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HomeMy WebLinkAboutSDP 16-15; VICTORY CARLSBAD OAKS LOT 5; ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS; 2017-02-15I I I I I I I I I I I I I I I I I I I ied one engineering inc Anchor Retaining Wall Structural Calculations for Carlsbad Oaks Lot 5 City of Carlsbad, California February 15, 2017 W.O. #676-17010 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 Prepared for: Geogrid Retaining Wall Systems, Inc. 1295 Distribution Way Vista, Ca 92081 I I I I I I I I I I I I I I I I I I I ied one engineering inc February 15, 2017 W.O. #676-17010 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Mike Stevenson Subject: Anchor Retaining Wall Structural Calculations Carlsbad Oaks Lot 5 City of Carlsbad, California Please find enclosed the structural wall calculations for the Carlsbad Oaks Lot 5 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 June 24, 2016. All soil design parameters shall be confirmed by the geotechnical engineer prior to the commencement of construction. The 1295 distribution way, vista, california 92081 phone 760.410.1665 facsimile 760.509.0078 matt@redlengineering.com 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. W11 ~ Matthew M. Merritt RCE #68429 1295 distribution way, vista, california 92081 phone 760.410.1665 facsimile 760.509.0078 mattredlengineering .com I I I I I I I I I I I I I I I I I 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 RFid = installation damage reduction factor LIDS = long term design strength FS = factor of safety Tai = allowable tension ic = peak connection tension TSC = serviceability connection tension Ci = pullout soil interaction coefficient Cds = direct shear soil interaction coefficient Li I I I I I LEVEL ABOVE WITH I 250 PSF TRAFFIC SURCHARGE I I I I LI I I I I I Li I I Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present DatelTjme: Tue Feb 14 2:28:58 2017 R:\t Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=8'.BEN I I I I I I I I I I I I AASHTO 2002 ASD DESIGN METHOD CARLSBAD OAKS LOT 4 & 5 MSEW(3.0): Undate # 14.96 PROJECT IDENTIFICATION Title: CARLSBAD OAKS LOT 4 & 5 Project Number: 663-552 Client: GEOGRID RWS, INC. Designer: MMM Station Number: Description: H=8', LEVEL BACKFILL 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 Lot 4 & 5\Calculatio .....tions\LEVEL H=8'.BEN Original date and time of creating this file: 2/14/17 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. I I I I 1 CARLSBAD OAKS LOT 4 & 5 I Copyright @ 1998-2016 ADAMA Engineering, Inc. Pagel of 10 License number MSEW-30291 5 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:582017 R:\t Active projects/Carlsbad Oaks Lot 4 & 5/Calculations/LEVEL H=8'.BEN SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb/ft I Design value of internal angle of friction, 4) RETAINED SOIL 30.0 Unit weight, y 130.0 lb/ft Design value of internal angle of friction, 4) 30.0 I FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, 'Ye5uiv. 130.0 lb/ft 3 Equivalent internal angle of friction, 4)eqaiv. 30.0 Equivalent cohesion, c equiv. 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, ir= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY I I 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, F* is 80.0% of its specified static value. I I I I I I I I 3SE3UMSHW"... SMSEWV...k., UMSPWV CARLSBAD OAKS LOT 4 & 5 Page 2 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW -- Mechanically Stabilized Earth Will, CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:58 2017 R:\l Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'LEVEL H=8BEN INPUT DATA: Geogrids I (Analysis) Geogrid Geogrid Geogrid Geogrid D A T A Geogrid type #1 type #2 type #3 type #4 type #5 Tult [lb/ft] 3500.0 4700.0 7400.0 9500.0 reduction factor, RFd 1.15 1.15 1.15 1.15 I Durability 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.tar4 0.85-tan 0.85-taro 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 O ft 1.00 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 I Li I I U I I I UMSEWV.?... SOMSEWVk QM5EWV...b 3MSHWV.iOMSflVV.. 3Ufl!SEWV.. 3*MSEW 3OMSFWV. ,OM55W.,I.,.OMSEWV,c.,OMSrnVV, CARLSBAD OAKS LOT 4 & 5 Page 3 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I I Li MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present DatelTime: Tue Feb 14 12:2858 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'LEVEL H=8.BEN I (Analysis) INPUT DATA: Facia and Connection (according to revised Demo 82) ****** Important: Hinge height concept is ignored. FACIA type: Facing enabling frictional connection of reinforcement (e.g., modular concrete blocks, gabions) I 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 Yc = 130.00 lb/ft 3 Z / Hd To-static / Tmax Top of wall I or To-seismic I Tmd Z / Hd 0.00 • 0.25 0.00 1.00 0.25 1.00 1 0.50 1.00 0.75 • 0.75 1.00 i.00_ .00 .00 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 (1) CRult (2) a CRult a CRult a CRult a CRult I y 0.0 1.00 0.0 1.00 0.0 1.00 0.0 1.00 N/A I Type #1 Geogrid Type #2 Geogrid Type #3 Geogrid Type #4 Geogrid Type #5 I Geogrid G 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] I (1) CRult = Tc-ult I Tull CRcr = Tcre I 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 I 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 I I I I I CARLSBAD OAKS LOT 4 & 5 Page 4 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Datefl'ime: Tue Feb 14 12:28:58 2017 R:\I Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=8.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 8.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 7.00 ft , I Batter, 0) 2.0 [deg] Backslope, 13 0.0 [deg] Backsiope rise 0.0 [It] 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) I [Sl] Strip Load, Qv-d = 0.0 and Qv-1 = 250.0 [lb/ft 2]. Footing width, b=100.0 [ft]. Distance of center of footing from wall face, d = 53.0 [It] @ depth of 0.0 [ft] below soil surface. U I I ANALYZED REINFORCEMENT LAYOUT: Li I I I I I SCALE: 0 2 4 6[ft] I_'TTT CARLSBAD OAKS LOT 4 & 5 Copyright 0 1998-2016 ADAMA Engineering, Inc. I Waal" Page 5 of 10 License number MSEW-302915 'MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 I 2:28:58 2017 R:\l Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'.LEVEL H=8BEN I ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 6.21, Meyerhof stress = 1375 lb/ft2 . Foundation Interface: Direct sliding, Fs = 2.018, Eccentricity, e/L = 0.1221, Fs-overturning 3.86 I I i0.67 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 9.00 1 2.71 5.34 5.343 2.949 6.022 0.0057 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) I Bearing capacity, Fs = 4.62, Meyerhof stress = 1594 lb/ft2. Foundation Interface: Direct sliding, Fs = 1.461, Eccentricity, e/L = 0.1 71, Ps-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 [It] [ft] # strength] strength] Fs Fs Ps I i0.67 7.00 1 1.16 2.09 2.089 5.658 1.563 0.1606 Mirafi 3XT 2 2.67 7.00 1 1.16 2.24 2.236 3.721 1.974 0.0932 Mirafi 3XT 3 4.67 7.00 1 1.47 3.03 3.029 2.514 2.667 0.0437 Mirafi 3XT I 6.67 9.00 1 1.86 3.89 3.888 1.476 5.261 0.0068 Mirafi 3XT I I I I I I I I I ,oMsEwv....,MSEwv..,flnFwv..,oMsEwv..,c.,flnRwv.....,oM,rnvv JMSflVY...QMSFWV,... CARLSBAD OAKS LOT 4 & 5 Page 6 of 10 I .... GEOGRID CONNECTION Fs-overall Ps-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs I SEISMIC UNITS 7369 [lb/ft 2] 1594 [lb/ft 2] 0.97 [ft] 0.139 4.62 7.00 [ft] I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 12:28:58 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'LE\'EL H8.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC I (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 8541 Meyerhof stress, Ov 1375.0 e 0.57 I Eccentricity, Eccentricity, eIL 0.081 Ps calculated 6.21 Base length 7.00 I I I I I I I I I I I SCALE: 0 2 4 6[ft] I 3OMSEWV.?.5OMSR\VV.,3OMSFWV.?., 5MSF.WV.. UIfSFWV.,5 ,ousnVVa..,oeSrnvV..a,,oMsevV..*.,.oMsuwv. CARLSBAD OAKS LOT 4 & 5 Page 7 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 I Present DateTl'ime: Tue Feb 14 12:28:58 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=8'.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.018 and Fs-seismic = 1.461 I# Geogrid Geogrid Elevation Length [ft] [ft] Fs Fs Geogrid Static Seismic Type # Product name 1 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 9.00 6.022 5.261 1 Mirafi 3XT I 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 I L e I L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 7.00 0.1061 0.1606 1 Mirafi 3XT 2.67 7.00 0.0646 0.0932 1 Mirafi 3XT I2 3 4.67 7.00 0.0326 0.0437 1 Mirafi 3XT 4 6.67 9.00 0.0057 0.0068 1 Mirafi 3XT I I H I I I 171 I CARLSBAD OAKS LOT 4 & 5 Page 8 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Dale/Time: Tue Feb 14 12:28:58 2017 R:\I Active projects\Car1sbad Oaks Lot 4 & 5\Calculations'LEVEL H=8'.BEN I RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product Elevation [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic I i0.67 1654 648.81 228.60 N/A 2.549 N/A 2.089 Mirafi 3XT 2 2.67 1654 620.18 191.23 N/A 2.667 N/A 2.236 Mirafi 3XT 3 4.67 1654 449.91 153.86 N/A 3.676 N/A 3.029 Mirafi 3XT 4 6.67 1654 309.58 185.38 N/A 5.343 N/A 3.888 Mirafi AT RESULTS for PULLOUT Live Load included in calculating Tmax NOTE: Live load is not included in calculating the overburden used to assess resistance. pressure pullout 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] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1.000 648.8 228.6 6.64 0.36 6205.5 N/A 9.564 4964.4 N/A 5.658 I i0.67 2 2.67 1.000 620.2 191.2 5.55 1.45 3774.4 N/A 6.086 3019.5 N/A 3.721 3 4.67 1.000 449.9 153.9 4.47 2.53 1897.1 N/A 4.217 1517.7 N/A 2.514 4 6.67 1.000 309.6 185.4 5.38 3.62 913.0 N/A 2.949 730.4 N/A 1.476 I I I I I I I I I I *3.QMSE ,OMsRsVV..%k,3orsFWw.c.,umnVV.,. OM$FSVV,3O?SPWV... CARLSBAD OAKS LOT 4 & 5 Page 9 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 I MSEW Present Date/Time: Tue Feb 14 12:28:582017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=8'.BEN RESULTS for CONNECTION (static conditions) ****** Important: Hinge height concept is ignored. ****** Load included in calculating Tmax # 'Live Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name I (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRcr [lb/ft] 1 I CRult 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 4 I 3 4.67 450 1.00 6.67 310 1.00 0.30 0.28 913 840 1654 1654 N/A 2.03 N/A 2.71 N/A 3.68 Mirafi 3XT N/A 5.34 Mirafi 3XT I 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 I [ft] [lblft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/fl] Specified Actual Specified Actual ' CRult CRcr [lb/ft] 1 0.67 877 1.00 0.28 847 1654 N/A 1.16 N/A 2.09 Mirafi 3XT 2 2.67 811 1.00 0.26 788 1654 N/A 1.16 N/A 2.24 Mirafi 3XT 4.67 604 1.00 0.24 730 1654 N/A 1.47 N/A 3.03 Mirafi 3XT I 3 4 6.67 495 1.00 0.22 672 1654 N/A 1.86 N/A 3.89 Mirafi 3XT I I I U I I )JflISEWV. CARLSBAD OAKS LOT 4 & 5 Page 10 Of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:35 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'LEVEL H=6,BEN 1 11 AASHTO 2002 ASD DESIGN METHOD CARLSBAD OAKS LOT 4 & 5 MSEW(3.0): Update # 14.96 PROJECT IDENTIFICATION Title: CARLSBAD OAKS LOT 4 & 5 Project Number: 663-552 Client: GEOGRID RWS, INC. Designer: MMM Station Number: Description: H=6', LEVEL BACKFILL 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 Lot 4 & 5\Calculatio .....tions\LEVEL H=6.BEN Original date and time of creating this file: 2/14/17 [TI 1 Li I I I $ I I PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. I I I I CARLSBAD OAKS LOT 4 & 5 I Copyright @ 1998-2016 ADAMA Engineering, Inc. Page 1 of 10 License number MSEW-302915 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present DateIFime: Tue Feb I !'I!."2& 2017 R:\1 Active projects\Car!sbad Oaks Lot 4 & 5\Calculations\LEVEL H=6BEN I SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb/ft Design value of internal angle of friction, 4) 30.0 I RETAINED SOIL - Unit weight, y 130.0 lb/ft I Design value of internal angle of friction, 4) 30.0 FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yecluiv. 130.0 lb/ft — Equivalent internal angle of friction, (t)equiv. 30.0 0 Equivalent cohesion, c equiv. 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, j= 60.000 (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3333 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY I I 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 Es Kae=0.0954 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. I I I I [1 I I I %*,fSR%VV..,.. ,sp.wv.,,oMsRsvv.,c,,o,,sFwv,.,oMsnwv-. 3uSVW,3oMSFw ,oMsnvv.,c. CARLSBAD OAKS LOT 4 & 5 Page 2 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 K / Ka 2.0 3.0 Z K/Ka "Oft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 ft 1.00 I 13.1 16.4 ft 1.00 19.7 ft 1.00 I 0.0 1.0 0 Z [It] 6.6 9.8 16.4 26.2 32.8 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:35 2017 R:\l Active projects\Carlsbad Oaks Lot 4 & 5\Calculations'LEVEL H=6'BEN I INPUT DATA: Geogrids (Analysis) I D A T A Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 I Tult [lb/ft] Durability reduction factor, RFd 3500.0 1.15 4700.0 1.15 7400.0 1.15 9500.0 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 I Fs -overall for strength Coverage ratio, Rc N/A 1.000 N/A 1.000 N/A 1.000 N/A 1.000 Friction angle along geogrid-soil interface, p 30.00 30.00 30.00 30.00 I Pullout resistance factor, F* Scale-effect correction factor, a 0.85.tar4 1.0 0.85-taro 1.0 0.85.tan1 1.0 0.85tan 1.0 N/A Variation of Lateral Earth Pressure Coefficient With Depth I I I I H I I I V...OMSflVV.k ,Q,,,flWv.... UMSFWV.., jfl!$F.WV..S. ,OlSRWv. 3OMSF.WV. OfSRWV*QMSFWV(.¼. sonlsOv' 3OfSHWV. .SISEwV.*,uMsOVVk.3.*Msrnvv.,I.. CARLSBAD OAKS LOT 4 & 5 Page 3 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 IMSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Pretent Dateffime: Tue Feb14 12:28:35 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=6.BEN I 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) I 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 Tf = 130.00 lb/ft 3 Z / Hd To-static / Tmax I or To-seismic / Tmd 0.00 1.00 0.25 1.00 I 0.50 1.00 0.75 1.00 1.00 1.00 U Top of wafi Z/Hd 0.Oci 0.25 0.56 0.75 1.00- 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic / Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 a (1) CRult (2) a CRult a CRult 5 0.0 1.00 0.0 1.00 0.0 1.00 I Type #1 Geogrid Type #2 Geogrid Type #3 IGeogrid a CRcr a CRcr a CRcr 0.0 0.26 0.0 0.25 0.0 0.14 3150.0 0.55 3071.0 0.53 3094.0 0.41 3730.0 0.58 3767.0 0.44 a = Confining stress in between stacked blocks [lb/ft 21 (2) CRult = Tc-ult / Tult CRcr = Tcre / Tult Geogrid Type #4 Geogrid Type #5 a CRult G CRult 0.0 1.00 N/A Geogrid Type #4 Geogrid Type #5 G CRcr a CRcr 0.0 0.18 3722.0 0.41 N/A 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 IProduct Name Connection strength reduction factor, RFd Creep reduction factor, RFc I Mirafi 3XT Mirafi SXT Mirafi 8XT Mirafi 10.. N/A 1.15 1.15 1.15 1.15 N/A N/A N/A N/A N/A N/A I 1-1, I 3OMSflVV..,.. EWV.j..OMSFWV.S.. sQMSRVVk,QMSEW O SPWV.b3.OJSEWVk,3OMSRWV.,.i.. ,QMSEWV.,UMSF.WVQMSRWV. ,uflISeVV.,e..MS,VV..j., CARLSBAD OAKS LOT 4 & 5 Page 4 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 ' Present DatelTime: Tue Feb 14 12:28:35 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=6.BEN . INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 6.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 5.00 ft I Batter, (0 2.0 [deg] , Backslope, 0.0 [deg] Backslope rise 0.0 [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) [Si] Strip Load, Qv-d = 0.0 and Qv-1 = 250.0 [lb/ft 2]. Footing width, b=100.0 [ft]. Distance of center of footing from wall face, d = 53.0 [ft] @ depth of 0.0 [ft] below soil surface. I I I 11 ANALYZED REINFORCEMENT LAYOUT: I I U I I I SCALE: 0 2 4 6[ft] I MSFWV.*3QMSflVV.,$ CARLSBAD OAKS LOT 4 & 5 Page 5 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I f \ I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/rime: Tue Feb 14 2:28:35 2017 R:\1 Active projects\Carlsbad Oaks Los 4 & 5\Calculations'LEVEL H=6.BEN I ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.28, Meyerhof stress = 1085 lb/ft2. Foundation Interface: Direct sliding. Fs = 1731- Eccentricity. e/i. = 01570 Fs-overturnintr = 305 I I I0.67 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 7.00 1 2.71 5.34 5.343 2.448 4.680 0.0099 Mirafi 3XT I ANALYSIS: CALCULATED FACTORS (Seismic conditions) I Bearing capacity, Fs = 3.69, Foundation Interface: Direct sliding. Fs = 1.288. Eccentricity. e/L = 0.2287. Fs-overturning = 2.13 Meyerhof stress = 1297 lb/ft2. GEOGRID CONNECTION Ps-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name IN [ft] # strength] strength] Fs Ps Ps l0.67 5.00 1 1.86 3.51 3.508 4.756 1.402 0.1875 Mirafi 3XT I 2 2.67 5.00 1 1.80 3.72 3.718 2.464 1.899 0.0883 Mirafi 3XT 3 4.67 7.00 1 1.91 4.10 4.096 1.317 4.089 0.0117 Mirafi 3XT I I 1 I I I I I I I SQMSFW 1QM5FWV.&..QM5FWV...*,3UM55?.,3UM5HWW.... lunisEw n.nnInEwv.,.i..SnnIsflvV..,on.s,wn,nw.,,nn,nm.n.,QMnFwnwm CARLSBAD OAKS LOT 4 & 5 Page 6 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. - License number MSEW-302915 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding efL name [ft] [ft] # strength] strength] Fs Fs Fs F SEISMIC UNITS 4791 [lb/ft 2] 1297 [lb/ft 21 0.86 [ft] 0.171 3.69 5.00 IN I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:35 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=6.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC I (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 5725 Meyerhof stress, Cv 1084.9 'Eccentricity, e Eccentricity, e/L 0.53 0.107 Ps calculated 5.28 Base length 5.00 I I I I I I I I I SCALE: 0 2 4 6[ft] I 3UMSEWV UMSflVV 3.QMSBVV 3OSEWV QMSEWV.&3Qfl!SHWV* CARLSBAD OAKS LOT 4 & 5 Page 7 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I I MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date/Time: Tue Feb 14 12:28:35 2017 R:\l Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=6BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.731 and Fs-seismic = 1.288 I# Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] I l0.67 5.00 1.862 1.402 1 Mirafi 3XT 2 2.67 5.00 2.395 1.899 1 Mirafi 3XT 3 4.67 7.00 4.680 4.089 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: eIL static = 0. 1570, eIL seismic = 0.2287; Overturning: Fs-static = 3.05, Fs-seismic = 2.13 I# 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 I 2 2.67 5.00 0.0664 0.0883 1 Mirafi 3XT 3 4.67 7.00 0.0099 0.0117 1 Mirafi 3XT I I I I I I I I I CARLSBAD OAKS LOT 4 & 5 Page 8 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 I MSEW Peesent Date/Time: Tue Feb 14 12:28:35 2017 R:\l Active projects\Carlsbad Oaks Lot 4 & 5\Calculations\LEVEL H=6BEN I 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 I [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic I l0.67 1654 373.77 156.43 N/A 4.425 N/A 3.508 Mirafi 3XT 2 2.67 1654 370.04 119.83 N/A 4.470 N/A 3.718 Mirafi 3XT 3 4.67 1654 309.58 150.71 N/A 5.343 N/A 4.096 Mirafi 3XT I 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 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 I IN (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 373.8 156.4 4.64 0.36 3152.2 N/A 8.433 2521.7 N/A 4.756 I 2 2.67 1.000 370.0 119.8 3.55 1.45 1508.9 N/A 4.078 1207.1 N/A 2.464 3 4.67 1.000 309.6 150.7 4.47 2.53 757.9 N/A 2.448 606.3 N/A 1.317 I I I I I I I I I I ,QM,flVV, CARLSBAD OAKS LOT 4 & 5 Page 9 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 I . MSEW -- Mechanically Stabilized Earth Walls CARLSBAD OAKS LOT 4 & 5 Present Date!Fime: Tue Feb 14 12:28:35 2017 R:\1 Active projects\Carlsbad Oaks Lot 4 & 5\Calcutatious\LEVEL H=6,BEN RESULTS for CONNECTION (static conditions) Important: Hinge height concept is ignored. 1 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] [lb/fl] connection connection strength strength, strength strength name (short-term (long-term I Tavailable strength) strength) [lb/fl] Specified Actual Specified Actual CRult CRcr [lb/fl] 0.67 374 1.00 0.32 985 1654 N/A 2.64 2.67 370 1.00 0.30 913 1654 N/A 2.47 4.67 310 1.00 0.28 840 1654 N/A 2.71 N/A 4.43 Mirafi 3XT N/A 4.47 Mirafi 3XT N/A 5.34 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) ****** Important: Hinge height concept is ignored. I 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] [lb/fl] connection connection strength strength, strength strength name (short-term (long-term I Tavailable strength) strength) [lb/fl] Specified Actual Specified Actual CRult CRcr [lb/fl] 1 0.67 530 2 2.67 490 3 4.67 460 I I I I I I I I I 1.00 0.26 788 1654 N/A 1.86 1.00 0.24 730 1654 N/A 1.80 1.00 0.22 672 1654 N/A 1.91 N/A 3.51 Mirafi 3XT N/A 3.72 Mirafi 3XT N/A 4.10 Mirafi 3XT I CARLSBAD OAKS LOT 4 & 5 Page 10 of 10 Copyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915