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HomeMy WebLinkAboutSDP 02-16; COASTLINE CHURCH; ANCHOR RETAINING WALL STRUCTURAL CALCULATIONS; 2019-12-051'ed one engineering Inc q::g ·1 1 ;n'l'j I ~ .1. ,_,,,_ . Z/1l)?o t) •(l,H_Ll'v, ,6 ;v'Oi xHI tJ.) Anchor Retaining Wall Structural Calculations for SDP02-16/GR 2019-0006 Coastline Church/DWG 423-IC City of Carlsbad, California December 5, 2019 w.o. #811-19089 Prepared by: Matthew M. Merritt, P.E Red One Engineering, Inc. 1295 Distribution Way Vista, Ca 92081 Prepared for: . c .. -·· = 'l:-L()F'i\1Ei-n-Geogrid Retaining Wall Systems, Inc. ---, . , 1295 Distribution Way ' . ' .. __ ) . Vista, Ca 92081 1'ed one engineering Inc December 5, 2019 Geogrid Retaining Walls Inc. 1295 Distribution Way Vista, CA 92081 Attention: Mr. Mike Stevenson Subject: Anchor Retaining Wall Structural Calculations Coastline Church City of Carlsbad, California w.o. #811-19089 Please find enclosed the structural wall calculations for the Coastline Church Anchor retaining wall. The Anchor retaining wall was designed using the MSEW design software developed by Adama Engineering in accordance with AASHTO/FHWA allowable stress design methodology. The retaining walls have been designed for internal and external wall stability only. The Geotechnical Engineer of Record shall confirm site global stability. Soil design parameters are based upon the MSE Retaining Wall Design Recommendations by Geocon, Inc. dated June 12, 2019. All soil design parameters shall be confirmed by the geotechnical engineer prior to the commencement of construction. Please contact the undersigned with any questions. Sincerely, Red One Engineering, Inc. fl:Jfr(M Matthew M. Merritt RCE#68429 1295 distribution way, vista, california 92081 phone 760.410.1665 facsimile 760.509.0078 matt@red1engineering.com r _. • • 2:1 SLOPE BACKFILL MSEW --Mecharucally StabH1zed Earth Walls COASTLINE CHURCH Present Date/Time: Wed Dec 04 12:05:05 2019 R:\I Active projects\Coastline Church\Calculations\SLOPll H=6'.BEN -!.OMIBWV ... !.OMSBWV.....!.OMSl!WV.....J.OMSBWV ... !.OIISl!WV-3.IIMSBWV-J.OIISBWV ... !.OWSBWV.....S.OMSBWV ... J.OMSl!WV ... J.OMSBWV.....S.OMSl!WV-).OIISBWV.....S.ONIBWV.....).OMSl!WV.....JJJIISIIWV.....!.OIISl!WV--!.OMll!WV ... !.OIISIIWV ... !.OMll!WV--SJIMSBWV--!.0"'""'2' It' 1' I AASHTO 2002 ASD DESIGN METHOD COASTLINE CHURCH MSEW(3.0): Update# 14.972 PROJECT IDENTIFICATION Title: Project Number: Client: Desi~er: Station Number: Description: COASTLINE CHURCH 811-19089 GEOGRID RWS, INC. MMM H=6', 2:1 SLOPING BACKFILL, ANCHOR VERTICA 8:1 PLANTABLE, MIRAGRID Company's information: Name: Red One En~neerinJ?: 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\Coastline Church\Calculations\SLOP ..... ..... tions\SLOPE H=6'.BEN Original date and time of creating this file: 12/4/19 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. V-'-OMll!WV.....S.ONSRWV ... l.QMSBWV ... !.OIISl!WV ... ,.oMSl!WV ... 3.IIMSIIWV ... J.OMSBWV.....J.OMSl!WV-1.0MSl!WV-!.ONSl!WV-J.Ol&SIIWV ... !.OMSBWV ... ,.oMSBWV ... !.OMSl!WV.....!.OMSBWVtnloa!.OMSl!WV ... ,.oMSBWV.-s.oMSBWV ... !.OMSBWV ... J.IIMll!WV.....J.OMSl!WV.....!.O I COASTLINE CHURCH Page 1 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 M:SEW --MechamcaHy :Stab11Ized Earth Walls CUA:STLJNE CHURCH Present Oatefl'ime: Wed Dec 04 12:05:05 2019 R:\1 Active projects\Coastline Church\Calculations\SLOPE H=6'.BEN f ~S.OWSf...,,,.OMIIIWV ... ,.oMSBWV ... S.OIISBWV.....J.OMSBWV .... ,.ollSBWV ... S.OMSBWV ... S.ONSBWV ... ,.oNSBWv_,_o_v ___ s.oMSBWV ... S.OMSBWV....J.OMSRWV ...... ,.oMll!WV ... S.OMSBWV--S.OIISBWV ...... S.OMSBWV....J.OMIBWV....J.lltGBWV--J.OIISl!WV.-.s.ollSBWV...SJ)_ SOil..DATA REINFORCED SOIL Unit wei~t. y Design value of internal angle of friction, cp RETAINED SOIL Unit weight, y Design value of internal angle of friction, cp 130.0 lb/ft 3 30.0 ° 130.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit wei~t. y eouiv. 130.0 lb/ft 3 Equivalent internal angle of friction, cpequiv. 30.0 ° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability)= 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 30.14 Ny=-22.40 SEISMICITY Note: specified A combined with I and ~ produced a square root of -0.07 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.300 Design acceleration coefficient in Internal Stability: Kh = Am = 0.345 Design acceleration coefficient in External Stability: Kh_d = 0.150 => Kh =Am= 0.150 (Kh in External Stability is based on allowable displacement, d = 74 mm. using FHW A-NHI-00-043 equation) Kae ( Kh > 0) = 1.0166 Kae ( Kh = 0) = 0.5076 fl. Kae = 0.5090 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. V....S.OMSBWV ... ,.OIISBWV ... S.OMSBWV ... J.OMSBWV-J.OMll!WV....S.OMIIIWV .... 1.0MIIIWV--1.0Mll!WV ... ,.OMSl!WV-J.OMSl!WV .... S.O,aBWV-1.0MSIIWV-,.OMSBWV .... J.IIMSBWV ... S.OMSl!WV.....J.OMll!WV ... ,.owuwv....s.oMSBWV....J.OMSl!WV....UIMSl!WV .... ,.OMSl!WV--S.O COAS1LINE CHURCH Page 2 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YmhnJQ)UDYmhzJ0IRYYrdrJPIURYnhzJPWRYstrJOlcnJH 121CC:llzd tRIRRlllrd JCIZRllH 121an:xnt 121an:2w l?ICDfYn:1 121an2w 12)7R[Ytd J917D'.Ytd JOIZR'.21 1 lCIFlll'zd JPlvnl'. . JOIRYYmbJOtUDYntnJOIZIZYnhJCIZDIYnhJR MS.EW --Mechanically Stabilized .Earth Walls CUAS'J'LlN.E CHURCH Praent I>ate/l'ime: Wed Dec 04 12:05:05 2019 R:11 ~projecUICoutline O!urcblCalculllio111\SLOl'll H-6'.BHN ,,...,......,.,.._u.,_.,..._,.._. .... ,..,_...,...,.....,..._,..-.... ,.....,. .... u....,...._u .... -u ... .,...,.....,.....,..,......, .... ,....,, ...... ,..._.........,uMIIIW"-aU....,,,.._u...,..,_u,_...,._,.....,-,.....,..._,......, .... ,.._,,. ~ _ t 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, ? Scale-effect correction factor, a p Geogrid Geogrid type#l type#2 3500.0 4700.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA 1.000 1.000 30.00 30.00 0.85-tan' 0.85-tan' 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0.0 0 ft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 - Geogrid Geogrid Geogrid type #3 type#4 type #5 7400.0 9500.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85·tan, 0.85·tan, NIA 0.8 0.8 1.0 K/Ka 2.0 3.0 _,.. __ u....,v..-u..., .... u....,....,._u....,...._u....,v....u....,v...uM111Wv..uM111W_u_.,....u--u.,... .... u ....,-u .... .....,,......, .... ,......,....,.,.. .... ._...._,.. __ u,_., .... ,..-.... ,..-,_._,.. COAS1UNE CHURCH Page 3 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Yd 111-M Cl-Yd 1-ttn:frltWRttzdsJCWRltntsltt#DYnlnnllWRYrhltl-Yrbltl-Yrt It -»d IIW-MnfnnJC-YrblltcnMrtlSWfflltrtzJRWRYnhzlCl#Cttn:trJOtfflDhbJCWRM:rtzlltfflRttn:trlSI-M ttW-tHrll MSEW --Mechanically Stablitzed .Earth Walls COASTLINE CHUKCH Preaer; Date/'l'ime: Wed Doc: 04 12:05:0S 2019 R:\l Active projecU\Coaltline OmrchlCalculotions~LOPll H-6'.BEN t ...._,..~ ....... ,......,....,,......,_,......,..,...,...,....-,...,........,,.._-u...,-u..,.....,....u....,-u....,...,_u..., .... u....,..,_u.,.......,..u...,..,,.._u ..... ..,,...u .... ,,...u .... ..,.._u...,.....,..u-..,...u_.,,....,.._ INPUT DATA: Facia and Connection (accordinr 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 ~--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/ Tmd Z/Hd 0.00 0.25 TopofwaD ·- 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.50 l----l---+--.j___.j. _ _j__.j___. _ _._-------1 Geogrid Type #1 a <1> CRult <2> Geogrid Type #2 a CRult Geogrid Type #3 a CRult 1.0 1.00 1.0 1.00 1.0 1.00 Geogrid Type #13> Geogrid Type #2 Geogrid Type #3 a CRcr a CRcr a CRcr 0.0 0.28 0.0 0.34 0.0 0.22 1500.0 0.54 4000.0 0.49 4000.0 0.41 3000.0 0.54 <1> a = Confining stress in between stacked blocks [lb/ft 2] <2> CRult =Tc-ult/ Tult <3> CRcr = Tcrc / Tult 0.75 .____,_ __ _,__.,____, _ __, 1.00 ..____. _ _.__.,____,__ ......... _.,____,_ _ _._ _ _.____, 1.00 0.90 0.80 0.70 0.60 0.50 To-static / Tmax or To-seismic / Tmd Geogrid Type #4 a CRult 1.0 1.00 Geogrid Type #4 a CRcr 0.0 0.16 4000.0 0.34 Geogrid Type #5 a CRult NIA Geogrid Type #5 a 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 Mirafi3XT 1.15 NIA Type#2 Mirafi 5XT 1.15 NIA Type#3 Mirafi8XT 1.15 NIA Type#4 Mirafi 10 .. 1.15 NIA Type#5 NIA NIA NIA _u...,.,,...,......,....,._,..--,..--,..--,..--,......,-,.. ........... ,.....,_u--u--u--,•--u--u--u-....... ,.. ........... ,...,....,,...,..-..,_..,.. .... _,_._ ....... ,.. COAS1UNE CHURCH Page 4 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 M:rtzll-M:rtzlltfflRYdrll-ttntrlSt-M I ,,,_ttrtz,ctrnM:rtzltWPYrtslttcRM:rtzll trnltrtzlt-ltrtzlltcnM:rtzlltcRM:rtzlStrnY:r#nJtlPRMrtlltfflRM:dwltt-Mrt ,,,_rrt lttcmMrhJl)-ttrtzlltrnlbrtolltcmM:rtzJC MShW --Mechanically Stab1hzed .harth Walls CUASTLlNh CHURCH "'-Oate/l'ime: Wed Dec 04 12:05:05 2019 R:\1 Acme projocu\Coulline Omrcb\Calculatiom\,U.Cll'I! H-6'.Bl!N ..,..u...,.,.._,,..,........,.,...,... ........ ,....., ........ ,.. ..... ......,..,....,..,,...,....., ........ ,.. ...... ..,...,....., ........ ,.. __ ,.. .... .,.,.,,....., ..... u .... ....._u....,.,.._u....,....._u...--....u .... ,,...u.,.. ........ u__.,,_._,.....,.,.._u...,v...u~ ·, t INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, co Back.slope, 6 Back.slope rise 6.00 [ft] 2.0 [deg] 26.6 [deg] 25.0 [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 = 26.60° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0 [lb/ft 2] ANAL'YZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] COASTI.INE CHURCH Page 5 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 »rtzJD-Y:dolttCDH 11t«Dtt::trlltrn¥ndr:Ot«D¥:dolltCDYz&JCt«Dh. ltt-YrhtctffllM I lttffllbOsHWPYdtslttCD¥ndrllt«D¥ndrlltrn¥ndr11tCDN:drrttfflD»rtn:OtCDYr&IHffllnatslttcn¥nblCtfflDWnlltfflRWrJ8 MShW --Mechamcally Stabilized harth Walls CUASTLlNh CHURCH Present Dat,/fime: Wed Dec 04 12:05:05 2019 R:11 Active projects\Coastline Church\Calculationa\SLOPE H=6'.BEN • v ... J.OMSBWV ... J.OMSBWV ... ,.OMSBWV--J.OMSBWV.-s.oMSBWv ... ,.owsnv ... )JJMSl!WV .... J.OMSBWV.....S.OMSIIWV ... J.OMSl!WV ... S.OMSBWV ..... !.OMSl!WV ... S.OMSBWV ... J.OMSBWV ... J.OMSl!WV ... S.OMSl!WV.....J.OMSl!WV.....!.OMSIIWV ... S.OMSl!WV.....J.OMSIIWV--J.OMSBWV ..... J.O_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.66, Meyerhof stress= 1253 lb/ft2• Foundation Interface: Direct slidinir Fs = 1.727 Eccentricitv. e/L-0.0290 Fs-overturninl!' -4.15 # GEOGRID Elevation [ft] 1 0.67 2 2.00 3 4.00 Lenj!;th Type [ft] 7.00 7.00 7.00 # 1 1 1 CONNECTION Fs-overall Fs-overall [ connection [geoj!;rid strength] 3.30 3.20 2.98 strength] 5.17 5.41 5.75 Geoj!;rid strength Fs 5.167 5.415 5.752 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 12.985 10.199 6.333 Direct sliding Fs 1.811 2.005 2.372 Eccentricity Product e/L name 0.0133 Mirafi 3XT -0.0174 Mirafi 3XT -0.0679 Mirafi 3XT Bearing capacity, Fs = 4.43, Meyerhof stress= 1693 lb/ft2• F d In rf Di l"di F 1 201 Ee /L O 1240 F . 2 56 oun abon te ace: rect s 1 Ill!' s= centric1tv. e = s-overtumml!' - # GEOGRID Elevation [ft] 1 0.67 2 2.00 3 4.00 Lenj!;th Type [ft] 7.00 7.00 7.00 # 1 1 1 CONNECTION Fs-overall Fs-overall [ connection [geoj!;rid strength] 2.11 2.10 2.05 strength] 3.61 3.86 4.26 Geoj!;rid strength Fs 3.609 3.859 4.262 Pullout resistance Fs 6.390 5.150 3.362 Direct sliding Fs 1.290 1.516 2.054 Eccentricity Product e/L name 0.0904 Mirafi 3XT 0.0289 Mirafi 3XT -0.0546 Mirafi 3XT V .... s.llMSBWV ... !.OMSIIWV ... ,.ollSIIWV ... 3.IIMSl!WV ...... 1.0MSl!WV.....J.OMSBWV.....J.OMSl!WV ...... S.OMSBWV ... J.OMSIIWV ...... ,.oMSl!WV ... SJlllSIIWV ..... ,.oMSBWv .... 1.0MSBWV ... 1.0MSBWV ... J.OMSBWV ... J.OIISl!WV ... ,.OMSl!WV ... !.OMSBWV ..... ,.oMS11WV ... J.OMSBWV ... SJIMSBWV ... J.0 COASTLINE CHURCH Page 6 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YnntrlCICD'.YnhnlAtsE'llzd rntcnrYntzJ?ICRIJI JQIEYYnntrlCICRl)H 121 Ynf JRIPB'.l'zrt JQICiD'.Y JCMSDl)[zd J?IW[Yd ,cnm YnhJPIURl'. I 1217Rlll J?IZPYnhnJRWD'llrt :nm llrhlRIZDIYtsh:OMSDIYrt JPICRl'sd J917R1Yrd l2 MShW --Mechamcauy Stabihzed .Earth WaHs CUASTUNh CHURCH Pr...,. Date/Time: Wed Dec 04 12:0S:0S 2019 R:11 Activeprojecu\Couttine Oalrch\Calculotions\SLOPB H-6'.BBN ..... u .... ...._u_.,_...,..._.v.....u.....,..,_u..,, ...... u....,.....,.u...,,,...u...,.,...u.._....._,.......,.,_...,......,,,__,...,,....,...,....., ..... u.,...v.....u..., ........ u....,.,.._u...,"'""°"u..,,._...,.u._.....,.,.....,.,.,..,......,.,....,._.__,.. · BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearin~ capacity, q-ult 9602 Meyerbof stress, <Jv 1253.0 F.ccentricity, e 0.20 F.ccentricity, e/L 0.029 ~~~~ 7~ Base length 7 .00 SCALE: 0 2 4 6[ft] :, SEISMIC UNITS 7501 [lb/ft 2) 1693 [lb/ft 2) 0.92 [ft] 0.132 4.43 7.00 [ft] .,....,.._.,.,..,.._.....,.,.. ......... ,.....,........,u.,_..,...,.....,.,....,.......,,,_,_,.._...._,.. .... ,,...,.....,.,...,.._,,._,.._-u....,...._uNll!ll'"--U.,...v.-u...-......_u....,._..u...., ........ u.....,"--UNIIJWV.,._U....,_u COASTI...INE CHURCH Page 7 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Y hlt-ttrri to -y -Md lfttclNMrtnJCtclNllnhl t-ttrftltl-MdslfWDYnhltWDYzftlltcDMrd IIWRMrtnlctfflYnbllWRYnblltcDMrtn:SWRJtrtzllWRY . ltt-N &lPWRlbtatJCtcnYrt lot-bf JtWRYnhnlt MShW --Mechamcally Stab1llzed harth Walls CUASTLINh CHURCH Present Date/fime: Wed Dec 04 12:05:05 2019 R:11 Active projects\Coastline Church\Calculations\SLOPE H=6'.BEN • v ..... lilMSBWV.,.-J.OWSl!WV ... :LIIMSl!WV ..... ,.oMSBWV ..... J.OWSl!WV ... ,.OMSIIWV ... lilNSBWV ... ,.owsewv.....,.oMSEWv ... ,.oMSBWV ..... ,.oMSBWV ..... ,.OIIIIIWV ..... lilMSl!WV ..... ,.oMSHWV ... J.OMS!IWV ..... !.OMIBWV ... J.OWSl!WY ... SJIMSl!WV ..... ,.OMSl!WV.....lilMSl!WV ... !.OIIIIIWV ... ,.o_ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.727 and Fs-seismic = 1.201 # Geomd Geomd Fs Fs Geomd Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 7.00 1.811 1.290 l Mirafi 3XT 2 2.00 7.00 2.005 1.516 1 Mirafi 3XT 3 4.00 7.00 2.372 2.054 l Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0290, e/L seismic= 0.1240; Overturning: Fs-static = 4.15, Fs-seismic = 2.56 # Geomd Geomd e/L e/L Geomd Elevation Length Static Seismic Type# Product name [ft] [ft] l 0.67 7.00 0.0133 0.0904 1 Mirafi 3XT 2 2.00 7.00 -0.0174 0.0289 1 Mirafi 3XT 3 4.00 7.00 -0.0679 -0.0546 1 Mirafi 3XT v ... UMSl!WV....1.0IISBWV ... S.OMSBWV ... ,.OMSl!WV ... J.OMSBWV ... J.OMSIIWV ..... J.OMSBWV ... S.OIISBWV ... J.OIISBWV ..... 3.0MSHWV ..... J.OMSIIWV ..... ,.oMSl!WV ... ,.owmwv ..... ,.oMSBWV ... J.OMSIIWV....J.OWSl!WV ..... ,.ou:mwv ... ,.oMSRWV ... 1.IIWSl!WV ..... lilllSBWV ..... J.OWSl!WV ... J.O COASTIJNE CHURCH Page 8 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 lid IRIWPH JPICRIYntsJOtsRYnbJRWIWYrlnJ?tRDYrntnJ tnR'.llzd tolCRlllrt JOtRRfllF&JOIWBlsd J?IW'll DWP' I JCIZP'.l'sd JCIURl'. lCIRIPH ICDCDllrhJOIIPlllH JRDGDYsd JOICRlH IURIYrtrJSIZRIYnhJSIZR'.Y«rJC MShW --Mechamcally Stabtllzed harth Walls COASTLINE CHURCH Present Date/rime: Wed Dec 04 12:05:05 2019 R:11 Active projects\Coastline Church\Calculalions\SLOPE H=6'.BEN V-J.OIISIIWV ..... J.OIISIIWV ... l.OMS!!WV ..... !.OMSl!WV ..... ,.OMSIIWV.....S.OMSIIWV...,_J.OMSIIWV ... S.OMSIIWV ..... J.OMSl!WV.....J.OMSl!WV--!.OMSIIWV ... S.OMSl!WV ..... J.OMSBWV...._J.OMSIIWV ..... J.OMSIIWV ... J.OMIIIWV ... S.OIIIBWV.....SJIMSl!WV..i.S.OIGBWV ... 1.CIIISl!WV ..... S.OIISIIWV..,_SJI_"" RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1908 369.32 231.08 NIA 5.167 NIA 3.609 Mirafi 3XT 2 2.00 1908 352.39 205.96 NIA 5.415 NIA 3.859 Mirafi 3XT 3 4.00 1908 331.71 168.18 NIA 5.752 NIA 4.262 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 1.000 369.3 231.1 6.64 0.36 4795.7 NIA 12.985 3836.5 NIA 6.390 2 2.00 1.000 352.4 206.0 5.92 1.08 3594.1 NIA 10.199 2875.3 NIA 5.150 3 4.00 1.000 331.7 168.2 4.83 2.17 2100.7 NIA 6.333 1680.6 NIA 3.362 COASTI...INE CHURCH Page 9 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YsshJRIIPl!YmbJCIRRIYsshJRDURIYnhJRICR'.Yr1 IRICRP'nt JPICD'.JH 1217RPM lRICR'.11 . JOIW:Yst JCIW'll . JotRIYYntsJOWR!YnlrlOIRD'YrtrlOWD'YnhlCIGD'YnbsJOWPll'nhJOtnz:Jlnst JDICRlllsd JCIGDYrlnJPIURYnhlUMO:d JC MSEW --Mechamcally Stabtllzed Earth Walls COASTLINE CHURCH Present Date/l'ime: Wed Dec 04 12:05:05 2019 R:\1 Active projects\Coutline Church\Calculations\SWPE H=6'.BEN I v ... ,.oMSl!Wv..-J.OMSl!WV ..... J.OIGl!WV...J.OMSl!WV ... ,.oMSBWV---!.OMSBWV ... ,.oMSl!WV ... J.OMSl!WV ..... ,.OMSl!WV ... :uiMSBWV ..... ,.OMSBWV ... ,.oMSBWV ..... lllMSl!WV.....J.OMSl!WV---1.0MSBWV......1.0MSl!WV ... J.OMSBWV---1.0MSl!WV.....J.OMIBWV...J.OMSl!WV.....J.OMSBWV...1.0_ REStn..TS for CONNECTION (static conditions) ****** Important: Hinge height concept is ignored. ****** Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [fl] Pb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft) Specified Actual Specified Actual CRult CRcr Pb/ft] 1 0.67 369 1.00 0.40 1218 1908 NIA 3.30 NIA 5.17 Mirafi 3XT 2 2.00 352 1.00 0.37 1126 1908 NIA 3.20 NIA 5.41 Mirafi 3XT 3 4.00 332 1.00 0.33 989 1908 NIA 2.98 NIA 5.75 Mirafi 3XT RBStn..TS for CONNECTION (seismic conditions) Live Load included in calculating Tmax ****** Important: Hinge height concept is ignored. ****** # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product (fl] Pb/ft) connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft) Specified Actual Specified Actual CRult CRcr Pb/ft] 1 0.67 600 1.00 0.32 974 1908 NIA 2.11 NIA 3.61 Mirafi 3XT 2 2.00 558 1.00 0.30 901 1908 NIA 2.10 NIA 3.86 Mirafi 3XT 3 4.00 500 1.00 0.26 791 1908 NIA 2.05 NIA 4.26 Mirafi 3XT V ..... 1.0MSl!WV ..... J.OMSl!WV ... J.OIISBWV-J.OMSl!WV ... ,.OMSl!WV..,_J.OMSl!WV-J.OWSIIWV ... S.OMSl!WV ..... J.OMSBWV.-J.OMSBWV ... J.ONSl!WV ... !.OMSl!WV ..... J.OMSl!WV ... J.OMSl!WV.....J.OMSl!WV ..... S.OMSl!WV ... J.OMSl!WV ... J.OMSIIWV ..... J.OIISBWV ..... J.OIISIIWV-J.OMSl!WV...J.O COASTLINE CHURCH Page 10 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. Llcense number MSEW-302915 YnbsJPIRDlH JCICJZYnbsJO)ISD'YmlrJCICRlll rcnanrYmtsJCtcnJH JQ17DIYmhnJRtUPYmhnJCMID'Ysd 19)7R'.Ysd JO)ZDIYnl JRIUIYYrtrlCIW[YrtrJDD7DfY JOtRR'MnbJ91CRl)H JOIZDIYnhl?lffDIYnhJRl2D'Ynb ZPIURYmhnJOWEJH 12 MSEW --MechamcaUy Stabtbzed Earth Walls CUAS1UNE CHURCH Preaent Datdrime: Wed Dec 04 12:06:12 2019 R:\l Active projects\Coastline Church\Calculations\SLOPB H=8'.BEN -S.OMIIIWV ... J.OMIIIWV-J.OMlflWV ... ,.oMlflWV.....J.OMlflWV ..... S.OMlflWV ..... 3.0MSBWV_,_oMlflWv ..... ,.oMSIIWV ..... 1.0MlflWV ..... !.OMlflWV .... S.OMSl!WV-J.OMlflWV ... J.OMlflWV ... !.OMSBWV ... ,.OMlflWV.....J.OMlflWV ... !.OWSl!WV.....SJ'.IMSB'fl'V ..... J.OMlflWV.....J.OMlflWV.....S.0- AASHTO 2002 ASD DESIGN METHOD COASTLINE CHURCH MSEW(3.0): Update# 14.972 PROJECT IDENTIFICATION Title: Project Number: Client: Desii:,ier: Station Number: Description: COASTI.lNE CHURCH 811-19089 GEOGRID RWS, INC. MMM H=8', 2:1 SWPING BACKFILL, ANCHOR VERTICA 8:1 PLANT ABLE, MIRAGRID Company's information: Name: Red One EngineerinJ?; 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\Coastline Church\Calculations\SLOP ..... ..... tions\SLOPE H=8'.BEN Original date and time of creating this file: 12/4/19 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. V ... ).OMSIIWV ... J.OMll!WV ... ,.ollSl!WV ... S.OMlflWV ... UIMlflWV.....J.OMlflWV ... ,.ollSl!WV ... 1.0MlflWV ... ,.oMSBWV.....lllllSl!WV ..... ,.OMlflWV ... )J)MlflWV ... ,.oMSIIWV ... S.OMIBWV ... ,.OIISl!WV ... ,.oMSBWV ..... ,.oJraBWv ..... ,.oMlflWV-S.OMSRWV-J.OMlflWV ... ,.oMSBWv ..... s.o I COASTLINE CHURCH Page 1 of IO Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 MShW --MechamcalJy Stabthzed harth Walls CUAS'JLlNh CHURCH Present Datcfl'ime: Wed Dec 04 12:06:12 2019 R:11 Active projects\Coastlinc Church\Calculations\SLOPE H=8'.BEN • V ... J.OIGBWV .... J.OMSl!WV ... ,.oMSBWv ... uMSBWV.....J.OIGBWV ... !.OMSl!WV ... ,.oWIBWV ... ,.oMSBWV ... 1.0MSIIWV .... ,.oMSBWV ... J.OMSl!WV .... J.OMSl!WV-J.OMSBWV......J.OMIBWV ... ,.oMSl!WV ..... ,.OMSl!WV ... J.OIIISIIWV.....J.OIGIIW'V ... J.OMSIIWV ..... ,.OMSBWV...UMSl!WV ... J.O_ SOIL DATA REINFORCED SOIL Unit weight, 'Y Design value of internal angle of friction, cp RETAINED SOIL Unit weight, 'Y Design value of internal angle of friction, cp 130.0 lb/ft 3 30.0 ° 130.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, 'Y equiv. 130.0 lb/ft 3 Equivalent internal angle of friction, cpcquiv. 30.0 ° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability)= 0.3333 (if batter is less than 10°, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 'If= 60.00° (see Fig. 28 in DEMO 82). Ka (external stability)= 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 30.14 Ny= 22.40 smsMICITY Note: specified A combined with I and ~ produced a square root of -0.07 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.300 Design acceleration coefficient in Internal Stability: Kh = Am = 0.345 Design acceleration coefficient in External Stability: Kh_d = 0.150 => Kh =Am= 0.150 (Kh in External Stability is based on allowable displacement, d = 74 mm. using FHW A-NHl-00-043 equation) Kae ( Kh > 0) = 1.0166 Kae ( Kh = 0) = 0.5076 Ll Kae = 0.5090 Seismic soil-geogrid friction coefficient, F"' is 80.0% of its specified static value. V ... J.OMSIIWV .... J.OMSl!WV ... J.OMSl!WV....J.OMSBWV---!.OM!IIWV.....J.OMSl!WV ... !.OMSBWV ... ,.owsewv ... s.oNSBWV---J.OMSBWV ... ,.ONSBWV ... J.OMSl!WV ... S.OMSBWV ..... J.OMSBWV.....J.OMSBWV ..... ,.owsewv ..... ,.OMSBWV ... J.OMSl!WV ..... ,.oMSBWv ..... s.oMSBWv ..... ,.oMSBWV ..... J.O COASTLINE CHURCH Page 2 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 ]:atrJC GD'.llz:1 JCIW:YdnJCIUDJlnbJCDCRlltrfrJOWDIYnbsJC WllH IOWDIYnhr RtZDIXXt' JCICD'.11 JRIUD'.Ynf JO ER'.l'rd JCIIRl'.YnhJCIGRll'. JQlqp;)I ;bJCtm:l'd tcttsP'Ynt IRIWfX I JSIRRYrhJCIW'll hJOIZDIYz:d 121nnYnhrrn MSbW --Mechamcally Stabilized barth Walls COASTLINE CHURCH Pr-Date/l'ime: Wed Dec 04 12:06:12 2019 ll:\I Active projec:U\Coutline Oiurch\Calculaliona\Sl..OP'I! H~'.BEN v...u...., ...... u.....,~u....,.,...u.,...,......u....,.....,.1.1 .... .,....1.1 .... v.-u .... _u __ u_v--,.t._.,,_..,......,-w...u..w-ullm!W-u.,.......,_u...,..,.._u.._.-,....., ...... u....., ..... u..., ..... u...., ..... u___,J,,. 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, P Scale-effect correction factor, a p Geogrid Geogrid tvoe #1 tvoe#2 3500.0 4700.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA 1.000 1.000 30.00 30.00 0.85-tan' 0.85-tan' 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth z K/Ka 0.0 Oft 1.00 0 3.3 ft 1.00 z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Geogrid Geogrid Geogrid tvoe#J tvoe#4 tvoe #~ 7400.0 9500.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85-tan' 0.85-tan' NIA 0.8 0.8 1.0 K/Ka 2.0 3.0 ..,._,......, ....... ,.....,....,..,.. .......... ,.. .......... u...wv--u ...:w ...... u ... 'WIIIMu ...., ...... u ...,.....,.u.,.._u..., ...... u __ u__,_u __ ,.. __ u_,, ...... ,.._ ...... .,._., ..... ,.. .......... .,..,.. ...... u ...., ...... u COASTI.INE CHURCH Page 3 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-30291S Yrtrll-Yrhll-Mrtrttt:nnttrtnltt:nnYrtrltmnttsbsnnWRttrtn ,,_ •• ··•-rrt IIWRYrtrlltrnYrhlltclSMrtnJD-ltntllt:nnY hlll-ttrrtoJCt:nnrrtslSt:nnnotssrct:nnYrtrltt:nnYrbltt:nn:t:::t:nlttrnYrtrltt-Yd rt MSbW --Mechanically Stabilized .l::iarth Walls COASTLINb CHURCH Preaent Dole/l'ime: Wed Dec 04 12:06: 12 2019 R:11 Active projects\Coutlino a..rdt\Calculltio111\SLOPB H-8'.BEN Iii ...... ,.....,,,-.,..u.,......,.,......,.,..,_,....., ...... ,.....,v--,....., ...... ,.._ ...... ,.._ ...... ,....., ...... u...,v...ulomlttl'v.....u._. ...... ,......,....,,...,... ...... ,..,.........,.u..., ...... u .... ....._u.,_,. ...... ,......,...,.,..._..,,._,.._...._,.._ INPUT DATA: Facia and Connection (accordini 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 ~.. 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 / Tmd Top of will Z/Hd 0.00 0.25 _ __,... _ _,_ 0.00 0.25 0.50 0.75 1.00 1.00 1.00 1.00 1.00 1.00 0.50 t---+-+----t---t---t--t---i--t--t---1 0.75 t---+-+----t---t---t--t---i--t--t---1 Gcogrid Type #1 a <1> CRult <2> Geogrid Type #2 a CRult Geogrid Type #3 a CRult 1.0 1.00 1.0 1.00 1.0 1.00 Gcogrid Type #13> Gcogrid Type #2 Gcogrid Type #3 a CRcr a CRcr a CRcr 0.0 0.28 0.0 0.34 0.0 0.22 1500.0 0.54 4000.0 0.49 4000.0 0.41 3000.0 0.54 <1> a = Confining stress in between stacked blocks [lb/ft 2) c2> CRult = Tc-ult/ Tult <3> CRcr = Tcre / Tult 1.00..,____._ _ _.__.._____._ _ _..__........_........L _ _,__ _ _.____. 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic / Tmd Geogrid Type #4 a CRult 1.0 1.00 Gcogrid Type #4 a CRcr 0.0 0.16 4000.0 0.34 Gcogrid Type #5 a CRult NIA Geogrid Type #5 a 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 stren,l!;th reduction factor, RFd Creep reduction factor, RFc Type#} Mirafi 3XT 1.15 NIA Typc#2 Mirafi 5XT 1.15 NIA Typc#3 Mirafi 8XT 1.15 NIA Typc#4 Mirafi 10 .. 1.15 NIA Typc#5 NIA NIA NIA COASTI.INE CHURCH Page 4 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Yr&Jst-Ydsslct-Yd lltaRMrtzUWfflNrhJCtanMnbJttWNMnblttanMrtrJOtcRMmtrltWRMad IIWDYtdrlCW:Z»drll-Mn#rlttanM:rtzlltanMnblPtcRM:rtz:CtnrMrtnJOtanMrtzlttfflllMrtz:CtanYrhlttWNltd ttW-Wnrt MSEW --Mechamcally Stabillzed Earth Walls COASTLINE CHURCH Present Date/l'ime: Wed 0..: 04 12:06:12 2019 R:11 Active projecu\Coutline Oairch\Cllculltiom\SLOPl! H-S'.BEN ..... ,.....,,,....,.......,-,_..,_....._,....,._u_...v--u,_. ..... ,.....,v....ullal!W......,.U....,..,..,._,..._.v..-u..., .... u.....,v...u .... v..-u...,..._..u...,......,.u....,..,...u...,..,...u...,_.,.u..., ....... u WSEWv...au...,..,_u_ INPUT DATA: Geometry and Smcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, ro Backslope, 13 Backslope rise 8.00 [ft] 2.0 [deg] 26.6 [deg] 25.0 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 7.00 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) ANAL 'YZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] ,:;;::::;, _,____.., -' COASTI..INE CHURCH Page 5 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 ttrtzll-Yrlnlll#DYrblttfflRttrtzlltffllFttrtz:C->tntltncmYnfnrrwrttrtz:1tRWMsttnltWDYnbltl-Y I :OtmlMrhJtt#DMntslct-Md •ct-Xrt •tt-Ys&IDI-Y . ,o_, hlot-ttrtzllWRY:rtzlOl#Dttrtzts-YrttJC MSHW --Mechamcally Stabilized Harth Walls CUASTLlN.h CHURCH Present Datdfime: Wed Dec 04 12:06:12 2019 R:11 Active projects\Coastline Church\Calculations\SLOPB H=8'.BEN • v..i..J.OMSl!WV;..--5.IIMSl!WV ..... J.OMSBWV ... J.OMll!WV....J.OMSBW'V.....J.OIISIIWV ..... ,.owsnv....SJJMSl!WV ... ,.ollSl!WV....3.IIMIBWV ..... ,.oMSIIWV ..... J.OIISIIWV....1.0MSBWV ... !J.OIISIIWV ..... ,.oMSBWV ... J.OMSl!WV ... J.OIISRWV....1.0MSIIWV ..... J.OMSl!WV....J.OIISl!WV ..... S.OIIIIIIWV ... J.O_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.26, Meyerhof stress= 1680 lb/ft2• Foundation Interface: Direct slidin!!. Fs = 1.701 Eccentricitv. e/L = 0.0343 Fs-overturnin!! = 4.00 # 1 2 3 4 GEO GRID Elevation [ft] 0.67 2.00 4.00 6.00 Lenla!;th Type [ft] 9.00 9.00 9.00 9.00 # 1 1 1 1 CONNECTION Fs-overall Fs-overall [connection [geola!;rid strength] 2.68 2.42 2.41 2.62 strength] 3.78 3.66 4.08 5.06 Geola!;rid strength Fs 3.776 3.656 4.076 5.058 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Pullout resistance Fs 16.651 13.033 10.017 7.823 Direct sliding Fs 1.763 1.903 2.157 2.462 Eccentricity e/L 0.0219 -0.0020 -0.0384 -0.0820 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Bearing capacity, Fs = 4.02, Meyerhof stress= 2322 lb/ft2• Foundation Interface: Direct slidinl!' Fs = 1.175 Eccentricitv. e/L = 0.1356 Fs-overturnill!! = 2.43 # 1 2 3 4 GEOGRID Elevation [ft] 0.67 2.00 4.00 6.00 Lenla!;th TYPe [ft] 9.00 9.00 9.00 9.00 # 1 1 1 1 CONNECTION Fs-overall Fs-overall [connection [geola!;rid strength] 1.67 1.57 1.60 1.77 strength] 2.63 2.64 2.97 3.64 Geola!;rid strength Fs 2.631 2.637 2.971 3.644 Pullout resistance Fs 8.166 6.683 5.207 4.006 Direct sliding Fs 1.239 1.393 1.719 2.215 Eccentricity e/L 0.1088 0.0588 -0.0089 -0.0736 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT v ..... s.oMSBWv ..... ,.oMSBWV....J.ONSl!WV ..... J.OMSl!WV....1.0MSl!WV-!.DMIBWV ..... ,.0MSBWV ... ,.oMIBWV ... ,.oMSl!WV--J.0Mll!WV-S.0NSBWV-J.OMIBWV ..... ,.oMSBWv .... ,.oMSBWV....J,OMSl!WV ..... ,.oMSBWV ... J.0MSl!WV....J.0MIBWV-J.OMSl!WV ... S.OMSl!WV ..... J.OMSl!WV ..... ,.o COASTilNE CHURCH Page 6 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YmhzJC:CRlllzd JQ)CDlfzt JPICR'.llz:1 JCICDlllrtsJ IZRPH JPICRlllrtsJPIWP'rtrlCIPDIYnhJOIIPII d JPICDfl'sd JCIURPH 12)2[)' . JCIUPIY hzJPIUR'llftJCtffDIYrzlrJQ)RDfYnbsletffDYnhJOIZDIYnf JOICRI JPICR'.l'.zd tRIZDPlsd IC MSEW --Mechanically Stabilized Earth Walls COASTLINE CHURCH Preaent Datt/l'ime: Wed Dec 04 12:06:12 2019 R:11 Active projecU\Coutline Oiwdi\CalculatioN\SLOP£ H"8'.BBN .....,_,.....,,,__,...,...,....,.. .......... ,.....,.,....,....., ....... ,...,......._u .... .,....u .... ....._ullllll!Wv.-.u._....._,......,.....,_,......, ....... ,...,......,,.....,.....,.,...,._....,_,.....,.,.,._,..,_..,..._.,....,.,....,.._,,__,..._...,_,..__..,.._,.._ • BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearin~ capacity, q-ult 12206 Meyerhof stress, av 1680.2 F.ccentricity, e 0.31 Eccentricity, e/L 0.034 Fs calculated 7 .26 Base length 9.00 SCALE: 0 2 4 6[ft] ~ SEISMIC 9342 2322 1.29 0.144 4.02 9.00 UNITS [lb/ft 2] [lb/ft 2] [ft] [ft] COAS1UNE CffiJRCH Page 7 of I 0 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 ltrrtr ,,._r_ ,,, __ ,n:-rd lit-Yd lttfflRltrrtr IZWPHmb :Otmlttnh llt-ltzl UtrRMnhlltfflRltrrtr IIWfflltrrtrll-YrrtalttPRYnte lltfflR¥tttn 11-YrtrlDWZltrrtrlttfflRltrrtr lltfflRYrts lttcDYnts tntcnltrrtr lltfflRttrJC MS.hW --Mechamcally Stabilized barth WaHs CUASTLIN.h CHURCH Present Date/l'ime: Wed Dec 04 12:06:12 2019 R:11 Active projecU\Coutline Clmrch\Calculations\SLOPE H=8'.BEN f V ... S.OIGHWV~S.Ollll!WV.....J.OIGHWV ... S.OMIBWV....J.OMSl!WV..._J.Ollll!WV.....J.OMIBWV.-s.OIGHWV ... J.ONSl!W.,.._S.OIGl!WV ... J.OMSl!WV..._J,OIISIIWV....J.OMSl!WV.....'-OIISIIWV ... J.OMSl!WV....J.OMSl!WV ... S.OIISIIWV....J.OWIBWV....S.OIGHWV.....J.OIISBWV .... J.OIGHWV .... J.O_ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.701 and Fs-seismic = 1.175 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 9.00 1.763 1.239 1 Mirafi 3XT 2 2.00 9.00 1.903 1.393 1 Mirafi 3XT 3 4.00 9.00 2.157 1.719 1 Mirafi 3XT 4 6.00 9.00 2.462 2.215 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0343, e/L seismic= 0.1356; Overturning: Fs-static = 4.00, Fs-seismic = 2.43 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 9.00 0.0219 0.1088 1 Mirafi 3XT 2 2.00 9.00 -0.0020 0.0588 1 Mirafi 3XT 3 4.00 9.00 -0.0384 -0.0089 1 Mirafi 3XT 4 6.00 9.00 -0.0820 -0.0736 1 Mirafi 3XT v .... s.owsewv ... ,.OMSRWV .... S.OMSl!WV .... S.OIISIIWV.....S.OMIBWV .... S.OMIBWV .... SJ)MSl!WV .... ,.oMSl!WV .... S.OMSIIW~S.OMSIIWV .... ,.oWSll'WV.....J.ONSl!WV .... ,.OMSl!WV .... S.OMSl!WV .... S.OMIBWV .... J.OMSflWV......3.0MIBWV .... J.OMSl!WV .... S.OMSl!WV .... ,.o_v ___ s.o __ lll COASTLINE CHURCH Page 8 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YrtnJRIUDIYnbJ?WD!YrzbslPIURY . IOtaD'lldrlotRRYrirJCIRRYrtnlPtRRYzzlrlAIRD[YabsZClun:l'&J?IGP'YnbsletfSDIYnhnJPIUfflYrtnJCtf!DPlabsJPlnn:ll bnlotRD'YrlrlC)PRYrtn!CIGDYsd J?lffDllltd IRICD'. JPICDIW rcnmrnnts:c M:ShW --Mechamcally :Stablllzed harth Walls CUA:STLlNh CHURCH Present DatdTime: Wed Dec 04 12:06:12 2019 R:\l Active projects\Coastline Church\Calculations\SLOPI! H=8'.BEN V-J.OJG:HWV...S.ONSBWV ... ,.oNSBWv ..... ,.OIISBWV--J.Ollll!WV-J.OMSIIWV ..... J.OIISBWV .... JJINSBWV....J.OMSHWV-,.ow:mwv ... ,.oNSBWV ... ,.OMSl!W¼nb,J.OIGBWV ... !JIMSBWV--J.OIISBWV ... J.OIISIIWV ... ,.olGBWV...J.Ot.a:IIWV ... l.OMSIIWY ... I.Ollll!WV ... 1.IINSl!W¼nlfaJJI......:... • RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1908 505.30 319.03 NIA 3.776 NIA 2.631 Mirafi 3XT 2 2.00 1908 521.98 292.38 NIA 3.656 NIA 2.637 Mirafi 3XT 3 4.00 1908 468.18 252.31 NIA 4.076 NIA 2.971 Mirafi 3XT 4 6.00 1908 377.28 212.23 NIA 5.058 NIA 3.644 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 1.000 505.3 319.0 8.64 0.36 8413.9 NIA 16.651 6731.1 NIA 8.166 2 2.00 1.000 522.0 292.4 7.92 1.08 6802.8 NIA 13.033 5442.3 NIA 6.683 3 4.00 1.000 468.2 252.3 6.83 2.17 4689.7 NIA 10.017 3751.7 NIA 5.207 4 6.00 1.000 377.3 212.2 5.75 3.25 2951.6 NIA 7.823 2361.3 NIA 4.006 v ... ,.oMSl!WV ... l.OIIISBWV.....l.OIGBWV.....J.ONSBWV ... ,.ollll!WV ... ,.oUSl!WV--S.OMSBWV ... ,.oNSBWV ... J.ONSBWV ... l.OIISBWV ... J.ONSBWV .... J.OMSl!W'V ..... J.OIGl!WV ... J.OMSBWV ... J.OMSl!WV ... ,.oNSBWV ... !.ONSBWV ... J.ONSl!WV ... S.OMSBWV ... S.OMIBWV.....J.ONSBWV.....1.0 COASTLINE CHURCH Page 9 of IO Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YnttlPICRlH IRIGR!Ynt IClmrYnf JotPl'.YnttlClfflRPH Jrtfflll'rl J?)ffllllrt J?IW:llsd :c:m Yzr1 ICICRIYtd JOICWlf Jctffl'llsd r:JCRPH ]Dtmll'zd JO)ED'YztaJPl7Rlllzrt JPtm:YztlrlRtm:XrdrJOWDIXrrtrJCtanYztrlOWD'YmhnJC MSEW --Mechamcally Stabl11zed Earth Walls COASTLINE CHURCH Present Date/Time: Wed Dec 04 12:06:12 2019 R:\1 Active projects\Coastline Church\Calculations\SLOPE H=S'.BEN • V ... 1.0IISIIWV ... J.OIIIBWV......10WSl!WV.....1.IIMSBWV ... J.OIIIBWV.....1.0IIIBWV....,_1.IIIIIBWV...J.ONSIIWV ..... !.0MSBWV ..... J.OIISl!WV ... S.OIISl!WV ... J.0Mll!W.,_._J_0MSl!WV ..... 3.0MSBWV--J.OMSBWV.....1.0Mll!WV--S.OIISIIWV ... JJJMIIBWV...,J.OMlll!WV......1.11111BWV.....J.OMll!WV ..... SJI_ RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax ****** Important: Hinge height concept is ignored. ****** # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] Pb/ft) connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft) Specified Actual Specified Actual CRult CRcr [lb/ft) 1 0.67 505 1.00 0.45 1355 1908 NIA 2.68 NIA 3.78 Mirafi 3XT 2 2.00 522 1.00 0.42 1264 1908 NIA 2.42 NIA 3.66 Mirafi 3XT 3 4.00 468 1.00 0.37 1126 1908 NIA 2.41 NIA 4.08 Mirafi 3XT 4 6.00 377 1.00 0.33 989 1908 NIA 2.62 NIA 5.06 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) ****** Important: Hinge height concept is ignored. ****** Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] Pb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft] Specified Actual Specified Actual CRult CRcr Pb/ft] 1 0.67 824 1.00 0.36 1084 1908 NIA 1.67 NIA 2.63 Mirafi 3XT 2 2.00 814 1.00 0.33 1011 1908 NIA 1.57 NIA 2.64 Mirafi 3XT 3 4.00 720 1.00 0.30 901 1908 NIA 1.60 NIA 2.97 Mirafi 3XT 4 6.00 590 1.00 0.26 791 1908 NIA 1.77 NIA 3.64 Mirafi 3XT V.....J.OIISBWV ..... J.OIISl!WV....S.OIISBWV ... J.OMll!WV ... ,.OIISIIWV ..... J.OIISl!WV ... J.Ot.lSIIWV......s.(IIIIBWV ... ,.OMSBWV .... J.OMSBWV ... ,.ollSIIWV ..... 5.0NSBWV-S.OIISl!WV--S.OIISl!WV ..... ,.OIISl!WV-J.ONSIIWV ..... l.OMSBWV.....S.OMSBWV ... 1.IINIBWV ... ,.o_v_,_ollSIIWV ..... ,.o COASTLINE CHURCH Page 10 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 ¥rt ,onnnrxrt JCICDYnbsJRl:mYrd JPDZDYntsJOIRD'.YnhJCtRR!YnbsJCtunrYsdrJ rm:r JRWRfYzrirZSDRDIYrbsJOWD'.YntsJOWRIYnhlPDZD'.Yrd JOIZRIYntsJO)EYXsdslP)RIYYnbJCtABYYnbsJQ)ZDIYnhJCIZRllH JRICDPH JPIZRPlsd a M:ShW --MechamcaUy :StabI11zed harth Walls CUA:STUNh CHURCH Present Date/l'ime: Wed Dec 04 12:06:31 2019 R:11 Active projects\Coastline Church\Calculations\SWPE H=IO'.BEN ...... J.OIISIIWV ... J.OMSBWV.-J.ONSBWV ... J.OIISl!WV--J.OMSl!WV.....3.0NSBWV--J.OMIBWV ..... J.OIISl!WV ..... J.OMSl!WV ... J.OMSl!W'V ..... J.OIISIIWV.-1.IIMIBWV--S.OMSBWV--1.0IGIIWV ... SJIIISIIWV.....J.QIISIIWV ... S.OIISl!WV--J.OMSBWV .... 1.IIIISIIWV ... UNS8WV.....J.OIISRW'V--J.0- AASHTO 2002 ASD DESIGN METHOD COASTLINE CHURCH MSEW(3.0): Update# 14.972 PROIBCT IDENTIFICATION Title: Project Number: Client: Desi~er: Station Number: Description: COASTLINE CHURCH 811-19089 GEOGRID RWS, INC. MMM H=lO', 2:1 SLOPING BACKFILL, ANCHOR VERTICA 8:1 PLANTABLE, MIRAGRID Company's information: Name: Red One En~neerin~ 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\Coastline Church\Calculations\SLOP ..... .... .ions\SLOPE H=lO'.BEN Original date and time of creating this file: 12/4/19 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. v ..... J.OMSl!W'V .... J.OIISEWV--J.ONSBWV ... J.OIISIIWV.....J.ONSl!WV ...... ,.OIISIIWV-J.OMSBWV ... )J)IISIIWV ... J.OIISIIWV ... ,.oMSBWV ..... J.OMSl!WV....J.OIISBWV ... J.ONSBWV .... 3.0MSBWV ..... S.OMSEWV ... J.OIISIIWV---3.0IISIIWV ... ,.DIISIIWV ... J.OMSBWV .... UtMS!!WV ... J.OIISIIWV ... 1.0 I COASTLINE CHURCH Page 1 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. . license number MSEW-302915 • MSbW --Mechamcally Stablllzed barth Walls CUASTUNh CHURCH Present Date/Time: Wed Dec 04 12:06:31 2019 R:\I Active projects\Coasttine Church\Calculations\SLOPE H=IO'.BEN I V.-J.OMSl!WV...-J.OMSl!WV....J.OMSEWV..-.J.OMSl!WV......1.0MIIIWV ...... J.OMSBWV......J.OMSl!WV ..... 1.0MSBWV ... J.OMSl!WV......J.ONSBWV.-J.OIISl!WV ..... !.ONIIIWV......J.ONSBWV ... J.0MSl!WV ... 1.0MSBWV..,.J.OMSl!WV ... !.OMSHWV....UMSl!WV ... 1.0MSBWV....J.0MSl!WV ... 1.IIMSl!WV ... J.O_ SOU.DATA REINFORCED SOIL Unit weiJd}t, y Design value of internal angle of friction, cl> RETAINED SOIL Unit weiJd}t, y Design value of internal angle of friction, cl> 130.0 lb/ft 3 30.0 ° 130.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eauiv. 130.0 lb/ft 3 Equivalent internal angle of friction, cj>eqwv. 30.0 ° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL BARTH 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)= 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 30.14 Ny= 22.40 smSMICITY Note: specified A combined with I and ~ produced a square root of -0.07 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.300 Design acceleration coefficient in Internal Stability: Kh = Am = 0.345 Design acceleration coefficient in External Stability: Kh_d = 0.150 => Kh =Am= 0.150 (Kh in External Stability is based on allowable displacement, d = 74 mm. using FHW A-NHl-00-043 equation) Kae ( Kh > 0) = 1.0166 Kae ( Kh = 0) = 0.5076 A Kae = 0.5090 Seismic soil-geogrid friction coefficient, F* is 80.0% of its specified static value. V .... S.OMSl!WV--J.OMIIIWV ...... J.OMSl!WV....J.OMIIIWV......J.OMSl!WV ... ,.oMSl!WV ... ,.oMSl!WV....S.OMll!WV ... S.OMSl!WV.....J.OMSl!WV ..... ,.oMSBWv ... s.oNSBWv-,.o-v ..... ,.oMSl!WV ... ,.oMSBWV.-J.OJim!WV ... J.OMSl!WV ... 1.IIM!l!WV....l.OMSl!WV ..... ,.OMSl!WV....S.OIIISl!WV ... J.O COASTIJNE CHURCH Page 2 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. license number MSEW-302915 YrtrJ?ICR'.Yntrl IRR'.Ytd JOtcD::Czd l?MID'llrzlrJCtaerYnts12tm:Yntr;;tzn:1w JRlm:1'. . JOMID'l'.d ICIZRP'.rtzJOlffl[Ysd JCtffl'YnbsletlPl'.YntsJCIUR[ 1 J?ICD'.YntrlOMID'YnbsJO Wlllzd JOWDIYnhJCIURI JCIFYYrtn!OMID'YntsJO MSEW --Mccharucauy Stablllzed harth Walls COASTLINE CHURCH Preaent Datt/l'ime: Wed Dec 04 12:06:31 2019 R:\l Active projecU\Coutlinc O..rdi\Calculotionl\SLOPl! ff=IO'.BEN ...... M...,"""-U...,.__._u._. ....... ,..,_.,.,.,..,...,....._._,......, ....... ,...,....,...u..._......_.,....., ....... u__..,__,.. ........... ,..ta!Wv....u.._..,__,...,...._..,..,..,,.,..u....,,__..,u....,.....,u_.,..._,......, ...... ,......,.,__u..., ....... 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, P Scale-effect correction factor, a p Geogrid Geogrid tvoe#l tvoe#2 3500.0 4700.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA 1.000 1.000 30.00 30.00 0.85·tan, 0.85·tan, 0.8 0.8 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 K/Ka 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.0 0 z [ft] 6.6 9.8 16.4 26.2 32.8 t- ~ Geogrid Geogrid Geogrid tvoe #~ tvoe#4 t~#2 7400.0 9500.0 1.15 1.15 1.10 1.10 1.45 1.45 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85·tan, 0.85·tan, NIA 0.8 0.8 1.0 K/Ka 2.0 3.0 ....... u...,_u._.._,..--u-_,._....., ...... ,.._.....,u__. ...... .,.-.,....,.....,...._,......,-,.....,..,_._,.....,.,...u.,... ....... uMll!W.,.._U...,._.....,......, ....... u_......,.,......,_u_,., ....... ,...,... ...... ,..-.,__,.. COAS1UNE CHURCH Page 3 of 10 Copyright e 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Jtrtses-»±s,r-YntntsW-JtrtsllW-lttn:OW-ht:nltW-ltztn -•rt lfWDYnhn:tW-»r:tsrJSW-Nrb)DtcnYnhlll-ttstotltcRJtrtsl!WRMrtnlftWRMrt C -==•nrmNnhz11wmJtrts12trmM:r&lctemYrt rotemttd II MS.EW --Mechanically Stabilized .Earth Walls CUASTUN.E CHURCH Preaa1I t>ate/Thne: Wed Doc 04 12:06:31 2019 R:11 Active projec:U\Coutline Omch\Calcwltiona\SLOPB H•IO'.Bl!N • ¥11.-tu...,.,..u...,....,u..., .... u .,...-....u....,.,.._u....,.,...u ....,.,._ui,miw.,._u 1G11Wv.....u tm1Wv....u..wv...u liall'.,...u...,.,...uwmw¥......u ....,.,...u..., ...... u .... .._u ...., ...... u .... ....._u....,....,u,_.,...,,.._ INPUT DATA: Facia and Connection (accordin,t 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 ~-Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is Yr= 130.00 lb/ft 3 Z/Hd To-static / Tmax or To-seismic / Tmd Z/Hd 0.OO 0.25 0.50 0.75 1.00 TopofwaD - -- 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 a <1> CRult <2> Geogrid Type #2 a CRult Geogrid Type #3 a CRult 1.0 1.00 1.0 1.00 1.0 1.00 Geogrid Type #13> Geogrid Type #2 Geogrid Type #3 a CRcr a CRcr a CRcr 0.0 0.28 0.0 0.34 0.0 0.22 1500.0 0.54 4000.0 0.49 4000.0 0.41 3000.0 0.54 <1> a = Confining stress in between stacked blocks [lb/ft 2] <2> CRult = Tc-ult/ Tult <3> CRcr = Tcre / Tult To-static / Tmax or To-seismic I Tmd Geogrid Type #4 a CRult 1.0 1.00 Geogrid Type #4 a CRcr 0.0 0.16 4000.0 0.34 Geogrid Type #5 a CRult NIA Geogrid Type #5 a 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#l 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 COASTIJNE CHURCH Page 4 of 10 Copyright Cl 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Y::srtolltffllYnt:101-»ztzlltffllY::srtolltffllYnt:JCtffllJtnt;IC m r t ,,,_r&ttt-ltstzll tffllYntbsJCtffllJtrtrJStffllltr&llt#fflltr& mv I rntm»nrtsstltffllttrrtzlltffllYrhlltffllltrr±zlltcnltstzlltffll»ztzlltffllM:rtzll-Jtrtrll MShW --Mechanically Stablltzed harth Walls CUASTLINh CHUKCH Pr-Dotell'ime: Wed Dec 04 12:06:31 2019 R:11 Aam projocU\Coutline a...n:h\Calculotiou\SLOP£ H•IO'.BHN ...... ,.. ... ,,.,._,......,_,.....,.,.,._u.,_..,.,._,.. ... .....,u,_...,.,._,...._._,.._,,.,..,.. ... ._..,.. .... ,,.._,...,...,.,._,..._...._,......,..,.._,.....,.,,...u ......... u._._,.....,.,.,._,..,_..,_,......,-u...,....,_u.,.. ...... u_,,_ INPlIT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd Batter, co Backslope, 13 Backslope rise 10.00 [ft] 2.0 [deg] 26.6 [deg] 25.0 [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 9.00 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] ANAL"YZED REINFORCEMENT LA Your: SCALE: 0 2 4 6 [ft] I ~• COASTI.lNE CHURCH Page 5 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Yrtslt-YztrJDMPMnbzll-YnblRtcnYntzlltrnMrtzlttcnMnbzlltrnMrtzlltrnJt::t:t1ttrnYztsl2MPMnbzlttrnY□tzlltarMnbzlltrnltrrt:r!ltcnYrtnl8tenMntnJIWRWrllMPMnbzlltrnYmhnlttrrMnbzllWINMrtzJCtrnMnfnnl2 MShW --MechamcaHy Stabilized harth WalJs CUASTLlNh CHURCH Present Dat.trime: Wed Dec 04 12:06:31 2019 R:11 Active projects\Coastline Church\Calculationa\SLOPE H=IO'.BEN t V ... 1.0IISBWV .. 1.01GIIWV....1.IIMS!!W'V--S.OMSBWV--J.0MSBWV...J.0MSl!WV--J.OMSBWV.....J.OIISl!W'V.....J.OIISBWV_,_J.OMSl!WV ... 1.IIMSBWV--J.OMSl!ll'V ... S.OMSBWV....J.OMSBWV ... 1.0IISBWV ... J.OIISIIWV...J.OIISl!WV....J.OIGl!W'V ... 1.0IISIIWV...S.0IISRWV.....J.OIISl!W.,.._S,(J_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 7.02, Meyerhof stress= 2109 lb/ft2• Foundation Interface: Direct slidine:. Fs = 1.685. Eccentricitv. e/L = 0.0377 Fs-overturnine: = 3.90 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [ connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 11.00 1 2.33 2.98 2.976 20.332 1.735 0.0275 Mirafi 3XT 2 2.00 11.00 1 2.03 2.76 2.759 15.926 1.843 0.0077 Mirafi 3XT 3 4.00 11.00 1 1.88 2.84 2.840 12.328 2.035 -0.0216 Mirafi 3XT 4 6.00 11.00 1 2.26 3.83 3.827 11.889 2.264 -0.0527 Mirafi 3XT 5 8.00 11.00 1 2.34 4.51 4.513 9.333 2.518 -0.0923 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 3.78, Meyerhof stress = 2959 lb/ft2• F d oun ation te ace: ect S 1 llll!:. s = 1. In rl Dir l'd' F 159 Eccentnc1tv. e/L = 0.1431 Fs-overturninl!' = 2.36 GEO GRID CONNECTION # 1 2 3 4 5 Elevation [ft] 0.67 2.00 4.00 6.00 8.00 Length TYPe [ft] 11.00 11.00 11.00 11.00 11.00 # 1 1 1 1 1 Fs-overall Fs-overall [ connection (geogrid strength] 1.42 1.29 1.24 1.48 1.56 strength] 2.07 2.00 2.11 2.71 3.18 Geogrid strength Fs 2.068 2.000 2.107 2.712 3.184 Pullout resistance Fs 9.937 8.217 6.555 5.958 4.652 Direct sliding Fs 1.209 1.325 1.553 1.878 2.323 Eccentricity e/L 0.1208 0.0788 0.0210 -0.0321 -0.0865 Product name Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT Mirafi 3XT v.-J.OIISBWV ... ,.OMSBWV--1.IIMSBWV .... S.OMSBWV ... S.OMSBWV ... 1.0KSl!WV ... ,.OMSBWV ... ,.OMSBWV-1.0MSBWV ... ,.oMl!IW'V ... J.OIIISl!WV ... l.OMSBWV ..... ,.oMSl!WV ... S.OMSl!WV....J.OMSl!WV ... ,.oMSHWV ... ,.oMSBWV---!.OMSBWV-,.OMSBWV-J.OMSl!WV ... ,.OMSBWV ... ,.o COAS1UNE CHURCH Page 6 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YrhJO)UD[MnbsJStPDYnhnlotRDYrr:trlRWD'YztrlPMSDPlz:rt JClfflllH 121an:xzrt JOIZD'.Yrt JPICR'.Ysd JotCDIYrt JClcnl'. JCICD'.llsrt JCICDlfrtrlRICR'.lH 1217Dll'rt 1217D'MrtrzJDICRBH :nanrr:1 I tuCPlsd ZCIPDCYrtnJCIPDIYrr:trJS MShW --Mecharucally Stabilized harth Walls CUASTLlNh CHURCH Praent Dote/l'ime: Wed Dec 04 12:06:31 2019 R:11 Active projocU\CoutlineO.,rcli\Calculolionl\SLOPI! H=IO'.Bl!N ........ u..:w,,,...u .... .,...u....,...,..u..., ........ u.,.., ........ u ... -....u ............. u....,v...u!Gl!W...._u.,....,...ui,m:w....,_u....,..,.,._u....,..,..u...,....,u .... .._u..-.,...u....,v..... ... .,..v...,.u .... .,....u..., ........ u..,......_u~ • BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearin~ capacity, q-ult 14809 Meyerhof stress, CJv 2108.7 F.cccntricity, e 0.42 F.cccntricity, e/L 0.038 ~~~~ 7fil Base length 1 1.00 SCALE: 0 2 4 6[ft] ..) •, F 1 SEISMIC UNITS 11180 [lb/ft 2) 2959 [lb/ft 2) 1.66 [ft] 0.151 3.78 11.00 [ft] ....... ,..IIIIIW.,..._U ....,, ........ u .... v....u wmw_u_,._,..__. ........ ,.. .................. ~ ... --,.. ..... v....,.. ... .,.,_,......,,.,.,_,..NIISW~UMRIW"--U ......... U WIIIIW ....... U ..... -U ~-UNAW ...... U MIIIIW,,..,..U --U COAS1LINE CHURCH Page 7 of 10 Copyright Cl 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Ynbltt#DMr1nltWPIN□trltt-Yd tS:-M llt#DlbshllWPIYrtrJPWPMndrlftfflRYztzlttrnYrtnlfttcnYrttJIWENrtzlt-XrtslttenMntnJDWDbtrllWPIYd:slPWDWttllWfflNstrUWPMttJI-Mr1r t-Mndrtct#Dtts:tsntt MShW --Mechamcally Stablltzed harth Walls CUASTLlNh CHURCH Preaent Date/l'ime: Wed Dec 04 12:06:31 2019 R:11 Active projects\Coastline Church\Calculatioos\SLOPE H=IO'.BEN ,I V ... J.OMIBW~J.OMSl!WY ... J.OMSBWV ... 1.IIWIIIWV...S.OMll!WV ... S.OIISBWV ... 3.IIMIBWV ... S.OMIIIWV ... J.OMIBWV....J.OMIBWV .... J.OMIBWV.....J.OWSIIWV ... !.OMSBWV ... UMSl!WV ... 1.0MIBWV.....1.IIMIBWV---S.OIISBWV-S.OWIIIWV.....J.OWSRWV.....J.OMIBWV ... UMIBWV....S.0_ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.685 and Fs-seismic = 1.159 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 11.00 1.735 1.209 1 Mirafi 3XT 2 2.00 11.00 1.843 1.325 1 Mirafi 3XT 3 4.00 11.00 2.035 1.553 1 Mirafi 3XT 4 6.00 11.00 2.264 1.878 1 Mirafi 3XT 5 8.00 11.00 2.518 2.323 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0377, e/L seismic= 0.1431; Overturning: Fs-static = 3.90, Fs-seismic = 2.36 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 11.00 0.0275 0.1208 1 Mirafi 3XT 2 2.00 11.00 0.0077 0.0788 1 Mirafi 3XT 3 4.00 11.00 -0.0216 0.0210 1 Mirafi 3XT 4 6.00 11.00 -0.0527 -0.0321 1 Mirafi 3XT 5 8.00 11.00 -0.0923 -0.0865 1 Mirafi 3XT V .... 1.IIMSl!WV ...... !.OMIBWV.....1.IIMIBWV ... J.OMSBWV.....J.OMSl!WV ... J.ONIRWV .... 1.0MIBWV.....J.OMSl!WV-J.ONSBW-J.OMIBWV.....J.ONSl!WV-S.ONSl!WV-J.OMSl!WV ...... S.OMSl!WV .... S.ONSIIWV ... S.OMSl!WV ...... S.ONSBWV.....J.OMD!WV ... S.OMIBWV.....1.0MSBW'V-J.OIGl!WV.....10 COASTilNE CHURCH Page 8 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Yztr:OtttDIY« JQ)qp[YsdsJOWRYdrJPIPIYX:drsJPICRIJH JOICDIYnhJRDEYYnf JPIZDYmhJCt7Df &JRIPD'.YsdsJPIPZl'rhlCIRRIYnbsJRDttnlYnhJCIAD'.l'. hlCIGRYnhzJPIRPYztrJCIURYn1 JRWRIYsdsJOIZR 1217Dl¥ztr1217Dll'rd 19 MSEW --Mechanically Stab1hzed Earth Walls COASTLINE CHURCH Present Datell'ime: Wed Dec 04 12:06:31 2019 R:11 Active projects\Coastline Church\Calculations\SLOPE H=IO'.BEN v ... J.Ollll!WV ... S.OIGBWV ... ,.OIISBWV ... ,.ol&Cl!WV ... J.OMSIIWV ... S.OMSl!WV ... J.OIISBWV--1.IIMSIIWV-,.0MSEWV ..... ,.oMSBWV ... 1.0llll!WV--J.OMll!WV ... JJIMSBWV ... ,.0Mll!WV....:l.OWIBWV---S.OWIIIWV.....J.OIISl!WV.....J.0MIBWV ... !.OMll!WV ... 1.0lm!WV....S.ONll!W'V...S.O......., ~ RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 1908 641.28 408.37 NIA 2.976 NIA 2.068 Mirafi 3XT 2 2.00 1908 691.57 380.68 NIA 2.759 NIA 2.000 Mirafi 3XT 3 4.00 1908 671.90 339.02 NIA 2.840 NIA 2.107 Mirafi 3XT 4 6.00 1908 498.56 297.37 NIA 3.827 NIA 2.712 Mirafi 3XT 5 8.00 1908 422.85 255.72 NIA 4.513 NIA 3.184 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 1.000 641.3 408.4 10.64 0.36 13038.6 NIA 20.332 10430.9 NIA 9.937 2 2.00 1.000 691.6 380.7 9.92 1.08 11014.0 NIA 15.926 8811.2 NIA 8.217 3 4.00 1.000 671.9 339.0 8.83 2.17 8283.2 NIA 12.328 6626.6 NIA 6.555 4 6.00 1.000 498.6 297.4 7.75 3.25 5927.3 NIA 11.889 4741.9 NIA 5.958 5 8.00 1.000 422.8 255.7 6.66 4.34 3946.3 NIA 9.333 3157.0 NIA 4.652 V...J.OMS!IWV ... J.OIISl!WV ... J.OMSBWV ... J.Ollll!WV ... ,.OMSl!WV....J.OIISl!WV ... ,.oMSl!WV ... ,.OMSl!W'V ... ,.OMSBWV .... ,.oJGl!WV ... WMSl!WV ... lilMSl!WV ... ,.oMIIIW'V .... SJIMSBWV ... lllMll!WV ... S.OMll!WV ... ,.oMll!Wv ... ,.,IISIIWV.....J.OMSBWV ... J.OIGBWV ... l.OIISBWV.....lll COASTI.lNE CHURCH Page 9 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Ynlr191RDIYnlrlCICRIYsdrlO)PD'YnbstolPRYnlr12tGD[Ysdrl91nnrYsdrlctfSD'MnhJCtfSR'Yrf :21mrYrtrs121m:x 1 lCWDYmirJotRD[Y bzJCIRR'YnfrJRtPRY . JPIPDYnbslPIPDIYahlPIM'.YrhJ?IZDIYtd :CYPl[YztnlotKDIYnhJRIRPIYnhJ? MSEW --Mecharucally Stabilized Earth Walls COASTLINE CHURCH Present Date/I'ime: Wed Dec 04 12:06:31 2019 R:\1 Active projects\Coastline Church\Calculations\SLOPE H=IO'.BEN f V.._J.OMSl!WV.S.OMIIIWV ... 1.0NSl!WV ... S.OIISBWV....S.OMIIIWV.._J.OMIBWV....S.OMSIIWV ... J.OMSl!WV...,_S.OMSl!WV ... J.OMSIIWV....J.OMSIIWV.....J.ONSBWV....J.OMSl!WV ... J.OMll!WV--S.OWSl!WV..._J.OMSBWV .... S.OMIIIWV.....J.OIISBWV.....1.0Wll!WV....S.OIIISBWV ... J.OIIIIIWV.._1.0_ RESULTS for CONNECTION (static conditions) Live Load included in calculating Tmax "'***** Important: Hinge height concept is ignored. •••••• # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [ft] Pb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/ft] Specified Actual Specified Actual CRult CRcr Pb/ft] 1 0.67 641 1.00 0.49 1492 1908 NIA 2.33 NIA 2.98 Mirafi 3XT 2 2.00 692 1.00 0.46 1401 1908 NIA 2.03 NIA 2.76 Mirafi 3XT 3 4.00 672 1.00 0.42 1264 1908 NIA 1.88 NIA 2.84 Mirafi 3XT 4 6.00 499 1.00 0.37 1126 1908 NIA 2.26 NIA 3.83 Mirafi 3XT 5 8.00 423 1.00 0.33 989 1908 NIA 2.34 NIA 4.51 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 Geogrid connection Geogrid Product [ft] Pb/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 1050 1.00 0.39 1194 1908 NIA 1.42 NIA 2.07 Mirafi 3XT 2 2.00 1072 1.00 0.37 1121 1908 NIA 1.29 NIA 2.00 Mirafi 3XT 3 4.00 1011 1.00 0.33 1011 1908 NIA 1.24 NIA 2.11 Mirafi 3XT 4 6.00 796 1.00 0.30 901 1908 NIA 1.48 NIA 2.71 Mirafi 3XT 5 8.00 679 1.00 0.26 791 1908 NIA 1.56 NIA 3.18 Mirafi 3XT V...SJJMSl!WV....S.OMSl!WV ... J.(IIISBWV ... J.OMSl!WV ... J.OIISBWV....UMSIIWV......S.OUSIIWV ... J.OMSIIWV ... ,.OMSl!WV ...... ,.oMSIIWV ...... ,.oNSBWV.....J.ONSIIWV ... J.OMSl!WV ... ,.ollSl!WV ... ,.OMSBWV ... 1.0MIBWV...J.OMSIIWV ... J.OMSIIWV.-J.ONSl!WV......1.0IISBWV ... UMIIIWV ... ,.o COASTI.lNE CHURCH Page 10 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YrtrJCISD[YrtrJO:W:YntrJOIRD!YsdalOWD[YrtzJPIFYYnf JAISD[YzdalR)CDIYatsJCIUDYrzhnJCtffRYsd JOWD'll . 1?17DIYrhJQ)CPl)'zd JCIZRYrt JCIPRrY JCWC:lH JPICRIYrzhnJRDtt YntsJCtURYnhnJCIUBYYrd JPICRPH JCICRIYtrtzlC MShW --Mechamcally Stablltzed harth Walls CUASTUNh CHURCH Present DatdTime: Wed Dec 04 12:06:50 2019 R:11 Active projecU\Coaatline Church\Calculationa\SLOPE H:12'.BEN ,.....J.OIISBWV......1.0MSBWV.....J.OIISBWV.....!.OIISBWV ... !.IIMSBWV.-J.OIISBWV .... 1.0IISBWV ... 1.(IMll!WV ..... UIISBWV ... J.OIISBWV ... J.OMSBWV .... J.OIISBWV....S.OWSl!WV ... lillGl!W'V.....1.0MSBWV.....1.0IISBWV ... J.OIISIIWV...S.OIISBWV ... J.OIISBWV--!.OWSIIWV.....S.OMIIIWV.....1.11......C AASHTO 2002 ASD DESIGN METHOD COASTLINE CHURCH MSEW(3.0): Update# 14.972 PROIBCT IDENTIFICATION Title: Project Number: Client: Designer: Station Number: Description: COASTLINE CHURCH 811-19089 GEOGRID RWS, INC. MMM H=12', 2:1 SLOPING BACKFILL, ANCHOR VERTICA 8:1 PLANTABLE, MIRAGRID Company's information: Name: Red One En~neerinJ:1; 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\Coastline Church\Calculations\SLOP ..... .... .ions\SLOPE H=12'.BEN Original date and time of creating this :file: 12/4/19 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. V ... 1.0IISBWV-!.ONIBWV ...... 1.0IISBWV......SJ)IISBWV ... J.OMSBWV.....!.OMSBWV ... !.OIISl!WV....S.OIISBWV ... S.OMSBWV ..... 1.0IISBWV ... l.OIISBWV......J.OIISBWV-S.OIISBWV .... J.OIISBWV.....!.OMSBWV ... 1.0MSIIWV ... S.OIISBWV .... J.OMSBWV ... 1.0WSIIWV.....J.OMSBW'V ... J.ONIIIWV-1.0 I COASTilNE CHURCH Page 1 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 • MShW --Mechamcally Stabilized J::!arth Walls CUASTLINh CHURCH Present Date/I'ime: Wed Dec 04 12:06:50 2019 R:\1 Active projects\Coastline Church\Calculations\SWPE H=l2'.BEN • v .... J.lfMSl!WV.,J.OMSIIWV--J.OIGHWV.....llllGBWV....1.0MSl!WV .... J.ONSl!WV .... J.OMSIIWV....J.OMIBWV ... J.OIGBWV....J.ONSl!WV ... ,.ow:mwv .... ,.oMSl!WV ... J,OMSBWV ..... 1.0NIBWV ... ,.oNll!WV.....S.OMSl!WV ... ,.OMSl!WV ..... !.OMSIIWV.....J.OMIIIWV.....JJIMIIIWV .... J.OMIIIWV....S.O_ SOILDATA REINFORCED SOIL Unit weii;it, y Design value of internal angle of friction, q, RETAINED SOIL Unit weii;it, y Design value of internal angle of friction, q, 130.0 lb/ft 3 30.0 ° 130.0 lb/ft 3 30.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weii;it, Y eouiv. 130.0 lb/ft 3 Equivalent internal angle of friction, q}equiv. 30.0 ° F.quivalent 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)= 0.5378 (if batter is less than 10°, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Ne= 30.14 Ny= 22.40 SEISMICITY Note: specified A combined with I and S produced a square root of -0.07 in M-O equ. MSEW set this square root to ZERO so that the Kae could be calculated. Be aware that the end results are likely erroneous and ARE PROVIDED FOR INFORMATION ONLY Maximum ground acceleration coefficient, A = 0.300 Design acceleration coefficient in Internal Stability: Kh = Am = 0.345 Design acceleration coefficient in External Stability: Kh_d = 0.150 => Kh =Am= 0.150 (Kh in External Stability is based on allowable displacement, d = 74 mm. using FHW A-NHl-00-043 equation) Kae ( Kh > 0) = 1.0166 Kae ( Kh = 0) = 0.5076 A Kae = 0.5090 Seismic soil-geogrid friction coefficient, F"' is 80.0% of its specified static value. V..,._J.OIGBWV....J.OMSIIWV .... J.OMSIIWV .... J.IIMSIIWV....J.OMSIIWV ..... J.OMSl!WV....1.0MSBWV .... !.OMIIIWV--J.ONSl!WV-.J.OMSl!WV ..... J.OMSl!WV ..... !.OWSl!WV ... 1.0MSl!WV ..... J.OMSl!WV .... UMSBWV ..... J.OMSBWV.-J.OMSl!WV .... S.OMSl!WV....J.OMIIIWV ..... 1.IINSl!WV-J.OMSBWV.-S.O COASTI.lNE CHURCH Page 2 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YrtfmJPICDIYtd JPIGR'.Yz:d JPICRIJH J0IPDM±JCNSRYrtfmlAIPRYrtfmlrtRD[YmlzJPIIIDOH JPlffRI t JCICRIJH JCIZRB'.zrd JPICRIYmtmlPtRDYmhJPIUPl'. trJPIRD!YmlrlotRD'YsdrJCIRl'.Yst1 JOJZDIYztfrlRIRDPI I JetRD'YsdrletRDIYnbsJC MShW --Mecbamcally Stabillzed hartb Walls CUAS1L1Nh CHURCH -Dato/l'imo: Wed Dec 04 12:06:50 2019 R:11 Active projecU\Coutline Clmrch\Calcullliona\SLOPf! H•I 2'.BEN ..... ,..._...,..u....,.....,.u.,.._ ...... ,....., ...... ,,..,._......_,..,_......,.,.....,.,.....,.u_...._,.......,v....,......,v.-u_....._,.. ..... .....,.,.....,.,.,_,......,.....,.,.....,..,_u...,.,.,,._u_....._u..., ..... ulim!W ...... ,.....,..,..u...., ..... u_ '°" • INPlIT 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, P Scale-effect correction factor, a p Geogrid Geogrid tvoe #1 tvoe#2 3500.0 4700.0 1.15 1.15 1.10 1.10 1.45 L45 NIA NIA LOOO 1.000 30.00 30.00 0.85·tant 0.85-tant 0.8 0.8 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 K/Ka 1.00 LOO LOO LOO 1.00 1.00 LOO 0.0 0 z [ft] 6.6 9.8 16.4 26.2 32.8 - - Geogrid Geogrid Geogrid tvoe#J tvoe#4 tvoe#~ 7400.0 9500.0 1.15 1.15 1.10 1.10 L45 L45 NIA NIA NIA 1.000 1.000 30.00 30.00 0.85·tant 0.85·tant NIA 0.8 0.8 1.0 K/Ka 2.0 3.0 - ......,,....., ...... u___. ...... ,..._.,....._,.. ..... v ... u....,._..u1G11Wv...uamrwv--uM111W.....,.,..-...._u....,v.-uM111W......,ulGl!W_,.._,.....,.._v.-u_......,,_.,_.,..,.._._......,.....,.s.o....,......,u..._.,,.,..,.....,,,_._,.....,., ...... ,.. COASTIJNE CHURCH Page 3 of 10 Copyright e 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 Mrtr I -¥rt •ct-Yzd •n-Yrhlll-Yrhlll-MtrtzJCtcRlttstnlttcRIYrhlRtffl'.Y<ntstcRIYrhJCtcDYrhlot-Yrhlct-YrhJRl-ltrd :c,_x I •tt-Yrtzlct-Jtd 111-lt&llt-ltrtz:CtcRlttnf ,,, __ , IRMISiYrhJO MSEW --Mechamcally Stabilized harth Walls COASTLINE CHURCH "'-Dole/Time: Wed Dec 04 12:06:50 2019 R:11 Active projocta\Coutline Omcb\Calculations\SLOP!l H•l2'.BBN _. ,,... • ...,_..,.._....., ....... .,,..,.......,.,......, ....... ,.. .... ....,,.. ..... ..._,......,....,._,.. ... ..._..,...,._..,.._,.....,.....,..,....,....._,......, ....... u.,....,_u....,...._u...,..,_._,u ..... ,.....u...., ...... u--..,.._ullll!ll'.,...ullm!W'-'-U-,..,._U_ INPUT DATA: Facia and Connection (accordin2 to revised Demo 82) (Analysis) ****** Important: Hinge height concept is ignored. ****** FACIA type: Facin2 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 / Tmd Top of wall Z/Hd 0.00 0.25 1----+---+--+----+--+---l-+----+--1-~ 0.00 0.25 0.50 0.75 1.00 Geogrid Type #1 o c1> CRult c2> 1.0 1.00 Geogrid Type # 13> <1 CRcr 0.0 0.28 1500.0 0.54 3000.0 0.54 1.00 1.00 1.00 1.00 1.00 Geogrid Type #2 o CRult 1.0 1.00 Geogrid Type #2 o CRcr 0.0 0.34 4000.0 0.49 Geogrid Type #3 o CRult 1.0 1.00 Geogrid Type #3 o CRcr 0.0 0.22 4000.0 0.41 <1> o = Confining stress in between stacked blocks [lb/ft 2) c2> CRult = Tc-ult / Tutt C3> CRcr = Tcre / Tult 0.50 1----!---1--+----+---+--+----+---+--+------1 0. 75 1----+----1-----+--+--+---+--+----+--+----I 1.00 .____.__...J.............JL----'---'------'---'--"-----'----' 1.00 0.90 0.80 0.70 0.60 To-static I Tmax or To-seismic I Tmd Geogrid Type #4 o CRult 1.0 1.00 Geogrid Type #4 o CRcr 0.0 0.16 4000.0 0.34 Geogrid Type #5 o CRult NIA Geogrid Type #5 <1 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#l 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 COASTI.lNE CHURCH Page 4 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 »ntzrc,-;x&1ewrr¥rt1nwrrnrtr11wrrltrrtrrlUcnrotarnwrrltrrtrrl8WIWYrhJZ-ttrtzltlrnM ltt#RMrtrJI WDYndssJSWDNrt?JDWIW:tztlttcnltrrtrrlltcn:'Yrtz)CI-YrtslttanrltrrtrrJIWRYrbslPWIWltrrtrrlltrnYr&:Urr>±:n MSEW --Mechantcally Stabilized Earth Walls COASTLINE CHURCH Preaent Doldl'ime: Wed Dec 04 12:06:50 2019 R:\l Active projeru\Coastline a.udt\Calculationa\SLOPE H•l2'.BBN .... ,..,_..,,__,...,...._._,.. ..... _,.....,....,.,.._,,__,......,.._._ ... ...., ...... ,..._..-u__.,.,._,..,,....._._,...,.....,...,......,..._._,.. ..... ,.....u.-.v....u....,....,_u_.,,.,._ ... ...., ....... ,......,._..u._...,... ... ..., ...... ,.. ..... ..,..,.._, 4 INPUT DATA: Geometry and Surcharge loads (ofa SIMPLE STRUCTURE) Design height, Hd Batter, co Backslopc, ~ Backslope rise 12.00 2.0 26.6 25.0 [ft] [deg] [deg] [ft] { Embedded depth is E = 1.00 ft, and height above top of finished bottom grade is H = 1 1.00 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) ANAL 'YZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6 8 10 [ft] ,,JR',PJP) v.-u.,....,._u...,,_u...., .... uMSl!W.,.,..UWlft'..._._U._....,...,.. ... ..._._,.....,v--u._,,.,..,_,......,..._,....., .... ,.....,..._._,.._...._,....., ....... ,..waw-M .... v.-u--u-..._,_.Mll!W....,..U.,...,,...UWIIIW-U COAS1UNE CHURCH Page S of 10 Copyright Cl 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YtdrJDWRIYnhltWRIMntnlll-%rtslOWDYnnlr1t-Mrhttt-Ynnhltt-¥&12t-Md 121-MrhlfWDYtdrllWRIYrisllWRIMrhlttRPWSJOtmlYnblDWfflMda:nt-Yzt 121-N . IIWRIYShJOtffZMntnJCWPYtdrJ:t-ltr±zll MSEW --Mechamcauy Stablltzed Earth Walls COASTLINE CHURCH Present Date/I'ime: Wed Dec 04 12:06:50 2019 R:\1 Active project&\Coaatline Church\Calculationa\SLOPE H=12'.BEN .IY ... l9'f'SHW~S.0NIBWV....J.OMSl!WV...J.OMSl!WV....I.OMll!WV ... J.OWll!WV....1.0NIBWV---J.0NIBWV....J.OMSl!WV ... S.ONSBWV ... ,.owmwv......,.0MSBWV ... !.ONIBWV ..... 1.0Mll!WV....!.ONIBWV......!.0Mll!WV ... UNIBWV ... !.OWll!WV.....l.ONIBWV.....J.OMSIIWV ... J.ONIBWV ... !.0_ ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity,_ Fs = 6.86, Meyerhof stress = 2538 lb/ft2• Foun ation Inte ace: Direct slidin!!'. Fs = 1.674 Eccentnc1tv e/L = 0.0401 Fs-overturnm!!' = 3.84 d . rf GEO GRID CONNECTION Fs-overall Fs-overall Geoj!;lld Pullout Direct Eccentricity Product # Elevation Lenj!;th Type [ connection [geoj!;lld strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 13.00 3 2.40 5.19 5.191 24.020 1.715 0.0314 Mirafi 8XT 2 2.00 13.00 3 2.11 4.68 4.685 18.854 1.804 0.0145 Mirafi 8XT 3 4.00 13.00 3 1.98 4.61 4.607 14.719 1.957 -0.0103 Mirafi 8XT 4 6.00 13.00 1 1.80 2.72 2.717 14.110 2.136 -0.0355 Mirafi 3XT 5 8.00 13.00 1 2.13 3.61 3.607 13.821 2.341 -0.0634 Mirafi 3XT 6 10.00 13.00 1 2.11 4.07 4.074 10.858 2.555 -0.1002 Mirafi 3XT ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity,_ Fs = 3.62, Meyerhof stress = 3600 lb/ft2• Foun atton lnte ace: Directs 1 tn!!'. Fs = I.I 8 Eccentnc1tv. e/L = 0.1483 Fs-overturmn!!' = 2.31 d rf 4 GEO GRID CONNECTION Fs-overall Fs-overall Geoj!;lld Pullout Direct Eccentricity Product # Elevation Lenj!;th Type [ connection [geoj!;lld strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.67 13.00 3 1.62 3.60 3.599 11.707 1.189 0.1293 Mirafi 8XT 2 2.00 13.00 3 1.46 3.40 3.404 9.757 1.282 0.0930 Mirafi 8XT 3 4.00 13.00 3 1.40 3.45 3.447 7.913 1.456 0.0425 Mirafi 8XT 4 6.00 13.00 1 1.17 1.97 1.972 7.294 1.689 -0.0039 Mirafi 3XT 5 8.00 13.00 1 1.37 2.50 2.496 6.717 2.002 -0.0482 Mirafi 3XT 6 10.00 13.00 1 1.40 2.83 2.829 5.303 2.399 -0.0959 Mirafi 3XT V...J.ONIBWV...J.OMSl!W¼niloaS.OIISBWV...1.IIMSBWV....J.ONIBWVnlaaJ.OMll!WV....J.ONIBWV....J.ONIBWV ... 1.0NIBWV..i..S.oNIBWV ... ,.oMSBWv ..... ,.ONIBWV ... J.OMSIIWV ... J.ONIBWV ... J.ONIBWV .... S.ONIBWV....J.ONIBWV ... J.OMSl!WV ... S.ONIBWV....S.ONIBWV ... J.ONIBWV ... J.O COAS'ILINE CHURCH Page 6 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 JH JOIIPIIYnhJStUD!YnbslRWDfYnbslClnn:JH JQICRllld 121anrYnbsJRIZR'.YrhJ?IRRfYnbslPIRREYnbJCtan:YnbJ?)ISDIYnbsJRIUfflYrbslAIRR(YztlrJCIW[Yzd IRIUDCl'td ICICRP'.sd rncn,w ICIW[Xz:tl JPICD'.Xrt JRICD'.Xtd JQICDIYtd JO MShW --Mecharucally Stabilized harth Walls CUASTUNh CHURCH -Datefl'ime: Wed 0..,04 12:06:50 2019 R:\l Active projec:U\Coutline a..n:h\Calculationl\SLOl'll H•l2'.BBN ...... ,.....,..,...u.,._.......,,......, ........ u..,,v..-u...-...... u .... v.-uM111W"""""u...,,,..._u....,...._,.._ ...... u...., ...... u...,v.-u.,_......_,..,.. ...... ,....., ...... u....,..,...u....,.,_,_u.,_,...,__,_....., ...... ,......, ...... ,.....,...,...,..-4 •r • BEARING CAPACITY for GIVEN LAYOUT STATIC (Water table does not affect bearing capacity) Ultimate bearin~ capacity, q-ult 17412 Meyerhof stress, <Jv 2537.9 Eccentricity, e 0.52 Eccentricity, e/L 0.040 Fs calculated 6.86 Base length 13.00 SCALE: 0 2 4 6 8 10 [ft] , a .. ,.......,-F:1 SEISMIC UNITS 13016 [lb/ft 2) 3600 [lb/ft 2) 2.03 [ft) 0.156 3.62 13.00 [ft] ...... u....,.,,...,....,,..,..u.,......,..u!ClfWV...U....,,......_U...,V.-U...-"--U..., ....... u..,,_u..,,v.-u-v...u-v.-u..,,_u_v.....u.....-..._u...,v.-uNll!'W-u...,..,_u.._..,,,...,......., ......... _..,....,.. COAS11JNE CHURCH Page 7 of 10 Copyright C 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 ¥&11-Mrrtrll-M:rftlft-YrhlP-¥ntlftfflRNntrlftWAFMnbll._Ntdrll WP¥nbslflCRYndsltWRFYrdaJCtcnMrdrJtt-Mr:1 Jtt-»&ID-MnhltHfflMntsltWR'MsdrJCWINMmhlDWfflttnttztfflfflHrtrlttCDNndrlltfflP'Mrtslt MShW --MechamcaHy Stabilized harth Walls CUAS'lLlNh CHURCH Present Dato/Time: Wed Dec 04 12:06:50 2019 R:11 Active projects\CoaJtline Cburch\Calculations\SLOPB H=l2".BEN ~--V--~~J.OIISBWV ... J.OMSl!WV....10IISBWV .... J.OMll!WV....1.0llll!WV....1.0IISBWV....J.ONSIIWV .... J.OIISBWV....S.OMll!WV .... ,.OMll!WV ... J.OMll!WV ... !.OIISBWV....J.OMSl!WV .... S.OIIIIIWV....J.ONSl!WV....I.Ollll!WV....S.OIISBWV .... J.OIISBWV .... J.OMll!WV ... J.OIISBWV ... J.O_ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static = 1.674 and Fs-seismic = 1.148 # Geol!;rid Geol!;rid Fs Fs Geol!;rid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 13.00 1.715 1.189 3 Mirafi 8XT 2 2.00 13.00 1.804 1.282 3 Mirafi 8XT 3 4.00 13.00 1.957 1.456 3 Mirafi 8XT 4 6.00 13.00 2.136 1.689 1 Mirafi 3XT 5 8.00 13.00 2.341 2.002 1 Mirafi 3XT 6 10.00 13.00 2.555 2.399 1 Mirafi 3XT ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static= 0.0401, e/L seismic= 0.1483; Overturning: Fs-static = 3.84, Fs-seismic = 2.31 # Geol!;rid Geol!;rid e/L e/L Geol!;rid Elevation Length Static Seismic Type# Product name [ft] [ft] 1 0.67 13.00 0.0314 0.1293 3 Mirafi 8XT 2 2.00 13.00 0.0145 0.0930 3 Mirafi 8XT 3 4.00 13.00 -0.0103 0.0425 3 Mirafi 8XT 4 6.00 13.00 -0.0355 -0.0039 1 Mirafi 3XT 5 8.00 13.00 -0.0634 -0.0482 1 Mirafi 3XT 6 10.00 13.00 -0.1002 -0.0959 1 Mirafi 3XT V .... J.OIIGl!WV....J.DIISBWV .... J.DMSl!WV....J.OIISBWV .... !.OIISBWV.....S.OMll!WV..._l.llMSl!WV .... J.OMSl!WV..._J.OMSl!WV....J.OMSl!WV...._J.OYSIIWV .... J.OIISBWV .... J.OIISBWV .... !.OIISBWV .... !.OUSIIWV .... J.OMSl!WV .... J,OIISBWV .... J.OMSBWV .... J.OIISBWV .... J.OMSl!WV .... S.OMSl!WV....1.0 COASTIJNE CHURCH Page 8 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 YatssJCl7P[Ymh1217P[YclrlRWC:YrtzJPICRIYatsJClsn:YsdsJOIRRYatssJOIPRP'.zd JOtCD'.Ysd J917RfM lCIFl'.Yrd JCIZRlllntrJOlttPIYmhJPIURYmtztclFl'.l'.zd JOICR'.Yrt lRIFZYrtrJPIPRYntsJSIGDIYnhzl?IPRYsdalctUDIYrtrJ ICD'.YrtsJC MSEW --Mechamcally Stab1hzed Earth Walls CUAS'JLlNE CHURCH Present Date/l'ime: Wed Dec 04 12:06:50 2019 R:11 Active projects\Coutline Church\Calculations\SLOPE H=I2'.BEN V-J.OMSIIWV....J.OMSBWV ... J.QMSBWV ... ,.OMSIIWV....).OMS!!WV ... J.ONSBWV..,_J.OIISl!WV-J.OMIBWV ... J.OIISl!WV ... J.OMSl!WV ... J.OMIIIW~J.OMSBWV ... J.OMSIIWV.....J.OMSBWV ... J.OIIISIIWV ... J.OMIIIWV ... J.0MSBWV ... !.OMSBWV ... 10WIBWV....J.OMSBWV....1.IIMIBWV.....S.O~ •· \ ' ~~ RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 4034 777.26 498.53 NIA 5.191 NIA 3.599 Mirafi 8XT 2 2.00 4034 861.16 470.07 NIA 4.685 NIA 3.404 Mirafi 8XT 3 4.00 4034 875.61 427.27 NIA 4.607 NIA 3.447 Mirafi 8XT 4 6.00 1908 702.28 384.47 NIA 2.717 NIA 1.972 Mirafi 3XT 5 8.00 1908 528.94 341.67 NIA 3.607 NIA 2.496 Mirafi 3XT 6 10.00 1908 468.42 298.87 NIA 4.074 NIA 2.829 Mirafi 3XT RESULTS for PUILOUT 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 l 0.67 1.000 777.3 498.5 12.64 0.36 18669.6 NIA 24.020 14935.7 NIA 11.707 2 2.00 1.000 861.2 470.1 11.92 1.08 16236.6 NIA 18.854 12989.3 NIA 9.757 3 4.00 1.000 875.6 427.3 10.83 2.17 12887.9 NIA 14.719 10310.3 NIA 7.913 4 6.00 1.000 702.3 384.5 9.75 3.25 9909.1 NIA 14.110 7927.3 NIA 7.294 5 8.00 1.000 528.9 341.7 8.66 4.34 7310.4 NIA 13.821 5848.3 NIA 6.717 6 10.00 1.000 468.4 298.9 7.58 5.42 5086.2 NIA 10.858 4069.0 N/A 5.303 v ... J.OIGBWVtlllml.OMSBWV ..... !.IIMSBWV ..... J.OMSBWV ... 1.0NSl!TtV ... ,.OIGl!WV ... ,.olGBWV.....l.OMSBWV ... ).OMSl!WV ... J.OMSBWV .... J.OIGBWV ... J.OIGBWV ... ,.oMSBWV.....J.OIISl!WV ... ,.oMSBWv ... J.OIISl!WV ... ,.oMSBWV.....J.OMSIIWV ... ,.oMSBWV....J.OIGIIWV ... ,.olGl!WV ... J.0 COAS1UNE CHURCH Page 9 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. License number MSEW-302915 MnbsJetnn:YnhJPIGRllH ICICRPH JOMSD'YstrJOIRD(YahJCIZR'.Ytd JCIWIYrtzJPIUR!YmbJRIURIYsd JCIWIY . JPIIPWY . JCl7D'Ynbs1912R[YahJOlm:::nst JOWD'YntrlCtfflfYrt ICICRIY · JOMSD'YnhJOIRR'.Yr1 IQMSD'YstrJOIRR(YshJC MSbW --Mechamcally Stabtllzed barth Walls CUASTLlNb CHURCH , Present Date/Time: Wed Dec 04 12:06:50 2019 R:11 Active projects\Coastline Church\Calculations\SLOPI! H=l2\BBN ~.;1---.,-,,mwt-.,.,.OMSl!WV ... 3.0MSBWV..i..3.0NSl!WV ... S.OMSl!WV ..... ,.OMSl!WV ... ,.oMSBWV.....lilMSl!WV ... 3.CIMSl!WV ..... S.ONSl!WV ... lllNSBWV ... ,.OWSIIWV ... J.OWSl!WV.....J.ONSl!WV ... S.OMSBWV.....1.0IGl!WV ... lllMIRWV ... ,.olGBWV...S.OMSl!WV ... S.OIIISl!WV ... ,.oMSBWV ... J.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 Geogrid connection Geogrid Product [fl] Pb/fl] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/fl] Specified Actual Specified Actual CRult CRcr Pb/fl] 1 0.67 777 1.00 0.29 1866 4034 NIA 2.40 NIA 5.19 Mirafi 8XT 2 2.00 861 1.00 0.28 1813 4034 NIA 2.11 NIA 4.68 Mirafi 8XT 3 4.00 876 1.00 0.27 1734 4034 NIA 1.98 NIA 4.61 Mirafi 8XT 4 6.00 702 1.00 0.42 1264 1908 NIA 1.80 NIA 2.72 Mirafi 3XT 5 8.00 529 1.00 0.37 1126 1908 NIA 2.13 NIA 3.61 Mirafi 3XT 6 10.00 468 1.00 0.33 989 1908 NIA 2.11 NIA 4.07 Mirafi 3XT RESULTS for CONNECTION (seismic conditions) •••••• Important: Hinge height concept is ignored. •••••• Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force, To factor for factor for connection Geogrid connection Geogrid Product [fl] Pb/fl] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) Pb/fl] Specified Actual Specified Actual CRult CRcr Pb/fl] 1 0.67 1276 1.00 0.23 1493 4034 NIA 1.62 NIA 3.60 Mirafi 8XT 2 2.00 1331 1.00 0.23 1450 4034 NIA 1.46 NIA 3.40 Mirafi 8XT 3 4.00 1303 1.00 0.22 1387 4034 NIA 1.40 NIA 3.45 Mirafi 8XT 4 6.00 1087 1.00 0.33 1011 1908 NIA 1.17 NIA 1.97 Mirafi 3XT 5 8.00 871 1.00 0.30 901 1908 NIA 1.37 NIA 2.50 Mirafi 3XT 6 10.00 767 1.00 0.26 791 1908 NIA 1.40 NIA 2.83 Mirafi 3XT COAS'ILINE CHURCH Page 10 of 10 Copyright© 1998-2018 ADAMA Engineering, Inc. license number MSEW-302915 Yd JOICRllH lCIPD'.Ytd 1217D'.YnhJCIZDIYnf l?t7RIYrhJCl7RIYnhJ?tUDIYnbsJPIZDIYnhlCIPD'.JH JCIPD'.Ynt JOtPD'.Yrt JOIZRIYnhlCWDY h1ct7RIY JctGR'.l'. . 10:GD'.¥ JOWBYYnhJRtffDIYrhJRIZRfYrt' JOJZD'.Ysd lRIZD'.YrhJC