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Home My WebLink AboutCT 14-06; AFTON WAY; ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS FOR AFTON WAY CITY OF CARLSBAD, CALIFORNIA; PUD 14-09, HDP 14-05, DWG 495-9, DWG 495-9A, GR2016-0050, ROW 2016-0061, SWMP 16-26; 2016-11-08Anchor Retaining Wall Structural Calculations for Afton Way City of Carlsbad, California November 8, 2016 W. 0. #653-000 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 ,z/t'l/t~ November 8, 2016 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Subject: Mr. Mike Stevenson Anchor Retaining Wall Structural Calculations Afton Way City of Carlsbad, California W. 0. #653-000 Please find enclosed the structural wall calculations for the Afton Way Anchor retaining walls. The Anchor retaining walls were 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 Request for Soil Parameters by Leighton & Associates, Inc. dated September 1, 2016. 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 matt@red1engineering.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 matt@red1engineering.com ABBREVIATIONS: f C g Tu1t RF er RFd RF id LTDS FS Tai Tei Tse Ci Cds = soil internal friction angle = soil cohesion value = soil unit weight in pounds per cubic foot = ultimate tensile strength = creep reduction factor = durability reduction factor = installation damage reduction factor = long term design strength = factor of safety = allowable tension = peak connection tension = serviceability connection tension = pullout soil interaction coefficient = direct shear soil interaction coefficient I_ LEVEL BACKFILL -250 PSF SURCHARGE (WALL #2, #3, #4, #6, #7, #8, #9, #10) ................... ~i~········· .......... ·············································-·· .. ······-···-·········-·· .. .................................... ············~····· """'"" 3.0MSEV, Vmom J.O MSEW Vm.,o J.O MSEW Ve,""'° J !• \!SEIV W,,.,o,. 30 MSEW """°''" ~ U M&LW Voo,im1 .1 0 MSEW Vm•'• J ') MSEW V,.,,,,,. 3 ~ MSEW ""'"0" JJ, M5E\\' \,cr:,"X4d.O M&E\\' Voraeoi.1 0 MSE\\. V«aian '<1 MSEW \'m"'o :rn MSEW """"" "J [J M,EW Vor,IO!l l.O M&EW Vor<i,ot _\.O MSEV, Ve:,"'" .l t1 MSEW V,rnoo JO \.!SEW """''" 3.0 M.~E\11' Wl'K>ed U SEW --Mechanically Stabilized Earth Walls AFfON WAY · esent Date/I'ime: Thu Sep 15 15: 10: 14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8' .BEN 3.0!1-m;:w Vcffi,01.,.0M&loW Versom.lOMStW Vo,,i,10 .lflMSJ;WVc,,ooo J.O.\lSl,,\'\'Q'!m3.IJM~Ell>' V,'N,,1L .1.0MMlW Vm••• .SOMSCW \'or,,io :!OMSEWV""'"'" JOM!ili'W'io,,oo l.~MS!lW "'""""'~OM&EW Voe<""' ,10MSEW Ver,"o 'OMSEWVM>0>0 JO'<IS!o"WV""ooo JO.\l.~h>'iW""'1, .l.Qllt',6W lro«ico, .IOMSEW Ym,u" .1\lMSl,W \':1>1.io J.OMS!,W V,:,>!Oh ~{)MSbV/ \'""X," .'.O , AASHTO 2002 ASD DESIGN METHOD AFTON WAY MSEW(3.0): Update# 14.96 PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM H=8', 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@redlengineering.com Original file path and name: R:\l Active projects\Afton Way\Calculations\LEVEL H=8'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. j AFTON WAY ! Copyright© 1998-2016 AD AMA Engineering, Inc. •' ,nue~u;v..,.._.. ,()),!Sltl,;.'..J{-«WJ1.ll).MSllleJ! •. ~;i,Q.Ml:F.W.¥=ioo;;&.'""-'" .. i,'="'ll ,oocem. •· Page 1 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFI'ONWAY Present DatefI'ime: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN Ve~,1,,·, .;.OA1SEW Vomea, .' U M~"EW Vouum l U MSl!.\I' Vm"o .1 U \ISl:.'>Y Vemoo) fl ~1Sl:.W V,o,i<," 3J! M.%1\' V«,foa J.U MSEW Vmim .1 0 MSf.W \'or,o,a 1 ~ MSl!.W \'<1>100 3 n MSbW \'"'""" J.OMSEIV '""""' .< UM~"EW Ve"""' .1 U MSl'W ""'"" '0 MS!;W Vo,;ooo :!.0 .\ISJ,.W Ve»>00 JJ!.\1Sh'\\' """''"" 3 U M\EW ~or<ic•, 3.U MSEW l'mi,hLl O MSl!.W \'m«>o l O MSic.W V<>"oo ) () ~l~hW VeMoB< 0 , .d .. 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yeouiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHI-00-043 equation) Kae(Kh>0)=0.4561 Kae(Kh=O) =0.3478 L\ Kae=0.1082 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 2 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15: 10: 14 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=8' .BEN :i., Veo.io" .WMSEW vcr,<i,odOM&'E\Y Voi,Oo, lUMSf:.11' l'e,,.,oJOM:iliWVea>,oo JO.\!SI:."\\" V,-,,.K>1<:!.!JM~EI\" """"'''"'U,\l&'EW Ver<tloo.1.0MSEI\' Vcm,o.1 OMSf:.WVe<>too lO~l.~l:."\\"V,a"°" 3.0M.~EW \loooon ;i.UM~EW V0«hoe .1 OMSEW Vmnm 'ilMSf:.W Vmooo JOMS!oW"\""'""" JOM$bWVe"io,' .'.U~t~EW Vmi,oi.1.UM&f.W Vmiuo .HlMSl':\l'Vm,oo WM.'U:WV.,..,oo l!JM.%"\\'V<""'" ;!.0 -------'~-' 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a Geo grid type #1 3500.0 1.15 1.15 1.60 NIA 1.000 p 30.00 0.85-tar~ 1.0 Geo grid Geo grid type #2 type #3 4700.0 7400.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tanj> 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z 0 ft 3.3 ft 6.6 ft 9.8 ft 13.1 ft 16.4 ft 19.7 ft AFTON WAY K/Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Copyright© 1998-2016 ADAMA Engineering, Inc. z [ft] 0.0 0 6.6 9.8 1.0 , ................ 16.4 26.2 32.8 ; I Geo grid type#4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 Geo grid type #5 NIA NIA K/Ka 2.0 3.0 ' ' ' Page 3 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN "'"'·"'' ;.O M%W "°""'" ,, U M~liW Vor<i1,n .l U MSf:.W Vm,io 1 n l,lSf:.WV,.,,.,.,, 3.11 .\l~t..W V.:t>><rd.!! MSE\\" v,";,.,,.;.u MSE\\' Vmiml .HI M~flW Vt""' 1 Ll MSf:.W Vern,>, 3ll M~°""'V<>>>O• 3 !J M.WW "'"~'" ;1.U M~li\V Vmico1 .1 U MSEW Vor,O,n 1 n MStW Vo,;roo) 0 MStW\'<>'lon 3.0~1.~h-V." """"°" ;< ()l\t\EW Ve«i<od.U MSEW y._ ... ,,,., 0 MSl':W ""'""" J O MSr.W ""'""" 3 !I !11S1,.'W "\l<l'ic>tc 3.0 =~-== 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 I Tmax Top of wall or To-seismic I Tmd ZIHd 0.00 0.25,..._···-···c-··-······<··············,-····-C----s~-·f-········<·······+·········+·-1 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 cr <ll CRult <2J 0.0 1.00 Geogrid Type #l 3l cr CRcr 0.0 0.26 3150.0 0.55 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 cr CR ult 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 CR ult 0.0 1.00 Geogrid Type #3 cr CRcr 0.0 0.14 3094.0 0.41 3767.0 0.44 OJ cr = Confining stress in between stacked blocks [lb/ft 2) <2J CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult 0.50 •............ , ............... , ............. ..,. ............ , ............ , ............... , .............. . 0.75 ............... , ............... , .............. ..,. ............ --,. ............. + ............. , .............. . 1.00---~-~----~-----~ 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 cr CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult 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 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 AFTON WAY Page4 of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present DatefI'ime: Thu Sep 15 15:10:14 2016 R:\I Active projects\Afton Way\Calculations\LEVEL H=8'.BEN .l, """"'" ;i0/1-1',EW v<r'Oon .,.OMSEW l!o<Siu,1-lOMSI,\l'Vo,,.,a .1ftM5EW\\oswo 3.<!MSJ;W'\'"""'" ;l,()M.~t:111' V<l>Xo• .'.UMl.EW Vm,,,,;1 OMSEW V<""'' 1 clMSEWVemoo JOMShW\'c,'-"'" 3.!/M.%W VcOO<o1.WMSEW Vcr,i,,n.,oM~EW Vor,,,a 1,J,,!SE\VVe,>ioo :!.OM~EW\'<>'loo 30.\1-~h-.,,"lle""'" ~-O~t',EW Vo«i,a, .l.OMSEW l'o,,u,o 'llMSE\\'\'m,oo 3.0MS!,WVm1<>0 JJ!M.%-WV<l>io:o 3.0 __ =-~ 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 = 7.00 ft } Batter, co Backslope, [3 Backslope rise 8.00 [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) [Sl] 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] AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 5 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN "•"'*'• .a.UM3E9! Vor<i,,n.1.0M~"EI~ Vct&on1 '0MS!':W V,,,.,o 10MSioWVe,-,oo l!!MS!o"I'," \'""'°'' ,~M.~E ... Veoa,o, .<.OM5EW Vmilo,.1 UMSf,W Vorso,o 1 OMS!':WVer;..,, lllMS!,."\YV"'''°" 3J!M.%"1>' "'"ion 3.UM~EW Vor<jui,.lUMSEW Ve,si,rn 1.0MSJ;W Vr,;rooJ O'f~hWV""1on J.OM$bWV<NOn .<OM~EW Vmi<0d.OMSEW Vmim.1 <lMSJ':W \'"'"" J OM~tWV,,,,.t<>o l!!MSh>VV«s,o=, J.0,-.w.,= ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.59, Meyerhof stress= 1314 lb/ft2. F d In rf D' t I'd' F 1 988 E IL O 0999 F . 4 69 oun at1on te ace: irec s 1 m2:. s= ccentnc1tv. e = s-overtumm2: = # 1 2 3 4 GEO GRID Elevation [ft] 0.67 2.67 4.67 6.67 Length Type [ft] 8.00 8.00 8.00 8.00 # 1 l 1 1 CONNECTION Fs-overall [connection strength] 1.65 1.61 2.05 2.73 Fs-overall [geogrid strength] 2.58 2.70 3.71 5.37 Geogrid strength Fs 2.581 2.698 3.713 5.374 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 10.972 7.154 5.132 2.378 Direct sliding Fs 2.289 2.790 3.564 4.913 Eccentricity elL 0.0868 0.0530 0.0269 0.0082 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 4.46, Meyerhof stress= 1470 lb/ft2. F d In rf D' I'd' F 1 436 E IL O 1535 F . 3 14 oun atlon te ace: irect s 1 lll!!. s= ,. ccentnc1tv. e = s-overturmn2: - # 1 2 3 4 GEOGRID Elevation [ft] 0.67 2.67 4.67 6.67 Length Type [ft] 8.00 8.00 8.00 8.00 # 1 1 l 1 CONNECTION Fs-overall [ connection strength] 1.16 1.16 1.46 1.93 Fs-overall [geogrid strength] 2.08 2.21 2.97 4.16 Geo grid strength Fs 2.076 2.215 2.969 4.164 Pullout resistance Fs 6.318 4.242 2.931 1.298 Direct sliding Fs 1.667 2.099 2.825 4.297 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.495 (it corresponds to a critical circle at Xe= -4.00, Ye= 12.80 and R = 13.41 [ft]). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.189 (it corresponds to a critical circle at Xe= -4.00, Ye= 19.20 and R = 19.61 [ft]). AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. Eccentricity elL 0.1318 0.0767 0.0361 0.0097 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Page6of II License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN Veo.ioB .\0 MSEW vco.ion .1 O M&lo\'v \lct<U•n JO MSEW v,,..,0 J O!,f~h-W V=o >.!! ~!S!;W V,c,'"'" jJJAt~EW \lcr,or,,, ;.o Ml,EW Vor,rnn, .1.0 MSf:11' \'c,so,o .1 OMS!,.W Ven100 311 ~S!,W ""'"°" l (J l>t~EW ""°"'"' ~-U M&EW Vo«ho: .l U MSf,W ""''"'" :' 0 MSJ;W \"0>>100 :l.O MS!,.W V<>'l<>O ; [J ~ts!,'\\' \lenoru, .'.Ul>t',EW """'""' .1 Ol>l&"EW Vmirn> .111 MS!,.W Vmo,o l O M~f:W V=ioo 3.Q ~i%\'l Vc.,ioH 3 0 ,-~-_ BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 7341 Meyerhof stress, Ov 1313.6 Eccentricity, e 0.49 Eccentricity, e/L 0.061 Fs calculated 5.59 Base length 8.00 SCALE: 0 2 4 6 [ft] AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. SEISMIC 6558 1470 0.86 0.108 4.46 8.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN Ve"'''"·'·O~ISEW Vor"""'·'OM~"EW Versm,i '0MS!':W Vm>lo 10MS!,W\\-rnoo ,.<l.'15bW\'o:,"'"' JJi~t~li\'\' Vmi,,n .'OMSEW Ver<i,Jo1.1 OMSf:W Ver,o,o 10M~!'.WVemoo 3rM5b"\YV<a-,oo 3.0MS!!W V«>k•ll .<.OMSEW Vo«;,.,, .1GMSf:W l'mOm 'OMSi",WVmo,o '0).!Sl:."WV,rnoo :l.OMSL"\\"Ve""'" J.0.11.t~EW Vo«;,o, .IOMS!,W I'<"""' 1 OMS~W\',i>000 3 OMS1'."\\'Ve,>000 :lQM.%"WVoND" 30-= DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.988 and Fs-seisrnic = 1.436 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 8.00 2.289 1.667 Mirafi 3XT 2 2.67 8.00 2.790 2.099 Mirafi 3XT 3 4.67 8.00 3.564 2.825 Mirafi 3XT 4 6.67 8.00 4.913 4.297 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0999, e/L seismic= 0.1535; Overturning: Fs-static = 4.69, Fs-seismic = 3.14 # Geogrid Elevation [ft] Geo grid Length [ft] 1 0.67 8.00 2 2.67 8.00 3 4.67 8.00 4 6.67 8.00 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. e/L Static 0.0868 0.0530 0.0269 0.0082 e/L Seismic 0.1318 0.0767 0.0361 0.0097 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Page 8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Thu Sep 15 15:10:14 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=8'.BEN VmX,:, ,.~ M~E\\' v~rn,,,. .1 U M/:,'.EW V«,;j"" .1 0 MSf:W ""'"'" l P J.fliliW v"""'" ).0 ~1s1,-v,· \'""io" 1.0 ~t~EI\" Vc<>O<'lL 3.U M~EW l'mOo, 3.0 MSf:W "'"'"" 1 OMSf.W Ver..100 3 0 MSl:.-W Va'>!CO 3 ll ~t~E\\' y.,,.,;.,, .'.O MSEW Ver,i<m 1 U MSEW ""''"'" 1 t) MS1,W v.,,,., JO .'>!StW v.,.,.,,. 3JJ MS!oWVe"""' J.O~t\Ev.' Vor<iMd.U MM:w """'""' 11! Msr,w \'"'""" J.0 M~f.-w v .. ,..,. 3 0 MSEW Ve.,.;,,:, J.~ ~ RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 640.83 249.45 NIA 2.581 NIA 2.076 Mirafi 3XT 2 2.67 1654 613.07 214.01 NIA 2.698 NIA 2.215 Mirafi 3XT 3 4.67 1654 445.47 178.57 NIA 3.713 NIA 2.969 Mirafi 3XT 4 6.67 1654 307.77 143.14 NIA 5.374 NIA 4.164 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. # Geo grid Coverage Tmax Tmd Le La Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] [ft] (see NOTE) 1 0.67 1.000 640.8 249.4 7.64 0.36 2 2.67 1.000 613.1 214.0 6.55 1.45 3 4.67 1.000 445.5 178.6 5.47 2.53 4 6.67 1.000 307.8 143.1 4.38 3.62 AFfONWAY Copyright© 1998-2016 ADAMA Engineering, Inc. Avail.Static Specified Pullout, Pr Static [lb/ft] Fs 7030.9 NIA 4386.0 NIA 2286.3 NIA 731.9 NIA Actual Avail. Se ism. Specified Actual Static Fs 10.972 7.154 5.132 2.378 Pullout, Pr Seismic Seismic [lb/ft] Fs Fs 5624.7 NIA 6.318 3508.8 NIA 4.242 1829.0 NIA 2.931 585.5 NIA 1.298 Page 9 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:10:14 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=8'.BEN V,,-,,Jr,,..~OAJSllW V«sir,n.lUM~"EW Vo,gim1 1 OMSf,W \'<1""" 10?,fSf,WVm:oo :l.<!),fS!IW V,o'!m3.!JAt~EW Vcoci,o, .1.UM~EW VmOo,J UMSf.W l'm'1o 10MS1'W V,n,oo lUMSHWVo,!Oo J.IJM.%"11' Vc00<,u~.UMSEW Vo"""' .iUMSf,W l'er<•>n :!OMSfoWVm,oo }.O).fSl:.WVm100 Jr1M.%"\\"Vc"®" JOJ\L\EW Vo,;;,,,, .iUM~'E\11 \'o,;m" 1\lMSf:W \•:;,i,m ~OM~l:'W Vt:moo 3.Q~1.%'\\,"Ve.»m, .I.U= RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CR ult CRcr [lb/ft] 1 0.67 641 1.00 0.35 1058 2 2.67 613 1.00 0.32 985 3 4.67 445 1.00 0.30 913 4 6.67 308 1.00 0.28 840 RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength {short-term (long-term strength) strength) CR ult CRcr [lb/ft] 1 0.67 890 1.00 0.28 847 2 2.67 827 1.00 0.26 788 3 4.67 624 1.00 0.24 730 4 6.67 451 1.00 0.22 672 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. ****** Important: Hinge height concept is ignored. ****** Available Fs-overall Fs-overall Geog rid connection Geog rid Product strength, strength strength name Tavailable [lb/ft] Specified Actual Specified Actual 1654 NIA 1.65 NIA 2.58 Mirafi 3XT 1654 NIA l.61 NIA 2.70 Mirafi 3XT 1654 NIA 2.05 NIA 3.71 Mirafi 3XT 1654 NIA 2.73 NIA 5.37 Mirafi 3XT ****** Important: Hinge height concept is ignored.****** Available Fs-overall Geog rid connection strength, strength Tavailable [lb/ft] Specified Actual 1654 NIA 1.16 1654 NIA 1.16 1654 NIA 1.46 1654 NIA 1.93 Fs-overall Geog rid Product strength name Specified Actual NIA 2.08 Mirafi 3XT NIA 2.21 Mirafi 3XT NIA 2.97 Mirafi 3XT NIA 4.16 Mirafi 3XT Page 10 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:10:14 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=8'.BEN ~ \le@" 3J!M~E"'' .,.,..,o,.S.OM~"E\O Vc,,Ooi.1.UMSfoW \'"'"'" 1 P!>!SEWVe1»>0 l_OMSCW\l<>>l(>!d.1/Jll~E"'' \leo<i«id.UM%W Vor,i,,>1,S UMS.llW \'o,,,,o 1 ~ldSl:.WV•;r,100 3.0MSl:."\\'',',:l'!oo 3.1/11'!.\lJW-Ve""ot.'.UM~EI' V0t<<o1.•0MS.llW V«so,o •nMSfcWVm,oo~n M~.l:W\\i>1on 3JJ.\1ShW\lcn.lOld UJIL\liW V0<,i<0t,i OMSf:W Vmom .l!lMS.llWV,,,,oo l nM~.l:WV<>'loo 3.0MSEW"V<"'°" .'.0~ GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.495 (it corresponds to a critical circle at Xe= -4.00, Ye= 12.80 and R = 13.41 [ft] where (x=O, y=O) is taken at the TOE or Xe= 61.62, Ye= 1012.80 and R = 13.41 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.189 (it corresponds to a critical circle at Xe= -4.00, Ye= 19.20 and R = 19.61 [ft] where (x=O, y=O) is taken at the TOE or Xe= 61.62, Ye= 1019.20 and R = 19.61 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer # 1: y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls Tue Nov 08 10:35:47 2016 AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM # 14.96 H=6.7', 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@red l engineering.com Original file oath and name: R:\1 Active projects\Afton Way\Calculations\LEVEL H=6-7'.BEN Original date and time of creating this file: 10/4/16 PROGRAM MODE: ANALYSIS ofaSlMPLESTRUCTURE using GEOGRID as reinforcing material. AFTON WAY MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6-7'.BEN ,,J V<e,k,a, 3.0M~E"' Vor<ir,1<.tOM~'EW Ve«ii•n.1.0MS!:ll'Vm"o :!OM~hWV=100 )J•MstWVe,>>01<JJ/M$\;IV Vcc,i,,a.'.UMSEW Vo«••• .lOMSf,WV,,.,rn.1 OMS~WV,..,100 lOM'ili,\"V"''"'" j.0~1.~E\\'Vco,ion 3.UM~EW Vc,,;,m.10 MSf:W l'or,O,o .lnMSI!WV<"l;roo:l OMS!,WVe,>1on JOMSl.-,,."1,<""'" j.OMWW ~c«,ro, l.OMM!W l'«••mJ<lMSf:W V:.>hlo J OMSEW V..,..,o )lJM.'ili'WVc"'"'" J.U ~~~ 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, 128.0 lb/ft3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. ' 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 0.4561 Kae ( Kh = 0) = 0.3478 d Kae = 0.1082 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTONWAY Page2of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 YmJOR.3.0C.Mm_\l-'..)/m"lu l:9W~-)/-),[l_~IS~-¥we9:3SM/i®-.¥,~1'l0~~--Ymw"il:9-MSE\\..-Y.~WOR.J.0~\l.'.-J"m 8'.l2':151;).';·~-_;.jjMSfW*'rnwn3SM"EW,'\l.emoo.3MW;W.-Y,: ... ,op rnMSEY\.·"'r&J..O.MSl;_l/i.¥!f:''99 'OMSW-~on~,&-l,lifiW¥m12r }C<Mm'Y-~'.=2 ,, MSJ:W.)l<.w<>.ll·J1JM~-V:Wl8D:li/W~--¥ma.on...UtMSfWYmii1"3..<i-Mil>'J.¥--Y, rP }0- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:35:47 2016 R:\I Active projects\Afton Way\Calculations\LEVELH:=6·7'.BEN Ve"i,," .i.UJ\,lSl:ill>' ve,.;ro, 3.0M~llW l'mn•n.1.0MSf:W \'""" 11lMStWV,"""" 3.!!~!SbW \'CND.C, 3.IJM.W<\' 'li<om"t ,l.UMSl:iW Vm"'" .1.UMSJ,W l'er,o,o' OMSl':WVernoo 3.P~lllli'WV.:mon jJJMSbW \l,cOOu .lUMSl:iW l'«<;,,n .1 0 MSIOW l'm"o ~!lMSCWVm1,,o 3.0MS1,WVo>'1on 3.nMSEWV<"""• .'J/l\,t~"EW Vm""' .iOM~f\O l'or,-,,i .'OMSf:W Vo,,o-,o ~OMS!i\\'Vo,,,,,n 3.!IM.%-WV<o>loB .~0= 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar~ 0.85-tanj> 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 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85·tanp 1.0 1.0 Geo grid type#4 9500.0 1.15 1.15 l.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 2.0 K/Ka 3.0 AFTON WAY Page 3 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Y: ,JJ].MS6:.\!.'..YpJ<>R.J.0= .... ~){-J;..W_.l,.IS£>!,'. __ ... MW.&\¥.li!m1'>ll.;J,,_<..,MJim.',_.1;.,,.,ioo._3,JJ._MWW_-k<000R.J»~l!l-\/<>1--),{11:,j-$li)t!i-¥f&n-1::'/.MSIW-'iffiW¥tM!iE.'z"-Y'71: P}<IM<f'Y--'11«>'91.J»J,l~';._-k.wpJt.),{I.M&tl_l,\c.~_.MlMS""1/._¥m, ... MM,W,,,_!,:..,.IQO..;J..'j\-MSE}\C_-~ .... o !O'r'§fW_-l<mig IQ':'Sf"r--1l'f''M J•lMWl"'--Ytre%M-M5fW_'-',,,. r30M5fl\"_-\/''7''9PJ.J.l._. • MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present DatefTime: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H::::6·7'.BEN v=,d.OM~EI\' w,,.;,.,..,uM~la\V l'o1<<lo1)UMSf.W VmMo 1fl>.fSfoWVe,,ooo 3.DMSE>\'V,:,,io,d.!JA!~EW Vcoci,,,. clUM~E"' Vor<Un, .lOMSf,W V«si,10.'tlMSl':WV=100 3.0MSl,"\\'V<>"!On J UM.'iliWV"'""" .< UM~E\\' l'o,,im.10 MSf.W l'mOm ••lMSf!W VM>MO 3.0'>!Sf.WV""'°" lJi~L%>VV"""°"Hlht'>EI\' Vo«"oo.lOMSEW I'=""' .1 tlMStW \':-i>L<lD 3.0M~EWV"'»oo )OMSh>>;Ye"'°" .'.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 1.00/0.67 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 I Tmax or To-seismic I Tmd Z/Hd 0.00 0.25 0.50 0.75 1.00 Top of wall ' i i ' ! 0.00 0.25 0.50 0.75 1.00 1.00 l.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr (I) CRult <2l cr CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #I 3l Geogrid Type #2 Geogrid Type #3 (J CRcr (J CRcr (J 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 (IJ cr = Confining stress in between stacked blocks [lb/ft 2] <2l CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 (J CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (J CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 0.50 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page4 of 11 License nnmber MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Tue Nov 08 10:35:4 7 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6-7' .BEN V"" .. ' .W/1,lSllW Vor<>••• .1.0/1,ll,1,W Vcr,,m •OMSf:W V"'""o 10l,1StWVe,,ooo 'IJ!!>lSl:."111" V,:,»m3J!H~liW Veo:,"'"'O~!~EW Vmilm.1UMSf:.W Vcrs'1n.1 OMSf:.WVe1>100 30MS!,WV.:N<>n 3J!M.%'W ""'"'"' .l.UM~EW Vo«,c01.>0MSEW Vor,o,n J.OMSEW Vern,,o 3.0!>JSl,W'\"'on 31'~1.%WV,:e,xm .<.Q./l,L\EW Vcr,;i<01.i UMSl,W l'o,.n,oJ tlMS!'cW V,i,ceo J Ol,l.'!J:.WVeJ>IOn 3.0M.%W'ler>Kl>< .~0•-=••-- INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, ffi Backslope, j) Backslope rise 6.70 [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 = 5.70 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 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] AFTON WAY Page 5 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License nnrnber MSEW-302915 limJOllJ.Q..MS&.\!(.J;,w.ioR.J)J},ISl;,_\\<.V ... ,..,.,,J,!lJ•,iSljW-)fiW09JOM"fW"rmY'oJ..'~--\/""ioo.3.l)._M:;t:V(.>.;.,.w::l&':'§Rl::Ysrn •. _w,:,.isl<)tl,:.~.M>Wf"'.Ym·22~0M?f>¥_'\/.,,.,,oc,;J,,(!.MW,\:"_-l,'.«>:ioR-M•)..1§f'} Y 3':mlQi::'§f!\-~¥ff1"VhW_MS~_,.._,&.)4jf;W'\/<>>>'>1'} '""'i"W-l(· I }I M§fYt'-'( . lQ':'Sf'f-Xm,rW~:f'W'\--... ,.11,M;:J,\¥>.:m,003.Q.J>.l~&\\/-Ve"""'-;rn--.--- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6-7'.BEN v«,IO lOM~E\\ Vcr,orn UM~T:W \o,,«m10MS!;ll'Vm, o>flMSf.W\,;»>olJ MS!o-' \.,,.,ou3lJJ\l~E\\ V,m,n UM~"EW Ver<, 'UMSIW \cr,o,o lllM5f:\\ \en.,olflMSI,',\ """"'" JO~l~lJ\\ V,M,, oM~EW Ver 001 OMSEWVer,o,n 'llMSf>Wh1>o>o'OMSf:V. '"""'o"Jfl~l%,\ V,<>lOl 'OU~!:\',"°"'"" ,UM~T:W l'm,nlllMSf:11 Y'-"!swolOMSl,W\.,,-,.10nJ{l'1SI,"\\ "''"'" <U ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.94, Meyerhof stress= 1097 lb/ft2• F d t' Int rf D' t I'd' F 1951 E IL 00998 F . 470 oun a 10n e ace: irec s 1 me:. s = ccentr1c1tv. e = s-overtumme: = # 1 2 3 GEO GRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 7.00 7.00 7.00 # CONNECTION Fs-overall [connection strength] 1.84 1.86 1.95 Fs-overall [geogrid strength] 3.01 3.28 3.72 : Geogrid strength Fs 3.010 3.281 3.720 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 9.148 5.574 2.562 Direct sliding Fs 2.264 2.839 3.795 Eccentricity elL 0.0848 0.0467 0.0185 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 4.87, Meyerhof stress= 1212 lb/ft2• F d t' I rf D' I'd' F 1 434 E IL O 1490 F . 3 23 oun a 10n nte ace: irect s 1 me: s= ccentr1c1tv e = s-overtumme: = # I 2 3 GEO GRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 7.00 7.00 7.00 # 1 1 1 CONNECTION i Fs-overall Fs-overall Geogrid [ connection [geogrid I strength strength] strength] Fs 1.30 1.34 1.42 2.41 2.67 3.08 2.409 2.673 3.080 Pullout resistance Fs 5.230 3.269 1.538 Direct sliding Fs 1.681 2.203 3.179 GLOBAUCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.526 (it corresponds to a critical circle at Xe= -3.35, Ye= 13.40 and R = 13.81 [ft]). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.222 (it corresponds to a critical circle at Xe= -3.35, Ye= 13.40 and R = 13.81 [ft]). Eccentricity elL 0.1245 0.0643 0.0230 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT AFI'ONWAY Page6of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ~-JJJ.M§flfVwWJAIMSt.\1, _ _lki;"' J?MW:¥.~;w&l "m Xt3' M<f">'i'_:J.' "W¥'@'t lW"'?P !!'!tPif\1,_\4wi-1Jl':'59'r Y, "SJ.A-ll:MSF'¥¥rniml)9¥'if)' YITTl9fM_MW\i_.l/:..,.191 !PJ,!S@·YW,'!'/!·J,()MSl:_l/li._\!f"" 9 'OMSQ¥l,. -~ ... .ill <hf"'}ruw.J.,(<Mifil\._.,··1> ?" l9M5.£%'-c,-.rk JAi.MS[&¥ l.il-MSJ::s\lt._i,:.;,,,; .O.MW'e¥¥ffi!WRQ.¥Wf_•Y'<>rr 19 .... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H::;6~7'.BEN V<1,{<1,, .i.~M~E\\' Vmi"n .10MHW Vor,i,,,, .1.0MS!':WVo"'" 1 OMStWVn»>o 3.\!MShWV.:"'01d.lJU~ll\\" Vcoclco, .\.OMMOW Vmil"' .SOMSf:W Vor,O,o.1 nMStW y,,,,.,, 31lMSt"\\"','"""" JJJM .. ',EW V«>K>n 3.UM~EW l'orsl«,,.10MSF.W l'er,O,o :'ilMSf:.WVt·1>0>0 }.OMS!oWVeNoo 1(L\:l.~EViV<">Ot• .<JJl>t\EW Vo«;,o,.l.OM~f.W I'm"'" .HlMSf:11' \•:-1,s>o ~ OMSl.-.'\YVe»loo 3{)~:l.%"WVe"io" .I.~~ BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 65 I 9 Meyerhof stress, CJv 1096.9 Eccentricity, e 0.38 Eccentricity, e/L 0.054 Fs calculated 5.94 Base length 7 .00 SCALE: 0 2 4 6 [ft] bm»d' ....... etm ....... · WMV . ·. SEISMIC 5899 1212 0.68 0.097 4.87 7.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] ·--·-··············--··=-~=~= ----··=·-·=·=·-----------------------------------------------------------------------------------------·------·---·----·-------·--· Ve";.,, J.0 M~E\\' "°'"'''" ,l O MSJ::1\1 V«<0m .1 0 MShW Vc,.i,,o ~ OM'Sh'W Vm,,,, 3 l•~iSEW V,""'" 3,0 M5E\\' Vo"'""_; U MSJ::W Vet,irnt 1 O MSE\\I V"""'" :> O MSl<W Ven,on lo MSEW "'"""" 3J/ M.'iEW \-ee,ic,10 J.U M~\\' v.,,,,m .l.0 MSJ::1\1 Vor,O•o '.OMSEW \',,,..,o 3 0 MSh'W """"" Jl1MSh'\\' "'""'"" 3 U ~!~El.\' Vm;,n, ., 0 MSI:W Vcnmo ',1 MSEW ""''"'" l.O MSEW ""'"'" 3.<, MSE\71' Vc'NO.t, 3 U AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Datefflllle: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H::::6~7'.BEN V<N<la 3.UM~EW Vmiro, ,ltiM~'EW VOf<irnL1\lMSfo\l'Vm"o '\!lMS!:.WVe1>100 ].(L'&Sb.W V,c,'l<•d.!!M~El'i" V<0'1<•L .'.UM~EW Vor,i;,,1.1 OJ,M;foW \'ors Om' OMStWVei>100 l!lMSl,.W'>"'>!On JJ!/lt',E\\"V,:o.-ico, .1.0M~'EW Vo,cic,n.1UM~I;W Vmo,o .1 OMS!:.W V,o,,oo].!lMSl:.W\',r..JOn )()~1.%.VV<OO<>lt .<.UMWII.' Vcr<1<ot,l.UMSE\II Vo"'"'J OMSf:\l'V"'""" l.!lMS[:.'WV<>'loo )J!MSl,'WVe.W., 3.0 -~---~--- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.951 and Fs-seismic = 1.434 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 7.00 2.264 1.681 Mirafi 3XT 2 2.67 7.00 2.839 2.203 Mirafi 3XT 3 4.67 7.00 3.795 3.179 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0998, e/L seismic= 0.1490; Overturning: Fs-static = 4.70, Fs-seismic = 3.23 # Geo grid Geo grid Elevation Length [ft] [ft] 1 0.67 7.00 2 2.67 7.00 3 4.67 7.00 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. e/L e /L Static Seismic 0.0848 0.1245 0.0467 0.0643 0.0185 0.0230 Geogrid Type# 1 1 1 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Page 8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/fime: Tue Nov 08 10:35:47 2016 R:\1 Active projects\Afton Way\Cak:nlations\LEVEL H=6-7'.BEN '>J,-.li,o, 3.0M~ll\V Vo,,i,,,dOM~1lW \'ors""' lOMSfr\l'\'c1,010 ~!lMS!,WVe>"oo J<!MSh"\\" \'<1>K>ld•Ht\li',\' V,>f!Oon .<OM.'JEW Vor,;,,,.1 OMSCW Vorso,o .' <lMSfrWV,,.,.,.,, lQMlibWV"''"'" 3.!!M.WW V,o®" cl.UMSEW Vo"""' .lUMS~W Verso," 1 nMSI;W Vu>1,,o }.OMSI:.WV,'Non JO.\l'i!O\\.\'en,,c.,, 3.0J,,L',EW ~<r<i«i, .l.ijM~l:W Vmu,o .'llMSf:W \':-,s.,o '!!M.U:WV,,,,,oo J.!lMSl,."1',' V,"io" .<.O=-~-~-- RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 I 0.67 1654 549.44 219.45 NIA 3.010 NIA 2.409 Mirafi 3XT 2 2.67 1654 504.12 183.57 NIA 3.281 NIA 2.673 Mirafi 3XT 3 4.67 1654 444.65 147.70 NIA 3.720 NIA 3.080 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. # Geo grid Coverage Tmax Tmd Le La Av ail.Sta tic 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 1.000 549.4 219.4 6.64 0.36 5026.5 NIA 9.148 4021.2 NIA 5.230 2 2.67 l.000 504.1 183.6 5.55 1.45 2810.2 NIA 5.574 2248.2 NIA 3.269 3 4.67 l.000 444.6 147.7 4.47 2.53 1139.0 NIA 2.562 911.2 NIA 1.538 c,.-~---~-"-···--~-~-~-.-, . ....,_~~-.-~-.-~-~-.·oo~---..............----==·oo=•=••-••"-~•=----.-..-..-.==•--•••••••••••• ••• •••• ••••••••··. .Y~=-~---=J>=·-·-· --\e " ., ;oM~EII'·· ·,., .<OMSE« "°"""'' 0 MS(\<""'""'" '0"-'SEW v~,... ~M,1.IE\\ "-~>>rn,30M.SEO< VeNhd OMSLY.. ""'"""' ·' OMsnw V ""'" -.,>MSLW • "" SOM \ """""'""M v· ~ ... , "a.UMSC"' "'"'""' l(JMS «Ve,,·'" '•>MSLW Y '"" a '"""'" : o30MS=\le"'"'" 30M~EW v,,.;,,,, .l.OMSl:Y.. Vo"""' .,.\lM$~W \'<1>,>n.1.11 MSL'WYm,on ~.Q!\1,11,W \'eo>IG:O J.U AFTONWAY Page9of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/rime: Tue Nov 08 l 0:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6-7' .BEN 'l<NO,o 30M',E'11.' V0«;c"1.lOM~1iW Vcr,i"" .lOMSfoW I'"'"'" .lllMSf:.WV"'""" lll~!ShWV.,,_10,.:l.<!M~E<>; ""'"'" .SO~t',E\O Vm<lm.10MSfc:W \'or,\.rn 10MSf:WVem,o )f'~SE"\YV.,»oo .l.l!MSEI>.' \ieo,;on .lOMSEW V«<;,,i,.10MSEW Vm011! 'OMSf:.W VM>t<>D 'l.OMSJ,.W\"ci"o" 3.0,\l~b-..,,·'loNO".<OM%'.W Ver,;i<ot.i OMS!'.W Ve. .. n,o •t>MSJ'.,W Vm,oo l OMS!:.WVer-roo J.Q!l1.%"WVeo,k,a .<.O Jr.----- RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CRult CRcr [lb/ft] 1 0.67 549 1.00 0.33 1011 2 2.67 504 1.00 0.31 938 3 4.67 445 1.00 0.28 865 RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CR ult CRcr [lb/ft] 1 0.67 769 1.00 0.27 809 2 2.67 688 1.00 0.25 750 3 4.67 592 1.00 0.23 692 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. ****** Important: Hinge height concept is ignored. ****** Available Fs-overall Fs-overall Geog rid connection Geog rid Product strength, strength strength name Tavailable [lb/ft] Specified Actual Specified Actual 1654 NIA 1.84 NIA 3.01 Mirafi 3XT 1654 NIA 1.86 NIA 3.28 Mirafi 3XT 1654 NIA 1.95 NIA 3.72 Mirafi 3XT ****** Important: Hinge height concept is ignored. ****** Available Fs-overall Geog rid connection strength, strength Tavailable [lb/ft] Specified Actual 1654 NIA 1.30 1654 NIA 1.34 1654 NIA 1.42 Fs-overall Geog rid Product strength name Specified Actual NIA 2.41 Mirafi 3XT NIA 2.67 Mirafi 3XT NIA 3.08 Mirafi 3XT Page lOof 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Daten'ime: Tue Nov 08 10:35:47 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6~7'.BEN Vco,{o" 1Q.lll~E"'' Vcoao,,u .'.OW)tlW l'o<&iim 1\lMS!':WVmi,,o 10"fSJ;.WVe,,too J.!!~1Sb>t \'crsk>.c, jQAt~EW V<oo<>B.'UM~EW Vmi,o, .1.!lMSf:W \'or,o,o .'.OMSl':WVcm,>o lllM.'ili'IV\".,,.>oo :l.fJ~'l.~J;\\'Vc"i<o, .<UM~EW Vcr<ic,,, .>UMSE1\' l'or<Orll.'OMSJ'.WVm100 30M~tW·V,o>»n 3Ml1.%"\\.Vce.101t ! U.J\l~EW ""'""' .i.OMSEW I'm""" .1 ilMSl':W Vmcoo l <lMSCWV<>»ora ]<lMSEYiVe.,,o:, J.Qv== GLOBAUCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.526 (it corresponds to a critical circle at Xe= -3.35, Ye= 13.40 and R = 13.81 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.27, Ye= 1013.40 and R = 13.81 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.222 (it corresponds to a critical circle at Xe= -3.35, Ye= 13.40 and R = 13.81 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.27, Ye= 1013.40 and R = 13.81 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #I #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer # 1: 'Y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.2 288.7 295.3 311.7 328.1 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 AFfON WAY Page 11 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 1,1,,,m._.3J).MSEW_.i,......,1t-J»NS[WYcww l9'151i&-¥11' 9:N!WP:¥Nrem;J-l':MIBJ¥.\.'.wJOR.'J..Jl.M.S&K."-<"-"'"-'».MS1:W.Ji'!rm>.n-).A)MSJ:W • .),!'.«sm».H..ISE.\\l-l.'r <>1>:l.l!MSrl-".Yst' r l'H!:'5FW"mw• lO!:l§:ll\\.Vu;:io1'·l1lM.SE11,-.¥AffitJ-¥.MS,;W,li<J.>ioo_M_,'>fil"\¥_-Y . U<M§E}Y_-\.' O.l!fM§!:W·YW2 -IQMSJ:W.~i&O-.l.!U,!Sl<W-_',';,,,lo '!JlMfili\¥_¥ 3' M>EW.Ys"lf'e39,···· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Culculations\LEVEL H=6'.BEN cc.,io,o 3.UM~E..: Voc<o,01.lOMSEW V«<llu, '0MSJ:jW\'o,,>,o 11l\1SfoWVe,;,oa ]IJ!lSl,."W \'o,,"1, 3JJH~E\\' \lcr,.i,"' .\UMSEW Vmi<01.1.!lMSf:WV«>0m.'0MS1:,WV=,,.,. ]OMSEWV"""°" ;l.()M$b.'lll'\lcOO(o,;S OM~"EW Vo«n01.1VMSE\S V«so,n 1 OMSI,WVM>IOO 3.0MSEWVo,'!oo ]IJMSh"'"Vcroon .<.OAt\J;\\' Vc"i"'' .l.UMST.W l'e""'"·l.\lMSf:\l'\':,,,,oo ~.OMSJ:.WV"'»"" ]OM.%>'!V<"""" .lO.~---_ AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM # 14.96 H=6', 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@redlengineering.com Original file path and name: R:\l Active projects\Afton Way\Calculations\LEVEL H=6'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=6'.BEN Ve.,_4,,.lOM.',llW """''"1.l.OMSEW Vot<lloiJOMSJ'.W V"''"'" 30\fSl:.WVemm )J•J,JSb~'\'"""'"3(J~l~ll"'' v«,.,r,1dOM~l:W Vc,.Om.1 OMSf:W VmOm >t)M~loWV,rnoo 30!,JSb"\l",',a"°o 3'1M.WWVe"""' <.UM~EW Vo«i<•" ,\OM~EW l'mO,o :!!lMStWVri;ooo 3 OJ,JShWVm100 lJ1MSbWVe"""'" .'.UM\EW Vw,<,n,SOMSEW Vc. ... om.1 (!MSE\\' Vm"m 3.0M~f.WV""'"" 30MShW "'"'°" ;10, ____ _ 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125 .0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \jl= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh = Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 0.4561 Kae ( Kh = 0) = 0.3478 11 Kae = 0.1082 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. ~---.-.w~---==---··-·-···•~•=== " •••••••• ••••••••••••••••••••••••••••••••••••••••••······-·······---.....,.•=~=••-"--"'•"-....,_-=-=~-~ ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••• • .,.,_ •••••• •.••••••••••••••••••••••• •• • • • ••• ••••••• •••••••••••• ••••••••••••·-~~~-·=~ ""*"!U .... ,., ""'·'""'": v .... m. UM, """""_OMS '""'"""''"81 v ...... ., .. ,.u~LSEW""".""J.<, l~t Vot<,m.MMH'. "'""'"· •>M&t:.W\" ·"-'"'· M<;E">\"V,,-,on30M.S: ""'""'"·"MSE S,o,,w,nJUMS""' ""' ., .. ,., ;J:.W\-'>'"0:!0MSE'\YVo!oM,M L V,mou.iUM~ ·v·"'" .'V*!SPv v .... ,.,,.,.LlMS"W\'<1~100~.nM~l!W\"m,oo~.l•M.ICWV,NO!<.l.O AFTONWAY Page2of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Ea1th Walls AFfON WAY Present Date{Time: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=6'.BEN V,,.,.;o:. 3.UM.',EW \10«,c"' lUMSEW \lct<uu1-lUW,f,\\'Vem,o 30MSE"WVe>""" lJ!MShWV<>,io1<3!JMSEW """'''"·'·UMSEW Vor<m,,.1 UMSEW \'ct<o>o 1 OMSfoWVem.>o JJlMSb',\'\"o"°o 3!JM.WWVcc:<ion .l.OMSEW Ve«iun.1.UMSEW Vo,sl,rn .1 l!MStWVmtoo 3.0MShW\""''"'" J.!JM.%WVc"°"''·' UM~E"' \leoti<o1.1 UM~"EW Ve,;"'" l\lMSEW\'"''"'" J OMSI,."\\'V=~• JJlMS!,'\VVoNO!, ;!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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-taI~ 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type#4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 K/Ka 2.0 3.0 ' Page 3 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=-6'.BEN V<.{;o, 30M!,EW ""''"'"' ,10M~lo\~ Vc,.i,mJOMSI,W ""''"" 1n\fSf,.W\"e,,:on :l.O~JSb'W VO,X,i, 3.11U\E11>' V<r<i<ot .'OM~EW Vmii,n .1.0MSJ':W V=•rn] ~MSl"oWVe1>100 30M!iliW'i,:,'J<lo ;l!JMSE\l\C Ve,,.,,.,,;<.OM~EW l'c"i·,,,.1.0MS(:W Vmotn '!lMS1'WVmo,o 1.0MSbW\"e,>100 30MSE\\"V<NO!• .<.()At~l:11' V«<itoiJ.OMSf:W l'mi<m .ltlMS1'\I' \'o,s,.io WM~1'WV,,-,.,0 3.0M.%W \<NDi. 3.0,"'~"~~~~ INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. ****** FA CIA 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 I Hd To-static I Tmax Top of wall 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 1.00 0.90 0.80 0.70 0.60 0.50 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Ci (n CRult (2l Ci CR ult Ci CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #13l Geogrid Type #2 Geogrid Type #3 Ci CRcr Ci CRcr Ci 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 01 Ci = Confining stress in between stacked blocks [lb/ft 2] <2l CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 Ci CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 Ci CR ult NIA Geogrid Type #5 Ci CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 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 AFTON WAY Page 4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFI'ON WAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=6'.BEN V,o.io:. ;llJAl~EI'/ ll«~r.n.l.UM~C:W l'o<<0.,,.1.0MSf,WVomm ~O"l,ISJ,WVemoo }J!J.lShWVe.,io,db!t~EI\' ll«>arnL .WMSEW Vrni,o, .lOMSCW Vots>>o 10MSf:WVe,>»P 3.0~S!,"W\'m.oo JJ!MSEIII.' Vcc:<im3UMSEW Vo«im \.UMSEW Vor,O,o 1 OMSI;WVM;,oo 1.0!dS!c'W\'<r>,on 3fJ~1Sh"\\'V,OOOc, 3.0/vt\EI>." ~mico1 l.UMSEW Vo."""'' ilMSfcWV,,0100 J Ol,fSf:.WV=wo 3.0MSh"WV,,,.k,c. 3.b ~ 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 = 5.00 ft} Batter, ro Backslope, 13 Backslope rise 6.00 [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 1] 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] Ll<iirn' '''''''''''\,,£+2''' ..... =0i* :·:· ··"l AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 5 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6'.BEN V<,J.x,, 3.0~m;w Vc<O,,n .'.OMSEW 1'01>iL>Ji.lO MStWl'mO,a Jll\fSJ,WV=o ).~.,1SbW\',o,1Crd.!JAt~EW Vcoci,,,d.UM~EIII Vmi,01 J OMS!':W l'mo,o' llMS1'WV,rnoo 30MSb.WV<"lll" 3lJM.\\;WVe"ion 3.UM&EW Vo«;,oiJ.-OMSEW \'ersi.,o 1 LlMSJ;W Vo,,,oo 3llMShWV"'""" 3.0.\(.%,\"\le"""'·WM\EW V<«i,o, J.OMSf:W Vmom.l!lMSf:ll'V:•i,,.,o ~OMS!,W v.,,,on )JIMSh"W V<rsio:o J.0==, ANALYSIS: CALCULATED FACTORS (Static conditions) Beating capacity, Fs = 7.04, Meyerhof stress= 962 lb/ft2• F d In rf D' I'd' F 2 091 E /L O 0841 F . 5 54 oun at10n te ace: rrect s 1 mil:. s= ccentnc1tv. e = s-overtumm!l = # 1 2 3 GEO GRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 7.00 7.00 7.00 # 1 l 1 CONNECTION Fs-overall [connection strength] 2.68 2.50 2.73 Fs-overall [geogrid strength] 4.49 4.52 5.37 Geogrid strength Fs 4.494 4.524 5.374 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 12.073 6.351 2.425 Direct sliding Fs 2.437 3.115 4.297 Eccentricity e/L 0.0703 0.0357 0.0110 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 6.07, Meyerhof stress= 1037 lb/ft2• F d f Int rf D' t I'd' F 1 554 E IL O 1235 F t . 3 88 oun a 10n e ace: irec SI lll!l s= ccentnc1tv. e = s-over umm£ = # 1 2 3 GEO GRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 7.00 7.00 7.00 # CONNECTION Fs-overall [ connection strength] 1.85 1.78 1.97 Fs-overall [geogrid strength] 3.46 3.61 4.33 Geo grid strength Fs 3.460 3.615 4.332 Pullout resistance Fs 6.534 3.622 1.401 Direct sliding Fs 1.833 2.469 3.758 GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.620 (it corresponds to a critical circle at Xe = -3.00, Y c = 12.60 and R = 12.95 [ft] ). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.305 (it corresponds to a critical circle at Xe= -3.00, Ye= 12.60 and R = 12.95 [ft]). Eccentricity e/L 0.1013 0.0477 0.0129 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT ---=~---=~~''--~-=~-------=-=---~--~-.-~-.-• • •• •• • • •• •• ••••• ••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••••··~=~---=~==----===·==-=w.,~~~===-·='~'-~~==~==~== "'""'" 3 0 M~EW ,.,,,,1,,,, 3 0 M!oE"' ""'""' ·' \l ~ts&"' y"""'" , OJ,ISEW '""'''"'" 3 0 "SE\\"""''"" 3 0 USE\\' "'""""'·o MSEW Vm•m '\ 0 MS&V.-"°""") ,, MSC,.W V,rnoo 3 P MS!,.SV """"" 3.l, MSEW ""'"""' 3.U M~EW Ve«eod.O MS&V.-V.r;),•,1 ·' ,n,,s&w """"'" } 0 M~E\YV.,,..,,, 3 ,, MSE\\" "'"'""' .l.O M~EW "°'"'"' .,.o MSEV.-"°''""' ·' ,, MS&W "'""''" :IO M~E\Y """""' 3 fl M.SE\\" v"""" 3 0 AFfONWAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page6 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:09:24 2016 R:\J Active projects\Afton Way\Calcula1ions\LEVEL H=6'.BEN V,..-.io:,.<.OMSEW Wt,ir,11.<.0MSEW Vo««m.1.-0MSE.W Vo,,;.10 1 OMSf!WVeo»oo 3QMS!>"ll'V<>,,oh 3.!J~l~EW VcN"'L .l.OMSEW Vor<im.1 UMSf:W Vc ... 010JOMSE.WVet>"-'• JOMst:.'\\"\'"""°" J.~~1.%WVell001d.UM~EW Vor,i<ni.10 MSf:WVotob,o.'OMSE.WV,-:1,.,oJOMStWV<!'ion 30!l~EYiVe°""" 3.0H\l,\\' ~mica, .l.UMSEW V="'" 'OM5E.l\f\'oi,oio 3 OM~r,wv.,,-,,,, J.(J~%"'VeJ>ioB ;o~ BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 6779 6291 Meyerhof stress, Ov 962.3 1037 Eccentricity, e 0.26 0.49 Eccentricity, e/L 0.037 0.070 Fs calculated 7 .04 6.07 Base length 7 .00 7.00 SCALE: 0 2 4 6 [ft] J;;_;_;=·· ............. N~Z .. . AFTON WAY Copyright© 1998-2016 ADAMA Engineering, fuc. ,Y.m><>1l.JJH?§f'Y-Y:wi?Hl,l.l,\1Sll.W-Jio<WJ1-.l.!J.M5J0¥,D! e 10:1::m::wx . _;1,_1,<.~_-V,wel''''r'§fl:Y-V 1121' )fi/:JSkl\,'..\'.-~J..0*1WYrn h18M5E-W--'>ID>.'03..<M4&',lo'._;\.' UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License nnmber MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6'.BEN V""'°" .<OM%"" Ve,..;,o, .a OMl,"li\V Vo""'" '0MSEIV \',,,,,o.10MS!,.W Ve>>»o l f!.'l'l~EWV.,,,o,dJJ~t~E\\' Ve1>i<o1 .\OMSl:W Vm<otO OM:il':W Vor:sorn J OMSJ::WVer..100 3f'~f.'ili"'\Y"'\""~ion 3JJM.%CW '""""' .<OM&CW Vo«""' .,\\MSE1~ \'or'"" '\lMSfcW V";,oo '0.'1Sl:.W Ve>'!on 3J/~1Sb>VWooru, 3UU~liW Vc«,coo.Wl>l/;EW \'o,o"n1-'\lM5EW Ve1>000 )J'IMS!,'\1' V<»!OO 3QMSbWVe0>ioH .1.0= DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.091 and Fs-seismic = 1.554 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 7.00 2.437 1.833 Mirafi 3XT 2 2.67 7.00 3.115 2.469 Mirafi 3XT 3 4.67 7.00 4.297 3.758 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0841, e/L seismic= 0.1235; Overturning: Fs-static = 5.54, Fs-seismic = 3.88 # Geogrid Elevation [ft] 1 0.67 2 2.67 3 4.67 AFTON WAY Geo grid Length [ft] 7.00 7.00 7.00 Copyright© 1998-2016 ADAMA Engineering, Inc. e/L Static 0.0703 0.0357 0.0110 e /L Seismic 0.1013 0.0477 0.0129 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Page 8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present D.ateffime: Thu Sep 15 15:09:24 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6'.BEN Vco.io" 1U!v1.~E<>.' .,.,..,,., .,u M~"E:W Vmllm .1 OMSf:W v.,,;.,o l O ).!Sl,W v .. ,,.,. }J! !,!SI,>\"""''"'" 3/J !l~EW v.,,;c,,, .,.u Ms1;w v,ofr.01.1 0 MSl'.oW Vorsi,,o J ~Msv,v ""'""" 3 e MliEW ""''"'" 3')MSE\\' V,N<,,d.U M\EW "°"'"" ·' O MSfl~ VmO,n :! !l MSJ':W v,,,.,. ~ 0 MShW ""'''"" 3.0 ,\l%W Vcr,10,d.OJ>.l~EW """""' .< 0 MSf.W "'"'""' J () MSfo\\' \""'"'" J n M~l:W Vt:1a-con J /) MSl,W v ... , .. ,.; U RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 368.02 175.99 NIA 4.494 NIA 3.460 Mirafi 3XT 2 2.67 1654 365.60 147.22 NIA 4.524 NIA 3.615 Mirafi 3XT 3 4.67 1654 307.77 118.45 NIA 5.374 NIA 4.332 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. # Geo grid Coverage Tmax Tmd Le La Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] [ft] (see NOTE) 1 0.67 1.000 368.0 176.0 6.64 0.36 2 2.67 1.000 365.6 147.2 5.55 1.45 3 4.67 1.000 307.8 118.5 4.47 2.53 AFfONWAY Copyright© 1998-2016 ADAMA Engineering, Inc. Avail. Static Specified Pullout, Pr Static [lb/ft] Fs 4443.3 NIA 2321.9 NIA 746.3 NIA Actual A vail.Seism. Specified Actual Static Fs 12.073 6.351 2.425 Pullout, Pr Seismic Seismic [lb/ft] Fs Fs 3554.7 NIA 6.534 1857.5 NIA 3.622 597.0 NIA 1.401 Page9of II License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Calcularions\LEVEL H=6'.BEN Ve,l,,e. :;.OAlSEW Veoti,odOM~'EW Vo"'"' 1.0MSf.W Vm.,o.l(IMSf.W'i<1»>o )J•MS!:.>YV<»>01.cHHt~EI'>" V.,nimt .\.U1>1S£W Vcr<Ood OMSf:W \'mi.m J.OMS!:\\'Vet,!,}o rnMS.E\\/\',Noo JJ!M.%-V..' Yce,it,u .'.UM',EW 1'¢r<i<•n.i~M~E\~ l'or,h,n ••MSf.W Vm100 '.!OMSIOW\',,,ion }{J~1Sb"Vi'Yc1>>0H .•.OlvL',1,W Voo,i,qo ,;.OMSfW I'm""' .1 ilMo"I:W\''1!0lO 1 OM~f.W\'e,"'" 3()M,%V/ Vro,k,,. 30-~=• 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 368 1.00 0.32 985 1654 NIA 2.68 NIA 4.49 Mirafi 3XT 2 2.67 366 1.00 0.30 913 1654 NIA 2.50 NIA 4.52 Mirafi 3XT 3 4.67 308 1.00 0.28 840 1654 NIA 2.73 NIA 5.37 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 544 1.00 0.26 788 1654 NIA 1.85 NIA 3.46 Mirafi 3XT 2 2.67 513 1.00 0.24 730 1654 NIA 1.78 NIA 3.61 Mirafi 3XT 3 4.67 426 1.00 0.22 672 1654 NIA 1.97 NIA 4.33 Mirafi 3XT AFTON WAY Page lOof 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:09:24 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H::::6'.BEN ~• Ve@" ;oM~EW \/cffi,oi.10MSEW Ve"Om.'OMSJ':W \'o,si,10 1fll<!:ili1Y'V"""'' J f!~lSl:.W \'"''''" jJJM.~EW v,.,.;,,,. .'OM~EW Vor<,ui >OMSE,WVmo10.10MSl:.\l'Ver,lilll 30MSl,.'\\"'\1<>>100 3J1Ms!\WVe"""n <.U~lSEW l'or<isoi.\.OMSEWVmi,,o 'UMSf,W \io,,ioo O.OM~tWV.,,.,,100 3.~.\t%WV<f'X>l,.1 0.1\L\E"' V,-«;,o, .l.OMSF.W l'o,so,oJOMS!l\\' I''-''"'" 3 OM~l£W ¥c>'!oo JOMShW V=k>ao 3.0 ~ GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.620 (it corresponds to a critical circle at Xe= -3.00, Ye= 12.60 and R = 12.95 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1012.60 and R = 12.95 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.305 (it corresponds to a critical circle at Xe= -3.00, Ye= 12.60 and R = 12.95 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1012.60 and R = 12.95 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# I: y = 127.31 [lb/ft 3] (j) = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 I 000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 W --Mechanically Stabilized Earth Walls AFfON WAY Date/Time: Thu Sep 15 15:13:56 2016 R:\I Active projects\Afton Way\Calculations\LEVEL H=4'.BEN J.0 M~!,I'' 11.,...;,o, .\0 MSE\v Vo<<Um .1 0 MSf:W \'<1>1'10 ] OMS!:.W \'e,s;oo ~.!' .\l~I:."\\" V<»»1d.!! it~EW Voo.-i"" .s U M~"EW VeN;,,,, .' 0 Ml;E\\' Y,r,,.,o 1 OMS&\\' \"er,.100 3 0 MS.ff\\" Va»oo J,!J MSEW °""°"'"' .< 0 M~EW Vo"""' 0 Mi>EW l'mn,n 1 !l MSEW Vorn,:,o ~ 0"1SEW \'"""'" 3.0 .\!.~L"\\. """°"" .<.O ~t%W \lot,;"" 3 U M~f.W v,,..um .1\1 MSf:\\' V"'"'" 3 0 MS!::W V"l"'»o 3 0 MS!>'W V<OOOtL 3 0 AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM # 14.96 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@redlengineering.com Original file path and name: R:\l Active projects\Afton Way\Calculations\LEVEL H=4'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. , 016 ADAMA Engineering, Inc. License number M~ibV\1-jU l\.'.@>01lJJ,l..Ma:W .• \lrowit~..O.™:-JUc..,,,..11-)).l.MSl<'!lt-¥fI 1MhP.Ml;J>W.'1'mi,?P,MM'i".W-Ymi2P }<•1:'%'1K-llm.ioRJ..0MSl,;_l1._.Ji«fMl-)_~_.MS~-X-i:-..:W.MSloW.¥m~~q'J'5';"(.'>'mrrYlo.M/iliW-·V:m?l':~llmll.ll'..Jiw."'1l-.:W.~¥<-Vq. 'b'-OMSFW.'-'f '"l? JO't"ifW¥:rrrJC<¥'.'QY.Y:::rmP !QM'i':Y:'·\Wi"'H Hl;)-W'f:Xf""f''t:W-.:,.1SG1c.¥f&oo;:,o_,l,J!i.fil¥_¥.mioo:\<l-MW,¥.-YPM1dQ.-.-.-.- MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Thu Sep 15 15:13:56 2016 R:\I Active projects\Afton Way\Calculations\LEVEL H=4'.BEN '\eeJoc. 3.0M~E"· Vcro,01.S OMSEW Vorslm1.lOMSEW l'm"o JOMSf.WV<1>.')o l!!MS!,>'i V"""'" 3.!JM~EI\' \lcoci,oL.1 OMWW Vor<m,, ., OM!>f:W V=h10 10Mst:WVen"'o JOMSJ,"',YV<>>>O• .l.!J~'!.~EIVV<o,ion 3.UM~"EW Vw;;,,n .10MSEW Vmn,n 10MSEWVea;,oo ~OJ.lSEW\'<»>0n 30i1.%'WVe"""1, c'Ol\t~E\\' Voe,hoo 3.0MSEW l'miu,i .'OMSl':W 1'"1,wo J OMShWV"'"'" ]JIM.%'W VcMoH .<.O,~~-~---~ SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <j) RETAINED SOIL Unit weight, y Design value of internal angle of friction, <j) 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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 I 0°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka ( external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHl-00-043 equation) Kae ( Kh > 0) = 0.4561 Kae ( Kh = 0) = 0.3478 ~ Kae = 0.1082 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 2 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=4'.BEN Vc)l.'<;<.OM~llW Vcoao,,n .SUl,!~loW V<t-.im1 1!lMSf'.W V""'" :!PMSb'WV,o,-.'>o lJ!~1SbW \'o,.K>l, 3.IJM~EII.' Vc<JO"" .'UM~EW Vo«itoo.1 OMSf:W VotSo>o.1 OMS!'.WV<>wo JOMTh>'f'V<1'10n ,1.0MSl:W V,0001, .WMSEW Vm;.,n.10 MSf:W l'morn '!lMSfcWVmc,,o },0),'fSl:.W'\'m,~n Jr1!\1.%,\"\>cOOcn, .<.UM',EW \'c"i,o, .lOMSfW \'emu" .1\lMSJ:C\V\'meoo l 01,fS!,WV.,,,-,,,. ](1~~%>VV<"">" .1.0 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar<j) 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z 0 ft 3.3 ft 6.6 ft 9.8 ft 13.l ft 16.4 ft 19.7ft K/Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 ' i Geo grid type #4 9500.0 1.15 1.15 l.60 NIA 1.000 30.00 Geogrid type #5 NIA 0.85-tanp NIA 1.0 Kl Ka 2.0 3.0 ·····==••••,,~=-· ~-••••-•••••. ---·········---~-·-. . ·······························• c-~~-----~-~ a-~--~'c'<',0'0 3.0 M~EW """'""' .SO M,S!'.JN Vm1tm '·" MSf.W v.,,;.,. 3 () MSEW v .... ,,oo l.f, MSE\\' "·""'" 3 0 MSEW """""' ·' 0 MSF."" vu,;m, )ii MS!'.\\, Vmmo 3.,, MSLW V=roo 3 0 MSEW ~·"""'' "-" M~EI\· "'"'"'' .\OM~EW v ... 1 .. ,, 1 0 MSE\\, I'"'"".'•) M5f.W ""'"'" ).0 'fSE\\' Vmwo H, MSEW """'~" l.U M~rw """'''"' .l U MSf.1', v.,..,,. .. 1 0l Msr,w v,,,...,, .rn ',{~E\V v • .,,,,. 3 Hl~E\\' \c..Jo,, .lO AFTON WAY Page 3 of 11 Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 i'>'«:>JORJ.Jl..ill{;W.\,w ...... J..O,\fSJ:W·Yrn,r JrM5R":-¥e/Ml:}l>M:.ll-\1!,.¥.,,,ioo;M~.-i!,,»JOR4.\!.JWi&W.."~"'"'"=HlMSQ\:·Ysrneo 19M'®Y·Nf-M,l,,!$R~·).:mi,. ..... :0..<;.!>J$£W .. !,'f1"1r\)9M§f\\.'·"''f'® '9,'I.ISll.K-X«,...,.,),(I.M:,i;.ll,;.J;o,..,..M,l.•,!$fill' .. ¥,,,,.,.,~\J~m¥.:\',oa.m,,J&~RW·>'..:ow .. ~!lMSf'Y.·l< n.lQNW't: XS"?'/ J 1 MiWW"T '9 32W'fl:Y'irataNW§!""}'·?• p i'rt····· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu S~p 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=4'.BEN ~ \I'"'°" ;.OJ>.l~EW V,:;,;;c,n .1 U M~'E\11 Vo1<im1-> U MSJ':W Vc10,:o '\ O!>fSl,'\V \\o,ooo JJ! MS!o,\' \'"'""' ;I.() M.~EW V'""''" .1.U M%W Vmtl"' ).0 Ml>'f,W Vc,so,o .' OMSl:W Ver,100 JO MSl,.'IV '\' """" 3.f!M.~E\\' V,'<'lOI, .l U M~EIV Vmiu" .1 0 MSEW Vmi,m 'OMSl:W Ve,,ioo :!.0 J.l~l:.W \'<Noo 3 fJ MShW "'"'"°' ~.0.H~EI>.' Vm""' .a U MSEW Vm\,,,1.1 tl MSfc:W \1"'100 J O M~.EW V""'°o ]JJ MSh"' V,O>io" 3.0 ,·-~~---- 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 I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~:~~1----------· ---~--1 1--·------,J 0.50 -------- 0.75 ---- 1.00 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 CJ (ll CRult <2l CJ CRult CJ CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type#l3l Geogrid Type #2 Geogrid Type #3 CJ CRcr CJ CRcr CJ 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 (IJ CJ = Confining stress in between stacked blocks [lb/ft 2] <2i CRult = Tc-ult I Tult <31 CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 CJ CR ult 0.0 1.00 Geogrid Type #4 CJ CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 CJ CR ult NIA Geogrid Type #5 CJ CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 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 AFTONWAY Page4of II Copyright© 1998-2016 ADAMA Engineering, Inc. License nnmber MSEW-302915 Ywn Ht/::fif)K-"1«1';o11 l0;\'51J" Y . ')-.l.l'>_.l,.IS~--¥tl ": 3PMS\2¥lil _;J,J;.Mm)'.-Yw· ; 1,~w_.;,:mw ?QWP'f Y-'»,1-M,Ms~=--""'"'" '2M'iPr\O,:ffi!oo:i._<1.3<l:<f.\1,'.','mre 29M<PY·Y«>JORJQM,Sll,ll.'.-J.i.w"'1-/fl¥§f'f-V ..,,,.,,.,)MS,(W._ll7i"M:iJl...\J~F'.\ll-:¥ .... fil"§9"11f)\'-Y~'>J'}ll}l'MS&.W:-Yuw\! ln1tl¥¥f-Jl MM591:-¥e!M]9.MSJ:.\¥.¥ ~AMID\' Y'f'!flJI.J.Q.._ .... MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present DatefTime: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=4'.BEN ,:\,.i,,ec .<.~ M~EW Vc«i<•I< .,u M~lcl~ l'o,.ao\.1 0 MSfoW V,1>0>o .1 0 MSl:,W Vc1wo ]J/ ~1S1:,'\Y Vmm, 3J! l>t~E\\" Vcr>i"lL .W MSEW V,o,<m 3 0 MSr:W Vcmm .l OMSf,W Vea»oo 3 Q MSJ:."W V<>>m" 3JJ M.',\;..V 'llcc,,fon 3.0 M~EW Vm;,,,,.\.0 MSEW \'or,l,rn .' ~ MSEW Vt·1>e>o 3.0 MSEW \"e,>100 'l fJ 11-%"\V'II<""'" ;!.0"1~E\>/ ~o«i,01 J.0 ~c~fW Vmouo .' 0 MSf:W V"""" 3 0 MSl:,W \'e,w,o 3 O MSEW Va"io" .< U ,----- INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 4.00 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 3.00 ft } Batter, ro Backslope, 13 Backslope rise 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) [Sl] 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] AFTON WAY Copyright© 1998-2016 ADAMA Engineering, fuc. Page5of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Emth Walls AFTON WAY Present pateffime: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Culculations\LEVEL H=4'.BEN ,i v,,,..,;,,,. ;JJiL~E\\' \fc""'"' .l.OMSEW V=i<"' l0M$[,W Vei,;.,0 1 O'fS!,"WVei>aon l f!J.1Sl,"W \'<N<>l, jJJM.~E\\' VeNir,n.1.0hl~EW V,rae,,,.1 OMSr,W Vmo>n.' OMS£oWV=lOll lO.,!Sb"WV<>'>0n J.OMSBW\lce,k,,dOl>lM;W Vwa<l,o, lOMSEW l'o«i,1n :'OMS!,WVmo,o }OMSloWVeNon l.fJMSbW\lcroo,d.OJ\\\EW Vcr<ic,, .l.OMSEW l'o,so,o.HlMSf.\l'\',.,,.oo lOMSl,W \'.,-..100 3.!IMSbW \l""'io" .\0==· ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.71, Meyerhof stress= 636 lb/ft2. F d In rf D' l'd' F 1 867 E IL O 0937 F . 5 03 oun at10n te ace: 1rect s 1 mir s= ccentnc1tv. e = . s-overtumme: = # 1 2 GEO GRID Elevation [ft] 0.67 2.67 Length Type [ft] 5.00 5.00 # 1 1 CONNECTION Fs-overall [connection strength] 4.05 7.25 Fs-overall [geogrid strength] 7.33 14.28 Geogrid strength Fs 7.335 14.282 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 8.601 5.123 Direct sliding Fs 2.217 3.065 Eccentricity e/L 0.0726 0.0225 Product name Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 6.79, Meyerhof stress = 678 lb/ft2• Foundation Interface: Direct slidine:. Fs = 1.450 Eccentncitv e/L = 0.1280 Fs-overtumine: = 3 6 .7 # 1 2 GEOGRID Elevation [ft] 0.67 2.67 Length Type [ft] 5.00 5.00 # CONNECTION Fs-overall [ connection strength] 2.82 4.82 Fs-overall [geogrid strength] 5.61 9.79 Geo grid strength Fs 5.607 9.786 Pullout resistance Fs 4.609 2.362 Direct sliding Fs 1.757 2.681 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.746 (it corresponds to a critical circle at Xe= 0.00, Ye= 9.20 and R = 9.20 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.339 (it corresponds to a critical circle at Xe = 0.00, Y c = 10.00 and R = 10.00 [ft] ). AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Eccentricity e/L 0.0962 0.0263 Product name Mirafi 3XT Mirafi 3XT Page 6 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Datefflllle: Thu Sep 15 15:13:56 2016 R:\J Active projects\Afton Way\Calculations\LEVEL H=4'.BEN V,\,io" 1UMSEW Vcr<i,oc .10MSEW l'orsO,,i .10MS£oW l'm.,o.1 l!MSJ:.W'V<=oo 'l.ll~lS!,"W V=>ot• $!JM~EW Vco,e,n.<.OJ>t',£l', l'miw,.1 OMSJ':W \'ors,io .1 c>MSfoWV•.,-,,.,, )fl~{.~l:."11''1.a>,o" .l.11~1.~f;W "'"""'·WMSEW Vo""'" ,lQMS!'.W \'"'"" ·u1MS!':\V Vmi,;oJ.OMSbWV,,,..10n 'l<JM.%WVc"w" .1 OAlWW Vc«im1.S.Ul>lSF.W l'oesnm 1 tlMS!':W \"e,swo }.l!M~f:W "'"'"'" 'JJIMSbWV.,,.io:o 3.Q~ BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 4907 4605 [lb/ft 2] Meyerhof stress, O'v 636.4 678 [lb/ft 2] Eccentricity, e 0.15 0.30 [ft] Eccentricity, e/L 0.030 0.059 Fs calculated 7.71 6.79 Base length 5.00 5.00 [ft] SCALE: 0 2 4 6[ft] AFTON WAY Page 7 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present :qateffime: Thu ~ep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H:;;4'.BEN °f Ve"''°" 3 OM',EW Vcr<i,01 .\0 Ml,l,W Vo"~oLl OMSJ':11' V,,,.,o } 0).!Sl,"\Y Vernoo J f! ~1Sb'II" \'o'X>l, cl.O lt~EW Vco:,,,,, .;.u MSEW Vor,i<,n .1 0 MSf.W \lor,i,10 J OMSJ':11' Vm,ao 3 0 ).l"SI,"\\" \',NOn 3J> MSI,\\' "'""'" ;<.U J,l~EW l'er,;,m .1 U MSJ':W Vm,eo ~ •l MSf.W Voa,.oo :l O M~I:.W ""'"'" 3 0 MSi.-v.· """"'" 3.0M~EW Vo"""' .tO M.',I:W l'rn\rn,.1 0 MSfoW \1:-,s,uo 3 O M~I,W V<a;»o 3 n MSb"\\' "'"io" 3.0 ,--·--• DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.867 and Fs-seismic = 1.450 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 5.00 2.217 1.757 Mirafi 3XT 2 2.67 5.00 3.065 2.681 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0937, e/L seismic= 0.1280; Overturning: Fs-static = 5.03, Fs-seismic = 3.76 # Geo grid Geo grid Elevation Length [ft] [ft] 1 0.67 5.00 2 2.67 5.00 AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. e/L e /L Static Seismic 0.0726 0.0962 0.0225 0.0263 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT Page 8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=4'.BEN \it\,.,o" .1.UM~EW ~<Nico,.10M~'liW Vomm '0M$tW\lm>lo 10J.!SloW Ve,,eoo J!•MSl,>\.\'<No,d.<Ut~EW "'"''"';,OM~EW l'or,O,,,., OM~EW Vor,,,o 1 OMSt\\'V<1><00 30MS.h"\YV<»>0• 3.!JM.~l<W \i,""'1, .l,UM%W Vee,,.,,, lUMSE.1' Voroo>o 'OMSJ:.WVns0>0 'lOMSl,WV,-,,.100 :l.0,\l%,>;V<<>X'n .<.Ol>L',EW ~'"""' .1.0MSF.W l'o"inn.1 <I MSf:WV,,,coo J.OM,U,.WVei,o,o JOM.%\VVe""'" J.0 __ _ RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated mm1mum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1654 225.52 lll.15 NIA 7.335 NIA 5.607 Mirafi 3XT 2 2.67 1654 115.82 85.14 NIA 14.282 NIA 9.786 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. # Geo grid Coverage Tmax Tmd Le La Avail.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 I 0.67 1.000 225.5 111.1 4.64 0.36 1939.6 NIA 8.601 1551.7 NIA 4.609 2 2.67 1.000 115.8 85.1 3.55 1.45 593.4 NIA 5.123 474.7 NIA 2.362 AFfONWAY Page9of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .y. ,JJJM$W_.J.imio1t.J»~;1,_.J.1.«,,..,,MMSIW-,¥rnf"t;:pM:;:rWY»"i }fi':'§f"'Yrh•MM5fW.-li<,..io1t.JJJ~.)1«....,.),0.MSJOO,:.~M~lSJi-)¥.l,.'ffi ,.,_:i...ct.MB\W·Y>Nlli ifiMS'iJ':' }''>"1'c3QMSEl!.:-)i«>.m,..l..O.MSll.!;:.)ll..._s,;_ .... M.MSli.W-.¥~;..sioo.o&-M>EW-'l!<>>JQfc3..(cM.S.&l¥,\"""'w"c>.ll.Mli&.\\'.-\s«Wo-.ltlll'IB\CJ' @19l::lSEllOC9lHN':,.l'MSf'¥Yrn 7" 3£ M'ifW Y''1' E }9 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date(firne: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H=4'.BEN VeNO« 30/1-l.',E .. ' V,:«i<on.H)MSEW \'cr,uu1 ,oMSEWVeo,.,o lOMShWVei>:oa ]J/~1Sl:.'II' \'o,x,i. J.IJAt~Eo,' Vcoci,ot .<.UM~EV. Vo""'" .HIMSf:W Vru,rn JtlMSf:.\l'Vernoo 3.()MSEWV<>>IOO ;l,/JM,%WVe00<•t~UM~EW \'or,,od.0 MSfW l'mOm •nMSf:.W Ve,,.,o}0'1Sl>WVm,oo lf/MSl,'1/;\•eMOI, .1 OM\EW Vo«""·; OMSf:W l'mor>l.'!lMSf:W\':,;i,100 3.0MS.l:W Ve,'lon 31lM%"",'Ve"IO" 3.0,-~---- 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 226 1.00 0.30 913 1654 NIA 4.05 NIA 7.33 Mirafi 3XT 2 2.67 116 1.00 0.28 840 1654 NIA 7.25 NIA 14.28 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 337 1.00 0.24 730 1654 NIA 2.82 NIA 5.61 Mirafi 3XT 2 2.67 201 1.00 0.22 672 1654 NIA 4.82 NIA 9.79 Mirafi 3XT AFTON WAY Page 10 of 11 Copyright© 1998-2016 ADAMA Engineering, fuc. License number MSEW-302915 Y·<>maJQM§fW-Ys:IWP lJ}M§Pl.:,Jls&o11-W.MSS!i-_¥m!N:~OMSEWYm·w 3f<Ml@'l;li,'mi911.:J.JJ.MS£11/_.\l<W<lll·J.O.!-l§f\l,:-\i -\OMSl<W-.¥<',..,.,..MtM5r\lL¥,l' r3BMV'V'roiorcM.Mm.lY_-'1mwllj 'l':'5f": Y ->Jl/i:l-'ifll'.~MM5fW"&l 2'7 39MJ>.mi;A,,..i% 3f MW'Y}W!IB-3.0).lf@Kkw,e"-Jfil:l§P'!-Ys':"SD:/'.l.M:W&•.¥mi""" "Mti61K¥T•''2 WMW\ Yrnre 29.-----.--,.- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:56 2016 R:\1 Active projects\Afton Way\Calculations\LEVEL H;:::;4'.BEN v,,t.,o,.;<.OM~E<>> Vof<ir,n.lOMSE\v Vors<""JOMSf:W V,.,,.,o .1U\fS!,WV,a>:oo >.f•MSb>'>V""'"" jJJMSEW "°'''""' l.OMS£W Vor.Ood OMSf:W Vo""' .1 tlMSTuW "'"""'' ]f)MJlliW\'<NO" JJ;MS6W\lc1>i<o, .WM~EI' Vcr,i'.,>1-1 U MseW Vo,,«io }!lMStWVei,i,io ].OMSE"WV<l>10" 3J,~1Sb ..... V,'ffi<'u 3.0H',E\\' Vo,,i,,,i .1.llM~"EW Vo!<"'" 'llMSE\l'Vel!wo 1 OM~f:W Ve.-,oo WMSbWV""'"" .<O=~r- GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.746 (it corresponds to a critical circle at Xe= 0.00, Ye= 9.20 and R = 9.20 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1009.20 and R = 9.20 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.339 (it corresponds to a critical circle at Xe= 0.00, Y c = 10.00 and R = 10.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1010.00 and R = 10.00 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #I #2 #3 #4 #5 #6 #7 Soil layer # 1: y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 []b/ft 2] X [ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 1000.0 1000.0 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. #8 288.7 1000.0 #9 295.3 1000.0 #IO 311.7 1065.6 #11 328.1 1065.6 Page 11 of 11 License number MSEW-302915 LEVEL BACKFILL -NO SURCHARGE (WALL #5) MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:37:09 2016 R:\1 Active projectsWton Way\Calculations\LEVEL H=6'-NO SURCHARGE.BEN ,t;,.,,, 3.0 M'>li"' Vcffi,01 .l O MSEIV Vo«iu• .1 0 MSEII' V,;,a,o 1 O'>!ShW '""~" J.<, MSEW ""''"'" 3.!J ~t~llW "'"i,,,d.O MWW Ve"""' C U MSJ':W Vu"''" 10 MS!,\\' Vem,o 3.0 MS!,W \'"""" 3.0 MSEW -,,,,,,;,o, ,WMSEW l'or,e,,i.1.0 MSO,W I'"'"" 'OMSEW V<-l>»o J O "1~loW """"" J () MSLW "'"''''" .< Ul>t~LW Vm;c,n .l.U MSfiW l'mlno .1 tl MS!c:W Ve1,,,o 3 0 MS1'.W ""'"°" 3 <I .\'l~EW Ve"'°" .1.D AASHTO 2002 ASD DESIGN METHOD AFTON WAY MSEW(3.0 : Update# 14.96 PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM H=6', LEVEL BACKFILL, NO SURCHARGE, ANCHOR VERTICA BLOCK, MIRAFI GEOG RID 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\Afton Way\Calculations\LEVEL H=6'-..... ..... =6'-NO SURCHARGE.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. I ~ ! ~~------~~-~.--~----~--=-~.-... ·-·•-'•-C---~=~--W~--· ·-=·---------,__~-~~-=j=A~~-----=~-~-=---=---~-~-~-~-~~=~~~-~ J ~';;,~,.-,;::;;,';';;;,;;;;;;=;,c,;c,,ce;~;;,::;~~;~-:;;;~~·~;=:;;:;·.,.OMSEW v .... ,,, i •>MSEW ,·mroo3<>M~EW \'"""" "J.l,M~EW ,.,,,;,,,, .,.oM~E" ~ ..... .,_,oMSEW VmOm 'OMSEWV"""" :i.uM~EW\'m, .. 3.r, MSRWVc"'"'" JOM~ISW """"" .SUMS'!:\\-v.,, .. .,. "' MSEW v .. ,.,.,. 3.0\fsr;wv,.,,...,. 3',MSEW\e""'" 30 ~ Page 1 of 11 1 j Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 j ~'.mmJ.Q¥5§1i!.V«wl' l.llNSQ\: YWW:lJil-!Sl"iW-¥£r,<k»;;J;.M.5£W_J.'o,.Wl)~.\''1'19of[L!1'1§1;Yt'.li,mi?B•J.(W§[\Ji-Y{" oo Ul.MS~·-¥fl"MNIMSWY»21' 1'0M'ifW¥mm 1fl.MM>\1>_.l[m:m,_.j))MSl,._\l, .• V('fl"H-l QN5Pw_Ym'sn •O,M:'W•l'._:.I( < n "i&-M)ffi.\'.0},00_3,~cM:,l;:].1>_.,:{'IJ:.i!!R-3JJ~.Y..«'iipo-.lfl wru; "mim: )1)M/iP:i:11'.l/fDAAA9!:!:rniil:f¥r•J00..3.(<Mrn'.:_~,,.. e ,o_ ••••.••• o MSEW --Mechanically Stabilized Earth Walls AFI'ONWAY Present Date/Time: Tue Nov 08 10:37:09 2016 R:\I Active projectsWton Way\Calculations\LEVEL H~6'-NO SURCHARGE.BEN V<OO<lc. 3.0M~EW"\'~m<a, .1UM1>1:W Vo,.im1 lUlYIBf:W \'orn,,o 1 0~$!:.-WV .. >:on l !/~1~10'11" v,,,_,01< ;>./J!l~EII>' \1<00,,n .l.UMSEW Vor""'-1.UMSf:W \'=010 JtlMS!:.\\' Ver,.,, )llM~f.W','<is,on j(JM.WIVVeo,;,.,, .<UMSEW Va.iu,,.>OMSE\V Vor,o,a 'OMSJ;WVm,,,o 3.0"lil"WV"''"" JJJ.\1S1,'\.\'V<1>WH~ UM~D\" V«,i<m .S.UM~'EW Vo"""' 1 OMSf:ll'Vm,oo J.OMSf;wv.,,.,. HIM.%"W \1,:,,-io" .<U-_____ _ 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yeouiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka ( external stability) = 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A = 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 0.4561 Kae ( Kh = 0) = 0.3478 L1 Kae = 0.1082 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. ~--------------~ ------·-·-------... ·-----~·---------·· ·--=--~--···-· ··-----------· -· -=--· ··--~-=-~-··· -~~---------. ···-·----=-· ------·-·---------. ---... Ver..,o:. 3 OM~EW "onrirn, .l O ~15[\I,, Vwom 1.0 MSC:W Vo,.i,;o }0 MSEW ""'""" ~.f• ~f.lE\Y \',"ion 3 0 ~f.lEW """°''" 3 0 MSEW Ver,;,,,, .1 0 MSEY.. Vmo,n ,.,l MSE.W Vm»n 3.0 MSh"W \'•>'-'On 3.[I M~EW ""'ion 3 OM~l:" Venobn .1 0 MSEW y.,.;,,n 'tl MSEW \'o,>ioo J.O"'ISE\Y \',..,.ion 3 [1 ~f.lEW V=1<>1d.O M~EW Voc,icot _s O MSEW Vo,.,m .' tl MSEW \'<1»,o .1.n MSEW \'.,,..,. 3 Q MSE\'o" Ve,'Xln 3 !! AFTON WAY Page 2 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .y_, . .JJJ.M§D:':'-Y::"'.@-JJJ¥§f;W-•«rn 1 R':151zy>'-.¥m<o<>.MM:ifil¥-.1'm";Jr jf•'rW'}"Sm • }' M§f'l'_,k«>.ioR.JJJ..moJ,-yq,;9,..;,0A\j&fl\':._¥o&, l )MS!W~'{l_3,_Q.-MSk.-W_.\.srmr 3 rtM~--~:, ...... R!ntWH'\\'.YmnUIMSI\W-~'ffi? ,,wrl:YY• ...... ¥':llif\¥)'m:21d,(c}W:.\}'-Y,m9p !OM§EW-~-... .;.R.J}J}'5f'\f-Ym a.l.OMSl<l!'·)l.<f:Si""WWE.\\l¥mnn3Ji.lliEW--YW'lf Ht----- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:37:09 2016 R:\l Active projectsWton Way\Calculatiom;\LEVEL H=6'-NO SURCHARGE.BEN V.:l,,.,,, .<OM~EW "'"'°""·'·OM~"EW l'c"im1.1.0MSf:WVc1>>lo 1fH!ShWVeNOO 1n.l!~hWVe,>><>1<3!Hl~EW V<<'O<•n.< OMSEW V<e<•••O OM:;f:W \'cso,,o ~flMSEWV•"i,,,, l!lMS!,."\Y'V"'''°" J fJM.~EWVces~,u 3 OM\EW Vor<ic,a, .>OM~E\O l'erso,o 1 OMSEW Vern,:,o 1 0'1SCWVeNoo J!JM.%"\\"Ve""'°" ;<.Ol>LW\\' V,«;,., JOM~FW Vmn'".1,D,!SEW \'"""" 1 nl>!~&W\'c.,,-aoo 30 MS6\lr' v,,,_;,;,,. 30 ~vr~ 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar<jl 0.85-tanj) 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, fuc. z [ft] 0.0 0 6.6 9.8 .............. 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 ' Geo grid Geo grid type#4 type #5 9500.0 1.15 1.15 1.60 NIA NIA 1.000 30.00 0.85-tanp NIA 1.0 Kl Ka 2.0 3.0 ................. Page 3 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present pate/Time: Tue ~ov 08 10:37:09 2016 R:\l Active projectsWton Way\Calcu1ations\LEVEL H=6'-NO SURCHARGE.BEN v,,,x.,, >.OAlSEO. Wm<•11.>0M~"EW VorsOoi.lOMSf:WVm.,o 10\l~bWVer>roo 3.1!~1StW\'cr-.K,., 3JJM~EI\' """"''·\OMM'.W Ve«iio, .10MSJ':W Vm,rn J OMSt\\'Ven.,o lflM<.l."'WV"""°n .!J/M.',E\VV,"io,' .<oA!\EIV Vmi'"i.1.0 MSnW Vor,i<l<l 'OMSCW V"""" 30MS!,W\'<»1on 3JJ.\L<.l.'\.',\l,n,>o.t, .!.OAl\EI>/ V0«hoo.1.0MSEW l'o:so,,, 1 OMSEl\'V"""" 3 OMS!,.'\\! V=o )1!~1SbWV,o,k,:, 3.0=~---- 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 Yf = 130.00 lb/ft 3 Z/Hd To-static I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~;1 i= I I···--···-i. ::I 0.75 ( 1.00 ---~' -~-'---'--'--.-~~---'----' Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 a <1J CRult <2J a CR ult a CRult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 (j CRcr (j CRcr (j 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 <1> a = Confining stress in between stacked blocks [lb/ft 2] czJ CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 a CR ult 0.0 1.00 Geogrid Type #4 (j CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 a CR ult NIA Geogrid Type #5 (j CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 0.50 AFTON WAY Page 4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .J.'.<JJ'lO!lJ.JlMSf'KYm'?l !QM5P" Y...J .... JI.Ul_.l,.ISijWa'"rnlf12 38.MS~-¥=-MYSF\.\'_.',';m;rp 3 9-m,:w_.i,: . J..O.mt.\li.),!g ... o":/Jl w,~._11 .. ,.;,,.,.},i>_,MsLJ,lt_l,.'m ¥t39¥'if"' . .YJ<J>iorcJ..IJ.Mifil','_.y.,,.'?P !!'':l'if":-l<w.i,m.),(l_MS,I.W .. li,;rygg J<lM:WW-~MI.M'iR\P:'mwJ.(•MIBW,Vp11,,q11MSF»'·\lmll'll•J..0,™:-1'9ffi!)-1J),}j!f)Al:-.¥oR.!oo."i:9-MSf\¥_.¥rai: p JS MSB\:.-J.'.'fillOll,3.fi.· •• MSEW --Mechanically Stabilized Eaith Walls AFfONWAY Present Date/Time: Tue Nov 08 10:37:09 2016 R:\l Active projectsWton Way\Calculations\LEYEL H=6'-NO SURCHARGE.BEN v,1-,.,,, J.OM'iliW Ver,i·o, ·' OM.>'EW """'"' 1<1MSf:W "'"'''" ~O~Sf.WV<1"00 )!!.'l!Sh"\''""''"'";l(JM.'ili"' v,oo,,,, JOM\EW Vmi<m.1 Ol>!Sr,w "'""'" 1 <lMSr,.wv ... ...,. 3.r.'l!SI:."\\"',""'""" 3.IIM.%:1\C """x'"" OM&EIV v,,,;,., .>OMSfcW ""''"'" 1nMSf.W Voi,wo )OMSf.WV"'""" ).nMSbW\t,r,k,n .•.Olvt~E\\" V<r<;,., .1.0MSf:W v.,. .... ,.lOMSf.\l' \"C,.$000] OMM!W\"e,,.,o ).IJM.%"\\"\t,.,io,. .wv,--., •• -. INPUT DATA: Geometry and Surcharge loads (ofa SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, 13 Backslope rise 6.00 [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 = 5.00 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] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] ~-______.,_____, "N~=--==•=-~-.-~-~--~=-N-· ---.-----------------~ --• ··--· ---~---------· ,----·--, •----~-----=---~ ---~---\'e<>io,, , ~ M~EW v.,..,;.,,,; U M~I:"" Vor,o"' J.\l MSliW Vc1>10o .' o M5EW \",won ; <• \i~l!W "'""''"' 3~ kL',EW '-=ion J OMS!:"' Ve,;;.,,, .l U MSEW Vo""'" -. 1 MSE.W \'c,,.on l O "1SEW \'"'"°" 3.0 M~!s"\\' ~""""" 3 UMSEl>I ~o,,l•m .HI MSLW Ve:"'" ',J MSt,W V"""" U} J.!SEW V<t,io,. :;1, MSEW \'e"""" 3 0 ~1.~l:W ~"''""' .< O),!SEW Vor,u,a, 1.tl MSE.W V<:0>000 )(! MSl!W \"c,s»o 3.(• MSl:.'W \ ""'°'' 3 0 AFTON WAY Page 5 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\/'1>"'PJJl.~.v«'l"IH·IJl¥5DY ':'mill • QM'ffW.¥mimoJ)M'\f~-_lfrf''00_3J..,MJIB~'>,Y<:.l'Wll.3.l<.l!l;<EV,:·\,,mw 11'?:!§fW.'.\f .))).™.)'4l'SIRl};\.il_,M.\'ljW-.¥£Fi@N1-¥W\,\/_.ym;;, •. M.Ml£.l\:_.~:~ ... .wRJ»N~l!-.·}Wf'f!'·Jfl."J,;~._~},9_-M.,J.l)!J..¥~-.:M!-M:>JoW .. y9' "f U·'::'SE'¥·}'1JWP /fl":'§f":'.·-"W .. ~·Jfll>l.=-Y'«w&.l.ll,M~l1.-W-_¥,o,.i .... :;.J>.-MS.ID¥.'l/.s,,,.,..;.WM:ww.Yrnr 19···· •••••----·--------. ·---------~----· ----.. ,,.,-~-W~-----• ------.-.WWW~-----------------------------------.----------.-.-.--·----------·•• ••----------------.-w;=' C ----------------------~ ••----------.-------------• •· --~·---------·-, --VoNOn .l.UM~E\\' V<n,iO!d OMS!:\¥ V<t<i,n1 J.O MSEW V.,-,i,,o 3.fl !,{SEW V'-"ls,oo 3 f•~iSEW \',-.,.;.,,, 3 U ~L\EW """''''" .l O MSl:1\1 v.,,;.,,, .l O MS<!W V<""'" '•l MSEW V""""1 ~ <! MSEW \'.~""" 3J, M~E\l.' 'veNOn 3 U M~E\l. Ve,<;m .l O MSE\\. Ve:,;,., ',J MS~W \'mn•o J O \ISEW "''""'" 3 r, MSEW ""'"'" .l.0 hl~E\\' Vormn .1.0 MSE\¥ Vmmo 'tl MSEW V"'""" 3.0 MSEW Wr,,on 3 {• MSb.'111' \'0»10,d U MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:37:09 2016 R:\l Active projects\Afton Way\Calculations\LEVEL H=6'-NO SURCHARGE.BEN V<"'°'' .~OM',li\\' Vceci,,1d.OM~'EW l'er,u,,, .1.0MSl':W l'o,,.,o 10\IS&WVei,:oo JJ!MSb.WV,o>,01<JI/MSHI' Vco,:i<,1d.UMSE\\I l'cr<<,,i iOMSf:W l'crso,o.' OMSl':W Ve1»00 JOM.'iliW'-'"''°" 3JiM.>l<WV,00<ot.<.OMSE\V Vmi,,,: ,lOMSEW Vmi,m 1 OMSf,WVmo>o J.OMSb.WV"""'" J0.\1.%WV<"xm.•.OMWW V<NiM> .'.OMSE!W l'<«••n.HlMSf:.W V,rnoo J OMSI:WV<>>loo J!/~1%'\\'VcNO:-J.0 ·•== ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.00, Meyerhof stress= 887 lb/ft2• F d In rf D" rd· F 2 461 E IL O 0760 F . 5 91 oun at10n te ace: 1rect s 1 !Ill! s= ccentnc1tv. e = s-overtumm!! = # 1 2 3 GEO GRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 5.00 5.00 5.00 # 1 l l CONNECTION Fs-overall [connection strength] 2.68 3.21 7.25 Fs-overall ! Geogrid [geogrid strength] 4.49 5.82 14.28 strength Fs 4.494 5.821 14.282 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 8.433 5.228 3.557 Direct sliding Fs 3.015 4.860 12.255 Eccentricity elL 0.0588 0.0206 0.0019 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 3.33, Meyerhof stress= 1085 lb/ft2• F d In rf D" rd. F 1 564 E IL O 1536 F . 3 11 oun atlon te ace: 1rect s 1 !Ill!. s-ccentnc1tv. e -s-overtumml' = # I 2 3 GEOGRID Elevation [ft] 0.67 2.67 4.67 Length Type [ft] 5.00 5.00 5.00 # 1 1 1 CONNECTION Fs-overall [ connection strength] 1.83 2.22 4.66 Fs-overall [geogrid strength] 3.39 4.40 9.20 Geo grid strength Fs 3.389 4.397 9.203 Pullout resistance Fs 4.432 2.755 1.511 Direct sliding Fs I .916 3.089 7.789 GLOBAIJCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDIDONS: For the specified search grid, the calculated minimum Fs is 1.764 (it corresponds to a critical circle at Xe= -3.00, Y c = 9.00 and R = 9.49 [ft] ). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.325 (it corresponds to a critical circle at Xe= 0.00, Ye= 15.00 and R = 15.00 [ft]). Eccentricity elL 0.1199 0.0442 0.0056 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT --Ji --~ ------J -------·-·--------.. _·---= ~ ------ ------------· --~JJ-----~,-= -~~--Vel'kl,, :I UM~EW """"'"'; U MSEW l'<fllilm 1.U MSJ',\I, Vc,,..,o} OMSEW V=o 3 !I ~JSl!I.\' Ve.,<ot, 3 0 M.\EW ""'""" 3.U MSE\\I Ver,a,a .l O MS!ll'I Vmo,o} 0 MSJ',W Yep,,,,. 3.Q MSEW \'c,"°" 3.!JM~EW Vc1>io1d.O MSEW Ve«<o,;; U MSE\1,-Vu,ilm .'.0 MSEW Vcs,Mo H) MSE\\' "'"""" H• 11\g>,\' Vm1on 3 0 M~EW Ve,,;"' .I OMS!l\1,/ Ver,;,,., 1.L) MS1'W \'"'""" :l,0 MS!,.W "'""'" 3 ~ M~l!I,\· \ "";." 3 U AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 6 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/rime: Tue Nov 08 10:37:09 2016 R:\l Active projects\Afton Way\Calculations\LEYEL H=6'-NO SURCHARGE.BEN \l~t\io:, 3.U M~ll\V l'o,"'"' .S tl M~"EW l'o<<m" J OMSllW ""'"" .1 fl M:iliW \\=,,o 3.1/ .\1~1,W V,:,»m 3.fi M_~E\\' V"'i"H 3.0 MSE"' Vo«un, JO Ml:mW Vor,o,o ' f!MSllW Vm,100 3.fl MS!,W \'"'""" J.O M_%"\\" "'°""'' .l OM&E\1/ Vor<;u,, .1 0 MSllW Vmi"" .1 !l MSllW y.,.,,,,, 31' .'>1S!,.W ,. • .,,,,~n 3 fJ M..~lc·11; "'"'°" .<.Ol>t~E\\' "-""""' .' 0 M~EW \'mnnLl tl MSf.W I'""'" l O M~!,W Vec-,oo 3.1) MSb"W v,.,.;.,,, .tU =---.~ BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 4430 3619 [lb/ft 2] Meyerhof stress, crv 886.7 1085 [lb/ft 2] Eccentricity, e 0.38 0.77 [ft] Eccentricity, e/L 0.076 0.154 Fs calculated 5.00 3.33 Base length 5.00 5.00 [ft] SCALE: 0 2 4 6 [ft] AFTON WAY Page 7 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\',WOR.J.Q.MS&W.Vml!>fl·M'M'H/Yr Y lJ]¥1'!<.Y<-.¥!.™'·ll,M$£'¥l<<».,,.,-R:M!illW-Y•f'1911SnM§fW.-l<<'>'f"'--.WMSt.W-l{~wJ1.J,!l MSW::·¥fl"IM:1::P:¥'ir'YYmioo_;w_MS£1¥X.mk>o..3fiM§fil'f·Vl'!i• O !QM5fl0(W'?&1 OMSU¥[.l/mim)Al,MSE'!l/.¥:,oo,o.MM'i'2¥¥':"W'i 1.fcMSE\P'l'KIP i![lMU Ytn'eo.31JNSf11'l\l!ffi&1-.l!lMSJ:.ll!.)1.,.;:or,;y,:MSJ:.>¥.¥.moo3.Q.flAAl>\l:.Y1·009Jl311··· MSEW --Mechanically Stabilized Emth Walls AFTON WAY Prest;:!).t Date/fime: Tue Nov 08 10:37:09 2016 R:\l Active projectsWton Way\Calculations\LEVEL H=6'-NO SURCHARGE.BEN \I<""'°" .<UM.',E\\' v,,...;",dOM~li\V Vo"O,oJOMS!:.WVe,,.,. ~!ll,lSI:.W\'c"'"'~' l.QMSh>\'V<>o,,otdJJM~EW V<N,,n.'UM.!,E\11 Vo"""' •OMS!:.W Vm010 1<\MS!:.WV<fiioo l.OMSh"\YV<»>oo J.OM.%'1>' V,OO!otcW1'lliEW Vor,i<,n >OM~.EIV VotsOm 'ilMSf:.W Vornoo lOMSt.W\'c-r,100 JJ/~1.%'1>'V<"""".<.Ol>L~J;\l, V.:«;,o, .lOMSEW Voe,o,oJ(lMSf:\\' y,,,,,10 l.0!,l~l,W Vto,.,o 3!JMSh"W\l""k," J.0 = DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.461 and Fs-seismic = 1.564 # Geogrid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 5.00 3.015 1.916 Mirafi 3XT 2 2.67 5.00 4.860 3.089 Mirafi 3XT 3 4.67 5.00 12.255 7.789 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0760, e/L seismic= 0.1536; Overturning: Fs-static = 5.91, Fs-seismic = 3.11 # Geo grid Geo grid e/L e/L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 5.00 0.0588 0.1199 Mirafi 3XT 2 2.67 5.00 0.0206 0.0442 Mirafi 3XT 3 4.67 5.00 0.0019 0.0056 Mirafi 3XT AFTON WAY Page 8 of 11 C9.Pyr~ght © 1998-2016 ADAMA Engineering,_fuc. License number MSEW-302915 .v.,,,,-rnMWl't-Wffl..l!INm:.W,ll«m,,.W.M>~·-" nr 210~Jo.\K¥""»o~MWffi:'_.l,''f'iru, }l)}AAQl'.:}':'.'W)\..l..OMSl:W-Jire 2' 12'l5'2:'r·Yf<sl<>l>W_,MSQ\?_¥minnihlWWl"Y:s::w3J!.M.5,&~_.x..,,.~J@5fY.:-YsWP!'J..0~l/o'.._){,oroi,oo...M,M5fl¥ ±f1""'":.:.\&,\l:iR\ll¥mw;:,,[LM5&~.y:.,.,,., .. 1 .. M§fW-wm ... J..OMSQ/,'._){"'' g j•lWfW·_+mioo-• 'IM?fW.:\'r,:a r 3.fi:-Wil,.\\:_.\;'.ffl;lll!l.J.0:---- MSEW --Mechanically Stabilized Eaith Walls AFfONWAY Present DatefTime: Tue Nov 08 10:37:09 2016 R:\l Active projects\Afton Way\Caku}ations\LEVEL H=6'-NO SURCHARGE.BEN \l.lr,,o:, .WM~l:iW Vor<ir•n .lUMSEW \lc"i,"1 1tlMSf;W \lei,o,o 1 OMSEWV"'""" lJ!~lSb"WV,:,;lol, ~JJht~E\\' "'""''" .<UM%W Vo"'"' .'VMSfW \'cr,010.1 OMSf:WV,,rn,;o lQMSbW'\;.,,,,,on JfJW,llW \loo,i<,n3.UMSEW l'or<ic,,, .i.UMSf:I~ Vm,"o 1\lMSEWVe,;.,o 30MSt.WVc'l'lOO l.OM .. %"'\\'Vel',oi, .1.UAt',J'.W ~eod,,n.S UMC,EW l'o,sim.1 l>MSf:WV:"""" ~ OMS&WVem,oo lJIMSb"W\ler,.io:,.<.U == RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 I 0.67 1654 368.02 192.18 NIA 4.494 NIA 3.389 Mirafi 3XT 2 2.67 1654 284.16 147.22 NIA 5.821 NIA 4.397 Mirafi 3XT 3 4.67 1654 115.82 102.25 NIA 14.282 NIA 9.203 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 368.0 192.2 4.64 0.36 3103.7 NIA 8.433 2482.9 NIA 4.432 2 2.67 1.000 284.2 147.2 3.55 1.45 1485.7 NIA 5.228 1188.5 NIA 2.755 3 4.67 1.000 115.8 102.2 2.47 2.53 412.0 NIA 3.557 329.6 NIA 1.511 AFTON WAY Copyright© 1998-2016 AD AMA Engineering, fuc. Page 9 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffirne: Tue Nov 08 10:37:09 2016 R:\l Active projectsWton Way\Caku1ations\LEVEL H::;:;6'-NO SURCHARGE.BEN V<nJo" 3.0U~EYlo; V~«fr•d.OMSEW Veuu,,, ,.oi:isr:w v,,,.,10 10!,lSl,W\"co"oo l.f!MSC\>i \'"'''"' JJ/l>t\EIV Vcr,.:i,,,dUJ.U,EW Vor<<n> . .-OMSf:W Vc,so,o.' OMSl':W V,;,.,o 30MS!,WV•o»oo JJJl>t~1JWV00<ion ;.U,\lSEW Ver,irm .1.-0 MSf:W VmO,o HlMSEll'V<'loO>o MMSCWV.,"on l!JM.%."'WV<MO!, .<Ul>t',E\o' Vo"ho,.' UMSf:W I'm••• .10MSii\\'Yo,,,.,o) OM~!,W V.:,,.,oo l.!JM.%'WV""'°" J.0 ·•=·- RESULTS for CONNECTION (static conditions) ****** Important: Hinge height concept is ignored. ****** Live Load included in calculating Tmax # Geog rid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geog rid connection Geog rid Product [fl] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 368 1.00 0.32 985 1654 NIA 2.68 NIA 4.49 Mirafi 3XT 2 2.67 284 1.00 0.30 913 1654 NIA 3.21 NIA 5.82 Mirafi 3XT 3 4.67 116 1.00 0.28 840 1654 NIA 7.25 NIA 14.28 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/fl] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 560 1.00 0.26 788 1654 NIA 1.83 NIA 3.39 Mirafi 3XT 2 2.67 431 1.00 0.24 730 1654 NIA 2.22 NIA 4.40 Mirafi 3XT 3 4.67 218 1.00 0.22 672 1654 NIA 4.66 NIA 9.20 Mirafi 3XT ------------------------=~---··· --~-~-~----~---~~--=-=---=~~--=·--··--~--~---· --~·==--~-~···------------··-·-·-· \'e,,imd.U M~EW VcOOI"' .l O MSL\!< Vu<•>n .1 0 MSfW V,r,.,n ~ O?>ISEW \'"l>.h)O l.l! !,1..\E',V \',,,,..,n 3.0 U~E\\" ""'"'" 3.0 M~C\!, Vu,;,m ) 0 MSfW VeTSi,10 '0 MSfW Vc't>t~o 3.1! MSE',\' \\~"on 3.1! MW"\\" V<r,,011 3.0MSEW Vu,i•al 1 C MSEW Vor,ilm ·,.t! MSfW Ve•=~] 0 MSE\\' \l,,,.,M JO MSE\\' \lc1>m!1 3.0 ~!~EW h,,;m, .1.V ~\SEW Vee,,.n , 1n1S£W v.,,1,,0 ,.11 MS!oW '°'""'° J {, MSb"\\" \'""°'' 3.0 AFTON WAY Page 10 of 11 Copyrj_ght © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 . • ;I_ J..0¥§DYY:7 WJnMSl<.W-_l!mX,qJP~iW: ¥ i@:SQMS®._lfo?Y!s'RM5!ffi'N"9JOP.io.Mffi.w_.\i::rw !9¥"ffi_.ji.oo<ip_.,_.)_,(IMSf¥r Yrnm'.'.llMSJ;l,\',_l,%' 9?"/8¥!''5'!:' Y.mioo..,3ll.Ml@\'_.li r,m !QNWl\:.v .... _...µ..o.MSEl/iYfJ O."-'l_M5J;W._¥qw1W>m¥_:Vmio, Jf•M§f»'·\'.m>ORJ»).l§EW_-Vrnl u->,O..MSl:)',_.J>,wn J•l':£'EJ.l,-¥ffi,M.M,M)f¥(¥ss;rn3..Ci.M~_.Y,ry;K!o.10.· MSEW --Mechanically Stabilized Earth Walls AFI'ON WAY Present DatefTime: Tue Nov 08 10:37:09 2016 R:\l Active projectsWton Way\Calculations\LEVEL H=6'-NO SURCHARGE.BEN "k""°" ;.OA1SE'11.' Vmi,,n,;uMSEW Ver<i<>n.lOMSf:W V01,.,o '0SfSf!WV"'"oo lJlMSl,"\'0 \'""""' c!JiAt~\lll.' "'"°'"' ·'O~l.%11' V,tsuo, 1 OMSf!W \'c,so,a .1 LlM'Sf:.WV=ioo :!OM'SlOWVa,,oo .;,UAt~E\\'Voo-ion ;.UM&E\\ Vc«itm .1 OMSf:W l'miun '01'1Sf,WV,-,>-,O :!O\ISf.WVo,100 :!'1M%'\\'\leooo,dUM.~EW V«si<'n.l.OM~l:11' l'crsU,,1 .HlMSf:W\"~"''" :!OMSf!WVc,'!OO lOMSl,'W \l,"K>" .lU-= GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.764 (it c01Tesponds to a critical circle at Xe= -3.00, Ye= 9.00 and R = 9.49 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1009.00 and R = 9.49 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.325 (it corresponds to a clitical circle at Xe= 0.00, Y c = 15.00 and R = 15.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1015.00 and R = 15.00 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #I #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer# l: Y = 127 .31 [lb/ft 3) = 25.0° C = 0.00 [lb/ft 2) X [ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.2 288.7 295.3 311.7 328.1 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 ----~·~·=-=v~v=~-=-=--·--~-~==·--~=·=----~-~----·=-~·-·-·-·,~·=·-·-·-·~·-•·J-·?~==~---~=~-=~-=-~--=™~-~-.-=------~=------'------~=-,~--=~~--=-=·=·····~-~---~~==~v-=-~--~~ "'""'" JO M~EW """""' 3.0MSEW Vm,m 1 U MS~W Vm••n .' O',fSJ,W Vm""' 3 !,\!~EW "'""'" 3.0 MSEW """"'" .l U M5l:W Vo,,l,,n 1 U Ms.EV, Vo""'" "•.\l MSEW Ve,,ion so 'l~BW "'"'"'°" ~.(, M~b,\" h<>iou J.O M~El>.' V<«eo, J U MSE"' v,,.o,,, ;> •l MSl:.W Vu,om , o \!SEW "'""'" 3 ~ M.<;EW \eraou 3 OM.\l:W ~.,,;,,,. .Ul MS!l\O V""'"" ;i o>MSEW Vcw,m ; 0 M>EW Ve.,,,,. 3 f• ~!SEW\ ,"NOt, .lO AFTON WAY Page 11 of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ~'mWeJ.QMSf'.W .• 1'-«>.wR..l))J.l&_lJi.ll«"P•>lJIN-'ii'W ¥tr&· 0':lSfl¥.:Yrmw~ .. ,cit>5IOll.3,!Ll15f\Y-1.;•r'i\P ).()~\1,: • .\'«4'1-J,!l.M-Sl'Y,-/0"""9:N!Wif\¥·.i,:=ioo.Ml.-!lrn>Y> .. ~ml003.IJ.Ji1A&\'>.-~:~.oaJ!lJ13QTWi0:'·YW'A" W.MSl<l;i • .l{-or<M].M,Miif.l!\'¥ff™1>.;!Jl.M5E)'"');S"¥'1i?ti-M§'i;W.-Y,n;\r!p )lW§@' .. '.\iw.b.,..J)),'\lsw,J,".)'.....,,_a.)..Q.-MSl-l'l\:'.¥m-lM' 'IM'!f"'."'1'!?":1!-!@:;WX•~'f"'~}Q. .••••• 2:1 SLOPE BACKFILL (WALL #1, #2, #3, #7, #8, #9, #10, #11, #12, #13) MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\l Active prnjects\Afton Way\Cakulati()ns\SLOPE H~8-7'.BEN ,,.io:, .<.OM',!,\\' Ve<MH.a.OMSEIO Vmit"'JtlMSf:.11' I'"'"'" ~ll!ll"Sf:.W\'c,"o' l 0~1S!,.>\"\'o,,oc, ;!JJ/vt~EI>,' V,OO,,n3.0M8EW Vmhol .1 OMSEW \'"''"'o 1flMSf:.W Vemoo JllM.'\I:.'\\"Vc.,,,>oO 3.'tM.'>EW Veo.,011.l.UMSEW Ver,imt .1 UMSr,10 Vm••• HlMSf.W Vm,oo J.llM~I,"WVm"'n 3.0~1..~h,\"Verot,1<;<UU%W o,«icod.UMSEW Vm·,,,, .1 ilMSEW V"'"'" l OM~tW V=o Jl)MSbWV,"io"; 0 .~----- AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM # 14.96 H=8.7', 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 Oriitinal file oath and name: R:\1 Active projects\Afton Way\Calculations\SLOPE H=8-7'.BEN Original date and time of creating this file: 10/4/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. MSEW --Mechanically Stabilized Emth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:50:25 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=8-7'.BEN V<,'.!001< 3.0JH~li<>.' Vor,oc,11 .1 0 M&llW I'""'"" 1 U MSfcW l'm"o JO M$foW Vco>:Oo 3.ll MSP/,' """'"" .lJ/ WffiW ""°"'"' .<.O ~1.'J!:\\' Vm;,o, 3 O MS1'W Vo,so,n ~ Ll MS!,\\' V,~,»o ] 0 MSf.'\Y'>'<>""" JJiMSllW Ve"""n .<.U MSliW Vor,iun .> U M~EW l'm\<10 .' OMSfoW Ve>mo J.0 MSbW V=100 l.<J M.%,\"Vee.1ou 3 UAl'iliW l'«<ito1 3.0 MSEW l'e"""' .1 0 MS~II' l'm,oo 3.0 MS!,"\\'""'""" ) I) M_~E'.V Vel>X>i. 3 0 =-~-- 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. l 25.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and O produced a square root of -0.09 in M-0 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= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. --------------------· ---=-------· ---··--·----~~-·· ···-----·--·---c--------• ------·--------··-·------==--------~--·· ------··-·· --\'"""''' 3.0 ~l~E\\' Vonrim 3 Ol>ISE\I, Ve"i"n .l.0 ~!Sf!W v,,..,o , 0 ).!SEW V"""'" 3.0 ~f.<;E\\' \',,siord.O M.WW V«>i"" .l U MSJ:Y.. Ver,i,,,,., 0 MSEW Vor,i,,a '.•.Ll MSEW \'cr,i,.,n }.~ MSEW y.,...,,, 3.0 M.IEI\' "'"""'" 3.UMSEI\ V«oi<o, .1.tl MSEV, V«•••• ',J MSfoW y,,...,o }.0',!SEW \'crnon }.<, MSE\\' V<e,ion 3 U M.',E\\' "'°'"'"' .l.0 MS[\I, y.,,i,,,, 1 tl MSEW Vornon 3.0 \1$1,\Y \\'>'»On 3.(, M.%"111' \ ,.......,,, :I 0 AFTON WAY Page2 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ,11_:r;ro '!'MWl'f-J L,'),{I_MSl;;.W_._l,'£:19!9:l.fl~m,i>,:.¥ew:,SPMSR.¥m>x>.3..ll-!:!:©\X»i'OII..MM§ID\-Yf'/j"/H WMP.-fojo lJJWP'P.'.·Vi\":"':Ul,MOP.YSrrfro }'IM'i!'t\1,.-Ymm 3fl¥§f}Y\9:'f21' !ON§!/K-ll:.w-mL) Q':J5PV ¥<Iw& !lMSP¥ lifllj@Ml_;WE-\11.-Ym , ;u:-MSB\\i.~ o JOM59'i Y~Jl.J..O"lSQ'iYfffisa.l./lMS~-1•--e }ll.M;lu\l.~ .,. ;« MWW,}'. ~J;I_ .••• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H:=8~7'.BEN "4""'" .;.OAt~E"' V<N<,n .,o M~"EW \'or,<l,o l O MSEW Vees\.rn .1 0 MSt'W Vc,sroo l (! ~lSI,>\" \""''"'" J.lJ MSFW Vco,:fo" .•.u M5EW Vo""'" ; 0 MSflW Vo""" 1 OMSEW V,rnoo 3 OMS!,',\' V,o,,on JJ.' M.%W "'"'°'' .< OM~"EW Vet<i<»L1 (1 MSE\V Vor,i,rn 1 OMSI:W Vo,so,o J.O l<!Sl:.W \'<l'IOD J [J ~tSh"' \'<000u 3.01'tSEW Vmico, .l O MbEW \'mom .1 0 MS~W \'e,oo,o 1 n M~EW v.,;,on 3 !J M.~h>Y """"'" J.O ,- 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 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 Kl Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 Kl Ka 2.0 3.0 AFTONWAY Page3of 11 Copyright© 1998-2016 ADAMA Engineering, me. License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=8-7'.BEN \l,,,.i<,:,; OMSE<>: v.,,.;,,n.,UM.',1,W Vorsi,~i.1.UMSf!\l'Vtt,;.,o )Ol/!Sl:.W\\n.roo l.!!~ISEWVe"><><'jr1MSliW V,'N,,n3UM.<.EW l'ot<i.o, .10MSf:W Vm•10.'0MSl':',l'Vcl>»• Jrl/fS!:."WVemoo 3.!JM.WWV<o.,On .<.UM.',EW l'or,001.1 UMSE\V Vo1$0m 'OMSf:.WVm100 ].Ol/!S.l:W """"'" l.!JMSbW\l,'0001<3UU\li"' Vor<"ot3.UMSE.W l'mil,o 'llMSJ;W \"o,,i,,o 3.0M~loll'Vea,.,o 3!JMSEW v...,x,,, .lO=~~- INPUT DATA: Facia and Connection (accordin~ 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 Yf = 130.00 lb/ft 3 Z I Hd To-static I Tmax Top of wall or To-seismic I Tmd Z/Hd ~~1=1.-I ~-1 .~·· 1 0.75 : 1.00 ---~' -~~--"-------'--~-~~~ 0.00 1.00 0.25 1.00 0.50 1.00 0.75 1.00 1.00 1.00 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr (I) CRult c2J cr CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type#l3l Geogrid Type #2 Geogrid Type #3 cr CRcr cr CRcr cr 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 CIJ cr = Confining stress in between stacked blocks [lb/ft 2] C2l CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 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 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 ---------• ............. .............. . .. _.. ••••· -•=·· ... •=·-~---· ...... •• ••·. . A=·-·---~·-· --~--···--·~·-·· --···-····-· -Ve"'°'' 3.QM~EW \,or>iio1JOMSEV, Vet<••" .10MSEWVcn.,o1\l'dSE',VV'-"l»>n~ OM.%'\\'\',,~"'" 30UWW \,eo,i<>u .\UMSCW Vu,;,o, lUMSFW V=••n ;>OMSEW\\rnon,QMS!,.W\'.,""" HJMSEI\' \,cr:,k,nc\.OMSEW Vu.l<m lUMSJ:Y.. Vo,-,\.>11.'•lMSEW\'co»>o~Jl\!SE'W \'c-,,.,onJr,!,1SHWV<<>-..,,d.OM~!:W \,;,r,,<ot.•.UMSEW Vo,,ll,n .1 <lMSf!W Vcr,wo >0'1SJ,W\'._..,»o 3.<•!.tsl.~' 'rcN<ln 3.0 AFTON WAY Page4 of 11 Copyrjgnt © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Y·nrBWSW.-X<ffi<'.11.JJJ,',f§/5\11,Vsw M.MS~-¥remlPM"f'Y-¥&:Xt:,.,_'-~--Ym"11/3fL':'§fl'f-l:::'t'"'JlJ.OMs.;.l\-'..)'WP!-1Qitf'iID'::¥H:?<w:M.-MSi<l,l{._',.f'M"QS9Y5fl':'.YT!?'l3.II.Mi&\\:" .. Y30':'SfW-'r"ff 1JlMm11_lif[-'"'l> .. MI_MSCW-)tW11:3.0..M>JJ.W.¥m!Oll.3f¥§fW:l'mwoJ».m&.II-Y<r •l'?M9-¥w+ M.MSnl!)ro }9.Mf,9¥-¥ 1l>Mm'>.-Y·mo~o ...... MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Tue Nov 08 10:50:25 2016 R:\1 Active projects\Afton Way\Calculaticms\SLOPE H=8-7'.BEN "'""'°" 3.UM~EI>.' Vcn.i,od.OM~l:IV l'e<,u,.,.lOMSllW Yem10 ]()J.!$1lW\\,-»o )J!MSl:.'Vl"'>'"""'1• ;1.Q~t'iliW \lco,,<o, \.UMSEV. Vm0'1i.1.Ul\-lSEW Y,,so10 1\lMSHl'VL»roo }()MSJ-;WVe,wn J.<)At~EY."Vctsic,n3.0M~EW l'o"i""·;OM~.EIV l'oro,,,, 1 nMSllW Vm,oo 3()J.1S!:.W'\'c,»Oll 3(J!,1.~lo'\\'""""'"J()At\£W Vor;;r,n.l.UM~£W l'o:&lu11.1 ilMSf,\l'\'01,i,,o 30M~WVe,,coo 3.0!.1.%WVcr>ion 30=. INPUT DATA: Geometry and Surcharge loads (ofa SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, B Backslope rise 8.70 2.0 26.6 50.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 7.70 ft } Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] ~~-Y~~YJ=v~-~-=~--Y=---=-·---~~~~ VJ.=---,~-=-~~-----~--~~--~ ---·-.· .. ·J.·-------~--.v.·.·-----J ·---~--~-u_, __ \'cNO" S.UM~EW "'"""'" UM~E\\ \'e,oam rnMSEW Vw,a,n ~OM5EW \'=""' Sb'ISE\\'V,,s,on30t!t.~EW"<M"'' 3.UMS[\\, V"''""' ., OMSEW Yo.smo '•,\lMS&W \'cr,100 30MSEW\'"""" 30MWI\' \.e,,KOt lOMSEI>.· Vo,,i<m .1 0 M$E'w V<r!i.'" '.';lMSEWVm,.,o 'rnMSEl\'\'e,"oo 3{1~l~EW Ve"1ord U~!~EW Vo,.,on .tOM~1:III Ve"""' i!lMSEWV,rnoo 1JIM~EW\\woo ;WMS!:."\\' \'e,~io" 3,U AFTON WAY Page 5 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 i:.·,wr H\WifW-~:w.il>R~..0~"'--X«J!®):V'"\i'PY·¥wimM-MS~-,',:~~t®.:0..C!-M:@'l'.¥..»190,'<L':'f.&W_.y-<JJ,Jl>R->».Mm;.W .. _l{«<i!,.1 ... l,,(l"l§P'(¥::i'ffi'l:<,ll,M:ifW._¥miw.;;,.(t..>.,1~>".Y TiJ''f' ~[lJlfifil\<_-~_,,.. ... p WN!lal;.:-x t' 2'::'§ft:X ....... ~ .. n.MSm.¥ M':P2¥¥ 3(<=\<--~-""'""'-"'»MW->'.-~P"l•-Wi'tBtEW-Yww-MMSl<W-°"i-Wot>Ml:¥'.''»¥l<mm3.(,.MSfil¥.Yw., .. -3.0-.- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculatinns\SLOPE H=8-7'.BEN V<""°" 3.0/tl.',EI>' V«'0,,11.'0M~1,W Vct<ua,JOMSf,W \'oio,,o JOMS.tWY=oo )J!!IJSbW\'<NOu JJ!MS!il\' VcOO,,B-1.UM&loW Ve""'" .1.0M~C\\' V=Oio 10MSf!WV'°""'" J.O~!Sh',\'Vo"°" 3.0M.~E\\'VeN<,,d.UM&EIV Vet<""' .1 UMSf:W \'om,,, 'llMS1'.WV,,,c,,o JOMSbWV<NOo ;fJNISb'\\' VcMl,1<301'.t~J:I\' Ve«itoo-1.0MSEW \'<t<m" 1 <!MSfoW V>iS100 3 OMSf,.W Vc.,,..,o ]JJMS!iWV<NO<< 3.0~. ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.31, Meyerhof stress= 1836 lb/ft2. F d Int rf ff rd· F 1 523 E IL O 0057 F . 4 67 oun at10n e ace: Hect s 1 mrr. s= ccentnc1tv e = s-overtummrr = GEOGRID CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding elL name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 13.00 1 1.99 3.04 3.038 32.757 1.699 -0.0035 Mirafi 3XT 2 2.00 13.00 l 1.81 2.89 2.890 26.434 1.797 -0.0216 Mirafi 3XT 3 4.00 13.00 1 1.81 3.11 3.114 21.554 1.963 -0.0503 Mirafi 3XT 4 6.00 13.00 1 3.43 6.37 6.372 31.701 2.146 -0.0844 Mirafi 3XT 5 6.67 13.00 1 3.17 6.05 6.055 26.548 2.206 -0.0988 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 5.46, Meyerhof stress= 2161 lb/ft2• F d In rf ff rd· F 1186E IL 00593F . 342 oun ation te ace: Hect s 1 m1>. s= ccentnc1tv. e = s-overtumm1> = GEOGRID CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct # Elevation Length Type [connection [geogrid strength resistance sliding [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 13.00 1 1.33 2.26 2.265 16.945 1.342 2 2.00 13.00 1 1.24 2.21 2.212 14.191 1.465 3 4.00 13.00 1 1.26 2.40 2.395 11.650 1.697 4 6.00 13.00 1 2.18 4.10 4.104 13.462 1.991 5 6.67 13.00 1 2.06 4.02 4.022 11.743 2.098 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.419 (it corresponds to a critical circle at Xe= -2.61, Ye= 21.75 and R = 21.91 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.115 (it corresponds to a critical circle at Xe= -1.74, Ye= 21.75 and R = 21.82 [ft]). Eccentricity Product elL name 0.0429 Mirafi 3XT 0.0118 Mirafi 3XT -0.0328 Mirafi 3XT -0.0781 Mirafi 3XT -0.0951 Mirafi 3XT AFTON WAY Page 6 of 11 C.Q.pyright © 1998-2016 ADAMA Engineering, lp.c. License number MSEW-302915 .Vm>OR.JJ:r..MSEWY::r:21 lfl~-J.'mioo 19':1'®'1 ¥ WO.!dSE-',1"¥1-'t't»1N!ffl~--Y'«21'3'1¥§fl't'lt . .,J..OJA5t.W-Yy,im)Al~J:ll!,,_._l[,re '2-MSl:W-_l,!.,,.!IKl.3&':"if"'YT"'f~,3..~J/ .. Ym'fl !Q':'5fl!,_.i,w.-.UJJl.l'f@-V ,,.,_;;,!l-MSfW:~ff'N":.NlJ..lll-W.,\'rkm..3..\l.~&W.-~,,. ... rnrr,w;w.J<:w.ioJ1-WW®\'-Y.o:r-'lSJ\.J_,jJ_,MSJ;lli.¥ffiiOfrW-MSE.\¥XremJCi-MiiBl-Y .• Yeryj .,9 .. MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\1 Active projects\Afton Way\Cakulaticms\SLOPE H=8~7'.BEN "*""' .'.UA1SE'11.' \lors,M1 lUMSfil\l l'crsi.oi.1.0MSf:W l'orn,10 ]OMS!,.WV"""°" 31t\!5hWVe,,,ord!JM~EWV,mr,n <UM~[W l'mim.1 OMSf:W Vo,,.rn.1 OMSh\l'V,,r,w, JOM'iliW\"<a""o 3()MSl\W Vcc.K,1 l.UM~"EW l'a<im1.10MSH< Vmi,1,1 'OM~\.l'V,,.,.,o 3.0.'.l5hWVe,>1on 3fJM5hWVcn,ion .•.OiL~l,W \lcrn<'ll.1.UM~T:W l'o"i,,,1 .'\lMSL\\'V<'<""") OM:;J;WV=o Jl!MSh'W \/<NO" 30= BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 13428 Meyerhof stress, O"v 1836.3 Eccentricity, e 0.07 Eccentricity, e/L 0.006 Fs calculated 7.31 Base length 13.00 SCALE: 0 2 4 6[ft] AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc . . \/_@JO!l.JJl.M:>&.W.·YwMHrl/1::!'iP\Vfft'l'fl:l.O.,!.JS!i.W,.¥!. ...... ;.oM!iJo-'>¥.¥,'»NO.:J.J!.'11:W}'l'.Y5"'9•Xl'l:/>W"\;:~·-<<>.mt-J».M~l;,:-Mw "')}/J"l§F":·'ffl:?f"l:M.M:i9):f.¥ SEISMIC 11798 2161 0.85 0.066 5.46 13.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page7of 11 License nnmber MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=S-7'.BEN V°""'"·'.UM~E\\' V-cr>ci,01.\0M~ll\O Vct,Ou\ 1.0MSf:W Ve,s"o ]O~S.tWV"""" 3J/MSbWV.:,,"'"3!J~l~t:Oi'Vce.j,o, .\OMSEV. Ver'""; OM!;f,W VotSi>,o '<IMSCoWVem,>o 31lM!iliW\'<Noo 3JiM.'>liWVco<>on;.UM~E\\' v.,,,,,1.10 MS!oW Vmi,10 'OMSEW Ve,oroo }OM~f:.W V<",ion J r,~1SlWV«>lOld Uhl'>C:I•/ Vo«;co, .lOMSEW V=""' 1 t>MS£,.\l'\'m"'o 1 OM~fc'WV<>""" 1<nl% ..... 'Vc,,x,,, .HJ=- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.523 and Fs-seismic = 1.186 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 13.00 1.699 1.342 1 Mirafi 3XT 2 2.00 13.00 1.797 l.465 l Mirafi 3XT 3 4.00 13.00 1.963 1.697 l Mirafi 3XT 4 6.00 13.00 2.146 l.991 l Mirafi 3XT 5 6.67 13.00 2.206 2.098 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0057, e/L seismic= 0.0593; Overturning: Fs-static = 4.67, Fs-seismic = 3.42 # Geo grid Geo grid el L e/L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 13.00 -0.0035 0.0429 1 Mirafi 3XT 2 2.00 13.00 -0.0216 0.0118 1 Mirafi 3XT 3 4.00 13.00 -0.0503 -0.0328 l Mirafi 3XT 4 6.00 13.00 -0.0844 -0.0781 1 Mirafi 3XT 5 6.67 13.00 -0.0988 -0.0951 1 Mirafi 3XT AFTON WAY Page8 of II C,2pyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 . .Y<ll'io!l.JJl.MSE.W,Y,:nn / 1!',!'fll<·)<:.r.i,,_o..l)JM'if"' ¥a( ·owr~i,:-,,.,.IO<l.3..C!-Mm¥.-)';ftf1" :rnw,i;:w_.~_ . -3Q':'5fW·Y.'"f,iPJ>.M},M.J<W._lt-<rsre• J 1M"f:'¥¥ffi"M_;\&J,l:>l,)¥_.Yrn, ilttMSEW·Vp,oRJ)J.~_.)i HJN-WW.:¥.-),'),Mj'fW\'fl:>I00;.\..11,.MilW':'r e.'3..~•M>.filV_.\iffi'f/P !CLMSJ.:W •• h-w<>R·J»MW".-:ii-Uttrfr,W_~ISflf-~a;:;j\'9Ml-ill&_¥ ..... ...,,.i',9:¥SE;\:.\.'.,'f' p.Jq ..... MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Date/Time: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=S-7'.BEN V,-#,,o" .I.OM.',E\V Vom•o, .\OMSEW Vera"" 10MSf:W ""'"" 1 Ol.l:ltWV.,"oo ]OMShW \'o,.jrudfJMSEI\' V,'00,,1dOMSEW Vm«m .1.0M~f:W \'""'"'" J LlMSt:WV.,.,»o JOMSl,WV"'"'" 3/JM.',EW \lc"k,n.tUMSEW Vo«"'" .lOM%W V«,R>R 10MS1':WVmi.:,o :lOM$f.W\'o>>0n 3(JMSh'\.\'\leMO" ;1().1\l',EW Vmi,o, .l.OM~l'.W l'oe,omJ tlMS.C:\l'\',o""" 1.nMSl:'WV"l>Oon 3.0~1SI,-W Vee,,o:, .<O,~.-~.--- RESULTS for STRENGTH Live Load included in calculating Tmax # Geog;rid 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 544.38 297.52 NIA 3.038 NIA 2.265 Mirafi 3XT 2 2.00 1654 572.39 280.54 NIA 2.890 NIA 2.212 Mirafi 3XT 3 4.00 1654 531.18 255.00 NIA 3.114 NIA 2.395 Mirafi 3XT 4 6.00 1654 259.59 229.45 NIA 6.372 NIA 4.104 Mirafi 3XT 5 6.67 1654 273.19 220.90 NIA 6.055 NIA 4.022 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geog;rid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 544.4 297.5 12.64 0.36 17832.4 NIA 32.757 14265.9 NIA 16.945 2 2.00 1.000 572.4 280.5 11.92 1.08 15130.4 NIA 26.434 12104.3 NIA 14.191 3 4.00 1.000 531.2 255.0 10.83 2.17 11448.9 NIA 21.554 9159.2 NIA 11.650 4 6.00 1.000 259.6 229.5 9.75 3.25 8229.1 NIA 31.701 6583.3 NIA 13.462 5 6.67 1.000 273.2 220.9 9.38 3.62 7252.7 NIA 26.548 5802.1 NIA 11.743 -·• c•· · ~·-~~--'J.".V-~--·-~~WJ~·~--.......... _.. ~,·=--···.•JJJN -·--~--~·-=,v~,,--v••··• c····c ----•--------,--·~·-·~-····=--·~=~~~~ \''"'°'' 3 OM\E\\' Ver<~,,, ;l OMS!: ... Vm•1o1 .l O MSl;W Ve""'" ~ Q MSEW Vc.,..»o J.[1 ~lSEW v.,,,.,,. 3 0 11.~EW Votrio,d O MSE\\-Vm•1n .l O MSEW \loroo,o :• •l MSEW \'c1>1'\0 J 11 MSE\Y ""'"°" 3.!J M.11:W \,er,,m, 3.0 M~EV. Vwfro, 1 0 MSEl'I Ve,••'• :>.q MSEW \'mo,o J O \,tSE\Y \"""10,, J !J .\l<;!, ....... \ol'k>n 3 0 M~FW Vm,,n, .l OMS!:.,.. v, ... um ) !l MSEW \'"'""" )11 "fSEW \""""° :J M1,<;1,."" Ve"10,d 0 AFfONWAY Page9of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .)(,~JORWM§f-.1\:.-)'ffl;ep-!/l;,J§f"'·Yr !'l'' 3JJ~·-~:U,MS.&\¥_l;~;,.IO<I_M!-~.-Yffil01l-3.!J.M§fl':' )WWP /Ill::!§fW.X«m>J~M.MSJ<.~"._lk....,,,_MI_MSpW_¥f"8AA±9-}!Sf>"-'l!:ffi!0!l..3..Q.WJ.&W.V«',oR/.0'15f"t Y e;;., J Q':'SfW: • .1{ ':''fll>W_MStj~_i;,;,....:,.J!,Mi.r,\',t_l;,.,,ioo..-3..Q.Mii.!0:J.Y_-}·.,,..,...,J»M§P':' Y "'1-l Q,:Wf"r-.1<' t' ') l•lMSR'!>.-"fN..u.it-M>f.JA<X . 3..Q.MJibW .• V _ . -3./l·,w~ · MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:50:25 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=8-7'.BEN \l,:r,.jo,o ;.Ulll~EW VoNm,.,.01\ISEl'I Vorsi<'ll 10MSJ;WVo,,.,o 111',fSt,.WVemoo 3.!'~!SlW V,:»KlidJJ~l~EW ycr,a.,,.3.U,\l~EW Vm0ot3 llMSI:W \'t,s01o~OMSl':\\'Ve,>ooo 31lMSl\\"V,:mon .l.ll~1.\t:W\1000<>1Lj.UJ,l~EI' Ver,;01.1.U MSJ':W \'..-r,i<lo 1 OMSI;\\'YM;ooo ~ll.'1Sf..W\'.i""" 3.!JMSt·,,,;Ve""'" .<OM\1,W Vmicod.UMSfiW l''"""'JOMSMl'Vmorn J O!.!Sl:.W\'e,"or, )l)M_~h>VVo""'" 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 544 1.00 0.36 1084 1654 NIA 1.99 NIA 3.04 Mirafi 3XT 2 2.00 572 1.00 0.34 1035 1654 NIA l.81 NIA 2.89 Mirafi 3XT 3 4.00 531 1.00 0.32 963 1654 NIA 1.81 NIA 3.11 Mirafi 3XT 4 6.00 260 1.00 0.29 890 1654 NIA 3.43 NIA 6.37 Mirafi 3XT 5 6.67 273 1.00 0.28 865 1654 NIA 3.17 NIA 6.05 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr Pb/ft] 1 0.67 842 1.00 0.28 867 1654 NIA 1.33 NIA 2.26 Mirafi 3XT 2 2.00 853 1.00 0.27 828 1654 NIA 1.24 NIA 2.21 Mirafi 3XT 3 4.00 786 1.00 0.25 770 1654 NIA 1.26 NIA 2.40 Mirafi 3XT 4 6.00 489 1.00 0.23 712 1654 NIA 2.18 NIA 4.10 Mirafi 3XT 5 6.67 494 1.00 0.23 692 1654 NIA 2.06 NIA 4.02 Mirafi 3XT ·----- -··~·---------------------~-~"·---------------... -----------~---~-~~~-~ \''"'°" 3.UJ>t~t\\" """'""' .l O Ml,"ll\l, Vmom l.0 MSf.W V«n>n ).0 MSEW \"m,on J.(• ~!~EW v,,_.,,. 3 U MSE\\" Ven,ion 3 U MSt\l, Vwiln, .1 U MSE\I, Vo"'"" :•.!l MSJ;W \\moo ~.G MSh'W \".,,.,.,,. 3J, M~E\\" "''"'°" 3.U MSl3.1' V=i•," .1 U MSEW l'"1!i<,,, '9 MSJ;W \",.,..._,n ~ 0 MSI,\\" \'•i>ion J <,~t~I,."l/,• V'"""' 3 U Ml,J:\\' Vmion _; U MSP/, l'o,,,.11 .l O MSJ;W V=iao .iJI MSE\Y \",,,..,. J {• .1.t~E\\" Ve,>ion .1.U AFTON WAY _fgp)'fight © 1998-2016 ADAMA Engineering, Inc. Page 10 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Tue Nov 08 10:50:25 2016 R:\l Active prnjects\Afton Way\Calculaticms\SLOPE H::a:8-7'.BEN Vd"'"'" 3.0M'ili\\' \/or,oco, .WM5EI~ Vo1<iw1 lOMSJ,W \'<0s,lo 1 OMSioWVei,:oo JJ!!IJS!o>I' \',:r..,Ou 3J!~l~l.,W \1<"'''"·'0M%W Vmii,n .1 UMSf:W \'o,,-,o 1 llMS1':WVernoo 30MS1-."\YVo,,on:; ll~l~l'W \lc<>X,u .l.UM.WW Vor,ic,n 10M5EW \'mOt1t 1!lMS1':Vi'Vmm JllMSJoWV""'°" l.fJJ.1.%'\\'VoMOu 3.0~!~[W V¢M•>l3 OM~"EW \'o,,Ot>1J llMSJ,W\'e,"''" l OMS!oW V,:r..,on lllM.%WV<»101< .'0 .-.-.----- GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.419 (it corresponds to a critical circle at Xe= -2.61, Ye= 21.75 and R = 21.91 [ft] where (x=O, y=O) is taken at the TOE or Xe= 63.01, Ye= 1021.75 and R = 21.91 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.115 (it corresponds to a critical circle at Xe= -1.74, Ye= 21.75 and R = 21.82 [ft] where (x=O, y=O) is taken at the TOE or Xe= 63.88, Ye= 1021.75 and R = 21.82 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# 1: 'Y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 ---J~ ~ ----~-------~-• ~---~-----~-------=~= ------"--~~ • •----· =.v~==~ •~"''""' ·-··=·-·~=·-=-r---~ ~=-=-------····= ---·=,~-~··--.. -•• \',r,.Jo" .l U M~EI\' \o,M<o,J QMSE\'J \'or.nm 1 0 MSEW V,,..,o ·,.Q MSJ";W Vmwo }JP M.IEW W,,wr, j O l\1.',l;:I\' ',roio>< J O M~[l'r Vomrm J OMSfV, Vc~o,o :> ~ MSf:W ,·m,oo :l r M~EW Vca"10ll 3 () M~i:~· Ver,irnt 3.Ul>l~!:11' V.,.i"" l V M5TIW Vom,,o 'qldSEW Yso,wn ~ 0 \f5F>\' """oo 31,_ll15l>I. V""'"" 3.0 M~E<>.' <o,,;ou .S.V MSE"' Vo""'" 1.tl MSEW \'<10<~0 > O MSffiV V,,,,,,,, st• MSEW \"""'" :< 0 AFTON WAY Page 11 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\/.m10!l.Jf\MSfU'.\mi9e-jJJ':1Sf\\'.~)i ... wJ>UlMSl;.l,11·¥tl'!fW-M4:iFW_l,'.,,....,,,_M01~HW.Ym,1rn1 ·,n ¥5FW--~~<>.io!l.J)J),ISQl,".\,'.,;.J"! ] Q M5@1/_l{,;=a.-"~-Ml>i*-¥£,-:<,ioo19MSfW--Y J..1].}1W,;'.V•'9Pl'-}n.MW.l\_._\19'.ll'Jl•)l•.¥§RW-Yrn4<>'9¥:S!;l,11._*1¥@;,&,.\f.>HlJl¥m""i }C•M!;F:\','_.,_\'n.l!)!lJ.0-MSQ\'.-1(,wrwHIMSIB'·-1l«wll-_;t,;l_,MsWA:¥ffiH'l" wwi,.l,',(_:i;-.-o,.Q.!1WW·ll~OOO!lJ..O-.-.-.-.-.- ii MSEW --Mechanically Stabilized Emth Walls AFTON WAY i i Present Dateffime: Tue Nov 08 10:49:42 2016 R:\l Active projects\Af1on Way\Cakulations\SLOPE H=8'.BEN ~ [I AASHTO 2002 ASD DESIGN METHOD AFTON WAY ·---····················"~~~l:l~Q.-Q): .... ~P~~~.;~-·=· .. -·········· .... -~-·--··--- PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=8.3', 2: 1 SLOPE ABOVE, ANCHOR VERTICA BLOCK, MlRAFI 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 Ori.cinal file path and name: R:\1 Active projects\Afton Way\Calculations\SLOPE H=8'.BEN Original date and time of creating this file: 10/3/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. ·ght © 1998-2016 ADAMA Engineering, Inc. Page 1 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/rime: Tue Nov 08 10:49:42 2016 R:\l Active projectsWton Way\Calculations\SLOPE H=8'.BEN \(.r;k,e. ;.(JM~!l"' Vooci,01.SOM~"EW Vor!it,,, .1.0MSf:W l'm;,o .lllMSJ;WVea>100 l!!MSh"I\' V<>'!O!• 3.UM~EO>' "'"°"" .'.UM%W Vor<•m>' UMSJ!.W Vors""' OMSl"o\\'Ver..1,,0 lOMSJ:."I\'\'.,""" 30111.~l'W V,NO!, .l.UMStW Vetii<'"·;()MSf:1\' Vet""" '0MS1'WYmhlo 30M~ffi\'V""»n lJJ~ISh,\'V,1>-.0,d.U/vt\EW V«<i<ol J.0~,:W Vmmn HlM$f:\\'V,istco J OMSBW \'ro,oo 3.0M$1,-Y,'Ve.,IO" ., U 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and D produced a square root of -0.09 in M-0 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 = 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page2of 11 License number MSEW-302915 ···················---·----~~-------~ -------------------------~-~-------------------------------· -------------------------~-------------··-----------------~~=,-------~~-------------------· ~-------~-----------------------,--··. "'""'" :1.UJl.l~EW VoM<od U MSE:W Vet••m .1.U MSf!W Vcn;..,o ~.O ldSEW Vc,,,on H• M%'W Vc•,,,,m 3 Q U~EW '-"""i"'' HI MSEW Vu,;,., .l O MSEW Ver,n,n '.0 MS&W Vcm,n ) 0 MS!,--.,\" Vco»oo 3 O M$E',\" ""'"'" 3.U MSEW V<t<i<ot l O MSEW Vor,O•o .'.0 MS&W """"" :, 0 ).1$1:."W \'""°" 3 (J ~1~EW V"l'lO!l l.U M~EW Ver,im, ,IO MSl:11" Vee,u,o ,.tl MSEW Yc1><<l<t W MS&W \\-,.,,oo l (" "1_<1,--.,\' \"""'~ .IO MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Toe Nov 08 10:49:42 2016 R:\l ;\ctive projects\Afton Way\Cakulations\SLOPE H=8'.BEN V<n-io" 3.0U\EI>." V'-""'<•11.1.0MSEW Ve,;umJOMS!"cW Vo,,i,10 "!O)dSEVr V=o• ~.(/)dS!,WVo,,01dO~L~EW Vooii<oL 3.U M'iliW Vor<no1.i OMS£.\\•"'""' J OMS!,WVs»"'o lllMShW\',.,_,oo J.OM$llW ""''°" .'.U/1-m:w Vc"<oi.1.U MSEW Vorsn>o 'nMSf,W \"mc,,oJ.OMShWVc,»on 3(JU%'W"\t<eooH:I.O~L\EW Vor<ic,,d OMSEW v,,..,.,.HlMSf:W \""''"'" 3 O>JJSEWVe,»oo 3.fi~lSb."W """"" < 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid t:1:12e #1 tll!e #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85·tar~ 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.l ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geogrid Geo grid Geo grid tll!e #3 lll!e #4 tll!e #5 7400.0 9500.0 1.15 1.15 1.15 1.15 1.60 l.60 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85-tanp 0.85-tanp NIA 1.0 1.0 K/Ka 1.0 2.0 3.0 AFTON WAY Page 3 of 11 C:\l-P.YPght © 1998-2016 ADAMA Engineering, Inc. . . License number MSEW-302915 -~ffl>lL>0::1,0.M§EW,Vw,oR.J..(l¥§£1''--Y:liW9 .. .W.-MSl;;l!;._¥re!Nl-MWi§'\lf.¥,»>oo_3J!.MW:¥.·YznMllilM&W_-ll<<Wl>1It'!§f"',;iO,W>!•)..ll MS~W-YfWl:N<MSLli\s-¥gfrp 19¥5§¥.¥""""'3.0M'lf\\/ Ynm,OmID',_._v,.,,,. .1 91\JH": M i'U].},!l_,MSE,li._¥wlM.&-lliR\l,'.Xmi'l' i}f<mfilj'-\."rn"/P !9MV1':'·YW19R-W'!ifW-Yrr ;a-lJl_MS~l,l;-.¥m "" ]OWE!,',(_¥=""'-~" MSF\\'--Y·2WJ..Q._._._._._ .... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:49:42 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=8'.BEN "11,J,><"' .<.OA!~ll\l/ Vef'O•ot.l,OMSEI~ Vmoo1 1.0MS!:.W I'm.,, .lllMS!:.WVe,>!Oo l.QJ.lS.(:'\\"V,,_1<>1d.lJM~El'I' ""''""'·; 0 M%1< Vor;<lui 1clMSEW \'ers\.rn 1 <lMS.(:WVe,»,>o 31llolS~:\Y\'eNOO 3J//<l$\(W"\/ec,,;,.,.\OMSEW \/.,,,;,.,, .1 U MSf.W VmOm :>~MS!:.WVMsrooJ OMSloWV"""'" 3.0il.~EV,"Ver,.x,c, :10/>L\E\l/ Vm,co,3.0MSEW Vm""' .1\lMSf'.\l'V,,,coo J OMS!c."\\'VeNoo Jli MSb"\',' VCJ>10:. 3.0= INPUT DATA: Facia and Connection (accordinJ!; 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 I Tmax Top of wall or To-seismic I Tmd Z/Hd 0.00 0 .25 1<-------------,----------,----------,-----------,------ 0 .50 •-------------,---------------;--------------+---------- 0.75 •---,-----------,----- 1.00----~-~-~-~ 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr <1l CRult <2l cr CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 (j CRcr (j CRcr (j 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 Cl) cr = Confining stress in between stacked blocks [lb/ft 2] c2i CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 (j CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (j CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 0.50 -~--~-~-==·=-----:~==·="'•-••••-=•==~~---•• ••••••••••••••••••••-"-"-"=.~··••-~-=#•~=··••••••••••••= o••-----··•••••••••••••••····~~~ ~ -~. """"W--W--\0""'1\ .l.OMaE<>I """'""' ·' 01,IBEV, Vmom .lOMSllV, V<""'" '.O MSJ,W V<oseoo >J• ,1.\E\\" """IO\' 3 0 J,1!,.EW "~'='"''-.l '.-' MSEW v .. ,.,n J O MSE\\' v ... ,,,, .'.'} MSEW Yc,,oon 30 ,,.si,-w v."""' 3 0 M~EW VmK>I< 3.U h~~EW v.,.,,,,, ·'-" MSllV, Vu,ma '·" MSEW , •• ,,,,,. ·,.o ... ~E\\' "'"''~" HJ .,t~EW V,,-,on 3.U M~EW v"'''"" .s.o M~'}J\~ v.,,.,,, l!l Msrcw V,rnoo ·, 0 MSEW '"""'"SI• M~I,'\\' \'"""'" 3 0 AFTON WAY Page4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 Y''f"'l' !fiM§E\!.'.-Y«w.R,J.0.MSl:.~:-X-'1,!lll IJl.ll.-l'WW.¥-e,a.;;J,,m.&1¥.¥IDJOO.MM.>.6>~-W?!21WiW§fr\1,_.)'_({l'.WR.,»Mlit.W-X«-l·),(l~ISPli·YtM!l:MMSP¥¥mi<ll1.:,.Q.~!;;)¥ .. ¥mJOO.:O[t .. WW-~::?'!M o !fl..M~ll:._l,'@A'l:-),(l~l(l/<-)'f':''811: '»M§R>,l'._,;,,...,.,.,M;..\,_j;>ffi.~ ..... ioo..3..<!-AW::;'!'.·~=1',~ •Mm,,.11,,.,p, .J0"1¥2:l(-X.or:""5l:.W . .:M:J<W .. ¥o»l©M!,MSJ>WY }{ M§EW-»tw \0. ..••• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present.Dateffime: Tue Nov 08 10:49:42 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=8'.BEN Veodoi. .>Oirn;w """"'".'OM/:,"EW Vor,O"' .aOMSllW VmMo 1 n>.fSL,."\\'Vco,»o 'l.<>.MSh"'\>iVo,io., JJ!M.W•>! V,'flO<•nc'LJM/:,EW V,t<O>n.1.0MSf:W Vorso,o 1!>MS1l\VV=No )fl.M.'lliWV"'"°" J.~A1.~l'.IV\l,NI"' .WM"EIV Vorfroi.1 V MSf:W l'orsom 'llMSf.W VM>">O ,o!,!Sl,WVe»JOo 3JJ M5.1,"\l{Vemo1, .•.OMWW ,..,ui<01.i OMS!!W l'or."m .1.!lMSHl'V"""" l OMSl,WVe1»00 3JJ~1SbWVe"""" ;1.0 ·=-~== INPUT DATA: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd 8.30 { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 7.30 ft } Batter, (J) Backslope, 13 Backslope rise 2.0 26.6 50.0 [ft] [deg] [deg] [ft] Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2) ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] AFTON WAY (:;9pyright © 1998-2016 ADAMA J:,:ngineering, Inc. Page5of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Dateffime: Tue Nov 08 10:49:42 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=8'.BEN ',,J>io:, cl.OM~E\V v,ro,013.0M~"t,W Vot<m" 10MSE\l'Vmo,o 10).lSJ:.WV"moo JJ•~1~1:.'\\" \' • .,,-,ou 3.0~~~EW v,,,.r,n.SOM~EW Vor.,,n.s OMSf:\\' Vorsorn.1 OMSf,.WV,,,.,oo l!'MSb"\YV.:,""" 3JH>1S~W Vc,,,ic,,, .WMSEW Vwi,.,, .10M.';E1V l',~sn,n 1 llMStWV,·,sC<.>o J.OMSbW\',Th1on MM.%"\\""""""' .'.0"'1\bW Vow,o, .S.OMSEW \'o:sa,n .HlMStll' Vm1,,o J 0?,!SEW\',.,.n,n JOMShWVe"io" W~ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.01, Meyerhof stress= 1754 lb/ft2. F d In rf D" rd· F 1505E IL 00097F . 453 oun at10n te ace: Irect s 1 m2:. s= ccentnc1tv. e = s-overtumm2: = # 1 2 3 4 GEO GRID Elevation [ft] 0.67 2.67 4.67 6.67 Length Type [ft] 12.00 12.00 12.00 12.00 # 1 1 1 1 CONNECTION Fs-overal\ [connection strength] 1.68 1.65 2.13 2.74 Fs-overall [geogrid strength] 2.60 2.74 3.81 5.32 Geogrid strength Fs 2.603 2.736 3.812 5.322 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 24.361 19.512 19.744 18.671 Direct sliding Fs 1.683 1.845 2.033 2.228 Eccentricity e/L -0.0003 -0.0300 -0.0623 -0.1051 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 5.13, Meyerhof stress= 2085 lb/ft2• F d In rf D" rd" F 1 166 E /L O 0665 F . 3 28 oun at10n te ace: Irect s 1 Ill!!. s= ccentnc1tv. e = s-overtumm!! = # 1 2 3 4 GEO GRID Elevation [ft] 0.67 2.67 4.67 6.67 Length Type [ft] 12.00 12.00 12.00 12.00 # I CONNECTION Fs-overall [ connection strength] 1.13 1.13 1.43 1.79 Fs-overall [geogrid strength] 1.95 2.08 2.73 3.57 Geo grid strength Fs 1.951 2.075 2.727 3.568 Pullout resistance Fs 12.703 10.343 9.651 8.359 Direct sliding Fs 1.323 1.528 1.803 2.139 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.366 (it corresponds to a critical circle at Xe= -1.66, Ye= 20.75 and R = 20.82 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.068 (it corresponds to a critical circle at Xe= -3.32, Ye= 20.75 and R = 21.01 [ft]). Eccentricity e/L 0.0486 -0.0018 -0.0497 -0.1023 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT ---- ----------------_-J_~-~v-•_•_-j - ----- ------=~~-~<·-=,·~,~--~~-~---------=•-==-----,•--~J~~------=-v=~•-=----· ---~----=---=~~~--~.--=-....--~=-\'e,"00'1 1.0M\EI>," Ye&itoi ,\ 0 l>l~l:l'J Ycraom l O MSEW Y<rwo J.o MSEW Vei""'1 ~.II ~lSEW v.,-,on 3.(J USEV," """""' ;JO MSL .... Vor,am ,1.ll MS!l\~ \'.""~"_' ·' •l M${,.W V';'>!OO J;") "1$EW ¥•"".'°'' 3.<, M~E\I>" Ver,,ou .! UM:.F:W ~«•<'"' .1 O MSllW Yu,011, ''>MS{,.W \'<""" 3.0 MSE\Y V"""" 3 o M_S>.>V V«,-.Ou 3.0 M~EW Vot<,o,,J.O M~"ll"' Ye""'" ., ,1 MSllW Y"""" >.O "1~E\Y \',,,..,,. 3 P M.<;!,,Y v.-,,.,.,. 3.0 AFrONWAY Page6of 11 Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 Y<llllo.JJI.MW,1,_.);....,.R-.lJl,\fS@'.\l,tt&m.l/lMSP¥-¥ffiis!!-iO-MSJ:.\\'_l;m,oo_u_,~_.',!_~19e "!IJ.MSEW Y:mkm lfi¥SD\_.J,:cm1•,i.J..O.MS~_\4™}.!l-~ID¥¥mhP 'lOMSf:W.Y@'?f 3/lM§fil\:_.',_,ll).J<Al-.J))~_-ll.Cl'.sU,µ-)O'.l:!§PW.Ytr&tfrM'MSP".:*"'®~'4.',Jj_m¥_l\'s,~)%_3,_(l.M,W_-,.,_~,,--.1;;tP@llli',)imii!o·l/l:*9Y·¥ffflf''>..l..ON§f-:W.)',:;m ... --.11.Ml'W.'-'.m100..0,./ll'<IM,l-~ . .\!,1um ,n--·-····· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: T_ue Nov 08 10:49:42 2016 R:\l A,ctive projects\Afton Way\Cakulations\SLOPE H=8'.BEN V<llOO:o 3.UM~E"" V<r~<•d.OM!:.lll~ Vo"""' 10MS£,.W \'o,,.,o 3DMSI:.WV.,,.,,o )JJM.%WVc,,01<3JJM.~EI\" V<"i<,u J.UMSEW \'en<,,, S VMSr,.\\' Vor,"o J<lMS!':.W Ve,,,.,,, 3flMSl:.'<YV,a,,oo JJiM.',l'II.' V""""' 3.UMSEW V«<;,.,,.tOMSEW V"'"" 1 DMSC,WVm,oo ).OMSLWV"""'" JJJM.%,\"Ven,,oi, .'.UM~EI\' Vc"i,oi3.U~1';EW Vm,u• .1.\lMSf:W Vm,oo l OMSl:.WVo,,ioo l.0!11S1,">VV"",o" .< U= BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 12295 Meyerhof stress, <Jv 1754.0 Eccentricity, e 0.12 Eccentricity, e/L 0.010 Fs calculated 7.01 Base length 12.00 SCALE: 0 2 4 6 [ft] AFTON WAY C~QJJXJight © 1998-2016 ADAMA Engineering, Inc. SEISMIC 10706 2085 0.88 0.073 5.13 12.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:49:42 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=8'.BEN \l<l.io" 3.0~!WW V<r<ian .l.UMSEW Ver,i"" .1<1MSf:W Vc1>'10 ~OMSJ,.WV=<>• 11l \!ShWV"'"''" 301,t~EII>' \1000!0, .1.UMS[W Veo,O,n.1.0MSf:W Ve,so,a ~ t>MSt,\\'Ve1>1<>0 lOMSf:W'/,:,'100 3.0l11SI/W\lc!SXo..WMSEW l'«s;,,,JOMSP/, Vu,,,,,' OMSI:\\ \'Mw.o J.OMS!,W\\»1on 3.0.\1.%W\l,'000u 3.0M',EI'/ ~,«ho• .l.OM~CW l'cc;on1)0MSJ"c\\'Vei,wo a OMSioW ""'""" ~flM.%WVc.,io:, .<O~- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.505 and Fs-seisrnic = 1.166 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 12.00 1.683 1.323 Mirafi 3XT 2 2.67 12.00 1.845 l.528 Mirafi 3XT 3 4.67 12.00 2.033 l.803 Mirafi 3XT 4 6.67 12.00 2.228 2.139 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0097, e/L seismic= 0.0665; Overturning: Fs-static = 4.53, Fs-seismic = 3.28 # Geo grid Geo grid e/L e/L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 12.00 -0.0003 0.0486 Mirafi 3XT 2 2.67 12.00 -0.0300 -0.0018 Mirafi 3XT 3 4.67 12.00 -0.0623 -0.0497 Mirafi 3XT 4 6.67 12.00 -0.1051 -0.1023 Mirafi 3XT -----~~,-,w=--~=-~-~-----===~--------====~~---~--~----'~=~~ "--~=~·-·~=·--=·=-~-• -----~-=-••-v~-~--~~ --~ -----~'ce,,os .l!.> '1~\c'.W Vonri<,n > u Ml:iEW VonsO,,i ,.u MSEW Yw>•'• :• O!o,!SJSW '"'""" l <, '!,>V v,.,,,oo, 3~ MSEW ".'"°''" J u M~C"' Vor<i"" , <lMSE\<, V=;~'" •.o MSr,w \',rnon lJ• MS_EW \',,,,.,,, 1.r, !lS.h"\\" "'"''°" J.U M~EW \'e,,i••n 1.() MSJ:W Vu,o•o .'.<) MSEW \'"'""" :• !l MSEW \',.,-,.,on Hi \L~EW V,mon 3 U M~'EW ~onshn, JU MS!lW V,e,-,., .1 tl MSE.W y,,,;oo 3 0 V/~h"W \'.,,.,. 3 (i ',1.S!,"\>,\ ''"'"' l U AFTON WAY Page 8 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\'..,,,oi;.J.Q.~.-Ytn"I -l l¥&W·J.l'f,i,,;;Ull>:IS~<·.\!mls.'<>Ml.MSJ>W.¥,~.W:M.i£':".Yfill\'P3'!¥S&W_-k..,..l!IR.J.Q.M!ll;;_l/._-l<~..tAA-)..ll'-1'iE'¥Y,.Wl" -, >,MsID,11..¥mi<>o."-4·M~.1>','!'_:\l..,.,.1<'1'.3..Q.M¥cW.Y'!'M H:W:J.I.Sll.W-\!w . ..,..),JJMS~-V<' C9 >QM5fW·""'1 9!t '!0-M"i§i¥·'>=,.,..,3..l<Mi&W-\"<<>wu,WM§P'i-h:rJWll·/11N§B\:-YH""Y )•l~:ISfil"._¥mioo),9M>Ji.~.~mJ00..3..Q.¥~fil\'.Jl"!'i<>llifi---- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Presen! Dateffirne: Tue Nov 08 10:49:42 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=8'.BEN """k," 3.0M~E"" Voeii,o,.S.OM<>'EW Vor,il,,, 1.0MSl':11' VmO>o .inMS!,WVei"oo )J!~lSCW\'a,K'I, jJJ.llt~EW "•"''"' .'.UMSEW Vor<im.10Msr,w Vtr<>lo lOMSl':ll'Ver..100 30M5lc'.YV"'""" .!.lJ.ll1.%W\lcr,.ic,,,.WM<>EW Vcr,iroi .1.0MSE\V v .... ,m 'OMSf:.WVe,,i,lO 3.0MSEW\"•o>!On 3.l/M.%"\\"\l<MO" ~.Ollt~rw "·"""' 3.0MSEW \'"""'" .1 i1MS!:II' v, .. 100 :!OM~l,W\'a»oo )()MSl,W v,""'" 3.0= RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 I 0.67 1654 635.56 339.50 NIA 2.603 NIA l.951 Mirafi 3XT 2 2.67 1654 604.56 307.85 NIA 2.736 NIA 2.075 Mirafi 3XT 3 4.67 1654 433.90 276.20 NIA 3.812 NIA 2.727 Mirafi 3XT 4 6.67 1654 310.80 244.55 NIA 5.322 NIA 3.568 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid 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 1.000 635.6 339.5 ll.64 0.36 15483.1 NIA 24.361 12386.5 NIA 12.703 2 2.67 l.000 604.6 307.9 10.55 l.45 11795.9 NIA 19.512 9436.7 NIA 10.343 3 4.67 l.000 433.9 276.2 9.47 2.53 8566.8 NIA 19.744 6853.5 NIA 9.651 4 6.67 l.000 310.8 244.5 8.38 3.62 5802.8 NIA 18.671 4642.2 NIA 8.359 ~-~~--------------.... ........ ······---~" ·-~ ~=--~ \ ,.,...,.,. 3.0M~E\\' V<nii<od O MSEI!< Vm,m 1.0 MSEW V<1'••n :i.0 MSEW \',·1',ao 3.(1 "1SE\\' "'""'" 30 MSEI>! "roi,,11 3.(1 M.',E\11 Vm;,o, .l O MSl:W Vo,i;i,,a '.1IMS1"!.W V,-,,.,oo ~.r MSEW \""""" 3.0 M~E\\' "'"'°" 3.UM.',E\I< ~w•a, HI MS~W Vu,;,.,, '.'l MSl"!.W Yc,>o>o ·, Oi.l%W \'=100 3(1 MS6W V,"10,d U ~!~EW "« .. ho, 3.0 Mi.17\lo Vor,m,i .l 11 MSl"!.W V,:,s,oo 3.0 MSE\Y V,.,..100 3 H1.'ilo"W \ '"'°'' 3.0 AFfONWAY Page9of II GPPXJight © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -»woeJ,0.MSfill.'.-lig,'@gl.1))15/11':-_li~rajnJI...W.MS& ¥m 39-M.s:~-~"i i':N4SE\l/:l.'....,,,.3Q.~_-Y '9},tst.l!i.)i<e!W»>_lQM51'1!9«••i,,o.Ml,MS5W"T :!,J1-M.>.&',1;:l;""""')"}\:/!@¥.·lc...,._-J.ONSll.W·'r'lwR::),(l.hlSf.W._V-or ... n.'"Af'il;W-."-"<>U!,W/ffi-:¥,~m%M>J.W:l-¥..\:;e;wR-Jll~W-·kPillM·JflMP-1'-,.))U,IS!l.)\'·¥:iB:i"'l:,JJ_-M5.&\¥Xrarr3'MSH'¥.•Y"l"HN/lQ-.-.. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:49:42 2016 R:\l Active projects\Aflon Way\Calculations\SLOPE H=8'.BEN ),,.io,o 3.0M',EW Ver<•'"•3.0M~"EW Ve"m,L10MSf:W V,0»10 lnl.fS!,WVc,>ioo ).O~ISh-WV""'"'" 3Jil>t\E~' V«l0,01.'0M~"EW Vec<•n• S OMSllW \I ors Om J.ilMShWVe1>100 )llMSf:."\YV<>'loo rnMSl;Y.'V<M•" ;.OMSEW Ver,l,od.0 M~f:IV Vo,o,o .1 OMScWVMW>!l ~ O.'>iStW\','1'100 "l!J.\1Sh',\"Vm1m.<.O~L~!,\l/ "°"''"' .i.OM~I:W \'e:,;u," .1.LlMSEW \le,,ioo 3 OMS!.'\\'\'"''"'" JOMShWVcNOt< .,o RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CR ult CRcr [lb/ft] 1 0.67 636 1.00 0.35 1069 2 2.67 605 1.00 0.33 996 3 4.67 434 1.00 0.30 924 4 6.67 311 1.00 0.28 851 RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CR ult CRcr [lb/ft] l 0.67 975 1.00 0.28 855 2 2.67 912 1.00 0.26 797 3 4.67 710 1.00 0.24 739 4 6.67 555 1.00 0.22 681 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. ****** Important: Hinge height concept is ignored. ****** Available Fs-overall Fs-overall Geog rid connection Geog rid Product strength, strength strength name Tavailable [lb/ft] Specified Actual Specified Actual 1654 NIA 1.68 NIA 2.60 Mirafi 3XT 1654 NIA l.65 NIA 2.74 Mirafi 3XT 1654 NIA 2.13 NIA 3.81 Mirafi 3XT 1654 NIA 2.74 NIA 5.32 Mirafi 3XT ****** Important: Hinge height concept is ignored. ****** Available Fs-overall Geogrid connection strength, strength Tavailable [lb/ft] Specified Actual 1654 NIA 1.13 1654 NIA 1.13 1654 NIA 1.43 1654 NIA 1.79 Fs-overall Geog rid Product strength name Specified Actual NIA l.95 Mirafi 3XT NIA 2.08 Mirafi 3XT NIA 2.73 Mirafi 3XT NIA 3.57 Mirafi 3XT Page 10 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:49:42 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=8'.BEN Yco.io" .l.OJl.l~E.,; Voffi<o, .1.0MSE\o Vmim1JOMSf:W Vo""" rnMSI,WVei,wo ).<•MShWVe,>,on3.•1MSE<'I" v000,,u;l.O,\l~l:W Vmii•n .10MS!':W \''-"''"'" 1tlMSl:.W y,.,,.,. lOMSE\YV<>>"'" #!M.%W \'ce,ion 3 UM~EW Vmiu,,.1.UM~f,\O l'croOto.' OMScWV01>100 30MS!,.W\',rnon 3Jl~1Sh"WVcNOJo .'.UM\EW Vou,<ot.1 UMSEW l',,,;,,,J tlM5~W \',-,,,.,o 3 nMSI:WV""-"'" 3nM.%"V,' V<o-io:o 3.0 =- GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is l.366 (it co1Tesponds to a critical circle at Xe= -l.66, Ye= 20.75 and R = 20.82 [ft] where (x=O, y=O) is taken at the TOE or Xe= 63.96, Ye= 1020.75 and R = 20.82 [ft] when the te1Tain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.068 (it co1Tesponds to a critical circle at Xe= -3.32, Ye= 20.75 and R = 21.01 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.30, Ye= 1020.75 and R = 21.01 [ft] when the te1Tain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #I #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# 1: y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 =·~---------. -·-------= --------··--------~------·------------------. ··--··--=~-------J-·~--·· -~J-·---------------·, -·-·· ---==--··-· --~· \ •"<'IO" WMSE\\" l!ont>Ol, 3 0 MSEW Vmi<,,, 1 0 MSEW Vono,o :; 0 I.ISEW \"m,oo 3.0 >,fSl!W V.,>,on 3.0 ~l\E\\' """"'" 3 0 MSl:\oi Vm""' 1 0 MSE\oi y,,,,,,o} O MSEW Y,,,,.,n 3.~ "'!SEW\'•'""'' 31! M\EW \'ce,)011 3.UM~tW \/e,,en• .l O MSE\\-VmOm '.0 MSEW """"" M MSEW \',..,.,on JJ, M.%"'W "'""''"' l.0 M~l:W Ve«i'"' .< OMSEW V<,..i<m .l tl MSEW \"e,.con ) 0 MSEW \\,-..coo 3 f• ~!5E\\" \'co»c,:, :l 0 AFTON WAY Page 11 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 y:,,.X'!lJ.0.W§fl"-Y:m:'-e . .l.Q.l\l.Sll.\','..Jkr&1:H11J,1SJW._¥rnis,n.OQMSf""Yn»>:;.J,o.M~E\l..Ys'WP i'flfMSJ;W_.jlmw 1!1'1§9':·l,_'<{,; .. .,;..oM..~m.li-Ymem' ~ ... 50,\',_J.:rr,",n1(1WEWX.,.-,.,.,,,3Jl.M1EW¥::N111HM'ASID\:.v.,,,.,,,) 2,mw¥¥ffin.MM'>~ll.'-))N211:±0M'IBW.\'1:"W9"3,(<JlilllW_Sm,m.,J,O.Ms.;y.!.V~,._.,,,_JJl':'§fY'-\lrnuo,1-)..!)_MS%·¥m l,.Jl.,MSm¥_lftyf>")Qs'£ .. ~l;W-".m;jo~.}()._ ••••• SEW --Mechanically Stabilized Earth Walls esent DatefTime: Tue Nov 08 10:48:59 2016 R:\l Active AASHTO 2002 ASD DESIGN METHOD AFTON WAY MSEW(3.0 : U date# 14.2t--·---·------ PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=7.3', 2:1 SLOPE ABOVE, ANCHOR VERTICA BLOCK, MIRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 9208 l Telephone#: 760-410-1665 Fax#: 760-509-0078 E-Mail: matt@redlengineering.com Oriltinal file path and name: R:\1 Active projects\Afton Way\Calculations\SLOPE H=7'.BEN Original date and time of creating this file: 10/3/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY :,: ~v.,-;:;;.;;;J~U-1t1Si:WY-;;;;,,, .l OMSf:.W v .. ,.,o :,,lMS!!WV,"""".,(.'1;IEIVVm;,:~~1ThEw """"'"·W~l~LW y.,,,,,., .;oMSEV, ~ •• ;~ ;.,Ms~vv~.;;,.n 'l;,:;;i$EWV"""" ,.umE\V\:,,.,;.,;;3\IMss.l>H= .. , .>UMSLW Vu,om 1,JMSEW \'.;;;,;o ioMSEW~--.,;,,.·;-·,;:1·-i:~;;._.·;;;;..·.;.:~:oM1EW~., .... , .HJMSi:wV.;;.m0<1MS~W\';'.;~;,;~-:l!iMsm;·,.;;;,;,.3;.;;~FW Ve",.,:;u · s \: Page 1 of 11 ) ii Oonvri"0,eht© 1998-2016ADAMAEngineering,Inc. License number MSEW-302915" ll.'.,,.IO'W.OM§E\\'·""Pl"lll·W(,ISI:W\IW•1-lJJMS!l'!l'-.¥!:!Hf"'AO,MSl,,\Y._¥~'>""'631i-MIBW.Yminoi'!!fMSJ:W-Y,:n;"?q.J![J.tSl:.\l,: • .Ji«,i,,.11.))J¥'@\')/~l/)¥¥mo2:W.-MmK-\/.mJOO.M}W,l','..\'.«;,·w->mJsey;vw21 )J!;l-lSf/l/,.),'mwi.J,,lMSEW-~oo.M.M)J>\¥.-\/"'!WHi;J..CLJ@QY-\.,w;&,l(l.M§lil\/-Vp\re·JQM'ill)!(·){o/:"'<J.).,l)_,M.51<.\l&_¥ffll.<'l>.o.!)~.l:,.\¥.'i'm'9"3SMSf'YYS?mW MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=?'.BEN V<NOO• .iOM~E\\' VeNio11,,oM~'EW Vornn;, .1.0MSI:\l'Vo,,o,o ,'!O~SJ,WVt=00 JJ!~!ShW \'""'""' :IJ!MSEW Vcocic,B 1.0MS£W Ver,i,,,, .'.OMSCW Vmo,o • OMSf.)l'Vet>wo lfHfSf.W\'.:,""" 3J/M.~E\\'Vmion 3.UM~EW Vo,s.c,o, .UM~l':I< ""'''" .' OMSI,W Vo»t,;o10"1SbW \'<1>ion JfJMSbW-WN<", .<.O~!\laW Vor<i<01.i OMSCW Vm,un .HlMSl':WVm,oo 10MSf."W Vermn JJIMSEWV<N(>" .<.0 ---~ SOIL DATA REINFORCED SOIL Unit weight, "{ Design value of internal angle of friction, ~ RETAINED SOIL Unit weight, "{ Design value of internal angle of friction, ~ 128.0 lb/ft3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, "{ eouiv. 125 .0 lb/ft 3 Equivalent internal angle of friction, ~equiv. 28.0 ° 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, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and o produced a square root of -0.09 in M-0 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 = 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Arn= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHl-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 Ll Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTONWAY Page2of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ,;1_.,.,,., ... ~ITT.,:ffi&y[721-J»rW1\l.'_.Jl«Hi, UlM5'Ni ¥ENW»MS~_¥mre~fl'l:'SDY-Yffi!DP3..(!..m&W_.y .. w,rn'£iD"YJ..OMSt.lil1.¥wrn -lM'io/~' ;H1.M%1¥-Ysm,e24Mi®Y-"-"3JJMS&\l.'.Ymw)JlJW!l\¥'_i4""'frMlM'ifW-:ffl{9'1::WWR\llS,it!' JI M§filYV,m;., ).J.H,l§flltl' 1 H·W''¥A'0' ""'" )OM'j["':-.Ym g:M! . .MSJl.\¥S »r39M'.ID)Y"'.f"JOP.J...0. ...•• MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=?'.BEN "l'"°" .<,Ol\L~E"' Vmi,,a.10M~1lW Vor,i"n.1.0MSf:W Vo,,.,o 1nW..CWVei,,oo 3JJ~1SI:.'\\" V""""' 3.!J/1,i~E\l/ V'"'"" .<UMS[W l'mii,n.1.0MSf:W Yoe,,,o .1 OMSt\YVc,;100 JOMq'\\"V.:N<>o 3!/MSl>WVaM>H$.Ul>lli[W Ve«""' .1 U MSEW l'm,m "lMStWV,-,,ioo~l)MSl:.WV"""'" JJJMSb'\\"Ve"W!' .1.Q/1,t\E\\' Vmicoi3.UMS1'W l'c""" .1 i1MSf:\I' \'O!SJUO ]OMSf:WVe,,.,o JJ!~i%'\\,'Vc"io,, !.0, --·· 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar~ 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geogrid type #5 NIA 0.85-tanp NIA 1.0 Kl Ka 2.0 3.0 AFI'ON WAY Page 3 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Y-""Oo.J»J>lli:W_.l;w.ioJI.J.O,\l&:.W-VW""l);l/JM5RYIP1CT"'1'130MSL~)>' . -3,.(\.M!iEW Ymw3"¥SfW_-.._, IQ\l-J.U._MSl:_\li-Y«,icm.1:!1¥5f":-Y e 919MWW:Xm101>_;.\,_<;.llik.\.',:_.\/_..,,or,3Jl}j§fil}'. ~ .,..,. j QYSf\',-'.\'ww-Ul_MSllW-V..'6i.OJJ-J.0-MSJ.W¥m D -O'::tsl:':Y Ynhr }f•MSfl:Y--J.:,mo,W.O.WSIDY_.i,.....,,.w_:,tsID,l•Wfffl"fl:i'JMSl;W-Jr:.P.'Nt..OWEl.11.'fra»'G':,(,.M>E,\\W->'!W"--J.J!._---·· MSEW --Mechanically Stabilized Emth Walls AFfONWAY Prese~t Date/rime: '.fue Nov 08 10:48:59 2016 . R:\l Active projects\Afton Way\Calculations\SLOPE H=7'.BEN \I..,..,,. ,.OM~E\\' V«sinn .1.0Ml>loW Vc<,001 lOMS!;W V<·m,o 10MSJ:WVe,,;oo l.Q.'lstW~'""""d~Ai~H1' V<"i,,n c'OM~E"' V,r<im,.1 Ol>fl>f:W l'c,s01o.10MS1':WVen10o l{)MSl:,"\\"V<"!On J r,~'!SEWVero<o,.<.UM~1,W Vcr,,,,n.1 OMSE1" l'rn;Om 'llMS!,.WVe,;wo :lOMSJ,.WV..,,,,oo 3fJM$LWV,,,'OOn .•.OM%"' Voorno, .tOM~f.W Ve,sni,1 J tlM5!':W Ve,,.,0 ~.OMSl:W Ve»ion 30M%WV.,,,.,,, .'.O~ INPUT DATA: Facia and Connection (accordin~ 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 I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd f~~t '.:_ --1 ~· :~:=\ 0.75 r c 1.00 -~' -~--'-----'------'---'--~-~~---' Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr <1l CRult <2J cr CR ult cr CRult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 (J CRcr (J CRcr (J 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 O> CJ = Confining stress in between stacked blocks [lb/ft 2] lZJ CRult = Tc-ult I Tult l3J CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 (J CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (J CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 0.50 =-•' --• --• --------------------------•••-•-•• ••••••• •••••••••·.·-· -~·•·•·.·-····-·· -V~~-=--···--~--···--~·-••••• ••• ••• ~-~-----=-•L--.-~---~----·= \ • .,,,,.., 3.0 M~E~" 'l,or,oo"; Oll.tSEW Vu,i,"' .1.0 MSEW V'""'" :, 0 ).!SEW Vrn."'o H• \!SEW Vc'NO!• 3 0 AtWW """°"" 3 0 MSE\\I Vo,,;,"' JU MSEW V<""'" :> •l MSfoW Vcm.,o 3 0 MSEW \'cNor, 3.0 MSt'\\" '"""" 3.U M!.EW Vo,"'"' l.U MSEW Vu,O•n :>,l MSllW \'"''"'" }.0).!SE\\' V"""" 3 f, MSE\\' Vo"'°" ; U M!,EW ~.,,;,01 .1 0 MSllW y.,.,.,., 1.tlMSEW Vtrnon }(I MSL'\Y y,.,,,._,., 3f•M>E'II" \',"'°" 3 0 AFTON WAY Page4 of 11 C.2P.yright © 1998-2016 ADAMA Engineering, Inc. _ _ _ License number MSEW-302915 -Ym••e.l.D.MSl:WYW'151J'rY cir W.MSW.¥rn, 30.M'l\l.!¥¥ . HlU'i'ili}tf'll'PJ..Jl.Ml£'.ID'~+,l.Pl:'5R+"-V"""'" J..O~Pf.\beo·uyoON:X~o;>!t¥5fW--"crmeHLtiru:I.\.X Al' !9':'5f"'-Jl rw J..ON§PNYrnm jOMSQ/ll.¥\i!J,IM3.(l!lfii/.¥¥':"' 11 M'iflP'U'III' !/'/Wili·Y 'JJJ'!S("fY ,-,,3A,IS~-llm"!'"O.MSR¥¥213..~"l.\.&;:weao..-.... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:48:59 2016 R:\1 Active projectsWton Way\Calculations\SLOPE H=7'.BEN ""'''"' .<.OAl.'>E•1: Vor~r,n .toMSEW Vot!iiL'n 1()MSf.W Vm,•o 1flMS!,WVe>"oo "H!MSh>\.\'""io" 3JJMSEW \lcm,013.0 M~LW Vcr,e>,i.1 U MSEW \'e,so,a 1 OMSf,i\l'Vm,,o lflMShWV•>"oa 3.l!M.%:1'>· Vo"ion ;.UM&EW Vml<,,>.\OM~LW Vm01i, .1 flMSe\\'VM>0>0 }O~SE\l'Vo,>1on 3/JMShW\l<I\OOc, 3.01,L~EI'/ ~«<i10, 3 OM5f.W Vm"'l!.l\lMS!:.W Vm100 J OM.%;W\'ers,oo ){)}1.%W\lo,-.,o:, !0=.-.-.-, ••• INPUT DAT A: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, ~ Backslope rise 7.30 2.0 26.6 50.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 6.30 ft } Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] AFTON WAY Page5 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 y .._J.Q.~_-J.,:,oo< R-3.QMst.W_ll..,,,,,,,))l,Ms]lll/.¥fllliAA.!.0¥'if'¥Y ""YSl'W.-Y=wpJ..JJ..MstW.-ll.,,.;oJJrtM?·Vw 9!·lJl™1J<"r!ffi:&~MSJ;.W.s..,_,,on....'\J!-M5Jl.\\l.¥=IO!l.->-.IJ.M'ifl\'.V•"12l }QMfflV. \i.m;J' J 9M5[1£.¥g""'"-MMSJ:.W .. ¥p go:M!.MIBW¥mllJ.IJ.3.fLM5£W .. Ym120Jll.MSE..W:.Jm "'!')JlNrW¥!·&:B"a.JJl/:.!SP¥-¥':'¥AA';!ll.Ni\¥l.!ffi1003Ji.MSJ,W .• yo/"IOll;}.(•.:····· MSEW --Mechanically Stabilized Eaiih Walls AFfONWAY Present Date/I'ime: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=7'.BEN Yeo.ion 3.UJ,t~Eo. """"'"' ., U M~l:IV l'o,,it"' JO MSf,.W 1'0!'"10 .1 {l MSEW \'e,s.,oo ~Ji !,1SI,"\\" ',\">0rdJJ At~Eo,· "'""'',.; U MSE\11 Vct<Om .1.0 MSf:11' l'm'1D .1 olMSfc:\I' V"'>100 J.0 MSl:."W Ve,,ooo 3.!J/11SFIV Ve"'~'" .<.o M.':,'EI\ Vmii,n .\ U MSEIV l'mO,o '-lMS1'W Vu,o,>D :l O MS!,W \'en1on 3.0 MSl:V.' Vo"-,°" lUM\E\\,' Vm,,qo 3.0 MSEW l'ouiu" J O MSf.\1' \'o,,coo J O MS!c.W ,;,,,_.,. l O M.%>V Yee.ion 3 0 =--~-~-- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.39, Meyerhof stress= 1540 lb/ft2. F d In rf D' I'd' F 1 527 E IL O 0047 F . 4 70 oun ation te ace: rrect s 1 mP-s= ccentnc1tv e = s-overtummg = # 1 2 3 4 GEOG RID Elevation [ft] 0.67 2.67 4.67 6.00 Length Type [ft] 11.00 11.00 11.00 11.00 # 1 1 1 1 CONNECTION Fs-overall Fs-overall [connection [geogrid strength] 1.87 1.90 3.06 4.42 strength] 3.00 3.28 5.71 8.72 Geogrid strength Fs 2.997 3.280 5.71 l 8.722 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistaIIce Fs 22.661 18.242 21.931 24.864 Direct sliding Fs 1.713 1.897 2.109 2.246 Eccentricity elL -0.0061 -0.0389 -0.0766 -0.1111 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 5.54, Meyerhof stress= 1808 lb/ft2• F d In rf D' I' . 19 IL O 05 5 3 oun ation te ace: rrect s 1dmg. Fs = 1. 1 Eccentnc1tv. e = 7 Fs-overruming = .45 # 1 2 3 4 GEOGRID Elevation [ft] 0.67 2.67 4.67 6.00 Length Type [ft] 11.00 11.00 11.00 11.00 # 1 1 1 1 CONNECTION Fs-overall Fs-overall [connection [geogrid strength] 1.29 1.33 2.02 2.77 strength] 2.31 2.54 3.93 5.34 Geo grid strength Fs 2.307 2.535 3.929 5.339 Pullout resistance Fs 12.262 9.926 10.167 9.877 Direct sliding Fs 1.359 1.600 1.927 2.174 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.430 (it corresponds to a critical circle at Xe= -2.19, Ye= 18.25 aIId R = 18.38 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.125 (it corresponds to a critical circle at Xe= -0.73, Ye= 18.25 and R = 18.26 [ft]). Eccentricity elL 0.0383 -0.0158 -0.0684 -0.1088 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT AFTON WAY Page 6 of 11 . C:o.I!yright © 1998-20t6 ADAMA Engineering, Inc. . License number MSEW-302915 -Ymrr 1nww.Y.;oa.ioR.JAl.:\l58\'<,¥srm ),()MSJol!i .. ¥mfoo._Nl,M'!RYrnw.;a...Q.MmW.-l.'«>1P@f'l@N-}%'90.Jll,'ltSD,l,'..),i.ewoo 1 2 M'ir':H(,-.U,_-MSJ;W-Xre"orNtM'i'l1¥.-1.'S'J'IOll3QMSf1¥.S·nrn WNSID\"·Y«•J<>ll-1,0':!5fl'i-Y :;,>1.1,IS~--l,'r .... 39'!:'ii'E"'Y"l>IO!l3.lC.MSfil\'J,_.,.,. ••• ..J,(fM§J;W_.);«Ai,,.1>..J~-N1 a.1'/.ill:lo*:_¥,~•.mnv.Y rn3.<:\.Wn:\.~_.',.'. ,<r~zn.- MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=?'.BEN >J:000" .<.O M~l;IV \lo<~<,n .> 0 M~loW \lo"""' , O MStW l'm1,10 .l O \!S"W y.,,,100 3J, ~ISbW ""''"'" 3.'Hl~ES\ V«si,,11 JO M\EW \lm001.1 0 MSf:W V,,s;.,n J tl MSEW '"""° ) Q MS!:.>Y V,:,SK>n 31> MSI,\\' V«i.W>, .WM~"lcW l'etfr.01 .1 U MSEW VmO,,, '0 MSJ;W Vern,,o }.0 MShW '\'e,>1on J.n .\1SbW"~"''"' 3.0 kt~EW Ve«i<,,, .i OM1;EW Ve"""' 1 0 MSI:\\' \'"''"'" l O M~!,W \'emon )JJ MSIIW V<Notc .< 0 -,--_ BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 11385 Meyerhof stress, crv 1540.4 Eccentricity, e 0.05 Eccentricity, e/L 0.005 Fs calculated 7 .39 Base length 11.00 SCALE: 0 2 4 6 [ft] frnp_"'-' ... '.mm;M '---------------c,_,_.;"-'""''1 AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. SEISMIC 10025 1808 0.70 0.064 5.54 11.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=7'.BEN V<l'Xl:o 3.0M~EW """'""' .<.O M!>'E\11 Vor,!<m 1 0 MSf:W \'c15'1D ) ll l,!SbW Vt1>»0 :l.ll }ISi,"\\" V,:,,,ru, 3JHt~EW Ve"'""., U MSEW Vor<tl•1 .1 d M5f.W """" .1 t> MSf:.W V,~..,, JO MS!,'\\" V,:,,><m J.0 M$1lW Vot!o(,,, ;<.U MSEW l'«.;c,n .lU MSEW Vo,,mo .' !l MSf:.W Vo,,i,>o 3 0 MSEW """"" 3JJ ~1.%"11' Vco,>oH ., OU~EW "°"'"' .1.U MS!!W l'«••nl ' 0 !,IS!,\\' \'mo,o J O Mlll:"',\' V""'1<>o JI) MSb"W V<1>io" .1.0 -----~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.527 and Fs-seismic = 1.191 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 11.00 1.713 1.359 Mirafi 3XT 2 2.67 11.00 1.897 1.600 Mirafi 3XT 3 4.67 11.00 2.109 1.927 Mirafi 3XT 4 6.00 11.00 2.246 2.174 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0047, e/L seismic= 0.0575; Overturning: Fs-static = 4.70, Fs-seismic = 3.45 # Geo grid Geo grid e/L e /L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 11.00 -0.0061 0.0383 Mirafi 3XT 2 2.67 11.00 -0.0389 -0.0158 Mirafi 3XT 3 4.67 11.00 -0.0766 -0.0684 Mirafi 3XT 4 6.00 11.00 -0.1111 -0.1088 Mirafi 3XT ~-~==~· ~-~v •~= ~=• ~~ .. -----' --~-------~------- - ------------- ---------••• \leN<>.~ .lU!tU,EW \-Ol>flCot3.Ul>IStV.. Vu,an, l.OMSEWVc,s•,n ~OMSEWV<>>t,,n H•MS!,..W \'""'"' 3.0~{.<;EW Vemnn .1.o:>mt:v.. Vorsi<,,,.l0;\1SEV.. V,nsNm •.,)MSBW Vemaa 3.0MS!cWV,a'-IOn 30Mff\l\" \-c000n3UMSEV. Vwi<o, .lOMSEW Vrn,i,,n '1)MSEW \'m1c,o 3.0\1%.WVc>"On JJo.\l<;E\I," Ve""'" .l.O~!~EW Ve.,;,,., .lOMSEv.. V'-',mu 1 tlMSl":W Vmo,o ~OMSEWV..,,,On 3~M.'ilNO\c"lotd0 AFfONWAY _C:9QYright © 1998-2016 AD AMA Engineering, Inc .. Page8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Datefrime: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calcu1ations\SLOPE H=7'.BEN V.h,X,:, 3.0MWW \'mi,,n .l.OM~liW l!e«iun.lUMSf:W l'm,:o)t1Mst.WVe1>»0 l.!!MS!cW~'<»!Ol• J~Al~EW \lcNc,JL 1 UM~EIII Vorrn,n.1.0M~f:W Vmi,10' OMS!,W\"el>"" l0MS1,WV<>'l00 .l.fJ~'l.~FWVo<0<ion.S.UM~EW Vcr,L,,,i.;.OM~f:W 1'«,0,o 'OMSf:WVM>t<>o~.OMS!,.WV"'>ioo JOM.~h"\\"V""°"'' .<.OU~EW Vm.cot.i.UM~EW l'<e<o,»J t>MSJ':W Vo,,,oo 3.0M:>EW Ve>',oo 3J'~L%WVco»oi, 3.~ == RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 551.82 264.04 NIA 2.997 NIA 2.307 Mirafi 3XT 2 2.67 1654 504.27 237.11 NIA 3.280 NIA 2.535 Mirafi 3XT 3 4.67 1654 289.63 210.18 NIA 5.711 NIA 3.929 Mirafi 3XT 4 6.00 1654 189.64 192.27 NIA 8.722 NIA 5.339 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 551.8 264.0 10.64 0.36 12504.6 NIA 22.661 10003.6 NIA 12.262 2 2.67 1.000 504.3 237.1 9.55 1.45 9198.8 NIA 18.242 7359.1 NIA 9.926 3 4.67 1.000 289.6 210.2 8.47 2.53 6351.8 NIA 21.931 5081.4 NIA 10.167 4 6.00 1.000 189.6 192.3 7.75 3.25 4715.3 NIA 24.864 3772.3 NIA 9.877 AFTON WAY Page 9 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 Yc1>J011..J.(l)JS&\\'..\,.;o<,off-J.UM.Sj/W-Y:W:lP'l:l/JM§P\'.-¥\-W'l-_;,,OMSf'Y-~m-:ofL~-->'.=n,3.l!-MStW_.i,:..,..,R.J».MSC.11i.V ff)Q':159':-''.f!•I"" "•.J)MSfW_>,'=i,,_.,,._;,._Q_.M,f;.\,\!_>,'mioo.3..Q¥',f\\'·V' z ;'ONSfK-li«'-"'R•W_MS!l.l~i-¥:ffiis9: '?MSEW '"' h 30Wf"'.lt'-"'~rrtWM.V>W_.;,""""R .. W.M$.W_.i;<,,, ..... w:,wrw-Y ) l M5PY-Y '19M>"-1¥N=""'-'-,,i:.,l,ill;.,~_.,'.,~ .. J.().. • MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Tue Nov 08 10:48:59 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H::::7'.BEN w,-..iotc .S.Oim:;"" vc,,,"i,o, .lOMSEW Vc<<u,,i '0MSf:W\',,,.,0 .1 n!>IS!oW\",;"oo 1 !>MSl,.,',"V,:,,1<»,3.IJM<;E"" V-.,o,,,n.<.UM~l:W V0r,;,,,, .10).fSf:W \'or,o,o 1.!>MS!!WV""""'" )OMSl"\Y'l."<NOnJ!JMSE\\"'Vero<o, .<UM\EW Vo«c<,,1.,UMSEW VoroOm.' !lMSi",WVm"'o J.OMSEWV=,oo 3JJM..<;l;,.\"Vc1>x>n .'UM\EI'." Vm""' .< OM~"EIO Vo'""'·1 tlMSf:W V,o,wo l OM~f!WV<>>1"° 30MSh"\\,"Ve<>>0" 3.0 ~- 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 552 1.00 0.34 1033 1654 NIA 1.87 NIA 3.00 Mirafi 3XT 2 2.67 504 1.00 0.32 960 1654 NIA 1.90 NIA 3.28 Mirafi 3XT 3 4.67 290 1.00 0.29 887 1654 NIA 3.06 NIA 5.71 Mirafi 3XT 4 6.00 190 1.00 0.28 839 1654 NIA 4.42 NIA 8.72 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 816 1.00 0.27 826 1654 NIA 1.29 NIA 2.31 Mirafi 3XT 2 2.67 741 1.00 0.25 768 1654 NIA 1.33 NIA 2.54 Mirafi 3XT 3 4.67 500 1.00 0.23 710 1654 NIA 2.02 NIA 3.93 Mirafi 3XT 4 6.00 382 1.00 0.22 671 1654 NIA 2.77 NIA 5.34 Mirafi 3XT • •••-•----• ••--------------•• ·-·--------~·J.•••---------• ---------·--·------ -~-=-J--~-=--~---~--···-· --=--------· ·--·-·-=·~----------· -~-v==---------• ·-=-=-·~ \'<NO'• 3.0 M~EW V,Mf(I, 3 U MSEl'I Vc,,i,.n, IO MSf:W Vmo,o :;.o MSEW'""""" ~.{/ M51lW \',~,kl" 3 Q MSEW """°''" .1 U MSEl'I v.,.,, .. , .l O Msr:w \for,i,,a }.\l Ms!;.W v,..,,o. 3 r MSI,W y"""'' 3.() M51lW ,,..,,,,.,,d.OMSE" v.,.;,., 1 U M.'lLl'I Vu,o.,, :-.,l MS~W yo,,.,.,,.:; 0 MSE\\" \",.,,.mo 3 (j ~1.~1,. ..... • Ver.-.;m J.O M~EW l'o"i"" .S U l,ISEl'I Vo"""' rn MSf:W v"""'" :;.o MSE\Y ''"""' 3 ,, MS!, ...... "<NCI" 3.U AFTON WAY Page 10 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Ea1th Walls AFfON WAY Present Date/Time: Tue Nov 08 10:48:59 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=7'.BEN "llm,c,e, 3.0M~E"' Vco"'odOMSEW Vorsi,,,, .1.0MSf:W l'o,,.,o tn\fSf,."WVe,>»• 3(!MS!c'\\' '\'<NOco jJJU~EI\' Vcr,,i,,,dUMSEW Vor,irn>' OMSEW \lerso,o '9MSl"oWVerw,o llll,'lS!,WV<l"<>O 3J!M'it<WVc0<x,ncl.UM&EW l'c«;,m J.OMSf:WVo"i,'" 'OMSfoW Voi,,oo •OJ.'lSh"I\''\",""'" 'J!JMSt,>;\lcMOu 3.0M~EW ""'"''" .l.OMSEW Vmotm.1 llMSEW\':•o,,.,01 OMSl,WV<>>1oo 30MSh"Y,'Vc"io" 3.U=-== GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.430 (it corresponds to a critical circle at Xe= -2.19, Ye= 18.25 and R = 18.38 [ft] where (x=O, y=O) is taken at the TOE or Xe= 63.43, Ye= 1018.25 and R = 18.38 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.125 (it corresponds to a critical circle at Xe= -0.73, Ye= 18.25 and R = 18.26 [ft] where (x=O, y=O) is taken at the TOE or Xe= 64.89, Ye= 1018.25 and R = 18.26 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 Soil layer #1: y = 127.31 [lb/ft 3] X [ft] 0.0 6.6 13.1 y [ft] 1001.0 1001.0 1001.0 #4 #5 #6 #7 <!> = 25.0° C = 0.00 [lb/ft 2] 19.7 26.2 275.6 282.2 1001.0 1001.0 1000.0 1000.0 #8 288.7 1000.0 #9 295.3 1000.0 #10 311.7 1065.6 #11 328.1 1065.6 -~-~-~-=-J____ _ _________ J_-~-~----=· -------~--=---------~---~-~---3---,.-· --~ -----~·--~--~~-------------~·--------··-------==·-· ---------···--=--\'"'''"' 30M~EW Vontkod.UMSEW Vw,o,o, 1.0MSEW V'""'" :;.OMSE.WVrn,,x, J.1'/liSl!\\"Vc""'" 30MSE,.. "=o,dUMSl:W Vu,im• .lOMSEW Vor,o•o •oMS!'.W\'crnon 3J•MSE\\"\"e.-,.,,-, 3.0M~h-V." ""'""' ;l.UM~E\\.' hrsi•,o,.lUMSEW Ver,a,n '.'IMSEW \'ornon] O"ISEW\'e,°""n 3r,MSEW W"""' 30M.'>tW Vor«rnd OMSEW Vmum .lolMSEWVuocoo :1.0MSBW W,,,oo 3<' \1_~1,.W \'•'™'"' 30 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: AFTON WAY 653-000 MSEW(3.0): Update# 14.96 Client: Designer: GEOGRID RWS, INC. MMM Station Number: Description: H=6.7', 2: 1 SLOPE ABOVE, ANCHOR VERTICA BLOCK, MlRAFI GEOGRID Company's information: Name: Red One Engineering Street: 1295 Distribution Way Vista, CA 92081 Telephone #: 7 60-410-1665 Fax#: 760-509-0078 E-Mail: matt@redlengineering.com Original file oath and name: R:\l Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN Original date and time of creating this file: 10/3/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 11 License number MSEW-302915 j MSEW --Mechanically Stabilized Eaith Walls AFfONWAY Present Date/Time: Tue Nov 08 10:40:31 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN "f"""'" .Wl>l.',li\\' Vot,'i"" ·'o M~li1" Ye""'" l Q w.;r,w """"" 'l O 'l'IShW v"'"''" ).r. l,IShW ""'"'''d.lJ MSJ;w """"" .,.u M~\:W l'rn""'-1.U MSf,11 """"'" l OMSHY Vei>too Jr. MSt"\Y "·'""" 3.!/M.<.lW,' \1000(0, ·' UM5EW Vor<i<m 1 0 MSEW l'er,i"" 1 ~ MScW v"'"'" ~ 0 MShW ,;<>>100 :l.Q MS1'W "\leNOU 3.0M\EW v.,.,;"" 3.U MSEW l'mor» .1 ll MS~W v,,,,.10 1.0 MSt"\Y ""''"'" 3.0 ~1ShW "e"io" 3.~ -~·-·= 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, '{ equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and o produced a square root of -0.09 in M-0 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= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External. Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page2of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:40:31 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN Ve,W,c .l.Ultt',EW Ver,o:01 ., U M~llW l'or<imi.1.~ MSf,W Vei,"o 1 OMS!,W Vci"oo ~.I! ~lS!o"\\" ""'""" 5.IJ At~Eo," V<00<0L .1.U M~"t:W l'ct<ua, .1.0 MSf.W Verso,o 1 0 MSf.W Vei,100 3 r. M$!o"1,Y VL;"oo J.1/ MSBIV V<""'" 3.U /\l~E\\' Vor,itod U MSEW Vor<Oi,1) 0 MSf,.W 1'<1>000 ~ 0 MSf:.W'\',m,on 3 [J MShW VeM<••d.ll!ct~EW Vm,ca, .;.~ ~l!lf.W \lon;l,1n J O MSf,.W V!1,wo l O !>!"ilW Vc,;,.,. ~ 0 MSl:.W V,OOOa 3.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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type#2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85·tar(j> 0.85-tanj> 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type #4 9500.0 1.15 1.15 l.60 NIA 1.000 30.00 0.85-tanp 1.0 Geogrid type #5 NIA NIA K/Ka 2.0 3.0 ........ AFTON WAY Page 3 of 11 ~?J>xright © 1998-2016 ADAMA Engineering, Inc. . . License number MSEW-302915 Y:7:f f 19¥Sf'Y-·'!i:«"-'>.R·J.0~\lst.W._V, ,., }2':1Sli.W-.~},@l;.\¥),'J»"?'IN'M/iID¥.Y\l'!Oll3.f}_MS&',;!_.k rfW /Qi'l§?.V-o1..,.,~J.,l)_MSJ.:\1(._\'f':?S2 ':i'':!§f'rl''>.omw.:i..llM.>.f:.1/,:_.y i'M!WI\Y::mre-Jil~~-Y mi),O)'!SliW ¥fwe&lOM"[o/)N«>03!,.M.illWAp\Qr }fLM'ifW \'I) ~;:,14:;i;1n1mio!' lJJ/@P',iVy.,..,,.;i.llMSP,l!kB,"'1') 19:Wt:\V.¥smm;i,{LM!i£1.Y,Y,,wll3/I. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:40:31 2016 R:\1 Active projects\Afton Way\Calculaticms\SLOPE H=6-7'.BEN "~""°"·<.OAIS!il>i """''"' .'.OMSEIV V«>i"n.1UMStW l'mOrn .1flMSf.'W\"e,"oo 3J!MS1iW\'°"""" 3JJ~t~EW V,'fl<ic,n 1UM~EW Vor<<,n 1 OMSf:W V01sO,o 1 <lMSf!W\"ei;o,o lllMS.E\\"V<>»o" 3.fJM,\!<IV"\1<00(••.WM~EW V<«"m.1 UMSE1' Vot0l,t0 'OMS!,W\"m,,,o '0.'1S1;W \'"""" 3[J~1St'\.\'Vo000,d OMWW Vorsi,m ,SUM~EW Ve""" 1 U~EW \'o,>000 :!OMST;WV<NOO 30MS!IW V,s·""'' .<O~,~-w., INPUT DATA: Facia and Connection (accordinp; 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 I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~:~~1-~, I -~ I _·_·_·_·_·_·_·_·_·_·( 0.50 : j ~::~ .... ··_····_·····~!_··· ~--'---'-----'--'---~~--'---' Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Ci (ll CRult <2l Ci CR ult Ci CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geo grid Type # l 3l Geogrid Type #2 Geogrid Type #3 Ci CRcr Ci CRcr Ci 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 OJ Ci = Confining stress in between stacked blocks [lb/ft 2] <2i CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 Ci CR ult 0.0 1.00 Geogrid Type #4 Ci CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 Ci CR ult NIA Geogrid Type #5 Ci CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 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 0.50 =--------=•~-~,.-----~=------~------~~-------~=---------------~~=~------~-==-rn~===~---====~•=====-------,,.~=~=-••--™=~= ''""""' J.U M~EW V<"""' 3.U MSL"' Vmo>n .,.<l MS!-.W V<:>•"' ;. () '-!SEW Vc,-,,,n ~JI '1-'E'IY Ve""" J.U ALSEW """'"" ; LI ~1S1'.W Vo,a,m, l \l MS<-.>,<, ""''"'" '~ MSC,W V"""'" 30 M~EW """'"" J." MSh"VC ~"'"'" M M~E"' I'°"""' l.0 MSEW l'mi"n •.flMSt,W Vorn"o ~.<J MSEW V<r-K'n H1 MS!,"'" Vc,.,u,d LI M~EW Vo,,;m, 'U MS!'.W Vocomn 1 t> MS~W \'molo l.\' Ve"'°" $.LI AFTON WAY Page4 of 11 Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 -Y'.':P'll' !M:!wt:-Y«nPH-3JlNS!:l\:-Yffl:ieJ)JIMSrnli-¥cr g :WMffW Ycrfw 3/'MWW~'."""'" 31f™~--Y:ml'JRJ.0~1,,_.yW±f"':)..0,MS~-_l! .. m;~&,MSL>~¥,,,m,'11.;l.0-llifill>_.,,._,,moo.3.l!.MSE\l..-'\l.m'!l!lJ.nAfst))..)im,ott-lJlM-'ifW-Yfwon. '·?MSAA'-l.'awmM M:'i!WYmrr }I M'ifl:Y-V~ryifwm¥SJ:1!,'.-Y:m20 l.O/:r1SRW-V.oow1-)J1J,,\_5ey,:.¥ID!M M!_-W,.1,.;¥_¥i,moo;\Q.M)EW-'J&J(l~JO.-····· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/I'ime: Tue Nov 08 10:40:31 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN \/<Noa 3.0Mf>EW V"1<ioa-10Ml,'E\'; Vo,,ll,nJOMSfll' Vm"o ~OMSf.W\'ei=o l!!MShWV<>>K>IL.HlM~EW V<od<oL .\OMf,'EW Vmi101 10MSEW \'or,o,o 1 DMSJ;W\'er,100 3.0.,lst.'\\"\',o"oo J IJM.WW ""°"'"'·~Ul>ll>EW Vcr,eoi.1.0 MSf:W Vmi,m '!lMSl':W Vern,,o 3.0',fSl,.WVc-,,.,, 3[J~1Sb'W\lcn,,oH!,01'L~EW Vo,,;""' 30Mr,rw I'm',"' .1 tlMSfo\\' V,i,ioo l OMS!,.W\',:,"oo 3JlM.%"/,'V<N0" ;l.0 .-~.-.= INPUT DAT A: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, 13 Backslope rise 6.70 2.0 26.6 50.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 5.70 ft } Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2) ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] • --- • -~= ------~=~·=--~--=·=-·-=----~--------· --=-=·-·==-----~·-~··· -··--·--------••••••-------=-·-·~·~·=·=----~=v~--~·=---------=···· -••----=··-· \ e"'i°" ;I OM~EI\' VOl'llio, .l.0 MS£1'1 Ve"'ni J.0 MS[oW y.,,~,o ~.O MSEW Y'-"'""" J.f• MSE\\" \'",-ion 3.0MSEW v.,,.,;m, .IO MSl:W Vmim1 l O MSEW Vmn•n :>.O MS[oW Y,;;oon 3.f' MSE\\" \\~"or, 3.IO Al~E\\" """"'" .tOM~EI'. Vcr,;-o, .1.U MSf:.W V,.r,;,., '•lMSf:.W \'e:,>1"0 3.0 MSEW V,,s,on 3 (J MSEY,' \'cl"ion 3 U M~EW Ver<;m, .IO MS!lW V«a,un ,.11 MSEW Ytt><oo ,;_o MS!oW \\Th»n 3.(, MSb.V," Ve"""' ;I 0 AFTON WAY Page 5 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 Y:mWi!R'\GifY::-"w-""l-J/l.l>I.SID.:._... · Mt.~!lW-YmF :,'H:§lj~¥_ . 3J!.M~--Y"""'" 3U¥5D\"\\ G"IH 1twsi:i.:._i,;«,tw-l.OMSflf¥1il:lW:"RM'i!:¥-¥w""-3.!!Miliw_i,:ffi," 3'\Ms.1;,.v.v,w,w l 'Wii&t" .. '.\i«•-.J»MsfV.:-Yfewt1::f!J:£HiW.~;:,.iLWf'l'Y e.-l.Cl.!ifJifilY_.1-:"""'"~"MWo/-lfY2"·M,~.¥rraeV'M§Rl':'Y e w.<l!WJi.\¥_¥=k>o;,,.<;.cMm'<_.yS"rr 2n MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:40:312016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.30, Meyerhof stress= 1414 lb/ft2. F d In rf D" rd· F 1522E /L 00058F . 466 oun at1on te ace: 1rect s 1 ml'. s= ccentnc1tv e = s-overtumm!' = ! # GEOGRID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 10.00 10.00 10.00 # 1 1 1 CONNECTION Fs-overall [connection strength] 2.02 2.11 2.49 Fs-overall [geogrid strength] 3.30 3.72 4.76 Geo grid strength Fs 3.298 3.725 4.758 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 20.560 16.511 13.847 Direct sliding Fs 1.712 1.916 2.152 Eccentricity Product e/L name -0.0061 Mirafi 3XT -0.0423 Mirafi 3XT -0.0857 Mirafi 3XT Bearing capacity, Fs = 5.45, Meyerhof stress= 1665 lb/ft2• F d I rf D" rd· F 1186E IL 00595F . 341 oun ation nte ace: 1rect s 1 !Ill' s = . ccentnc1tv e = s-overtumm!' = # GEOGRID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 10.00 10.00 10.00 # CONNECTION Fs-overall [connection strength] 1.36 1.44 1.69 Fs-overall [geogrid strength] 2.43 2.74 3.40 Geo grid strength Fs 2.432 2.745 3.403 Pullout resistance Fs 10.476 8.406 6.766 Direct sliding Fs 1.358 1.628 2.001 GLOBAUCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the snecified search grid, the calculated minimum Fs is 1.439 (it corresponds to a critical circle at Xe= -0.00, Y c = 16.75 and R = 16.75 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.123 (it corresponds to a critical circle at Xe= -0.00, Ye= 16.75 and R = 16.75 [ft]). Eccentricity Product e/L name 0.0383 Mirafi 3XT -0.0209 Mirafi 3XT -0.0796 Mirafi 3XT AFTONWAY Page6of 11 Copyright© 1998-2016 AD AMA Engineering, 1nc. License number MSEW-302915 .V,ryK>R3,'J.Ml;&W Xffl!IIM-M'Y5P'( y . )"MSP'IPl• MM<W"'--"=""'.M!-MrnY.·Y=»ll3.I.L-""=-·"-·"-""'""3].t'ASl:.W.y«-·).0~'5P"'.Y . • lM"r'¥Y "ajQMSE,1¥-"'"'-3JJ._M§fil\<_.~:,-,,u,1>.J.O.}JS£\\"·Ymio• )/l!t\-'\Ji\V-¥1i'ffl/J: Y)MSJlW-¥<-: ) RM::0¥'> 1 (•MSfW.Y )'IMSFW-\, WMSE\'<.-V-uffla-JllMSf"':_1/,'l'J;"o• •oMNW.¥-""'-'11..~0 M5f'¥·"'""""'~J,Q._ ..... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present DatefTime.; Tue Nov 08 10:40:31 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN V<o.>'.I" 3.0M~ij,;>; Veoo,,u .10M&llW l'o1<n•nJOMSl!.W ""'"''" 10!,!Sl:.WVco"oo lJ!"ShWVe"'"'d.lJMSEI>! V<r,,,,n .W,WiliW Vo"'"' 1.0 MSE.W V<tSBln Jt>MSf,WV,~wo 3flM.'iliW\',:,"°" cl fJ~l~lJWYeo.ion .'OM~El'I Vo«i.,,i.10MSEW l'er,i,,,, 'OMSEWVm,oo 30 '>!"~hWVe,,,.,,, :H>.\l~H\V'W<»ru, .l.0"1\E\l/ V«sh•• .1 OMSEW ""'"'" ., OMS!':W \'"''"'" 3 OM~!,W\'o,,.,o 3J!~1ShWY<"""" ;\0=-rr.•= BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 10327 9070 [lb/ft 2] Meyerhof stress, crv 1414.2 1665 [lb/ft 2] Eccentricity, e 0.06 0.66 [ft] Eccentricity, e/L 0.006 0.066 Fs calculated 7.30 5.45 Base length 10.00 10.00 [ft] SCALE: 0 2 4 6 [ft] AFTON WAY Page 7 of 11 ~gprright © 1998-2016 ADAMA Engineering, me. License number MSEW-302915 Yww jfiMS&',\'_-~:-.-.J.O.;qsP,•·Y:91""'>-)).l_,MSQ!.C._~w,.19M5E'¥'1f)'t'io<>.MM.>.fil\l . .\'m '/1' Hl'::'§fK-k~woJ<J.OMS.;.\1,'..)i.e.-,,l'J 1VMS"."r--~"""'"WM<;;!'/¥X£flim"IOMSfil¥ .• \/mJO!i..JJ).~\.'._.y:'?'21l ':2':15fl!..•'.li«>.ioJl•),l)_MSl:.W •. lf:&g9M,M5f)¥-llp}'"l';,&M5E\ll_:\!,,moo1fcM§f':"_.J,"_m,oRJJ.LM§fll'-~:7woo·m-™-·X~':"'fl:l2l::\5P¥iYrr OiJ.kll_,MS}:.\¥_¥mtw2QMSfil\:-Y_~ ... -uJ.Q._._._._._ •••• MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Date/rime: Tue Nov 08 10:40:31 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H::::6-7'.BEN ''"'"''' 3.UM',liW \lo"';'"' .\OM~ll\V l'orsi"" .•oMSr,wvm.,o.WJ.lSf:.WVe1>100 ,.n!>lSl>W \'o,K>l, 30Wffi\\' V<"i,o, 3.UMSEW "°"""'"1 Ol>flif:W """'") LlMSf:WV,•rnoo 30M.'ili>rv.,""" 3.!JM.',\;W \l,OO!ot-l.UM~1.iW \/mi"" .\OMSJ':W Vor,i<>o .'.OMSJ;W VM>MO J OMSbWVe,>1on 3 nM.%"\'I""'"""' .<Oll~EW Vor<T<Ot.i OM~T,!,'i ""'''"' 1tlMSf:W \'"""" 3 0!,!~1,WV"'"''" ).OMSliW v,,,.io:, 3.0 ~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.522 and Fs-seismic = 1.186 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 10.00 1.712 1.358 Mirafi 3XT 2 2.67 10.00 1.916 1.628 Mirafi 3XT 3 4.67 10.00 2.152 2.001 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0058, e/L seismic= 0.0595; Overturning: Fs-static = 4.66, Fs-seismic = 3.41 # Geogrid Elevation [ft] 1 0.67 2 2.67 3 4.67 Geo grid Length [ft] 10.00 10.00 10.00 e/L Static -0.0061 -0.0423 -0.0857 e/L Geo grid Seismic Type# Product name 0.0383 Mirafi 3XT -0.0209 Mirafi 3XT -0.0796 Mirafi 3XT -· ----~-~-~~~~-=~===••--·· --~-~~~~=w™v • • • ·=·= ••••••••••••··~------~-=== ==n-~~~v~·~=--=·•~------·=~™ ....,,,_,,__,,.,_,.;.;;•=·· \'°'"°" 3 OMMC::W ';ffli<•II .l O MSEW Ver,i,m .1.<l MSEY, y.,,.,. ~-11 MSEW V"1>WO J.D .,1,mv V,'l'\ion 3.0 AL~EW Vooomt 3.0 M~L'I> V01si,,n ,1 O MSEI' Vo1>0,o:, •> MSroW \"ci>!oo J () ~fi!:.>V \'s,"°n 3J, M~EW \-erovld.OM~"EW V«<io" .,.o MSEW Vtr'"'" 1.1lMSEW Yci,o,n ~.O MSEW \"c,>100 J.<, M.%'\\" ';ei,,10,Ll.O Ml>EW V<r<«"1 .S.01"1SEW Vo,,,,m .l '1 MSEW Y,rnoo >.II MSl,W \",,,.1.,,, :l.l' •1SE\'I" V<"'""' > 0 . -- -. - AFTON WAY Page 8 of 1 I Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 \'=oll!QMSF\\'.-Vm"gp3))!1.!5flli-~U,ao.11-.lJl.MSJm •. ¥ .... l!1::i.ll-M$F\ll¥m,w;l-hl,!'ifil\!·1.!'i'inP J:!L¥§lm;.lim"IH !Mt!!iPl:"·li<f!loL\.lJl MS0\! V-!F8HSifl-OMSl.iW¥£ruor>WM5f.W-\fo!'!?'3.l!-M§F\\.'._.\_,,O' > tllNst..K.Yn,.i,,o-l/lNSliloc.)l{-ref'llJ..MMSJ.il!i.¥A:>1QI\Nl•lM(i.W),',;i.,ior..3(<¥5<:wx,,iw,R,WMSEW .• V(«l!'Jl•J)J_N.WIV,l(,f':"'t1:l.llMSl:lN._¥rmoo;.:,&WJ:.\.l' .. ¥m;;,o;.l,(,MW.\.'._.\.'•""'"'-3n, ..•.• MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Tue Nov 08 10:40;3 l 2016 R:\l Active projects\Afton Way\Calculatinns\SLOPE H=6-7'.BEN V<>W:, .\.OM.~li\\" Vcr<i,,11JUM&'EW \'ei<um '0M5f:W \'c;••>o .1 n!>fS!,WV.o..,on ~-l!~!Sl,'l<"\'o,I01<J!JA'l.~li\\"V,:;,,,.,,i .'.UM\[W Vmi,,,, .1.UMSf:W Vorsh,o 1t)MS!,',\'V<l>100 ]OMSh\\"\'<,"°a .l.0~'1.~f;\\"V,:OO<o, .<.uM&'EW l'o";,o, .lUMSE\\l l'e,sO,o •nMSI;WVt1>">D "l.OMSl,"\\"\"m,100 lJJ.\1.%'\\"V.:n-ioi, .l.UAl~E\\" ""';'"' .l.OM&f.\11 V=iua .11lMSr,W\'""°" l O?>ISEW\'.,,,on lOMSb"W \'cr>io,o 3.0 =~ RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 501.57 285.90 NIA 3.298 NIA 2.432 Mirafi 3XT 2 2.67 1654 444.10 253.72 NIA 3.725 NIA 2.745 Mirafi 3XT 3 4.67 1654 347.67 221.53 NIA 4.758 NIA 3.403 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 501.6 285.9 9.64 0.36 10312.5 NIA 20.560 8250.0 NIA 10.476 2 2.67 1.000 444.1 253.7 8.55 1.45 7332.6 NIA 16.511 5866.1 NIA 8.406 3 4.67 1.000 347.7 221.5 7.47 2.53 4814.2 NIA 13.847 3851.4 NIA 6.766 AFTONWAY Page9of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 y,:,1'»1l.3Jl.>WN-Y«·,w.J.()/tJSP>, ¥@e•l)IIMS:W-.¥<m<>o..;QMSfW}'rai:Je:!:M!Slffi"-~'.s»JOR~(!.)l,W,',1,!_.\i: rFW 19M5PfY o.lAl~-.¥<>SlroMMS@/ . .\' '"°" "ISMWW.\/om"!I }(WW,\:".-Y:, ... )l)oJ,ONS&K-l<'<,,-.J..o..M$11iy < '39. i!WP¥-~:l&M>f}VY ll'l'i i}l!-Mifil\:".-~m.ioR->l'M5fJ':'.-¥:GMIH·Hl1)1SP\i._l/,or..,,J>}.il,'-:Sill"r"Yre "2 •9MP:1¥.-¥m»o.3.<»1$Fi'¥.-Ymrn 19 ·.··.·.-.--~-- MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Tue Nov 08 10:40:31 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6-7'.BEN ,.:}_c,X,:, .i.UMWII>" V«<>c,11.:0MSEW Ve,,iu"·'CM5f:WVc1$"0 '!0"1$£:WVe,"oo )~J,iShV.' V.,...,01<3.!JM~El'I>' "«"""' 3.UM';EW l'ct<iunJ OMSf:W Vets"'" 'l\lMSi;,W y,,,,,,,. 3rMS!,W\'"'""" .!.IJM.\J;W'llef'ion .;.U,\l~EW Vor,i«n.;.01,!H:I~ Vmi,,i, .'OMS(,WV,1.,00 ~OM~lo"\\'V"'"0" J.0~1.%>1i\'er,.-1,.,,3,UU'>!'.W V«<icot.1.0MSEW l'c,s«,o .,tlMS!oll'Vmcoo J OM.~"\Y\'t:m>o )!1~1.%"\\'\l,o,.XJlL .1.U~v=w. 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 502 1.00 0.33 1011 1654 NIA 2.02 NIA 3.30 Mirafi 3XT 2 2.67 444 1.00 0.31 938 1654 NIA 2.11 NIA 3.72 Mirafi 3XT 3 4.67 348 1.00 0.28 865 1654 NIA 2.49 NIA 4.76 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) ****** Important: Hinge height concept is ignored. ****** Live Load included in calculating Tmax # Geog rid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 787 1.00 0.27 809 1654 NIA 1.36 NIA 2.43 Mirafi 3XT 2 2.67 698 1.00 0.25 750 1654 NIA 1.44 NIA 2.74 Mirafi 3XT 3 4.67 569 1.00 0.23 692 1654 NIA 1.69 NIA 3.40 Mirafi 3XT •• ··---~~-=------=--~---~==---"--~-~-~~--~~==,-,,rn-~-=-.-~---=--.-~~-C~------• -"'-'==w=.-~=~=-,.-~=-.-.-~~.-~-=-=~----=----------=-------~==,~~~~c~•~=,= \ """" l 01>1.~EW """"'" .i O M~[V, l'm,m .l O MSf.l' Ve"""' ~ O ~S!,W Vm,,;,, ~.r· ,ism·\ '""'"d OM.WW """""" 3.0 M~1:V,-v'"""' ·' 0 MSEI' Vc.roh•o •.,, MS!,W y,.,,i.,. 3 <! M51,W Vo"""' -,..u ~1.~rn· """"'" 3.0MSEV, "·"'"' JO MSl,l' ""'"'" '·" Ms~w v"""" , <> M$~W ,,.,,fon 3.<,U<;!,.,,,. V,•r--.on .l.U Mi>EW ,...,,;,., ·' 0 M~1:"' ""'""" ·'·'' Msnw """"'" :; o >JSEW v,,,,.,. ~ ~ 'li,.S).W \ """''' $ o . - - --.. -·- AFTON WAY Page IO of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .)o'.,,:F.111R...W.M.W\,',Yp,0J1 . .J..ONSl'-l;'_-¥f(_~)).I-M§@-WM. -BMSfWYmi?r }JtM'ifW.Y'l"W-ll'¥5FW_-~.,,,.JOJl..lll.MSPl-_.1,_«~.11.),tl_MS@;-.¥rrH, 'l -, lM5f'Y-Yrnim39¥:il-~-·\.'•wo~lJW~EW_.J,.,,,,n ;IO.M.S&.\1'_ ........ --.J,1l/l,!Sltl;'.-.¥.IOIW).,',Q.MSfl,l,:,;¥q<100J,.QM,'l}V Ymhr }hM§OYY;m20Ji!MSfW-\mWo ]lilli!'W·Ys":" n '.u)MS~-_¥m;oo-",9,M5]l.\1,!l<mi<>o.1'.0.M.i6\~_.y,wo~J.(I .. ,, MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Tim~: Tue Nov 08 10:40:31 2016 R:\l Active projects\Aflon Way\Calculations\SLOPE H=6-7'.BEN \'cNO,, J.OM~EI\' """"'"' SOM~"EW l'o,,h,.1.1.0MSf,W l'o,»10 ."!OMS"WV.,,;,oo ~ fJ~lSl,W\'<i,!01<3.0~mlW Veeo<,lL .< UM\1:W VmOoiJ OMSi:W \'m,io 'OMSfcWVei,.,o ~f!Mst.'\\"V"'""" .l.!JMS~W v«,><ot~OM~EW Vcr<0,,1.1.0 MSfW l'orsO•o :>OMS!':W VM;,.,o' fJMSJ:.W ""'"'" }."M.%,>,"Ve""'" .<Ulvmll>.' Vee<ico1.l.OMSI:W l'o."'""' 1 OMSf,WVmcoo 3 OMAfc.W\'c,"~" JnM.~J:.W v,.,.;on 30~, GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.439 (it corresponds to a critical circle at Xe= -0.00, Ye= 16.75 and R = 16.75 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1016.75 and R = 16.75 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.123 (it corresponds to a critical circle at Xe= -0.00, Ye= 16.75 and R = 16.75 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1016.75 and R = 16.75 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# 1: 'Y = 127.31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 AFTON WAY Page 11 of 11 . C:::"2R¥righl © 1998-2016 ADAMA Engineering, Inc. License number MSEWc302915 Y.§1:/\')\J.Q.m&\IP'wJORJ..OM§f"[-'r mW)).ISfl¥._~_;!.Q,M"f}YY» "(!.J,W;}~-X<1>ioo..3J!.¥5fW \, ""j"/R·~.OMSC.\Ji-Yn, "!1 lJlMSR'l'"-¥e@-MM'.H;&<.l,!J>J>N"30Y>fWYmwJ,Jl.M,IBll:.y...,.RJQ HSf\':-YrnYR-).0.MS!'-W-~}»MS@'-.¥f """1-..l,J!,M,[1,¥fmwMcJ@l»'>'.·~:""'JORJJ.•Wifill,'-Y,n.,.-IP!dSH*:-~..W.M§sW-¥em ~M;l}J:.\lo!.¥.m;.,...M-1\!;;f:W-Y·rym ,o. ... MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:39:44 2016 R:\1 Active projects\Afton Way\Cakulations\SLOPE H=6'.BEN : ~),"">" ;.oM~EIV Vet,a1•d.O M~l,\~ l'«soo> .1.U 1>15f,W \'o,s•>o .1 0 MSE."W Vc,>»o l O ~lSCW \'o,,ru, .l.U Al~E ... "'""''" ; U MSEW \lrni.10 1 LI MSHI' V,~'"'' )(! ~1.~1,W V<a,ioo 3 /J M.WW '""''°" 3 U ~!~EW Vmiui: .1 U MS!"!W l'mi"" ' 0 MSJ::W Vmwo 3.0 ...iSloW VeNOo 3$J~l%'\\' ""'''"' 1.UM\EI\.' Ve«i<,n .' U MSEW Ve<&••" 1 0 MSL\\' 1·,-,,wo :! 0 MSf:W V<>,c.,o JO M.~H•ll \,e"it," JO,~--~--- AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Proiect Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM # 14.96 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 file oath and name: R:\1 Active projects\Afton Way\Calculations\SLOPE H=6'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. 16 ADAMA Engineering, Inc. Page 1 of 11 License number MSEW-302915 --------------~--~----------------------~-----··--------------~-_-... -~ ~ --·---·-------------------.--~ ~---------------------------------~~---·-----------------------------------·--------------------·= \e.,i<m J UM~EW \.eM<>l1.lOMSEV, Vmi.b1J.O~ISEW V<1>••n :;OMSE\V \'cmoo 3.1/Mll!W v.,'-Xlt, lQlvlWW\>oc.i,,n lUMSLW Vor,•,n.1.0MSEY.. Vml,,a >.oMSf!.W \'ei>hlJ! 30!,!Sf.,Y \"c>>lOo 3.11 MSEW \.cr,iwt3.0M~Ell. Vm,o1.lO MSEW Vo""'" ~;lMSf.W Vc,~~,n311MS1,.WV<>»>n 3(iMSEW Vm,on l.Ui1~1. ...... ' Vm;o,,J UMSI;W Vcow,n l.1HISEW Ve:mon 3.0!JSEWV,.,.,.,,.30MSEW \c"'°" lO MSEW --Mechanically Stabilized Earth Walls AFfONWAY Presep.t Date/Time: Tue Nov 08 10:39:44 2016 R:\l Active projects\Af1on Way\Calculations\SLOPE H=6'.BEN """'°" 5.0im;w Vc"i,01.SOM~liW V«,nm lOMSf:WVm,io .lnl,!Sf.W\\;s,on 3 ()~lSC.>',V""'°'' JJ!MSEll.' "\lm:folL .l.OMSEW Vcrrn,n.s OMl:if:W Voro,,o .10MS!",\\'V«m>o l{)MSf.'l'o\",:i~,oo .>OMSllW '""'°'' .<UM~liW V«<Kot.1 0 MSf.\\, \lor,i,rn 1 OMS1",WVMs»o30MSf:.WV<1'lDn 30M.%"W"\le<>><•• .•01'1%W Vmkoi.1.0MKEW Vc,.,,.,J OM;;E\V\'OI"''" 3.0Ms.f.W V=o 3fJMShW"\le"'°" .'.0 ~- SOIL DATA REINFORCED SOIL Unit weight, "{ Design value of internal angle of friction, <)> RETAINED SOIL Unit weight, "{ Design value of internal angle of friction, <)> 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, "{ equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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/= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and o produced a square root of -0.09 in M-0 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 iNFORMA TION ONLY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Arn= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Page 2 of 11 . ~o.pyright.© L998-2016 ADAMA Engineering, Inc. License number MSEW-302915 !J J..OM§f':"-Vffi"IB·!l'¥'\1iW-_li....;.J}.l,!I_Mll""rc¥tf •? >BM'.!¥~ 3..l!-M~_.Y.m!Oll3!U:'5fl':'--~ ·:,w-WMS&l..ll......,.,-J,OMSIDJc-Ymr:, 30MOPW.¥m-i,._ .... _;\,_Q_-Mjj,',\,'_¥q p }')M§f"".-~«>lllR) 9~:.J.'ro21 ll'NWll'.-Y w,._;_.9_M5~l,fr]'!9'1-1&}!8>W-VW1QOM~MIBK.}'.ooooo::1n111ww-M~,U!>)l.).,(l,\ts.:_l,!,(._l/-c[;"ffi)Q'-15f"i ¥™®.,;QMS.ll-W_¥m>W }PMSR\¥::Y.~'?'IB-3..!Jc_ •••••... MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/fime: Tue Nov 08 10:39:44 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=6'.BEN yl.,,,o:, ;.UM\"EW Vo«"o,.<.OM~1'W V<r<iL>n-10MS£oW Vm;,o .1 nl,!Sl:.WV,'NOo 3.ft\lSl,"W V<»><>1• JOAl~EWV<m,,H3.0M~~W VmOo,J 1lM);f:W \'o,:;hrn .1 LlMSt:WV,n,oo 30MSEI\"\""'-''" J OM.\1JWVcr,K,n3.0M~"EW Vet<oLol.1 0 M5£,.W Vo:r,;h,o '!lMSC,W \'>1>MD, OMSl:.WV=n Jr1!11Slo'\\"Vcooo,d OM\EW ~cc,1<01.Wl>lSEW Vmiun lOMSf:W \'01swo 30M~lc:WV,,,coo '.',()~%"WVc1Sio:. 30,== 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar 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 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type #4 9500.0 1.15 1.15 l.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 K/Ka 2.0 3.0 AFTON WAY Page 3 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. . License number MSEW-302915 .','..:rno!l.J.Q..MJi&.W.-li<O< ... ll.-MN/'9\-Yfwn J?/lt'ill''r-¥9'!"":¥'-MSL\¥.¥.»ioo.,1,.<'-)clliJ;l,\'.Y.<OW }'f¥§E':Y·""mr•.Jllf'5+"".·J.'-1.)Al.~KW-.lt1,-,.,.,.M$§W.'>"'lJW.M'::''\fW . .Y=r• 3Q.Jl,Jfil;l.\:" .• J' . .,,,a.JOR..!.0MSK"'-.·J,'«•.4P>l·) ,,wl':'Y »Ufif"'-'""' "'11>.MI.-M'.51'W . .Y»>>>l,,3 .. ~•M:£\'>".·~"""'".,JJ,1Mii':W.V5n'OJ!•W"5f":i.)1 ] l',j"f"'-.Ynt"wa.lt-llil,.\¥ . .Y ~=>'>'.'Y=RM.····· MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:39:44 2016 R:\l Active proje~ts\Afton Way\Calculations\SLOPE H=6'.BEN VcNo:, 301\-1',\;W Vcf'Oco, .lOM~lo\\. Vo"•m.lUMSJ':WVo"''" 10"1SlcWVe1>100 l.f!~lStW\'o"o"J!/M.Th\\' """""' ·'UMSl':W V<r<Oot.i OMl>'r:I\' \'mom ]!lMSI,\\'Vernoo JOMS!,;WVo,x,o JJJM.W\\'Vco<io.n .<.O~E\>I Ve,,,;,.,, .10MSfi\\. \'mo,n .'UMSf:WVMso>o }OM!lliWV"'""" lJ/~1SbWV<ooo" c<OU~EW Vc«it•ll .l.UMS.EIO \'c,..o,oJ\lMSl':WV"'"" 1 OM.<:1,.-W V<tS,oo JllM.%W h"io" 3.U ~'=-- INPUT DATA: Facia and Connection (accordin.e; 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 I Tmax Top of wall or To-seismic I Tmd Z/Hd ~·~~·····~.~ 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr (lJ CRult <2i cr CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 cr CRcr cr CRcr cr 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 CIJ cr = Confining stress in between stacked blocks [lb/ft 2] czi CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 cr CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 cr CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #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 0.50 AFTON WAY Page4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ~l<>RN9:'IDY-~-, -,,O_m,;>/c.J/"'?!"f'l 1"'::15':o/l!mim-"0:'1:S!PP'm }"~!/c.Mm\¥.-Y.<n"IJ!!W:"1?.-~~-.;;:<N8JH'S:'18' ).ll_MSfilc:¥fW'\M:MS~\H£f'W1.iwi1K-'>'WP1 3Q-M¥cW·Yffi7'11' W»SE.1>_:,,_.wio";;lJJM-'$1\f-¥£wo't)l"£lljW_'1. """ 19U'if:\¥¥@l<'r..3..(<M<f\¥ Ymwo l:QM§fW_.i,: · J..0':'WliYffff'tl:l.i>M:SI<lli-.!:,,,,,,.oo.:>.ll.Milj':'f¥ret'l"i\C,.l,W>~'"-"'""' J.Q---- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H::;;6'.BEN \11<>>01< .l.OM~EW Vo"it,n.WMSfiW Voroi"" 10MSf:W l'o,s,10 lM./StW\\0'100 3.nMSb.W ~<>'>rud,OM~Eo,' Vm;"' 1 UM%1>< Vor;it,,, .10MSllW \'c,,010 lt>MS{},\'Vei,100 l!lM!lliW\'"'"°" 3!JMSEII.' v,O<irut l,UMSEW Vc,,,c,r. >OM.';EW Vorso,o "l'lMSl':WVe,><,>• 30M~h'W \le,>,oo 3rJMSli'I."'''"""'" .<.O~l\EW V,r<im3.UMSf.W l'mi,,n .'~lMSf:W \":,,,ooo) OM~loW \'rnroo 3.0~%-W v,,,.K>c. 30~ INPUT DAT A: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd Batter, (I) Backslope, 13 Backslope rise 6.00 2.0 26.6 50.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 5.00 ft } Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] ~L-g~-~~?=·•===~-=-=~2=·==~~=:=~~4 AFTON WAY Page 5 of 11 Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 .\,_a;:,oi;.J.0-}jW.,,.VmmtJ.O).fscyi.Vfl!8Plj-l2M5'3¥'.¥mm W'::l"WYw\?n -N'SFW-¥·Wo3/!M5fWY-:re\"ll 31'¥ffW·Ym· .. JJJMSW.Jk&1><-l<MSE.i?.¥=i®.3Jl.MmW .. l/q<>0.3Q.J,!J,&W.~ ... :wR..J.0.J,tS.lill .. )ipJOR..l,(l.MSl<_)1,:.~,,W-MSJ.;l/l<'..l/oJ...'!OO.M-M:i.fil¥.¥ .... JO£c3..(•MIBW .. ;<.,,w,.,.).Q.MSl:Y,' .• )'"•f'"'ll·ilJl.,\ISliW.)t )))A"1-¥·¥w'l'l_:'-j)_.MfIBl¥.¥=1->n3,_(!.M)l)W.-1l=oRJ..Q. .•.•• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateff~: Tue Nov 08 10:39:44 2016 R:\l Active projects\A:fton Way\Calculations\SLOPE H=6'.BEN V<o.io" 3.0M~E"' V<r<i,,,,.<OM~'EW v.,,,hm.10MSf:W Voo,010 1 n~"WV=»o J(IM$hW\l,:,,io,d.0~1S!l<'>' """""' ,X•>d.01,lli'EW Vo;< ,.,OMSE\\' Vrn;Om JilMSEWV,,,,,,o 30).f~hW'V=,oo jJ/~tW>I' W/l001<;l01'L\E"' "'°'""' .>.OM.SEW Vocsirn1 1 t!MSf\\'Ve,>"'o ! O}IS!c"WV<r>!on l!IMSh"W \/<NO:,., U ___ _ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.35, Meyerhof stress= 1266 lb/ft2• F d In rf D' I'd' F 1525E IL 00052F . 468 oun at1on te ace: 1rect s 1 mir s= ccentnc1tv e = s-overtummir = # GEO GRID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 9.00 9.00 9.00 # 1 l l CONNECTION Fs-overall [connection strength] 2.22 2.44 3.81 Fs-overall [geogrid strength] 3.73 4.42 7.51 Geo grid strength Fs 3.734 4.424 7.506 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 18.569 14.937 15.458 Direct sliding Fs 1.722 1.954 2.215 Eccentricity Product e/L name -0.0080 Mirafi 3XT -0.0486 Mirafi 3XT -0.1014 Mirafi 3XT Bearing capacity, Fs = 5.50, Meyerhof stress= 1488 lb/ft2• Foundation Interface: Direct slidinir Fs = 1.189 Eccentricitv e/L = 0.0584 Fs-overtumini:r = 3.44 GEO GRID I CONNECTION Fs-overall Fs-overall Geo grid Pullout Direct # Elevation Length Type [ connection [geogrid strength resistance sliding [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 9.00 1 1.52 2.81 2.811 9.739 1.371 2 2.67 9.00 1 1.68 3.30 3.301 7.738 1.682 3 4.67 9.00 1 2.50 5.02 5.024 6.906 2.115 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDIDONS: For the specified search grid, the calculated minimum Fs is 1.457 (it corresponds to a critical circle at Xe= 0.00, Ye= 15.00 and R = 15.00 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.144 (it corresponds to a critical circle at Xe= -0.60, Y c = 15.00 and R = 15.01 [ft]). Eccentricity Product e/L name 0.0350 Mirafi 3XT -0.0303 Mirafi 3XT -0.0980 Mirafi 3XT AFTON WAY Page 6 of 11 . ~"O.ID'right.© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 }'.s»J<.'ll.0.0~-YPiru·JllH§P:¥-\rwm!:1Jl~~--~_;.o-MS£~.l.'e,"!"1%!5fil¥-'im12'l3J).MW,i!_.\.; ipo )U?:l'jfl':-~fft/"'l:l.O~ISW-.V,;""""'-il.M5fl¥¥1-mw }OJ.!'if'.\¥ .• 1{ 3.Q.M5fWS·@ l !tltl¥!M,-Vmlou•WN!ij11,11._~,"")J,iHAS'fW ¥v:ll9!>MM>£i\t.-li!-"'>"'"Mi-MSEWVffiioo-3(LN§fi\1.'.-li«ti9.1t-}..O.lJ§f'V' J l':J5fW-.¥m.<©;::~\K~rm-1•Jf•':'§§W..J.'.<'l'i<>R.J..O ..... . MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/T.ime: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H:::::6'.BEN \)Oo,,oc, ;.oM~liW Vcr,i<Ol-'.U MS!!\V l'e<,<01 1tlMSI,wv,,,.,. 1 {)'f.'iliWV,"l),!~O )J•MSE\/i\c,>10" >J!M.'ffi"'' \le"'"" 30~1~EW I'm,,,,., OMS"-11' """"" 1 OMSEWV,;->k>O ]{)~fSbW\<,,OOC> JJ/MSb"W ""'""' .,.o~!~EI', v.,.;,.,, OOM~LI" v..,-,,.,,, 1 LlMShWV,,;wo '0MShW\'<NoO ].OMSh-V.'\c""""' O~l',EW """"'" .SOMSf.W I'"'"'"" OMSf,W \',i""" 1 OM~~w \'eo>,~O !f•MSEWVc""'" ·' ~ --~--- BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult Meyerhof stress, crv Eccentricity, e Eccentricity, e/L Fs calculated Base length CALCULATED BEARING PRESSURE APPUEDTO LOWER TIER WALL SCALE: 0 2 4 [. .•. /»·••·• ···snw ........... ,mill=. ... . AFTON WAY 9305 I 1266.3 I 0.05 0.005 7.35 9.00 6 [ft] Copyright© 1998-2016 AD AMA Engineering, Inc. SEISMIC 8184 1488 0.58 0.065 5.50 9.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page7of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Emth Walls AFfONWAY Pr~sei;it Date/Time: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H;6'.BEN V"'-""" 0.U MSEW vm;,o, .~U lm,1,W Vor,On, .l O MStW l'o,sO,o 111 \fS!c"W V<O'!<>c } () MSEW \'"'"'" 3.U U~EW v,eoc,u ., U MSEW l'or<il•n 1 U MSEW Vcrs,,n .' OMSEW Vernoo 3f' MJlliW Y<>>ioo .l.'I ~'!.~EW V,o.ion 3.U M&EI>; Vo«mot .1 U MSfoW Vml,t>i ' llMSI,W V,;;io<>' 0 \l~J;W V""°o 3JJ M~E'\l;V"""<'•d.UM\EI'.' V«<eot_Wl>\SEW Vo,;1,,,, 1 I! MSf:11' V,1>100 3.0 MSloW V<a'<oo '.11! MSh'\V V,n.io" 3 0 ,~----- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.525 and Fs-seismic = 1.189 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 9.00 1.722 1.371 Mirafi 3XT 2 2.67 9.00 1.954 1.682 Mirafi 3XT 3 4.67 9.00 2.215 2.115 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0052, e/L seismic = 0.0584; Overturning: Fs-static = 4.68, Fs-seismic = 3.44 # Geo grid Geo grid e/L e /L Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 9.00 -0.0080 0.0350 Mirafi 3XT 2 2.67 9.00 -0.0486 -0.0303 Mirafi 3XT 3 4.67 9.00 -0.1014 -0.0980 Mirafi 3XT ~~·-·-·----------------------·-·--------··-<···-----------····-------------··-··-------------······-·--=-=·--=-~--=~---·-·---------. ·----------=------\ •"""'' 3.0 M~EW \.0<11,C,,1 ~.0 l>ISEV.. VU<om 11) MS&W V"',ioo ~.O MSEW Vm,o,, 3 r, ~lSl!W \"oa,IOn 3 OU'iEW """;"" .10 M~l:V.. Vu'""' JO MSE1' y,,.,•n .' •l MS&W \'crn,,o J() M~EW \'•'""" 3JJ M.\1,1\" \.cMo,d.UMSEW Ve.,;,,,, .1.1/ MSfW Vmn,n '.OMSEW Vc1>•>0 3 0 MS~W \'eruoo 3 !, MSE\\" Vcr>1on J.U M~EW \.ot,wn, .IO MSflW Ve:c,i,,a Hl MSEW \"c,.,oo :l O MSh"W \""'""' 3 {I M>h'\\" \ ""'''" 3.0 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 8 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6'.BEN \i1:r,.io1< 3.UM',E"' Vcr<irot ,1 UMSEW Vmi"" 1.0MSf:W Ve,si,10 10MS!oWVe,"oo "l<L'ISEW\l,,,io,dJHt~EW V=lc,,d.UM%W Voml'n.1 OMSf.W Vcrsorn] ~MSl"o\\"Vtrnoo 3.rMSb"W\'"'""" .l ~~l~fW\lcr,K,i,;. UM~EW Vor«>Jl .1 U M~EW \'orsl,10' !lM$1'WVm,,,o 30M5EW'\'"""" 3<JM$t-"\\"\ler,.x•H .a.uim;w Voe<""' J UMSEW Vm,un .'OMSf:\\'Vm,io 1 OMS!oWV...--100 30M.%WVe.,,on .HJ= RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 442.95 232.70 NIA 3.734 NIA 2.811 Mirafi 3XT 2 2.67 1654 373.90 203.47 NIA 4.424 NIA 3.301 Mirafi 3XT 3 4.67 1654 220.36 174.24 NIA 7.506 NIA 5.024 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 443.0 232.7 8.64 0.36 8225.4 NIA 18.569 6580.3 NIA 9.739 2 2.67 1.000 373.9 203.5 7.55 1.45 5584.9 NIA 14.937 4467.9 NIA 7.738 3 4.67 1.000 220.4 174.2 6.47 2.53 3406.4 NIA 15.458 2725.1 NIA 6.906 ---~---~------= -=--~m .. ts=~-.. ~············~-~---'.-.-.-.·-=-------~=---=~·~--=,=2~v~=-~~,~w~~ · =,-----· -=u=•-~~~~-~-=--~--S'e"''"' J.UM\EW Vc,,ion > U l>ll>EV.. V<""'" J.U l>:!:l.EW Ve:.'.'.'.'" 3.0 MS.EW V<:1>,on 3.(• MSE\V V,a>Rlu 3.~ 1>1..~E"' V<nri,,n 3-? MSE"' V«o•>11.l? l>!S_EV.. Yo:'.o•n_ -•. ~ MSE'". ~·ci,,oo :, 0 "'SEW Vc,"oo 3.0 M~EW Vee.~" $.U M,;EW VO<"""' .1,1 M~E"' Ym0"fl •.•l MSE',V Vc,,o,o 3 0 "'%-W V">'0" 3 0 M.SEW Ve"'°" 3.0 M~EW \lc,.Km .1 U M~E"' Vc.-."m _l fl MSEW Yu,oao _; fl '1Sh"\Y V\"""' 3<• S1..Sh>I" '''""'" .< 0 AFfONWAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 9 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Pres.ent Dateffime: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H:::::6'.BEN ',',,,.k,:. 3.0M',E"' Vor<ic,1<.<0M~"E\Y V~;,,,, .•OMSf:W\'m'1o .111=-WV"'"°" "lO \!SI>,\"\'"'"'"' J.l>U~EII>' \1<00<•1t ,SUM~E"' Vor;i,,.,.10!\-!Sf:W Vor"rn .1 OMSJ':\\'Ver,,.,. lOM~"\Y'\/c,,._ rn~t',\;..,."V,-,,,ion 3.UMSEI'> Vm••r.-' 0 M5f:W \'nc,i"" :'ilMSf:WVt·1>1,>o 30MSh>l'Vm>on J<J~1Sh,\"'\•m1m.• U.lltWV. Ve"'""' .,.OM~"EW Vc,fo,<> .1 <1MSf:\I' \'o,,ioo ]OM~f:"'1'V"""oo J1/M.%"WVcMm, lO ~~-~-- 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) PblftJ Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 443 1.00 0.32 985 1654 NIA 2.22 NIA 3.73 Mirafi 3XT 2 2.67 374 1.00 0.30 913 1654 NIA 2.44 NIA 4.42 Mirafi 3XT 3 4.67 220 1.00 0.28 840 1654 NIA 3.81 NIA 7.51 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr PblftJ I 0.67 676 1.00 0.26 788 1654 NIA 1.52 NIA 2.81 Mirafi 3XT 2 2.67 577 1.00 0.24 730 1654 NIA 1.68 NIA 3.30 Mirafi 3XT 3 4.67 395 1.00 0.22 672 1654 NIA 2.50 NIA 5.02 Mirafi 3XT •...;:;_~:-~~-· --··=-·-.. . ~~~·-·--• •••• ~ •• •• •-=• •• =~·=·-•····-·· ·--·=•=•=-·~----~~·=L-·-·=·········--... ---~~·=--·-···-·. -V<-'k<• 3.0M5[\\' Veorio,d O MSE'w Veron, .1 0 MSEW Vor,.,o :< 0 MSEW "'"'""" J f• ~1.11,.>Y \',~,,ou 3.0 ~LIE\\",.,,.;,,,. < UMSC\\-Vetai<o, .1.0 MSE1~ Ver,i<m :•.100 Ji' "'IS!o>Y \\~""" 3.1! MSEW '\,er<;.:,,, 3 UMSE\\ Vwi•,o, .l.(l MSEW Vu,010 '.•l MSE.W Y<'>o>o ·, OMSE\\' \""""" Hi M.IEW Ye"'°" 3.0 ~15[\\' Vm""'-' U ~!SE\\-V<r<••• J ,1 MSEW Vernon } 0 MS&W \\,"oo JI• MSE'\\" \·e.,.;,,,<3 0 AFTON WAY Page 10 of 11 .f<;Wyrigbt © 1998-2016 ADAMA Engineering, Inc, _ .License number .MSEW-302915 i'-'""'"'"-.JJl..H5fW·ll""'i?l IQ¥5Pl(-N Ai9J1..<M-~-~;.i9MS'W"fN U!-M.w..¥,Y.m101l.J..Q.¥§QY·li·::r,w-J..O..MS.:.W.-N""""''~M.:.isw.¥@re'l:10Ml'r..W:.¥>n"'<l.3..l/MW,'>-¥mrr30.MSB\.->.~"-O"-"'R·3JJ.NS&.ll-::,;..,,"') lQ¥§9:l'-Y£:"R.,.;.qMS0,1'._~·fV'9" W"if'H'"''""iJ...~•~II.Smrp.3'1M'if?:'-~01Wo-J.O..MSW..:.)l".lffla l9MSPY-¥ssdM. '8:¥WW¥m...._J...Q.MSF,W.Y·c'!',o lQ MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:39:44 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=6'.BEN .. ,,.ioe. 3.0~l~EW V«si<•n.'UMSEW \!u.iun lOM.'Sf:W l'mi,,o 11lMS!oWV"''"'" l ()~!ShW\'os,oc, J.o~m;w v,OO,o, ,l.UMSfiW Vmiun .1.!IMSf.W Vor,0,n .1 OMSf,WVe,>1oo lf'M.'ili"W\''"""" JJJM.WWV,o.K>l, .lOM\EW <'ONiu,e.;VM~f.l~ \'c.,Orn 1 OMSEWVM>t,;o}O<fS!cWV"'""" )J,M$LWV<<>>o"c<U~t\EW "°""'n,1.UM~EW l'mi<P'1 J tlMSt\l'Voi,,oo) O!>!Sf:'W\'"''"'" 30MShWV,""'" ;!,0, __ GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.457 (it corresponds to a critical circle at Xe= 0.00, Ye= 15.00 and R = 15.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1015.00 and R = 15.00 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.144 (it corresponds to a critical circle at Xe= -0.60, Ye= 15.00 and R = 15.01 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.02, Ye= 1015.00 and R = 15.01 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 Soil layer#!: 'Y = 127 .31 [lb/ft 3] cl> = 25.0° C = 0.00 [Jb/ft 2] X [ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 1000.0 1000.0 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. #8 288.7 1000.0 #9 295.3 1000.0 #10 311.7 1065.6 #11 328.1 1065.6 Page 11 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls Tue Nov 08 10:39:00 2016 AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=5.3', 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@red 1 engineering.com Oricinal file oath and name: R:\l Active projects\Afton Way\Calculations\SLOPE H=5'.BEN Original date and time of creating this file: 10/3/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Pagel of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=5'.BEN "'·'"'" ;WlllWW Vero,., .HJ M~l:W Vo,"'"' .l O MSf:11' v,,,.,. 10 l,!Sl:W Vei=o) [! .,1s1:w """'"'d.() ~t~EW "'"""'' 3.U J.l~EW Vmim .1 0 MSf:W \'<1S,,O .1 OMS!".W Vei;,oo } 0 M.'ili>V '""'""" jJ!MSrw """~"' .<.u M5EW """""' .1.0 MS(:W ""'''" ~ !l MSCW Vo,so,o 'l O MS!,.W '""'""" JO .\{.~hW Venoo" 3.0l>t~EW v""""' 3 0 M~f:W Ve"'"' J O MSf.11' """"" l O MSf:W VerHOO )JI !,1.%'1'! """"'" ;!.0 ---------- 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \jf= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and o produced a square root of -0.09 in M-0 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 = 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTONWAY Page2of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Pn:~~nt Dateffll!IB: Tue Nov 08 10:39:00 2016 R:\1,1..ctive projects\Af1on Way\Calculations\SLOPE H=S'.BEN Ve""'" .1.0 MW"' """'""' ·' 0 M~l:IV "°''""' 1 U M5f.W \'<,,l,10 .1 (I ).!Sf.W Vei)..')0 3 0 .,1s1:.-w V,o»m ~ (J Al~EW "'"'"" .,.o Ml.El>/ v ... ,,,, , U M~f:W l'or,i,,a 11) MSf:W Vet>h)D l O ).j.',~.w '""'°" J (J MSEW """°'"' .<.u M\EW l'cr<i'Ol .1 U MSf.W """"'" '0 MSJ;W v"'"'" 1 0 "lSf.W \'"""" J (J ~l~LW "'""'°" J.OlvL~EW """;"" ·' 0 MSF.W l'c""" ·'·" MSflW """"" ! 0 M~r,-w v"''"" 3 0 M.%W """''"' >.JJ ~::- 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.1 ft 1.00 16.4 ft 1.00 19.7 ft 1.00 z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 ' Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geogrid type #5 NIA 0.85-tanp NIA 1.0 K/Ka 2.0 3.0 ..... ~,•• •' - -.••• ••• ----···· • .·· --····· ~. ..... --·· --. . : ...... • ~-~ /········--· -· ----~··----~a--,--~-\'eNO" .l ii:r.t~E\\' """°'"d.0 MS[I', Vm•"' .1.U MS!il', Vc,wo :;.O !,fSEW Vm,on Ht \1_11,'W \\'1'>10n 3.U~L~EW ""'''"''" 3(1 MS[I', Vet'""' .Hl MS!i\\o V<111h,n • O MSf:.W \'cmon 3 O!,t.~E'\I' \'<>"'1n 3JI M~E\\' \.o,.,io,d U MSE\\' Vw,•o, .1 0 MSEW Vu,i,><1 '•l MSf:.W '""""" 3.0 \!SEW \'ernon 3JJ MSEW "'""""'" 3.0 M~E\\' Ver,ti,m ., 0 MSEW V«aiun .1.Ll MSliW \'trn,an ">O MSf:.W \\.,,,,oo 3() MSEI\' \'er,,o,, ;l ~ AFfONWAY Co yright © 1998-2016 ADAMA Engineering, Inc. Page 3 of 11 License nu_mber MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFfON WAY Present Dateffime: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H:=:-5'.BEN "'l<"k>:, ci.~ M~EW V""i"" 3 U MSf:W l'ct<ont 1 V MSf,W l'm,,10 l !I ).!Sf.W \\,,.:oo 3J!~Sh"W V,:,,iro1 J.IJ llt~E\\' "''"'"'"' 0 M~EW Vo«Oo, J \l MSEW \'or,i,,o .1 <l MSf:\\'V·~>N• l.0 MSl:."\Y\" """°" JJJ M.WW Yoo.i<,n 3.U M&EI\' Vcr,T"n .1.0 MSEW Vmorn 1 Ll MSf.W Ve,>100 3 0 '>!Sf,W \'"""" lJJ MSh"\\" V,'0001< 3.01\t~EW V.r<i,,,i .1.0 MSf:W "'"""' .1 n l>!S~W \'m""' 3 0 M~f.W Vt:"co~ 3JJ ~1Sb-..,.' \',,,;.,,, .IU •=~,-,, 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 "{f = 130.00 lb/ft 3 Z/Hd To-static I Tmax or To-seismic I Tmd Z/Hd 0.00 0.25 0.50 0.75 1.00 Top of wall -+- ! - ! ---- 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr 0 1 CRult <2J cr CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geo grid Type # I 3l Geogrid Type #2 Geogrid Type #3 (j CRcr (j CRcr (j 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 OJ cr = Confining stress in between stacked blocks [lb/ft 2] czi CRult = Tc-ult I Tult <3J CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 (j CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (j CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. >-------------- 0.50 D A T A (for connection only) Type #1 Type#2 Type#3 Type#4 Type#5 Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Mirafi 3XT 1.15 NIA Mirafi 5XT 1.15 NIA Mirafi 8XT 1.15 NIA Mirafi 10 .. 1.15 NIA NIA NIA NIA AFTON WAY Page4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .J.'.,~'J'JO!l,}[lM'f'\'.Ym2n W).J-Sl:.W-);owi,J1.)_.l).l4Sli,ll'-.¥,.:!:"f,O.:>QM'!f\Y."'rni:?" :M!M~EK-Y_,,.,.l'}Jl3JJ.~.-X~w,s~'W§[W-Ym•m lJJM-iFW-Ji!•""'-&2-Jl:MSJ>W.'>'mM39M5fK¥,,,,w,J.IJ..M$\Y_.\.'.,oJ<>ll.J)).MSl.!i'-'<m"'1 ·1 QMSC.*:-~J.t>MS.loW-.lhl"'&-':WSfWY V !' Jf•Mil:W.s,_.,._.;i;,.MJ;&.W_-X<<1.-.JJl"5EW-" a..1,1.Ms.:W¥refm 1,jf,M;_E.\l,!¥rnioo3..~.Y"l'W :rn--- MSEW --Mechanically Stabilized Earth Walls AFTON WAY Pre~ent Dateffime: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=S.BEN V<"K>" 3.0At~E<'>' """'""-'.OMSEW Vot<i.1'1 1 OMSf:wv.,,;.,o '\O!>!Sf.Wv.._. l.!l!lfSb"\\'\',o,,o"j.(JM_~EW ""'"'" .\UM\EW v ... ,,,, 1 OMSEW "'"''"'" }OMS1'\I' ""'""" )Jl!lfS!:.W\'"""" 3.!JM.~E\\' ""''"" .<.oMSE\V Vmic,n.1UM~E\O ""''"'" .1 llMSJ'.WVMSIOO 30!1fSf.W'-'r,"o" "JJJ.\l.~E'liVcooo" 3.0"1\EW """""1.1.0MSEW Vmi,,,, 1,iMSr,wy,.,.,10 J OM~l'.W Voi»oo l.!JM.~b.,,'V;N!),o 30 INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 5.30 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 4.30 ft } Batter, ro Backslope, 13 Backslope rise 2.0 26.6 50.0 [deg] [deg] [ft] Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: !----··---------·----·-- SCALE: 0 2 4 6 [ft] AFTON WAY S:<Itiyright © 1998-2016 AD AMA Engineering, Inc. . . -~'.---.J.O.M§§Yi-Vffit'H-~.0.MS!;_;'l.J,11wed&1l.:\'.-Pl<:_i,.t.,,,,,,,!.JH:1Sf'¥'1.o»ioo.3JoM5E\\..Y".f'KI" }{l.MlK:.W.-l!:@"10 rnMP.-J;«4>Ji.).ti.MSP!i ¥ mNl-MS.10~\L¥nf h }9'::/Wl-¥_.'>(m>OllJ.JIM'if""-Y OOR.J.0.)'-IS&\l.'..)<('f Page 5 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=S.BEN q,"°'' .1.0At\E<'>' Vcrn:,,t.<OM~loW Vcr,«u1 1tlMSEWVm•>o .1 Ol,ISl'.WV,.,,_100 >OMSb>Y\',:,,,rod.lJA!~E\\" Vcoci,,a3.0M\EW Vo"'"'-' OMS!':W \'mo,o' OMSl'.\1'\"er,1,,0 l()MSh"WVa'loo ~ fJ~l~liWVo""'" <.UM~EW Vo«i<o1-aOMSEW ""'"'" 1 OMSfoW V<>>i,,o' OMSl,WV,n,oo J.O.\l~l.'W"'"'"""' .•.Ul¥L',EW Vmic•11 3 OMSEW l'CI<n"1 .111MSf:W \'"1>100 J OMSI,.WV""ton JflMSb'W VeN01< lO -"-,--~~ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.41, Meyerhof stress= 1118 lb/ft2• Foundation Interface: Direct slidin!!. Fs = 1.528 Eccentricitv. e/L = 0.0045 Fs-overtumin!! = 4. 71 GEOGRID II CONNECTION Fs-overall Fs-overall # Elevation Length Type I [connection [geogrid [ft] [ft] # strength] strength] 1 0.67 2 2.67 3 4.00 8.00 8.00 8.00 1 l 1 2.50 3.35 5.23 4.30 6.25 10.32 Geo grid strength Fs 4.304 6.248 10.322 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 16.579 15.386 17.475 Direct sliding Fs 1.735 2.002 2.198 Eccentricity e/L Product name -0.0104 Mirafi 3XT -0.0569 Mirafi 3XT -0.0969 Mirafi 3XT Bearing capacity, Fs = 5.56, Meyerhof stress= 1312 lb/ft2• F d In rf D" rd· F 1193E IL 00571 F . 346 oun atlon te ace: !feet s 1 Ill!!. s= ccentnc1tv. e = s-overtumm!! = # GEO GRID Elevation [ft] 1 0.67 2 2.67 3 4.00 Length Type [ft] 8.00 8.00 8.00 # 1 1 1 CONNECTION Fs-overall [ connection strength] 1.74 2.29 3.38 Fs-overall [geogrid strength] 3.32 4.57 6.70 Geo grid strength Fs 3.322 4.567 6.698 Pullout resistance Fs 9.006 7.747 7.494 Direct sliding Fs 1.386 1.755 2.085 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.501 (it corresponds to a critical circle at Xe= -0.53, Ye= 13.25 and R = 13.26 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.188 (it c01Tesponds to a critical circle at Xe= -1.06, Y c = 13.25 and R = 13.29 [ft]). Eccentricity Product e/L name 0.0309 Mirafi 3XT -0.0421 Mirafi 3XT -0.0929 Mirafi 3XT AFTONWAY Page6of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .J.'."1J'JOllJJl.~_-X@j1,J1.JJ!l,ISIDll_.l/«mJ),UJ.,MSW!Jt,._~MMSJ;.\\(J.:j,'j:!,~_;l,J_c,l,m>W:Ymm3J.L~--k~W)RJfl™_·X«"!".l\·J..O:,,t.~§M4"""'1:;<.~,MS/.;.',\s_l,:"f'',l{l_;\,.Q_-M;;J;"\.',_.','_m)'"',~-n.M;,.J;;W-~«wBJlll,JSEW·Yw!PH lJlt'JSP'i-Yfrwn.M-M'WS':.¥':'!@MI.MiE\l(.\!.m"'fU<MSI\W.·'-IOJOllJ/lJ!!lli&.\K.l,('1"ll-M,~.-Y.uwn-.l.!tMS"-*:.i.:w<ml::O.M>R\\().'mooO.Ntl~).~_-X@Clll,o_ •..•. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:39:00 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=S'.BEN 'v«>><>lL 3 OU'>E""' "°""'" ,{0 M~"EW Vc,<lln1-l OMSf:W V<1,•1a .111 MSf:W Ve,>.'.lo 3.!J!ofShW V<,,,oid.!J 1'l~E""" ""'"'" .< 0 M5EW Vrnilm 3 () l>!Sf:.W \'cr,,io .' OMSf:W Ve,,;100 3 0 .MS..EW \""'"°" J OM.~EW Voe<~,n .<.O J,l~EW Ve,, ".>.O MSf.l~ VmOm 'OMSf:W Vm,oo 3 0 J.!~E\li''>"<>>!On 3 !J.ll'ff\\. """'"'" .<.OJ,.L~E\\' V1:<;ico, .l.U MM".W I''""'" J \l MS1'W \"ti,,oo 3 0 MSl:-."W Vco,roo 3 0 ~1.%"\\" Ve@" 3 0 ,,~- BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 8284 Meyerhof stress, CJv 1118.4 Eccentricity, e 0.04 Eccentricity, e/L 0.004 Fs calculated 7.41 Base length 8.00 SCALE: 0 2 4 6 [ft] AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. SEISMIC 7297 1312 0.51 0.063 5.56 8.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Dateffime: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=::5'.BEN ')."io" <UM',E"" Vc,,c,·o,.<.OlMEW l'c"""'·'OMSr,w ""'''"·' OM:ib"\YVL!l'COO lJ!!IJSf:.W v"""" ;I.OM.~EW ""''""' .'.UMSCW vm ... >.'.OMSf;W l'm,,a J ilMSEW\'11,roo ].QMSf:."\Y\'<l'IC" ,.r,M.'iEW v,.,..;r," .\UM~EW Vm;,,, .OM~EW l'er,O,o 1 OMSEW """''" 'JOMSf:.W'\'"""'" 3rJ~1SbWV,'l>l01t30.lll\EV. l'<:«ico, .1 OM,<;EW "'"'""" 1 <>Mlin\l'V!1'"'" ~ OM~l:"\YV,,;»o JOM.%"\V "'"""''' .1.0~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.528 and Fs-seismic = 1.193 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 8.00 1.735 1.386 Mirafi 3XT 2 2.67 8.00 2.002 l.755 Mirafi 3XT 3 4.00 8.00 2.198 2.085 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0045, e/L seismic= 0.0571; Overturning: Fs-static = 4.71, Fs-seismic = 3.46 # Geo grid Geo grid Elevation Length [ft] [ft] 1 0.67 8.00 2 2.67 8.00 3 4.00 8.00 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. e/L e/L Static Seismic -0.0104 0.0309 -0.0569 -0.0421 -0.0969 -0.0929 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Page 8 of 11 License number MSEW-302915 • •• • •• • •• •.•.•.-.-.~-.-.-.-.-.·.·.·.·.·.·,.·.·-·.·~·~•,.· •.·~~.-.•.•.·.·.·~.·.·.·.·,.~-.-.·.·.·.-.-.·r.·.-r-.-.-.-.-.-.·.-.·.-.-.-.·,.-.-.-.-.-.-.-.-.-.-.-,.-.-.-~-~-.~-.-~-r,-.~--, .~~~~~-.-.-.-.-.-.·.-.-.-.-.-.-.-.-.-.-.-.-.-.-= =·.•.·•.·.·.·-·--------,-------.-.-.-.-.-.·.·-·-·.·.~-.-.-,.-.~-.~-.-.-.-.-,-.·.·~-·••• \ • .,_,.,,, J.OM~EW Ve,,.;,o, .l O MSl:111 Vor""' 1 0 MS&W Vc<oioo ~.0 MSEW Vm,oo 3.0 \!!;El\" V.~'"'" 3 U A1.~E\\" V<<>i<,n .IO MSEW Vm;,,,_1 0 MSEW VCf>mn ~ ') MSEW '""''°" 3(! M~EIV \".~''°" 3.0 MSE\\" Vo"io" 3.0 M&E\\' Vmt•oiJ.U MSEW V<fl!O,o -, 0 MSI,.W \'o,;,,.10' fl \!SEl\'Vo,,s,n 3 r, ~1.~EW "'"'°" 3.0 M&E\\' Vo«irn, .s U ~!SEW Vo.-.•m l Ll MSf:W ""'""" 3 0 MSEIV Vc.,..,on 3 P M$E\\' \ """'" 3.0 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Pres_~nt Date/Time: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=S'.BEN Vc.,x.,, 3.0M.'£W V,:c>ci,o, SUM&£\~ Vcr,llm.lOMSf:11'1'<1$"0 10\!-'l,.WY=»o }!•M.%W V=x>l, Jl1U\Ei11" VeflOt,odOMSE\11 Ym0,n3 OMSf:W l'mo,o.l OMSl:.W V=»o lrMil."\\'"\"<1>,on J!J~1.%W Vo""o,,WM~EW Vor,hnt .;QMSEW Vmi"n 'ilMS&W V01,o,o }OMS!,W\",'N<>n 3Jl~L%'\VV<NO" .<.Oi.U,E\\' l'«<it•'l .l.OM~f.\11 Ver,i,,,, .1 tlMS&W 1•,-swo J OM~&W Voo>!on lOMSh"\l'VoNO" 3.0, ____ _ RESULTS for STRENGTH Live Load included in calculating Tmax: # Geo grid 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 I 0.67 1654 384.33 181.69 NIA 4.304 NIA 3.322 Mirafi 3XT 2 2.67 1654 264.72 155.88 NIA 6.248 NIA 4.567 Mirafi 3XT 3 4.00 1654 160.25 138.72 NIA 10.322 NIA 6.698 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax: # Geo grid 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 1.000 384.3 181.7 7.64 0.36 6372.0 NIA 16.579 5097.6 NIA 9.006 2 2.67 1.000 264.7 155.9 6.55 1.45 4073.1 NIA 15.386 3258.4 NIA 7.747 3 4.00 1.000 160.3 138.7 5.83 2.17 2800.5 NIA 17.475 2240.4 NIA 7.494 AFTON WAY 0Q:,apyright © 1998-2016 ADAMA Engineering, Inc. Page 9 of 11 Lic.ense number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=S.BEN \11,"\0'' .WilSE\\' V""i'"' .l.OMSEW Ve«iuo 'OMSf,WV.";,o '0).fS&,V\"mioo "lJ!~!Sb,',.\',::"'o" 3.!!At~EW Vm:ic,n .S.OMSEW Ver<,m.1.01,ISEW \'or,o>o .1 OMS!:.\l'V,nwo lQMSI:.'\\",'cr,,1<>11 J.ON!.~EW WM•U .<.UM~E\'.' Vo,«uo: .1UM~.EI~ \'mO,a 'tlMS!:.WV<0;hlo' 0).fS!cW·V,,.,,on J.nMSl,W\'<l'<IO"c'.O~Wfl\\' V<rsi,ot.i UM~"f.W Ve"'"' .1\lMS!'.W Vo,s,oo l OMJ;cW\"e»ion 'J<IM.%'\YVc.,io,o ;l,0-.---. .-~-- RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CR ult CRcr [lb/ft] 1 0.67 384 1.00 0.32 960 2 2.67 265 1.00 0.29 887 3 4.00 160 1.00 0.28 839 RESULTS for CONNECTION (seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Elevation force, To factor for factor for connection [ft] [lb/ft] connection connection strength (short-term (long-term strength) strength) CRult CRcr [lb/ft] 1 0.67 566 1.00 0.25 768 2 2.67 421 1.00 0.23 710 3 4.00 299 1.00 0.22 671 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. ****** Important: Hinge height concept is ignored.****** Available Fs-overall Fs-overall Geog rid connection Geog rid Product strength, strength strength name Tavailable [lb/ft] Specified Actual Specified Actual 1654 NIA 2.50 NIA 4.30 Mirafi 3XT 1654 NIA 3.35 NIA 6.25 Mirafi 3XT 1654 NIA 5.23 NIA 10.32 Mirafi 3XT ****** Important: Hinge height concept is ignored.****** Available Fs-overall Geog rid connection strength, strength Tavailable [lb/ft] Specified Actual 1654 NIA 1.74 1654 NIA 2.29 1654 NIA 3.38 Fs-overall Geog rid Product strength name Specified Actual NIA 3.32 Mirafi 3XT NIA 4.57 Mirafi 3XT NIA 6.70 Mirafi 3XT Page lOof II License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Pr~sent Date/Time: Tue Nov 08 10:39:00 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=S'.BEN -.,,,,,,,,,,, .~oim;w Vcffit"' .\U M~'E\O Vcr,imi lO NSf:W Ve1,>10 .111 MSb'W Vei"on ].!! M~l:.','i \'"""'" JJ! ~t~EW Vco.:i,,n -1.0 MSE\11 \'01<ea1 i U ~[.W Vm,,o .1 tlMS!,W Vm,,oo 3.0 MSlc."W V<>>IOO J O M.\6W """°"'" ;,U M~EW Vor,;01 .1 U MSEW l'or,O,o 1 OMSI,.W V'1>»• JJ) '1~1:.W \'<>,ion 3 [J MSb"\\" ""°""'' .< 0/>L~EW \lmitod.O ~!SEW Ve:'"" J OMS!,\\'\'""''° ~ 0 M~l:.W \'c,"on 3 Q MSEW '\'""""" J.0 .--w= GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient. Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.501 (it corresponds to a critical circle at Xe= -0.53, Ye= 13.25 and R = 13.26 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.09, Ye= 1013.25 and R = 13.26 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.188 (it corresponds to a critical circle at Xe= -1.06, Ye= 13.25 and R = 13.29 [ft] where (x=O, y=O) is taken at the TOE or Xe= 64.56, Ye= 1013.25 and R = 13.29 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #l #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# l: y = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 I 000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 AFTON WAY ,Cqpyright © 1998-2016 ADAMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Ea1th Walls Present Date/Time: Tue Nov 08 10:38:09 2016 AASHTO 2002 ASD DESIGN METHOD AFTON WAY AFfONWAY ........ . ............. -···························--"·---·~M~~i~·Q2:.:Qp,_ct-.~-!~-!-l-... ·.~-:?-... ·~-·· ----···-···,,···""·····················----,·--·-·,-·-"·----,--·--- PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM H=4.7', 2: 1 SLOPE ABOVE, ANCHOR VER TICA 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:\l Active projects\Afton Way\Calculations\SLOPE H=4-7'.BEN Original date and time of creating this file: 10/3/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Datefl'ime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Cakulations\SLOPE H=4-7'.BEN Ve,-,Jo:, .i.UMSEW V«<u"t.WM&ll\V l'0<<i1•1 lUMSl':W VeisO,o 10!,!Sl:.WVern.,o "J.{!~!SbWV<>'K»dlJM~E"' Vct>:irn,.l.O,\l~EW Ve""'" .1.UMS.EW \'or:so,o }1)MSJ':\l'Ver.ooo l{!MSl,.-W\".,,,,on 3.!!M.'>EIVVc"ion .<.oM&EW Vor,i<,n.\UM~llW \'or,O,n •qMSf:W YmwoJOMSf:W\"e,,ooo ].O~t~l.WVc"10,d.OM~EW V°"""' ,l.UM~I:W Ve""''.1 !lMSf:W Vm100 ].n!,l~foWV<>»oo ]<IMSJIWV<"'°" .I.U = 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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 I 0°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 'lf= 60.00° (see Fig. 28 in DEMO 82). Ka ( external stability) = 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and o produced a square root of -0.09 in M-0 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= 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Arn = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 d Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. --:~= .. ········---_, -------__ ~-----~ ·--• •L-------cm~------·~=~-=•== \ eNO,o ; OM~E\\' "'"''"' .l U M~l:111 Ve«i,,a, .1.U MSl"!W V<!&o>O:; 0 MSEW """"" 3.f/ 'l51lW V,"io,' .lO l>L~E\\' Ve!lOon 3 U MSC\li Vmio,n 1 U MSl"!W \'on;•,n :>!'I MS!iW \'"™"" 3.Q \4<;£1/t' \'.a"<>o 3Jr MSEW Vc"ion 3.U M~EW \/er;;,,n J U MSEV, l'mO•n M MSliW y,-i,,,,n :; 0 l.!SE\Y \'<Nun 3 (J M,'il,."W """''"' 3D M~EI>.' Vc«imd U M~171'. l'er,,m .1 ,1 MSl"!W Vernon 3.0 MSE\r \'""»o 3 P ~1.'iEW \ mio,d 0 AFTON WAY Page 2 of 11 ~)wyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 y{:.-."J"".o.j,ru;u,·.~:-.. ,-~,w5P':f-Yw!m>,M_MS.JOJ!i.,..,_.:::omEW'-'ID»>MM.rei¥X<:1>">p ,,,..,,rn· )!mw.>11J,Q.:,is,;;w.:,,_'""' 9\-).llN§IW-"f""":ll: '-·~MSJi...\V.)l'.»>10<>_;\..4 . ..\lil>\l,:_'¥ ..... w; }'H1§flY-Yml"O ll,NSID'---\!--.J..ON§fo/-Yrr r n. '2Wf~:11,E8WM.Mii1Wfmw,;J.JcM5_&~--~"''"'"-3' Wfo/}rwi<>11-1,0MSJ<W.)l"'j,PJ1-.. l,l','5RJ'r ¥5:H ... ~p.U:.:J;\ll_l.! . .,, ¥'if"' y 'IiroJ,Q._ ..... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\1 Active projects\Afton Way\Calculations\SLOPE H=4-7'.BEN ll,.-,><>:• 30MWW V,:«;<,11.,.0MSEW Vc,shm 10!,!Sf:WVm,io 10"1SEWV,,,_,,o ~ HMSh'V,"V.:,,1<>1dJJM~Eo," Vcoci,,,d.UM~EW Vor<i1>>1.1.\Jll-tsf:W V01,i<1n) LlMSf:ll'Vcs,ooo JfJ MSl,.W'\''"""" .J.<!M.'>OIV VcOO<ot .<.UMSEW Vor<i"dOMSf:W l'or,i"n .1 tlMSf:.WVmo,;o J nMS!,W\'c,,ion lJJ.\t%"1\'Ver>1<>1t .,.01,L~EW V<Oiico, .l.OMSf:W Voes\,"' .1\lMSf:W 1·,.,,,,n) nMSI,WV<>;»n JOM.%" "'"""'" 30,-~-- 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar<j> 0.85-tanj> 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 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 K/Ka 2.0 3.0 AFTON WAY Page 3 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H:;4-7',BEN Vec,.jo:, .i.OA1%\li Ve"i,01.lOMSEW Ve,.Cm.1.0MSf:W \'o,s,rn lOMSf:W v.,,_o l !!MShWV<»>01• 30M~E\li' Vcr<1<0t .l.UMSEW Ver<tl"o.1.(lMSEW Vm,m •OMSf:W\'e,>100 30M'lliWV"'""" 3.~A'l~E\\'VeN(,,, 3.UM\E\\' Ve,,;,,,,.1UMSEW Vors.,o 1 OMSEW V•rnoo }.OM~f:W\'e,"o" J!JM$h,\.\>eNO" .'.Olvl\E\•1 Vo«i,o, .<.OMSEW Vc=<il•o .1 <>MSf:W \':,,,,,,o J,O),ISl:W '"""'" J!JM$f:WVm,oi, .<.o=-= INPUT DATA: Facia and Connection (accordinj!; to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. ****** FA CIA 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 Yf = 130.00 lb/ft 3 Z/Hd To-static I Tmax Top of wall or To-seismic I Tmd Z/Hd 0.00 0.25 l···········-·+··············+··········-·+···········+-·-·······'···············t~·-·······+·-···-~----·······i···············I 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 cr (ll CRult <2J 0.0 1.00 Geogrid Type#l3l (J CRcr 0.0 0.26 3150.0 0.55 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 CJ CR ult 0.0 1.00 Geogrid Type #2 (J CRcr 0.0 0.25 3071.0 0.53 3730.0 0.58 Geogrid Type #3 cr CR ult 0.0 1.00 Geogrid Type #3 (J CRcr 0.0 0.14 3094.0 0.41 3767.0 0.44 CIJ CJ = Confining stress in between stacked blocks [lb/ft 2] <2J CRult = Tc-ult I Tult <3J CRcr = Tcre I Tult 0.50 0.75 1.00 -~-~-~----~---~--~ 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 (J CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 CJ CR ult NIA Geogrid Type #5 (J 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 AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. Type #1 Mirafi 3XT 1.15 NIA Type#2 Mirafi 5XT 1.15 NIA Type#3 Mirafi SXT 1.15 NIA Type#4 Mirafi 10 .. 1.15 NIA Type#5 NIA NIA NIA Page 4 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Emth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4-7'.BEN 'l'N<'" .<Oil~tiW Vcr<HOI 1.UM~"EW Vc,,u,.,.1 OMSf:W Ve"'" .'O\fS!oWVe1>»0 ]!!M~hWVo,,c1<3J!~l~[\\' \l,'fl,ir,n;l,Ul.l',E\s Ver,ii,n .10MSf:W \'cr,o,o 10MSf.WVei,ioo 3.0MSh"\',"'r'cr-ion 3.l!MSEW Vc"i<'" .i.UM~[W Ver<T"n.1.VMSf:W l'mO•t\ '\OMS&W V,•»Mo J.OMSbW\'m,,on 3J!~1Sh"\VVcn,-,o,, 1 UM\EII.' Vc"kot.1.0MSEW l'ocsor» 1 <1MS!:\l'Vmo,o l nMS!o'W Vm,on ]OMSHW \I"""" .1.U = INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 4.70 [ft] ( Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 3.70 ft } Batter, ro Backslope, S Backslope rise 2.0 26.6 50.0 [deg] [deg] [ft] Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] b.:.:,..:.:'.:'..; ............... ·~ ··········-·---·-·-·m:!F?+rn:··· AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. Page 5 of 11 License number MSEW-302915 •••••-----·-------·.·.-·.·-·.~-·.~·.-= --··-"C ... ·.·.·-·r ...... ·.·.·.·-·==~w ... ~~-···"'"·······•r••~·--~·r·••·.·.·.·.·.·-·.·.·.·.··.w.·.·.·-·r.·r-----~-.... ·.·.··-···.·.·.·.r.·.,·----~ ............. ·.·.·----•'-··.···.·.·.·.··.·.·.···--·.,·N .. ~ .. ·.·.·-··.·.·-·.·.·-·-·-·.··-·-··---·.~-····--------\e"""1 ., OM.~EI>.' "°"'~"' .1 0 MSEW l'u,•m 1.U ~fS[,_W V<.rn,o ) fl MSEW Vct>eon 3 ("fil!W V.,,,,.,, l.O~L~EW V<r>i"" J.0 MSEW y.,,;,,u > U MSEW Vei<n'n J QMSEW Vernon JO MS!::\\." Vs,'000 3.0 MSb"" "'"'°'' J.O~ITTV< Ve,,C,n .1 0 MS~\I, y,,,;,,., .'.'I MSEW V<o,om :, ll MSEW \\.,,.ion 3 fJ M.<;1,.W V'"'°'' JO M~EW "\,onu•,t.l O MSEW Ve,c'"'" l t1 MSEW \'t:t>:oo ; 0 \!SEW \'c,s»o 3.(• MSb"\\' \'cN<>,, :rn MSEW --Mechanically Stabilized Earth Walls AFTON WAY Press!nt Dateffime: Tue Nov 08 10:38:09 2016 R:\1 Active projects\Afton Way\Cakulations\SLOPE H=4·7'.BEN V<'"'°" 3.0MSEI>.' v,,,,.;,,,dOMSEIV Vouum .10MSf,W l'o,>No .1 ll!.!StWVeo"oo 3 ()MSEI\' V,-,,ioi. JOMSEW Vor,<i,,n;lOM~EW Vet<•n• .1.0MSf:W l'm'1o.' llMSf:WVet>"'o 31'MS!o\\'V<a"'>o J.'!M.~ll\>.'V,-.sion .l.UMMil'> \!oc-,:i:,n.lOMSEW l'or,mn 1 OMSI,W VM>M03.llMSfC1VV=n JJJM$bW\'<000u 3.UM~EW Vcc;icot.1 UMSEW Vs«lloo .1\lMSf:\\'\"m,oo J OMSf:"\Y \'00100 30~%"''""''"'" .<.O.~ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.28, Meyerhof stress= 992 lb/ft2. F d In rf D' I'd' F 1 521 E IL O 0061 F . 4 65 oun atlon te ace: irect s 1 mg s= ccentnc1tv. e = s-overtumm2' = # GEO GRID Elevation [ft] 1 0.67 2 2.67 Length Type [ft] 7.00 7.00 # 1 l CONNECTION Fs-overall [connection strength] 2.81 2.86 Fs-overall [geogrid strength] 4.95 5.47 Geo grid strength Fs 4.951 5.471 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 14.480 9.477 Direct sliding Fs 1.738 2.048 Eccentricity Product elL name -0.0109 Mirafi 3XT -0.0650 Mirafi 3XT Bearing capacity, Fs = 5.43, Meyerhof stress= l 169 lb/ft2• F d I rf D' I'd' F I 184 E IL O 0600 F . 3 41 oun at10n nte ace: irect s 1 me:. s = ccentnc1tv e = s-overtummg = # I 2 GEOGRID Elevation [ft] 0.67 2.67 Length Type [ft] 7.00 7.00 # I 1 CONNECTION Fs-overall [ connection strength] 1.89 1.97 Fs-overall [geogrid strength] 3.58 4.04 Geogrid strength Fs 3.584 4.044 Pullout resistance Fs 7.193 4.847 Direct sliding Fs 1.390 1.827 GLOBALJCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.562 (it corresponds to a critical circle at Xe= -0.47, Y c = 11.75 and R = 11.76 [ft] ). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.205 (it corresponds to a critical circle at Xe= -0.00, Y c = 11.75 and R = 1 I .08 [ft] ). Eccentricity elL 0.0299 -0.0533 Product name Mirafi 3XT Mirafi 3XT AFTON WAY Page 6 of 11 9,ipyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Y<ll'WO.JJ!MSf"'·Ym41 !9"l§f'l'·Y 'tWMS~ .. ~_;;,o-M:;£\¥¥sr;i:;rMU'.5fW YT:is/O.'M!-~ .• )''. W?:'§[WY ...,...)Al_M&fll, .. ¥oOOJ.}.,I.MSfl:¥Ysni223RM'.>E1¥.·\.'.•»:,or,3-J)..Ml,IDY.,li"'1'.ioR.Jfl?-WP,!.~Ysw21 ·I P':l5P\l',V:.-M.-MSVM . .11q<l'l!'10-M>J·-}'l.-¥""'"""---3J..'M.IB>Y-'ic·q;m l"M5F?:'·Y.«<ll'Jl,J»,'l!Sil'i--¥w'!'•MNWP'rn M~<JI-M~Jl.\¥.¥»>»11.J...Q.M'jF}\'.-li·!'rr }Q-.·-··· I I I MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Ca1culations\SLOPE H=4-7'.BEN ~";," .1.oim;w Vcro,,n .'UM~1:W Vor,i<>n lUMSfoW l'c,,o,,o .1U!>lSf.,YVe>»oo ~Jf.\lSCW \'<»K>IL.l.lJ~m;w \lcoci,o, 3.U,\1%W Vmicn, '.!lMSf:W Vo,,.,n.' tlMSEWVmo>o 3JlMS!oW\'""°" 3!!M.%\\' \l'""'"'·'·UM~J:W \loifrat .1 UMSE1\' Vor,••• ''lMSCWVm,,,o 'lOMS!,.WY=ion J.QMSEWV,:n,-io,t J.OM\EW ~<«ico, HIM~EW I'm""' lOMSf:\I' Ym,,10 l OMSl:.WVc",.,. 3!1M.%-..,,' """'"' .;o ~~~== BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate beai"ing capacity, q-ult 7225 Meyerhof stress, Ov 992.1 Eccentricity, e 0.04 Eccentricity, e/L 0.006 Fs calculated 7 .28 Base length 7.00 SCALE: 0 2 4 6 [ft] w·x:x::.:::.:.:.:l .... ,:.;.::;;;.;;;;;:;;;.:.. .. SEISMIC UNITS 6342 [lb/ft 2] 1169 [lb/ft 2) 0.46 [ft] 0.066 5.43 7.00 [ft] AFTON WAY Page 7 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .;t:.,..,oj\J.QM/'£\\' J.c:fW''!l·J.0,"ISll,W-Mor'ltl' tl/11'-ISl<''i'l!.}:f&, • OM"f\P'm l "IPM<5Y YT' :lllM§fW-~-, re i'Qn!Sf\Jc-V.gw>l MU.ISDl:-X-<f'll'Hl-1-.il-MSH'f.¥ il""'-"'&·M:.El¥_•\:M<>'l0 }OMSfl','._.l,iww>tJ.O.J,.1$\1,'..J<«·--·)»MSKW • .¥o,aja'tNJ.M§V!\'.~,a.>1'1!' i<-O-MH/r¥~mm.3(l.J,m;w~·mm l/'M§IIB'.VwT -12¥5"':ls Y a-lilNSR"iY 3Pml:.WYmwM"!SEI\. Ym" 3£' MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:38:09 2016 R:\l Active prnjects\Afton Way\Calculations\SLOPE H=4-7'.BEN \lsn,io" ;.01vif<E"" Vot<i,o, .\OMSEW Versi<m.1.0MS!':W \''""'" 1 !l'>IShWVe,>»D l.f!!>t.%WV.:,,,01dJJM~EO,' Veoti""·;,UM~EW Vm"n.1 UMSf:W \'c,,010 1!lMSJCi\\'Vet>t.>D )OMSI:."\\''>'m,on 3JJM.\1JW\le"""' .~OMSEW Ve«"'"·;OM~.EW Vm,11, 'llMS1'WVt·1>MD lO'fl,!,WV""100 j(J~1ShWVeo,lOl,.1.0Al'>E"' Vor<i"l.i OM5EW Vorsirni.1 OMSf.W V<".1>100 l OMShWVm,oo J!lM.%"\V\',r,,oa JO=~~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = l.521 and Fs-seismic = l.184 # Geogrid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 7.00 l.738 1.390 Mirafi 3XT 2 2.67 7.00 2.048 l.827 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0061, e/L seismic= 0.0600; Overturning: Fs-static = 4.65, Fs-seismic = 3.41 # Geo grid Geo grid e/L e /L Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 7.00 -0.0109 0.0299 Mirafi 3XT 2 2.67 7.00 -0.0650 -0.0533 Mirafi 3XT AFTON WAY Page8 of II _ GQpyright © 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 fi·pjfo'\'g« .. J{wJOo..l.O.NSl::.W-J<«w "2'15'3W¥reiw1PMSJl.W..¥m!Oll.J(l>•l!'fil\'Yme}Q.M!iF,W_.'.\i<l'.Wp..J.O.MSUl,_Ji JQ'l5Eo/·~-;w_-MS>:..W.¥. 39':'9')¥}' •lQ.¥W\\.V .>1»t~n=:y,-;· -IQ':15fllcJI "ta:o~P"--CT"Oh.'.l0¥>EW-I. kWJltl.>£1.\C_•ryv;qr,M§ff-Vm'f 1.l'~.lt _;W'1ffl'f-~T%l-'l.illt.WS>Ql,i<;E'}Ssryr,jQ--,.--~·· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Calculatinns\SLOPE H=4-7'.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 334.09 203.95 NIA 4.951 NIA 3.584 Mirafi 3XT 2 2.67 1654 302.35 170.61 NIA 5.471 NIA 4.044 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 334.1 203.9 6.64 0.36 4837.8 NIA 14.480 3870.2 NIA 7.193 2 2.67 1.000 302.4 170.6 5.55 1.45 2865.6 NIA 9.477 2292.4 NIA 4.847 =~,=v-=------~-~~----------~=---=~-·-==-~=~--~ ~---~--".-------=-------------~--==A~=~==~== ·-·~~~---·.;~ Vo,"'"' ;!OM~EW VmiMI .S.UMSEW v,,..,., lOMS""' Vmo,n:•OMO""'\YV<1~1<>03 o,1.1i::WVm,onl.OM.sE\\' "'""i"" HIMS!:W Vors""' .l<'MSEW "'""'" '.<)MSEW VcT)h>O 30M.>EW "''""" 3J,M~EI\" "'"''"" J.OM~E" ""'''" .1 U MSJ,V, Vml<>n •QMS1'W ""'""" ~OMSEWV">"'•3fl~(Sb"W \.mi<>n.l.OM~EW '"""'" .;oM,;r:1< Vc,,;iun lOMsr,w ""''""" 'O MS!>'\1-\"'""" 3<'M.IE\\' """"''' JO AFfONWAY Page9of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ''~-"'fLJ,(ltwco/,Y«'( ... 'JlM5fW-¥mrn 1QN5f1¥-_\ig?')"-OM~J,W,~'W""~~--\.'.<l)io1t3._!j.Ml£)>'..:V(:Q1'0JtJ.0.M-SA\-'1fot<AAl!-J.!l~IS0\;-YfRi/\\l}HMSfW-Ym;'erMYWW·Ym'9!'3,i\-MJ.&\\: .. '\lploRJ).tNS!l.l\:._llwJ-J,(l~._l/,or<i'll).).9,MS!,;.',l::.:..,,>Nl>..bll,M~fil¥.~"'>IQt...3..'cMSF:W->mYAI.JJj.Jll~-k({ loJt-Ml~-"l'tr:'!"/l:M.!.:\f®l'.-¥wM:.WMi'f"'YW i'? }S MW'Y-Y''!WP 2n MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Calculatiuns\SLOPE H=4-7'.BEN \loo,;.,:. ;i.OM~EW Ve">,,11.10!.l~'EW Vcr,kn, 10MS£:W V,,,o,o .l(ll,'ISl:;W,\o:>100 ]J1~1SI,,\' Vosio" :l.!!it~EWVro.i,,n .1.UM~"EW Vor<i:,n >OMSf.W \'c,so1n ~tlMS!::WVem,:,a ].flMS!:."W\',:,"°" JhM,%1\"V<=<n,.<OMSEW l'or,Ooi.1.0 MSl',W I'"'""" '!lMSf,WVm100 ~JIMSI:.W\'rn,100 JOMSl,\"','e,,,c.,, ;<.O~~\EW Vmico, .l.UMSEW Vo""" l tlMSE\\'Y,,,,.,. ~.OMS/:.W\'e,"oo 30MSh"\VYe.,.,o" .'0= RESULTS for CONNECTION (static conditions) ****** Important: Hinge height concept is ignored.****** Live Load included in calculating Tmax # Geog rid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 334 1.00 0.31 938 1654 NIA 2.81 NIA 4.95 Mirafi 3XT 2 2.67 302 1.00 0.28 865 1654 NIA 2.86 NIA 5.47 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 Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength} [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 538 1.00 0.25 750 1654 NIA 1.89 NIA 3.58 Mirafi 3XT 2 2.67 473 1.00 0.23 692 1654 NIA 1.97 NIA 4.04 Mirafi 3XT ;-~--... -------·---·----· ~-~-···----~--~ ., "-~~-~---··-··-·········-----------=------VeNO,c J UM~£\\' """'"-'" .l O MS!:'w Veo<i.,a 1.U MS1',.W y,.,,.,o J OMSEW \'"'"on l.(• ~!SE\\'"'"'""' 3 OMSEW "'"'i<"' J.U MS!:1" Vor,Om J OMSE\\' Vo""'" :>.n MSt,W \'c>>hlo 30 'ilSI,.'\\' \'"""'" 3J> M5EW "'"'"'" J.U M/iEV. Ventrm .1 U MSEW Vu,i,m •.o MSf.W w,,,o~ ~ !I l,lSE',V """o" 3 0 MSEW Y""lt>ll ~.0 M~EI\' ~mim, .l U MSE\\' Ve"°'" .1 Ll MS!::W \'et>Wo ).ll MSEI.V """Oll 3 !• "1,.'il,."\'i Ve"""' .1.0 AFTON WAY .. _s:;.212yright © 1998-2016 ADAMA Engineering, Inc. Page 10 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Emth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:38:09 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4-7'.BEN 'II-""'" .i.OM~EII>' 'll<""'"·'UM~"E\\' Vm"'" lOMSf:W ""'"" ;o~$f:WVco>e,>o 'lO.IIShWV.,,wcd./JM.%'.I\' \',r,.ic,n,lOMSEW Vo«iio, .10MSfiW \'er,;010 11\MSfc:\l'Vmo,o )(IMS£\\"\'"""'" J (JMSEWVo"""' .<.UM~EW Vcrsi<,n,\UMSf.W l'er,i.,o 1 ilMSf.W V,,;c,,o l.ll'1S!oW\'e,"o" 3(L\1st»''llcM<•H 1 U/1,t\EW V«<Kod UMSEW I'm,"" .HlMSJ::WVmwo J OMSJ::W \'c,;,on 3.Q~1S~,\' V<t>k>" .'0 == GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.562 (it corresponds to a critical circle at Xe= -0.47, Y c = 11.75 and R = 11.76 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.15, Ye= 1011.75 and R = 11.76 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.205 (it corresponds to a critical circle at Xe= -0.00, Ye= 11.75 and R = 11.08 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1011.75 and R = 11.08 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer # 1 : "{ = 127 .31 [lb/ft 3] (j) = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 311.7 1000.0 1065.6 328.1 1065.6 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls Thu 15 15:11:12 2016 AASHTO 2002 ASD DESIGN METHOD AFTON WAY PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM # 14.96 H=4', 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:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY 1998-2016 ADAMA Engineering, Inc. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:11:12 2016 R:\1 Active projects\Afton Way\Ca1culations\SLOPE H::::4'.BEN ~'-"""" .t0~1%W Vcffi,o, .1.0MSE\Y Vo<<•nt 1\lMSI,W ""'"'' 1f!MliliWV,,,.,,, lJ!MSC>VV<NDtd.lJM~El'I' Vooci<ot.,.OM&'E\Y Vmiun .1 OMSf:W Vo,so,o 10MSr,.WV"'"oo )OMSEWVc>'ioo 3.0MSEW\lc"fo" .WMSEW Vor,i•nt.10MSEI~ l'o<S•»l '0MS1",.\VVe,s,,io 30MShW'I''"'"'" l.(JM.%'\\"VeN>O,d.0.11.l~liW Vwi,,n.a UMSEW l'oeoot'1 1,>M:%11'V,i,wo 10MS1,WVe",oa lJIMSliWV«»o:, .l.~= SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, <j> RETAINED SOIL Unit weight, y Design value of internal angle of friction, <j> 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, Yequiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <)>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.6504 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Note: specified A combined with I and O produced a square root of -0.09 in M-0 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 = 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh = Am = 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae ( Kh > 0) = 1.0548 Kae ( Kh = 0) = 0.6159 ~ Kae = 0.4388 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. ,~~~-, ~~-----•• • - • • --.---.--__ -, -~~v~ -----------~ •-·~--·--··~--·j~-~·j_•_•_•_•j~-~·-·-·-w~-·-=w~-·~=~~w • -~---\ ""'°" _; U ~m;W Vm,rm J.U 11-\~EW Vu,hm J.0 MSJ.,W V"""" J O MSf:W Vm,aa ~J• MSEW V.,"'°" l.0 M.'iE\\" """'"" :l.U MSLW Vmicu, .1 \I MS!'.\~ Vmnm :' q MS£,W V,rnan 3 0 MSEW Vc~,,or, ;l.0 M~E\\-><"IO" 3.0 MSE"' ."'"''" .1.U 11-!Sl:\\-Vo:r,Om .'.ll MS£oW Ym»n ·, 0 !11S£o'W '1/mion J.(p MSEW """o" 3.0 M~EW h";o,, .i U M~f:11-Vor,,.,o '-<l MSf:W Ymion l O MOEW Ve""'" 3.Q M,'ih>I" \'.'<>101< ., O AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 2 of 11 License number MSEW-302915 •••·,.••••••-••••••=·· ------~~------~~---.---~~~-~N -·---N~---·-~r·• -------------~·.--· =~·rr-, .... ---------.~----· ----\'eNO\, ,D/tl.',EW VoNim 3 0 MSEW Va,;.,,, ,.o MS[,"\\' V«,Om :l fl l,fS[,W Vet~·~• ;J.U 'd5£W v."'"'" 3 U M~£W """'"" 3 U MSEW Veta""' .1.0 MS[,W Veramo '.<l MS[,W V,..,._,o 3 1' MSEW \",'N<lo 3.0 M.\E\11" Veroo1e .<.OMSI'.W Ver,I'.,, .1 U MS!lW Vu,o,a, '.•) MShW Vmi.>o :l.fl M~EIV \'"""'" 3.!• MSSW Vmion J,U M~E"'' Ye,""'' .l.0 M~'l!W Vc..,hm .l O MSI,W V,rn~o 3 fl MSE\Y V,·1>1,><> 3 H1.'ib"\\" VeNOu 3.0 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Thu Sep 15 15: 1 l: 12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4' .BEN v,,w,, 3.0M',E"'' Ve°'""' ,\OM/:,'EW V=U•n .10MS!oW \''"""'" 11l~f5h'oVV=;,,o )J•MShW,.,,.,,,3_rJ H~l:WYm:ic,,d.UJl-11:,EW Ver,e,>1.S.UM>'f,W Vorso,o 1 PM51:.WVer;.,o JflM.'lI:."\Y\'•'"°" 3(JNt,',EWVe,,,,mL .<OM~EW Vmiui,.l0!.15EW Vrr,o,n .1 flMS[,WVmroo ].O MS.lc'WVe,"oo 31'.\1.'ihWV<n.>0" ;l.Oltt~[W Ve.rs;,,,, .l.UMSEW l'mo,,i.'llMSE\l'Yor""" MMS.l:W V=»o JQM.%"\\"Ve"io" 3.~=.~.~ 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar~ 0.85-tanp 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.l ft 1.00 16.4 ft 1.00 19.7 ft 1.00 z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 ' Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 2.0 Geogrid type #5 NIA NIA K/Ka 3.0 ' AFTON WAY Page3 of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .V.,,,ll>ll.J.O..MSE\l.'..)lm" .,, W§lli-~>M.-t.!Sli.'!\' .. ¥ 10.M.!m»Ph1W!' >..<!Mm¥ . .Y,r; n i''!M§fl't'.Vpipq.J,Q=~ .. x ... , ,t)Q'15@'i ¥1;,.,.,..M.-MSJO-W-'>rn •M-M:i&\¥.¥-l<'O..J..~l'(.V..,,. l 0':15f"t'Y Fl"!tl,0~ •. \lo 4' !'-MMSP¥-~ooM-MSR\1l.li'l "'Ii -3,t<¥'if}V .• Y:m;wp l'IM§f':'t' x ... , .. ,._.J,0!\lSl<.W·Y,Gff'S'):JJ)ojSpy .. :,,,,,,,,..<S};Ml-MS,.l:-"'\¥¥rnrer }9M'im\: . .\'o;JJORJJl. .••••• MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Dateffime: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN ,l,,o.;,,. .<.UAISEW VoNic,n .<.O M~loW \'°"""' 1 O MSEW \'w>b10 .1 n \ISl:.WV=»o ).!! i.lSI,"\\" ','<>>~,id lJ M~EI\" Von.t!o, .1.U M~EW "'"""' .1 () MS):\< \'tt,o>o 1 tlMS&\\' V,rnoo 3 O i.lst.W V,»100 3.lJ ~1.~E\\' Ve"'°" .<.I) l,l~EW Vo""'" ; U MSEW l'ersO,o .1.11 MS!:.W Ve,,i,,o 3.0 ).!51,W "'"'""" jJI M.%"\\' Ve""'" ~.0 M~EII>' Vor<i<oi.l U l>l~"EW Ve«••" JO ~EW \',moo l n M!lr.'\\' \'"''"'" 3.0 M.%W \len.k>CL 3 0 ,~~,= 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 I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~~1·~ I ~1 I 1.00 ,__~-~-~----~-~~---'----' Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr (n CRult (Zl cr CR ult cr CRult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #13l Geogrid Type #2 Geogrid Type #3 (J CRcr (J CRcr (J 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 (lJ cr = Confining stress in between stacked blocks [lb/ft 2] C2l CRult = Tc-ult I Tult C3> CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 (J CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (J CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 ----™-=•==----=---------~~'---=---~====~------===~~=~•-;;.=..-~,..._,,,_.,, ... =,=~=-H~-~=, .. ...,_~=~-=•·····~·-··--~---=-~=~=--=-w_,~--~-~--~---=-=---'-~----'=•-'=-• \ CJ>IO,O ·' Ultl~EW "°"''"' 3 U Ml,l:l<, Yomm l OMS!",.\\-Vui»o :,.,) MSEW V,:1>,:,o ~.!, '1.IE\Y """'°" 3~ M~EW ""'""" .w MSLV., """'""' ;, Q MSJ'.1' """"'" ~ ,, M$!",.W v.,,, .. ].0 MSE\V "'"""" ~.r, M~EW "°''""" 3.U M'5loW ""'""'' .l O M5L,.. "°""'" .'.0 MSEW ""'"'" .<.Q M~I,.W "'"'"" ,., /.1.';E\\' \lo"""' l O M~E"' """''" ·' 0 MSL'w """''"' l tl MSEW \""'""" JO MSEW "'"'°" ].~ M.SE\\' """"'" ·' O AFTONWAY Page4of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .vwrr !fiMSEY.: .• Jlffi<lll..j_.O),I_Sl<);'_.Mwli!JJl-M,MS~--~"': .. N:!'<E\¥-.YfTIJilll3.M:l~E\);-Y:nw }UMSJ:'.1>'_.)l_(W!>Jl,J.O.m.i;.~_-Y{{<'J,!>MAl,W,9Y·¥'i&"'9:N?:Wi9¥:J.:E'':1'W:W:MIBW.YrnJ00.3.0.}lli;W_.y:w.l!IR·mN~l!>:-l1«<!llll-)JY':H'Fl;r&Ywon.MM.~!'lo!.'._J.:~ '!l": 'l&-Mll.-WlfmiooM~M,fil\' .• \i@J.!!Jl-JJJ.M:i&.W:-Y:(..,-Js>Jt.),O,~_-X_Jl-)})_,l,.}SJ,W-.¥mtoo.:i.J1..w.ID¥.¥J.:mooN~Mill'i.'ll.~-,3,.Q. ••• •.•.•.••••• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:1l:122016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN Ws,ooa .tOAl~E\\/ V,:c.,,.,n .l O M~l,IY Vot<il'li.1 0 MSf:.11' \le,$1,lO .1 {I !,fS!,W ""'""" 31, MS!o\>i \'""'"" 3J! ~t~EW V,'00,,,d O ,\l~El'I VoM,'"I .1 () MSf:.W V<:r<Mo ) <l MSE\I' V"'>i,,o lfl MS!,"\Y Ve,,,on 3.!JM.'>E\\"Vct!O{>U 3.UM~EW Vo«iun .10 MSEW Vor,O,n '0 MSfoW Vm,oo }.0 MStW\·,»»n 3.(J ~1.%,\" Wo--.o,d 01\l~E"' Vor,i"i'-1.0 MSEW \'°""'" l O MSJ;W V'1""" J O MSioW """'"" 31! M.%"\V V""K>" 3 0 =~---· INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, co Backslope, ~ Backslope rise 4.00 2.0 26.6 50.0 [ft] [deg] [deg] [ft] ( Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 3.00 ft } Broken back equivalent angle, I= 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] AFTON WAY Page 5 of 11 . "· S::pJ!yright © 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 h">Kll'eJ!!MSfi'YmM<-3..0)\olSli..W)~ 1flM59'1-¥n ey~ll,MSJ:.~.Ji. 1921ftM'if"i}W'IPHl¥!£;\..~ . JU.U.WQ;Y,-fflm).Olli['WJ.!'<~>l!.MS£W.Ys<iwN1M>EY.:t j>ll3.l\.l.rn;\\.Y·'J'·· .JQ':''5? Y,,.lp,),l'>1S{W-YfilPll:):'IM50!!J•ma WWID¥\l"W"3..ll-M.>ll)'&:'Wl' }I M5fW.-:S:~,;p\tSt:WJlm£'l12MWW-i....i ;!.9_-M,J;.\¥_l,:'1:mr}fo>A!il»'>_) ;mMM-__ -· MSEW --Mechanically Stabilized Earth Walls AFI'ON WAY Present Date/Time: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN "\lie"'°" .\.0/1.l',E\\' Vmit,n .: 0 M~li\\' Ver,i<m 1 0 Ml>f:W 1'01>0,o .; O!<f5!,.',Y Ve1>=00 l!! ~1S!,'W V<»,o,, J fJ M~EW v,,,.,,,,, ;l O M~EV, Vor<im .1 0 MSf.W \'mi<," 1 0 M~!,.W Ve,>100 3 0 ~f51,.-.,y V,a,100 3J!/l.1.~EW VeeQ(,H .<.OM.',1".W V<t<omt .i O M;;E\\' l'mo,o 1 0 M5f.W y.,,,,,o :rn ).!S!,.W ""'""" 1.0 M.%,\" Vc,;>01o .< 0/1.L\l;\>/ ~mit•i, .UI MSf:W l'm,m .1 0 MS!,.W Ym,oo l O M~l:W Vm,oo 3 Q MSJ,.W Ve»io:, .< [) ,-.-, • ..-.-.-. ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.35, Meyerhof stress= 844 lb/ft2. F d In rf I'd' F I 525 E IL O 0052 F . 6 oun at10n te ace: Direct s 1 mg. s-ccentnc1tv e -s-overtummg -4. # GEO GRID Elevation [ft] 1 0.67 2 2.67 Length Type [ft] 6.00 6.00 # 1 1 I I CONNECTION Fs-overall [connection strength] 3.31 4.53 Fs-overall [geogrid strength] 6.00 8.92 Geogrid strength Fs 6.005 8.916 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 12.505 9.775 8 Direct sliding Fs 1.758 2.129 Eccentricity Product elL name -0.0146 Mirafi 3XT -0.0809 Mirafi 3XT Bearing capacity, Fs = 5.50, Meyerhof stress= 992 lb/ft2• F d rf D' I'd' F 1189E IL 00584F . 344 oun at10n nte ace: Jrect s 1 mg. s= ccentncltv e = s-overtumm!! = # GEOGRID Elevation [ft] 1 0.67 2 2.67 Length Type [ft] 6.00 6.00 # CONNECTION Fs-overall r connection strength] 2.28 3.07 Fs-overall [geogrid strength] 4.48 6.33 Geogrid strength Fs 4.479 6.331 Pullout resistance Fs 6.476 4.730 Direct sliding Fs 1.415 1.962 GLOBALJCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.646 (it corresponds to a critical circle at Xe= 0.00, Ye= 10.00 and R = 10.00 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.247 (it corresponds to a critical circle at Xe = 0.00, Y c = 10.00 and R = 10.00 [ft] ). Eccentricity Product e/L name 0.0236 Mirafi 3XT -0.0738 Mirafi 3XT AFTON WAY Page 6 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -ll:<IJ'>011J,(J.}1scyt.VwiPJ!·'Jl'i:!¥!!:-Ye::"8 tMH.ISR'/<-"r:%">_:i.j/_MS£\\P;£FWl)3,(<M,>B})'..\'·w i''tM§fl'f-'\< '> .,,~.Jl.«w.1>J...O_MSW._l!,o,.,..,.).,O,MS(;\l',/>m ':fl:l.!IMSE\"¥'1J:19J130-Mlj£\','.)1,,.J..,,,-3JJ.}.IS&.\\.'.Vw-.JJlM'Wl',·¥s@s'l:'.llMSEW¥, > '1 :jQ'e15fW . .\/m ,, 3tlMSFW.-\.mJ<la.J.O..MS&.W_.l, .J)l)JW,,,.P:.,..,,,-,.J..!U-ISK~8.M?mi¥1tro4P ';<,WSl;'\'f.-1/.,,.ioo 3.0._ ••••• I I I I I MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date(Time: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H::4'.BEN V<,,,;,," 3.0U~E"'' V«<>·o, ,\U M~loW v.,.,1,m JO MSf:W \'o, ,.,0 .l II l,!~l:.W ""'""" 3 () ~1%"W \'m,oi. .l O MSE<\' v«,.i<•I< SO M~l::V. Vot<Om .1 01',!Sf:W \'c,s"10 .10 MS!:.\\' V,rnoo 30 M~\\" \'a>>on J.l>M.'ib\\' \l,Nou 3.0M~EW Vo«""' ,; 0 MSf:W \'r,,-sOm ~.11 MSJ':W Ve,;1,>o ~ 0 l>1Sl:.'W \'m,oo .lJ/ ~~1,'W VO°""" ;<.O~t~EW V«sicol .l.O MSf.W l'o,sl,r,1 11> MS!'.\\' \'o,,.oo l O MS!:.'\I' Vef'coo 3JJ ~SEW \loN(l,o JO .- BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 6203 5456 [lb/ft 2] Meyerhof stress, <iv 844.2 992 [lb/ft 2] Eccentricity, e 0.03 0.39 [ft] Eccentricity, e/L 0.005 0.065 Fs calculated 7.35 5.50 Base length 6.00 6.00 [ft] SCALE: 0 2 4 6 [ft] AFfONWAY _ S:,;>pyright © 1998-2016 ADAMA Engineering, Inc. ---:-y;>.,,.;.; fif ¥SE'Y·"'w:011-3~-J.lm,., 1f'':'5W:-¥Eeiw<.ll,MS.E&},',,,,. .... M MIDY-YT:"I03(LM§Jil\! .. JimJO e>QN'ID':-YremWMSl;ltl,.\!<™ -, 2MS@''tMN:1:l!-lliE1¥.-Ym10, 3 Q-M§EW·"'···@11/!JM5aK--"@"'I J.OMSpl,.¥fr.s,<n,.M_-MSJ;l!,l-_~·,ww1::P:J.JSJ::.V>_C\!<»ior;_3f MSN-Yww.J..l'Mo&.11,'..J, Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN ),,»i<>tc 3 OM~E'1,' "'°"'''" .l.0 MSEW Vor,i"" 1 0 MSfoW Vm'lo ~ 0 ).!S!,.W \"c,,:oo H! .\fS!,"\I," Ve>>1<>td () ~rnE\\' "'"'"'' .< 0 M~E"' Voe<••• J O MSEW \''-"''"'" 1,>MS!':W Vernoo JO ~fllliW V=ion 3.() MSEW ""''io,' .l O MSEW l'or""' .1 0 MSEW V,r,,m .1 tlMStW V,.,,.,, .' 0 MS!cW \'"'""" J.(i MSb'W V«»<'1' .,.o ~L'>EII' \Im;,,,, .l.0 M~f:W V=iuo .1 \l Ml,f,\I' V<>,wo ) OMSJ,W \'"'"'" 3 0 M_%'W """"'" <U ,,a-,~-~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.525 and Fs-seismic = 1.189 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 6.00 1.758 1.415 Mirafi 3XT 2 2.67 6.00 2.129 l.962 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = 0.0052, e/L seismic = 0.0584; Overturning: Fs-static = 4.68, Fs-seismic = 3.44 1 2 # Geogrid Elevation [ft] 0.67 2.67 Geo grid Length [ft] 6.00 6.00 e/L Static -0.0146 -0.0809 e /L Seismic 0.0236 -0.0738 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT AFTONWAY Page8of II Copyright© 1998-2016 ADAMA Engineering, Inc. Llcense number MSEW-302915 .\/, J;J.M:il;,.-.,,;.y · l\·)Jl:,.cy:l:\:-Yml'ID'2N59'i¥r":'&30MS[XX 3J!.ilm4'. "M.MStW.-~ "-" )HJ\t$.W-Y,::r J.(l\.159':Y IlilR""IM"PrY"'mM?:,RMSE-W}Ww.30.l"l!@P''>"'R ... .0.Nre.lP J,O.N:,l;lli)4;""1llMW9".¥r'f'lw>OJ.ill,-W.·'iR>iol'.3..«M<f»YzmrWM/iP.'-W"1•-W¥51'J'rY r: 9JQM5P:''f'.Ym9?'8':"'QV-) n 1'3£¥'lf":)!•·~Pl }9, .. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/I'ime: Thu Sep 15 15:11:12 2016 R:\1 Active prnjects\Afton Way\Calculations\SLOPE H::::4'.BEN >e"'<>,,.<.U/l,lSlllll.'Vcr<i<,11.1UM~loWV<t<ua,.10MSEWl'm'1o~OMS!oW\'eNo>o10~1$1,."\\'\'""'"d.lJMSlll\'V,c,,:i,,n.lUM~E\OVor<u"'.1.0lill;f,Wl'm0m>,)MS!:.WV"moolOM~"\V'\'a'><>nJJ!MSl;wV,OO<,id.Ul>llillWVc«,co1.10MS.EWl'mi,,",11lMS!:.WVM>MDJ0MS!cWV"'>•o•l.OM.%W\leflOOuclU/l,t~E"'"""""'·;_o~,si:v,vrnOm.1tlMSfWV,iscooiOMS!cW\""'"""lJl~1.%WV,r.,io1c30= RESULTS for STRENGTH Live Load included in calculating Truax # Geo grid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1654 275.47 150.09 NIA 6.005 NIA 4.479 Mirafi 3XT 2 2.67 1654 185.51 121.20 NIA 8.916 NIA 6.331 Mirafi 3XT RESULTSforPULLOUT Live Load included in calculating Truax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual A vail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout, Pr Static Static Pullout, Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 275.5 150.1 5.64 0.36 3444.8 NIA 12.505 2755.9 NIA 6.476 2 2.67 1.000 185.5 121.2 4.55 1.45 1813.4 NIA 9.775 1450.7 NIA 4.730 AFTONWAY Page9of II .. ,=C:qpyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 y:,,.,011,_.,jJ,'¥Sf'1'-l<-io -3 l':'§f"!-Y {WJ>))).MS~--¥Mm 10'::!:tfilYYmi::r.;\f.!.MjiJ,.W_.,,.,,.,J01l3.0¥§f"r'.-V,m"'l\JJJM,S1;,_l!,_.Ji.of, OM·UlN5EJ\:-Yfmr9,ll.Ml'P'l:'l;mk'1",}9M'\fW-YTi'l'I (l().~\Y_.i,:..,;.R-3QMsE\\-Yw'llll:l.O.blSl<.1&.),! Nl.MSP/l'.-''fftN'I M:-M>WAn!Oli.Of MWW-}:"l 3.lL.MSI;V.:,J: .Wl::!§Olr-Yst5'Pfr0'/MSPW,.!im-Y,MS6\'iXcrmr Jfiy!jl'f\¥ \moo},().._ .. _._ ... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN ',l,'.>Jo:o 3.!Jli.!W\\' "<";,o,.1 OM~'EW Voe,im1 1tjM$f.W \le1,.,o 10\!SfoWV"'""" }!L\IShW''"''IO" jJ/M.~EW Vcr,or,n.lOM.\l,W Vm<n>.> OMSr,w \'et,o," 1 DMSf>WV"'si,,o l.OMS!,"\YV<Noo #!M\J;\\' V<N<O< .<01\lSEW Vor,i"'1.\UM~f.\~ l'c,""" .1 IIMSf.W V,•,;100 }.OMSl,"\\'\\,,,oa 3JJ~1ShWV,1>x,1d.O.ll!\EW ~<«km .lOM~'E\\' l'e"l,"' 1 <IMS.C:\\'\lo,,ioo !OM,;J,.W\'e,"'" 3JJ!.1.%WV,o-io,d !J-~--~--~= 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 275 1.00 0.30 913 1654 NIA 3.31 NIA 6.00 Mirafi 3XT 2 2.67 186 1.00 0.28 840 1654 NIA 4.53 NIA 8.92 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 426 1.00 0.24 730 1654 NIA 2.28 NIA 4.48 Mirafi 3XT 2 2.67 307 1.00 0.22 672 1654 NIA 3.07 NIA 6.33 Mirafi 3XT AFTON WAY Page 10 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .y_<1>-..J.Q-="i-Y<..,.1t-)»J:1S[!,!,,:-~ J 'M5RW-¥ · 30':''i""::-" .<,fc!>l!ifil>,:_;,;_,,,,.,,,.._3,_Q.~--~:..,._.,R.;».M=.-l< ... ...,.,~),(l.MSl<W-.¥>,...,.,_M-Mi:Jo"'.¥=1 '!'!M>f':"Y "/'l>:'':f"-l'.-0, .JQ','Sf)J.:-J.1 J.OMsn•··-"' _;,,_1_'!->SJi.W-.¥~1>100MM~w<-Y""l'>!l'l..~-M1:W~'-.-,,,,m,..J.O=',l<'°""".1t.J..0:>1.~~¥<r-,...;,_.()~\./Sli¥<-.¥mioo.'l-Wi¥'!¥-¥rnN!'Nl:MSM¥-'' 19 ••••••••••••••••••• ~ ......... ---~~-~=~--------------.----·•---------------------•-· --~--------------------------~--=-~-·--------------•---""------------------------------------------~-.w~-----------------------------••-------·--\ "";." 3.0 M~EW ..... io>d.U ~1.';[W Ver'""' 1 0 MSEW V<rsioo 3.() MSJ,.'W \'e,>:oo ]Jl \t<;i;w "'""'°" 3 0 ~L<;EW \a,i,,n 3.0 M~t:W ver,i<,n .1.0 MSEW v"""'" .1.,1 MS&W \'t:m.>o H! \!ShW """"" 3J/ M~EW "'""""'d.OM~"EI\ VmeoiJ.u M5EW Vu,o•n .\•l MSf:.W ''"''~'" 1.0 M%W ""'""" 3 !P ~1SEW ve,,.,01, 3 0 M5EW '""'''" -' 0 MSEW Vo.""'" l <l MSf:.W VCl>I"" :l O \!SEW \\"j"" 3 (J M.51,.V." '""""'" 3 U MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present DatefTia:ie: Thu Sep 15 15:11:12 2016 R:\l Active projects\Afton Way\Calculations\SLOPE H=4'.BEN """"'" .wim;w "'·";'"' .,.uM~"EW V<t<unl '0MSf:.W ""''"" .1ni.tsr:.wv.,,,.,,,, l !!MShWVo,.,,.3_1,il~EW v.,r,o,,n_<.U,\l~E"' Ver'""'·' ow;r,w V=O,o •.OMSf:.WV,moo ].OMSHYV<>>><m j(JMSl'W \l,e,k,u .,oJ,,l-~EW "°''"'" .>OMSEW ""''"" 1 OMSJ,.W vm,.,oJOMSfoWVe"10n 1.<,M$bW\lcN<,u MMM>W """'''"·' OMSEW v.,,.,o.l(lMSf:W v,,,,,. l nM~f:.W\'"'""" 1,!MSh>\"\e<>,o" .•.o = GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.646 (it corresponds to a critical circle at Xe= 0.00, Ye= 10.00 and R = 10.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1010.00 and R = 10.00 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDffiONS: For the specified search grid. the calculated minimum Fs is 1.247 (it corresponds to a critical circle at Xe= 0.00, Y c = 10.00 and R = 10.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1010.00 and R = 10.00 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer # l: y = 127 .31 [lb/ft 3] <!> = 25.0° C = 0.00 [lb/ft 2) #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 ·C, -. ••• -.'--' ~~---------------•-----------~W-~-----~-•----------~ -~~~~ ---------"= -==c-.-.-.-------, \.-,,-;.,, 3 OM~E\\' v.,,.,,,,.; 0 M.SI:1\-Vor<om .M MSllW y,,..,o '.0 MSEIV y,,,,,.,,, .J (, M5l;,,\" \l,~,>otd Q iilEW \ol>Oon l.OMSEW Ver;;,,,, .1 0 MSll\\-Vmo,o "•.Ll MS!'.W Yc1>100 3 0 MSEW \'-,,oon 3.l> M~E\\" V<l'•>l< .I.OMSE\\ V«,eo, .1 0 MSllW Ver,o•n .' ~ MSEW Yei~kl!> ).0 MSEW V"'ooo Jr, MSEW Vm1t>n ~ 0 M~EW Vcr,i<o> .l OMSllW YmiLm 1 tl MSEW ""'"''" :; 0 MSEW \"'"'"" 3 f• ~{.II,.'\\" \'eo'IG!< 3.0 AFTON WAY ~J\>pyright © 1998-2016 AD AMA Engineering, Inc. Page 11 of 11 License number MSEW-302915 4:1 SLOPE BACKFILL (WALL #12) MSEW --Mechanically Stabilized Earth Walls Present Dateffime: Tue Nov 08 11 :00:05 2016 R:11 AASHTO 2002 ASD DESIGN METHOD AFTON WAY MSEW(3.0): ~e~atc:ffl1.9t~ --· .. ~~- PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=6', 4:1 SLOPE 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@redlengineering.com Original file path and name: R:\1 Active prnjects\Afton Way\Calculations\4-1 SLOPE H ..... ..... s\4-l SLOPE H=6'.BEN Original date and time of creating this file: 10/4/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY 1998-2016 ADAMA Engineering, Inc. Page 1 of 1 License number MSEW-30291 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Datefr:ime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN ·I,''''"' ;.oi!~E<l/ Vo«,,,><.'.()M~loW V«,uo1JUMSf.W Ve,,.ioJ0'1:if:W\.e,,ioo "l.fL'ISh'I.' \'""'io1d.lJM~E01' \toridtoL .'.UM SEW l'mito1.10M5f.W Vois,m' OMSf.WV<O»oo lOMS!c'WV<"'on 3.'JM.%'.WVoo.;ru, ,l.UM~EW Vor,i"n.\OM~f:W Vm;rn .'lnMSf.W Vo,;,,,o JOMSbW\'<r>mn J.0.\t'ibW\tooooa.1.UM%W ~o«i,od.UMSEW l'mm,iJ tlMSl:.W\":-,s,,,o J.OMSl:.W \'<1»oo ~JIM.%WVe»ioa .<.O,== 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, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, 'f/= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.4015 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A = 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, ct.= 73 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0 ) = 0.5935 Kae ( Kh = 0 ) = 0.3835 Ll Kae = 0.2100 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 2 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN "'"'°" >.OM',EI\' vee;;on30)MEI~ Ve«u,n .1.\lMSEW l'm>10 lfl\fSf:',YV.,,.,.,., 3 QMSHWV-,,,o"J.IJM~EI\" Veo;i!•U .<.OMSEW l'om,n ,10M.'lEW \lor,"1n.'OMS[:\\'V<»100 3.0MStW\',NOn 11/MSllW "'"""' .<OM~lcW l'a,Oot.1.U MSEW VoroOto .' OMSJ:cW Vmo,o J OMSI,W\'"""" JllMSb~'Ve"""' .WMWW l'mic,n.l.UMSEW l'«<n,o 'llMSE\1'1h1"oo J OMSE:.WV,:,"oo 3JJM%'W V,,,,,,,, JO.-.-.==· 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 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 Geo grid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85-tanp 1.0 1.0 . Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 K/Ka 2.0 3.0 ·------JJ_______ -------------------------~---~-~---------------~-----~-------~-~-=-~-~----· --~-=---==,~·=·=·=·--=-~-= \'eN(ln 3 0 /1-t~[\', "\lotsirm 3.0 MSE\¥ Ve,,;,,., .1.0 MSf.\¥ Vm"'o} 0 'dSEW \'01,•oo JJ• M.IE\V \',..,.ion 3 0 ll~EW 1;"1'0r,,, ~.U M~'I:W Vmi!,,, l t>MS!'-1', V°""'" ~ !l MSEW Ymian 3.-0 MSE'\\' \'<>"On JJ• M>EW Y«>icot .I.OM~"EW l'er<eot JO MSLW V«,i»n ."• \}),!SEW \'"1>1''" ].0 MSE\V """"" 3fJ.~l~llW Ve"'°" i!.O M.~Jo\l,' V«•i•m .l.O M~'llW V«""" ,Hl MSEW Ycrn,,o l.0 MSEW v.,,.,. J fl }I.IE\\' \e,"o,d.0 AFTON WAY Page 3 of 11 0.-~9pyright © 1998-2016 ADAMA Engineering, Inc. .. License number MSEW-302915 -Y<:1>iwl.J.OM§fil\'·Ywr1 -l!l':"if":'.-),l......,, ... 1,/Ji,.,SW._)m,;.i9MSW¥>;:,>00;.'.-&.Mm¥XmV1p J9..isrw .• ),(-OOOR.J.OMSt.W-Xm ~-lPWfi<\1:-.~,'.&MSJil,\',.l>m'"" ,umrn::zm,oo i}(llliffi'_.)i..,.,oR~Af.W\\'-Vre'81t-1 Q¥5f1',_._l; _lll_j,.t51;.W._¥f<Wt}9J.tilffi'_X,m.»o..J,(,M;ZW_.Y:7Wll !f!M§P.',J,w.;;,R.;,t1..MS!;_W.),112l8'1] OM59lf-.¥w.!'-'>.NI.-Mll.&\ll_.l'mer 'IPM'iE\\.:YPOO<>RM.--··· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. ****** FA CIA 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 '/f = 130.00 lb/ft 3 Z/Hd To-static I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd I~I= ~1 I j =1 1.00 -~-~---'---'-----'---'--~~----'-----' Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr <1J CRult <2J cr CRult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #13) Geogrid Type #2 Geogrid Type #3 cr CRcr cr CRcr cr 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 (JJ cr = Confining stress in between stacked blocks [lb/ft 2] <2J CRult = Tc-ult I Tult <3J CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 cr CR ult 0.0 1.00 Geogrid Type #4 cr CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 cr CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Type #1 Type#2 Type#3 Type#4 Type#5 -/ Product Name Mirafi 3XT Mirafi 5XT Mirafi 8XT Mirafi 10 .. NIA Connection strength reduction factor, RFd 1.15 1.15 1.15 1.15 NIA Creep reduction factor, RFc NIA NIA NIA NIA NIA 0.50 •----=~=~-------~~=~~~ ------.----•-•••------••••••• •••••••••••••••••• •••••• •••••••s.=.x=~~=~rnw;;--•--,._.,.,====··--····-·-·······•==·=·=·--'.'--'.·=·=·~·=·=·~·-·-·~·-·-'--'--'-'-==-~~==~~~= ~"''""' .s.u M~EW ,,..,,.,,, ,.u ~!M:"' Vo"""' .1 (} MS!cY.. v,,,,,,o ~-\> "'S"-W ""''"'" J ,. "'1,.',\"V,,,,on _; ~ At~EW """°'''d U MSi:"' Ym;;t.1.U MSE'W v.,..,. '~ Msr,w Ve""'" 30 "I.SSW v.'""" 3.!J M.SEW "'"""' J.U ~"'E"'' Vootem .1.0 MSE1' v .. ,,.,n :-.,lMSEW \'"""" ~ <> M.S>.W ""~""' JJ, M~f.W "''"""" J.U M&EW ""''"" .to M~'li"-' v ........ ',, MS~W v"'"'" )V M:<BW ,..,.,,.,,,,, J.f' '1.S>."\.\" v"'""" J 0 AFTON WAY Page4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\'.Q1'Joll.3J)~l;'_.'.,,,:c,.M1.;l,ONliP':·¥ffiHE&l/2M§Elr ¥m"l" lO:MSfllt.¥l"iwM•MW\~Y'NQo.30.¥§E\\'_.:v.,ID>111.(L;.tSkl..'li«-~).j)_<,!S~.V-w,M<,9.MSFW-.1'm ;,o3fl¥W':¥.Ywwr }l':!l:/'i?W·Y::r:u,1 lllWif:-K·li-JPo.J1!MS1<.~.~ ... w_-MSJ.:.l,\',_¥m1®.M..M)JlW.¥s>>IQr.3.(.cM.afil\'.-~_{l,)Ol\-JJJ-MSJ:\\'.-'.'>.<.wi>JtJ.0.MS1<1', • .¥u,w,-,.);.lM.'J~ .. ¥m!<1J;l..:o.9-M:iJl.\¥_¥,,r..!,lll_:,,_{!.~~ •• "{{IJJO!>..-JJ) ........ . MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present DatefTime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN V<>>lo:, .i.OM~EW Vcffi,,n.10M&lcW V<t<U,., lUMSf:W \'o,s010 .11lMS!oW\'e>'!<>o l !l"l"Sl,.WV,:,,1<.,, 3JJAl~Eo," \le""'" .<OMSEW Vctfon.1 l\l>fSf,W \'or,o,o ].LlMSEWVe1;,oo JHIS!:.WV"'"'" J.lJMSt:W \l,OOO!d.OM&EW Vmnoe-1 0 MSE.I~ ""'""' 'OMSf:.W Vo,>1,,0 J.Oi.!SL"\\'','e,,,oo 3.0lll%,\"\l~"-io,d.OJ\t\EW Vm""·S.UMSllW Vmom '!lMSf,W V"'"'" 3 O!>!~f:',\' V,-.,.,oo JJJMSl>WV<"'°" .I.O~~~----~ INPUT DAT A: Geometry and Surcharge loads ( of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, 13 Backslope rise 6.00 2.0 14.0 25.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 5.00 ft} Broken back equivalent angle, I= 14.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] lvwo/"" ----------··--------···"·::-;"="'"'' -/-----_-·-·•-i AFrONWAY Page5 of II _ _copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Yin, --,-9wfo/-Kw-"'11-J.OMSC_W.)'o/"'~JJU-j§f"'-¥n. ;;&~\K¥,:;,;.;.,..,.M"'i§'¥:Y·tmo39~W~>'&( 11 l,ru§Q):; Ym ,.)Q,'l,ISl;'il:.J?.""11>)_,jj,MSJ;l,\?-¥mi""i'::8ME""Xt:11,l'll!3..!l-M§fil\:"_.,.._~,..ioR-3@Sll\l.".J.'K A lQN'IPV..-llff'i""l:}_;)_,MSl:l/,'.\if"IM '-9WiID¥-\:"<t>~,or,_3,_(!.M5.£\\'_.M9iK• HfM5.EW.\..,,..,._.,)J.MS!l.l\i-J.'mm-JJJMSHW·¥w'llt.:!.O-MS.fil¥Xm>..""-'-"\!;¥%f>\' Y'fml' :IJJ._ •••• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 11:00:05 2016 R:\l Active projects\Afton Way\Calculations\4·1 SLOPE H:::6'.BEN •">0" ;'.01>1\!,W V,:";c,11.lOM~ll\O Vor,;U,o.lUMSf,W V<'1"''" 1U"l.1Sf:"W\'e,>'OD l H~i~EV,'Ve,,,ou ;IJ!U<;EW "''""'" .<.OM>EW Vor<0»'-1 OM5EW \'rr,c,10' OM51':\VV<1>i00 JO!JSHWV,a'loo ;IJ1M.%'1>' "'"""' .<.OMSEW l'c«i'": ,;OM>f:W l'mi"" .1 OMSf:W Vm,oo '.OMSI:.WVmioo J.0.\1.%WV<M0" 3.0l>l~\;W Ver<icoi.1.UM~f.W \'ors,,.,.• <l MSf:W\':-,,ooo 3 OMS!o"\\'Ve"'oo JJJ~%'1t' V""'io" 3.0 == ANALYSIS: CALCULATED FACTORS (Static conditions} Bearing capacity, Fs = 5.71, Meyerhof stress= 994 lb/ft2• F d In rf D' J'd' F 2 128 E /L O 0472 F . 5 38 oun at10n te ace: Irect s 1 lll!Y. s= ccentnc1tv. e = s-overturnm!Y = # GEOG RID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 6.00 6.00 6.00 # CONNECTION Fs-overall [connection strength] 2.43 2.78 5.00 Fs-overall [geogrid strength] 4.08 5.03 9.85 Geogrid strength Fs 4.081 5.030 9.853 ANALYSIS: CALCULATED FACTORS (Seismic conditions} Pullout resistance Fs 10.616 7.353 6.177 Direct sliding Fs 2.501 3.323 4.883 Eccentricity Product e/L name 0.0321 Mirafi 3XT -0.0088 Mirafi 3XT -0.0561 Mirafi 3XT Bearing capacity, Fs = 3.86, Meyerhof stress= 1217 lb/ft2• F d In rf D' J'd' F 1 413 E IL O 1224 F . 3 11 oun atlon te ace: Irect s 1 mg, s= ccentnc1tv. e = s-overturnm!Y = # GEOGRID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 6.00 6.00 6.00 # I CONNECTION Fs-overall [connection strength] 1.66 1.92 3.30 Fs-overall [geogrid strength] 3.08 3.80 6.64 Geog;rid strength Fs 3.079 3.799 6.642 Pullout resistance Fs 5.584 3.874 2.786 Direct sliding Fs 1.686 2.407 4.144 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.508 (it corresponds to a critical circle at Xe= -3.00, Ye= 15.00 and R = 15.30 [ft]). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.172 (it corresponds to a critical circle at Xe= -1.20, Ye= 15.00 and R = 14.38 [ft]). AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Eccentricity Product e/L name 0.0916 Mirafi 3XT 0.0146 Mirafi 3XT -0.0524 Mirafi 3XT Page 6 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN Vm.ioe.;<.UM%W \tc"i,o, 3 OMSEl'i \'cr,OmJOMSf'WVo,",o :lO),!SfoW\\;"'10 l !!MS!,.,\"V,:,,1Cn.<.IJ!vt~E\\' \tcoci,,n3 UMSEW Vcr<ia,,, .'OMSf:W l'=•m :l t\MS!,.WV..r>»o l()!,lS!,WVe,,ion 3.1/M_',EW Vc"t'>On JUM~EW Vor'"•n . .UMSEIV l'cr,bm.'OMSf:WVm,oo 3.0MShW'I'"'""" J.!J,\l%,\'Vcn,l0l, lUM\EW Vc«"o,3.0MSEW VrnOt11.1 tlMSE\I' V"""" 1 OMSCWV.,»,:,o 3.!JMSbW V=Xl:o 3U --- BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 5677 Meyerhof stress, O"v 993.7 Eccentricity, e 0.28 Eccentricity, e/L 0.047 Fs calculated 5.71 Base length 6.00 SCALE: 0 . -.. 2 4 6 [ft] ..... ..,_,,,,,..,:.,,;;A h»oo/.-'.-"· ••••••••••• illili;;;;;;,:5i;i~--- SEISMIC 4700 1217 0.75 0.125 3.86 6.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] ~1.~fwt,~,;;;;:,oMS[ ..... Vu,om).o~isl:i"V;,;;.,.~.OMSEW\'.,,,_,"3.f,~i:~mvv.~,!ot,3.0U',EWVc,,.;;.:,J.UMSE:W .;.,,;,,,, lOMSE1',·v~~:~·;;;;.;;;1w~E'.Y\·,,,""'"H'tll:~Ew .... "'"'".J.uMbE"~~.WMSr;~~;;:;;,;y{)j,isiwG.,-;-~.3~iiWW<'ilO~w;~,~MSr,_W\·c:r~w~).~Ms-E\v-v-,,-,.,.,H,MSEW\'e"i"O.JO AFTON WAY _J:gpyright © 1998-2016 ADAMA Engineering, Inc. Y . 4)!.~-Ym12 _, ,~:.x ...... .n-.W!L:f5V":Y _;w.,_>,JSD,¥_¥rems'hM'if'Y.\'..,.Jon.3,.(;.Mre_W_.y,,..,H-.l&!Nscy.-_._l,',« ......... )1)M'iflr\1._y,;wsg' ?MS9J':.¥ Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H:a6'.BEN .,,.,_;c,,, .<.OM%\>/ vc,..i,o, .1.0M~"EW l'e«llmJUMSf:ll'Vt-1'"" 1t>M$.J'.WVco"oo JJ•Msb"' \'o,.k,c, JliMS\l\\' \/""''"' .'.UMSliW Vow.m.1 OMSEW \'mo,n.10MSl,\I' Vernoo )QMSb"\\'\',NOn 3J!M.',b'\\' \I'"""' .<.OM~EW Voe'""' 0!.1.<;rns l'morn 't>MSI,.11' Vorn,,o ~ O MSbW\',"'100 jJ1MShW "'"''°" .'.UJ,t%~" V.;r,;,,,, .l.llMSf:W l'mom.1 !>MS~\l'V"''"'" 1 !>M~hW Vo;,on JOMSEW'la"im, 1.0 = DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.128 and Fs-seismic = 1.413 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 6.00 2.501 1.686 Mirafi 3XT 2 2.67 6.00 3.323 2.407 Mirafi 3XT 3 4.67 6.00 4.883 4.144 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0472, e/L seismic = 0.1224; Overturning: Fs-static = 5.38, Fs-seismic = 3.11 # Geo grid Geo grid e/L e /L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 6.00 0.0321 0.0916 Mirafi 3XT 2 2.67 6.00 -0.0088 0.0146 Mirafi 3XT 3 4.67 6.00 -0.0561 -0.0524 Mirafi 3XT =---~~-=:=.~--· _. ·--~-==-~-w--.-~=~-~-==--~-~==~~=~=~-.=.....-_..........,____ __ ~----=--~~.v~c,o=·•~•-·=---=··"=--"-=--~-~--=~=-~-~~~wwwrn=-=-~---.-.-.-.=-.;,~-~-----·---......-,==~ , 0">0" 3.U M~EW """~"' J.U MSJ:V, Ve""" 1 O MSEW V"""'" , o ',!S!,.W Vm,on lJ• '1\E\\" Vo"'°":, U M.~E\\' Vor>ion 3.U MSI:V.-Vo"""' .lO MSEW \'=,,,n' ,l MSE.W Vm,oo l(! 'll5EW """"" 3.1, MSEW \>co.Kai, 3.UM~F.v, Vmeod O Ms~v, """'" • Q MSr:W \',,,.,. , o M~E\V Vm,on 3 U ~1-~EW \'cr,,,on 3 U A!~EW Vm;m, _; O ~\SJ:V.-V=mn , O MSEW \'c,,oon :<o M.'IIN<" v,»t<>n > <• M.Sl>>\' \ """''' .l U AFTON WAY Page 8 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\i_,.,,_..,J).~_.Ypm-rnw~.¥ CI" )J)M5f'fi·"m'fl'l·gys.c,.,.._,;,,.,""'3Jo.Mifil¥_.y.,.,,o]l.3,,t'.Ml,l;Y,'_.~<W')ll.•HI.M8.;_11.,-X -),(l;,.J5Jzy,.J{f!'"'9'i'M"FW-N,y',on~\¥_.,,....,J003.cJ..w.fil~_.~:, ... .w11.-3.0M$.W.-Xw.WJ1.-)Alh\SP\Ye '89'0'1!'D¥-"f mr30l.15f'Y¥mey3..(•~~-·,,,_ffil011,3.0.MS&.W_.~p .. ~,},O~.~--l-~l-MSJ<W .. ¥1'1>!'lo/W#&W-~SE\\.¥~r,;wnJO-_ ..... MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateff:ime: Tue Nov 08 11 :00:0S 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H::;6'.BEN V<""°" >.O/i-1.~6\o V,:ffi,01.lUMSEW Ver<ua, .10MSf.:WVm,io .l!ll,!SfoWVe1>:oo :l.1/~lSC"W \'""io"3/JM.~EW V<o:i<OL .<.U MSEW Ver<im.1.0MSE\\' "'""" 1 OMSEWV-,,,.,o ).OM!U:)\'Vo>,oo cl!J~'L~EWVc"l(,u .<.UMSE\'> Vcr<,c,n_; U MSEI' l'o,,O,n 'OMStWVm,,>o )OMShWV"'>><>o 3'1~L%V/V<f'>"-"• .'.UM~J;\>,' Vmi,,n .l.OM~'f:W Vo"'"'' <>MSf:\\' \'"""" J.OMSi:.WV<>'lOO )llM.%"'' V""X," .l.U ==- RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 405.33 211.11 NIA 4.081 NIA 3.079 Mirafi 3XT 2 2.67 1654 328.84 170.48 NIA 5.030 NIA 3.799 Mirafi 3XT 3 4.67 1654 167.87 129.84 NIA 9.853 NIA 6.642 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 405.3 211.1 5.64 0.36 4303.0 NIA 10.616 3442.4 NIA 5.584 2 2.67 1.000 328.8 170.5 4.55 1.45 2418.0 NIA 7.353 1934.4 NIA 3.874 3 4.67 1.000 167.9 129.8 3.47 2.53 1036.9 NIA 6.177 829.5 NIA 2.786 ~~; ____ /:-.c·'-·c-' ------------------------------·--~-~------~=~=·~··~·-·-·--------· .... --·-·. ---,· ··-------.. ---· ---------=···~··--....... ----·-- ---\ ,..,.;.,. 3 OM~E\\' V<Ni<,'1 ,.o MSEW VmOm 1.0 MSE\\-v ....... :;o ...-si,w v,~""" ].I/ '151!1.\" \","''"' 3.fJ MSEW """°''" 3.U MSEW v..-,,,., 1.0 MSE1,1, Vo,um ··.L) MSJ;W V<1>tc>O 3.f) MSJ:."W ,-.~""'' J.(1 M~.1:.·w "'"'"" 3.0 MSE\\ Vmeo, J O MSEI', VmO•n ·' •lMSEW v.,,..,. JO \il$EIYV.,i.,on 3 r, M.'iN Vc"ion 5.U Al~EW ~ct<ho, .l U MSIIW Ve"""' l 01 Msr:w \'"'"''" ].fl MSEIY v,,,.,. 3 ~ MSE\\" v'""'" 3 0 AFTONWAY Page9of II =Ggpyright © 1998-2016 ADAM'.'.'-Engineering, Inc. License number MSEW-302915 -Yin:rn lQM§f":'."l-'«>JOR.J.OMSE..W.ym"l' l/JM5B-"rl m}Jl,MS.1;&_!,1.w;i,"':}N:!?!¥.Y?1"'"J.Jl.MWW_.ym;,, /ll?'§PZ fy""">->..OMSJ;l/;._l,(miso' >M59"-!'tlm,"':...qMS£l-'>_.y"f'Kln l(lMSE)z-}:qprn,-ill.MS!l.\l.".V.mw,t) 911:J§fWY ey;,,,_-1,lSl;l,\',_l/ '?'l" 19'!1'i'0Y . .Y.,,,oo_3Jl.01'jf»'.-'y•WM.J.(l~\l.'..Jiw_i;,R.J./J"§9Ji-Yrrm'l-..l.'J.MSl&l!'.._l!w.!oo}9Mi'f'¥ YmtW.;,..Q.M~1%;,Ye«W }9·-·----.-. ··------------· ----------------------------·=,~ ·~.~~----------------------------------------~,=~=---·~~---·-----------------------=---h·~----.------------------------------·---·-·---------·--------==---=~=~~==--~ -~-----------.-------------------------~---------,h-~---··· Ve,"'°n .IU/>t',Ell.'V,"im, 3 OMSEW Vm••• 1.0MSEW V<«.,,.~\ll,BEWV1">»n J.<•MSEWV«,ion 3.0~t<,f'.W Ve!>Onn .IOMM::W Vet"'"' lOMS.EW Vm,in '.<>MS.EW \'cnroo )()MS!:."\\' \'e'""'" 3J)M~B\' v,,._;,,,.;1.UM~EW ~er,i•m.1UMSEW Va,O•u .'.\lMS(:.W Vo,,,,1n ;!0!1($(:.'\\'V,1>,on 3.li~'ISSWVc"""' 3UM.',E\\' Vot<i<o.J U MSeV., Vml,u, 1.,ntSf!W Ve,o,oo 10MS[:!W\"c,>,on31'MSE\\" \\,.,,roh3.U MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H::::6'.BEN ll/;i),X>1c .l.OM',EII.' Vc"i,,nJUM.',1,W l'c"i"" .10MSf;WVo"''" '0"f$f.W\"c;"oo lP.~!ShWVONOc, 3.0M.%W V,OOnn .'.0M.',"6W Vrn,n, .lOMSflW Vor,o,o l L\MSJ:.\\'Vernoo 3(1~l.'iliWV'""'"" 3..0M.\l\W'Vce<;on .1.UMSEW l!ors\,.n.;UMSEW Vmi<,o .1 t>MSf!W Vm,,,o }.OMS(:.WV.>"oo :JOMShWVcOO<•l<.1.U~t\EW V«siM1 l.UMSf:W \'ersl,,.1.1 t1MSf:\\' \•:o,Mo 3 OMSl::W\""'"''" lllMSEWVc""'" l.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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 405 1.00 0.32 985 1654 NIA 2.43 NIA 4.08 Mirafi 3XT 2 2.67 329 1.00 0.30 913 1654 NIA 2.78 NIA 5.03 Mirafi 3XT 3 4.67 168 1.00 0.28 840 1654 NIA 5.00 NIA 9.85 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 616 1.00 0.26 788 1654 NIA 1.66 NIA 3.08 Mirafi 3XT 2 2.67 499 1.00 0.24 730 1654 NIA 1.92 NIA 3.80 Mirafi 3XT 3 4.67 298 1.00 0.22 672 1654 NIA 3.30 NIA 6.64 Mirafi 3XT =.a,~-=•=•-•.•~•-=•-•.•=~-· --=-.-=~-.-J.-,-~-~---=•-----• • --------=-~-----~-~-~-J---~-~-'------~--~--J--.-J.~~------- -----.-J.----~-----~---~--W----JJ~----------J-----~--,--'"""'" ;.UM~EW V«,v"d UMM'.\v Vm•m •UMSEV. \''""'" :•OMSEW\",,>,:,o J!•M%'\\•v,,.,,ou 3~U~EW"«<inn <OMSl:W Vet,a"1.lUMSllW Vor,,,a :><>IMlf,W\'"'""'" 31'',!~JlW\'m,on 3(,MSEV,' v,,._;,,,. .l.OMSEV, 1,..,;..,, .HIMSUW v.,,;.,,, "•t)MS!;.W\'u .. 1t1J.OM%W\'""ioo 3fJM5h'\\"V«,;ou JO MOE\\' \,orsL'od.UMS~\I,, Vc•,i.rn 1 LlMSf,W V"""" l-OMS!r,V \\.,...10113(,.\1Sb'\\'\,o"'°" .l.0 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 10 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 11 :00:05 2016 R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H=6'.BEN V«W" ;.OJ,L',EW V01,it,n.1UM&1i\V Vo,,u,,, 10!,!Sf:\l'Vm,io 1 n~Sf:WV<0>1<>0 l (!~fSIOWV<"'o".l.UltL~EW V.:1>i,,B3.0M~EW Vor<m" .lOMSf:11' \'or,;.,o 1 OMSf:WVer.,100 ](•MS.I:\\'\'"'"°" .lJ/M$t;W Vco.i<otJ.UMSEW \'<1,;,o,J GMSEW Vor,1,,a 1 OMSI:W Vmcoo J.OJ.151,.V{\'emon 3.0M.%WV<"""" .<.0/LL\l;W VmjM1 l.OMSEW \'of<OHl .1 i1MS!:II' \''1>100 l OM~EW v,,,.,o, J()~1.%WVeNO!, ;!0 .-.-~~= GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.508 (it corresponds to a critical circle at Xe= -3.00, Y c = 15.00 and R = 15.30 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1015.00 and R = 15.30 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.172 (it corresponds to a critical circle at Xe= -1.20, Ye= 15.00 and R = 14.38 [ft] where (x=O, y=O) is taken at the TOE or Xe= 64.42, Ye= 1015.00 and R = 14.38 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer# 1: "{ = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 AFfONWAY Page 11 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .l-'.<IDO!l•,IAl.l>f'jFW-Vs :'ll'·J.J.l,\1,\11:;W.Jl.e,m l?':15£W·.¥rni<,o.-9MS.E-W.'-"T:t»:&J1-MW¥ .• ',!.,,.,."q,r,i,w;w.y<-OOOR·;..oMSt.W.JU,:,lo&/JlMSJ<l!.'-.¥<-l,OM'ir¥»» @:0-.<!-MS.&WNm\()n 3pt,!!\E\\:.J..©JOR40N§fW'rm'fll'-W.MSJ;.W .. ¥.,si<,n.;<,lM£El!J·J>J'l.NO<>M!-M:il,W}"rm:m.4t•~"-~:m;rr l!lM§!:1"..',-pioM•;9N&W-Ymm.lM01SJ.;.ll,:'.¥fR-"M W.MWl"¥"'i'1®.3..'1-M8¥' . .Y•q;lrul }It . MSEW --Mechanically Stabilized Earth Walls Present Date/Time: Tue Nov 08 10:59:15 2016 R:\l Active AASHTO 2002 ASD DESIGN METHOD AFTON WAY MSEW(3.0): Update# 14.96 PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFfONWAY 653-000 GEOGRID RWS, INC. MMM H=5.3', 4:1 SLOPE BACKFILL, ANCHOR VERTICA BLOCK, MlRAFI 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:\l Active projects\Afton Way\Calculations\4-1 SLOPE H ..... ..... s\4-1 SLOPE H=5'.BEN Original date and time of creating this file: 10/4/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFfONWAY SLOPE H 5'.BEN = nn8-2016 ADAMA Engineering, Inc. Page 1 of 11 License number MSEW-302915 ----------------"" --------'--a---------~ ---------------"-------------· -~~--~----------~---"·----------------•· -------------· -----·-----------~ --~------• -----------------------•--------------------------------------•---·-----•------------------'V<"®" 3 OMSEV.• 'iloOli<,,t; Ull.ti;EW Va<lt,n .\0 MSEW V<1>0•0 ~.O ),l:iEW Vc,-»n ).(, MSEI\' \'''""" 3.0 ~L<;EW 'V<n<io11 .l O MSt\V Vwnnt JO MSf:W Veo,;;,•n :> •) MSEW \'c~""'" J.O "1S1,"W \"c>,100 3 0 ~t'iE\\' V,rsic.n 3 Oll.1/iEV. Vruieoi, .1.0 MSEW Vu,i,,n '0 MSf,W Yu»>n} 0 l,ISE\Y \\""'" ](J M.<;1,W V<<>W11 3 0 M~EI\' Vor<koi_lll MSl'-W Vm•,n .1 tl MSf:W Vm"'o 3.0 MS&W \\.,.,;,,,, 3 {' MSE\\" \'<Mon 3 0 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/rime: Tue Nov 08 10:59:15 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=5'.BEN """'°" ; Oll-l~EI\' V<r,;;,0,3.0 MSEW Vot,ou, 1 0 MS1'W Ve1>1,1o .1 ll )<!Sf.W Vei=o Jr. .\!Sb"\\" Va,,,o" 3./J U~EI\' """"'" .100 31' MS!:.W V •>'->On ;IJJM.'iJ;I\' \'co,ic.11 .l.OMSE\V Vo,«<•n .> 0 M~f:I" V«,O,o .Hl MSJ",W V<·1>"'" 10 "1ShW \"•"»!On 3 r, ~t!ih"\\" \'c""'" ;1.0U'iEW "a,i,od.0 M~1!W l'«<iuo J \l MSf:\\' \'m-,o .1 n MSJ",W \'"''"'" 3 fl MShW Vo""'" .s.o -~~--~--- SOIL DATA REINFORCED SOIL Unit weight, 'Y Design value of internal angle of friction, RETAINED SOIL Unit weight, "{ Design value of internal angle of friction, 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouiv. 125 .0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.4015 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHl-00-043 equation) Kae ( Kh > 0) = 0.5935 Kae ( Kh = 0 ) = 0.3835 Ll Kae = 0.2100 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Page 2 of 11 --"h!lPYright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .,. kJ~MW,Y.:Me!QN'@l,;-Ji+ JM.MSJ:».'.l.fm:w'JOM'f[W!i-ffi ,/~-" !2•:'UMSfYHlf'l!ll<J.OMSl;_IJ.,'..),hm,JQl::15QYYwwM-MSD,\',_J:ri;m"jOM'if"-\ffi"l';i!.Ollil>W-~-. nWNSfll.-Y '!'1'8l.fl'!Slt""-~-.9!::l§fWYfIB'l":19-M~JJ.i!,:_l, ior3[M§f}}-Y?iffi-3.U.Ml>&.11-'.Y' ll,JIJ\!S@Yfzr;J-l!/M$1»~-~0Jl.~X ms"MSf})-h~· J(). __ •••• MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:59:15 2016 R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H=5'.BEN al,T)OO;, 3.U~l~EW V<"'"'".'UMh'EW Ver;iL>o.'OMSf:W V"'"'" .111'-!Sl:.WV.,,,o,, 3 !>~1SC"\\'Ve,,io" 3JiUW~' \'<<"ion .\OM~l:W Vot<""'·' OMSEW \'o,so10 )OMS!',W\'m,oo )llMSl,.'\YV<>>100 :l UM.WWVec:<k,n JUMWW Vwi<.,1.iOMSEW \10,,\.1• .' ~MSEW Vmtoo )Jl),fSl:.W\'=100 311~1.~b"\\'Ver,,ot, .'.UAL~!,W V«,i<01 S.UMSEW l'o"l"".1 <lMSf:WVem,o J.ll\lSl:.'\1' \'e,;100 )OM.%'WYe"io" .1 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geogrid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar<j) 0.85-tanj> 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z Kl Ka 0 ft 1.00 3.3 ft 1.00 6.6 ft 1.00 9.8 ft 1.00 13.l ft 1.00 16.4 ft 1.00 19.7 ft 1.00 z [ft] 0.0 0 6.6 9.8 16.4 26.2 32.8 ,-------------- Geogiid type #3 7400.0 1.15 1.15 1.60 NIA 1.000 30.00 0.85·tanp 1.0 1.0 ' Geo grid type #4 9500.0 1.15 1.15 1.60 NIA 1.000 30.00 Geo grid type #5 NIA 0.85-tanp NIA 1.0 Kl Ka 2.0 3.0 • ! . ! : ! ! ! i -----~--~-~---=·== J ----------------------------·J."J.~--~-~J--J ~-J----~-------~-----~,_-__ , _____ _ \ ''""n 3 UU\EW """'"" ., U l>t%"' """'" 1 U MSfi\ti Vm\oo 1 o \-!SEW ""'""" lb '!~E\\' v.,~"'" JU MSEW ,.,,,,.iou ; u MSEl'v Ven,;., .l llMSEW \lotsi<,n :>.,l MS&W ""'"°" 3.r MSE\Y \'.'""" 3.1< M~h"\\' """"'" ~ U M~Ell.' Ver"'"' l U MSJ:.W v.,.,;.,n '.il MS!,W V,,s,on l.O~Sh"\\' \\rnor, 3 1, M.~E\\' Ve,,.-,on 3.0 M~Ell.' "'""'""' ·\ U l>!~'E\\o Vm"'n 111 M%W V,rnon l.0 M~L'W \\-,,.,oo 3.!! MSEW \'e"''"' 3.U AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. Page 3 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:59:15 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H::::S.BEN V<l>io" ;\.t,M~EW VO<',><,U .•OM~1lW Vo""'" '0l>!Sf,W l'm•10 1flM51,.-W,.,,.,.,, lJ!.\l~I,."\\" v,,...;,, .. 3J!~L'i\;\V "'"°"" .1 OM~EV, """""'"; OMSf:W """"" 1 OMSfo\\'V=w• 3.rMSh·w,,.,,,..,n 3J,M.%W "'°"'"'·'Ohll,"J;\'111'«<;,,.. .1 UMSEI' ""''"" .1 OMSfoWVm"• }OM$hW''''""" ]JJ.\t%WVen,>01,.<.lll>L\EW Vm;,., .l.UMsf.W l'o:oiuo .10Msr,wv,rn,m J f}MSf."\\'V<>>lOO J.f)M.%~' "'"io:d~ ~----- INPUT DATA: Facia and Connection (accordini:i; to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. ****** FA CIA 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 ZIHd To-static I Tmax or To-seismic I Tmd Z/Hd 0.00 0.25 0.50 0.75 1.00 Top of wall ! : ! i : :. I I 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 Ci ( n CR ult <2J Ci CR ult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #l 3l Geogrid Type #2 Geogrid Type #3 Ci CRcr Ci CRcr Ci 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 (JJ Ci = Confining stress in between stacked blocks [lb/ft 2] <2J CRult = Tc-ult I Tult <3l CRcr = Tcre I Tult To-static I Tmax or To-seismic I Tmd Geogrid Type #4 Ci CR ult 0.0 1.00 Geogrid Type #4 Ci CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 Ci CR ult NIA Geogrid Type #5 Ci CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 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#S NIA NIA NIA 0.50 --. ---------····-------------· ------~~-= = -~··· -----= --~~-------~----~-~--~=---\ °'""'d UM.\EW Vo0<Km .l U MSEW Vo,,,Om 1 U M.Sfi\\-Vcn•'-" ~ 0 MSEW \"'-""'"" l.H!Sb"W """""' 3.0 ~t~EW \.OllOoit J UMSEW Vo,,;,o, .1.U MSE',1-Ver<o•a '.tl MSl:W Ve,,.oo Jr. 'll"Sl>W \\,'>or, 3J, MSb.,_,,. \.e,s,011 c'I.U MSEI\ Vo"eo, 3.U MS!:\\-Vt:,o,n .'.'1 MSEW """"" :rn MSE\\" Vm1on 3 (1 M%"\\" Ve"'°" 3.0 MSEW Ve,.io" 3 U l>!SEW Vo,,,,,, .1 ,1 MSfiW \'rrnon :; 0 MS!oW V,.,,.,.,,, 3 0 '11_<1,"\\" Ve""'~ 3.0 AFfONWAY __ C_qpyright © 1998-2016 ADAMA Engineering, Inc. Page4of II License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:59:15 2016 R:\l Acti1,,·e projects\Afton Way\Calculations\4-1 SLOPE H=5'.BEN ··""'" 3.llM\EW ~<«"'" .\OM~"EI~ l'o"inll .1.\lMSf:W l',,so:o 10MS!,W\'e,"oo ).!!~!SEW \',:,,,r,:n cl.(JU~ll\\' \w,.,,,,, .l.Ol>l~e'.W Vcr,<01.s OMSJ;W Vmo,n .1 QMSf:\l'V,rnoo JllMS~;\\"'li">•:rn 3.'!M.WWVe""'" .<.UM~EW Vor,icm.'.OM~r:I~ l'er,0,a 'OMS&W Vmc,,o }.OMSf:W\'"'""" }/JM.%W"""""' .<.O~L~li\l/ Vo«""' .i.\lMSf:W I'm,,.,! OMSf:\I' Vmcoo J OM~f:"\VVe.,ion JOM.%>VVe,,io,o 3.0 .~ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 5.30 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 4.30 ft } Batter, ro Backslope, 13 Backslope rise 2.0 14.0 25.0 [deg] [deg] [ft] Broken back equivalent angle, I= 14.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 [ft] bj>/•·•·•·•·• ............ ;;;J;;;-ww ............ x:;;;-w=x ....• :,:-:-·-··-,:j r ---~-~---··••-\ '""°" 3 UM~E\\' ,,,oo,_,,, JU MSEV., l'm,m J.U MSEW Vo,,••• '.> O'dSl'.W \''-""0" H, 'dSl!I\' \'"'""" 3.0 MIE\\' \lo"i"'' JU MSEI>. Vo,,l<m ., 0 MSE\1-V=in•n ' ,l MSEW Ve""'" 3 ~ MS!!\\' \',,.,.,30 3 !J M_\EW Ve""'" .1 U MSJ:W Ve,;,>» 1U M$EW v..-.,,,n ,.,J MSEW Vc,,-,n '.> 0 'dSl,.W Ve>»<>n JO 1!.~EW Ve"""' J.U M~EW Vo,,in" ., 0 M~'EW l'e•,,m 1 <l MSf,W """"" :; 0 M~L'W \\"ioo 3 (J MS!,'\V Vo""'" 3 U AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 5 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:59:15 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=5'.BEN "'"""'" .•.UMWW \/""'""' .iUM~l:W \!a,iimJOMSEW \te,,;.,o 10\IS!'.WV<O»>O )J/J.1St-.,,.·V,:"""' 3J!U%11>' """°''" l.UMSEW \lor,<m .lUMSEW Vo,.o,o.1 OMS!;c'\\'Vtrnoo 3.0MSl:.'WV<i'1oo 3JJM.',J;>VVco,ion 1,UMSEW \lo,,i,"' l.UMSEW l'or,a,,, 'llMSI,W\'<·1>.,o '0!1:!Sl:.'WVer,.,oo 3J/~1ShWV<ooot1.'.UUWII>' lf<olito, ,l.UMSEW l'o,.Ot>iJtlMSJ':\\'\'eu,oo l O'v!SEWVe,;,oo JIJMSb'WV"",o" 3.U= ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.21, Meyerhof stress= 891 lb/ft2. F d I rf D' I'd' F 2 044 E IL O 0558 F . 4 94 oun ation nte ace: rrect s 1 m2:. s= ccentnc1tv. e = s-overtumm2: = # GEOG RID Elevation [ft] 1 0.67 2 2.67 3 4.00 Length Type [ft] 5.00 5.00 5.00 # 1 1 l CONNECTION Fs-overall [connection strength] 2.73 3.83 6.92 Fs-overall [geogrid strength] 4.71 7.14 13.65 Geogrid strength Fs 4.711 7.142 13.653 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 8.722 6.570 6.402 Direct sliding Fs 2.434 3.421 4.644 Eccentricity Product elL name 0.0371 Mirafi 3XT -0.0122 Mirafi 3XT -0.0488 Mirafi 3XT Bearing capacity, Fs = 3.32, Meyerhof stress = 1123 lb/ft2• F d f I rf D' t I'd' F 1 348 E IL O 1401 F . 2 82 oun a 10n nte ace: rrec SI !Il!! s= ccentnc1tv e = s-overtumm2: = # GEOGRID Elevation [ft] 1 0.67 2 2.67 3 4.00 Length Type [ft] 5.00 5.00 5.00 # CONNECTION Fs-overall [ connection strength] 1.90 2.64 4.49 Fs-overall [geogrid strength] 3.63 5.30 8.93 Geo grid strength Fs 3.627 5.302 8.931 Pullout resistance Fs 4.720 3.379 2.774 Direct sliding Fs 1.632 2.500 3.839 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.607 (it corresponds to a critical circle at Xe= -0.53, Y c = 13.25 and R = 13.26 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.173 (it corresponds to a critical circle at Xe= -0.53, Y c = 13.25 and R = 13.26 [ft] ). Eccentricity Product elL name 0.1017 Mirafi 3XT 0.0088 Mirafi 3XT -0.0436 Mirafi 3XT AFTON WAY Page 6 of 11 • Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 -\'.m»RJQMSE)l: __ ),,fflJ,tt !:9¥¥i!"-Y5fl"l'!'J,1l-~IS!al¥-.~..<OMS.Ji&'-'y;" :lt·M>EW.Y<»IOll-3..<J.Mm.\l/_.\t«wlWQ?;l§["fY o J..jlMSKW-.¥......,.M.MSfil":"1"W"M-M'iE'¥:¥<»J0<•.3.ll-Jlilll;y_.\.'.ffi'O'lJJJ.),!,ifJ>,_.)i.,,,'l1 ·1'!1:'§f'lr ¥ 3189 30M5f.,W-.¥mw "l.!!,MSW1¥-"'W?'i Jf,MS'ffi'.-} 'W',itJJ.lhU'>&.1''.-limi,,w.-l-O'{§f'Y-Y-rrr 'l:JJlMSW.¥w.a.oa,'.1.Q-M:l.&\le.¥wwWll:Will' YS'VAA.3.Q._ ••••• I I MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present DatefTime: Tue Nov 08 10:59: 15 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=S'.BEN .. ""'°" .<.U M~EW Ver<i,,n ,1 0 MSEIV l'or!bm .1.0 MSfoW V,;,-,o .1 0'1Sfo"W Ve>>.'>o lJ! ~1Slo'II' \'""'°'' 3.IJ it~J;W Yoo.,rnt .< U M~EW Vmd,n .,.o MSf:W Vor,o,o 1 OMSl"oll' Vencoo J.O ~!SEW Vm100 3 OMSOW '""'°" .l U MSEW l'e<,;a\ .1 U MSEW l'mn»t 'OMSf.W \'ornoo } O .Sl~l:.W v.,,,~o J <J ~1.'lEW """"'" ;<,UAl\EW Vmic,n .S.U MSf:W l'e,>"'n ., 0 MSE\\' 1'"1>100 J.OM~foW Vermo )JI MSbW V,o,.,,, .< U .- BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 4641 3732 [lb/ft 2] Meyerhof stress, Civ 890.5 1123 [lb/ft 2] Eccentricity, e 0.28 0.71 [ft] Eccentricity, e/L 0.056 0.143 Fs calculated 5.21 3.32 Base length 5.00 5.00 [ft] SCALE: 0 2 4 6 [ft] ;;,>,:,:,:,:,:,:';,.,:,:! .. : .......... ;..,:'\ •••.••••.•.. ,.CC,:'..:,:.:-,,,<.;:.;:, =~.w~·•·==·'····~=~·~=w~.---.-=-~-~-~·~·-·-·=·~==~==•··===-~-~-~~~------. .-.-.-~-~---~-----=-~--------_J__ __JJJJJJJ_-_ __ ,-~--,---~~----"""'"'" .WM\EW Ven.~,n; u M~EY, Vmo»>.1.~ MSC,Y, V,,,••o ? OMSfoW Vcw.,o a<> "SEW ~'•""'"'" 3 '' t'1.~t:w \ooo.i"u ., O MSIC"' Ve,,,rn, .' ~MSf.1' Vmaaa ' \l MSf.W """'"'"Jo MSll\\" V,= J.(,MWW \om-l,,n J.UM'iliW v.,.,.,,, .1 0 MSE1' V=1,•n , •) MSl",W Vc"i-,o ~.0 MSFW \'•'""" 3 !, ~l~E\\' \'e.,1rnd U M~E\\' ll<r<;,,,, 3.(1 MSEl'I Ve,.iun l 1HtS~W \I"'""'" 10 MSH\V \',""'" 3J, MS!l\\' \'e,~ior, .\U AFTON WAY Page 7 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ~'."!'\'s..'t.O.~-Y:--~aN§R''.Ytr:'"'!l:,;i/<,}5~._¥,-.,.,.}/'~";r;w3&-Miiffi5X<1>»"-3.'}M$)Y.-JiK-\\',Ym; , -OMj,&W_-ll·,;_io,t,3)).MSli,_IJ.:.'l-. ti OJl:'§f"r-Y smM-MSJ.l!>'-_¥,,...,..1,,ll-M~I:,)¥ "W J n'J:'S&W_S R..l.ll.MSt:Jb'.-l<.<vl!,JtJJl,~_.){ffl:"':J:i'"MSPf·¥w!\"01l.-IBl;.W¥=ioo:l.( ¥5EW_-V,•t;<")k..l0.········· •••••••••••••••••••-.-.--,==•.·.-.-.-.-.---• Y.·.-.-.----~-----~·-.··.-.--·.·.o ~,,---~---·.·.·.·. ·.. ............. -••••• .·.·.· .. ·.-...• ,.,..~=-··· .... · ... •=• •• ~--·.·.·.·.·.·.·----~-....... ,-• ....•. ·.·.--W~~ •••••••-.·.·.·.··.·-~---~---.·.-,.~ --··••••••••••••• ,~ \ ""'"'" 3 OM~EW v.,,.,., _; U MS[\I, v ... o, .. 1.0 MSf,W v"'"'" :,.o Mst,.w \'"""" 3.(• MSHW \','"°'' .l.O ~L~EW \.en.in,d.(1 MSEI< v.,,;,,,, .1 0 MSEW v« .. ,n ·' •) Msr:.w \\,~10• 3 Q ',!SEW"''""" 3.r, M~EW "'"ion ;l O MSEI\ ~ ... ,."' 1.0 MS!l\l, v..,. .. ,,, '•JMSJ;W Vei,~'" 3 0 MSl>'\Y ""'""'" 3 (J MW\\' Ve""'" 3 U M,\FI\' vm;,., .H.1 MSllW Vmmn .1,1 MS~W \'e1,.on -; O M>EW \\"""" 3{• M.IE\\" \ ""'"" 3.U MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:59:15 2016 R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H=:5'.BEN Ve....,,,..,.UMSEI>/ v,,,..,-i<,n.< OMSEW V<t<i<'l1.1.UMS1':W Ve,,.,a 10MSl:.W \",moo 'l!!\!~bWV,:,,,01d.!JM.~E11!; V<""'" .'.UM\1,W Vor<i:,,, SOMSf:W Vom,o 1tlM5!':\l'\"e1;;.,o JOMSI:.\\"\""'"'°" 3.!JM.\lll.\"'11,""'1,.<.UMSEW V~,ic,n . .OMSEW VrxsOm 1 OMSf:.W Vm1,,o JO'-l~hWV,,>>0n JfJMShWVee.-.;,a .'.UM\EW Ve«i<01.' UMSEW Vmu,n .'tlMSf:.\V\'o,,i"a J.n M~loWVea,.,o J(JM~h,>,'Vee.,01< .lO ,-···- DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.044 and Fs-seismic = 1.348 # Geo grid Geo grid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] I 0.67 5.00 2.434 1.632 Mirafi 3XT 2 2.67 5.00 3.421 2.500 Mirafi 3XT 3 4.00 5.00 4.644 3.839 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0558, e/L seismic= 0.1401; Overturning: Fs-static = 4.94, Fs-seismic = 2.82 # Geo grid Geo grid Elevation Length [ft] [ft] 1 0.67 5.00 2 2.67 5.00 3 4.00 5.00 AFTON WAY __ Copyright© 1998-2016 ADAMA Engineering, Inc. ' e/L e/L Static Seismic 0.0371 0.1017 -0.0122 0.0088 -0.0488 -0.0436 Geo grid Type# Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Page8of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfON WAY Present Date/Time: Tue Nov 08 10:59:15 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=5'.BEN ~;,,,.tQAl~EO,' v""'"" .1UM~llW Ve,;iu" .1\lMSf:W V"''"'" 10)',!SJ:.WV,_.,,-,,,, l.n~1Sb"\\" ""''°" 31!At%11>' V<N<n, .<U,\l~Ev, Vor<01n.1 OMSf:W Vmc,,o '\OMSf,WVe,;too 3P.MSb'1\"\'<1>><m J.~~1.\\;\VVc0,,0" ;<.UM~EW Ycr<i1'ld.UW,f:W VmO>o .1 OMSJ;W Vea.,,,. 30MShW\'<>,aoo },QMSE\\"V""""' 3UJ>.l\EW VOOlico13 01.ISf.W Vw;.,., 'llMSS,W \'""°" 3 OMSf:WV'"''°' J!1,1sl1W \,,,.;,,. .'.0-.-• .-, RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 351.10 167.92 NIA 4.711 NIA 3.627 Mirafi 3XT 2 2.67 1654 231.59 128.63 NIA 7.142 NIA 5.302 Mirafi 3XT 3 4.00 1654 121.15 102.50 NIA 13.653 NIA 8.931 Mirafi 3XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 351.1 167.9 4.64 0.36 3062.4 NIA 8.722 2449.9 NIA 4.720 2 2.67 1.000 231.6 128.6 3.55 1.45 1521.7 NIA 6.570 1217.3 NIA 3.379 3 4.00 1.000 121.1 102.5 2.83 2.17 775.6 NIA 6.402 620.5 NIA 2.774 AFTON WAY Copyright© 1998-2016 AD AMA Engineering, Inc. Page 9 of II License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:59:15 2016 R:\l Active projects\Afton Way\Calculations\4·1 SLOPE H=S'.BEN V<"'lCI" ;i.01\-l~li:\\' VCNic,11.HJM~'Elv Vtt<u,, .10MS!o\l' l'r,,•10 1fl~SlcWVe,,,oo ].<,~f51,WV"'>">td.l!it~E\\' Vcndco, ,l.UMSEW Vor,;,,., .1 OMSCW \'rno,o 1 LlMSE'1'Vet>wo lO~fSh'.YVe,,,oo 3J!M.~1'WV«,irot'1.UM~EW Vc,,;01.1.0 MSfW Vm,to' nMSJ;W ,;.,,,,, JQM5£WV.,,,oo Y•MSE\,\C \l<M01<,<0"1~E\\' Vffi,cod.UMSEW l'c"""'.1 OMS.C:\I' VOlswo J OMStWVroroo ).QM.%'W "'"''"' 30~ 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 Geog rid Product [ft] PbiftJ connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 351 1.00 0.32 960 1654 NIA 2.73 NIA 4.71 Mirafi 3XT 2 2.67 232 1.00 0.29 887 1654 NIA 3.83 NIA 7.14 Mirafi 3XT 3 4.00 121 1.00 0.28 839 1654 NIA 6.92 NIA 13.65 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CR er [lb/ft] 1 0.67 519 1.00 0.25 768 1654 NIA 1.90 NIA 3.63 Mirafi 3XT 2 2.67 360 1.00 0.23 710 1654 NIA 2.64 NIA 5.30 Mirafi 3XT 3 4.00 224 1.00 0.22 671 1654 NIA 4.49 NIA 8.93 Mirafi 3XT AFfONWAY Page lOof II Copyright© 1998-2016 ADAMA Engineering, fuc. License number MSEW-302915 .v, ... O lQ "SF'Y·~-....... R.J.OMS(\\:.~Y:liWPtl.O~lSJ.lll!._~1@lj'¥¥woo:O..Co.Mm','_.I,'"' er 31 ':'§fl't'-~~WOR-W~\l,'..)ltfj • _]OMSl<»~¥M!eWMSE-\'i-.'iffii'1<>M.MSE,.W.1,'srrr.3.Q.~_.v..,.Joa!M.1SEV.--\,-.J,O.NSI.W-.l/m n.;WM.5.l;l,lc:_Ynm2 }OM>B':·'>'">""'3,(tl,,JS£W·\li/>WR.J.0~--J.iw\r -lJJM@·Y«"""-M-·M5RW ¥sE,,,,,.Ml,MS£\¥X=rr 1£ ¥5f\\:_.Ve,smJ..o._. ____ _ MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffiine: Tue Nov 08 10:59:15 2016 R:\I Active projects\Afton Way\Calculations\4-1 SLOPE H:::S.BEN 'tc,,Jo" 3.UM~EIV Vc,,ia,o, .'OMSE\O Vo"""' H)MS!':W l'e,sS10 .JUMSl:.WVc,,:oa "lfl \!5hWV<"'""3.0M.\E\1\" Vcr10<aL .S.OMSEW Ve""'" S UMSCW Vcrso,n.10MS[,11'V,-n100 3rMS1o"\YV<»,oa 3JJM.%W Yo"~"•.<.OM&EW l'or<i<,,1.1.0MS[:W Vv,,.,o 1 tlMSEWV,,s,oo 30'f5£WV,•l'!oo 3JJ~l%'\\'V«>l<>lt.<.UM~EW V""'""' 30M~EW \'o,sn,,iJOMSfoW \':,,i.io) OMSJ,W \'c..-s,oo )!JMSb.W\e""'" .1.~ = GLOBAL/COMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.607 (it corresponds to a critical circle at Xe= -0.53, Y c = 13.25 and R = 13.26 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.09, Ye= 1013.25 and R = 13.26 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.173 (it corresponds to a critical circle at Xe= -0.53, Ye= 13.25 and R = 13.26 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.09, Ye= 1013.25 and R = 13.26 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 Soil layer # 1: y = 127.31 [lb/ft 3] X [ft] 0.0 6.6 13.1 y [ft] 1001.0 1001.0 1001.0 #4 #5 #6 #7 = 25.0° C = 0.00 [lb/ft 2] 19.7 26.2 275.6 282.2 1001.0 1001.0 1000.0 1000.0 #8 288.7 1000.0 #9 295.3 1000.0 #10 311.7 1065.6 #11 328.1 1065.6 AFTON WAY Page 11 of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 L . !W9-!:!§fl>:-\. . J n','§fl>_-Y..,: .W,MSQi, ¥<:!uM.f9Mff':Y) . ~Yi:>> lil-JM&lk.Vfl' /U'1ifl,1,_-li: )JJ.MS~·-¥''¥'11:'"~MS&\¥¥rnw~i!-'-'1>£.W¥""°"-3Jnl§f\\'.-~:ww1',lF:!::lS!l\Y·Yw'°" JQ¥5Dl1-Jl-o1w oM>+!§f~¥ft390N!MW't¥.\!''!'"'f...3.icMi,J;:W-\·· M9f M?'W.-km>"'--W!\.!8Qli-¥fr.uo11:M WW&' ¥H'U'W: ''IMWWYro 1' M<-M'\EW.-\.'=io1LJ.J.\_ ..... AFTON WAY SLOPE H=4'.BEN -----·------------------------------------------~ ----------·-·-------------------------------'------·-·------~~--------------·-'---------------------------=·--------~---=~ AASHTO 2002 ASD DESIGN METHOD AFTON WAY ------------------=------=-~----------~-"'""~~~(~.()):J!p~~t~6 __ -___ ---~···==--··--·--·=------=---···--·-~ PROJECT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=4', 4:1 SLOPE 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@redlengineering.com Original file path and name: R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H ..... ..... s\4-1 SLOPE H=4'.BEN Original date and time of creating this file: 10/4/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. AFTON WAY ; Copyright© 1998-2016 AD AMA Engineering, Inc. MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:51:04 2016 R:\l Active projects\Afton Way\Caiculations\4~1 SLOPE H=4'.BEN )11•:0,00a ;.QM',!,\!/ Vcr,;«11.'0M~'EW Vc"i'"' 1 UMSl':W l'om,o ~~~ISbW\'e1'10o :l.{).\ISl:.W''"'"'cdJJ~t~EW Vmic,,dUM~'EW Vcrsimi.SOMSCW \'01s010' OMSf:WVen100 3.{)M.'il:."\Y''<l>KI" 3</M.\!N! VeN!od.UMMiW l'c"ie>ll .lOMSf:W Vo"'"' 0nMS1'WVe,,.,,o }OMShWVci>100) [JMSbWVc"x,n.<.O~mi\>/ ~"""'" .1-0Jc.lSEW Vo""'" ,1lMS!':WV<1scoo l OMS!oWVcm:m J{)MSh"WVe,,,,m .W -.-.--~--.--~ SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, cj> RETAINED SOIL Unit weight, y Design value of internal angle of friction, cj> 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouiv. 125 .0 lb/ft 3 Equivalent internal angle of friction, <!>equiv. 28.0 ° 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, \If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.4015 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A= 0.310 Design acceleration coefficient in Internal Stability: Kh =Am= 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 0.5935 Kae ( Kh = 0) = 0.3835 ~ Kae = 0.2100 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. -----~----------·-·--,~-~·=~------~-~--~--·-·=•J_._._._._w ---J===--·J~·A~J-•JJA·-~w---=...,___---=-----~J~~--. .-~---·· -------=--V-V~~~~==--=~-~---~------~=~~=~=~-.-~-.-.-=--"--==•~~·-'''""'" .l U/t1.~E\II" Ver1nro1 .i O M~~V,, Vmicm l OMS~\\" Vmo•o :, n l•l:iEW YC1"'1n 3 !! Wil:."W \\o'lon 3 U MSE\11' '<<r<ira, l U M"l:W Ve,,am .WMSel' "•1oi,1a ;>.!l MS!,W \',nt<>", <• MSE\Y '°"""" 3.0 MSEI',. """"'" ., OM<oEI>. hr,i•,,, .1 ~ MS~W Va,i,•n ·'·'_l ~SloW Yc1>,>J1 ~.O !>!SEW V,n,on J" MSliW """"'" 3.U M~EW Vec«o,i ; V M:<l:W Vo.O!mo .,.,, MS~W \"<:min \JI MSl!W V,"Noo 3 <• MSh-V.' \ """'" J 0 AFTONWAY Page2of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License nnmber MSEW-302915 V·r>100 ?QM5F\\'Ym, l l,()Nm:.w • .v,mm:,l,ll.ll.Klq'i.¥mii)q. 'LO.MSf'¥11m\Oll.JhM'i8W_.j.',,C}J<)n_3J.'.M..~'K.V'f""llt"Hl1'!Sl:I\Wnw•]JJNSF¥:·¥mMl O.MSlj\1[.SID!'IP.&.M5f:l¥_.~ffi"'!'3'1J.l,lA&W •. )',;t<}O~JJ)M§f'.Y·Ym m·J{l1'\-Wl'<,_~M_MSf,lJl',_¥~})l~'{f~'J)_.M~J;)¥_~:<tl)K'{l.3-l}~m,w.v,mimaJ!fWifl'::"-Yeawu.;JW§91'.J.'ff'"""')}.)_MSIW·-¥mt©.i.ll~~.~EW)";\,,<i-M:@)'.·Ymu,, 11'···· MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Tue Nov 08 10:51:04 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H:;;4',BEN \l<f'XI" 3.UMSEW Vo«><a1.'.0M&li\V Vct<ilmJOMSf.W\'c1>"10 .l!lMS!,WVei"oo 311.\ISb"W\'.:,,io,dO!vt~EW Veeo<m .~OMSEW Vm0013 OMS!'.\<' V<rso>o' OMSf.WVei>100 31lM~"WVc,,x,n JJJM.~FWVcM,,,;<.OMSEW Vmi<'li.1.UMSE\V Von,,n 'OMSJ;W VMsMo 30M~hW'\/e,,,on JJ,.\1.%'\\' Wtl<lt>1<;l.Ollt\EW Vmi<od.UMSEW l'<"""'.1 !!MSf,_\\' V"""" l OM~tWV"'""'" 3!JMSHW V,l>io" 30--~------ 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid ty12e #1 tYQe #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA 1.000 1.000 30.00 30.00 0.85-tar~ 0.85-tanj> 1.0 1.0 Variation of Lateral Earth Pressure Coefficient With Depth z 0 ft 3.3 ft 6.6 ft 9.8 ft 13.l ft 16.4 ft 19.7 ft K/Ka 1.00 1.00 z [ft] 1.00 1.00 1.00 1.00 1.00 0.0 0 6.6 9.8 16.4 26.2 32.8 Geo grid Geo grid Geogrid tYQe #3 tYQe #4 tYQe #5 7400.0 9500.0 1.15 1.15 1.15 1.15 1.60 l.60 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85-tanp 0.85-tanp NIA 1.0 1.0 K/Ka 1.0 2.0 3.0 ................. -,,,-~---'-"--"c·-"·--~-·y~ -------------... ·---------···-·----- - -. ··-·------- - . ····-·-------=·-·-········----. -----·-~·~-·~-------·==--~~=---· ·------------~~~--~ \-eNO" 3.0l>t\EI,,' '1,er;irai.l U MS,'W Vu.•01 .'.!l MSfi.W V<.r,.,o :,.oMSI,.W \"...,,•on J.<, ,1,mv V,~"'"' 3.0 MSE\\" """''"" .1.0MSl:W V<ll;,a, .l O MSf:W V=i,•n ;> <> M:,f.W Y'1,oon l r l-lSl:.'W """"" 3.!IM~EW "e"'"" .1.0M~EV.' ~u,;,;i ;I U MSLW Vu,O•n ;>;) MSf.W '°"""'" , 0 ).!SbW Y,nion l H MSE',>; Ve"'"'' 3 U M~EW Vor<i"'' .i.U MSJ:W Vo,,a,a 1.tl MSEW y.,,,,,n )0 MSEW V=»n 3.0 MSE'I\" \'c.-lol, .I U AFfONWAY Page3 of II __ Copyri[ht © 1998-2016 ADAMA Engineering, Inc. _ License number MSEW-302915 .vw .. ..:i.Q..MSO,_.~,,'J ! MMW·.li ...... J>.W.MSDl<-.yg 3BM'lP¥~ · ;J&.J.l'j"}"-~··r,er.3.<J-Mre:W .• JiW.l!IR..l.(l}'§[\>-Jfei..,.)..0/\~l;_l!,c.)l,;&o-,oM"f2¥¥m.ro.'3..QJ.ITT;~',r_C\::rn,r }f\MSEW.-~:~ .......... ,..0)-!§Rl>'.·Ys'l"' -rn~-.¥<-r.Uwn.J&f'!PY~u:soo.M.>.J~.ll'ffil"r 3£·-M~l>\¥·\·,w_.,,,._J..U.MSE_W.yg,J:,,!'-IJl,\ISW,>,.)i-u,io.a-MM§fW Yre "'t¥.M>ID¥¥.,,.ioo.M-MSF\.\'Ys'1fl"P Ht.····· MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date!I'ime: Tue Nov 08 10:51:04 2016 R:\1 Active projec.:ts\Aftun Way\Calculations\4-1 SLOPE H=4'.BEN g,,r.,;,,,, .i.OAlSEI'" Ve""'" .<.O MSl':W Va,;;"".' U MSl!.W Vt1.,,o } OMSl:.W Vc,>:Oo :rn 'l!Sh-W \'o'>)c, 3.IJ At%11>' V0.,,rn, .•.U M~[W l'oud,n .1.0 MSf:W Vm,,o J O MSl:.\I' Vemoo 3 Q )4Sh"\Y """'°" 3.f! MSEW Ve"K>l' .l.UMl>!lW Vo«"'" .1 U MSf.W l'o:rsil," '0 MS!,W Vm»o .' 0 )4S!c"W '°""'"" 3 (F .\l~EW Vee,:k>u 3.0/ll~E\\' VOl<"'" .'.U M~F.W \'ml"" .l t\ MSE\1' Y:.,,.,>o 1 OMilliW "'""'" 3 !) MSl:c-W "'"'°n .'.0 ,-.-....~---.-. 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 I Tmax or To-seismic I Tmd ZIHd 0.00 0.25 0.50 0.75 1.00 Top of wall ; ' 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 QW QW OM To-static I Tmax or To-seismic I Tmd Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr Ol CRult <2J cr CRult cr CR ult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #I3l Geogrid Type #2 Geogrid Type #3 cr CRcr cr CRcr cr 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 OJ cr = Confining stress in between stacked blocks [lb/ft 2] c21 CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult 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 CR ult NIA Geogrid Type #5 cr CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc Type #1 Mirafi 3XT 1.15 NIA Type #2 Mirafi 5XT l.15 NIA Type#3 Mirafi 8XT 1.15 NIA Type#4 Mirafi 10 .. 1.15 NIA Type#5 NIA NIA NIA 0.50 AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page4 of II License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY _Present Date/Time: Tue Nov 08 10:51 :04 2016 R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H=4'.BEN 'I""">:, 3.UM',Ell/ Vor<i,01.a OMSEW Voo;i,,,, 10M5f.Wl'o,s010 .lfJMS!oWVea'<Oo l1!M.%"\\"\',o,io1<J.(J~t~t:"'' Vco.i<ot 3.UM>E"' l'ot,;C,,, .1.0MSf.W Vor,a,o 1 DMSEWVrn.,oo 3QM~fo"\YV.,,,oo J.llM.%'VI" ""'""'~-~MSEW l'or"'"' .i OM5EW V.,.-,i,,n 'llMSEWV">"'• '0MSbWV=ion 30,\l.~h,\"Vcooou 30Ji.i\E\\' Vo«HOI 3.0l>lSEW l'o.«""' 11!1\fSt\\' V,i,i,m J.nMSlcW\'e,"'" 30MSEW\lcMOi. 3.0 ____ ·r.- INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, ~ Backslope rise 4.00 2.0 14.0 25.0 [ft] [deg] [deg] [ft] ( Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 3.00 ft } Broken back equivalent angle, I= 14.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2) ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6~ k,,,,.,,.,,.,h,2 ,,,,.,,,,,,,,,,,,,,,,,,,w,w,,wg''''''' '''·'''''"""""""'ccrn;:_,ec""""''"""''! . -.:-_.: __ ----.. _______ ~---------------·-----=---=---.~---~------·-----.. ~---. ..... ... ~-·-·. -\ ""'°" .l OM.\E\I' """'"" .l U 11-1~1:W \'er,o,,, l U MS!cW Vcrnun ~ OMSJ,W V<.i>:00 3J1 MSE',V \'."IOtdJJ 1'L,EW "'"°"" .l UM.',1:W VotoOo, J.0 MSJ;W \ler,.,a :'.I\MS1'W Vc:r>»o 3 0 MSE',\' V,"ior, 3 U M~EW """ion 3 UM.',EI>. ~""'"' .l U MS1'\I, Vu,i,,,, '.•l MS1i.W \"<1>•m > OM~EW """"'" '.l tJ ~t~INI Ve"""' .l.U M.',EW \lo"'""'·' 0 MS~W Ve,ai"a .l.Ll MSJ;W \"O!>o,o ) 0 MSE',V \\.,..,,,n 3 P MSE'>\' \ cNo:, 3 0 AFTON WAY Page 5 of 11 __ Copyright© 1998-2016 ADAMA Engineering, Inc. _ License number MSEW-302915 :i,'.,,;. .. J..O.AA':Y·Yt:2m-/.O.NSll.W-)kW9(L}Jl).~:-.~.MWl¥"m""'M!-lAfE\¥-Ymneolfl¥¥:l\! .. Y«mp ,nmrn.vm..,,.J..OMSf'!{y eyi,>MSJ;WXrn :/..(tM"f".W",'.m11>11.'jfl":'§Dl'.-"-:..,.,-RR-;l.(UJS£\Um·jcu.),(l.NSPW-¥"l4sg '?M'fi;p,Y.."'5>>10I> ·,owE1¥.-¥.mJ01;3.{ll,IISE\\.,h'11'JOR·M¥§:EW-&7'5'>'J1.-M~:.Yffl:'89:JJJMSP1:·.l4Ra.M..l,ll,MS§WYr:n,»3.!iJ.lff)~..Ys,mn }Q .•• MSEW --Mechanically Stabilized Emth Walls AFTON WAY Present Dateffime: Tue Nov 08 10:51:04 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=4'.BEN •l:,o.io,, ,W~!',EW Vc""oi.1.0M~l:I• Vc,«m> .'OMSfaW Vem,o 1gJ.!SJ,WV<0~!oo) 1/)lSl:.W V~"'"' J.!iMSE\\' Vct,a.,,,;<.Ol>l.'JLW Vor<o,,i.1 Ol>!Sf:W l'ers,rn J L>MSfo\l'Ver;t<>o HIMS!,"'','""°" 3.!JJ>t.',BW V""k," .<OMSEW Yc«im, .OOM~E\O Vmn,o HlMSf.W V.1,000 3.0MSHW \'.""'" 3f1~1.\lc"\\"Vce,:io,, .'.UM',EW ~ootkot.' OMSEW Ve"""' 1 l>MSEll'Ve,,-,o] OM$ioWV,.,,.,~, )!iM.%WVc»><H .'.U ,-,----- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.71, Meyerhof stress= 662 lb/ft2• F d In rf D' I'd' F 2 128 E IL O 0472 F . 5 38 oun at1on te ace: 1rect s 1 mlT s= ccentnc1tv. e = s-overtumm!Y = # 1 2 GEO GRID Elevation [ft] 0.67 2.67 Length Type [ft] 4.00 4.00 # I CONNECTION Fs-overall [connection strength] 3.64 5.58 Fs-overall [geogrid strength] 6.61 10.99 Geogrid strength Fs 6.606 10.989 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 7.015 4.254 Direct sliding Fs 2.609 4.241 Eccentricity elL 0.0248 -0.0371 Product name Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 3.86, Meyerhof stress= 811 lb/ft2• F d In rf D' I'd' F 1 413 E IL O 1224 F . 3 11 oun anon te ace: ll'ect s 1 mg, s= ccentnc1tv e = s-ove1tumm!Y = # 1 2 GEOG RID Elevation [ft] 0.67 2.67 Length Type [ft] 4.00 4.00 # CONNECTION Fs-overall [ connection strength] 2.51 3.81 Fs-overall [geogrid strength] 4.95 7.91 Geo grid strength Fs 4.954 7.911 Pullout resistance Fs 3.660 2.097 Direct sliding Fs 1.775 3.359 GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.495 (it corresponds to a critical circle at Xe = 0.00, Y c = 10.00 and R = 10.00 [ft] ). SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.008 (it corresponds to a critical circle at Xe= -2.00, Ye= 10.00 and R = 10.20 [ft]). Eccentricity elL 0.0772 -0.0287 Product name Mirafi 3XT Mirafi 3XT I ! I I -------·------=,=---~--~~--~~-~----~-~,www------------------~--·-"~~~=~-~--=~"----------=· •• ---··-·.c~····~-,,~~= •··• .------···--·····~·---=·-,·-v.,=~·--·······-·-~~·-,·~~,w~·=··------\'c,'l<l" 3 U M~EW Vontl<»t .l DM~LW V<nra»l _l.U MSEI< Vcr,o,n ., D MSE"\V ,·m,or, H, ~1SE'II' ,1.,,.,,. 3 OU\E\\ "'""'"" .\U M~"L"' Vor,i!'ll .1 V MSEW Von;n•n :'.<)MS!,W v,~>1<>0 3.0 MSh"\Y V<>'l<ln lJ> M~~-".<r,k,n J.U MSEII' V««'.".-' 0 MSLW V"''""' .'.d MSEVv y,-.,o,n;, D -.!$f>"\I' v,.,,.fon Hi M.\h'\\' Wrooto l U M~l'.W ~"""" .SO MSE"' Vo,,;.,,, .l <l MSEW \'"""" 3.0 MSEW \\,""" 30 MSEW ~',""""' J.O AFrONWAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 6 of 1 I License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY pr~sent Date/Time: Tue Nov 08 10:51 :04 2016 R:\1 Active projects\Afton Way\Calculations\4~ 1 SLOPE H=4'.BEN \I""'°" iOlllSEI\' Vo«i,,n .l.OM.','EW Vc,.ll,o.lOMSf:W \'e,so,o 10J.!SfoW\"e,>:oo JJH1SE\\' \'e,»o,, JOJIL%W V<llO,,n .lUM.',EW Vor<llo,.1 OMSf:W \'c,s"a 1tlMSl,',\'Ve,,o;o :JrMSl:.'\\"'l.'e,~,or, J.UM.WIVVoo.ion .<.UM~EW \lee;"'" .lOM~E\\! V«;i,m 1 tlMSEW \'o,,io>oJ OMShW'l.'e,»oo JJ•MSl'WV<i,ooaJOJIL~EW Ii<«•••.' OMSEW Vmoun .HlMSEWVei,,.,a 3 OM~J,W \'e,»oo Jfl~1.%'WV<<'io" JU= BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 3784 Meyerhof stress, crv 662.5 Eccentricity, e 0.19 Eccentricity, e/L 0.047 Fs calculated 5.71 Base length 4.00 SCALE: 0 2 4 SEISMIC 3133 811 0.50 0.125 3.86 4.00 6 [ft] UNITS [lb/ft 2] [lb/ft 2) [ft] [ft] -----·------------. ... --..... =-==----.--···-----~--···------· --~·-·-------~--·· --·~~·=-=--· ---=·~--··------· ------·-·----------·---------. ------..... ---~--·-\,NO,, :1.0 M~EW V<nrim 3.0MSE1" Vmiim l O MSE"' VO!•~·o } OMSEW Ve,,,.,,, 3J• MSEW \','Nlln 3.~ MSEW Vmi<,u 3.U MSEW Vetai"n .l O MSE\\-Vm"" •.~ MS.l'.W Yci.,oo 3.r MSEW \\""'" 3.11 M~EW \'«>ion 3.0MSEW V<to"'"' .1.0 MSE1" Vu,i,,a .'.OMS.l'.W Y<:t>h1o Hl MSEW '°'"""" Hi MSE\\" Ve"1<>rd.O M~EW Ver<,mo .S.U MSl:1" Vo,.mn .1.<l MS.l'.W V"""" :l O MSE\V \"l,)O 3J, MSh"VI" v,-,,.,o,. 3 0 AFTON WAY _ C:.opyright © 1998-2016 AD AMA Engineering, Inc. Page 7 of 11 License number MSEW-302915 ···················· ... ·. ··-·.·.·.· .. -----~ .·.·.· ... · ... · .... -·.·-··----···-·--····------. ·==~· ············"---------~ --·-·-·.---------·----·:.-.·.·.·.·.·.··. ~~·.·.·.·.·.-.-.·.·-·.·.··-···-~~~-·.·.-·.-··•.•.·.····=~·-" --.-.-.-.-.-.·.-·.·.·.•.·.·.·.··~~=~-·-\""'"'' .lO!tt~tW Vet!Oon .lUMSE\v \'mi.m.1.0MSE% Vc1.,._,n}O\ISEWV,a"oo 1.H!~E\VV•,'lmd.O~~<;E\\' Vemmt I OMSEW Vu<i"" .1.0MSEW V""'"'" }.,)MSEWYeru~o :IQMS1,W\'<>""1l 3J>MSEW Ve1>k>,1.I.QM~EII' \'er,,'nd.0 MSEW l'mi<'" ''lMSE\VVc,,,.,o }O?,!S!O\.Y\',..,.,oo 3(ilt1.~EQ,' Veo"OOn J,OM~EW \.cr,>'o, .l.OM~C\Y Ve:,iu,i 1 <lMSEI', Vcrn,,n~OMSE\Y\·.,,.,o 31.'~1Sh"\\' Vo"'°" 30 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Tue Nov 08 10:51:04 2016 R:\l Active projects\Afton Way\Calculations\4-1 SLOPE H=4'.BEN tV,n,x>:, 3.0M~EW \lc"i,,,'-1.0M~'EW \',;"'"" HtMStW l'm1,,o .lU\ISl>W\'c,s,oo 3.l/~1SE"\\' Ve.,,o,d.fJ!tt~E\\ \/<fl0,,n 3UM~EW Yoo;""' .1 OM:;t\'.' Vm010 1'lMSEWVei;,oo 30MSEWV•~''°" 3!/M.%W ""'""' .<OM~EW Yo";"" .>OMHW l'e:so>n HlMSl,WVm1,,o 3.0MSEWV•'""" JO.\t%W \/eMO" .1.0"'1\E\'/ \.,o;;,01.\.0MSJ:W VmnniJOMStW y,.,,,,,. l OMSbWV,,;,oo JOMSEWVc"1o:o J.0 ~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.128 and Fs-seismic = 1.413 # Geogrid Geo grid Fs Fs Geogtid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 4.00 2.609 1.775 Mirafi 3XT 2 2.67 4.00 4.241 3.359 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0472, e/L seismic= 0.1224; Overturning: Fs-static = 5.38, Fs-seismic = 3.11 # Geogrid Geo grid e/L e /L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 4.00 0.0248 0.0772 Mirafi 3XT 2 2.67 4.00 -0.0371 -0.0287 Mirafi 3XT '-·· ~ .. • ·-·-• '~ ·• ··=·-• . ·-J····• ---·~-J·----··---~·· ... ,~~ ............. , ....... = --· ·-·-· -····.v-~ \ ""'"" W M~lc\\' \.on<i<,,d.O MS[\<, v..,.,,,.111 M.S~W Vc1,-,o :, o M;;EW ""'""" )JI ~fill\\' V•'''°'' 3 0 MSEII' "':"irm 3 U M~1:W Vu,·i,•• JO MSEW V"""'" ;"l MSEW \'"""" 3 0 MSE\\' "-''""" >.O MSl'W hrs,011 3 OMSE\\ """""' .l.U MS~W Va,tm .'.tl MSEW Yo""'" 'o !11ShW \'ci,,on 3 r, M.<;E\\• WNon 3.0 M\!:W ~"''"'" .l U MStVv Vm,m 1 ,1 MS~W \'"''"'" 'i o ...i~EW \',.,,.,,,,, 3 Ii MSE'II' \',NOn .1.0 AFTONWAY Page8ofll Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -Y.m101'.JJmg:w .. J.'5&!m 'Q':'§R'{·.ll-<IWJJ.}..!l.~:IS~:Jl4'>•w>JOMSl,."''8,W1'\3Jll,lm'\l.Y<ll'io•.,3 .. l,!.!Mffi'.·l! l m.,so:.)l ... ..,.J1.l-O.MW·¥a::w,·· ~M"FW.¥=N<13..<.t-M>£Wl<'W'lll3&M§EW.i.:, ... 10,W.(l},IS(l.l;.Vu, ·I QMSPW.){..,,..,.,);}MS§¥-¥r '"'" 18¥:ili\\.'X=io&..3.(tM§B\Y.\\~l".> .. ,WW\1,'-YniPI .YlM"fW.Jl«-.-,.1,1MSPW-¥wl"t 'i'lMSfW l..'w&'l,(•Mi!,~~ . .Y,1"10~J.O; .. MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Tue Nov 08 10:51:04 2016 R:\1 Active projects\Afton Way\Calculations\4-1 SLOPE H=4'.BEN V,n,io:. ;,OU',EW Vor<i,,>1.1.0MSEW Vo,su,,, .1.0MSf:.W \'°'"''" lOMSfoWVei"oo) !!M~hWVMIDu 3Ji~t~EW Voo:a"!l.<.UMSEW Vm<lm 1 OM:;EW \'or»m JtlMSf.\l'Ve1>100 ]flMSbW\\~"°" 3.!JM.~EIVV,-,,.,On .lOM~EW Vo,,S,,1.10MSf.W \/morn 1 l>MS!oWVmt,,o 30\.IShWVL-.,,c,o 3'1~1.%"'\\"Ve"°"'' .<.OJ,,L\EW Voeti<Ot.< OMSEW l'mu,>1 ltlMSJ;WVm,><> J OMilW v.,,,o" J{),\1.%>VVe.,io,c .\0 -~- RESULTS fur STRENGTH Live Load included in calculating Tmax # Geo grid 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 250.39 133.57 NIA 6.606 NIA 4.954 Mirafi 3XT 2 2.67 1654 150.52 93.72 NIA 10.989 NIA 7.911 Mirafi 3XT RESULTSforPULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tmax Tmd Le La Avail.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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 250.4 133.6 3.64 0.36 1756.5 NIA 7.015 1405.2 NIA 3.660 2 2.67 1.000 150.5 93.7 2.55 1.45 640.3 NIA 4.254 512.2 NIA 2.097 ~---· ~™v~·--------••-------••··· • ---~• ""-' •··----~~-------··•-•----~ =··• ,.---\',NO:. 3 UM~£11>' V¢rn,a, .l O MSl:'w \'mom .1 U MS!,W V<r,.,o :,O'lfSf,W \'c,""° JJ! ~f.<;El'I' V,,-;.,,, 3 0 i,t~E\\' V°"i"'1 lU MS!:W Vot,io,i, .1.U MSf.W \lmi,•n '.<) MSf.W \•,.,.100 ~.0 MSEW \",~""'' JJI MS\.'\\" Version ;I U MSE\\ \ler,e01 .1.U MSEl'I Vo,,K•n >.~MSf.W \"mWn ~ OMSE\\' \"e,>000 3 !i MS!-..'\\"\",'"'"" ;I U A!~EW \lef<k,,t _, U MS[W Vo,aj,,a .1 <l MSJ;'\\' y,.,,oo JO MSEW \"-,""" 3 f• ~1.'iEW VeNO,o ;I U AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 9 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFTON WAY Present Dateffime: Tue Nov 08 10:51:04 2016 R:\1 Active projei:ts\Afton Wuy\Calculations\4~1 SLOPE H=4'.BEN J.•""io" .1.0M~EO. Vc"-i,o, .1 OMSEW Vot<i""·l.UMSf:WVus,io ln!>ISJ:.WV,woo JJ•~1S!:,.>l'V<>,,oo, ;IJ/MSEYI' Vcn.,,,n .lOM~f.W l'or;<l,,i.1~MSJ':W Vm,10.1 llMS!,WVe,,,.,, J!HfSJ:.''\Y\'<>'1<>1< J.'/M.~~\/\' 'llc,,.iru, .'.UMSEW l'c«i"n,;UM~LW Vm,m '!OMSl!.WV<0;,oo 30.\.1.<;loW\',nion 30MShWVe1>>0ldO.ll!WYI' ~<«1<0!.1.UMSEW \'mum.lOMSf.W Vm,oo J OM~&WV..-o J1lMSEWV<">Ot1 .<.O --~--_ 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 250 1.00 0.30 913 1654 NIA 3.64 NIA 6.61 Mirafi 3XT 2 2.67 151 1.00 0.28 840 1654 NIA 5.58 NIA 10.99 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.67 384 1.00 0.24 730 1654 NIA 2.51 NIA 4.95 Mirafi 3XT 2 2.67 244 1.00 0.22 672 1654 NIA 3.81 NIA 7.91 Mirafi 3XT =··· ·-·---- . -------.~--~.-, ~~~--·--~~L-=--·------•------.••--~---~-~ ·---------•••••••-••·-J~ \','NO!o ; ~M~EW \emr», .S.UMSC/, Vwo,,, 1.U MSf!W Vmil•o C'.O MSmY v.,,,.,.,,, :l.f• ,tl!oW \'c,sio,, 3 ()U~E\\' \cm"" 3.U ~ISLW Vmao, J OMSEW V"""'" :> 0 MSl",W Vcrnoo ~.o MS!oW \\~'100 3.f• M~EW \e,,>Cu 3.U M~EW \mhll .1 0 MSf,_W Vw;;,., '•lM%W V,;,,.,o ~ 0 "l'iE\\'V"'"'" 3 0 MSHW \c"'°" 3.U M~EW \or,iull .l.U ~1Sl:W Ve-"""' JO MS!,W Vc,;,.,o 3 0 "lSHW V,,-»o 3.n M>lo>I' \ '"''°" 3.0 AFTON WAY Page lOof JI Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Date/Time: Tue Nov 08 10:51:04 2016 R:\1 Active projects\Afton Way\Calculations\4~1 SLOPE H=4'.BEN v,n,,o:. 3.0M',EW Ver<ir,n.l.OM.',"E\V Vcrslrni.lOMSl':W Vei,.,o.ll)~Si,'\VV<01000 J(!!lfShWV..-,K>t, 3J!~l~E\'\' Vco<ic,n30M~l:W Vcr<l,»1.1 l\MSEW \'01»10 l LIMSI,WVc-ntoo )OMS!,"\\"\'"'-"'" j_oM_',EWVe<>k,,, 3.0MSEW Ve"""' 1 0 MSr,w l'=O,n ~ilMS!':WV'";,oo JOMS!,.W\'c,,ion 3.<lMSE\\"V,'NO,d.OM~EI>. vm,.01.'.0M.',EW l'c,.Om .1 t>MS&ll'V"'-""" 3.0MS&W \'t:1,roo "l<l!,1Sh>VVe""'" J..0=~ GLOBALJCOMPOUND ST ABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.495 (it c01Tesponds to a critical circle at Xe= 0.00, Ye= 10.00 and R = 10.00 [ft] where (x=O, y=O) is taken at the TOE or Xe= 65.62, Ye= 1010.00 and R = 10.00 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.008 (it corresponds to a critical circle at Xe= -2.00, Ye= 10.00 and R = 10.20 [ft] where (x=O, y=O) is taken at the TOE or Xe= 63.62, Ye= 1010.00 and R = 10.20 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer #1: y = 127 .31 [lb/ft 3] cl> = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 ---··-· ., -.. ~::-:.:-~iiITT··v=; .\OM!;EW v;;-:;,;·_.;_\ii,.l,SE"\1-·.;.,,.;,,o :,.oMsiv,.-,;;;~~ii,;_tll!\V v • .,,,.,,,3Qii.'ii\\·V-.,;,;i,,;,-3-011-1~1:w Vu'""' .10.~iSi:w-v~ron,o '.!lMStW \'=~~·3!l~iii,~y-\\,'SJOO 3.f,M~E'-\" ,,;,,.-~;;~:ri-iisi"; ~ ... ,m.1.0 MsiiW Vmo'" '•lMSf:.W y,,,~,;·;-oMSmvv:;;~'\V-v~;;~:,;--3.(J-i1~EW Vor"'"·\u·~1SiWv:r-;~,n .1 tlMSEW \l;;;-~.,fi;o;,;s-EWv,,,.,,o30~;i:.;;,.-;,,-~~;,-~ AFTON WAY Page 11 of 11 . .!:opyright © 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 --S,;mo11.Jjj.MS£W_-Ym'e1!Q¥:@\'.·J.'«->..W/i,;sE,11._l!q "l"'ilM'ifWY<»ioo_;\_~_S"J;"'P,;}(fM§M'-YpioRJ.0~1',,_._1{«'1<>1!-J.!)'.f5f"f'0 "Nt!l:"-MSli-W,_¥ . M¥'.'f':".\T19"3fl.M!@~.Y ""'-'9':l'if":-1.' ,..,,.),(!Jt!SIIB'l.tpf'"l9'?M5EW.~A!!,M;;ey;)mrrJ,O,lSI:'4\1f1!}"M'jf":-"« "JJJ,~:Yf'!""'l l2M5EW¥m-'.-&~-l:mi:'!Hl:{':¥Sf'.W_-~-·rn oJJJ._ .. · TIER WALL SURCHARGE (WALL #2, #6, #8) *THE 1266 PSF SURCHARGE FOR THE UPPER TIER WALL WAS DERIVED FROM THE CALCULATED BEARING PRESSURE OF THE H=6' 2:1 SLOPING BACKFILL DESIGN SECTION. ·r:;~;;:~'~:~:::;·:~;;-;::~~~;::~·,;::~';:;~:·"''-'"'·'"''"'~""'""<ID>>,,~;,;;,;,"''"~''""''"'"''"·'"'""'""'''"""w, .. ;;:.;""'~···"""'""'"'';, ...... ,,.;;;;;;;..,s,.,...,,,,iiisi.,o,oo>;;;~;;:y1. i I?resent Date/Time: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculations\TJER H=6'.BEN ! <000:d.UM~E"" vcr,o,00 .l.OMSEIV Vc,,UoLl0MSf,WVm1,10 10MSLW\"e,;:oo )J!~!ShW """""' .!JJJl·ISEII>' V<r,,ilot .l.OMSE"' Ve«Tm., OMS!oW Vors"o' OMSE\l'V="'• J<lMS!'.WV.:,,,oo 3!JM.',b\/i.' Vco,k,n;. UM~EW Ve<<i·oi.1.llMSEW l'or,mo 1 OMSJ;WVmWo 30MSh'\\' """"" 3!J~\Sl,>\'V<OO<>H.•.UM\EV>" Vcr<oco, .' OMSf:W l'e:<OmJ OM5E\\' \'"'""" ).OM~hWV<>"°" 3<lMShWhr>k>:, cl.~=), Title: Project Number: Client: Designer: Station Number: Description: AFTON WAY 653-000 GEOGRID RWS, INC. MMM H=6', TIER WALL ABOVE, ANCHOR VERTICA BLOCK, MJRAFI 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 oath and name: R:\l Active projects\Afton Way\Calculations\TIER H=6'.BEN Original date and time of creating this file: 9/13/16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Page 1 of 11 License number MSE MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculation~\T!ER H=6'.BEN .ec,»o1< .IOU',EW Vcr~<•n.•OMSEW \!c"Uo1.1 UMSf,W Vc,,.,o .11lMS!:.WVe,>»o )J!J.1Sl:WV<0>K>l• J.~lvlSEW Vooornt;1 OM~EW Vo«<la, .10MSfoW \!ors,rn .' nMSf.\l'V10>»0 l.OM'.S.EW'\i<o"°" J1/lvl'iEWVoo,X,1Lc<.OM&EW Vc«im.\.OMSl:W \'rrsOrn .' IIMSf.W V,.,,,,,o 3.0.MSI:'W \\'>'><>TI 3[J~1Sb"'WVcllOO" J.OM~EW V<Nk'" .1.UMSf:W Vmom.1 PMSL\l'Vm<ao 1 OMS!c'W Vm,oo lJIM.%WVc<'X>,o ;!Or== SOIL DATA REINFORCED SOlL Unit weight, y Design value of internal angle of friction, <jl RETAINED SOIL Unit weight, y Design value of internal angle of friction, <jl 128.0 lb/ft 3 30.0 ° 125.0 lb/ft 3 28.0 ° FOUNDATION SOlL (Considered as an equivalent uniform soil) Equivalent unit weight, Yeouiv. 125.0 lb/ft 3 Equivalent internal angle of friction, <pequiv. 28.0 ° 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, \jf= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.3610 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 25.80 Ny= 16.72 SEISMICITY Maximum ground acceleration coefficient, A = 0.310 Design acceleration coefficient in Internal Stability: Kh = Am = 0.353 Design acceleration coefficient in External Stability: Kh_d = 0.155 => Kh =Am= 0.155 (Kh in External Stability is based on allowable displacement, d = 73 mm. using FHWA-NHI-00-043 equation) Kae(Kh>0)=0.4561 Kae(Kh=O) =0.3478 .i Kae=0.1082 Seismic soil-geogdd friction coefficient, F* is 80.0% of its specified static value. AFTON WAY Copyright© 1998-2016 ADAMA Engineering, Inc. Page 2 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:13:30 2016 R:\1 Active projects\A:fton Way\Calculations\TIER H=6'.BEN V<ND!< ;lO!tt~E<>.' Voo:i<o,.,.OMSEW Vo.r,i.m 1.~MSl':11' V<~,>>o 10~S!:.WVei»oo )J!MShWV.:.,,oh .l.<1~rnEW Voo.iNL 3.UM~1:W Vmii,n >.UMSf:W \'or,o>o 10MS!o\\'Vm100 30~1Slc.WV<>>IOO .l.~At~<iW ""''ion .lUMSEW Vc,wn >UM~fll' Vors),,o .' OMScWVe,,i,>o 30MShW'\'m,oo J.0,11.%"\\"Vc",o"~ UM',EI\' Voe<;,a, ,;.UM~EW \'or<•,,, 1 0M,;!l\l' Voi,,oo l.OMSloWV,:,-..,oo JllMShW'l<""'>t< .<.O=·-w= 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, Re Friction angle along geogrid-soil interface, Pullout resistance factor, F* Scale-effect correction factor, a p Geo grid Geo grid type #1 type #2 3500.0 4700.0 1.15 1.15 1.15 1.15 1.60 1.60 NIA NIA l.000 1.000 30.00 30.00 0.85-tar(j) 0.85-tanj, 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.l ft 1.00 16.4 ft 1.00 Geo grid Geo grid Geogrid type #3 type #4 type #5 7400.0 9500.0 1.15 1.15 1.15 l.15 1.60 l.60 NIA NIA NIA 1.000 l.000 30.00 30.00 0.85-tanp 0.85-tanp NIA 1.0 1.0 K/Ka 1.0 2.0 3.0 • 19.7 ft 16.4 f ........... , ..........•. ., ............... ,.. . .. , ..••.•.•......... , _________________ _ 1.00 26.2 32.8 AFTON WAY Page3 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 -\:1 iJJ.MSE)"ll:W"lfl!'l'!'fP':.-J'. !!l ).,J)_-MSUli.¥Mffi'8MiilW:.¥m..,..'./...<..t.MIBK~ ),p}l•M§li'U.-V«w!Wfi~-XwioMlflM§F\'J·YfEH"9:J,~MSU¥.¥ID+ &/1Y'if'tYYmt"!±'!.JIW>K-~ ffe}'\QM5f¥,-Yt 'l'H-/!)'ISl<11,._v.u...,;\JlM5P:Y¥CJ200.MIM5LWXnior}i'Mff'Y·V,&WMSEl\·Y<r•o -/QMSjzy,.V:W:"'frW.~ISJ::..W)m;"o•39":"f'¥\ 3A¥V:,W_.; o.3Q MSEW --Mechanically Stabilized Earth Walls AFfONWAY Present Dateffime: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculatiom\TJER H=6'.BEN .. <oJou .l.OM~EW Vot<i,,n.tUMl>'EW Vorsi.,n.1UMSf:W Vm'1o .'Ol-1ShWV.,,wo 30 ~SJ,.W\/<>';o,, 3.Ulvt~EO,," """''"' .WMSEW VmiLo,.1 OMSE.W Vor,o,o 1 LH,!Sf>WV,,rnoo 30MSJ,."\YVa"on 3.</~~~1>'11' \/""ion 3.U,\l~EI\> Vo«i<,,, .10M~f·WVor,l,rn 1 OMSf:W VM>too) Ol-1S1,.WVc""'°n l.'J!,1$1',\'\/"""'";1 Uht\EW Vor,;,,n.l.UM~T.W I'm,,,, .1\lMSf:WVm,oo 1 OMSf:WV"""'" 3!JM.%WVct>im, 3.0~ 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 I Tmax Top of wall 0.00 0.25 0.50 0.75 1.00 or To-seismic I Tmd 1.00 1.00 1.00 1.00 1.00 Z/Hd ~;11~ 11~~ ..... 1· :+~1~ ••• ~1 0.75 ( ........... .!. ........... ! i 1.00 ! Geogrid Type #1 Geogrid Type #2 Geogrid Type #3 cr <ll CRult (ZJ cr CR ult cr CRult 0.0 1.00 0.0 1.00 0.0 1.00 Geogrid Type #1 3) Geogrid Type #2 Geogrid Type #3 (J CRcr (J CRcr (J 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 <1> CJ = Confining stress in between stacked blocks [lb/ft 2] <2J CRult = Tc-ult I Tult C3l CRcr = Tcre I Tult 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 CJ CR ult 0.0 1.00 Geogrid Type #4 (J CRcr 0.0 0.18 3722.0 0.41 Geogrid Type #5 cr CR ult NIA Geogrid Type #5 (J CRcr NIA In seismic analysis, long term strength is reduced to 80% of its static value. D A T A (for connection only) Product Name Connection strength reduction factor, RFd Creep reduction factor, RFc 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 0.50 AFTON WAY Page 4 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 MSEW --Mechanically Stabilized Eai1h Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculations\TJER H=6'.BEN Vep.io;, .t0M%"' Vooo,ot.<UM~O:I~ l'c"lm1 1 OMSf.W Vm»o .11l!>1Sf.WV=o j(!!\l"ShW V@iou MAt~BII>' '""'"'"·'OMSEW Vcr>Oo, J OMSEW V01s,,o.11lMSf.\\'VenlOo 30MStiWV.,>H>n .!.lJ~t~lJW Ve«~"d.UMSI:W l'ehOm .1 OMSEW Vor,i,to.' OMStW VMs">o JOMSloWV.,,>ion 3f1~t%•'>WM01<~.0M\EW ~c«i,,11_;_0~15!:W Vrn,O,., .1 o!MS!':\\' \'"'-""" 30MS1'W V,,,.100 lOM.%-W Ve"io" .1.0=--~ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, 13 Backslope rise 6.00 [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 = 5.00 ft } Broken back equivalent angle, I= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] OTHER EXTERNAL LOAD(S) [Sl] Strip Load, Qv-d = 1266.0 and Qv-1 = 0.0 [lb/ft2]. Footing width, b=lOO.O [ft]. Distance of center of footing from wall face, d = 53.7 [ft] @ depth of 0.0 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] [dsL.." ·,,cccc,,,cou2w('·' .... 0&¥2":. »c::j AFTON WAY Page S of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 .\[ffill)!l.J.0)\'Sf\\'V Wo..l.ON§[W-.liw •MM5f":'~:lq-MSfil¥." J,.'1-MJ£\¥ .• Y3M'l"--3(L!t!!§W ~-<<>J<>J<.J.0.MSQ!.:-Yf':"H•-1-ll W,!W._lh,,;imMMS§-'¥"mlmMM>J::l-',:X""19" 3QM5E\l'.)I ·ojpu.J,.Q.MS&.IJ.:.),_w r ·11lWIP"·Vf!fflllc}})M§E,-W-':'£\18?'!:Ml.J4);J,W!,'m"l' 3~·~>:..\."•"l't"-.JIIM§fl':'-b'Ml,;~..l!J~-\':W!Pl':JJIMS~:_+m<M ·nMffWYTk i}~'>~--\""li!"" ;m MSEW --Mechanically Stabilized Ea1th Walls AFfON WAY Present DatefTime: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculations\TlER H=6'.BEN [\l<o,-loa 3.DM\EW Vcomoc.'.OMSE\\' Ve:,uni.lUMStWVeo,"o )0'1.!Sb.W\'"'"00 JJ!~!SliWV,:,"'"'J.f!~\Sli\\' V«,ic,u .\UMS!o'.W Vorsuno-1 OMSJ':W Vm1,10 10MS£,WV">1oo JOMlili'>VV<>>Klh J(JM~liW """"'" .<.Uhl~EW Vo«"'" >UM~.f.W \'ers!l,o ~·lMSfoW Vrrnoo J.OMSliW\',,>100 l.OMSl,"Ol'Ve°""', J.Ulvt~EI>.' Vo,;;on.l.UM&lcW Vorsiun .l!lMStW \',1,,,10 :,.OM.%'W Ve,;,oo J<IMSb'W\lc"io,, J.0 ~ ANALYSIS: CALCULATED FACTORS (Static conditions) Beruing capacity, Fs = 6.50, Meyerhof stress= 1765 lb/ft2• Foundation Interface: Direct slidimi:. Fs = 2.931. Eccentricitv. e/L = -0.0426 Fs-overtumin!! = 12.92 I GEO GRID I # Elevation Length Type [ft] [ft] # 1 0.67 2 2.67 3 4.67 12.00 12.00 12.00 3 3 3 CONNECTION Fs-overall Fs-overall Geogrid [connection [geogrid strength strength] strength] ! Fs 3.51 4.03 8.62 9.50 12.31 30.20 9.503 12.307 30.196 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 55.587 57.135 107.518 Direct sliding Fs 3.487 5.069 11.164 Eccentricity e/L Product name -0.0549 Mirafi 8XT -0.0910 Mirafi 8XT -0.1277 Mirafi 8XT Bearing capacity, Fs = 6.68, Meyerhof stress= 1741 lb/ft2• F d Int rf D" rd· F 2 588 E IL O 0364 F rt . 11 35 oun at1on e ace: 1rect s 1 Ill!!. s= ccentnc1tv. e = -s-ove umm!!= # GEO GRID Elevation [ft] 1 0.67 2 2.67 3 4.67 Length Type [ft] 12.00 12.00 12.00 # 3 3 3 CONNECTION Fs-overall [connection strength] 2.58 2.95 5.86 Fs-overall [geogrid strength] 7.45 9.30 17.63 Geo grid strength Fs 7.449 9.297 17.630 Pullout resistance Fs 30.857 30.109 40.185 Direct sliding Fs 3.111 4.686 10.781 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) STA TIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.651 (it corresponds to a critical circle at Xe= -3.00, Y c = 9.60 and R = 10.06 [ft] ). SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.472 (it corresponds to a critical circle at Xe= -3.00, Ye= 9.60 and R = 10.06 [ft]). Eccentricity Product e/L name -0.0503 Mirafi 8XT -0.0896 Mirafi 8XT -0.1276 Mirafi 8XT AFrONWAY Page6of II Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 \/.'!S'HP !QWPYY .. .,, 3»':'5[1\'.--M»_~~.-~'.,11.Mli~.~-,,;....;..q.MS§}",Ym; rJ9M§f)K-l('N'?l' W."'§fl>'.·-"«"""·JAl~~J::l.\'.¥,,1'8Wt:YWr>YYm :J..Q-M£,W_.l,"",oo_3.(!.~_-'\c""""'"'"'l:l'.ifl't"-:. ,,.,o~._i. W.MSJoll,Pt4>.""""W.Y>P¥¥ 3P:'§fl:Y-V }l'M§f": b lOM'!Wi-J,,l-<rW,'>JllMS!<J,11.llmj.,,,.',.(l-MSEJ,lfl,'mi,m.l"-MWY• . JQ I I I I ' I MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffirne: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculatiom\TlER H::::6'.BEN \l<o.io" ;l.OMSE\\' VcN,013.0MSEW Vc,,noo.lOMSCW I'"'"'" lfl~SJ;WVe1'100 3Jt.\1Sl:.W'l.o>"'"3.l!M~E\\" VcNt,n3.0MSEW Vcr<<a1) OMlif:W Yc,s,m.' OMS!,.\\'Vemoo lllMSl:."'l\"\/,m.,oo 3JJM.WW \l,"-;ou.<OMSEW Vor,ie'113.0 MSE\~ V,roOm '0MS1'WVM,,;o30"1S!,.WV=100 3.QMShWVc,,,,,,. .<.011,L~EW V«<ico1.l.UMSEW Ve,,Om.1 OMSfoW \'o,s,oo 3 OMShW\'o,,,oo 3.!!~1.%W\l<o,,o,, ;1.0~.•~ BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearing capacity, q-ult 11469 Meyerhof stress, crv 1765.3 Eccentricity, e -0.51 Eccentricity, e/L -0.043 Fs calculated 6.50 Base length 12.00 SCALE: 0 2 4 6 [ft] AFTON WAY "Copyright© 1998-2016 ADAMA Engineering, Inc. SEISMIC 11626 1741 -0.44 -0.036 6.68 12.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] Page 7 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Dateffime: Thu Sep 15 15:13:30 2016 R:\1 Active projects\A:fton Way\Calculations\TIER H=6'.BEN r""''°"·'OM~E<•; Vor,c,·,i,.; OM~EW 1'01&\un.1.tl)\.!Sf:W """"" 10MSfoWVe1=0 J.OMSl,-V,"~'•""'" c\.[)~t~El'I>' ""'i''" .<oMS(W Ver<""' .lUMSf!W ""''"'" 10MSJ'.:W Vm,oo JrMS!cWV,:,""" 3JJ/11SEW V,...--i<,,, .<o:M~EW Vor<,.01.>0MSEW \'er,i,,o :>nMSi',WV,""''" }OMSIIWV""'"" :l.OMSEV."VeoooH30At~EW Vooti<OL.,.UMS!:W "°""'" .111MSr,wv,.,,,,,o 10M~Ewv .. ;,oo 30M.%-W "'"""" 30~ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 2.931 and Fs-seismic = 2.588 # Geo grid Geo grid Fs Fs Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 12.00 3.487 3.111 3 Mirafi 8XT 2 2.67 12.00 5.069 4.686 3 Mirafi 8XT 3 4.67 12.00 11.164 10.781 3 Mirafi 8XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static = -0.0426, e/L seismic= -0.0364; Overturning: Fs-static = 12.92, Fs-seismic = 11.35 # Geo grid Geo grid e/L e/L Geo grid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 12.00 -0.0549 -0.0503 3 Mirafi 8XT 2 2.67 12.00 -0.0910 -0.0896 3 Mirafi 8XT 3 4.67 12.00 -0.1277 -0.1276 3 Mirafi 8XT ____.,_,_ _____ ,·=~.c~~-~-==-~-· --~=--===·=~v.-.,.,-=--·-•==~c=Jh=·--.-~.-~--=~-----'•=~=w=•··--~-=---.-~-----------~--------~---------~-------~=~~--¥m-J~Y~--~-~~-~-----~~v=----~-~--·-·-~ '"'~""' ;.u M~EW h"""" ·' u M~L\v y.,..,,, 1 ~ MSl',W y"'"'" :• OMSE\Y '"'""·" H, 'dSE\V ""'"'" 3.0 ~EW """""" 3.0 MSEW v.,.;,,,. '" MSE1'> """''" -,.,)MSr,w """'~' 3.<J MSllW "'""''' 3." M~EW "°''"'" 3 u M&EW y.,.;,.,, ·' () MSfa"' v.,,., .. '.lSE\Y V=n 3 ,, MSEW Yo""'" 3.U M~EW v ...... " 3 0 MSE"' y"''""' , ,1 MSEW ''"""'" ,.o MSEW , • .,,,.,,, 3 r M.SEW \\•""'" !,.O AFTON WAY Page8 of JI Copyright© 1998-2016 ADAMA Engineering, Inc. License number MSEW-302915 ~·p, nJQ!:!§rw_.y...,.,.JIJ1l.Nsi;.!\\'_.)/~,WJ1:.)))MS@'.·Ymw,· 2¥'/f.1¥-~ . ;;J',.-..i]i.l,).';_.','_..»mJJ.!-P@W-)lrnm l!tl::'§f'.l!i.Jin,10o,))).MS.fl1,_.){ .. ,..."1,.:W.-Mff'Y,.:m ""-'J.0.M,l:.\.',:_.y_.,,jop_.,j.J)-M~l\'.-li'7Q:MM lnTl::'§"\1._.)lmj9J1.J,RMSl:.1Y.J< .. ,«~ .. ;,9-mey,:.+p "}8':1?Rl¥-'"'-""'"'-u.,M>fil\:_.,-.,,.,.._...,.()~·.~-11-,ll!'{5P¥f-Y ) l MWW':'m 2'8-M"f"",.:=131>U,Mll,'J¥_.y.,.,,.._.JJ)._ ..... ----------~--,o-,:.------·--------•----------------------~·---------M·--------------·--------------• •-•----~ -----------------------~---------------.--·--------· ·---------~~~--~~----------·--~---------------------~-" \. •"'°" .l OM~EW \.«•k"' 3.U MS~W Vmom 1.0 MSCW Vo""'" :>.O !JJSEW \.""'""" 3.l/ M~E'I\" \'•''""' 3 0 MSEW \.e1>1<,n J U MSEV. Ver<•o1.l O MSC\\' Vo1>,•o .\0 MSl,.W \'"'""" 3 0 MSEW \'a»oo 3 r, 111.\1,.'\1," \.el'ic-11 3 0 MSE\\' l'o,,;,,, .1 0 MSf:W Vu"'" :> O MSCW \'c,w>o 3 0 J.!SEW \'e,>!on 3<, ~!l~E\\' Ve"io" .l.O M~E\\' Vu,imi .' 0 MS~,,_ Ve,-""" 1 O MSf:W V"'""" ; O MSEW ""''"'" 3.0 \1.%'\\' \'c,»o:d.O MSEW --Mechanically Stabilized Earth Walls AFTON WAY Present Date/Time: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculatiorn\T!ER H=6'.BEN 'll<NO:, .', 0 M~EW Vc«i,01 lU M~'EW Ve"""' l O MSEW Vo,..,o 3 0 \!SloW Ve1»00 l.(! MShW V<>»<>" .lJ! /1-l~EW V«xi<,n .', U ~!~EW Vor,O,n ., 0 MSf:\\' Vorsl,,o .1 OMSioW Ver.,100 HI MSJo"W ""'""" 3J>MSIW1' V,o-K», .l.UMSEW """""' .1 0 MSf:W Vor,i<rn ' OMSfoW Vn,O>o 1 O ).!~l-.W V"1'10n ;.o .\!l~\.W Vc1>>011 ;l_U/>L\EW V<«HOI .1.0 MSEW Veroam 1 0 USf:\\' Vo,,.,,, l O MilW V<>>>On 3JI MSbW '\/,NO,. ; 0 RESULTS for STRENGTH Live Load included in calculating Tmax # Geo grid 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 3497 368.02 162.36 NIA 9.503 NIA 7.449 Mirafi 8XT 2 2.67 3497 284.16 147.22 NIA 12.307 NIA 9.297 Mirafi 8XT 3 4.67 3497 115.82 132.08 NIA 30.196 NIA 17.630 Mirafi 8XT RESULTS for PULLOUT Live Load included in calculating Tmax # Geo grid Coverage Tm ax 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 1.000 368.0 162.4 11.64 0.36 20457.3 NIA 55.587 16365.9 NIA 30.857 2 2.67 1.000 284.2 147.2 10.55 1.45 16235.5 NIA 57.135 12988.4 NIA 30.109 3 4.67 1.000 115.8 132.1 9.47 2.53 12452.3 NIA 107.518 9961.9 NIA 40.185 -~·'·-·--.. -------------.. ---------,._~-~---=~--------------------- . ----- --=-·-·J~-------J-·~·J-~-~--~--· -=-·----=~---= . ·-=·~-=--· _.,....,_._-~-~~~= \ ""'°" 3.0 lrt\EW """"'"; OMS!:'-" Vor,itm l O MSf:W Vm•,o ;<.0 J.!SEW \'c:m"" 3 !• \!SE\\" v,..,..,u 3.0 l>LWIII' """''°'' ; 0 MSl:W Vor;;,,, .l OMS!",_\\, V0100•n :< ~ MSl:W \'crn,,o 3.fl MSEW \',,,_,.,,. 3J! M~E\I' v,"ic.,' 3.U M~l:I\ Yor,eo: .1.0 MSEW Vuo••• '•lMSCW V'"'"" 3 o \!SE\\'""'"'" Hi.11Slll.\• \'0"10!' ;.o M~E\\' ""';"" _; O MSEV. Ve.""'" .l O MSf:W Ve,,wn >fl \!SE\V \',»!Oil 3.0 MSb'\\• \'e.,»•d.O AFTON WAY <;;opyright © 1998-2016 ADAMA Engineering, Inc. Page9 of 11 License number MSEW-302915 MSEW --Mechanically Stabilized Eaith Walls AFfON WAY Present Date/Time: Thu Sep 15 15:13:30 2016 R:\l Active projects\Afton Way\Calculations\TIER H=6'.BEN .. ""°" .l.UA1.'>EW """"'" .lUMSEW l'cr,Om 1.0MSEWl'e<Sioio .lnMSJ:.WVc""·'" J.!'!lfSl,.>Y\'""'"'"3.UAl~EW ""'"'"·lOMSEW l'or<im.1 OM~CW l'm,,,o' OMSE\l'Vt,r;100 H1~1.'lliW Ve1,MJn .l.1/M.%111' V,p,-.oi,.WM~E1' Voe<;,,,, lOMSf.W l'milm 'llMS!:.W Vernoo 3.0MSloW\'<Non 3f/~1St"\\"\l,'il00Jo ~.OM~t:W l'or<T<Od.OM~T:W l'"'""'.1 IIMSf.\1'1'"1,ouo J OMSJ:.W\'<0"'" J.QM.%'W V<NDn 30= 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/or factor/or connection Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 368 1.00 0.20 1290 3497 NIA 3.51 NIA 9.50 Mirafi 8XT 2 2.67 284 1.00 0.18 1144 3497 NIA 4.03 NIA 12.31 Mirafi 8XT 3 4.67 116 1.00 0.16 998 3497 NIA 8.62 NIA 30.20 Mirafi 8XT 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 Geog rid connection Geog rid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CR ult CRcr [lb/ft] 1 0.67 530 1.00 0.16 1032 3497 NIA 2.58 NIA 7.45 Mirafi 8XT 2 2.67 431 1.00 0.14 915 3497 NIA 2.95 NIA 9.30 Mirafi 8XT 3 4.67 248 1.00 0.12 798 3497 NIA 5.86 NIA 17.63 Mirafi 8XT ----~~-~----·-·-·---·-a.~~-~~VN ~V~~ · ·. · ••=-~~----·--=-· -----· =----~"------~--~~===~~=·-·=•-.-.. -.-~=--~-~---------------~~=-==~-.-.~rn--•=,~-. V,'"lll" 3 OM.\EW Vcniic"d.UMSCW Vu,""' .l O MS!,W y,,.••n ; 11 MSEW Vc,wo 3.!• M.IE'W V,~'"'" 3 O~LIEW V«im,n J.U ~lStW Vor,i"" .10 MSfW Vo10o>o M MSHV V.1.,00 JI) MSE\Y \',~"o" OJ> M~l.'\\' '<<1>><m 3.U M~E\\' Vor,cm 1 0 MSEW Ye,-,0,11 1.1) MSfoW Y:.,,,h,o 0.0 MSf.WV""''" 3 r, MSEW Y,,rslO!, ; U M~EW '<<01>011.S O MSEVv v.,-.,,m ."1 MSr,W \'"""" lo \f$f,.W "'""'" l O ~1,.%'\\' \'c·.-iou-> O AFTON WAY Page 10 of 11 Copyright© 1998-2016 ADAMA Engineering, Inc. License nnmber MSEW-302915 ~-HiMSfil't-}:m:"111 l QN§Dldirrw, 'O.MS~·-1\FIW.S>:.,OMS£.\¥_¥m;x,~O.M,§\.\'.-'f·!''21' 9:'LMSE\P:mr, ;lfl/JSf\1,_.fo,w~))JMSl:11'.,\4-,)-,:t.il-M$FW \'rawr:39M?QW YW!"-JfiM§&\\'_.y~l'IBJ(IJ.m.~:._v.w11YJ1-J»~--¥fMig11-}''M5fW.¥w'l't. ON?W)isr:1%31.•Mffil.\'._.y_JlJ.(I.M,._',&_\,'..)'_(«k!Jt.J.(I_NSDl,_._V,(.!-9~-MSl:-*·-¥ffi"Y';;,Jl.f'1?{;','!'fukwMl,W»V.\'•rr"i2P }g .. _._._ .. _._._._. MSEW --Mechanically Stabilized Earth Walls AFfON WAY Pr.esent pate/Time: Thu Sep 15 15:13:30 2016 R:\1 Active projects\Afton Way\Calculationo;\TIER H=6'.BEN • VeNO" ;.OM',!;'1,' v,-,.;,.,, .:uM~loW Veu,m,JOMSf,W y,.,.,o ]fl~Sf:WVe1»>0 lJ!~l.%W\'""'""' JUU~EO.' \l,:ecim, .,.oMS!iW Vcf'f<,,i.1.M,IB1'W \'c"'"" 1 OMSl"c\\'Vc,,"'o l.OM&E'\Y'\/.:,"°'' J.l!M.%W "'"'""' 3,UM~EW Vc<rn'lL\OMS!:W Vor,u,n 1DMS1:WVm,oo ).Uld~tWV,,,-,oo 3J!M.%'\\"Vc"MOu .l.Ol\t\EI'/ Vmito, .l.OM~liW l'o,,,.,i 1 PMSf:WVm"'° 3.0M~EWV<>;,oo lnMSbW V<l>io1< 10=~ GLOBAUCOMPOUND STABILITY ANALYSIS (Using Demo 82 method and ROR = 0.0) A horizontal seismic coefficient, Kh=half of 'A', equal to 0.155 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.651 (it corresponds to a critical circle at Xe= -3.00, Ye= 9.60 and R = 10.06 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1009.60 and R = 10.06 [ft] when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid. the calculated minimum Fs is 1.4 72 (it corresponds to a c1itical circle at Xe= -3.00, Ye= 9.60 and R = 10.06 [ft] where (x=O, y=O) is taken at the TOE or Xe= 62.62, Ye= 1009.60 and R = 10.06 [ft] when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 Soil layer #1: "{ = 127 .31 [lb/ft 3] = 25.0° C = 0.00 [lb/ft 2] #11 X [ft] 0.0 6.6 13.1 19.7 26.2 y [ft] 1001.0 1001.0 1001.0 1001.0 1001.0 275.6 282.2 1000.0 1000.0 288.7 1000.0 295.3 1000.0 311.7 1065.6 328.1 1065.6 -~-----~ • ·----· -- --•--------•• -··---------· . -• • -·--------• --w=.·--·----------••• • ---•• ••• ----c•-•---------•---- - --~~~-~-----,-----~---------·-----~--\ <"k>" 3.0 M~E\\' """'"'' 3 0 M~EW \'mom l O MSt,.v, Vu,i,m ~ 0 MSEW \",:,,,oo J () 'lf~E\\" v.,.,1o1, 3.0~L'iE\\' Ve,.,.;m, 3 0 MSEW Vor,i,,n .1.0 MSE\\, V«u>n :<.~ MS!oW Ver= 3 () MSEW V,won 3.0 MSEW """"'" 3.0M/)EV. \'u,rj,m .l O MSJl\i, \'"'''" '•lMS!oW Ven.•" 3 0 MSl"\Y \""""" 3J1 MSEI\" Ve"ion J O M~EW "°"""' .l U MSl'-W Venu,o ., \1 MSJlW Vc:rsteo ;.O M$J!.W \',-,,,on 3J• M.%1\" Ve,"""; 0 AFTON WAY Page 11 of 11 Copyright© 1998-2016 AD AMA Engineering, Inc. License number MSEW-302915 --Y''l'w:.in~_.y,,.., I Q'd50 v..,.....,.),!)~.¥fW'ilQ 30MSE!\¥XIDl<>O.e.Jo.M'ifil\'}S• 19P 2'!MSDY·Y:<OO<>R.J))}itS01,',l""f' 9 l9':15Pl'·~-;,.JHrlfil::.W.¥;1:1\Nl':3...Q.J.1%\¥_.',.' 3')-M§EW.vm .. R.J))Wi,£.\1._.y ti Q':1Sfl1/._\!.w=.}))kf5fW "f'W':Ul.U)_ID¥_.',.'S1'l'iffi lJ<M§I,'\'·~=.,.,,.,, ,nmrn·-x~-R-W>ISC.l,,'..),lffM 9,1_,MSE:W·-¥mi"'l"::8Wl>W_¥m»11.3..<WWWYmwJ...n_ ..... GEOGRID PROPERTIES DETERMINATION OF THE LONG-TERM PROPERTIES FOR MIRAGRID® XT GEOGRIDS Prepared by: TenCate Geosynthetics North America 365 South Holland Drive Pendergrass, GA 30567 Tel 706 693 2226 Fax 706 693 4400 www.tencate.com May 18, 2010 1 ~TENCATE Mirafr ... Miragrid® geogrids are the leading polyester geogrids used for soil reinforcement applications. Starting in the late 1980s, extensive research and testing have been performed on Miragrid® geogrids to determine the long term, in-situ properties. This technical note describes each of the relevant properties in detail and the appropriate testing conducted on Miragrid® geogrids. Product Description Miragrid® geogrids are high strength, high tenacity polyester geogrids in a full range of tensile strengths. Miragrid® geogrids are woven and then coated with a PVC coating to provide dimensional stability. Miragrid® geogrids are used in a wide variety of soil reinforcement applications including internally reinforced soil walls, segmental retaining wall reinforcement, steep reinforced slopes, and reinforcement in a variety of landfill applications including potential voids bridging and veneer stability. Applications where long term design strength is necessary for the stability of the structure are ideal applications where Miragrid® geogrids can be used. Standard roll Standard Roll dimensions for Dimensions Miragrid® Width x Length geog rids are m (ft) Product 2XT 1.8 (6.0) X 45.7 (150) 3XT 1.8 (6.0) X 45.7 (150) 3.6 (12) X 45.7 (150) 5XT 1.8 (6.0) X 45.7 (150) 3.6 (12) X 45.7 (150) 7XT 1.8 (6.0) X 45.7 (150) 3.6 (12) X 61 (200) 8XT 1.8 (6.0) X 45.7 (150) 3.6 (12) X 61 (200) 10XT 3.6 (12) X 61 (200) 20XT 3.6 (12) X 61 (200) 22XT 3.6 (12) X 61 (200) 24XT 3.6 (12) X 61 (200) 2 Figure 1 Miragrid 5XT in SRW Roll Area m2 (yd2) 82.3 (100) 82.3 (100) 164.5 (200) 82.3 (100) 164.5 (200) 82.3 (100) 220 (267) 82.3 (100) 220 (267) 220 (267) 220 (267) 220 (267) 220 (267) ,eTENCATE Mirafr Polymer type and grade Miragrid® geogrids are produced from high molecular weight, low CEG, high tenacity polyester (PET) yarns with the following physical properties: Minimum Average Molecular Weight 25,000 Carboxyl End Groups <30 Ultimate Strength, T ULT (Minimum Average Roll Value) Determination of Ultimate Strength, T ULT , is conducted per ASTM D 6637. The frequency of testing exceeds the requirements in ASTM D 4354, "Practice for Sampling of Geosynthetics for Testing". The machine direction ultimate tensile strength values for Miragrid® geogrids are as follows: Product MARV for T ULT Product MARV for T ULT kN/m (lbs/ft) kN/m (lbs/ft) 2XT 29.2 (2000) 10XT 138.6 (9500) 3XT 51.1 (3500) 20XT 200 (13705) 5XT 68.6 (4700) 22XT 300 (20559) 7XT 86.1 (5900) 24XT 400 (27415) 8XT 108.0 (7400) Quality Control System Miragrid® quality control testing is conducted in accordance with documented and controlled American Society for Testing and Materials (ASTM) or Geosynthetic Research Institute (GRI) test methods at TenCate Geosynthetics's A2LA and GRI-LAP approved laboratory. In the case of product properties where a method of inspection is not well established, methods are selected that have been published in international or national standards by reputable technical organizations or in relevant scientific texts or journals. The use of these selected methods are verified and approved by the Quality Assurance Manager. 3 ~TENCATE Mirafr The testing of Miragrid® geogrids is carried out under controlled conditions including the following: • Overall management of process control is governed by documented procedures. • Documented test methods and work instructions govern the comprehensive inspection and testing of each lot. • Testing equipment is selected based upon needs and the ability to satisfy specified requirements with the equipment being suitably maintained. • Training of personnel is adequate and documented. • Appropriate Quality Records are maintained. Each sample to be tested is accompanied with a Figure 2: Wide Width Tensile Test of Miragrid label for the particular manufacturing roll number. Test results are recorded on Quality Control Test Reports by number and then entered into a computer database by roll number. Once the sample has been delivered to the Quality Control lab, the sample is tested. The standard operating procedure for each test is documented with copies of the appropriate test procedure on file in the Quality Control laboratory. The preparation for each sample is conducted in accordance with Standard Operating Procedures and ASTM requirements. Creep Reduction Factor, RFcR All polymers used in the manufacture of geosynthetics are subject to sustained load deformation or creep [4]. Creep behavior is a function of stress level, time, temperature (environment), and molecular structure [4]. The reduction factor for creep, RFcR, is used to limit the magnitude creep at specified strain levels over a specific time period. of Figure 3 Conventional Creep Testing ofMiragrid® Geogrids 4 ,eTENCATE Mirafr There are three methods for measuring geosynthetic creep: Conventional Creep Testing, Time-temperature Superposition (TTS), and Stepped Isothermal Method (SIM) [6]. The validation of the creep factors currently used for Miragrid® geogrids is based on conventional and Stepped Isothermal creep rupture data generated in compliance with Washington DOT T925 test procedure and NHI (National Highway Institute) guidelines. This test data demonstrate that loads of at least 63.17% (RFcR = 1.58) of the ultimate tensile strength (per ASTM D 6637) is reasonable for use with Miragrid® geogrids [5]. Durability Reduction Factor, RFo Geosynthetics, like all other construction materials, slowly degrade over time. The rate of degradation depends on the molecular make-up of the geosynthetic polymer and the nature of the environment to which the geosynthetic is exposed. Since most geosynthetics are buried in non-aggressive soil environments, geosynthetic degradation normally occurs at a very slow, almost unmeasureable, rate. Still, it is possible for significant rates of degradation to take place if unstable polymers are used or extreme conditions are encountered as described in subsequent sections. The partial reduction factor for durability, RFo, is derived from testing. Figure 4 compiles the reduction factors associated with durability testing reported [7]. These reduction factors are compared with the more conservative FHWA/lndustry guidelines [8][10]. TenCate Geosynthetics geosynthetics were included in several of the referenced tests. Figure 4. Durability Reduction Factors, RF0, for High Strength Geosynthetics @ 75 Years --Average Reduction Factors, RFD, from Testing High-Strength PET --FHW A/Industry Guidelines for PET in the Absence of Product-Specific Testing _ ... _____ -A• .. -Max._Reduction _Fa~~~'.--~-~D. from_Te~i-~~-P~ & PE _and F~~A/lndustry Guide!!~!-~ ~o~ PP_& PP _____ _ 11 ·~ i i I -------\ i .i,. / '!' i I ................. \ i T, .In -~ i\. I ,r -·-·;::, ~· Scpil pH " i '----I 1.1 12 1~ 1.4 1.5 Durability Reduction Factor, RFD 5 ~TENCATE Mirafr "Default" partial reduction factors for durability, RFo , are recommended where polymer stability can be demonstrated and where the anticipated soil environment is non-aggressive. FHWA has given some conservative guidance on the selection of the RF0 in the absence of product- specific testing [6][8]. Yet, specific product testing and field experience has demonstrated that the RFo value shown in the table below are commonly applicable to polyester geotextiles and coated geogrids as long as minimum molecular weight and maximum number Carboxyl End Groups are maintained. Recommended RFo for Miragrid Geogrids in Typical Soils Geosynthetic Type Minimum PET Yarn Criteria RFo Mn>25,000; CEG<30 1.1 Woven Polyester (PET) Geotextiles Woven/Coated Polyester (PET) Geoqrids The FHWA Demonstration Project 82 "Mechanically Stabilized Earth Walls and Reinforced Soil Slope Design and Construction Guidelines," recommends electrochemical properties for backfills when using geosynthetic reinforcement of 3 < pH < 9. Based on research outlined in "The Effect of pH, Resin Properties, and Manufacturing Process on Laboratory Degradation of Polyester Geosynthetics" by V. Elias, A. Salman, and D. Goulias [9], a RFo = 1.10 is reasonable for all Miragrid® geogrids in the recommended pH range. Soils exhibiting pH ranges beyond the 3 to 9 limits may be used in the construction of MSE structures. However, adjustments to the reduction factor may be required. The geogrid product evaluated in this study is a PVC coated polyester grid manufactured from Type 811 yarn from Kosa (Hoechst Trevira). This yarn and coating process are the same as on all Miragrid® geogrids. Installation Damage Reduction Factor, RFm Placement of the geosynthetic in the field can result in installation damage to the material. This is typically reflected by a reduction of the tensile strength properties of the geosynthetic. Installation damage is determined by subjecting the geosynthetic to a backfill and compaction cycle, exhuming the material, and determining the strength retained [1]. Extensive research has been conducted on Miragrid® geogrids with the effects of construction damage. The most comprehensive study was conducted by TRI/Environmental. The test procedure was based on the Washington State Department of Transportation Qualified Products List (WSDOT QPL) requirements (Test Method 925). Installation damage testing was conducted on the following products: Miragrid® 3XT, SXT, 8XT -October 2002 6 ~TENCATE Mirafr Miragrid® 1 OXT -September 2004, May 2005 Miragrid® 20XT -December 2003 Miragrid® 2XT, 7XT -May 2005 Miragrid® 24XT -May 2005 Each report contains summary tables that list the retained product strength and the calculated reduction factor per soil type [5]. The testing program was as follows: )-A lightweight geogrid (Miragrid 3XT) was tested in three soil types with dso values of 0.3mm, 4.5 mm, and to 22mm. )-The heaviest geogrid (Miragrid 24XT) was tested in two soil types with a dso of 4.5mm and 42 mm. » Medium weight geogrids (Miragrid 5XT, Miragrid 8XT, and Miragrid 10XT) were tested in tested in three soil types with d50 values of 0.3mm, 4.5 mm, and to 22mm. » An additional medium weight geogrid (Miragrid 7XT) was tested in two soil types with d50 values of 0.3mm and 4.5 mm. The strength reduction factors to account for installation damage to the reinforcement, RFID, for the Miragrid® geogrids are shown below. Soil Type 2XT 3XT SXT 7XT 8XT Type 3 (Sand, Silt, Clay) 1.05 1.05 1.05 1.05 1.05 Type 2 (Sandy Gravel) 1.10 1.10 1.10 1.10 1.10 Type 1 (Gravel) 1.25 1.25 1.25 1.25 1.25 Soil Type 10XT 20XT 22XT 24XT Type 3 (Sand, Silt, Clay) 1.05 1.05 1.05 1.05 Type 2 (Sandy Gravel) 1.10 1.10 1.10 1.10 Type 1 (Gravel) 1.25 1.25 1.25 1.25 Interaction Coefficients for Pullout and Sliding Reinforcement applications using geosynthetics require an estimate of two interaction coefficients [1]. The Coefficient of Shear Stress Interaction (Ci) is required to calculate the reinforcement pullout capacity of the geosynthetic [1]. The Coefficient of Direct Sliding (Cds) is required to calculate the resistance to internal sliding generated along the surface of the geosynthetic [1]. 7 ~TENCATE Mirafr . \ The Coefficient of Shear Stress Interaction, Ci, and Coefficient of Direct Sliding, Ccts, for Miragrid® geogrids were determined from independent testing [5] [11] and are as follows: Soil Type u.s.c.s. Ci Cds Silty clay, sandy clay, clayey silt (ML, CL) 0.7 -0.8 0.7 Silty sands, fine to medium sands (SM, SP, SW) 0.8 -0.9 0.8 Dense well-graded sand, sand and (SW, GP, GW) 0.9-1.0 0.9 qravel Extensive research has been conducted on the interaction properties of Miragrid® geogrids. A research paper entitled "Soil Interaction Characteristics of Geotextiles and Geogrids" by Koutsourais, Sandri, and Swan [11] and actual testing by Geosynthec Consultants [14] on Miragrid® geogrids in a concrete sand provide detailed evidence verifying the values listed above. UV Resistance Sunlight is an important cause of degradation to all organic materials, including polymers from which geosynthetics are produced [4]. Of the three types of energy produced from the sun, ultraviolet (UV) is the most harmful to geosynthetics. For laboratory simulation of sunlight, artificial light sources (lamps) are generally compared to worst-case conditions [4]. The recommended ASTM test for geosynthetics is D 4355 which exposes samples to simulated UV conditions [4].The minimum UV Resistance of Miragrid® geogrids is 70% strength retained after 500 hours of exposure UV Resistance data per ASTM D 4355 is provided on two of the lightest strength products (Miragrid® 3XT and BasXgrid® 11 ). This data shows that a strength reduction of 70% after 500 hours is reasonable for the Miragrid® family of products [5]. DETERMINATION OF Long Term Design Strength (LTDS) Miragrid® geogrids are used in a variety of long-term reinforcement applications. The determinations of the correct tensile strength and soil interaction properties are critical in the design phase of a project. There are currently three accepted methods for determining the long-term reinforcement strength of a geosynthetic material. These methods are: • GRI-GG4 (b ), "Determination of the Long-Term Design Strengths of Flexible Geogrids" • NCMA "Design Manual for Segmental Retaining Walls", 2nd Edition • AASHTO Standard Specifications for Highway Bridges, 1997 Interim 8 ,eTENCATE Miratr The three methodologies above differ in the nomenclature used to determine the allowable strength of the reinforcement. The nomenclature for this long term allowable strength is as follows: GRI-GG4 uses "Tallow" NCMA uses "L TDS" AASHTO uses "Tai" For this technical note, the Long-Term Design Strength calculation follows the NCMA[1] methodology. In general, however, the reduction factor concept is applicable to all three methods and the long-term reinforcement strength. However, individual reduction factors may vary depending on the requirements of other methods. The design engineer should review and verify the required L TDS calculation method and appropriate reduction factors before design of the reinforced soil structure. The Long-Term Design Strength (L TDS) of a geosynthetic is the strength at limit equilibrium conditions in the soil [1]. The L TDS is developed by reducing the Ultimate Tensile Strength by Reduction Factors for potential material degradation. The Long Term Design Strength is determined as follows: LTDS = T ULT I (RF10 x RFcR x RFo) where, T ULT is the minimum average roll value (MARV) wide width Ultimate Tensile Strength determined by ASTM D 6637; RF10 is the Reduction Factor for Installation Damage; RFcR is the Reduction Factor for Material Creep; RF0 is the Reduction Factor for Durability; Other reduction factors may be considered depending on the methodology or project requirements. The following pages contain the calculations for all products in the Miragrid® product family. Global Factor of Safety An additional Factor of Safety is often added to reduce the L TDS of the geosynthetic. This "global" or overall factor of safety is to account for uncertainties in the geometry of the structure, fill properties, reinforcement properties, and externally applied loads [1]. This factor of safety is typically between 1.5 to 2.0 and is independent of the geosynthetic reinforcement used in the design. Additional information can be obtained from Ten Cate TM Construction Products at (800) 685- 9990. 9 ~TENCATE Mirafr References 1. "Design Manual for Segmental Retaining Walls", NCMA, 2nd Edition (1997). 2. GRI-GG4 (b) -Standard Practice "Determination of the Long-Term Design Strength of Flexible Geog rids", ( 1991) 3. "1997 Interim Revisions to the Standard Specifications for Highway Bridges", AASHTO, 16the Edition ( 1996). 4. Koerner, Robert M., Designing with Geosynthetics, 4th edition (1998). 5. "Miragrid® XT Geogrid Submittal Document", Mirafi® Construction Products (2005). 6. Sandri, D., Thornton, J., and Sack, R. (1999) "Measuring Geosynthetic Creep: Three Method," Geotechnical Fabrics Report, August, pp. 26-29. 7. "Technical Note: Durability of High Strength Geosynthetics", TenCate (1999). 8. "Degradation Reduction Factors for Geosynthetics", FHWA Geotechnology Technical Note (1997). 9. Elias, V., Salman, V. and Goulias, D. "The Effect of pH, Resin Properties, and Manufacturing Process on Laboratory Degradation of Polyester Geosynthetics", Geosynthetics International, Volume 5, No.5. p. 459-490. 10. IFAI (1997) "Industry Response to FHWA Technical Note", Geotechnical Fabrics Report, August, pp. 27. 11. Koutsourais, M., Sandri, D., and Swan, R. "Soil Interaction Characteristics of Geotextiles and Geog rids", Conference Proceedings from the Sixth International Conference of Geosynthetics, Volume 2, p.739-744 Disclaimer: TenCate assumes no liability for the accuracy or completeness of this information or for the ultimate use by the purchaser. TenCate disclaims any and all express, implied, or statutory standards, warranties or guarantees, including without limitation any implied warranty as to merchantability or fitness for a particular purpose or arising from a course of dealing or usage of trade as to any equipment, materials, or information furnished herewith. This document should not be construed as engineering advice. 10 ~TENCATE Mirafr © 2010 TenCate Geosynthetics North America 11 ~TENCATE Mirafr LONG-TERM DESIGN STRENGTHS FOR MIRAGRID® XT (per NCMA "Design Manual for Segmental Retaining Walls", 2nd Edition) (per GRI Standard Practice GG4(b)) Products 2XT 3XT SXT 7XT us SI us SI us SI us SI lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m Ultimate Tensile Strength, Tu1t1 2000 I 29.2 3500 I 51.1 4100 I 68.6 5900 I 86.1 Creep Reduction Factor, RFcR 114-year design life 1.58 1.58 1.58 1.58 Creep Limited Strength 114-year design life 1266 I 18.5 2215 I 32.3 2975 I 43.4 3734 I 54.5 Installation Damage Reduction Factor, RF10 Type 3 Backfill (Sand, Silt, Clay) 1.05 1.05 1.05 1.05 Type 2 Backfill (Sandy Gravel) 1.10 1.10 1.10 1.10 Type 1 Backfill (Gravel) 1.50 1.25 1.25 1.25 Durability Reduction Factor, RF0 1.10 1.10 1.10 1.10 LTDS (114-year design life) Type 3 Backfill (Sand, Silt, Clay) 1096 16.0 1918 28.0 2575 37.6 3233 47.2 Type 2 Backfill (Sandy Gravel) 1046 15.3 1831 26.7 2458 35.9 3086 45.0 Type 1 Backfill (Gravel) 767 11.2 1611 23.5 2163 31.6 2716 39.6 8XT us SI lbs/ft kN/m 7400 I 108.0 1.58 4684 I 68.3 1.05 1.10 1.25 1.10 4055 59.2 3871 56.5 3406 49.7 1 Ultimate Tensile Strength (MARV) in Machine Direction as measured per ASTM D 6637 guidelines 12 ~TENCATE Mirafr LONG-TERM DESIGN STRENGTHS FOR MIRAGRID® XT (per NCMA "Design Manual for Segmental Retaining Walls", 2nd Edition) (per GRI Standard Practice GG4(b)) Products 10XT 20XT 22XT 24XT us SI us SI us SI us SI lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m Ultimate Tensile Strength, Tu111 9500 I 138.6 13105 I 200.0 20559 I 300.0 27415 1400.0 Creep Reduction Factor, RFcR 114-year design life 1.58 1.58 1.58 1.58 Creep Limited Strength 114-year design life 6013 I 87.7 8674 I 126.6 13012 I 189.9 17351 I 253.2 Installation Damage Reduction Factor, RF,o Type 3 Backfill (Sand, Silt, Clay) 1.05 1.05 1.05 1.05 Type 2 Backfill (Sandy Gravel) 1.10 1.10 1.10 1.10 Type 1 Backfill (Gravel) 1.25 1.25 1.25 1.25 Durability Reduction Factor, RFo 1.10 1.10 1.10 1.10 L TDS (114-year design life) Type 3 Backfill (Sand, Silt, Clay) 5206 76.0 7510 109.6 11266 164.4 15023 219.2 Type 2 Backfill (Sandy Gravel) 4969 72.5 7169 104.6 10754 156.9 14340 209.2 Type 1 Backfill (Gravel) 4373 63.8 6308 92.1 9463 138.1 12619 184.1 1 Ultimate Tensile Strength (MARV) in Machine Direction as measured per ASTM D 6637 guidelines \/ 2 0 15 13 ~TENCATE Mirafr