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HomeMy WebLinkAboutCT 15-08; Carlsbad Ranch PA 5 (Marbrisa - Phase 3); ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS FOR PA-5 PHASE 3; 2016-04-11engineering inc -~-~-~/f!1.~ I --·---~Jt~l\~. 1:-~~ iii~~~ R Anchor Retaining Wall Structural Calculations for PA-5 Phase 3 City of Carlsbad, California CT 15-08 DWG 428-9H April11, 2016 W.O. #641-499 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 l~UG ~ 1 2016 engineering inc April 11 , 2016 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Mike Stevenson Subject: Anchor Retaining Wall Structural Calculations PA-5 Phase 3 City of Carlsbad, California W.O. #641-499 Please find enclosed the structural wall calculations for the PA-5 Phase 3 Anchor retaining walls. The geogrid reinforced Anchor retaining walls were designed using the MSEW design software developed by Adama Engineering in accordance with AASHTO/FHWA allowable stress design methodology. The gravity Anchor retaining wall was designed in accordance with the Design Manual for Segmental Retaining Walls, 3rd Edition, using the SRWall 4.0 (release 4.05) 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 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. 1295 distribution way, vista, california 92081 phone 760.410.1665 facsimile 760.509.0078 matt@ red 1 engineering.com Soil design parameters are based upon the Segmental Retaining Wall Soil Design Parameters by MTGL, Inc. dated March 23, 2016. 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, california 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1engineering.com ABBREVIATIONS: f c g Tult RFcr RFd RFid LTDS FS Tal Tc1 Tsc 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 GEOGRID REINFORCED WALLS MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date/Time: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN ee<ion l.OMS!i\VV<romn 1 UMSEW V<""'" 10 MSF.W Vmi<>O l UM$FIVV<,.,1on 1 OMSFWV<e<lon ).0 MSiiWVoo;10n :J UMSF.IVVm,on 10 MSEIV Vcr:<ion )(I MSF.W Vm;,n 1.0 MSF.W VenH:m ;o MSFW Vor>H:>n ;o MSF.IV Von•"" 10 MSF.IV V<r<mn J 0 MSF.IV Vm1on 1 0~1SEIV Vm1on 1 OMSFIV V<r"on J 0 MSFW Vor<illn 1.0 MSFWV<t;ion 1.0 MSFIVV<r<ion 1.0 MSFW Vors1on 1 OMSEW Vcr:<1on :l.U = AASHTO 2002 ASD DESIGN METHOD PA-5 PHASE 3 MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: PA-5 PHASE 3 641-499 GEOGRID RWS, INC. MMM H=7', LEVEL BACKFILL, 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@red1engineering.com Original file path and name: R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H= ..... ..... tions\LEVEL H=7'.BEN Original date and time of creating this file: 4/8/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. Page 1 of 10 License number MSEW-301738 MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr 11 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calcu1ations\LEVEL H=7'.BEN Vc«ton 10 MSF.W V'""'" 10 MSF.W Vmi<m ~0 MSFIV Venion 10 MSFW Vonilln 1.0 MSHIV Vm1on JO MSE\VVo"loo 10 MSFIV Venion 3.0 MSFW Ver>mn l.OMSFWVer<ion 1.0 MSFIVVe"ion l.OMSFWVonion 1.0 MSFW VmOon 1.0 MSFW Ver<ton 1 U MSI'W Vc.-mn l UMSF.WVeo;1<>n J OMSF.WVc"'"'" 1 OMSF.IV Vm1<>n 10 MSF.\VVcr>ton 1 U MSF.\VVor>1<>n 1 OMSF.\VVe«ton JU MSF.WV<t11<>n 10~ SOll..DATA REINFORCED SOIL Unit weight, "{ Design value of internal angle of friction, ~ RETAINED SOIL Unit weight, "{ Design value of internal angle of friction, ~ 126.0 lb/ft 3 35.0 ° 126.0 lb/fP 35.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, "{ eQuiv. 126.0 lb/ft 3 Equivalent internal angle of friction, ~equiv. 35.0 o Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability)= 0.2710 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 'lf= 62.50° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.2710 (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 = 46.12 N y=48.03 SEISMICITY Maximum ground acceleration coefficient, A = 0.450 Design acceleration coefficient in Internal Stability: Kh = Am= 0.450 Design acceleration coefficient in External Stability: Kh_d = 0.225 => Kh = Am= 0.225 (Kh in External Stability is based on allowable displacement, d =55 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 0.4005 Kae ( Kh = 0) = 0.2579 A Kae = 0.1426 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. Ve"ion l.OMSl'WVe,.ion lU~ISF.WYc"oon ).0 MSFW V<mon 10 ~ISFW Vmton 3 UMSF.WVorston J.OMSF.IV Ve"'"" 10 MSFW Vodon 10 MSF.\VVmoon ).0 MSFW Vor>mn JO MSFIV Ver<mn 1.0 MSFIV Ver.<ton) 0 MSEIV Vor<,on :l.UMSEIVYm1on 1 U MSFW V<"'"'" .1.U MSEIVVorslon :l.UMSE\VVersmn :1.0 MSF\VV<r<mn 1 U MSFWV<o"11on :lii~ISE\VVor<,on 1 OMSFIV y.,,;.,n 1.0 MSf.WVor<1on 1U PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. "mpmv 1 t!SfP'" 1 !!sflltl' ·"WE"" , "Sfmv 1 "Sf"tl' 1 'Ff"" 1 'lfF'" 1 "fF'll 3 !!SfW" . Page 2 of 10 License number MSEW-301738 'Q""FHm £"%""' , "Sf'!! 1 uwV'tw "urgwy z "f@" 1 I!SP'"Y 1 !fiE'" , MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Pre.<ent Datetrime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN y.,..,. >11~1SI'W y...._ 111~1SAY y,.. __ \(I~ISFWV.,.._ 1»~1SFWV.,..._ OO\ISI'l¥V.._ \ O~ISF'I'I Von->o~ISI'WV...-\O~ISAY v.-1 O~ISFW y..,_ 1 Q~ISFW y.,._ 1.Q~ISFW y,.._ OQ~ISI'W Von->_II~ISFW v ..... \IIMSf\V """-10 M:S?'W y,..._ O.UMSFW y.,._ >.IIM.SI'llfV.._ J.UMSI'WV..-'IIMSFW y.,.._ >OMJI'W v .... ->IIM:IFW V.ru..o J.ll_ INPUT DATA: Geogrids (Analysis) DATA Tult [lb/ft] Durability reduction factor, RFd Installation-damage reduction factor, RFid Creep reduction factor, RFc Fs-overall for strength Coverage ratio, Rc Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a. p Geogrid Geogrid type #1 type #2 3500.0 4700.0 1.15 1.15 l.l5 1.15 1.60 1.60 N/A N/A 1.000 1.000 30.00 30.00 0.85·tar<j> 0.85-tan~ 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 PA-5 PHASE3 Copyright © 1998-2013 ADAMA Engineering, Inc. Geogrid type #3 7400.0 1.15 1.15 1.60 N/A 1.000 30.00 0.85·tan~ 1.0 1.0 Geogrid Geogrid type #4 type #5 9500.0 1.15 1.15 1.60 N/A N/A 1.000 30.00 0.85-tan~ N/A 1.0 K/Ka 2.0 3.0 Page 3 of 10 License number MSEW-301738 X I 'VfN?! . 1 l!fR'Jt . I "UP'!! 'KWY I :rrwx h' "TWX . It wg:y . I "!'?'¥ . I tEDt?f "SSW¥ h II wp•y . If !IffY!! I "TR'" I 'VWY I "SSW¥ I t:!EY¥ It "SSW¥ If "SfW!! . 'S'ZSW!f 11 "55%1! 1 "UN!! . I MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date/Time: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN y.,.._ \ij MS'FW v.., .... 1 UMSFW v.,.._ 10 ~IS'FW Vm-lUMSA\1 Von-IU ~ISff'\1 v...-HIMSF1V V ........ 10 MSfi'N Von .... lUMSfil\1 V ....... \,OMSFWV ... _ l.UMSFWV.., .... HIMSFW V..,looo \UMSFW Von.,. l.(HISA\1 """'-HI~ISF.W v,.._ 1,(1 M'SF.W Von-1.11 USh"W Von-lU M:SfiWV ....... HIMSfW VIO'\;,.l(IMSB\1 """-\,(1 MSF.W """-l,UMSFW Vonlooo 111_ 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 1.0010.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yr = 130.00 lblft 3 ZIHd 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 cr <1> CRult <Z> 0.0 1.00 Geogrid Type #P> cr CRcr 0.0 0.26 3150.0 0.55 To-static I Tmax or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 cr CRult 0.0 1.00 Geogrid Type #2 cr CRcr 0.0 0.25 3071.0 0.53 3730.0 0.58 Geogrid Type #3 cr CRult 0.0 1.00 Geogrid Type #3 cr CRcr 0.0 0.14 3094.0 0.41 3767.0 0.44 <n cr = Confining stress in between stacked blocks [lblft 2] <2> CRult = Tc-ult I Tult <3> CRcr = Tcre I Tult Top of wall ZIHd 0.00 0.25 1---t--+-+--t--+--+-+--t--t---l 0.50 1---+--+----1--+--+--+--+----1--+-----1 0. 75 1---+--+--+--+--+--+--+--+--+---1 1.00 ._____l.__...L_---L._....L...---'.-....l...___J _ __t__L..__J 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CRult 0.0 1.00 Geogrid Type #4 cr CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CRult NIA Geogrid Type #5 cr CRcr NIA 0.50 In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. Type #1 Mirafi 3XT l.l5 NIA Type #2 Mirafi 5XT l.l5 NIA Type#3 Mirafi 8XT 1.15 NIA Type#4 Mirafi 10 .. l.l5 NIA Type#5 NIA NIA NIA Page 4 of 10 License number MSEW-301738 X I 'WYY . I "ZWX . I 'HEY¥ W'WYX H"SYJt 1 "ZWlf . I 'ZWY . I 'WWY . '?'TWX 1 !!tWX l!lr!UWX . ":SSW¥ . 'C"!fWM '9'75W¥ 'P'ZW¥ '9'7W¥ '2"55%¥ 'C"RWX I rqryy W'RWY 1 'ZI"WX I MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Datetrime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN """""' 1UM!if'l\l V ... loo \UMSf'W v,..._ tUMS~WV..,.,. 1_UUSf!WV,.._ '.IIU~~W y...,..,. ).0 MSFW Von-tUMSFWV.rn.... )IIMSFW """""' \0 MSFW v..,.,. 1,1,1M$FW y.,..,., HIMnW ""'""' 111MSFWV ...... 1t1M$FW Von..., 'IIMSI!W Von-lll ~ISfiW Von.,.. J.ll USf;W """""" tUM!FWV..-).IIMSFW """""' >.IIUSI!WVM-\(I ~ISfiW Vonloo 'II '-'SI!W v ....... lO_ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 6.00 ft } Batter, ro Backslope, (3 Backslope rise 7.00 [ft] 2.0 [deg] 0.0 [deg] 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) [S l] Strip Load, Qv-d = 0.0 and Qv-1 = 250.0 [lb/ft 2]. Footing width, b=lOO.O [ft]. Distance of center of footing from wall face, d = 53.0 [ft] @depth of 0.0 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] .---------, PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. X '2'2YX . 1 'ZFYX '?'ZWY ' 1 'UP'¥ '9!!ffWX . 1 'KWH '?'RWX 'P'ZWX h ' ·rrwx '''KEY¥ I 'ZW¥ JC!ZfWY h '2!!DY . '""WYY ''"SfW¥ re:KFY' Page 5 of 10 License number MSEW-301738 W'Y . !!SW!! '211!2"' H'US¥1! 'Q'UR'¥ I It MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA·5 Phase 3\Calculatiom;\LEVEL H=7'.BEN v ........ •uMSFWV..,...1Q~ISFWV...-1U~ISFWV,.....>Q~ISFWV"'-"JMSFWY...->UMSFIIIV,.._liiMSI'IIIV...-}UMSFWV,..._111MSFllt'V-\QMSFWVon-HHI$"FWV.,._IU~ISFIIIV...-1UMSfWV...-1UMSFWV-1Q\ISFWV-1Q)I$FW'V.,.._\,QM$FWV.,_Hir.ISF'IYVon-IIIMSf"'\\V,.._\IIMSFWV ... -•UMSF1YV...,_IU_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 9.34, Meyerhof stress = 1240 lb/ft2• F d rf D. rct · F 2311E /L 01626F . 293 oun atton nte ace: 1rect s 1 mg. s-ccentnc1tv. e -s-overtummg - # 1 2 3 4 GEOGRID Elevation [ft] 0.67 2.67 4.67 5.33 Length Type [ft] 5.00 5.00 5.00 5.00 # CONNECTION Fs-overall [connection strength] 2.23 2.23 4.20 4.21 Fs-overall [geogrid strength] 3.61 3.89 7.92 8.17 Geogrid strength Fs 3.610 3.887 7.922 8.170 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 9.681 5.648 4.569 2.982 Direct sliding Fs 2.034 2.541 3.366 3.767 Eccentricity elL 0.1389 0.0785 0.0335 0.0220 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 3.86, Meyerhof stress= 1928 lb/ft2• F d rf rd· 3 4 E /L 0 3132 F . I 57 oun atton nte ace: D1rect s 1 mg, Fs = 1. 7 ccentrtc1tv. e = s-overtummg = # 1 2 3 4 GEOGRID Elevation [ft] 0.67 2.67 4.67 5.33 Length Type [ft] 5.00 5.00 5.00 5.00 # CONNECTION Fs-overall [connection strength] 1.52 1.57 2.83 2.89 Fs-overall [geogrid strength] 2.74 3.06 5.63 5.96 Geogrid strength Fs 2.738 3.057 5.626 5.957 Pullout resistance Fs 5.132 3.151 2.212 1.497 Direct sliding Fs 1.228 1.631 2.414 2.863 Eccentricity elL 0.2617 0.1356 0.0499 0.0304 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT PA-5 PHASE 3 Page 6 of 10 Copyright © 1998-2013 ADAM A Engineering, Inc. License number MSEW-30 1738 If I l!fR(lf I "RR" '?"FEW¥ I l!fS¥1! If "55JYY ]( "&r*X It !!fWfl' I "WXl! 1 1152¥1! 1 wrwx I l!fn:::r 1 "fEll!' I "Sfll )( 1 I f'P)f)( I l!!f"l lf 1 !!PI !tWX If ttff*Y II ri'PK?C I! usn f) I ''§'"*¥ !! MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H;7'.BEN v..,_,U~ISl'WV...,_1U'-'SAII'Y,.._1ti~ISI'WV...,.,1QMSFWV..,_\U~ISFWV,..._<U~ISFWV.., .... 1U~ISF111'V"'"""\Q~ISFWV..,0.10MSfWV ... _\,O~ISFWVon-1U~ISI'WVon-1.U~ISF'ti'Von-).UUSI'WV..-IU~ISF«<'Von-lO~ISF'ftV...-\Q~ISFWV,.,._I.O~V..-\QJ,CSFWV ... _\,O~ISJ1WV...-<UUSFWV..,_\,Uiot'IF'fii'V..-oo_ BEARING CAP A CITY for GIVEN LAYOUT STATIC SEISMIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-uit 11573 7439 Meyerhof stress, crv 1239.6 1928 Eccentricity, e 0.59 1.27 Eccentricity, elL 0.118 0.254 Fs calculated 9.34 3.86 Base length 5.00 5.00 SCALE: 0 2 4 6 [ft] ,---------, PA-5 PHASE 3 Copyright © 1998-2013 ADAMA Engineering, Inc. x 'S"GWX wrrwx , mwr · wrrwr a"awx uwwx , 'WYX · 'C"ZWX · u"aw:: , mwr , "GYM , ·ww:: UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 10 License number MSEW-301738 WI? . '52 ""GWX !f"GWX Jti!!ZWY '?"RWY l!l:rrWY zt'ZR:Y lf"'R'¥ If MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN ,V<"'"" l.UMSEWVcrs10P J.UMSEIVVor<•on 1 UMSF.IV Vm1on 1 UMSF\V V<r>lon J 0 MSFW Ver<ion 1.0 ~!SEWYenlon 1.0 MS!i\V Vm1<>n) 0 MSF.WV<r<lon lOMSF.WVor<1on 1.0 MSFWVomon 1.0 MSFWVor<Oon 1.0 MSFIVV<mon 10 MSFW V<r>>On J 0 MSFW Vor>1on l.UMSFWVm1on l.OMSFWV<"'"" 10 M"SFIVV<r<lon J OldSFW Vmmn J 0 MSF\V V.r>1on 1 () ~ISF.\V Vor<>un J.IIMSE\VVonlon JO- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.311 and Fs-seismic = 1.374 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 5.00 2.034 1.228 1 Mirafi 3XT 2 2.67 5.00 2.541 1.631 1 Mirafi 3XT 3 4.67 5.00 3.366 2.414 1 Mirafi 3XT 4 5.33 5.00 3.767 2.863 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: elL static= 0.1626, elL seismic= 0.3132; Overturning: Fs-static = 2.93, Fs-seismic = 1.57 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.00 0.1389 0.2617 1 Mirafi 3XT 2 2.67 5.00 0.0785 0.1356 1 Mirafi 3XT 3 4.67 5.00 0.0335 0.0499 1 Mirafi 3XT 4 5.33 5.00 0.0220 0.0304 1 Mirafi 3XT Vomon J UMSF.W Vor<1<1n 10 ~!SEW Von1on .l.UMSF.IVYm•M JO MSF.IV Vmmn J.OMSEWVer<ion l.OMSF.WV<nlon 1 UMSF.WVc,-,1on 3 UMSF.IVYor<•nn 10 MSF.IV Ver:<1on 1 OMSF.IV Vm1on 1 O~ISFIVVmmn 1.0MSF.WVenion lOMSF.WVe"ion JOMSEWVor<ion J.OMSEWVor<mn .'l.U MSF.WV.mon .lU MSF.IV Vcrsmn.'l.UMSF\V Ve"mn .1 0 ~ISF.WVm1on \OMSF\y Vmion 1 U MSFWVONlon 1 U PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. 1! "W"" ' I!SR'"" , "STY' 1! "§S"'" · 1! !!%pt1' · 3! "SEV"' ' "fF"" 3 "§F"'" 3 "SWJD' 1 :!Sf""' · 1 wf''ll' · 1 "Sfm" 1! "ST'" Page 8 of 10 License number MSEW-301738 1 mppv 1 uscwv , :fSF))' , mf"" "wf%1! · 1 Wf]V , MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN Vor:<•on 10 MSFW V<«ton 10 MSF.IV Vmron .\0 MSF.IVV.Cioon .l.O MSFWVemon 10 MSF.W Vor~ionJ.OMSFW Vwton .1.0 MSEWVer10on \UMSF.WV<r<,nn 10 MSF.IVVmton J.OMSFWVor:<t<>n .1 UMSEIV Vor:<t<>n 1.\IMSFWV<r>ton 1 UMSF\VVo"'"" 1 OMSFWVomon JU MSEW Ver>ion J.O MSFWVor<lon 10 MSEWVorslon :l.UMSFWVo,.,ion l.OMSE\VV."Inn J.I)MSF.\VVor>ion J.O MSFW Voraon :<U_ RESULTS fur 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 458.24 233.23 N/A 3.610 N/A 2.738 Mirafi 3XT 2 2.67 1654 425.58 184.77 N/A 3.887 N/A 3.057 Mirafi 3XT 3 4.67 1654 208.79 136.31 N/A 7.922 N/A 5.626 Mirafi 3XT 4 5.33 1654 202.46 120.32 N/A 8.170 N/A 5.957 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 Le La A vail. Static Specified Actual A vail.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 1.000 458.2 233.2 4.67 0.33 4436.1 N/A 9.681 3548.9 N/A 5.132 2 2.67 1.000 425.6 184.8 3.70 1.30 2403.7 N/A 5.648 1923.0 N/A 3.151 3 4.67 1.000 208.8 136.3 2.73 2.27 954.0 N/A 4.569 763.2 N/A 2.212 4 5.33 1.000 202.5 120.3 2.41 2.59 603.8 N/A 2.982 483.0 N/A 1.497 Ve"ion 1.0MSFW Vm•nn J.UMSEIV Vmron 1.0 MSEW Vmmn 1 UMSEIVVenion 1.0MSEWVer>ton J.UMSE\VVor:it<>n .1 UMSF.IVVmion 10 MSF.W Vmmn JO MSEW Venfcm }0 MSF.W VmH>n 10 MSF.\V Vm10n l U MSffiVVmton .l.UMSFWVmton J UMSEIVVer<ton 1.0MSF.WVmton J.U MSEIVVen1on \UMSf:WVtt"on .l.Q M.~F.W y.,-;100 l.UMSF.IVVor;ion .lQ MSFW Vm1on l UMSF.IV Vm1on.\U PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. 1 mfY'l! "\!SfU'" 1 uspp ' mEl!" ]fUSE'' 1 t!SE"" , ::SEW" , "W)][" • 1 t!Sf)" 1 !!55))" 1 "SfY'" Page 9 of 10 License number MSEW-301738 1 "W"" 1!\fsf'' . , MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:26:00 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=7'.BEN Vmoon 1 OMSFWVco>1on 3 UMSEWVc1':!10n 1 UMSF.IVVm1on 10 MSEIVVo"lon 10 MSFIV Venion 1.0 MSF.\VVemon; OMSF.W Vor-.oon 1U MSF.WVor>oon 1.0 MSI'\V VenOm J 0 MSFIV Ver\ion J.O MSF.W Vor<>M 3.0 MSF.W VmiM 3 0 MSF.IV Ver-;•M 10 MSEIV Vor<ooo J O~ISEWVcrsoon HI~ISF.WVc,.,,on J.OMSEWVor>1<>n 1 UMSF.W Yo"'"" 1 UMSF.\V V'"'"" 1.UMSF.\VVor\ion l.O MSF\V Vmoon J 0>===== 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 [ft] [lb/ft] connection connection strength strength, strength strength name {short-term {long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRull CRcr [lb/ft] 1 0.67 458 1.00 0.34 1022 1654 N/A 2.23 N/A 3.61 Mirafi 3XT 2 2.67 426 1.00 0.31 949 1654 N/A 2.23 N/A 3.89 Mirafi 3XT 3 4.67 209 1.00 0.29 876 1654 N/A 4.20 N/A 7.92 Mirafi 3XT 4 5.33 202 1.00 0.28 852 1654 N/A 4.21 N/A 8.17 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax ******Important: Hinge height concept is ignored.****** # 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 {short-term {long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRull CRcr [lb/ft] 1 0.67 691 1.00 0.27 818 1654 N/A 1.52 N/A 2.74 Mirafi 3XT 2 2.67 610 1.00 0.25 759 1654 N/A 1.57 N/A 3.06 Mirafi 3XT 3 4.67 345 1.00 0.23 701 1654 N/A 2.83 N/A 5.63 Mirafi 3XT 4 5.33 323 1.00 0.22 682 1654 N/A 2.89 N/A 5.96 Mirafi 3XT y.,.,i;,n 10 ~ISf.WVer~ion J UMSF.W Ver;mn '\0 MSF.WVmoon J.O MSF.WVerlion 30 MSFIV Vmion 30 MSF\V Ver<ion 3.0 MSEWVer-;ion )UMSF.WVc"oon J OMSF.WVcrslon J.OMSEWVe"mn J.O MSFWVe,..mn J.O MSF\V V<r<mn l 0 MSFW Vmron JO MSEW Vmron 10 MSEW V.t<1<>n 1.0MSiiWV<r<ion J.O MSF.W Vor.mn .1.0MSEWVe"'on 1.0 MSFW V<"oon 1.0 MSEWVen1on l.UMSEIVVcdon ;1 U PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. '"W"' 'b!SS'' ''WE"" . '"§f"ll'. 1"!fsf)ll. , ... E"' '"§E"" '"$E""' · '"5EWlf JIO!sf111" • Page 10 of 10 License number MSEW-301738 1 "SliP' 1 \!Sf"" , t!SEYJr J "Sf"'V. 1 USE"" 1 USf"V. 1 "SU))V 1 !!SE"" 1 USE""' 1 MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr 11 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calcu]ations\LEVEL H==4'.BEN or<ion 1 UMSEWYmmn ).(l~TSEIVVenton l.OMSF.WV<r<1<>n .1 O~TSFIV y.,...ton 1.UMSF.IV Vmmn J.Q MSFIVVer>ton l.UMSEIVVmton '10 MSFIV Ver>ton l.UMSF.WYerlt"n 10 MSEWVmoon J.Q MS~IVVenion .\0 MSFWVor<><>n '-0 MSF-W Ver;>On .l.O MSFW V"'ion 1 U ~l<;EW V""'"" 1 U MSF.IV Ver.<•on 10 MSFIV Vor<ion JO MSFW Vemon 10 MSF.W VmtM) 0 MSEIV V<r>mn 1 UMSFIVVer<ion 10 ~ AASHTO 2002 ASD DESIGN METHOD PA-5 PHASE 3 MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: PA-5 PHASE 3 641-499 GEOGRID RWS, INC. MMM H=4', LEVEL BACKFILL, 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@ red 1 engineering.com Original file path and name: R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H= ..... ..... tions\LEVEL H=4'.BEN Original date and time of creating this file: 4/8/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. Page 1 of 10 License number MSEW-30 1738 MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date!fime: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Venion 1.UMSFWYe<.1on :l.U~ISE\VVm1on 1 UMSF.W Vm>On 10 MSFW Vcnoon ~0 MSF.W Ver~ion l.OMSFW Vmmn J.O MSF\VVmion 10 MSEW V'"'"'" .l.U~ISF.\VVer>1on l.UMS!iWVcn1on :1 UMSE\VVcrs•on :l.OMSFWVerlion 1.0 MSEWVmoon J.O MSFIV V<f'<ion 1 UMSEWVo,-,lon 10 MSFW Vmion 1.0 MSEWVtr\IOn :10 MSF.WVonion J.O MSFW Ve"'on 1.0 MSFWV<"'"" :l.UMSFW Vonion J.Q = SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <!> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <!> 126.0 lb/ft 3 35.0 ° 126.0 lb/fP 35.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouiv. 126.0 lb/ft 3 Equivalent internal angle of friction, <J>equiv 35.0 o Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability)= 0.2710 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, \j/= 62.50° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.2710 (if batteris less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 46.12 N y=48.03 SEISMICITY Maximum ground acceleration coefficient, A = 0.450 Design acceleration coefficient in Internal Stability: Kh = Am= 0.450 Design acceleration coefficient in External Stability: Kh_d = 0.225 => Kh = Am= 0.225 (Kh in External Stability is based on allowable displacement, d = 55 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 0.4005 Kae ( Kh = 0) = 0.2579 A Kae = 0.1426 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. v , t!SP"'' , t!Sc\111' , WE'" , t!Sfpll' , t!SP"" , r(<fYtl' ·, "SE'Y' , "ff"tl' '•cys,. 'USE"'" , usc"'' , uscwv Page 2 of 10 License number MSEW-301738 }J"SE"'" J(!!SBJ')< , "Sf))'" · 11usmu1 1 MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date!fime: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Von-H~~ISFW\1,.._1,!1~1SFWV...,_1,Q\ISFW'Von.,..1.0~ISPIII'V..._1_0M5FW'V...-1.U~ISFII'Von-HJ~ISFWV....-).0~1Sl'WVon""'HJU5Fl'IV,.._\O~I$FWVon""'\·OM$FWV..,_)UUS'F.WV..-•U~ttF111V ..... \O~ttFWV..-'.O~-V...-1,11M$FWV..-\O!.UFf/V...-1UioiS'FWV...-1.0~1SF.'f1Von.,..\O~ISFWV..,_\U~V-\U- INPUT DATA: Geogrids (Analysis) DATA Tult [lb/ft] Durability reduction factor, RFd Installation-damage reduction factor, RFid Creep reduction factor, RFc Fs-overall for strength Coverage ratio, Rc Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geogrid Geogrid type #l type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 N/A N/A 1.000 1.000 30.00 30.00 0.85-tar<jl 0.85 -tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geogrid Geogrid Geogrid type #3 type#4 type #5 7400.0 9500.0 1.15 1.15 1.15 1.15 1.60 1.60 N/A N/A N/A 1.000 1.000 30.00 30.00 0.85 -tanp 0.85·tanp N/A 1.0 1.0 K/Ka 1.0 2.0 3.0 PA-5 PHASE 3 Page 3 of 10 Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 x wrrwx 11 mwx · wvwx · 'CWR'¥ · ' wwll ' 'WY" · ' ·mw · ' "W::C :c 'W':C :r wswx 11 ·rrswx wunx 1f "ZWY , "PZ?t ZW' I 'SfY¥ I I "RWX If "fWlf ' II '1'7'1! I '1W!t MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN y.,_.,.,UMSFWV ... _\UMSAIIIVon-\UMSf'WVon-1UMSAifV.,.._10MSF11fV..._1_UMSFWV..._1_0~ISFWV..-1.0MSFWV..-10~1St'WV..._1.UMSFWV-1QMSFWV-1.QAISFWV"""""1.0~1SFWV..._1_Q~ISFWYon-IJI~ISFWV...-1.0MSFWV..._oQNS!'11fV..,_\OioCSFWV-..1.0~1SFWV.,._10~1$FWV~1UMSFWV...-\U- 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 1.0010.67 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yr = 130.00 lblft 3 ZIHd To-static I Tmax Top of wall or To-seismic I Tmd ZIHd 0.00 0.25 1---f----1--+--+--+--+---+--+--+---1 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 0' (I) CRult <2> 0.0 1.00 Geogrid Type #Jl> 0' CRcr 0.0 0.26 3150.0 0.55 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 cr CRult 0.0 1.00 Geogrid Type #2 0' CRcr 0.0 0.25 3071.0 0.53 3730.0 0.58 Geogrid Type #3 cr CRult 0.0 1.00 Geogrid Type #3 0' CRcr 0.0 0.14 3094.0 0.41 3767.0 0.44 (I) 0' =Confining stress in between stacked blocks [lblft 2] <2> CRult = Tc-ult I Tult <3> CRcr = Tcre I Tult 0.50 1---+-+---t--+--+--+-+---t--+--l 0.75 1---+-+---t--+--+--+-+---t--+--l 1.00 1----'---'-----'-_j_-.J....____L_...l..,____J _ _j____J 1~ 0.00 QW QW Q~ To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CRult 0.0 1.00 Geogrid Type #4 0' CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CRult NIA Geogrid Type #5 0' CRcr NIA 0.50 In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 Mirafi 3XT 1.15 NIA Type#2 Mirafi 5XT 1.15 NIA Type#3 Mirafi 8XT 1.15 NIA Type#4 Mirafi 10 .. 1.15 NIA Type#5 NIA NIA NIA PA-5PHASE3 Page4of 10 Copyright© 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 x "mnx 'c:rssrx ' mwx 'P"tmx U"WYX ' 'W::: " m 11 "IfW¥ '?'7FW¥ '?"twx , mwr 1t "ZWY : "SWJt : "SZ::C l!!"RWY "t!!RWY "wwx 11 wwx t 'R"UY¥ 11 "tEWY , wrr·x · , MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Datetrime: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Von-IU~ISFWV...-\UMSFWVon-~OMSPN V""""' lO~ISFW y..,_ 10~1SI'W y...,_ }0~~ y.,.._ 1U~ISFW' v..-1.0~1SFW v...-\OUSFW y.,.._ ).O~ISFW y...._ 1.11 ~ISFW v...,.. \.0 M!:FW y.,._ J.U~ISFW .......... 1 O~ISFW V..,._ 10~1SFWV..,_ J.O~ISI'W y..,_ HINSFW V...-J.OMSF111' V ...... J.OMSFW y..,_ J.O~ISFWVon-\QNSfllll """""' \.U_ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, P Backslope rise 4.70 [ft] 2.0 [deg] 0.0 [deg] 0.0 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H= 3.70 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) [S I] Strip Load, Qv-d = 0.0 and Qv-1 = 250.0 [lb/ft 2]. Footing width, b=IOO.O [ft]. Distance of center of footing from wall face, d = 53.0 [ft] @depth of 0.0 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: PA-5 PHASE 3 Page 5 of 10 Copyright © 1998-2013 ADAMA Engineering, Inc. License number MSEW-301738 y ?! "S'iWY . If "!FliP ww y . 'ett·swv h ' WSW¥ . ""SL"B'Y . lfti'UM'Jt . 1 ::rn:::r . ]( "§Fll!lt ""ff'XX I l!ff*J( I l!fWJ! I l!fWY . "l!ffW!! I "ffWY I llfW¥ hi! "'SWM If :CSSWY b lr:!SIT!l . 12170[]( I "SR::C . I MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date/Time: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Vtn-\IHISF'l¥ y..._ \U\IS~'W v...,.,.. >uMSFW y.....,., 1 O~ISFW y....,. IO~ISFW y..._ \U \lSFW Vtn.,. HIMSFW v..,.,. HI ~ISFW Von.,.. \(1\fSFW V.-\II USFW y..._ 111 ~1St-, y,.._ 111 ~ll:FIY y.,._ IUMSF'fl' v..,.,.. 1 UMSFW v..,.,. lUMSFW y,.._ H.>USFW v..,.,.. 1.UMSFW V.....,. IUMSFW Vm.,. \QMSFW v ... .,.. 1U~ISFW Von.,. IU"SFW y,..._ \11- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 12.42, Meyerhof stress= 785 lb/ft2. F d rf D. I'd' F 2 347 Ec /L 0 1415 F . 3 36 oun at10n nte ace: 1rect s 1 mg, s-centncltv. e -s-overtummg - # I 2 GEOGRID Elevation [ft] 0.67 2.67 Length Type [ft] 4.00 4.00 # CONNECTION Fs-overall [connection strength] 4.26 5.52 Fs-overall [geogrid strength] 7.51 10.55 Geogrid strength Fs 7.505 10.553 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 10.074 5.250 Direct sliding Fs 2.103 2.825 Eccentricity elL 0.1133 0.0451 Product name Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 7.17, Meyerhof stress= 1033 lb/ft2• Foundation Interface: Direct slidinl!:. Fs = 1.48 6 /L 0 2472 F . I 98 Eccentnc1tv. e = s-overtummg = GEOGRID CONNECTION # 1 2 Elevation [ft] 0.67 2.67 Length Type [ft] 4.00 4.00 # Fs-overall [connection strength] 2.73 3.58 Fs-overall [geogrid strength] 5.01 6.97 Geogrid strength Fs 5.014 6.970 Pullout resistance Fs 4.490 2.304 Direct sliding Fs 1.367 2.076 Eccentricity elL 0.1907 0.0645 Product name Mirafi 3XT Mirafi 3XT PA-5 PHASE 3 Page 6 of 10 Copyright© 1998-2013 ADAM A Engineering, Inc. License number MSEW-301738 X It weyy If :rsrwx I mgry It "SWY ]("SSM?! 1 "fWf)f 'P"SS'flf I t!SS!!M I I!SWfl' I "fr":: I "!1-ut" 1 "Sf*' 1 "SF*' 1 !!IFJI :r I "UJJ!X 1 "SPY' 1 Iff§])" 'O"fSlf)( I "'E'Yl! I l!fFWJ! If ':!t"WY If MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Datetrime: Mon Apr I I 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN v...,.,. \Q MSFW V-\ U MSFW v,..._ \(I~ISf!W ""'""" 1.UMSFW """""' 1.(1 MS"-w y..,_ \,UM:tf'W """""' 1 Q MS!iW \I-1,(1 ~ISFW V-\(IU$FW V...-\.U ~ISFIY Vtn-\,U MSFW \I-1 U ~ISFW v...,;,. HlM$FW """""" 1.U~I$FWVon-\.U HSFW """""' I.U~ISF.W Von-\UMSF.WV.niooo I.UMSFWVon-\,UUSFW y...;., I (I ~ISFIY V...,looo 1.U"'-"I'W """""' \U_ BEARING CAP A CITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-uit 9751 Meyerhof stress, crv 784.8 Eccentricity, e 0.39 Eccentricity, elL 0.097 Fs calculated 12.42 Base length 4.00 SCALE: 0 2 4 6 [ft] PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. SEISMIC 7405 1033 0.78 0.194 7.17 4.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 10 License number MSEW -301738 ?f ' "!R'X ' ::SW:C · 1f "RDW · : "SSX:C : "97t1f ' "S'JY:: ' t!!WX ' I!!RP' · I!!R')( ' '7211! ' •qrn[)' ' 'VW'Y · ' "Sn'Y 'O"S'l'W 11 'W"WX · 7 'MD' X · 'R'SfW¥ · l?!SW¥ '?"TWX '9'78Y¥ 'R"IWY ' MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Vomon 30 MSEW V<r\IM J.Q MSFWVonion 1.0MSF.WVtr<1on .1.Q ~!SEW Vor11<1n 10 MSF.IV Vor>ion J.O MSFWVm1on .1 0 MSF.\VVmmn :<0 MSEW Vor.!1<>n 1.11 ~ISEIVVer<oon :l.Q~!SEIVVcr<mn J.U~!Sf:WVer~1on J.O MS~W Vor<ion ).0 MSFWVer<ion 10 MSf.W Vm1<>n .1.0 MSF.IVV«;I<>n 1,0MSF.W Vm>On :1.0 MSFIV Ven;,n J.O MSFWVenion :1.0 MSF.\VVer<ion 1.0 MSFIV V<r<iun 10 MSFIV Vm1on 1 0~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.347 and Fs-seismic = 1.486 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 4.00 2.103 1.367 1 Mirafi 3XT 2 2.67 4.00 2.825 2.076 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: elL static= 0.1415, elL seismic= 0.2472; Overturning: Fs-static = 3.36, Fs-seismic = 1.98 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.00 0.1133 0.1907 1 Mirafi 3XT 2 2.67 4.00 0.0451 0.0645 1 Mirafi 3XT Venmn 30 MSF.WVtr.;10n 3 OMSF.\VVor!1on 1 OMSFWVor;1on J.O MSF.W Ye<.1lon 1.0MSF.WVer~ion J.OMSFIVY<t!1on 1.0 MSF.IV Vor.;ion :10 MSFWVemon 1.0 MSFWV.r<ooo 10 MSEW Vor<ion J.O MSFWVm"'n 10 MSF.W Von1<>n 10 MSF.IV Vm1on l 0 MSF\V Von1dn 1 U MS!i\V V•nt<Jn 10 ~!SEW V<r<10n 1 OMSF\VVer<1on 3 UMSF.IVVon•on 3.0 M~EIVV<f'>ion J Q MSF\V Vemon 3.0 MSF\VVen1<>n .l U PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. *" 1 "SFR' 1 • f))" 1 "SEPV 1 "SID'" 1 "SE"'lf 1 "S'illtl' 'USE"" 1 ti$5P" 1 USFR'" ""SP""' 1 !fff""'. '9'55""' , wf'¥" Page 8 of 10 License number MSEW-301738 ""SSJJ J! ' "WP'Y 1 "SfP/l' ' "SfJJ 1! ' MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Date/Time: Mon Apr II 14:25:32 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Ver<;mn J.U MSFWVer<~on 1.0 MSF.\VVm>on J UMSEWVmlon 10 ~ISF.W Vor11on lO MSF\V Vmlon l.OMSEWVe"'"" .1 0 MSF.W Vtn!M JO MSF.W Version J.IIMSRWVor>lon J.O MSFWVo"mn J.I)~ISEIVVor<>on J.OMSFWVc"mn J.O MSEIVVer>ion 1.0 MSFW Ver<IDn 10 MSF.W Yor~mn 1 U MSiiWVenmn 10 MSEWVm1on l.U MSEWYer<1nn lOMSE\VVott"'" 1.0 MSFW Y.,-.1on 10 MSEWVm>on l.U ~ RESULTS fur 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 220.39 175.22 N/A 7.505 N/A 5.014 Mirafi 3XT 2 2.67 1654 156.74 128.90 N/A 10.553 N/A 6.970 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 Le La A vail. Static Specified Actual A vail.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 1.000 220.4 175.2 3.67 0.33 2220.3 N/A 10.074 1776.2 N/A 4.490 2 2.67 1.000 156.7 128.9 2.70 1.30 822.8 N/A 5.250 658.3 N/A 2.304 Vmion J.OMSFW V<r-<>on 10 MSF.W Vmmn 10 MSF.IV Ver>>on .l.ttMSFWVer<l<ln :1.0 MSEIVVmHJn 10 MSFW Ve"ion lOMSF.WVor~•on 10 MSF.W Vmmn 10 MSFW Vm1on 1 OMSFIVVe"'"" J O~ISEWVmoon J.O MSEWVer<ion JO MSF\V Ver<ion 10 MSF.WV.r.;oon J.O MSFWVenoon 1.0 MS~\V Ver.<illn 10 MSF.W Vm10n :l.UMSF.IVVe"ion 10 MSF.\V Vm1on .1 OMSFWV<"'"" J.IIMS~WV<n•on J.O PA-S PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. , , !!SEWJ[ , "fF\)11' , "SEl'"' "o!Sf""' ' t!Sf'" . lftJSE"" '"55\1"' "HSEW" , !!fE'' , U$5\)11' 11!!S!J"' , !fSE""' · 't!SEP" Page 9 of 10 License number MSEW-301738 'WEYJr 7 wf""' · 7 "W"" '\!SE""' · , MSEW --Mechanically Stabilized Earth Walls PA-5 PHASE 3 Present Dateffime: Mon Apr II 14:25:33 2016 R:\1 Active projects\PA-5 Phase 3\Calculations\LEVEL H=4'.BEN Ve,.ion l.{JMS~W Vor~k>n 1.0 MSHWVo"'"" 3 OMSEWVorsmn 1 OMSF.IV VorS>on J OMSFW Ver<ion 1.0 MSEWVo"'"" .1.0 MSEW Vmiun 10 ~ISEIVVcrS>on J.O MSFIV Vor.~ion J.O MSFIV Vo,.ion J.O MS~IV Ver<ion JO MSFIV Vmron 10 MSFIVV<r<ion 3 0 MSFW v.,-,on .1 UMSF.WVo"'"" J UMSE\VVo""'" 1 OMSEW Vmt<>O 10 MSF.W Vor.lfM 10 MSE\V Vors100 l.U~ISEIVYo"'"" J.O MSEW Vmlon 1.0 ~ 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 [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRull CRcr [lb/ft] 1 0.67 220 1.00 0.31 938 1654 N/A 4.26 N/A 7.51 Mirafi 3XT 2 2.67 157 1.00 0.28 865 1654 N/A 5.52 N/A 10.55 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 [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRull CRcr [lb/ft] 1 0.67 396 1.00 0.25 750 1654 N/A 2.73 N/A 5.01 Mirafi 3XT 2 2.67 286 1.00 0.23 692 1654 N/A 3.58 N/A 6.97 Mirafi 3XT Vm1on 10 MSF\V Ver<k>n 10 MSEW Vmion ).0 MSEWVcr>lon l.OM$1\IVVe"ion) OMSEIVVor,on 10 MSEIVVer<,on J 0 MSFIV Ver<ion 1.0 MSEWVmwn J.O MSFWVmion J.O MSPWVe"ion 1.0 MSEWVor<~<>n :<O MSFW VmiM 10 MSF.IV Vonion 10 MSFW Ver<1<>n J 0 MSF.IV Von><>n JOMSFIV V«<1on J UMSF.WV<t>1on JOMSEWVo";0n }.0 MSF\V y0,..,10n 1 UMSf.IVVe«H>n 10 MSF.W y0,.,,0n 11) PA-5 PHASE3 Copyright© 1998-2013 ADAMA Engineering, Inc. !f 1 '§511!\! rqwfr J1 ' "ff"'!( ' el£f!!/¥ • 1 "Sf'"' • z "ff\l!V 1 wp»1ll 1( wpr 1 1 "fijll/J! 1 !!Sf""' 3 H$"))" 1 "SF""' 3 "SEW" Page 10of 10 License number MSEW-301738 1 "SF"" 1 wfD' 1 t!SE'V "SFY' 1 GRAVITY WALL SRWall (Version 4) Report Project Identification Project ID Project Name Owner Client Prepared By Company Address Telephone Section Project File Vendor Data File Date and Time Type of Structure : 641-499 : PA-5 PHASE 3 : GEOGRID RWS, INC. :MMM :SLOPE H=2' : SLOPE H=2' .prj : 10/13/201515:13:15 : Gravity Wall Wall Geometry Grades Design Wall Height(ft) : 2.67 Embedment Wall Height(ft) : 0.50 Exposed Wall Design Height(ft) : 2.17 Number of Segmental Wall Units : 4 Wall lnclination(degrees) : 2.00 Top Slope(degrees) Broken Back Distance(ft) :26.60 :6.00 Uniform Distributed Surcharge Live Load Surcharge(Psf) : 0.00 Dead Load Surcharge(Psf) : 0.00 Soil Data Soil Zone Description Cohesion (c) Retained Soil Leveling Pad Soil Foundation Soil 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) : Vertica Pro 2 Degree Batter :4.00 Unit Weight (lnfilled)(pcf) Center of Gravity(lnches) Unit-Unit Interface Properties :8.00 :20.00 : 18.00 :0.28 : 215.00 : 129.00 : 10.00 Minimum Shear Shear Friction Maximum Shear Capacity(lb/ft) Angle Capacity (lb/ft) 1257.00 6.00 2000.00 Vertical Components Vertical Components of Earth Pressures Used Cofficients of Earth Pressure and Failure Plane Orientation Retained Soii(Static)(Ka) Retained Soii(Static)(Kah Horizontal Component) External Modified Back Slope(Bext) Orientation of failure plane from horizontal(degrees) for External Stability :No :0.355 :0.298 :26.600 : 50.160 (psf) N/A N/A Friction Unit Weight Angle{ <D) (degrees) (y)(pcf) 35.00 126.00 40.00 100.00 35.00 126.00 Result of External Stability Static Analysis Calculated Design Criteria FOS Sliding 2.28 > 1.50 FOS Overturning 3.78 > 1.50 FOS Bearing Capacity 23.18 > 2.00 Base Footing (B)(ft) 2.17 Results of Internal Stability Static Analysis SRWUnit# Heel Elev (ft) FOS Shear >=1.50 4 2.00 137.53 3 1.33 34.79 2 0.67 15.64 Wall Geometry Layout 0.07 ft. --...~~ 2.67 ft. 0.50 l_ 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 6.00 ft. : 641-499 : PA-5 PHASE 3 : GEOGRID RWS, INC. :MMM :SLOPE H=2' : SLOPE H=2'.prj : 10/13/201515:13:15