 2.118 -0.0331 Mirafi 3XT 3 4.67 7.00 1 3.75 7.39 7.391 9.405 2.507 -0.0901 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.49, Meyerhof stress = 1682 lb/ft2. Foundation Interface: Direct s1id1n2. Fs = 1.210. Eccentricity. e/L = 0.1220. Fs-overtumin2 = 2.58 1 0.67 7.00 1 1.50 2.77 2.771 7.001 1.298 0.0887 Mirafi 3XT 2 2.67 7.00 1 1.66 3.29 3.290 5.294 1.673 -0.0005 Mirafi 3XT 3 4.67 7.00 1 2.51 5.13 5.125 4.407 2.306 -0.0839 Mirafi 3XT CARL.SBAD OAKS Page 6 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.727 and Fs-seismic = 1.210 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 7.00 1.811 1.298 1 Mirafi 3XT 2 2.67 7.00 2.118 1.673 1 Mirafi 3XT 3 4.67 7.00 2.507 2.306 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0290, e/L seismic = 0.1220; Overturning: Fs-static = 4.15, Fs-seismic = 2.58 # Geogrid Geogrid e /L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 7.00 0.0133 0.0887 1 Mirafi 3XT 2 2.67 7.00 -0.0331 -0.0005 1 Mirafi 3XT 3 4.67 7.00 -0.0901 -0.0839 1 Mirafi 3XT CARLSBAD OAKS Page 8of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Peesent o3tefrinr Moe Sep 28 11:14:20 2015 R:l Active pmjects'CaztsIetd Oak CakuIat.onsSLOPE H=6.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft} [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1654 449.87 235.15 N/A 3.677 N/A 2.771 Mirafi 3XT 2 2.67 1654 379.74 196.71 N/A 4.356 N/A 3.290 Mirafi 3XT 3 4.67 1654 223.80 158.27 N/A 7.391 N/A 5.125 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 449.9 235.1 6.64 0.36 5994.6 N/A 13.325 4795.7 N/A 7.001 2 2.67 1.000 379.7 196.7 5.55 1.45 3814.5 NIA 10.045 3051.6 N/A 5.294 3 4.67 1.000 223.8 158.3 4.47 2.53 2104.8 N/A 9.405 1683.9 N/A 4.407 0 CARLSBAD OAKS Page 9 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS RESULTS for CONNECTION (static conditions) Important Hinge height concept is ignored. Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [It] b/ftJ connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) (IbMI Specified Actual Specified Actual CRuft CRor Pb/ft] 1 0.67 450 1.00 0.32 985 1654 N/A 2.19 N/A 3.68 Mirafi 3XT 2 2.67 380 1.00 0.30 913 1654 N/A 2.40 N/A 4.36 Mirafi 3XT 3 4.67 224 1.00 0.28 840 1654 N/A 3.75 N/A 7.39 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) ******Important: Hinge height concept is ignored. Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [It] (IbM] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) (Ib!ftl Specified Actual Specified Actual CRult CRor Pb/ft] 1 0.67 685 1.00 0.26 788 1654 N/A 1.50 N/A 2.77 Mirafi 3XT 2 2.67 576 1.00 0.24 730 1654 N/A 1.66 N/A 3.29 Mirafi 3XT 3 4.67 382 1.00 0.22 672 1654 N/A 2.51 N/A 5.13 Mirafi 3XT CARLSBAD OAKS Page 10 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Pinscnt DoiedTin: Mon Sep 28 11:14:36 2015 R:U Active pmjcc&CadsWd OaksWalculationASLOPE H=f.BEN AASHTO 2002 ASD DESIGN METHOD CARLSBAD OAKS MSEW(3.0): Update # 14.93 PROJECT IDENTIFICATION Title: CARLSBAD OAKS Project Number: 619-469 Client: GEOGRID RWS, INC. Designer: MMM Station Number: Description: H=8', 2:1 SLOPE ABOVE, ANCHOR VERTICA BLOCK, MIRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 92081 Telephone #: 760-410-1665 Fax #: 760-509-0078 E-Mail: matt@redlengineering.com Original file path and name: R:\1 Active projects\Carlsbad Oaks\Calculations\SLOPE H .....tions\SLOPE H=8'.BEN Original date and time of creating this file: 9/28/15 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. CARLSBAD OAKS Page 1 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Resent DntefThir Mon Sep 28 11:14:36 2015 R:I Active projects'iCa,tsbnd On MCakuIatioioSLOPE H=88EN SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, 4) 30.0 RETAINED SOIL Unit weight, 'y 130.0 lb/ft 3 Design value of internal angle of friction, 4' 30.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yw. 130.0 lb/ft 3 Equivalent internal angle of friction, 4'iv. 30.0 Equivalent cohesion, c qniv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, ji= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N T= 22.40 SEISMICITY Note: specified A combined with I and 8 produced a square root of -0.06 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.290 Design acceleration coefficient in Internal Stability: Kh = Am = 0.336 Design acceleration coefficient in External Stability: Kh_d = 0.145 => Kh = Am = 0.145 (Kh in External Stability is based on allowable displacement, d = 75 mm. using FHWA-NHI-00-043 equation) Kae ( Kh >0) = 1.0081 Kae ( Kh = 0) = 0.5076 A Kae = 0.5005 Seismic soil-geogrid friction coefficient, P is 80.0% of its specified static value. CARLSBAD OAKS Page2of tO Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Oate(r,nse: Mon Sep 28 11:14:36 2015 R:I Active projectsCaztsbad OaksCaicuIat,onsSLOPE H=f.BEN INPUT DATA: Geogrids (Analysis) D A I A Geogrid Geogrid Geogrid Geogrid Geogrid tvve #1 type #2 type #3 tvoe #4 type #5 Tult [lb/ft] 3500.0 4700.0 7400.0 9500.0 Durability reduction factor, RFd 1.15 1.15 1.15 1.15 Installation-damage reduction factor, RFid 1.15. 1.15 1.15 1.15 Creep reduction factor, RFc 1.60 1.60 1.60 1.60 N/A Fs-overall for strength N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 30.00 30.00 30.00 30.00 Pullout resistance factor, F* 0.85.tar 0.85-tan 0.85-tan 0.85-tan N/A Scale-effect correction factor, a 1.0 1.0 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka . 0.0 1.0 K/Ka 2.0 3.0 Oft 1.00 0 - - - - - - 3.3 ft . 1.00 Z [ft] - - - - - - 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 43.1 ft 1.00 46.4 ft 1.00 164 19.7 ft 1.00 26.2 - - - - - - 32.8 - - - - - - CARLSBAD OAKS Page 3 of 10 Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS PremDnzrfTiive: Mon Sep 2811:14:362015 RI Active pioctsCabad Oaksa ulaiiontiSl.OP€ H=8.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is 'Yr = 130.00 lb/ft 3 Z / Hd To-static / Tmax Top ofwall or To-seismic / Tmd Z / Hd 0.00 0.25 0.00 1.00 050 0.25 1.00 0.50 1.00 0.75 0.75 1.00 1.00- 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRult 2 a CRult a CRult CT CRult a CRult 0.0 1.00 0.0 1.00 0.0 1.00 0.0 1.00 QV Geogrid Type #i Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a CRcr 0.0 0.26 0.0 0.25 0.0 0.14 0.0 0.18 3150.0 0.55 3071.0 0.53 3094.0 0.41 3722.0 0.41 N/A 3730.0 0.58 3767.0 0.44 a = Confining stress in between stacked blocks [lb/ft 2] CRult = Tc-ult / Tult CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 3XT Mirafi SXT Mirafi 8XT Mirafi 10.. N/A Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A CARLSBAD OAKS Page4of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Pment Dxet1mie: Mon Sep 28 11:14:36 2015 RI Active proctsCartsb1 OaksCnkuktionsiSWPE H=8.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.26, Meyerhof stress = 1680 lb/ft2. Foundation Interface: Direct sliding. Fs = 1.701. Eccentricity. e/L = 0.0343. Fs-overturnin = 4.00 1 0.67 9.00 1 1.71 2.67 2.668 16.964 1.763 0:0219 Mirafi 3XT 2 2.67 9.00 1 1.69 2.83 2.835 12.965 1.982 -0.0140 Mirafi 3XT 3 4.67 9.00 1 2.23 4.03 4.033 12.388 2.255 -0.0515 Mirafi 3XT 4 6.67 9.00 1 3.24 6.38 6.382 11.827 2.563 -0.1020 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.08, Meyerhof stress = 2305 lb/ft2 . 1 0.67 9.00 1 1.16 2.01 2.012 8.921 1.247 0.1069 Mirafi 3XT 2 2.67 9.00 1 1.17 2.18 2.176 6.988 1.496 0.0343 Mirafi 3XT 3 4.67 9.00 1 1.51 2.95 2.947 6.233 1.872 -0.0308 Mirafi 3XT 4 6.67 9.00 1 2.13 4.30 4.296 5.324 2.418 -0.0981 Mirafi 3XT / CARLSBAD OAKS Page 6 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] IN # strength] strength] Fs Fs Fs Foundation Interface: Direct sliding. Fs = 1.183. Eccentricity. e/L = 0.1335. Fs-overturning = 2.45 1. GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Date(rinr Mon Sep 28 11:14:36 2015 R:U Active projects\Qutsbad OaksCaIcublions\SLOPE H=8'.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.701 and Fs-seismic = 1.183 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 9.00 1.763 1.247 1 Mirafi 3XT 2 2.67 9.00 1.982 1.496 1 Mirafi 3XT 3 4.67 9.00 2.255 1.872 1 Mirafi 3XT 4 6.67 9.00 2.563 2.418 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0343, e/L seismic = 0.1335; Overturning: Fs-static = 4.00, Fs-seismic = 2.45 # Geogrid Geogrid e /L e / L , Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 9.00 0.0219 0.1069 1 Mirafi 3XT 2 2.67 9.00 -0.0140 0.0343 1 Mirafi 3XT 3 4.67 9.00 -0.0515 -0.0308 1 Mirafi 3XT 4 6.67 9.00 -0.1020 -0.0981 1 Mirafi 3XT CARLSBAD OAKS Page 8 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Prenent Daef1m: Mon Sep 29 11:14:36 2013 R:U Active projectsTarisb2d 021ts\CakuLitlon&iSLOPE H-8'.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 0.67 1654 619.97 323.17 N/A 2.668 N/A 2.012 Mirafi3XT 2 2.67 1654 583.45 282.58 N/A 2.835 N/A . 2.176 Mirafi 3XT 3 4.67 1654 410.12 241.98 N/A 4.033 N/A 2.947 Mirafi3XT 4 6.67 1654 259.20 201.39 N/A 6.382 N/A 4.296 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual. Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/fl] [11] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 620.0 323.2 8.64 0.36 10517.4 N/A 16.964 8413.9 N/A 8.921 2 2.67 1.000 583.5 282.6 7.55 1.45 7564.5 N/A 12.965 6051.6 N/A 6.988 3 4.67 1.000 410.1 242.0 6.47 2.53 5080.5 N/A 12.388 4064.4 N/A 6.233 4 6.67 1.000 259.2 201.4 5.38 3.62 3065.4 N/A 11.827 2452.3 N/A 5.324 CARLSBAD OAKS . Page9of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Piesent Dwerrim Mon Sep 2811:14:362015 R:U Active ptojects'taizthid OaktiCakulations%SLOPE H.r.B4 RESULTS for CONNECTION (static conditions) **** Important: Hinge height concept is ignored. Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product Ifti Ilb/ftl connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Ilb!ftl Specified Actual Specified Actual CRult CRaPb/ft] 1 0.67 620 1.00 0.35 1058 1654 N/A 1.71 N/A 2.67 Mirafi 3XT 2 2.67 583 1.00 0.32 985 1654 N/A 1.69 N/A 2.83 Mirafi 3XT 3 4.67 410 1.00 0.30 913 1654 N/A 2.23 N/A 4.03 Mirafi 3XT 4 6.67 259 1.00 0.28 840 1654 N/A 3.24 N/A 6.38 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) Important: Hinge height concept is ignored. Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product (ftj Pb/It] connection connection strength strength, strength strength name (short-term (Iong.term Tavailable strength) strength) b] Specified Actual Specified Actual CRuft CRcr Pb/ltj 1 0.67 943 1.00 0.28 847 1654 N/A 1.16 N/A 2.01 Mirafi 3XT 2 2.67 866 1.00 0.26 788 1654 N/A 1.17 N/A 2.18 Mirafi 3XT 3 4.67 652 1.00 0.24 730 1654 N/A 1.51 N/A 2.95 Mirafi 3XT 4 6.67 461 1.00 0.22 672 1654 N/A 2.13 N/A 4.30 Mirafi 3XT CARL.SBAD OAKS Page 10 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 LEVEL ABOVE WITH 250 PSF TRAFFIC SURCHARGE MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS PentDote/Tizve Mon Sep 2811:13:322015 R:I Active pmjects'Cozbad OaksWakuLvionOIEVEL H=6.BEN AASHTO 2002 ASD DESIGN METHOD CARLSBAD OAKS MSEW(3.0): Update # 14.93 PROJECT IDENTIFICATION Title: CARLSBAD OAKS Project Number: 619-469 Client: GEOGRID RWS, INC. Designer: MMM Station Number: Description: H=6', LEVEL ABOVE WITH TRAFFIC SURCHARGE, ANCHOR VERTICA BLOCK, MIRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 92081 Telephone #: 760-410-1665 Fax #: 760-509-0078 E-Mail: matt@redlengineering.com Original file path and name: R:\1 Active pro jects\Carlsbad Oaks\Calculations\LEVEL H .....tionsLEVEL H=6.BEN Original date and time of creating this file: 9/28/15 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. CARLSBAD OAKS Page I of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Prnsetit Dazcftui: Mon Sep 2811:13:32 2015 Rftl Active pTojectMCarMd OakMC uIat,onsLEVEL H.6.BEN SOIL DATA REINFORCED SOIL Unit weight, 7 130.0 lb/ft 3 Design value of internal angle of friction, 4) 30.0 RETAINED SOIL Unit weight, 7 130.0 lb/ft 3 Design value of internal angle of friction, 4) 30.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, yj,. 130.0 lb/ft 3 Equivalent internal angle of friction, 30.0 Equivalent cohesion, c 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 100, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.290 Design acceleration coefficient in Internal Stability: Kh = Am = 0.336 Design acceleration coefficient in External Stability: Kh_d = 0.145 => Kh = Am = 0.145 (Kh in External Stability is based on allowable displacement, d = 75 mm. using FHWA-NHI-00-043 equation) Kae ( Kh >0) = 0.4155 Kae ( Kh = 0) = 0.3201 A Kae = 0.0954 Seismic soil-geogrid friction coefficient, P is 80.0% of its specified static value. CARLSBAD OAKS Page 2 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Dateffuia Mon Sep 28 11:13:32 2015 R:I Active pmjectsCartsbad OoksCakuboosLEVEL M.BEN INPUT DATA: Geogrids (Analysis) D A I A Geogrid Geogrid Geogrid Geogrid Geogrid tvve#1 type #2 type #3 tvve #4 type #5 Tult [lb/ft] 3500.0 4700.0 7400.0 9500.0 Durability reduction factor, RFd 1.15 1.15 1.15 1.15 Installation-damage reduction factor, RFid 1.15 1.15 1.15 1.15 Creep reduction factor, RFc 1.60 1.60 1.60 1.60 N/A Fs-overall for strength N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 30.00 30.00 30.00 30.00 Pullout resistance factor, P 0.85•taz4 0.85-tan 0.85-tan 0.85-tan N/A Scale-effect correction factor, a 1.0 1.0 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka 0.0 1.0 2.0 K/Ka 3.0 Oft 1.00 0 - - - - - 3.3 ft 1.00 Z [ft] - 6.6 - - - 6.6 ft 1.00 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 164 19.7 ft 1.00 26.2 - - - - 32.8 - - - - - CARLSBAD OAKS Page 3 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Daefrum Mon Sep 28 11:13:33 2015 RAI Active projec&CwMA OakskCaicubtio~VEL HWBEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is 'Yr = 130.00 lb/ft3 Z / Hd To-static / Tmax or To-seismic I Tmd 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Top of wal Z / Hd 0.00 0.25 0.50 0.75 1.00- 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic I Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRult (2) a CRult Cr CRult a CRult a CRult 0.0 1.00 0.0 1.00 0.0 1.00 0.0 1.00 N/A Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 a CRcr a CRcr Cr CRcr Cr CRcr a CRcr 0.0 0.26 0.0 0.25 0.0 0.14 0.0 0.18 3150.0 0.55 3071.0 0.53 3094.0 0.41 3722.0 0.41 N/A 3730.0 0.58 3767.0 0.44 a = Confining stress in between stacked blocks [lb/ft 2] (2) CRult = Tc-ult / Tult CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 3XT Mirafi SXT Mirafi 8XT Mirafi 10.. N/A Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A CARLSBAD OAKS Page 4 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Piesint De/Tin: Mon Sip 2811:13:33 2013 R:I Active pmjectMCsibod OaksCakuIaliomU.EVEL H.6.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.28, Meyerhof stress = 1085 lb/ft2. Foundation Interface: Direct slidin2. Fs = 1.731. Eccentricity. e/L = 0.1 70. Fs-overtumin = 3.05 1 0.67 5.00 1 2.64 4.43 4.425 8.433 1.862 0.1311 Mirafi 3XT 2 2.67 5.00 1 2.47 4.47 4.470 4.078 2.395 0.0664 Mirafi 3XT 3 4.67 9.00 1 2.71 5.34 5.343 3.544 6.022 0.0057 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 3.69, Meyerhof stress = 1297 lb/ft2. Foundation Interface: Direct sliding. Fs = 1.288. Eccentricity. e/L = 0.2287. Fs-overturnin2 = 2.13 1 0.67 5.00 1 1.89 3.61 3.610 4.956 1.402 0.1875 Mirafi 3XT 2 2.67 5.00 1 1.82 3.80 3.805 2.549 1.899 0.0883 Mirafi 3XT 3 4.67 9.00 1 1.86 3.87 3.871 1.762 5.261 0.0068 Mirafi 3XT CARLSBAD OAKS Page 6 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product Elevation Length Type # [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Precect Diefrin: Mon Sip 28 11:13:33 2015 R:I Active peojectsCoi1sbod Oa abjlationsLEVEL H.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.731 and Fs-seismic = 1.288 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.00 1.862 1.402 1 Mirafi 3XT 2 2.67 5.00 2.395 1.899 1 Mirafi 3XT 3 4.67 9.00 6.022 5.261 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0. 1570, e/L seismic = 0.2287; Overturning: Fs-static = 3.05, Fs-seismic = 2.13 # Geogrid Geogrid e /L e / L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.00 0.1311 0.1875 1 Mirafi 3XT 2 2.67 5.00 0.0664 0.0883 1 Mirafi 3XT 3 4.67 9.00 0.0057 0.0068 1 Mirafi 3XT CARLSBAD OAKS Page 8 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Pieseni Dnieflinr: Mon Sep 28 11:13:33 2013 R:I Active projectsCaitsbad 0aks%Ca1cuIationsLEVEL H.6.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1654 373.77 135.09 N/A 4.425 N/A 3.610 Mirafi 3XT 2 2.67 1654 370.04 103.48 N/A 4.470 N/A 3.805 Mirafi 3XT 3 4.67 1654 309.58 188.41 N/A 5.343 N/A 3.871 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Trnd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 373.8 135.1 4.64 0.36 3152.2 N/A 8.433 2521.7 N/A 4.956 2 2.67 1.000 370.0 103.5 3.55 1.45 1508.9 N/A 4.078 1207.1 N/A 2.549 3 4.67 1.000 309.6 188.4 6.47 2.53 1097.1 N/A 3.544 877.7 N/A 1.762 CARLSBAD OAKS Page 9 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738 MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Prnsenl Daidrm: Mon Sep 28 11:13:33 2013 R:I Active projectsiCa,tsbad Oaks\CakubisonsLEVEL H6'.BEN RESULTS for CONNECTION (static conditions) " Important: Hinge height concept is ignored. **** Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product Ifti Pb/Ill connection connection strength strength, strength strength name (short-term (lang-term Tavailable strength) strength) pb/ftj Specified Actual Specified Actual CRult CRor Pb/It] S 1 0.67 374 1.00 0.32 985 1654 N/A 2.64 N/A 4.43 Mirafi AT 2 2.67 370 1.00 0.30 913 1654 N/A 2.47 N/A 4.47 Mirafi 3XT 3 4.67 310 1.00 0.28 840 1654 N/A 2.71 N/A 5.34 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) **** Important: Hinge height concept is ignored. ****** Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product Lfti rb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft] Specified Actual Specified Actual CRult CRor Pb/Ill 1 0.67 509 1.00 0.26 788 1654 N/A 1.89 N/A 3.61 Mirafi 3XT 2 2.67 474 1.00 0.24 730 1654 N/A 1.82 N/A 3.80 Mirafi 3XT 3 4.67 498 1.00 0.22 672 1654 N/A 1.86 N/A 3.87 Mirafi 3XT CARLSBAD OAKS Page 10 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Date1Tin Mon Sep 28 11:14.032015 R:l Active projectsTarlsbad OaIcsCnkukrtions%LEVEL H=f.BEN AASHTO 2002 ASD DESIGN METHOD CARLSBAD OAKS MSEW(3.0): Update # 14.93 PROJECT IDENTIFICATION Title: CARLSBAD OAKS Project Number 619-469 Client: GEOGRID RWS, INC. Designer MMM Station Number: Description: H=8, LEVEL ABOVE WITH TRAFFIC SURCHARGE, ANCHOR VERTICA BLOCK, MIRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 92081 Telephone #: 760-410-1665 Fax #: 760-509-0078 E-Mail: matt@redlengineering.com Original file path and name: R:\1 Active projects\Carlsbad Oaks\Calculations\LEVEL H .....tions\LEVEL H=8.BEN Original date and time of creating this file: 9/28/15 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. CARLSBAD OAKS Page 1 of 10 Copyrigtt 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Prem Doir/Tin: Mon Sep 2811:14:03 2015 R:\I Active peojectsCozlsbod OaksTakulatiDnALEVEL H=8'.BEN SOIL DATA REINFORCED SOIL Unit weight, ? 130.0 lb/ft 3 Design value of internal angle of friction, 4) 30.0 RETAINED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, 4) 30.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, 'yj. 130.0 lb/ft 3 Equivalent internal angle of friction, 4,,. 30.0 0 Equivalent cohesion, c eq j, 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, ji= 60.000 (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 100, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.290 Design acceleration coefficient in Internal Stability: Kh = Am = 0.336 Design acceleration coefficient in External Stability: Kh_d = 0.145 => Kh = Am = 0.145 (Kb in External Stability is based on allowable displacement, d = 75 mm. using FHWA-NHI-00-043 equation) Kae ( Kb >0) = 0.4155 Kae ( Kb = 0) =0.3201 A Kae = 0.0954 Seismic soil-geogrid friction coefficient, P is 80.0% of its specified static value. CARLSBAD OAKS Page 2 of ID Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Pront DatelTime: Mon Sop 2811:14:03 2015 R:I Active pnjectsiCartsbod OCakuIatsonsLEVEL H=8.BEN INPUT DATA: Geogrids (Analysis) D A I A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tuft [lb/ft] 3500.0 4700.0 7400.0 9500.0 Durability reduction factor, RFd 1.15 1.15 1.15 1.15 Installation-damage reduction factor, RFid 1.15 1.15 1.15 1.15 Creep reduction factor, RFc 1.60 1.60 1.60 1.60 N/A Fs-overall for strength N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 30.00 30.00 30.00 30.00 Pullout resistance factor, F* 0.85.tal4) 0.85.tanj) 0.85-tan 0.85-tan N/A Scale-effect correction factor, a 1.0 1.0 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka 0.0 1.0 2.0 K/Ka 3.0 Oft 1.00 0 - - - 3.3 ft 1.00 Z [ft] - 6.6 - - - - - 6.6 ft 1.00 9.8 ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 164 19.7 ft 1.00 " 26.2--------- 32.8------------ CARLSBAD OAKS Page 3 of 10 Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Present DsiefTürg: Mon Sep 28 11:14:03 2015 R1 Active projectslCulsbad Oaks\CakubiionsLEVEL H4'.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Iff = 130.00 lb/ft 3 Z / Hd To-static / Tmax or To-seismic / Tmd 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Top of wafl Z/Hd 0.00 0.25 0.56 0.75 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 Cr CRult (2) a CRult a CRult a CRult a CRult 0.0 1.00 0.0 1.00 0.0 1.00 0.0 1.00 N/A Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 CF CRcr Cr CRcr Cr CRcr a CRcr a CRcr 0:0 0.26 0.0 0.25 0.0 0.14 0.0 0.18 3150.0 0.55 3071.0 0.53 3094.0 0.41 3722.0 0.41 N/A 3730.0 0.58 3767.0 0.44 a = Confining stress in between stacked blocks [lb/ft 2] CRult = Tc-ult / Tult CRcr = Tcre / Tult In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type #2 Type #3 Type #4 Type #5 Product Name Mirafi 3XT Mirafi SXT Mirafi 8XT Mirafi 10.. N/A Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 N/A Creep reduction factor, RFc N/A N/A N/A N/A N/A CARLSBAD OAKS Page 4 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 6.21, Meyerhof stress = 1375 lb/ft". Foundation Interface: Direct sliding. Fs = 2.018. Eccentricity. e/L = 0.1221. Fs-overturning = 3.86 1 0.67 7.00 1 1.63 2.55. 2.549 9.564 2.142 0.1061 Mirafi 3XT 2 2.67 7.00 1 1.59 2.67 2.667 6.086 2.621 0.0646 Mirafi 3XT 3 4.67 7.00 1 2.03 3.68 3.676 4.217 3.365 0.0326 Mirafi 3XT 4 6.67 11.00 1 2.71 5.34 5.343 4.045 7.364 0.0036 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.62, Meyerhof stress = 1594 lb/112. Foundation Interface: Direct sliding, Fs = 1.461. Eccentricity. e/L = 0.1S71. Fs-overturning = 2.59 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 7.00 1 1.17 2.12 2.121 5.783 1.563 0.1606 Mirafi 3XT 2 2.67 7.00 1 1.16 2.27 2.267 3.796 1.974 0.0932 Mirafi 3XT 3 4.67 7.00 1 1.48 3.07 3.074 2.568 2.667 0.0437 Mirafi 3XT 4 6.67 11.00 1 1.80 3.63 3.633 1.846 6.433 0.0043 Mirafi 3XT CARL.SSAD OAKS Page6of 10 Engineering, Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product Elevation Length Type # [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs MSEW - Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Dw/1ina: Mon Sep 2811:1t03 2015 R:I Active peojcctsicas(clold OaksCakubtionsLEVEL H4.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.018 and Fs-seismic = 1.461 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name IN [ft] 1 0.67 7.00 2.142 1.563 1 Mirafi 3XT 2 2.67 7.00 2.621 1.974 1 Mirafi 3XT 3 4.67 7.00 3.365 2.667 1 Mirafi 3XT 4 6.67 11.00 7.364 6.433 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.1221, e/L seismic = 0.1871; Overturning: Fs-static = 3.86, Fs-seismic = 2.59 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 7.00 0.1061 0.1606 1 Mirafi 3XT 2 2.67 7.00 0.0646 0.0932 1 Mirafi 3XT 3 4.67 " 7.00 0.0326 0.0437 1 Mirafi 3XT 4 6.67 11.00 0.0036 0.0043 1 Mirafi 3XT CARLSBAD OAKS Page 8 of ID Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS Present Derr,: Mon Sep 28 11:14-.03 2015 R:I Active p tsOirtsbad OaktiCakulations%LEVEL H=8.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1654 648.81 209.58 N/A 2.549 N/A 2.121 Mirafi 3XT 2 2.67 1654 620.18 175.32 N/A 2.667 N/A 2.267 Mirafi 3XT 3 4.67 1654 449.91 141.06 N/A 3.676 N/A 3.074 Mirafi 3XT 4 6.67 1654 309.58 233.12 N/A 5.343 N/A 3.633 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax NOTE: Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Tmd i.e La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 648.8 209.6 6.64 0.36 6205.5 N/A 9.564 4964.4 N/A 5.783 2 2.67 1.000 620.2 175.3 5.55 1.45 3774.4 N/A 6.086 3019.5 N/A 3.796 3 4.67 1.000 449.9 141.1 4.47 2.53 1897.1 N/A 4.217 1517.7 N/A 2.568 4 6.67 1.000 309.6 233.1 7.38 3.62 1252.4 N/A 4.045 1001.9 N/A 1.846 CARLSBAD OAKS Page 9 of 10 Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 MSEW - Mechanically Stabiliied Earth Walls CARLSBAD OAKS PieveJU Daterrinr Mon Sep 28 11:14:03 2015 R:'il Active pwjectACubb2d OaksCnkuIai.onsLEVEL H-f.BEN RESULTS for CONNECTION (static conditions) Important: Hinge height concept is ignored. *S**** Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product Efti Pb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavallable strength) strength) Vb!ft] Specified Actual Specified Actual CRuR CRor Pb/ft] 1 0.67 649 1.00 0.35 1058 1654 N/A 1.63 N/A 2.55 Mirafi 3XT 2 2.67 620 1.00 0.32 985 1654 N/A 1.59 N/A 2.67 Mirafi 3XT 3 4.67 450 1.00 0.30 913 1654 N/A 2.03 N/A 3.68 Mirafi 3XT 4 6.67 310 1.00 0.28 840 1654 N/A 2.71 N/A 5.34 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) **** Important: Hinge height concept is ignored. Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overal Fs-overall Elevation force. To factor for factor for connection Geogrid connection Geogrid Product [f Llb/ftl connection connection strength strength, strength strength name (short-term (long-term Tavallable strength) strength) llbMj Specified Actual Specified Actual CRult CRor Pb/ft] 1 0.67 858 1.00 0.28 847 1654 N/A 1.17 N/A 2.12 Mirafi 3XT 2 2.67 795 1.00 0.26 788 1654 N/A 1.16 N/A 2.27 Mirafi 3XT 3 4.67 591 1.00 0.24 730 1654 N/A 1.48 N/A 3.07 Mirafi 3XT 4 6.67 543 1.00 0.22 672 1654 N/A 1.80 N/A 3.63 Mirafi 3XT CARLSBAD OAKS Page 10 of 10 Copyright 0 1998-2013 ADAMA Engineering, Inc. License number MSEW-30 1738