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r • . i�Mrcr.rarn.�.a..v.... .�arw rrurwrrrurr�v ....ur.rru.m.... -...a 1.1.la n1.1011uwvm. ur1r. r. rwr1/11wIMOrerv..- 1 aw u�...e MSEW — Mechanically Stabilized Earth Walls Red Rock Promos * OYtliirs: Mm Nov 07 06:30:02 2011 Mumma rad Setlimersy o DrinoMMDAMAIMSEW(3A)1Red Rock - 3.9 Feet .BEN �J r�a!1t•'wrr�ww rrerrar •► yew. 1.sdl�LC�2!��!Y2•� 4rr•+.. a∎Mwa dm .sze AWN !al.K•ar•- •••pt "we w.._usif.r aier falastfRlrrlRrP. As1!!Inle 1 /AVM 1.r arm use RECEIVED DEC 3 2011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number. ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 3.9 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb /ft surcharge Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: F..Mwil� • $P IA IN PECTION EQUIRE . YY " : n �'!� "�i+ctla ra . _ � r �, � �. t . EV ginal date and time of creating this file: Nov. 2011 U Concrete and Reinforcing Steel Eltelliftlikidelitan Concrete hNALYSIS cf a SIMPLE STRUCTURE ❑ Special Moment - Resisting Concrete Frame ing GEOGRID as reinforcing material. ❑ Reinforcing Steel & Prestressing Steel Tendons CIT,YOF ` TIGARD ID Structural Welding Approved .O..LQss: ❑ High - Strenght Boling Conditionally Approved [ ] See Letter to: Follow [ ] 0 Structural Masonry Attached [ ] El Reinforced Gypsum Concrete Permit Num r:r �' ( l� Ad. ❑ Insulating Concrete Fill By: ifA % Date: ❑ Spray Applied Are- Resistive Materials ❑ Pilings, Drilled Piers and Caissons OFFICE COPY ❑ Shotcrete ❑ Special Grading, cavation and Filling Red • Page 1 of 5 l i- t �+ 1 r txl7 @ :, � 6 . L—. _ License number MLNL _301109 61 rc. oii2EN 1 sec - MSEW -- Mechanically Stabilized Earth Walls Red Rock Present D W1 unc: Mon Nov 07 0$.3802 2011 C:IDocussrs ad Settingsyay.eoglainDeshoplADAMA MSEW 13 u►1Reed Kock - a V Fes BEN v.....,_.. Yen , ..,,m,.u.1111 Ist..,aruy.....A... MEMO. „, _.. _. , ....._. , ..,fa.:arv� SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb /ft ' Design value of internal angle of friction, 4) 32.0 ° RETAINED SOIL Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, 4) 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eouv 125.0 lb /ft Equivalent internal angle of friction, 4e 30.0 ° Equivalent cohesion, c oq,„, 0.0 lb /ft Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, = 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae ( Kh > 0 ) = 0.3546 Kae ( Kh = 0 ) = 0.2705 A Kae = 0.0841 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Red Rock Page 2 of 5 Copyright O 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 MSEW -- Mechanically Stabilized Earth Walls Red Rock I Present Da& rime. Mos Nov 07 08311:02 2011 C1Daereents d SMrpti4.o DdaoO MA1 V9(7.0rRad Rock • 3.9 Feet.B&N INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type #1 type #2 type #3 type #4 type #5 Tult (lb /ft) 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation- damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, Ft 0.67•tan4 0.67•tant 0.67•tant. 0.67•tanl 0.67•tanl) Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and Ft is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth Z K / Ka 0.0 1.0 2.0 K / Ka 3.0 Oft 1.00 0 3.3ft 1.00 Z [ft] 6.6 6.6 ft 1.00 _ 9.8ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 16.4 • 19.7 ft 1.00 26.2 -- 32.8 L_fl_., ......._......_ i..... ..._.._.......,.r.,....�..w.._. ... _......__.,..,.._,...•._...., �. W........_..... ...�. �Z.rcv,r..uYWY HI......li...,,�..aGi.._K I Red Rock Page 3 of 5 I Copyright O 1998 -2011 ADAMA Engineering, Inc. License number M LNL- 301109 9 MSEW -- Mechanically Stabilized Earth Walls Red Rock Present atedrime: Mon Nov 07 08:38:02 2011 C:\Doamtun and Sdtings lny. cog4eDe sktop\ ADAMA \MSEW(3.0)VRod Rods . 3.9 Feet.BEN ... ... �...w _ . _ . _ . . .. ..- ..,.rwr...« .w. m ,.w r... a,wa vw►•w I *liorroviransir M_ INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 3.90 [ft] { Embedded depth is E _= 1.30 ft, and height above top of finished bottom grade is H = 2.60 ft } Batter, to 5.7 [deg] Backslope, a 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, 1= 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [Ib /ft'] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv -d = 3000.0 and Pv -1 = 0.0 [lb/ft]. Footing width, b =1.5 [ft]. Distance of center of footing from wall face, d = 8.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 61111 ...,.,.... ... ...>. n ..r.... tam ._,..,,.._ ,.4n.Non., Moan a .an _,o.�, r.. _ ,,. aw %a.m. ,_. ,,.. , .,..,....,.r..,_.,.. r_,,.,n.V.- .,.u.tW,.a.loam _maws ...,a maw ,,.. ,. Red Rock Page 4 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 • MSEW -- Mechanically Stabilized Earth Walls Red Rock Present We/ Time. Mon Nov 07 08:38:02 2011 CADocumrnts and SetangsUay.cogln \Desktop1ADAMA\MSEW(3.OIVied Rock - 3.9 Fen.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 6.31, Meyerhof stress = 792 lb/t1 _ Foundation Interface: Direct sliding, Fs = 2363. Eccentricity, e/L = 0.0533, Fs- overtuming = 6.25 i GEOGRID 1 CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product _ # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name 1 [ft] [ft] # resistance] break] strength] Fs Fs Fs I 1.95 4.00 I N/A 4.08 3.91 3.914 1.732 3.919 0.0069 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 5.54, Meyerhof stress = 846 lb/ft Foundation Interface: Direct sliding. Fs = 2.175. Eccentricity, a /l. = 0,0815. Fs- ovetturninr -- 4.70 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity • Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] # resistance] break] strength] Fs Fs Fs 1.95 4.00 I N/A 3.83 3.67 3.674 1.259 3.322 0.0120 Synteen 55 Red Rock Page 5 of 5 1 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 . .WW.�,>..O�... St..- ,.Mi,�,� >..R 101/61.,.._,..,....e>..,n .- ,..1/.._,.be. ._,,. ,,. 51,..e>.v,�*_,. Vann », ,_»,,,r,...- ,..,. am >. a,.,•ro,,. MSEW — Mechanically Stabilized Earth Walls Red Rock Preseot DatdrLne: Mon Nov 07 08:36:46 2011 Moments and Settings1say. coglas \DesktoplADAMA\MSEW(3.0)1Red Rock - 5.2 Feet.BEN �wwr n.a. +.Yw01o�eH1lCV�rtNs.uwwr li9Q}�N�rrwwr�r�sautl2fzsl Sul /f +.. +0.001lQllim smsY 5 iT2 0 I -tea 1 RECEIVED I ® DEC 3 0 2011 CITY OF TIGARRD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number: ES - 2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 5.2 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb /ft footing surcharge Company's information: Name: Earth Solutions NW Street: 1805 - 136th Pl. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:\Documents and Settings \ray.coglas\Desktop\ADAMA \MSEW Rock - 5.2 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. it "OM V* v,.., ewe •.a, >w� ,.,,,,., a >..0 �,.w> Versol MAY. .. ._.,3014 ..,- .30 MU, .... >e.,M.., o„fa...>..,scv „�.e.,,,.w:�.....,x, Red Rock Page 1 of 5 Copyright C 1998-2011 ADAMA Engineering, Inc. License number MLNL- 301109 • - .... u. w....... wr...« r. v._......_,. �a._.... a....rr..«...o.- ......1f•..r.... awe.. r•.. w.... �f.. ........�.w...w..«......�.d.ra wiw..... r ..�.....r.._L...._......._.. MSEW — Mechanically Stabilized Earth Walls Red Rock PISMO Ds .f1 bus: Moo Nov 07 0$:36:46 2011 C:IDedrnes and Setdep ray.coglafflesktop WDAMAIMSEW(3.0)%ed Rock - SZ Fe/LBEN ,* ismiumkeenrimx'i trr voloo wrrr • . _ .�mtlmNwwrruoeranrarro ammet - -- SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb /ft Design value of internal angle of friction, 41 32.0 ° RETAINED SOIL Unit weight, y 125.0 lb /ft Design value of internal angle of friction, 41 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y epuiv 125.0 lb /ft 3 Equivalent internal angle of friction, + 30.0 ° Equivalent cohesion, c eq ,uv. . 0.0 lb /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, ti= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae (Kh > 0) = 0.3546 Kae (Kh = 0) = 0.2705 A Kae = 0.0841 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Red Rock Page 2 of 5 Copyright A 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 MSEW -- Mechanically Stabilized Earth Walls Red Rock Proem Datafine: Mon Nov 07 0836:46 2011 C:Vocume as and Setts,gtUay.aribi sdnopMDAMAVASEW(3.0)Acd Rodc - 5.2 Fed.BEN ». .. r.,,.-.. ......r......_. . , .. -- .. .1laP.r.�r.w. arueraesraursw INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid tune in tune #2 type #3 type #4 type #5 Tult Flb /ftl 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation - damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•tanl 0.67•tanF 0.67•tanl 0.67•tant 0.67•tanj Scale- effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and F* is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0.0 1.0 2.0 K / Ka 3.0 Oft 1.00 0 l 3.3 ft 1.00 Z [ft] I 6.6 ft 1.00 9.8 ft 1.00 9.8 -- 1 1 13.1 ft 1.00 - 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 - 32.8 I f ......w.....,Ya.... r,.. ..,... s-.,.. _.........U..........,_.,w.._,. �..- .....w.�...... w ...it1. « .�ww, .....w,r..i ....,..ri5. ...fl.� i. rr..�,.�..�.•.Y,.�,�.. Red Rock Page 3 of 5 Copyright C 1998 -2011 ADAMA Engineering, Inc. License numbs MLNL - 301109 • • MSEW — Mechanically Stabilized Earth Walls Red Rock Ptaaer Datemmt Moo Nov 07 01;36:462011 C:1Documeou and Snttioaskay.co k Dnktop ADAMANSEW(3.0)1Red Rock - 5.2 Fea.BEN 1 .• _ v..�..I,.,. ,,.._.. .0 • MIMaV osomonv. uutllooMte INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 5.20 (ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 3.90 ft ) Batter, ui 5.7 [deg] Backslope, 13 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 ] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 3000.0 and Pv -I = 0.0 (Ib /ftl. Footing width, b =1.5 [ft]. Distance of center of footing from wall face, d = 8.0 [ft] ® depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: EIF SCALE: 0 2 4 6 [ftj •.....,MS.. ...fi...w 1. W....w l....v ...I, a..... -...a ._....SjW._1...�..... ifl ..... i.yy........�........ .._ ......_........ -.. .flv ...._. .-........— ..v . —I.�. ....r.1r....LS w.N Red Rock Page 4 of 5 Copyright 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 . • ..... ..w.V. ....W S...∎.. Wh v�wr •,.....a.m.v.. — „ Y.. v�f.am...∎h..,r wiiii irM. V. I...MYw.�.Ywrrwl.hrr .. r.............. ...w r�........�,.M vim.. Yr. .... ,..v..�.. MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Dawn= Mon Nov 07 08:36:46 2011 C:\Doaimmb and Settindn/ 1�nlcmpkADAMAMSEW(3.0p1 .ed Rock • 5.2 Paet.BEN «....i,..•..uy�yy .••- ^`— '• -•� Nmy - - .fi r... n .w+ , ..r., ••a'as�w�MIAQ �7rN I1Vlt •w,.... ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 6.34, Meyerhof stress = 977 lb/ft Foundation Interface: Direct slid'na. Fs = 2.718. Eccentricity. e/L = 0.073. Fs- overturning - 5.94 GEOGRID CONNECTION Fs- overall Fs- overall Fs -overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type (pullout (connection [geogrid strength resistance sliding e/L name IN If] ti resistance] break] strength] i Fs Fs Fs I 1.95 5.00 1 N/A 3.45 3.31 3.308 2.584 3.195 0.0169 Synteen 55 2 4.55 5.00 I N/A 10.91 10.46 10.461 2.897 12.817 - 0.0035 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 5.38, Meyerhof stress = 1061 lb/f1 Foundation Interface: Direct sliding. Fs = 2.075. Eccentricity, e/L = 0,09 ;3. Fs- overturning = 4.27 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout (connection [geogrid strength resistance sliding e/L name Ift] PI] H resistance] break] strength] Fs Fs Fs I 1.95 5.00 I N/A 3.27 3.13 3.129 1.900 2.564 0.0284 Synteen 55 2 4.55 5.00 I N/A 9.67 926 9.265 1.933 11.905 -0.0033 Synteen 55 ..m,.. wo• r.. a...s.r.................m...rt.w .........w........n ...+..... v......... v...n...n.. v.r...s.............. . .....r...........,.......r...Y. v.o...¢.....,..w.. v....•..+ .......... r... w....�.. Red Rock Page 5 of 5 Copyright g_, 1998-2011 ADAMA Engineering, Inc. License number MI.NL- 301109 ‘..e3.wi✓r.∎1.wv e.1..am v.�,.w..vv......n[v *,.wn ti..,...ev v.w ,e we. v.a,e,ars .......... 1 e wiry ,.. 3, uzn,..-.,., mvts., e, en +r..wu.r_ rs....Mtvvw.,. uw v.... ” MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Dete/T me Mos Nov 07 00:34:59 2011 C.'1Doamteon and Senior Vay.vo luuDednop\ADAMAIMSEW(3.0)1Red Rock • 6.3 Feei.BEN -,... __. —MaAMIIII.18111•11.11..1111110BIIPtdrwresrIIIIII . ••• ..........gar r.WOO ....rre..nw.+we ED S IT) o 1 l- 0000 DEC 3 0 2011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number: ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 6.5 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb /ft footing surcharge Company's information: Name: Earth Solutions NW Street: 1805 - 136th Pl. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:\Documents and Settingslray .coglas\Desktop\ADAMA\MSEW Rock - 6.5 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material, .,.... r....._,.,••...._,. >......_..w...a,....,.".n... , e. w..............,. Li....... w� . ..e,:man._.nMa....,,.wst..� ,, . Red Rock Page 1 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. license number MLNL- 301109 - lam . t v yw • • . • _ wM - . •1,/- 1. u.r.M.�. ^ M- -,.M' t.._ ..�, w. .Nt. 1.w l.M W._U IIW. t. --. MSEW -- Mechanically Stabilized Earth Walls Red Rock Proem Data/Tim MOO Nov 07 00:34:59 2011 Moans* and Settigp4y.c WDNktop1ADAMA MSEW(3.0 ad Rvak - Qf resalEN • -- • `!-�ournwoolu sraro!rmwatt.tmlfatectwl1 ulom 1rYess Yr to rrImmo" rempostImtA m moursuLrUl11pm...•• SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb/ft ' Design value of internal angle of friction, 4 32.0 ° RETAINED SOIL Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, • 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y ems 125.0 lb /ft ' Equivalent internal angle of friction, 44 30.0 ° Equivalent cohesion, c eqw,, 0.0 lb /ft ' Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc - 30.14 N y = 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae ( Kh > 0 ) = 0.3546 Kae ( Kh - 0 ) = 0.2705 AKae= 0.0841 Seismic soil - geogrid friction coefficient, P is 80.0% of its specified static value. 4 Red Rock Page 2 of 5 Copyright A 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 ,.um vo,e uwv�,. „RT v.r.,.,1.1. v�....mv,...... u..- r.,e,.uuu .�. t. u.e� v..-,. um .•...,. u.n v�.,>...WT..-,. u•.�Y.�. ,.,m� ,'.,..0 fm.'rr ,.,m. V.�,a v,n'v...,. uYV r'.�.. fm. vw- ,.u,.. ,� ,. u.ev vu..,: VS ..-. t . MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Date /nme: Mon Nov 07 01:34:59 2011 C:1Doainents and Sating*& y. caglasWmktop\ADAMAIMSEW(3.0)1Rod Rock • 6.5 FeecREN .... ...• , +.- -. ,..• ...tllarrs •••••••• h.. awr,+••_••• �• sn.•.•...•••• r_ wr. en. wrarr. xfetrferHr�tfaaisYS�nr .rrv�rrar� INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid • tvpe #1 type #2 type #3 type #4 type #5 Tult Flb /111 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation- damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Re 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•tan f 0.6 0.67•tanl) 0.67•tan 0.67•tant) Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and F* is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth K / Ka Z K /Ka 0.0 1.0 2.0 3.0 Oft 1.00 0 3.3 ft 1.00 Z[ft]6.6 6.6 ft 1.00 , 9.8 ft 1.00 , 13.1 ft 1.00 16.4 ft 1.00 16.4 . 19.7 ft 1.00 26.2 32.8 .. - Red Rock Page 3 of 5 Copyright C 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 ,.�,i. ti.w W.•a.r u.•w ..�.. +w .'w .J•..r• W.•. .... .. Uri .rtole '•,ti.1+ton 4w.ulooM mos r■,Y Y{in.w i. wita, • MSEW -- Mechanically Stabilized Earth Walls Red Rock Proud erdrese: Moe Nov 07 01:34:59 2011 CADoeumais sd 0Med Rack • 6.5 Fe6t.9EN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 6.50 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H= 5.20 ft } Batter, w 5.7 [deg] Backslope, 13 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 ] OTHER EXTERNAL LOAD(S) [Si] Strip Load, Pv-d = 3000.0 and Pv -I = 0.0 [1b /111. Footing width, b =1.5 [ft]. Distance of center of footing from wall face, d = 8.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6]ft] Red Rock Page 4 of 5 Copyright ® 1998-2011 ADAMA Engineering, Inc. License number MLNL- 301109 i.o.... 1..i. - ...rw. ,...., ... ....n ..�..rw.�.. r. .� .... wur..�.r .. IN�.wMr /w�Frb 1��Yr�•�M.�.��a MSEW -- Mechanically Stabilized Earth Walls Red Rock Prom Dos! rim Mop Nov 07 0:34:59 2011 C Doanmds and Satnphy .agItlDwbap?AW.MAWSEWt).0)%Red sock - 6.5 Feet3EN 7.••1421 rakes rNPILrwoe : ter _•••••�- , ••w , -- , ••n , ..nwuA , �. aw+or•∎.r. .�wr9•...watsaleMPPIrT ~~1 a.rssrr. thrlrw ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 4.55, Meyerhof stress = 1245 lb/ft Foundation Interface: Direct sliding. Fs = 2.220. Eccentricity. e/L = 0.0953. Fs- overturning = 4.02 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [ geogrid strength resistance sliding dL name r ift] [ft] # resistance] break] strength] Fs Fs Fs 1 1.95 5.00 I N/A 2.79 2.68 2.676 2.616 2.385 0.0416 Synteen 55 2 4.55 5,00 I N/A 5.35 5.13 5.127 2.137 4.935 0.0014 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 3.33, Meyerhof stress = 1456 lb/ft Foundation Interface: Direct slid0g. Fs = 1.657. Eccentricity. e/L = 0.1540. Fs- overturning = 2.79 1 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type I [pullout [connection [ geogrid strength resistance sliding e/L name [ft] in] # resistance] break] strength] Fs Fs Fs I 1.95 5.00 1 N/A 2.60 2.50 2.495 1.883 1.846 0.0672 Synteen 55 2 4.55 5.00 I N/A 4.87 4.67 4.665 1.484 4.184 0.0046 Synteen 55 ...,...r..�....... ... w.............. - ...� .- ....r.vr.� .,.....vr�....wr....r W ..+.r W..... -.. ru4...- ....u- ti -..wr .r . 1,w. . Wl...... ...a. , ......w...... wr ...r ......�...w.... -..rr• ,w.,. Red Rock Page 5 of 5 Copyright O 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 '.. ......,.... V...6. r. l.. • w... omen .441. w. k.r* .•••■ •.url. .w.:..� MSEW — Mechanically Stabilized Earth Walls Red Rock Prow Dttdn.e: Mom Nov 07 Oa: 29:15 2011 CADoalmeln and Settings Va y .wgluWeskto0ADAMAVNSEWp.OJ7Red Rock - 7.8 F.a.BEN Maentp_ rif!11!"tIDwts11110%MAMAllwWLbR • . - . • • ._._._. - eee al_n.....l.+w...w.• •#• v.••. wrv� ..w�e....nlw.lrl:l��aRy�bY�,r.r RECEIVED (T2o (- 000 13 DEC 3 0 2011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number: ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 7.8 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb /ft footing surcharge Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:\Documents and Settings \ray.coglas\Desktop\ADAMAIMSEW Rock - 7.8 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. ...u. ...rte... .- ..... ,m.yr.w r..I.r...uVwt.'• NY...... r.... ∎.. w f. rt.∎ *Isis Mr. . i.. N .w.. INNS 4r4•1=r. 1I Red Rock Page 1 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 MSEW -- Mechanically Stabilized Earth Walls Red Rock Pleewa DR drone: Mon Nov 07 06:29:13 2011 C:IDoama*s and Seuinskay. co6W\DeikwplADAMAVNSEW(3.0)1Red Rock - 7.6 Yee(.BEN .� .ww . �. _�._._ ...."Nim1 tece..!.i7!'h•.11Yw1 ∎Mll$'_.E SOIL DATA REINFORCED SOIL 130.0 Ib /ft' Unit weight, y Design value of internal angle of friction, $ 32.0 ° • RETAINED SOIL Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, $ 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y to w,,. 125.0 lb/ft Equivalent internal angle of friction, 4e 30.0 ° Equivalent cohesion, c Mike 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, tp= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N r 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kb = Am = 0.135 Design acceleration coefficient in External Stability: Kh d >• 0.135 > Kh = Am = 0.135 Kae (Kh > 0) = 0.3546 Kae (Kh = 0) = 0.2705 A Kae = 0.0841 Seismic soil - geogrid friction coefficient, F; is 80.0% of its specified static value. cry WnslolasTIV ...,. �v._mom r.. ..�,..,.f ..,r_,.. Yaw ��., ®,.11„. ,••=1.3EW \IMP ,. w1., ....1.w0i....1.1411.._.,.... .w..,. Red Rock Page 2 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 �...w.w.�...wr�....�.......... ..�.� ..�. rww...ure.�..�r.�r ..�n�ti. .�... w.. ... r •...... r.r_...n� . MSEW - Mechanically Stabilized Earth Walls Red Rock Prase* Dom ni= Mon Nov 07 0139:15 2011 CiDoor uls rd Ssu ny.wruuMbNWAMNMS5W(3A)8Red Rock - 7,8 F.a.BEN M!!.M!! 1rLii• .a__.. ...4 -..._ lrl EINUMI IMMUNIMlINrwuw.. 1... w.'...., IfIIY ]1r1alllifY1riaYAx..eemm INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid t1'De #1 tune #2 Woe #3 tale #4 tvoe #5 Tult [lb /ftl 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation- damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•tar4 0.67.tanI 0.67•tanI 0.67•tan* 0.67•tan• Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and P is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0.0 1.0 20 K /Ka 3.0 Oft 1.00 0 3.3 ft 1.00 Z [ft] 6.6 6.6 ft 1.00 . 9.8 ft 1.00 9.8 13.1 ft 1.00 , 16.4 ft 1.00 16.4 19.7 ft 1.00 1 26.2 32.8 - >,__,au_a aw„,..... w �...rv.>, uw...�..rr..�..ww.a14 w., te r.., S %fl,_.vv..- ..ouw,... I.- .._..w.. ..........-., .....�....•..._....ww........r. I..,e�r.� . a.w ... Red Rock Page 3 of 5 Copyright 0 1998-2011 ADAMA Engineering, Inc. License number MINI: 301109 • teem,..W..mm num.. MN. ti. HMO. .r.. Wee Y.r.d .,r ..M.ti.• Moan ,.r r►i,Frrr.. . YIY M.. Ins4._S MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Datdrmo Moe Nov 07 08:29:16 2011 CADocumenta .nd saeepv y.°oel.noeraauDerAWsewp.oraea Ito.* - r.S vm.aen ........ +..�.,.rr.. -.. ...., �urs.�w..u•.nrr.r...�. tyrr.. n+ sui+ r. eHf�, faWd lCwr.�. , .v. , .�rnietwoons7.sm3s 14A!w1.noeum""neann INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 7.80 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 6.50 fl ) Batter, to 5.7 [deg] Backslope, R 0.0 [deg] Backslope rise 0,0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [1b/ft 2 ] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 3000.0 and Pv -I = 0.0 [1b/ft). Footing width, b =1.5 [ft]. Distance of center of footing from wall lace, d - 8.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: S 1 SCALE: 0 2 4 6111] Red Rock Page 4 of 5 Copyright ©1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Due/nme: Mon Nov 07 08:29:15 2011 C:■Doeumelm and Satl wasIsiiDnbopUDAMMAISEW(3.0)11ted Rode - 72 F. BEN .. _.. .. *moIve- n. .v ) ft•8 ?�l 1 t fflow. iiimt.i.itiylN..-- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 4.60, Meyerhof stress = 1459 lb /ft Foundation Interface: Direct sliding. Fs = 1.914. Eccentricity. e/L = 0.1 5, Fs- overturning = 3.89 GEOGRID 1 CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft) [ft) # resistance] break] strength] ' Fs Fs Fs 1 1.95 6.00 ' I N/A 2.34 2.25 2.246 3.366 2.092 0.0475 Synteen 55 2 4.55 6.00 1 N/A 4.59 4.40 4.395 3.282 3.863 0.0085 Synteen 55 • 3 7.15 6.00 I N/A 10.91 10.46 10.461 2.717 15.410 - 0.0032 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 3.31, Meyerhof stress = 1721 lb/ft Foundation Interface: Direct sliding. Fs = 1.468. Eccentricity, e/L = 0.1613. Fs- overturning = 2.70 _ GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product ti Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft) [ft) # resistance] break] strength] Fs Fs Fs I 1.95 6.00 1 N/A 2.20 2.11 2.109 2.448 1.616 0.0790 Synteen 55 2 4.55 6.00 1 NIA 4.18 4.00 4.004 2.282 3.101 0.0164 Synteen 55 3 7.15 6.00 1 N/A 9.39 9.00 8.996 1.738 14.313 - 0.0031 Synteen 55 Red Rock Page 5 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 ti. ..n.a. v.e 111101.1....111011m v...J.1611IMM MOM .m.Mwnv...J.Ya...m.J. Joay.arl.naa.v a1.Mn. mom. MOM Mem1.1m 1. 0. 01a a.. w11M r. v..- 111 M11v.0.1.J. a..r1eMu.........a...r1.MU.v... M..r v......rn -.. MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Dateline: Mon Nov 07 0!:25'57 2011 C:Vbunne.0, and Settings\ray soaks \Deektop\ADAMA\MSEW(3.0»Red Rock - 9.1 FM •.. .Mtv w...,..s,r• MY. .. ..v .v. . }�[bwMaa�l.�i I. HJ.'..s...Y .. M a......s..n -..v. .... -. .... .« .- -.w IIYR�via.lYM..a.ww MlaAL. RECEIVED j I T Z 0 I l- 0 66 ) 13 DEC 3 0 2011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number: ES -2220 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 9.1 Foot Lock Load Wall - With 250 psf surcharge and 3,000 lb /ft footing surcharge Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:IDocuments and Settings lray.coglas\Desktop\ADAMAIMSEW Rock - 9.1 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. ..a Mn..' 1. mew ..... J.MU. v....10.11111..... Mrs lc Ian v....101MM vr.1..0. v...1. va.'v.w to1Y. vw.. Jew. vw t.Ma. men H M[.v... J. w.. yr f...ar vs 1. M,.■ vr 1..e.. v.i.1..11.1..JG.ata 011mN I Red Rock Page 1 of 5 Copyright C 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 ' t..... r. — ....�..�.�.M.... ........ .• i. gm ....,..........,... v... ,....., ..wYr.... 1.1(4 T.. w.ww.... 100 . ...•■•■■•..w. .. rim .,■..l•IN 1.w.* Hww.,..:. w. v.... MSEW — Mechanically Stabilized Earth Walls Red Rock Proem Date/rune : Moa Nov 07 0•:25:57 2011 CADoamscas and S.st zy.enSlMDrkaopMDAMA MSEW(J.09R.d Rodc - 9.1 F.0.6F]V __...,... ... .�. ... ,.,� ..2.. ._. . f�l7E�L •4!!!y�••r...— ur�r.q.�l1�LYY..r r•.ra.fEeYiLlaQI�IIJd�Y..!!_ SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb /ft Design value of internal angle of friction, 4) 32.0 ° • RETAINED SOIL Unit weight, y 125.0 lb /ft' Design value of internal angle of friction, 4) 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y o ,,; v . 125.0 lb/ft Equivalent internal angle of friction, °;. 30.0 ° Equivalent cohesion, c a 0.0 lb/ft Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, 41= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N r 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae ( Kh > 0 ) = 0.3546 Kae ( Kh = 0 ) = 0.2705 A Kae = 0.0841 Seismic soil- geogrid friction coefficient, Po is 80.0% of its specified static value. ' I va.,..... vs,.... v..1•r. ....,......,�•...... r...,. u.•.....,..u•1..a,..m...+.,.,.w v..... ussa v.r,• xse.. m I: useM J. ua.....l.s.w'..m 1, ua. ..e• i s uuv *IQ 4611 s.m,. u1.v vat•W„u., v...t,....w,.e,1..... rte,. Red Rock Page 2 of 5 Copyright 0 1998-2011 ADAMA Engineering, Inc License number MLNL- 301109 . .H. /•.r l,Ylr n ow* ••••∎ Wei& . i.. it • trim. ∎∎ Pow nano .. M.w w.... nano .»,....r. ..�.. • MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Due/nme: Moo Nov 07 06:25:512011 C:1Doatoeoa and SeMresNraynoislas1Desktop 1ADAMAIMSEW(3.0)\Red Rock - 9.1 Fees BEN .. _ sreerontesrwetreselrWa@A Rsesomm!492sts.. wr..M.eN llru ewer a ±ele a ss — INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 9.10 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 7.80 ft ) Batter, cu 5.7 [deg] Backslope, p 0.0 [deg] • Backslope rise 0.0 [fl] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [Ib /ft 2] OTHER EXTERNAL LOAD(S) [S 1 ] Strip Load, Pv-d = 3000.0 and Pv -1 = 0.0 [lb /ft]. Footing width, b=1.5 [ft]. Distance of center of footing from wall face, d = 8.0 [ft[ @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: • Sl SCALE: 0 2 4 6[ft] v... ..W... $11 ....... m.... wo ,.... n... ,.a..u......mars to nun v....,• YM...a.....m..... a Mat vw.., eW.. ou fC. r. e,. W'.. ..,a was us.J..e<*.r,. tars v...man v....f.4evr.la ues... 3. Wit Red Rock Page 4 of 5 Copyright © 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 .....n.....o,e «e. r....,.wu.. v ®,o «.c. vey.,...e.. v�,..,x.. v..„e «ee. ,...,nvry v. -„c..m v . d ,.«.., vv�., e«, c.-.. e.,.« uvvo. s.« u. v. �, e« u. v�,. lmvvm•. e.ecru.:. » «sn ro..,e xec. vw.. e. «¢..«.,. . • MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Date/Tunc: Mar Nov 07 08:25:57 2011 CADoc unmb and Saltispskay. coglu \ Desktop \ADAMA\MSEW(3.0YRed Rock - 9.1 Feet BEN ...nem. eeonLSKVag IYD.SeIM!i• ReM4ewa YeeeltY !1PW,ON■ norlbaktitIR esIIYYr SetitfiCf2aIelti•Uk.m0+ ?t ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 3.96, Meyerhof stress = 1811 lb /ft Foundation Interface: Direct sliding, Fs = 1.628, Eccentricity, e/L = 0.1345, Fs- overturning = 3.13 . 1 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product 4 Elevation Length Type 1 [pullout [connection [ geogrid strength resistance sliding e/L name [ft] [ft] ri I resistance] break] strength] Fs Fs Fs 1.95 7.00 I N/A 2.02 194 1.935 4.361 1.484 0.0820 Synteen 55 2 4.55 7.00 I N/A 3.66 3.51 3.512 4.604 2.096 0.0256 Synteen 55 3 7.15 7.00 I N/A 5.35 5.13 5.127 2.732 6.969 - 0.0024 Synteen 55 ■ ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.72, Meyerhof stress = 2184 Ib /ft Foundation Interface; Direct sliding. Fs = 1.287. Eccentricity. e/L = 0.1970. Fs- overturning = 2.29 • GEOGRID CONNECTION i Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product j 11 Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/l. name d al [11] it resistance] break] strength] Fs Fs Fs i 4 I 1.95 7.00 I N/A 1.88 1.80 1.804 3.138 1.207 0.1183 Synteen 55 2 4.55 7.00 1 N/A 3.31 3.17 3.175 3.165 I ,776 0.0384 Synteen 55 3 7.15 7,00 I N/A 4.79 4.59 4.585 1.850 5.907 - 0.0007 Synteen 55 .. ..i...,,....,,.a.-,.n. r r...... Ya w, WYY .....,r.,....,...n,...a....r I.,Mlrm.�...... s ...er a�w.w MC,.._5i.e1Y% %f la,./. .■. M••e V i.1e.L..iiWNWital..MIV..ae...v .� 1. Red Rock Page 5 of 5 Copyright ®1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 v..., luf. vv_,. IR. Y..I.. eFn' v.r.,. wl, Y_. It NfY. walou 5. v, va, n. a. 9v. �l.. Y. vv,lW V.:0 I. m% Y. er.. Cr •.•=I.WWv v._l$ C.'lA..WOVVSI.wrvvn- .306aCO. -.IeWV..�,e MSEW -- Mechanically Stabilized Earth Walls Red Rock Prnanl Date/Time : Mon Nov 07 02:23:5I 2011 CADocuments and Setting* ay. coglnslDak topMDAMA\MSEW(3.OIUted Rock - 10.4 Feet BEN .w.v •••••• .,.r•.M•...._.. a. ,w.. •w• , .aFinntnnw .l la11t MW4._aetaT. !rMLM MN. ... rv.a.a.C.r..un•.s.•..rw.. ,.... •.•w+tr Y- ..,..wsr�.a,W.. .wrr �. 6 , � RECEIVED � (T2o11 © � DEC 302011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock MSEW(3.0): Update # 13.1 PROJECT IDENTIFICATION Title: Red Rock Project Number: ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 10.4 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb /ft footing load Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:\Documents and Settings \ray.coglas\Desktop\ADAMAIMSEW Rock - 10.4 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using OEOGRID as reinforcing material. Red Rock Page 1 of 5 Copyright t 1998.2011 AI)AMA Engineering, Inc. License number MLNL - 301109 MSEW — Mechanically Stabilized Earth Walls Red Rock Present DateTime: Mon Nov 07 01:23:51 2011 C:\Doaunaiu and Settingd sy. cogles \Delktop\ADAMA1MSEW(3.0)1Red Rock -10.4 Feet.BEN SOIL DATA REINFORCED SOIL . Unit weight, y 130.0 lb /ft Design value of internal angle of friction, 4) 32.0 ° • RETAINED SOIL Unit weight, y 125.0 lb/ft Design value of internal angle of friction, 4 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eq „ j 125.0 lb /ft' Equivalent internal angle of friction, cli. 30.0 ° Equivalent cohesion, c e 0.0 lb /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, yr= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y = 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae ( Kh > 0) = 0.3546 Kae (Kh = 0) = 0.2705 0 Kae = 0.0841 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. _ .. • vv_..Wnr�....1.v_..w[.w� now ma. rw.,maw v..,. NY* .e,. wavr_,c,.,cv „ vYirm,l,a<. v.... , u,.■s11/ Vag. ,f ann.... to Red Rock Page 2 of S C opyngh* 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 ' MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Datdfime. Mon Nov 07 01:23:51 2011 C \Documents and Settings \ ny. co8lasiDeektop \ ADAMA \MSEW(3.0)1Red Rock - 10.1 Feet.BEN -.,r n. .. .•.w..... r.. f. =. ll1�f�. M1t ,r.UY�1__te1�1�U11Q�125!1!r_,. n. u. ra.1 /YM!'T'!r!. ._.... ww. rtJwh 'I'.rJI!elfirM.11l�.M'••w... . .� ,_ INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid tv a #1 type #2 type #3 type #4 tvoe #5 Tult IIb /ftl 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation - damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F• 0.67 -ta4 0.67•tan$ 0.67•ta4 0.67•tan$ 0.67•tan$ Scale - effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and Ft is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0.0 1.0 2.0 K /Ka 3.0 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 . 16.4ft 1.00 16.4 - 19.7 ft 1.00 . 26.2 . 32.8 f _.._..____,I_ -.wr,e! 4r Lrif► toss iilift irHlr/V.ortiYf►w. MOW rrJ.YW iwr 4YNti.• •frMVIN. V rue...,rrii \r.rYw Nr NYpr... +. r.... r.m, ,�- r.er. ■•■ t. ore ............. .»... Red Rods Page 3 of 5 Copyright C 199E -2011 ADAMA Engineering, Inc. License number MLNL - 301109 ._,,.,T....,..w.._., ..._...a... .V_,. mow ._,.,M.._,.,•. �._,, Mrs' .....,. ∎.,, MVO �,. �.,,.�_,..N.. Vogue ,, WE .m MSEW -- Mechanically Stabilized Earth Walls Red Rock Present Dote/Tame: Moo Nov 07 08:23:51 2011 C:10oariems and Settinkay.coglu\D iktop\ADAMAWISEW(3.0pRed Rock - 10.4 Feet.BEN 110s• ... F . Is..... ,, . erg. itu : nrtsttemer.••‘.+n .rrrraty►• , INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) • Design height, Hd 10.40 [ft] ( Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 9.10 ft } Batter, w 5.7 [deg] Backslope, a 0.0 [deg] • Backslope rise 0.0 [ft] Broken back equivalent angle, l = 0.00 (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 ] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 3000.0 and Pv -I = 0.0 [I1)/ft]. Footing width, b =1.5 [ft]. Distance of center of footing from wall face, d = 9.0 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: S a • i SCALE: 0 2 4 6/1 10 (R� b�.1.gW„�iir19 w•.. .. *we 4. •Y•Y. ∎Nfrl,.►_IiM••� In.NW H101 •r..�/1•�MS ., Red Rock Page 4 of 5 Copyright © 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 MSEW -- Mechanically Stabilized Earth Walls Red Rock Prelim Date/rune: Mon Nov 07 0221:512011 C:1Documents and Senirgs r y cosh's \Desktop\ADAMA\MSEW(3. Rock - 10.4 Fat BEN ..- ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 4.21, Meyerhof stress = 1985 lb /ft . Foundation Interface: Direct sliding. Fs = 1.726. Eccentricity. e/L = 0.1267. Fs- overturning = 3.29 GEOGRID I CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding e/L name [ft] eft] 4 resistance] break] strength] Fs Fs Fs I 1.95 8.00 I N/A 1.77 1.70 1.700 5.001 1.536 0.0839 Synteen 55 2 4.55 8.00 I N/A 3.05 2.93 2.925 5.48I 1.962 0.0363 Synteen 55 3 7.15 8.00 I N/A 3.23 3.09 3.095 3.014 3.611 0.0027 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 2.90, Meyerhof stress = 2394 lb/ft Foundation Interface: Direct sliding. Fs = 1.341. Eccentricity. e/L = 0.1905. Fs- overturning = 2.36 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product 4 Elevation Length Type [pullout [connection [geogrid strength resistance sliding erl. name [ft] [ft] 4 resistance] break] strength] Fs Fs Fs I 1.95 8.00 I N/A 1.64 1.57 1.573 3.559 1.225 0.1240 Synt on 55 2 4.55 8.00 1 N/A 2.74 2.62 2.622 3.722 1.630 0.0537 Synteen 55 3 7.15 8.00 I N/A 2.94 2.82 2.819 2.095 3.084 0.0071 Synteen 55 -.. rwr..n .. �. M... v.. ri•. n..........a...- .....w�.- ....wv .�.cSS .w Y.I_nr....Jw ..�..v.. I.. ... *W....•.....� ... �. +.�...�r Y.�.nw* .�l.s fl s.�...- ...,w,y Red Rock Page 5 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 r...NrtrvrnYx4l.w UMW vow. )04t81V V.wvl4bW Yew)OYRVV% JO ANEW V..1) 14¢W Vw.)p 40K' Yam MOW Vw.10 W1rvw.30.14h. "PIMP] SO WY.wl1WP NNW V.il1 WIN V.i114n4 was. 1.4av IDbtN YY.l11415l111 Um 00 UMW as" MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Present Datefrmte: Man Nov 07 08 :31 :27 2011 C:1Docxnnaa and SCautgs sey .00glas\Desktop\ADAMA\MSEW(3.0) Red Rock - 11.7 Fcet.BEN ........ .w A4wnssN0W<sesnmoronsoRMwWpWlresemo moosotla ofne ttrb' Tnto voroawleab+3.rta ttte — o.4r)rn4nv.tottfHR::!-.....1 v4wvn..lruw omen yenll�. RECEIVED 6I TZoII_ 000 I _ DEC302011 CITY OF TIGARD BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock Center MSEW(3.0): U • date # 13.1 PROJECT IDENTIFICATION Title: Red Rock Center Project Number: ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 11.7 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb/ft footing load Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C :\Documents and Settings \ray.coglas\Desktop\ADAMA\MSEW ock - 11.7 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. �. ..... + v— .0>a. .a. .n,w.NYYYVrw 11W1vM...xrWYSnnfnw.....W.r e......i...w. t.4.... 10.w... _.1{d {..... Vs+ sea Vw.3011 t .w.1....Wv�.44Ow.y.. w0...r.... Red Rock Center Page 1 of 5 Copyright C 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 • .u.� 1[1....._10MU.,_.,,... Ws= ,.,,._,.b....._,.10.. "WS ._,..�.._..Ifl % OK. Vumen11.1. . „ .._,. �, "pow ,. ._,,,,Q.. e MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Puma Due/lime. Moo Nov 07 06:31:27 2011 c:1Do umacb and sen vaVay cc u\Oe,ktap\ADAMANMSEW(3 Wed Rock - 11.7 FeetBEN SOIL DATA DATA REINFORCED SOIL Unit weight, y 130.0 lb /ft' Design value of internal angle of friction, 4) 32.0 ° • RETAINED SOIL Unit weight, y 125.0 lb /ft ' Design value of internal angle of friction, 4) 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y eadv 125.0 lb /ft Equivalent internal angle of friction, 32.0 ° Equivalent cohesion, c eq°ry 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, w= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 35.49 N r 30.21 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae (Kh > 0 ) = 0.3546 Kae (Kh = 0) = 0.2705 A Kae = 0.0841 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. Red Rock Center Page 2 of 5 Copyright V 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 • ,....l• M. V.r...un S.. B.01.W v�...M Vow. MOM rr, It MS%yr 1. )wv rr 11. SM Wow . Wn v..e 10 u¢. v•■■le MIA V•i I. ...a■ MOW �N111R VOle.u..rsl. mare ra. 1• w. * 1• MEW Sawa. %W.••∎ •..18 fa1[r vow. 7 0.11131 1. MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Present Dale/Time Moo Nov 07 06:71:27 2011 C:1DocumaRt and Settingsl nr.wgkk\DdaopMDAMAMMSEW(1.0)tRed Rodc - 11.7 Fea9EN ... ......�....... -..,.. .... M,. ... ..... .7lwell[�MS7l�LrM�ls1k11Y1r1 ______l••- ....,.... -..,. ,,�. .....� ».r.1 .WJv,r.. yrrt r +. • �'�"IeMrw:br_Y�'w..R� INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid Woe #1 type #2 type #3 type #4 tvne #5 Tult [lb /ftl 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation - damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength N/A N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•tanl 0.67-tani 0.67•tanl 0.67•tani 0.67•tant Scale -effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and F* is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth Z K /Ka 0.0 1.0 2.0 K /Ka 3.0 Oft 1.00 0 I 3.3ft 1.00 Z[ft]6.6 jT 6.6 ft 1.00 _ 9.8ft 1.00 98 _-,- 13.1 ft 1.00 16.4 ft 1.00 16.4 - - 19.7 ft 1.00 26.2 - 32.8 - _ - 1a. .010,[. v10011 a .fe*..s.. um' Vase.. uL. va.le MEW w..I• ban/ Vs.1...WV.w.l. WAS' Vw.WfVVa,li 4LLM V..m f1.IWArne la 1.11M V■aHYRf.... lb W. V.a 1. WN. v••,O Marts., le101 VVas. MM. *0 SWEIV,New 1s fan v._,,,OYSR V.,.. 1. Red Rock Center Page 3 of 5 Copynght 0 I998 -20I l ADAMA Engineering. InC. License number MLNI. 301109 Mem IS rv,.d34MEW ..O. MM amen ,. Many amen ,.••. Yam ... ...s,.ra.,.._,.•...,._. / oan• S n1.•... w. ,...,,_,. MEW Mom ..•.. Mem bilMorAmm ,. VIM Meal vas ,. say ......, mfr. vas a MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Present Date/Time. Mon Nov 07 08:31:27 2011 C:1Doaimok, and Seltings'ay coglo\ Desktop \ADAMAIMSE W (3.0)\Rmd Rock - 11.7 Feet.BEN .. ,. ,. ....•..... tlmlL do�Y1111�O�1tllIA�r.. V�u� �1► 11�aef/ nMamla�JU�fl�1p• e•• .- ••••••• @G.Yeal► INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 11.70 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 10.40 R ) Batter, to 5.7 [deg] Backslope, 13 0.0 [deg] • Backslope rise 0.0 [R] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 ] OTHER EXTERNAL LOAD(S) [S 1 ] Strip Load, Pv -d = 3000.0 and Pv -I = 0.0 [Ib /ftl. Footing width, b=1.5 [ft]. Distance of center of footing from wall face, d = 7.5 [ft] @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: S1 r SCALE: 0 2 4 6 5 10 IN r ....f , mm laIYv ,..W tSF ∎rliiv...rWrO ••••M•aatIm•b. Woo. .r..wR ..m.• M1St .lS r'Y....ww. -••• ........re..• • w.. Red Rock Center Page 4 of 5 Copyright CI 1991-2011 ADAMA Engineering, Inc. License number MLNL - 301109 4r • • • ihr. Nu�rrrwrr�.r rw+ sr rr rwo. •••wo•∎∎1 6• 10■rrrr rrw.• Lr svv,••wrrr ww••••wrrllm•M rrw.. r�... w� 4 .w•w•rww•..wwr..�rwryrww•••101•01 r •w MSEW - Mechanically Stabilized Earth Walls Red Rock Center Pretest DaWflme: Moo No 07 063 127 2011 c:\Documa4 and Satitga4ay. cosign \Dektap ADAMA\MSEW(S.prRsd I. -11.? Vs*JEN ' ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.76, Meyerhof stress = 2355 lb /ft Foundation Interface: Direct sliding. Fs = 2.034. Eccentricity. e/L = 0.1009. Fs- overturning = 3.12 t GEOGRID I CONNECTION I Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [pullout [connection [geogrid strength resistance sliding ell_ name [ft] [ft] # resistance] break] strength] Fs Fs Fs 1 1.95 9,00 I N/A 1.58 1.52 1.516 5.956 1.870 0.0264 Synteen 55 2 4.55 9.00 I N/A 2.61 2.51 2.506 7.077 3.851 -0.0762 Synteen 55 3 7.15 9.00 I N/A 3.66 3.51 3.512 6.950 6.218 - 0.1080 Synteen 55 4 9.75 9.00 I N/A 5.35 5.13 5.127 7.499 15.060 -0.1447 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.24, Meyerhof stress = 2744 lb/ft Foundation Interface: Direct sliding. Fs = 1.592. Eccentricity. e/L = 0.1574. Fs- overturning = 2,40 GEOGRID CONNECTION Fs -overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type ! [pullout [connection [geogrid strength resistance sliding e/L name [ft] [ft] b 1 resistance] break] strength] Fs Fs Fs 1 1.95 9.00 1 N/A 1.47 1.41 1.413 4.284 1.471 0.0625 Synteen 55 2 4.55 9.00 I N/A 2.37 2.27 2.272 4.887 2.850 -0.0596 Synteen 55 3 7.15 9.00 I N/A 3.28 3.14 3.137 4.696 4.814 -0.1025 Synteen 55 4 9.75 9.00 1 N/A 4.70 4.50 4.502 4.944 12.766 -0.1441 Synteen 55 • Red Rock Center Page 5 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 r ..anN.*. man, ,......o[v.. ..«m v�...um ma.... Is bar%,...a.or. .....1.m a...=.“.... v....vwa 'WWII igwws. utavw.uYU. 14,1 a ne._ in.. v... .,.u.. r.a,..muW v... l.y• v.. -,.a uw vii. I MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Present Date/Tone: Mon Nov 07 0$:14:59 2011 Mamma and Softly\ ray. cogluliesNop \ADAMAMSeW(3.0)1Red Rock - 13.0 Feet.BEN • •••t•1.=.MrTw..gyM l�aa�.faaaYWIMINIMRIMMOM 1�MAIWAI MISTMINN10. W}�1lI M.0••••- •••u.rr v...wr. v'.� _____ a■ _u•_•_ CEIV ED �`� D !I -dD413 DEC 9,9 s z 1 CITY OF TIGA f 1 BUILDING DIVISION AASHTO 2002 ASD DESIGN METHOD Red Rock Center MSEW(3.0): Update It 13.1 PROJECT IDENTIFICATION Title: Red Rock Center Project Number: ES -2229 Client: Keywest Ret. Systems Designer: Ray Coglas Station Number: Description: 13.0 Foot Lock Load Wall - With 250 psf Surcharge and 3,000 lb/ft footing Company's information: Name: Earth Solutions NW Street: 1805 - 136th PI. NE Ste. 201 Bellevue, WA 98005 Telephone #: 425 449 -4704 Fax #: E -Mail: Original file path and name: C:\Documents and Settings \ray.coglas\Desktop\ADAMA\MSEW Rock - 13.0 Feet.BEN Original date and time of creating this file: Nov. 2011 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. I _.a.r..._.... , . ._i..gr.......7i...... a a............. u,..%.. ...i�i..._.....1.....ia.._.L.r. ,.... r...r.....,.r... ■ .._ „_.+. ....... Yl..... 1N...... ... -..... Red Rock Center Page 1 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL - 301109 • r. .....,._..... maw ._ mime ∎... • MOWS i 11W. Yaw la ...ter,. ".........•.�. - ,.... MSEW — Mechanically Stabilized Earth Walls Red Rock Center Present Date/Tim : Mon Nov 07 08:14.59 2011 C:1Doeummrs ud SetI tay.eo81ss1Deskiop\ADAMA MSEW(3.0)1Red Rock - 13.0 Fe .BEN ... ..—. w..w. ....., w.i�...vr. -- .......�, � - • .i. ...- Urce,dt• ../• v.. 11 „,, SOIL DATA REINFORCED SOIL Unit weight, y 130.0 lb /ft Design value of internal angle of friction, 4) 32.0 ° • RETAINED SOIL Unit weight, Y 125.0 lb/ft ' Design value of internal angle of friction, 4) 32.0 ° FOUNDATION SOIL (Considered as an equivalent uniform soil) Equivalent unit weight, y epii;v. 125.0 lb /ft ' Equivalent internal angle of friction, 4w °ry 30.0 ° Equivalent cohesion, c 0.0 lb /ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka (internal stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 15. Otherwise, eq. 38 is utilized) Inclination of internal slip plane, W= 61.00° (see Fig. 28 in DEMO 82). Ka (external stability) = 0.3073 (if batter is less than 10 °, Ka is calculated from eq. 16. Otherwise, eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients (calculated by MSEW): Nc = 30.14 N y= 22.40 SEISMICITY Maximum ground acceleration coefficient, A = 0.100 Design acceleration coefficient in Internal Stability: Kh = Am = 0.135 Design acceleration coefficient in External Stability: Kh_d = 0.135 => Kh = Am = 0.135 Kae (Kh > 0 ) = 0.3546 Kae (Kh = 0) = 0.2705 O Kac = 0.0841 Seismic soil - geogrid friction coefficient, F* is 80.0% of its specified static value. • 1...+w �r11wl■•ra..srw..r.� Ull.arwn..rye....rrirr...ii '._,.Y.s ..1..1t . thN ■••••••• 1■•Mir.•...... ∎\••••• .� #Se, . -.. r.. ..... Red Ro h r:m ew Page 2 of S Copyright 0 19962811 ADAMA Bra{, the. License number MLNL - 301109 r. WINO ..ruNNNllMNWrrrr11101 a N ..eSMSRii.I l ,aI M+" - ' .. win ....... w..._.. w +v.�I..ra4...r«.. *4.. ..wt ...... sat ..o.....,..« a.wi ■••• 0 wo• �.. MEW -- Mechanically Stabilized Earth Walls Red Rock Center Present Dete/rnne: Mon Nov 07 08:14:59 2011 C:1Doanneote sod Settings \ny.0084elDaktop\ADMM1MSE W(3.0)1R,ed Rock - 13.0 Fest.BEN q∎Ylt111.11 Jaywferiellefonle heel.. 11 a ....ur _ tmwalit1VON MIIEM0- 4rwwwa.. .Hwy,atw.. I somm rm I INPUT DATA: Geogrids (Analysis) • I DATA Geogrid Geogrid Geogrid Geogrid Geogrid • type #1 type #2 type #3 type #4 type #5 Tult (lb /ftl 4200.0 6000.0 7400.0 8500.0 10205.0 Durability reduction factor, RFd 1.10 1.10 1.10 1.10 1.10 Installation-damage reduction factor, RFid 1.05 1.05 1.05 1.05 1.13 Creep reduction factor, RFc 1.54 1.54 1.55 1.55 1.67 Fs- overall for strength NIA N/A N/A N/A N/A Coverage ratio, Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid -soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor, F* 0.67•tanc 0.67•tant 0.67•tan 0.67•tanj 0.67•tanl Scale- effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note: Z for calculating K/Ka and F* is measured from top of the wall at the face (AASHTO). Variation of Lateral Earth Pressure Coefficient With Depth L KIKa K /Ka 0 0.0 1.0 2.0 3.0 Oft 1.00 - 3.3 ft 1.00 Z [ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 9.1 - 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 ?6 , i 32.8 i .wr... *W...,..%.w....Y.....,...43 .I....._..v... ..�,.w 4wr,.Wf •.r... ».11�,.14.Y. ,.w..rl..4..w....lw.._... - ,....,...nn.i�...�.._.......... .n' t4UR...wUW.l4... i...... .... i. Red Rock Center Page 3 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL -301 109 • r no.. ....■••••■■•••• vru Yrr.■••■•• ..r rw, wow 44 w a s .. ..r$.=rY .. MSEW -- Mechanically Stabilized Earth Walls Red Rock Center Proem Dtldrime: Mon Nov 07 01:14:59 7011 CADocumeou W SetdnOray .m$If\DmMop1ADAMAIMSEW(3.0)\Red Rock - 13.0 Feet BEN .•.wnrrr' -N.nY r.rr•.1��.1r 1 Yli 1 N�lIMlA7QL �r..wY....nrM.�•• .... .Y-..�N. rrY.�.nr•.�n _ ..��Y!!r Tl!!4P- �w.Y . �.. ru..� INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height, Hd 13.00 [ft] { Embedded depth is E = 1.30 ft, and height above top of finished bottom grade is H = 11.70 ft } Batter, co 5.7 [deg] Backslope, 13 0.0 [deg] • Backslope rise 0.0 [ft] Broken back equivalent angle, I = 0.00° (see Fig. 25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 250.0 [lb /ft 2 ] OTHER EXTERNAL LOAD(S) [S1] Strip Load, Pv-d = 3000.0 and Pv -I = 0.0 [Ib /ft]• Footing width, b =1.5 [ft]. Distance of center of footing from wall face, d - 8.0(11( @ depth of 1.5 [ft] below soil surface. ANALYZED REINFORCEMENT LAYOUT: S1 SCALE: 0 2 4 6 8 10 [ft] ..w....ri.._1.r.i. .... L.yfpl Sw]L1ryr Lar ll• r] lr ∎.,el11r....L!'ya}JYrY•ISYYrfrr ■••■•Yw..r]IWr1r.Y•yrlyyKYYi .• Red Rock Center Page 4 of 5 Copyright O 1998 -2011 ADAMA Engineering, Inc. License number MLNL- 301109 .. . ..w uw....• . ...w. ..w�.�..�•.�..ww.rM�wY��r.rN •�nYF� ..Ywb IIb fh... k. 4 4... H. a. �w- Yrrlr, w....�..•wrYM���w1•NM-w...Y••nr u.w.r.• -' MSEW - Mechanically Stabilized Earth Walls Red Rock Center Prowl DYMrnr Mon Nov 07 at 1439 3011 C:1Doa msall ad SeainOar.1100101Deskiop1ADAMA1 SEW(3.0)Utod Rode - 13.0 Fan9EN ! •..••n!rU•opato!NA.mr.71t n0•�� t7r� nln1runaennlner 1 R►.r }.r►w.ethe yruswk ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity, Fs = 5.36, Meyerhof stress = 2336 lb /ft Foundation Interface: Direct slid!ne. Fs = 2.360. Eccentricity. e/L = 0.0530, Fs- overturning = 4.12 , GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall Geogrid Pullout Direct Eccentricity Product it Elevation Length Type [pullout [connection [geogrid strength resistance sliding ell_ name [ft] [ft] u resistance] break] strength] Fs Fs Fs 1 1.95 10.00 3 N/A 2.51 2.39 2.394 6.569 2.648 - 0.0206 Synteen 80 2 4.55 10.00 I N/A 2.29 2.19 2.192 7.791 3.521 -0.0511 Synteen 55 3 7.15 10.00 I N/A 3.05 2.93 2.925 7.445 5.179 -0.0778 Synteen 55 4 9.75 10.00 I N/A 3.23 3.09 3.095 5.789 9.521 -0.1052 Synteen 55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity, Fs = 4.09, Meyerhof stress = 2675 lb /ft Foundation Interface: Direct sliding. Fs = 1.750. Eccentricity. e/L = 0.1096. Fs- overturning = 2.95 GEOGRID CONNECTION Fs- overall Fs- overall Fs- overall 1 Geogrid Pullout Direct Eccentricity Product k Elevation Length Type [pullout [connection [geogrid strength resistance sliding ell. name [ft] [ft] # resistance] break] strength] Fs Fs Fs I 1.95 10.00 3 N/A 2.33 2.22 2.221 4.687 1.888 0.0180 Synteen 80 2 4.55 10.00 1 N/A 2.06 1.98 1.975 5.332 2.566 -0.0306 Synteen 55 3 7.15 10.00 I N/A 2.72 2.60 2.601 4.997 3.907 -0.0693 Synteen 55 4 9.75 10.00 1 N/A 2.91 2.79 2.791 3.966 7.643 - 0.1033 Synteen 55 �,....._... ar.. �. of�. c� ....etS_..e6..1,Mb.._.44.54. «brnv� urn�w..r b-.... v.,M44445444._.. .w...�..m.�....n.._u�.......ww �.....»....... c.- ....r.......-..,, Red Rock Center Page 5 of 5 Copyright 0 1998 -2011 ADAMA Engineering, Inc. License number MLNL 301109 i _ S ii � 4 t � - © ©t 3 I 7_0 2_3 S v.' 70 A.r - RECEIVED RED ROCK CENTER z Nov 15 201 • Phase ILA - Onsite Sitework Only CITY . i' RED ROCK CENTER u 8UILDING DIVISION — I 0 04 SW 72nd at SW Dartmouth St, W Tigard, Oregon . 0101 - 0101-- - - 0101 � �, PROJECT TEAM SCOPE DESCRIPTION LOCATION PLAN — TIGARD, OR 0 • DRAWING INDEX „ � It OWNER'. Dom Fry Them 4ocrXa a Nbeorcaee as arIRMO win kw a me emprn.'alnents ihnten Stan Nrs ARCHITECiti DRAWINGS '� I' ✓ 909 Debora, Rd wind. the anal flan a a &MN=0pp/0101. 1 t pui VB &L g kr IM Center n Red ReFK Newburg. Oregon 97312 C Tigard. Oregon. Si+ O�101Y b Mal a ada de alMwrk documents in separate I + Al0 COVER9fFr ^ Tel 503 348.2237 bd peas. _ nE r At.t ABBREVIATIONS /SYMBOLSIMOl1Nn MOUNTING HEIGH T OF 01.- ARCHITECT: AMeraan DsaarMl Amllseb, LLC these documarta contain work b ON ArdMectural. Structural EJaanca, C. t ceder paq _ A 1430 SE 3l Arenas, Moe 200 regeremena 'Or the site bnprovemenes and constn. cam a the fadlly Maaaaael, FYe ee P Poland. OR 97214 Prolx.Oon and Nam well be Degn -9ugd adntled monetary i AZ.3 SITE DETA&S TN 503.234.7077 Fax 503.210.7317 / .11.04113 .11.04113 A2A SITE DETAILS Contact . Jon AaMSon. NA. Principal De,1gn -bled ele btcal, �GNnnal, plumbing are Ore pre 900, do o,, ro ere. b. hemmed , awn, Project Mager Anderson Debars. 40314.aa and Manager C auaan Monger mb m panning L / CIVIL OI+AYMIIGS y. ENGINEER: AN m System Ensign ConWtalns monks Mould W aamrred prier to Me o.rMner mlen a ccomb/Han comb/Han G1 COVERS/EET ON OlE 1515 SE Wald C rsnue, Stine 400 Cl 0 E)OSITNG CONDIT1ON.S ON SITE Contact: Margaret 1 owed, Oregon 41211 r,, C CIVIL SITE PE ON SITE a a raw 'aonns r . C3.1 y CO ON • PII/gNO PLAN • 3. re' 503 249 0227 Fax 503 248 0240 C32 PRE- ER00 14 0N CONDITION ON-SITE C o n t a c t Slave wren C3.3 GRADING AND EROSION CONTROL ONSITE A N D E R S O N CML ENGINEER. PACE Engxeers sm. ( -\ q/ EROSION CONTROL DEINIS ON-S TE DA B ROWS K I 5000 Meadows Raw. }H.e 345 - .. 1 = C3.5 EROSION CONTROL DETAILS ON-S TE Inks Oawean Rona \/ ..: - r - ■ • ARCHITECTS Tel 503.597.3222 Far 503 507 7655 wau.san ar 1 L L 0 U.1 GRADING PLA AM) SPOT ELEVATIONS ON SITE Contact: Oren Lee C5.0 UTILITY PLAN ON SITE LEI — I C6.0 DETAILS ON SITE I A C5.1 DETAILS ON SITE LANDSCAPE C52 DETAILS ON SITE ARCHITECT: 5022 ed Environmental s 01, Manning. PC I ( E Penland, SW Salmon 97205 5rreel, sale 410 — `� _ I I ` I SITE ELECTRICAL /.D vonlyd, oar 97zo5 TO. 503224 1225 Far 503.295.0909 E1.0 SITE PLAN OPTION Cr Gamed: LANN MacDonald Donnell Oleca CONSTRUCTION PROJECT DATA SITE PLAN — 72ND AVE AT DARTMOUTH LANDSCAPE DRAMMNGS 1430 S 1S E al" rd d Ara Ste 200 MANAGER: Wan Kerner - T (503) 2347377 a BOMir NTB LD1.0 TREE MITIGATION PLAN PHASE IIA ..{. . OR 91214 1001 SE Water Ave 121 JURISDICTION City Tgara Portland. Oregon 972214 Pwmt Canter n Budding >.♦�.... r _ 40..4. 01F' (50,7) 2747327 Tel 503 740 4040 Far 5035950145 13125 SW AIM BIM ® A yr.. . ..14.4445 . .. F-. v _ LD 0 I me N P 11 Tel Tatrd. OR 97223 s0 - �e _x e 4 ♦xwe AM•.4 ••ss se31 - ^., y PROJECT TY 503.71 B.249D ♦ ♦�•� 1py t V � { 1 • •.1 .a •l. G "� @ j NLfi ADDRESS: Reg Root Girt ♦ 1 • SS[ B - I mmADardMNde.aon SW 7209 Me at SW Drrrmd, Ave � ;1 "4'7'77 1 'x 1: J NAN. OR � e �r jp : ,; a F F SQUARE DOTAGE: SITE: 87.515 5 E s ♦. .• . 5y _ ..,` ' • 0101 F - PADA 11.115 SF 1 ♦♦e7 . 'u • ....,. :414 K .. ..... ,. .. e ��e OCCUPANCY: B •• S 0 — g :• " "• RED ROCK CENTER CONSTRUCTION PHASE A OON91TE BM PACK TYPE VB .r 00490 OP STONES. 1 "' I I �� CONSTR{�CnON DOCUMENTS PWl4E 9C PHASE LIB WWEM E/1 !._.1p N.n OFFSflE PAD A S /ELL OI SCOPE OF WORK I SCOPE OF VA3RK RCM OF NOM DEFERRED SUBMITTALS (SEE RIME HC (BEE PHASE MI (FMt191DRAC10 Rs Reeaeoa D41NYIP SIT I PAD Pte() BID ____ 01_01 _. : { To w. o-.n II Dar see. Rell.0,73 neprMMy by the design-bid abmacry PALM) N, Cosa„!. aawald MINIM* ILC .r -Ifs. lligai oari II•=mow of Re sewn APPLICABLE CODES 3110307 w` 1.M M OUpes'4lsd on then oxesol al9allenae. For lest or WO BP+Fees. MM baba• Ec • ho.. .war. a M .001446.1.1111.4 by ohms. RN paled mat Mat 01 Melee.e9FaIre maims a .Crew wv WM the IBC. ADA UFC, NFPA. OARe, MO. Ae work to mM 00,1000 Federal. stale. county rdy and ADA robes and regr ne. 2010 Oregon Structural y Cone baswean Ae n. s 2010 Mess FYe Ca a 2010 Creams MWbankel Spe.•y Conde 2008 Omen E000I0 l_spedlt�,co Ie • 200e Dn PkeM N Omen cugee rl Orna Sahy and IInIM Minim I kMinim 5500. a --- • 2007 Neead Pb. PralaJm Maaer9O, 10- P embie Fe EbdNauen0s 2007 N 015* Fie Rpl¢bn MacMillan 13 - MARS *Mom 20 W Wand Fi■ R01001100 R01001100 M / R01001100 eduan 72 - SW ANN* 2002 N•Se1 Fin PMa*Bn e e 08 N NN Aepoml 09 - I ed• Caro Fair 10 Fin poK dn ASa0Aaaa1101 -Lib SMMy Code A1.0 . s '� �9 i?'( . , FILE NAME, P:\P10 \10838 - RED ROCK CREEK BUSINESS CENTER - DETAILED PLAN SUBMITTAL \ CAD \ SHEETS \10838 -C4.2 GRADING EC.DNG SAVE 1IME: 4/11/2011 12:12:42 PM PLOT TIME: 4/11/2011 12:52 PM USER NAME: REITER 76tEF FILES: {144H44 , py �0 % °1 g egg • g A N a • I lii 8 95 t t 6 HI n H I dh C ° 0 g '" P WP- g *- * (A �o q � B �x� god r � Os WA mg ;S sr n . 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' . tillliiiiiiitOrt. ,. . , I / aoz: - _ -, / i 1 0 • ® x ms a P Al PENSIONS PEP CiTT COMMENTS 4,M/11 1 i X ,- 9 ;.,, V Riev„ pi( i n.------ 707" 4 0 -`, z T # / ; RED ROCK CENTER GRADING & EROSION CONTROL .. • o • • + »•e:- »_�...., -- ON -SITE 5 g sake Meea Rte. a 3e5 2___. �°. lake Osweg6c OR 97035 30 . > TGARD, OREGON $ % 0. 503.591.32221 r. 503.59/./655 A w . -... ................. ............................... 8 .. >. CIA I Structural I Naming I Survey m { p,engrs.com _ SyM REVISION OA1E - F 4 • F li FILE NAME: P: V10\10836 - RED ROCK CREEK BUSINESS CENTER - DETAILED PLAN SUBMITTAL \CAD \SHEE1S \C4.1 GRADING PLAN & SPOT ELEVATIONS.DWG SAVE TIME: �4�//�11/222pp011 12:46:00 PM pa NAMEANDT REI 2:52 PM XREF FILES: X- 06914 -C -SURV BASE. 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OREGON °. �' p. 503.597.322211. 503.597.7555 GW1 Structural lPbnrllnpl Survey peceenp s.com TN REVISION DAIS I DESIGN NOTES: - -- Reference Anderson Dabrowski. Architects sheet A2.4 NOTE: Wall Alignment and Heights To Be ` PACE Engineers sheet G.1 Established By Contractor / Surveyor. The fokowing design assumptions were used Internal angle of motion for renforced sea= 32 degrees Unit weght of reinforced soil = 130 pcf Maximum wail height = 13 feet Batter of wa1 = IH 10V or Vertical • Surcharge = 250 psf Uniform. 3.000 bs,1t Bldg. • Fence Post By omersl a Embedded n Sleeve C CC TECHNICAL SPECIFICATIONS FOR MECHANICALLY STABILIZED LOCK & LOAD 1 d ken. urance Each Se* Q RETAINING WALLS 6-0' Woadr I al Pose u. j GENERAL. I,_. Dun Link I NOTE T� • A. 0 O gimbal r Surcharge (See Nob ell Q Z 0 The work involves the supply and installation of sod reinforced retaining walls. The MA l _ 111 co Concrete Pam!, and Cuunterforts well of consist of Lock & Load Stone. Countenlort and r Geogrd are the types of sod reinforcement, The work will include but is not limned • • @ V 0 shown e. •. A -1 excavation to the grades sho on the civil drawings s i A -2 supply ant lnstallabun of geognd reinforcement • R•faylad V A -3 supply and Installation of Danage hl and piping Mn l. .1;: - > .. ' sod Layer a:ne e s N A-4 supply and installation of segmental Lock 6 Load Stones - :� C ..s O O N J A -5 supply and Installation of retained and reinforced sod fit P. B. The wags shag be nstaled on undisturbed fyadve Sals a Structural Fit. as 1..,?,,, e ^yon Rosh....v.1,A I Q I- a ppcpriata. y� W+eor,d Larger ,.., •�Ilpnb Y W i O CL MATERIALS Y' yvr light Avow 3 1 �°„ a :.II T 9uibels J A. Concrete Panels and Counteiforts are locked together to I St n. TM up To sa s S III Grrur Sal Was rebimng wets have been designed on the basis of Lock 8 Load Retaining WWI „ } s r - r ' Lr.TMn 25 P..." 'Stones Stones are to be purchased from a licensed Lock d Load manufacturer. ! + 1 - s :NA ` i �. The Lock d Load trademark on each palet identifies Lock A Load products. s r B. del matbn on the purchase of Lock E Load products can be obtained through .] r < ti e r r..,ry r �, , ti 4. r � Lock 8 Load Retaining Wall Ltd. I s 1 { , ? A ;,,,,v.,1 , tl lhyyf 612:., i` I Solb Tel. 87 w k 901 - 9990 ; t ; A 51{tii;)f ,Y ,,. ;C, .,• h'.,/..y , Webs.: ww.chload.com BKa A.4�jr�14 5 ,, 4 if5vi T � C. 0 ogr01 - Sea Geogod Schedule. 24" inner y yl 5i e 1 4 11 rr !,� _ " et Nal Feu � _ �f &l s' '- !1 - 77 �'77'> 1- $ Fka.n C.ud. D. Drainage Fil - Drainage FMI placed around and above the perforated dra pipe • - fa' (nun. S 4 shat consist of round or angular 'dean" rock between 314 inch and 1 inch '' ; y 4 y. r4 4 r rir E. Face Gravel - 1' Clean Crushed Rack. Substitution with comparable material is '�r3.yr ' fit i `.rfh�4�,$4`; { r '''[;fs?y {YS YjaA'(r I C' acceptable. upon approval of the Geotechnical Engineer '';')* - f {.$ ,j Ct„ {y5tf2 1 F. Reinforced and Retained Backf6 - Reinforced backlit shall consist of suitable granular 'z i,l'az ` N d 6 P Orono,. soil with less than 25 percent fines and as approved by Me wad designer ill iiiE I Sward .wh 1 a' Crushed - Meted Rock per Meseta. w a G. Leveling Pad - The Levels g Pad shat consist of angular. crushed a to of Morin Lavelle Pad i or Ape chorea t o A p p r o v e d of 54 inch. The Levels Pad FA may be single gfr may Oncharpe Lhcatmn Leveling y ugh s¢e or mehe well graded ti containing a maximum of 5% passing the *200 sieve. * NOTE Wa1 Toe cover end be 24" Imo.) u A .. for Sloprg Condten m Free of WWI EXECUTION o NINIMNIN IIINNNIIIIINNIIININNNI 1111 81 - le A. Contractor shall t to the lines Brown esandgradesoentheconstructiondrawings. MECHANICALLY STABILIZED EARTH (MSE) 11 The Geotachra I Engineer should excavation observe the excavation prior to the placement of the leveling material l ra soils. RETAINING WALL DETAIL a. ,,.. TOP VIEW � /. � _ =i B. Overe¢avabon of deleterious sods or rock shall be replaced with material needle MDT -TO - SIDE VIEW the specleadons described in the section 'F" above. and compacted to 95% r of ASTM D-1557 IModfied Prodorl when 2% of the optimum moisture content k of the sod. b T'r ^ " ' 6 13 a C. The first course of concrete Lock 8 load Stones shad be placed on the Leveling Pad & 1P5 ,,.,„ m T and the algnment and level checked. .. ...,. .. ... io a...,.... I a 31. D. Stones shell be placed with the top of the panel level and parallel to the well face. 25 w \ The Counterfort Base instals horizontal and perpendicular to the face of the retaining f Oudiee wall. GEOGRID SCHEDULE � /// r� FRONT V IE W 10th C unhacMg a ahp 1 ■ E . G o m e l be oriented with the highest strength airs perpendicular to the well - ( REINFORCEMENT ' I algnment. (mo lb L ud Layers 4 ........... -- ... ---- �,_�.� R«Q OMtl 1 2 1 3 4 5 6 � I 21 • - X15' F, Geogra reinforcement shall be placed at the levels and to the lengths shown on the _ fl 9 drawings beginning at the back of the Lock 8 Load Panes. J - 3 3A 4.0 A i G. The geogrd shal be lad honaontaty n the direction perpendicular to the face of the ((^^ ,-V retailing waaN. The geogrd shat be pulled ut. ed ta free of wrinkles and arnMOred prior to 4 52 5.0 A A backfil placement an the geognd. 5 6S SO A A ee, H. The geognd reinforcement shat be continuous throughout Mew embedment knglhs. 7.8' T s - Spiced connection between shorter pieces of geognd n not permitted. 6 7d S.0 A A A TOP VIEW we I I. The drainage pipe discharge pons shat be connected to approved dschage. 7 9.1 7.0 A A A Il - Oarmeana J. Reinforced and Retained Backfil shat be placed. spread and compacted in such a 6 10.4 !A A A A 5.5" 1 1 R fiber R d ' er(41hyd.) as � • manner that ir Me development of slack n the geogrid. 6.000 psi concrete I i 9 11.7 9.0 A A A A BACK VIEW FRONT VIEW Casting Tolerance SIDE VIEW o: K. Reinforced and Retained Backnl shall be placed and compacted in Mts not to -MI teed B inches where hand compaction equipment is used and not more than 12 inches to 13.0 10.0 B A A A NOTES. NOTES: where heavy compaction equipment us used. FIRST. compact over tail of Cautioned 1.16 then ewwy from the retaining wall structure Hand operated compaction equipment 09O0Rp; A - Syne.. SF 1. Irrstallation to be completed in accordance with manufacturer's 1. Installation to be completed in accordance with manufacturers A 6 (700 lbs. to 10 t 00 lbs.) Vibratory Plate shat be used to come face gravel at eel face. B - Syrtean SF epsaf ations- speoacal ore. L. Reinforced and Retained Backhl shat be compacted to 95% of the maximum density 2. De not scale front drawings. 2. Goat scale from drewirgs. as determined by ASTM 0-1557 (Modified Proctor) or equivalent. The moisture content of the backtU material prior to and during compaction small be uniformly 3. Contractor's Note - For product and purchasing information Asa 3. Contractor's Note - For product and purchasing information visit distributed throughout each layer and shat be tathin 2 percentage poets of the www.PROJECTmarketste.cpm. reference number 406-002A. ymw.PROJECYTmarkeste.tom, reference number 406-001. optimum moisture content. R g if M. Hand-operated equipment (700 lbs. to 1 000Ibs. Viblatory Plate) shall be used within LOCK & LOAD COUNTERFORT LOCK & LOAD PANEL 7. 26 inches of the front face of the concrete facing. NOT - TO - SCALE NOT - TO - SCALE dt N. Tracked construction equipment shall not be operated directly upon the geognd • Al. - F. reinforcement. A minimum fill thickness of 6 inches Is required prier to operation of g tracked vehicles over the geognd. A' ` r, e9 ., l l N R 0. Rubber bred equipment may pass over the geognd reinforcement at slow speeds sheet No less than 5 mph. Sudden braknq and sharp turning shat be avoided. a P. At the end of each day of operation, the contractor shad slope the last Mt of ,y LK1 reinforced oa m forced ckfit away fro the want units to drat runoff away from the vast face .. TM contrecton eMl not allow surface runoff horn adscent areas to order lbw wall 'L-7'1_11114E3 comtructrun see. • RETAINING KEYWEST • GRID LENGTH = 5 FEET GRID LENGTH = 6 FEET SYSTEMS 31 I OUTSIDE INSIDE STAIR WELL OUTSIDE CORNER WING WALL KEYWEST CORNER ORN 00 TW 248.5 TW 248.00 REfANINGSYSTEMS TW TW 246.11 •., Tv - - - _. TV- M , P.O. BOX 1049 TW 245.00 Tv Tv 1 SHERW00D.OR. 97140 _ L MAIM■•E'==="' � ; ='ME= = =�'J1' =C» :\ .� 800.654.6353 IC R�ghli_MI Mk Mr =IM III♦ 1 -____I-_ I■_-_____ I-__I-__ 101M 1-1'� DRAWN BY: KM TW 241.4 IW�i�r "11: " � . "21:i' � "' = s1='ou'•=" ■ = ��_ =' ` M'1 '"7�'-'- M uME. ...MINIM' DATE: 06/17x008 3mim1mm���l�lRA• 771 = asimm �J Z7wiYi��Yi�aLZ.===M"L�19+!■ 1dir-ioamiiwi m�� =�"�.."O -r' -ice FO 242.5 FG 242.4 FG 243.8 FG 242.5 FG 240.6 �� FG 241.' BW241.55 BW240.25 BW238.95 LEFT WALL PROFILE W H Zz Uw o; UA• GRID LENGTH = 5 FEET GRID LENGTH = 6 FEET O¢ OUTSIDE l C:4� ORNER Q 00 48. STAIR WELL TW 2W TW 248.30-\ NON PERNIABLE WING WALL TW 248.21 MATERIALS ON logo TOP UNIT I TW 248.00 BEGIN RADIUS ;11191 GEO . BASED ON ENGINEERING TW 247.50 TW 246.10 ID i BACKFILL VITH STRUCTURAL OR �1�1n� Mi. ■ ..♦�t� i y NATIVE SOIL, AS SPECIFIED BY T 243.95 ENGINEERING r�� =�1� ■11=IMM1� i hy ■■IMIEMM�� T 2 3 ONE FOOT GRAVEL J1v I JOIN i0 STAIRWAY WALL BACKFILL FOR DRAIN ME �ajn 4,,y FG 245.11 � BW 244.1 FG 244.35 M ffrfami!MIMIllIIIM=■ ' MI FSH GRADE �nu� FG 243.82 FG 242.4 -"------`-^ if' FINISH FG 243.29 FG 241.71 FG 241.20 ( 4' ADS PERFERATEII PIPE BW 240.12 FG 241.20 � V p FABRIC SOCK, FG 242.76 BW 240.12 DAYLIGHT AT VALLS 16 NIMJS GRAVEL LOVEREST POINT LEVELING P , RIGHT WALL PROFILE TYPICAL SECTION SCALE . NTS • REVISION* : 08/01/11 REVISION *1: 081711 GRID ADDED REVISION 17: 12/13/2011 r .... I REVISION W: •••* REVISION *$: •••• REVISION *6: •••• * ** *THESE DRAWINGS ARE NOT FOR CONSTRUCTION USE, UNLESS STAMPED BY LICENSED ENGINEER OR REVIEWED AND APPROVED BY THE GENERAL CONTRACTOR. PG: 1 APPROVED DRAWINGS BY THE GENERAL MUST BE COPIED AND SIGNED BY THE PROJECT MANAGER BEFORE KEYWEST WILL INSTALL ANY WALL.****