Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Report (43)
GEODESIGN Memorandum To: Page 1 Chris Walther �����— From: i Reed S. Kistler, P.E. and Company; ( Pol ���� -��---- if Shaw n M. Dimke, P.E., G.E. Polygon Northwest Company Date: March 20 Address: m 2017 109 East 13 Street _. , -�_---,-.__ Vancouver, WA 98660 cc: I Angela Grajewski, Polygon Northwest Company only) KC Schwartzkoph, Pacific Community Design, Inc. (via email only) Tim Looney, Northwest Earthmovers, Inc. (via email only) __ ( Spencer Clark, Northwest Earthmovers Inc. (via email only) G DI Project: 4 PolY9on-122-03_..______.__._. ........................................................ RE: Addendum 2 Updated Lock+Load® Retaining Wall Design —,--__. __ _Po.ygon at Bull Mountain (Southeast River Terrace) INTRODUCTION " "— GeoDesign, Inc. provided a geotechnical design memorandum' and addendum' for thero retaining walls at the Polygon at Bull Mountain residential development located west of SW 150" g memorandum and the site. In Avenue in Tigard, Oregon. This is the second addendum to our original design p p°sad addresses design updates to Lock+Load® retaining walls "Wall 8A"and "Wall 9"at 0 addition, this addendum provides design recommendations for a new Lock+Load® retaining will be located southwest of the culvert crossing of SW Danube Drive. Pacific Community provided us with a site sketch showing the design updates. The sketch is presented wall that Attachment A. in Design, Inc. DISCUSSION WALL 8A Wall 8A has been constructed along the southeast perimeter of Lots 29 and 30. The existing height generally ranges from 1.0 foot to 5.0 feet tall. We understand that the existing demolished and replaced with a new Lock+Load® retaining wall constructed to a maximum wall 13.0 feet. The new wall should be constructed in accordance with the recommendations wall is being table for Wall 8A provide in our original design memorandum. and design axlmum height of GeoDesign,Inc. Memorandum,Polygon at Bull Mountain(Southeast River Terrace),Lock+Load®Revised Retaining Wall Design,dated October 7,2015. GeoDesign Project: Polygon-122-03 2 GeoDesign,Inc.Addendum 7, Lock+Load®Retaining Wall Design,Polygon at Bull Mountain(Southeast Terrace),dated June 21,2016. GeoDesign Project:Polygon-122-03 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com GEODESIGN Memorandum WALL 9 Page 2 Wall 9 has been constructed along the eastern perimeter of Lots 20 and 21. The existing wall height ranges from 1.0 foot to 10.0 feet tall. We understand that the existing wall will be heightened by that the one row of Lock+Load® wall units. Our original design recommendations assumed reinforced zone may consist of on-site compacted silt. However, we understand the reinforced zone of the existing retaining wall consists of crushed rock. We analyzed the existing wall with the added row of wall units and an added geogrid layer behind the current top row of wall units. The analysis was performed with the computer program MSEW version 3.0 using the soil parameters and loading conditions provided in our original design memorandum. Based on our analysis, the existing wall with the proposed added row of wall units satisfy the minimum factors of safet geogrid layer is added wherever one is not currentlyY, provided a new A full print of the analysis results is presented in Attachment Behind the current top row of wall units. In addition, we understand Wall 9 will be extended to the southern extent of Lot 23. The extended portion of the wall will have a maximum wall height of 9.5 feet. In the area where the wall will be extended, the wall should be constructed in accordance with the recommendations and design table in our original design memorandum. NEW WALL 15 We understand the new wall labeled 15 on the site plan will be located on the southeastern extents of Lots 25 through 28. The proposed exposed wall heights range from 1.0 foot to 8 feet tall. Finished grades behind the wall will be generally flat. The ground surface in front of the will sloped, with a maximum slope of 3 horizontal to 1 vertical. We understand the new wall will be constructed Lock+Load®wall units and Synteen SF 55 geogrids. We analyzed the internal and external stability of the proposed new wall. The analyses were performed at varying wall heights with MSEW using the soil parameters and seismic loading conditions in our original design memorandum. We have included a surcharge pressure of 50 pounds per square foot behind the walls to account for potential light loads placed behind the wall. Local stability results indicated minimum safety factors of 1.5 for overturning and 1.13 for sliding under seismic loads and 2.0 for overturning and 1.5 for sliding under static conditions. Global stability of the wall was analyzed using the limit equilibrium computer program SLOPE/W for the most critical wall section. The results indicated minimum safety factors of 1.5 for static conditions and 1.13 for seismic conditions. Our recommended wall geometry of the new wall is based on the results of our analyses and is presented in the typical section with geogrid and retaining wall design table shown on Figure C-1 of Attachment C. A calculation package showing the results of our analyses is also presented in Attachment C. 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com GEODESIGN. Memorandum LIMITATIONS Page 3 We have prepared this addendum for use by Polygon Northwest Company and the design construction teams for the proposed project. The typical wall sections attached can be incorporated into the design plans for construction. Substitution of wall materials or changed and be acceptable unless accompanied by a design package stamped by a professional engineer registered in the state of Oregon. geometry will not The scope of our services does not include services related to construction safetyprecautions, our recommendations are not intended to direct the contractor's methods, techniques sequences, or procedures, except as specifically described in this addendum for consideranon i n design.sign. and Within the limitations of scope, schedule, and budget, our services have accordance with generally accepted practices in this area at the time thisexecuted s addendum wa 1n prepared. No warranty, express or implied, should be understood. ♦ ♦ ♦ We appreciate the opportunity to be of continued service to you. Please call ifou have questions concerning this addendum or if we can provide additional services. Y RSK:SMD:rc Attachments q�GRS.O PROp$. One copy submitted(via email only) ��5 4�G I N,F� :> Document ID:Polygon-122-03-032017-geoa-2.docx ©2017 GeoDesign,Inc. All rights reserved. 63114PE OREGON , 0 h� 14 ZOO tiq�N MN� D 1 IMEMEESCIAN 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com Q H Z W V Q GEODESIGN Memorandum Page A-1 ATTACHMENT A PACIFIC COMMUNITY DESIGN SKETCH SHOWING DESIGN UPDATES 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com } 29" 10.0 467.1 7 ` �,�.� ..�,�"��'�'° 1 a• 466 � _Tw � � .. " � 457.( ° 065 0 FGs� WALL 8A 13 0"4660 .; �;""� ',,,i''', �2.0`65.0 ,�. / �453.0.._ _ T� N " `r 463 a EG \ 14 0:' 463 5 tw � ,� y" '� � '�` : 449.5 FG 13 a 463 0 450° �. . t'.5 ;463.0 ,' ,. ', _ �e r�' �<'..\ � '�° � . 447.5 FG 94 0 464.°/' M N 462.0 TW kVs, 16 a ,s ; fir ,, 446. FG ` � t .� ,, ��� • ��� � �_* �,,�+ 4/15.0 ;mss a r "FA FG`:, WALL7 ' `' .. 8.0': 0- TW WALL 8B 1 r a" t a FG _" 46 x 1 FG 443. `-`•S-,'-;:,-/-\".:-.„ , . � �-. aia. „�", � „f7 5 rv4b1 5 Tw � � � � `� �a."�cR.' TW 10.5` 444,0 I �k :p 15 0`` 'Q ; FG a 4 f3 5 462.1 4����� � 5.0 �1'Q � 1/44 liStotc" n � a s 1.0 2452.0 , , - , 461.0 ��`; < rri ' #< 4J t 7.0x451.0 N! Nom ' "/ # 444,0 FG ;' d44.a TW... WALL q /10.0.--44/04- 4$0 0 I r/1./-/- , 435.0 EG 4d0 0 ..•FG ,E,. ,� t" Das s" A`:' • '� ; � 448 ! 1 74V _, , 't'NJ if_10 a"?- 437.0 FG �,; d38.a FC, imi ' • E e sx s4 '. 4P 424.0 (}M s 22 s 1 -14.0.15''.40154.40130:00 4.0 1E. ' , � " � '415 a FG gas .� ��. , 0 PG 4 10 430.0 .TWA � 415.0 F a e"9 9, L 0 7w s 434.0 FG fi a 434 0 •3 ray 6.0' 428.0 FG �4 i.,, _ I` gay nra y 'Y, > '.'ra WAIL to TRACT P ,f�, ' r� uAreY0161-itr rsri�ari ,�9 •,,, a,. m I- z W 2 V I- Q GEODESIGN Memorandum Page B-1 ATTACHMENT B WALL 9 ADDITIONAL ROW ANALYSIS 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com MSEW--Mechanically Stabilized Earth Walls IIPresent Date/Time ThuMar 09 12:59:42 2017 o ta Polygon at Bull Mountain J:\M-R\Polygon\Polygon 122\Polygon 122-03\Wall Analyses\Wall 9-11.5ft-as built.BEN AAS HTO 2002 ASD DESIGN METHOD Polygon a t Yg Bull Mountain = MSE W (3 ) Update# 14.95 PROJECT IDENTIFICATION Title: Polygon at Bull Mountain Project Number: Polygon 122-03 Client: Polygon Designer: rsk Station Number: Wall 9- 11.5ft Description: Company's information: Name: GeoDesign Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Pol ygon\Polygon-122\Polygon-122-03\Wall Analyses 11.5ft-as built.BEN Original date and time of creating this file: Thu Mar 09 12:58:57 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. II Polygonat Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 1 of 9 License number MSEW-301512 Mon JOMSM Vemen10161SEW ,.wVon.,°M,.w"mm,°.,sEw°.,a°w" ,°MSEw.< "m4 oMs°w,m ,°M,w JOAASEW.� w"m.,°MSEwVenom 3°.IaEw" Sen.3 MSEW--Mechanically Stabilized Earth Walls s Present Date/Time. Thu Mar 09 12:59:42 2017 J - "'°MSE-°"s. at� PolygonMSEw"<.�=°MS=,� ygoyg at Bull Mountain JAM-R\PolMPol on-122\Polygon-122-03\Wall Analyses\Wall 9-11.5ft-as built.BEN DESIGN DATA �- DESIGN SI G N OBJECTIVES Minimum)muni factor of safety against pullout, Minimum factor Fs-po of safety against Maximum direct sliding,Fs-sliding ximum allowable eccentricity 1.50 ratio at each reinforcement Minimum factor of safety level,e/L 1.50 against compound p d Minimum factor of and overall failure,Fs-comp-static 0.1667 safety against compound and overall failure, - e 1.30 Fs-comp-seismic Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. 1.10 Prescribed minimum normalized length of each layer is: L/Hd=0.60 -->L=7.08 ft. Prescribed minimum absolute total length of each layer is: L=1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L Minimum factor of safety with respect to ultimate bearing Bearing capacity coefficients: capacity(Meyerhof 0.1667 Nc=35.49 y approach) 2.00 II N y=30.21 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, 140.0 lb/ft 3 � 38.0° RETAINED SOIL Unit weight, y Design value of internal angle of friction, 115.0 lb/ft 3 � 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 115.0 lb/ft' Equivalent internal angle of friction, 4equiv Equivalent cohesion, c egn32.0° ;v. 100.0 lb/ft 2 Water table does not affect bearing capacity II LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized ) Inclination of internal slip plane, W Ka(external stabilit =64.00° (see Fig.28 in DEMO 82). y)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D= 10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these than 10°,K to produce Kae Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh- =>d=0.183 - Kh-Am=0.183 Kae(Kh>0)=0.2582 Kae(Kh=O) =0.2085 DIRECT SLIDING/ECCENTRICITYKae=0.0497 Seismic safety factor is 75.0%of specified static FS for direct ' Maximum allowable eccentricity,e/L, shding. under seismic conditions ditions is: 0.3300 BEARING CAPACITY Seismic safetyfactor75.0% is of specified static FS for bearing Maximum allowabley eccentricity, capacity. ,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified st Seismic overall factor of safety,Fs overall is ah l value. 75.0%of The reduction of Fs-overall pertains to g eo gridits specified static value. strength and to connection strength for „v,,°MSFw,,,;��,°M°Fw"1O F»"p,�,°MSFw"�w s g both break and pullout modes of failure. o.,sFw wm,°M w"ry,a °Ms "m ,a,°Pw"�u ,gFw"<ry Polygon at Bull Mountain Copyright©1998-2015 AD AMA.Engineering Inc. - Licensmb r .°MSP3015° Page 2 of 9 License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Present Date/Te. Thu Mar 09 12:59:42 2017 Polygon at Bull Mountain °.9FW7:\MR\Polygon\Polygon122\Poly12203\Wall Analyses\Wall9-115ftas built.BEN INPUT DATA: Geogrids mmm � Polygon-122-03 spaced(Equally Pce d single type reinforcement) DATA Geogrid� Geogrid lm Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 7550.0 N/A Durability reduction factor,RFd N/A N/A N/A Installation-damage reduction factor,RFid 1.15 N/A N/A N/A N/A 1.05N/A N/A N/A N/A Creep reduction factor,RFc Fs-overall for strength 1.58 N/A N/A N/A N/A Coverage ratio,Rc 1.50 N/A N/A N/A N/A 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, 21.33 Pullout resistance factor,F* p 0.80 tar Scale-effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0 ft 0.0 1.0 2.0 1.00 0 3.0 3.3 ft 1.00 Z[ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 a 13.1 ft 1.00 9.8 16.4 ft 1.00 _ 19.7 ft 1.00 16.4 _- t 26.2 32.8 Polygon at Bull Mountain 3 of 9 Copyright©1998-2015 ADAMA Engineering,Inc. Page 3 of 9 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls Present Date/Time: Thu Mar 09 12.59:42 2017 Polygon at Bull Mountain °MSEw sE ,°MSEw JAM-12\\Polygon\PoF.»lygon-122\PolyBun 122-0.3.\Wa ll Analyses \Wall 9- ILSft- as built BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Design) FACIA type: Facing enabling frictional connection Depth/height of block is 1.00/1.33 of reinforcement(e.g.,modular concrete blocks ft. Horizontal distance to Center of Gravitygabions) Average unit weight of block is f= , of block is 0.50 ft. Y 150.00lb/ft Z/Hd To-static/Tmax or To-seismic/Tmd Top of wall Z aid 0.00 0.00 1.00 0.25 0.25 1.00 0.50 0.50 1.00 0.75 1.00 0.75 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. ely.Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (1) CRult (2) a CRult a CRult a 1.00 CRult o- 1044.2 CRult 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a 0.0 0.00 CRcr a CRcr 1044.2 0.60 N/A N/A 2088.5 0.90 N/A N/A (I)a=Confining stress in between stacked blocks[1b/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. DATA (for connection only) Type#1 Yp Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A Connection strength reduction factor,RFd 1.30 N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50N/ N/A N/A N/A N/AA N/A N/A Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 4 of 9 License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Present Date/Time.Thu Mar 0912.59:42 2017 Polygon at Bull Mountain JAM-It\Polygon,.o\Polygon-122\Polygon-122-031Wall Analyses\WaIl9- 11.5ft-as built.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 11.80 [ft] {Embedded depth is E=0.50 ft,and height above topof finished bottom grade is H=11.30 ft Batter, w 6.0 [deg] } Backslope, [I 0.0 [deg] Backslope rise 0.0 0.0 [ft] Broken back equivalent q ent angle,I= S0.00 (see Fig.25 in DEMO 82) UNIFORM SURCHARGE GE Uniformly distributed dead load is 0.0[lb/ft 2 ] OTHER EXTERNAL LOAD(S) [S1] Strip Load,Qv-d=0.0 and Qv-1=50.0[lb/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d=10.0[ft]@ depth of 0.0[ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [Si] V SCALE: 0 2 4 6 8 10 [ft] Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of 9 License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls M6EW K�sE°Vm��M9eW "°°"sw Present Date/Time:Thu Mar 0912:59:422017 w< o3An1°eWVVmnn3DMSEw Polygon o Main -- — Polygon at Bull Mountain J:\M R\Polygon\Polygon 122\Polygon-122-03\Wall Analyses\Wall 9-11.511-as built.BEN 1 REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength (2)Geogrid strength `� Satisfactory ® Unsatisfactory (3)Pullout resistance 1 (4)Direct sliding (5)Eccentricity Bearing capacity: Al Foudation Interface: Direct sliding V Eccentricity V i iim.•.i••i.•••m.mmmm••mi•••.••••m...mmm.. ______I G e o g r i d Geogd # Elevation Length Type (1) (2) (3) (4) (5) # Elevation Lengthe T e 1 [ft] [ft] # [ft] [ YP ( ) (2) (3) (4) (5) 1 1.33 7.22 N/A 2 3.99V-V -Ni V -V Ai 3 6.65 7.22 N/A 7.22 N/A VV V V V9.31 7.22 N/A 4 V VV V V V Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering Inc. Page 6 of 9 License number MSEW-301512 MSEW--MechMaranically Stabilized Earth Wall s Polygon agoMon`°atBull u 11Mountain ^'oMoS.. ntPresent Date/Time. Thu 09 1259:42 2017 J.w-R�PolygonPolygon122Polygoo-l22-03\Waal Analyses 5BEN -- ----- � .,, .w oSewS MSOW..�,M>-0MSew vm� ioms _ BEARING CAPACITY for DESIGNED LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 14026 Meyerhof stress, cry 106881802654 [lb/ft 2] Eccentricity, e 0.60 1. 54 {ft] 2] Eccentricity, e/L 1.21 [ft] Fs calculated 0.0835 4.03.016 Base length 7.75 7.22 7.22 [ft] ft [SI] At!' apo 414e0 100$1' SCALE: 0 2 4 6 8 10 [ft] \ » Polygon at Bull Mountain 015 Page 7 9Copyright©1998 ADAMA Engineering Inc. License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls Ew. e.,°M Ew sEw.m� oM sEw m °..aEw mp °.,=Ew, p,,°°,s °MSEw, MSEw.�mm,°M:Ew mom,°Ms m Present Date/Time: Thu Mar 09 12:59:42 2017 Polygon at Bull Mountain J:\M-R\Polygon,.o.PoEwlygon-122Ew\Polygon-122-03\Wall Analyses 9_ 11.5f1-as b udt .BEN DIRECT CTm SLIDING for DESIGNED LAYOUT (for Gw E OGRID reinforcements) is Specified Fs-static p _ 1.500 and Fs-seismic=1.125 Along reinforced and foundation soils interface: Fs-static=3.081 and Fs-seismic= 1.776 # Geogrid Geogrid Fs Fs Seismic Elevation Length Static Geogrid ft � � Type # Product name 1 1.33 7.22 1.970 2 3.99 7.22 1.126 N/A Synteen SF80 2.639 1.494 3 6.65 7.22 3.898 2.213 N/A Synteen SF80 4 9.31 7.22 7.026 4.216 N/A Synteen SF80 Synteen SF80 ECCENTRICITY for DESIGNED LAYOUT At interface with foundation: e/L static=0.0825, e/L seismic=0.2155;Overturning:Fs-static=4.36,Fs-seismic=2.11 # Geogrid Geogrid e/L Elevation Length Statice/L Geogrid [ft) [ft] Seismic Type # Product name 1 1.33 7.22 0.0606 0.1674 2 3.99 7.22 0.0271 N/A Synteen SF80 320.0884 N/A Synteen SF80 6.65 7.22 0.0066 0.0341 4 9.31 7.22 -0.0017 0.0048 N/A Synteen SF80 Synteen SF80 Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Pag e 8 of 9 License number MSEW-301512 ' � MSEW--Mechanically Stabilized Earth Walls Present Date/Time: Thu Mar o91259:az 2017 Polygon at Bull Mountain sw7:\M-R\Polygon\Polygon3122\Polygon-122-03\Wall Analyses\Wall 9 11.5ftas built.BEN RESULTS for STRENGTH MSE» Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [1b/ft] [lb/ft] [lb/ft] minimum calculated minimum [ft] calculated Product Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 1.33 4137 927.5 221.3 1.500 4.461 1.125 3.8 2 3.99 4137 691.9 187.8 1.500 73 Synteen SF80 3 6.65 4137 456.2 154.2 1.500 9.068 1.125 7.470 Synteen SF80 5.980 1.125 5.103 Synteen SF80 4 9.315 4137 243.0 120.7 1.500 17.026 1.125 12.955 Synteen SF80 RESULTS for PULLOUT Live Load included in calculating Tmax NOTE:Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 1.33 1.000 927.5 221.3 6.71 0.51 9604.7 1.500 10.355 7683.8 1.125 6.688 2 3.99 1.000 691.9 187.8 5.70 1.53 6225.6 1.500 8.998 4980.4 1.125 5.662 3 6.65 1.000 456.2 154.2 4.68 2.54 3371.4 1.500 7.390 2697.1 1.125 4.418 4 9.31 1.000 243.0 120.7 3.66 3.56 1275.2 1.500 5.248 1020.2 1.125 2.805 Polygon at Bull Mountain , Copyright©1998-2015 ADAMA Engineering,Inc. Page 9 of 9 . License number MSEW-301512 U H z W 5 2 U ,_< a GEODESIGN Memorandum Page C-1 ATTACHMENT C NEW WALL TYPICAL LOCK+LOAD®SECTION AND CALCULATION PACKAGE 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com TYPICAL SECTION WITH GEOGRID nts SEE CIVIL DRAWINGS FOR VI GRADING AND DETAILS 2 GEOGRID AS BEHIND THE WALL O 1 F- 1� s TABLES V 4811,..1U1 lei '' SEPARATION GEOTEXTILE W I z ,j :i. in a pE'bC}&ID AS J PER DESIGN- '.011,`,111 '.�I`I\Nu TABLES 3 CRUSHED ROCK MAX PARTICLE -INCH CLEAN OR 9 WELL GRADED WITH LESS THAN 5%FINE •S �/� a -- 0 STRUCTURAL O (411.1., N 'CE�GRib A FILL .....\,_ J FOUNDATION PAD I // } OR FOOTING �7�I\\i PE DESIGN Y TABLES V FINISHED GROUND PER CIVIL 10 Q DRAWING I�� I\!:)!S ,'^.?. • J I CRUSHED ROCK PER J yy 3 06121D'AS DESIGN TABLES U Tvar.,,,■i. PER ESIGN 6 6-INCH-DIAMETER EMBEDMENT AS SHOWN IN -i/11 9 i 't,--, PERFORATED PIPE/PVC RETAINING WALL DESIGN TABLES I \IfC. ? '�� SPECIFIED BY ENGINEER U illil ._i 11�l --I' -T.. --it-il- "-11 COARSE AGGREGATE P 3 d 3 RETAINING WALL DESIGN TABLE i EXPOSED WALL MINIMUM TOTAL HEIGHT GEOGRID LENGTH HEIGHT(FT) EMBEDMENT(FT) (FT) (FT), GEOGRID TYPE S B 1.0 v 5.5 SYNTEEN SF55 0.5 6 ® 5.0 SYNTEEN SF55 Z- 0.5 6.5 5 0 S ® 4.5 SYNTEEN SF55 - 4 0.5 ® 4.0 SYNTEEN SF55 3 OR LESS 3.0 _ 0.5 3.5 NOT REQUIRED v o *GEOGRID SPACED EVERY 2 LOCK+LOAD BLOCKS(APPROXIMATELY 32 INCHES). FIRST7NI` ' GEOGRID PLACED AT BOTTOM OF BLOCK. Z e 0 i LAYER OF (� {_ 9 E LL aE= I: ®3m MSEW--Mechanically Stabilized Earth Walls Present Date/Time: Thu Mar 09 la l7 09 2017 Polygon at Bull Mountain I'\M-R\Polygon\\Polygon 122\Polygon-122-03\Wall Analyses\New Wall-Bft.BEN AASHTO 2002 ASD DESIGN METHOD Polygon at Bull Mountain MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION � Title: Polygon at Bull Mountain Project Number: Polygon 122-03 Client: Polygon Designer: rsk Station Number: New Wall-8ft Description: Company's information: II Name: GeoDesign Street: II Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Pol ygon-122\Poly on-122-03\W g all Analyses s\New Wall-8ft.BEN Original date and time of creatingthis his file: Thu Mar 09 12:58:57 2017 it PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRD as reinforcing material. Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering Inc. Page 1 of 9 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls vmPresent Date/Time:mThu Mar 09 14:17 09 2017 Polygon at Bull Mountain JEw\Mv<9nR\Polygon\Polygon-122\Polygon-12203\Waft Mal esWew Wall Olt BEN DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.16 Minimum factor of safety against compound and overall failure,Fs-comp-static 1.1067 Minimum factor of safety against compound and overall failure,Fs-comp-seismic 1.30 p 1.10 Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.65 -->L=5.53 ft. Prescribed minimum absolute total length of each layer is: L=1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.0067 Bearing capacity coefficients: Nc=35.49 N y=30.21 SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft' Design value of internal angle of friction, 4 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft 3 Design value of internal angle of friction, 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 115.0 lb/ft 3 Equivalent internal angle of friction, Wequiv. 32.0° Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, W=64.00°lane (see Fig.28 in DEMO 82). Ka(external stability)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D= 10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kh>0)=0.3654 Kae(Kh=0) =0.2563 A Kae=0.1090 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 2 of 9 License number MSEW-301512 MSEW Mechanically Stabilized Earth��� ro.,oM.Ew,� w.mA.,oM,E.�,ASEwm ,o..aEw,m mo.,as.,. A.,oMEw.m�,oMSEw.m o Present Date/rune Thu Mar 09 14:17:09 Walls :o9 201 w ma 0.9Eµ Polygon at Bull Mountain J\MR\Polygon\Polygon-122\Polygon-122-03\Wall Analyses\New Wall-Mt BEN INPUT DATA: Geogrids (Equally spaced single type reinforcement) DATA TA Geogrid Geogrid Geogrid Geogrid Geogrid ae#2 ne#3 tjse#4 pe#5 Tult [lb/ftp Durability reduction factor,RFd 5000.0 N/A N/A N/A N/A Installation-damage reduction factor,RF' 1. N/A N/A N/A Creep reduction factor,RFc rd 1.55 N/A N/A N/A 1.58 N/A N/A N/A Fs-overall for strength N/A N/A N/A 1.50 N/A N/A N/A N/A Coverage ratio,Rc 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, p 27.52 Pullout resistance factor,F* Scale-effect correction factor, a 0.80 tar 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 1.00 0 0.0 1 0 2 0 K/Ka 3.0 3.3 ft 1.00 Z[ft] 6.6 ft 6.6 1.00 9.8 ft 1.00 13.1 ft 1.00 1.00 16.4 ft 9'8 rt _ — -E 13.1 19.7 ft 1.00 16.4 26.2 32.8 Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 3 5 9 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls Present Date/Tune Thu Mar 09 14:17:09 2017 Polygon at Bull Mountain .1:\M-R\Polygon\Polygon 122Tolygon-122 03\Wall Analyses\New Wall-8ftBEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Design) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/1.33 ft. Horizontal distance to Center of Gravityof block is 0.50 Average unit weight of block is 7t= 150.00 lb/ft 3 ft. Z/Hd To-static/Tmax or To-seismic/Tmd Top of wall Z/Hd 0.00 0.00 1.00 0.25 0.25 1.00 0.50 0.501.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (') CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a CRcr a CRcr 0.0 0.00 1044.2 0.60 N/A N/A N/A N/A 2088.5 0.90 (1)a=Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A N/A N/A Connection strength reduction factor,RFd 1.30 N/A N/A N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A s.wv...,ams..wlmomm ...,.amsFwv wlmoM omsFwmoomsmv. ,oMsfwm.,o,s,wv...,.om.x, .ms.wm. oom ..oMs.w„ s.w.....mms.w,.n.,�om..ww...3- Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 4 of 9 ,' License number "-- ''MSEW-301512 MSEW Mechanically Stabilized Earth Walls w m�,oMSFw ^o.,Ew �.,oMSEw, w ",sE Ew m�,o„,bw, MSEW mp.,a Ew m�,o Present Date/Time:Thu Mar 09 14.17 09 2017 Polygon at Bull Mountain J.\MR\Polygon\Polygon122\Polygon-122-03\Wall Analyses\New Wall Oft BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 8.50 [ft] {Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=8.00 ft} Batter, co 6.0 [deg] Backslope, [3 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.000 (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 2] OTHER EXTERNAL LOAD(S) [Si] Strip Load,Qv-d=0.0 and Qv-1=50.0[lb/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d 10.0 = [ft]@ depth of 0.0[ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [SI] SCALE: 0 2 4 6[ft] Polygon at Bull Mountain w v a"s,w.nv,o, s. o fw my^,o.s.w mW o"s w,.p,,,aMSFw,.ryti^oMSF M:Fw. Ms,w. 4^, n Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of 9 License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Fw m ,aMSE» E MSE»m�,oMSE �,o.,E» w,�o.,o,sEw .,oM=Ew Mn.,oMssw,mo,ow,Ew �,aM F — MSFPolygon at Bull Mountain o unmotaI nPresent Date/Time:Thu Mar 09 14:17:09 2017 JAM-R\PoIYBornPu YBoo-1122�PofYKon_122_03\Wall AnalysesWew -- _- Wall-RR.BEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND • 0 (1 )Connection t on str en t g h Sattsfact (2)Geogrid strength °n 3 ® Unsatisfacto ( )Pullout resistance nr (4)Direct sliding (5)Eccentricity Bearing capacity: Foudation Interface: Direct sliding V Eccentricity V G e o g r i d # Elevation Length Type (1 ) (2) 3 4 G e o g r i d [ft] # ( ) ( ) (5) # Elevation Len t ft] Type (1) (2) (3) (4) (5) 1 1.33 5.53 N/A V V V V 3 6.65 5.53 N/A 2 3.99 5.53 N/A V Polygon at Bull Mountain — MSFwyn J � ,.oM P a ge 6 o f 9CopyrightD1998-2015 ADAMA Engineering,Inc. Licensenumber MSEW- 301512' ° . • Veneer Version r 0 ANEW ;OM....,on,aMSEwVeon, ,os,VmAn,o.,= Venom Verson 3,0 wSemen MSEwVm,n,0Ms.wV.�1o.,sew.m,.,on,sEw,Moa,aN,seWYowl,0M=EwSmn�,oM,E, w" 'aM °°M$MSEWMechanicallY Stabilized Earth Walls u esent Date/Tnne: 'Chu Mar 09 14.17.09 207 Polygon at Bull Mountain Pr ,,,9,,,!7. 1 '^w,,,,, w ti.o o^gE ?\MR\Polygon\,Polyaegon-122 \Polygon-122-03\Wall Ma YWa ll-Rft .BEN BEARING CAPACITY for DESIGNED LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 11871 Meyerhof stress, 6y 1261.69258 [1b/ft Eccentricity, e 0.37 1.12 1839 [ft] 2]] Eccentricity, e/L [ft] 9. Fs calculated 9.41 0.203 Base length5.03 5.53 5.53 [ft] [S1] 0 4 m , lig: ,,,--,?-7,0*-lig: SCALE: 0 2 4 6[ft] Polygon at Bull Mountain Copyright D Mountain ADAMA Engineering,Inc. Ms,w—.oge Page 7 5 9 .. License number MSEW-301512 1 MSEW--Mechanically Stabilized Earth Walls =Ew .,oMs.w m .oM,.w. �,oM,,. oMSEx mn .3a, „sEwF m4,oMsdw. oMs �mm,oMSE» �,oM„w m ,o Present Date/Time: Mar 09 14:17 09 2017 Polygon at Bull Mountain ,oMtEt ,oMi e: MSF JAM-R\Polyg on\Polygon I22olygon-122 03\Wall Analyses\New Wall 8ftBEN DIRECT SLIDING for DESIGNED LAYOUT (for GEOGRID reinforcements) Specified Fs-static c= 1.500 and Fs-seismic=1.125 Along reinforced and foundation soils interface: Fs-static=3.453 and Fs-seismic=1.874 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic T [ft] [ft] ype # Product name 1 1.33 5.53 3.015 1.628 2 3.99 5.53 4.969 2.668 N/A Synteen SF55 N/AA 3 6.65 5.53 12.628 6.732 Synteen SF55 N/A Synteen SF55 ECCENTRICITY for DESIGNED LAYOUT At interface with foundation: e/L static=0.0665, e/L seismic=0.2026;Overturning:Fs-static=5.10,Fs-seismic=2.23 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] YP 1 1.33 5.53 0.0408 2 3.99 0.1378 N/A Synteen SF55 5.53 0.0071 0.0445 N/A 3 6.65 5.53 -0.0041 0.0020 Synteen SF55 N/A Synteen SF55 Polygon at Bull Mountain s5wm�,A.s.w�w,o.,sF..�< sFw,<,�,.oMSFw�m�.,oMSFw«ry�,,oM�Fw�m S.w.,.�,aMs»<,�.,oMSF,m o Copyright©1998-2015 ADAMA Engineering,Inc. Page 8 9 --- — _ License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls„ew MSEw m m�,oM Ew,mA,omsE..�,oMSEw.m� o.,9ew.mb,a„sew,�o,o,ebw n,,oM Ew m oMsew w m�,4 Present Date/Te Thu Mar 09 14:17:09 2017 Polygon at Bull Mountain Date/Time: 7:\M-R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses\NewWall- RR.QEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [1b/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 1.33 1856 635.2 148.4 1.500 2.922 1.125 2.546 Synteen SF55 2 3.99 1856 399.5 118.3 1.500 4.646 1.125 3.912 3 6.65 1856 168.4 88.2 1.500 11.022 1.125 8.278 Synteen SF55 Synteen SF55 RESULTS for PULLOUT Live Load included in calculating Tmax NOTE:Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [1b/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] (see NOTE) [lb/ft] Fs Fs [lb/ft] Fs Fs 1 1.33 1.000 635.2 148.4 5.02 0.51 5618.8 1.500 8.846 4495.0 1.125 5.736 2 3.99 1.000 399.5 118.3 4.00 1.53 2839.8 1.500 7.108 2271.8 1.125 3 6.65 1.000 168.4 88.2 4.387 2.98 2.54 868.4 1.500 5.157 694.7 1.125 2.708 • Polygon at Bull Mountain sFw.nv „s.w .,.rv.,oM M Fw Ms.w e,N,oMs.w M,A.: Ms.w r Copyright©1998-2015 ADAMA Engineering,Inc. Page 9 of 9 ”' License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls =Ew. —p^'0M5EW—10M$EW4.,o.,MSEW mo,r'w mn., „sE oM,EwV npn oMsPolygon at Bull Mountain it Present Dare/Tune Thu Mar 09 14:15:52 2017 Vmn^ 9p1-0^19 SEµ EW y`rspn'oMSEN Vmp^'oMJ:\M-R\PolygonV'olygon 122\Polygon-122-122Analyses\NewWall-7ft BEN III AASHTO 2002 ASD DESIGN METHOD Polygon at Bull u 1 Mountain MSEW(3.0):0 . U date ( ) Update 14.95 PROJECT IDENTIFICATION — Title: Polygon at Bull Mountain Project Number: Polygon 122-03 Client: Polygon Designer: rsk Station Number: New Wall-7ft Description: Company's information: Name: GeoDesign Street: Telephone hone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses s\New Wall-7ft.BEN Original date and time of creatingthis file: Thu hu M ar 09 1 2.58:57 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material.I Polygon o at Bull Mountain . .,o�oMSEw,,, sEw,r.n,.� ��...>.�M«»�,.w„�.o M Copyright©1998-2015 ADAA Engineering,Inc. Page 1 of 6 License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls r.w. �,amsEw Ms.w �,oMs.»» �,oMSE»» mp.,o.,sEw, p.,oMSEw,m» oMSE, m.,oM,Ew» ,oMSEw»<.4,omsEw» �,o Present Date/Time:Thu Mar 09 14:15:52 2017 Polygon at Bull Mountain .1:\WA\PolygoMPolygon 122\Polygon-122 03\Wall MalysestNew Wall-7ft.BEN DESIGN DATA M,Ew DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po Minimum factor of safety against direct sliding,Fs-sliding1.50 Maximum allowable eccentricity ratio at each 1.50 Minimum reinforcement level,e/L factor of safety against compound and overall failure,Fs-comp-static 0.1667 Minimum factor of safety against compound ande1.30 p overall failure,Fs-comp-seismic 1.10 Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.65 -->L=4.88 ft. Prescribed minimum absolute total length of each layer is: L=1.00 ft. BEARING CAPACITY Bearing capacity is controlled byeneral shear. ear. Maximum permissible eccentricity ratio(soil),e/L Minimum factor of safety with respect to ultimate 0.1667 bearing capacity(Meyerhof approach) 2.00 Bearing capacity coefficients: Nc=35.49 N y=30.21 SOIL DATA REINFORCED SOIL Unit weight, y Design value of internal angle of friction, � 38.0 8.0140. lb/ft 3 RETAINED SOIL Unit weight, y 115.0 Design value of internal angle of friction, 4 33.0 lb/ft 3 FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 115 s Equivalent internal angle of friction, 0 lb/ft Equivalent cohesion, �eQ 300. c ega; 100.0 lb/ft Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, w=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D= 10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kh>0)=0.3730 Kae (Kh=O) =0.2563 A Kae=0.1167 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL.STABILITY Seismic soil-geogrki friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. ,oMSPw»u,;„°ms� 10 w F o.,a.w Polygon at Bull Mountain .. s,-whA. mu�.,e. . �M,.w. e.3»s.» Copyright©1998-2015 ADAMA Engineering,Inc. Page 2 of 6 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls olygo Present Date/Time:Thu Mar 09 14:15:52 2017 J �^o o " ro Polygon at Bull M ,.osEw —A :\M R\Polygon\Pn-122\Polygon-122 03\Wall Analyses\New Wall-7RtBEN INPUT DATA: aEw" o,aew" — — —_- ATA• Geo grids (Equally al 1 Y spaced ce d s' ng le type reinforcement) ce ment DATA Geogrid Geogrid e#1 Geogrid Geogrid Geogrid e#2 e#3 e#4 e#5 Tult [lb/ft] 500 Durability reduction factor,RFd0.0 N/A N/A N/A 1.10 N/A N/A Installation-damage reduction factor,RFid N/A N/A N/A Creep reduction factor,RFc 1.58 N/A N/A N/A N/A Fs-overall for strength 1.58 N/A N/A N/A N/A Coverage ratio,Rc 1.50 N/A N/A N/A N/A 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, p 27.52 Pullout resistance factor,F* Scale-effect correction factor, a 0.80 tar 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka Oft 1.00 0.0 1.0 2.0 K/Ka 3.0 0 3.3 ft 1.00 6.6 ft 1.00 Z[ft] — 6.6 9.8 ft 1.00 13.1 ft 9.8 16.4 ft 1.00 1.00 _— L H 11 19.7 ft 1.00 16.4 I , L- 26.2 32.8 ' 1 Polygon at Bull Mountain Page 3 of 6 •Copyright C 1998-2015 ADAMA Engineering,Inc. License number MS. , . ..512 MSEW Mechanically Stabilized Earth Walls s.» M,E»,m mr m4 a. MSEw,�� MSE.mmm,oMSE»»m„>oMSEw»mn,o Present Date/Tune Thu Mar 09 14:15:52 2017 Polygon at Bull Mountain .1:\M-R\Pol on\Pol on-I,.0 YBmm,o_22_ 03\Wall Ma� ew Wall - 71I.BEN INPUT DATA: Facia and Connection (Design) (according to revised Demo 82) FACIA type: Facing enabling frictional connection of reinforcement e. g.,modular bl , Depth/height of block is 1.00/1.33 ft. Horizontal distance to Center of Gravity of block sr0.50 ftp gabions) Average unit weight of block is 7f= 150.00 lb/ft 3 Z/Hd To-static/Tmax or To-seismic/Tmd Top of wall Z/Hd 0.00 0.00 1.00 0.25 - 0.25 1.00 0.50 1 0.50 1.00 0.75 1.00 0.75 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismicTmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid T e a toCRult (2) a CRult a CRult a yp #4 Geogrid Type#5 It CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a 0.0 0.00 CRcr a CRcr 1044.2 0.60 N/A N/A 2088.5 0.90 N/A N/A (1)a =Confining stress in between stacked blocks[1b/ft 1 (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. DATA (for connection only) Type#1 Yh Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A Connection strength reduction factor,RFd N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A � , N/A N/A N/A N/A Polygon at Bull Mountain o a w _�Maaw m ,oa,w aFw,n s w m w.,.oM M,.oMs..w mW Copyright©1998-2015 ADAMA Engineering,Inc. Page 4 of6 License MSEW-301512 number L MSEW Mechanically Stabilized Earth Walls Present Date/Tune Thu Mar 09 14:15.52 2017 Polygon at Bull Mountain J:\M R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses Y ew Wall 7ft BEN INPUT DATA: Geometry and Surcharge loads g (of a SIMPLE STRUCTURE) Design height,Hd 7.50 [ft] {Embedded depth is E=0.50 ft,and height above top of finished , w bottom grade is H=7.00 ft} Batter, 6.0 [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 0.0[Ib/ft 2] OTHER EXTERNAL LOAD(S) [S1] Strip Load,Qv-d=0.0 and Qv-1=50.0[lb/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d= 10.0[ft]@ de depth of 0.0 P [ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [Si] V SCALE: 0 2 4 6[ft] Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of 26 License number MSEW-301512 2 MSEW--Mechanically Stabilized Earth Walls Present Date Mane.: Thu Mar 09 14:15:52 2017 Polygon at Bull Mountain ,oMSEw� ,o Date/Time: 201 J:\M-R\Potygon\Pol on-122 yg Y8 0- - n 122-0 Y 3\Wa 8 U Mal -Analyses Wall 70.BEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: ( 1 )Connection strength (2)Geogrid strength 0 Satisfactory (3)Pullout resistance ® Unsatisfactory (4)Direct sliding (5)Eccentricity Bearing capacity: Foudation Interface: Direct sliding V Eccentricity G e o g r i d eogrd # Elevation Length Type (1 ) (2) (3) (4) (5) # Elevation Length T e 1 [ft] [R] # [ft] [ft] m# ( ) (2) (3) (4) (5) 1 1.33 4.88 N/A J V V V V 3 6.65 4.88 N/A 2 3.99 4.88 N/A - � V V V V V V Polygon at Bull Mountain6 Copyright©1998-2015 ADAA Engineering,Inc. Page 0 of 6 M License number MSEW-31512 jj MSEW--Mechanically Stabilized Earth Walls Present Date/Tune:Thu Mar 09 14:14:34 2017 POlygat Bull Mountain J\M-R\Polygon\polygon-122Tolygon-122-03\Wall Analyses\New Wall-Mt BEN AASHTO 2002 ASD DESIGN METHOD Polygon at Bull Mountain s MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Polygon at Bu11 M 0 untain Project Number: Polygon 122-03 Client: Polygon Designer: rsk Station Number: New Wall-6ft Description: Company's information: Name: GeoDesi I n g Street: Telephone#: Fax#: E-Mail: Original file path and name: J:\M-R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses s \New Wall-6ft.BEN Original date and time of creating this file: Thu Mar 09 12:58:57 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. I I If IJ Polygon at Bull Mountain Copyright D 1998-2015 ADAMA Engineering,Inc. Page I of 6 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls ,oMSE- Present Date/Tune: Thu Mar 09 14:14:34 2017 Polygon at Bull Mountain .1\MR\Polygon\Polygon122\Polygon12203\Wall Analyses\New WallWIDEN DESIGN DATA $eW oM= V �10M5FN M V DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L Minimum factor of safety against compound and overall failure,Fs-comp-static 1.30. 067 Minimum factor of safety against compound and overall failure, Fs corn - p seismic 1.10 Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.65 -->L=4.23 ft. Prescribed minimum absolute total length of each layer is: L=1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.00 Bearing capacity coefficients: Nc=35.49 N = y 30.21 SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft' Design value of internal angle of friction, f 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft Design value of internal angle of friction, $ 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y eau;y. 115.0 lb/ft 3 Equivalent internal angle of friction, Wequiv. 32.0° Equivalent cohesion, c equiv. 100.0 lb/ft' Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, w=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D= 10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kh>0)=0.3730 Kae(Kh=O) =0.2563 A Kae=0.1167 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is:• 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. Polygon at Bull Mountain Page 2 of 6 ADAInc. Copyright©1998-2015 MA Engineering,I License number MSEW 301512 3.0 1 .mn.,°MSEW,m100 ' YV0m00,°NC.w 0 en10. 11,0SE 00 Valign 3 0 0ISEWV ,o„sFwVma,10019000.01.001,0”1.0M00, M0,°M 3(10$000 00.100 I°MSEW io03 0 ME.Venon 3°„a ,sEw m =Ew,w,°M Ew,�o sEw Var00Eir V m.003 0,Ew m ,° MSEW--Mechanically Stabilized Earth Walls Polygon at Bull Mountain Present Date/Time:Thu Mar 09114.14.34 201 E V ,oM1 ,°^1fEW .n„^ °MSEW 4m�10M p., mpn J\MR\Polygon\Polygon-122\Polygon-122-03\Wall Analyses\New Wall 6t1.BEN INPUT DATA: Geogrids (Equally spaced single type reinforcement) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 5000.0 N/A N/A N/A N/A Durability reduction factor,RFd 1.10 N/A N/A N/A N/A Installation-damage reduction factor,RFid 1.55 N/A N/A N/A N/A Creep reduction factor,RFc 1.58 N/A N/A N/A N/A Fs-overall for strength 1.50 N/A N/A N/A N/A Coverage ratio,Rc 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, p 27.52 Pullout resistance factor,F* 0.90•tarto Scale-effect correction factor, a 0.8 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 ft 1.00 6.6 f 1_ 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16.4 26.2 32.8 1 ryw,°,=FW °,SEWS,rvw SWVm.0° 0.00MM.W .WVa.4 W,e, ;.°M 10.3.°..0 MSEN,mu ..�tM v.3°MSE - Polygon at Bull Mountain Ms " '°MSEW ""'° Page 3 of 6 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Present Date/Tune:Thu Mar 09 14:14:34 2017 Polygon at Bull Mountain JAM-12\Polygon\Polygon122\Polygon 122-03\Wall Analyses\New Wall-611.13EN INPUT DATA: Facia and Connection (according to revised Demo 8Vm2 )(Desi FACIA type: Facing enablingfrictional 1 connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/1.33 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yr= 150.00 lb/ft' Z/Hd To-static/Tmax or To-seismic/Tmd Top of wall Z/Hd 0.00 I 1 0.00 1.00 0.25 - 0.25 1.00 0.50 i 0.50 1.00 0.75 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid grid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid a O CRult (2) a CRult Type CRult Geogrid Type It a CRult a a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a 0.0 0.00 CRcr a CRcr 1044.2 0.60 N/A N/A N/A 2088.5 0.90 N/A (1)a=Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A Connection strength reduction factor,RFd N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 4 of 26 License number MSEW-301512 3015 MSEW Mechanically Stabilized Earth Walls MSEw, .,oMs m m�,o,sEw, p,,a,sEw. o.,amsEw,M M Ew Ms.w m ,o Present Date/Tune.. Thu Mar 09 14.1434 2017 =�s Polygon at Bull Mountain ,oMs w MSEw� Fw 1 J\M-R\Po olygon\Polygon-I22Polygon-122-03\Wall Analyses\N ew Wall-6 fl.BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE Design height,Hd 6.50 ft ) [ ] {Embedded depth is E=0.50 ft,and height above top of finished Batter, w bottom grade is H=6.00 ft} 6.0 [deg] Backslope, (3 0.0 [deg] Backslope rise 0.0ft [ ] Broken back equivalent angle,I=0.00° g (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformlydistributed dead load is 0.0[lb/ft 2] OTHER EXTERNAL LOAD(S) [Si] Strip Load,Qv-d=0.0 and Qv-1=50.0[lb/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d=8.0[ft]@ depth of 0.0[ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [Si] V SCALE: 0 2 4 6[ft] Polygon at Bull Mountain w M fw ee aMSFw 4.,5. w.m Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of 6 License number MSEW-301512 -- ...—, ._. MSEW Mechanically Stabilized Earth Walls Present Date/Time Thu Mar 09 14:1434 2017 Polygon at Bull Mountain JAM-11\PolygonTolygon122\Polygon-122-03\Wall Malyses\New Wall-6a.BEN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength J Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: j Foudation Interface: Direct sliding -V Eccentricity Geogrid Geogrid # Elevation Length Type ( 1 ) (2) (3) (4) (5) #[ft] Elevation Length Type (1 ) (2) (3) (4) (5) [ft] [ft] # 1 1.33 4.23 N/A -V -V -V -V -V 2 3.99 4.23 N/A -V -V Polygon at Bu1l,Mountain Copyright©199£5-2015 ADAMA Engineering,Inc. Page 6 of 6 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls mew m �n.� e..oMSEw me. Ms� m .� „o.,.Ew..rt4.,a„Sew,.Ra.,aMSEw.Ro.,oM �o aEw oMSEw p Present Date/Tune Thu Mar 09 14:13:14 2017 Polygon at Bull Mountain J R\Polygon\Polygon122\Polygon122`03\Wall Analyses\New Wall-SR.BEN AASHTO 2002 ASD DESIGN METHOD Polygon at Bull Mountain MSEW(3.0): Update#14.95 PROJECT IDENTIFICATION Title: Polygon at Bull Mountain Project Number: Polygon 122-03 Client: Polygon Designer:esi er: � rsk Station Number: New Wall-5ft Description: Company's information: Name: GeoDesign Street: Telephone#: Fax#: E-Mail: Original file path and name: .1:\M-R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses s\New Wall-5ft.BEN Original date and d hme of creating this file: Thu Mar 09 12:58:57 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 1 of 6 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls Mountain Present Date/Tune Thu Mar 09 14:13:14 2017 Polygon at Bull Mountain oMSFt Date/Time: 14:13::1 .1:\M -122\Polygon12203\Wall Analyses\New Wall Sft.BEN DESIGN DATA sew» DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1067 Minimum factor of safety against compound and overall failure,Fs-comp-static Minimum1.30 factor of safety against compound and overall failure,Fs-comp-seismic 1.10 Prescribed minimum resistive length to prevent pullout, Le= 1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.65 -->L=3.58 ft. Prescribed minimum absolute total length of each layer is: L= 1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.00 Bearing capacity coefficients: Nc=35.49 N y=30.21 SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft Design value of internal angle of friction, 4) 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft Design value of internal angle of friction, 4) 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y eau;v. 115.0 lb/ft 3 Equivalent internal angle of friction, 4'equ;v. 32.0° Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, tj=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D=10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kh>0)=0.3730 Kae(Kh=0) =0.2563 0 Kae=0.1167 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. Polygon at Bull Mountain .MSFw..,� .w.,.4.,oM .ry�,oM,..»m4„o Copyright©1998-2015 ADAMA Engineering,Inc. Page 2 5 6 . License number MSEW-301512 ..,E� E�mwEw..�,oMs �,oMSEw.m „sEwm�,o.sEwmp,o.,, MSEW--Mechanically Stabilized Earth Walls Present Date/Time:Thu Mar 09 14:13:14 2017 .�fPO3\W at eMOMountainoMSFw „_.w„_,oMSEw..m o,.oMSEw. sEw,.m„,_ JAM-12\Polygon\Potygon 122\Polygon-122-03\Wa11 ll Anat esWew Wall-SH.BEN INPUT DATA: Geogrids (Equally spaced single type reinforcement) D A TA Geogrid Geogrid Geogrid Geogrid Geogrid tune#1 type#2 type#3 type#4 type#5 Tult [ib/ftp 5000.0 N/A N/A Durability reduction factor,RFd N/A N/A Installation-damage reduction factor RF' 1.15 N/A N/A N/A N/A td 1.55 Creep reduction factor,RFc N/A N/A N/A N/A 1.58 N/A N/A N/A N/A Fs-overall for strength 1.50 N/A N/A Coverage ratio,Rc N/A N/A 1.000 N/A N/A N/A N/A Friction angle along geogrid-soil interface, p 27.52 Pullout resistance factor,F* 0.90-tart Scale-effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka Oft 1.000.0 1.0 2.0 3.0 3.3 ft 1.00 Z[ft] - + 6.6 ft 1.00 6.6 - 9.8 ft 1.00 13.1 ft 1.00 9.8 -4 16.4 ft 1.00 �_ 19.7 ft 1.00 16.4 26.2 I 32.8 i ,i Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 3 of 6 License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls sEw m , �,oM Ew .w•,oM,r, m�,4MSEw ,a.9Ew�n•o„sEw m �A,o m ,oM=Fw m mA•,o Present Date/Time:Thu Mar 09 14:13:14 2017 Polygon at Bull Mountain J:\M-R\PolygoMPolygon-122\Polygon-122-03\Wall Analyses Wall Y - Sft.BEN INPUT Vms DATA: Facia and Connection (according to revised Demo 82 Design ••�� � Q FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/1.33 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is yf=150.00 lb/ft' Z/Hd To-static/Tmax or To-seismic/Tmd Top of wall - Z/Hd 0.00 0.00 - 1.00 0.25 - 0.25 1.00 0.50 j 0.50 1.00 0.75 I_ 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 61') CRult (2) 6 CRult o- CRult 6 CRult a 1044.2 1.00 CRult 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr Cr CRcr Cr CRcr a 0.0 0.00 CRcr 1044.2 0.60 N/A N/A N/A N/A 2088.5 0.90 (1)6 =Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A N/A Connection strength reduction factor,RFd 1.30 N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A � ,.,.>oM=F >oMw,m .w.,,•., ,o.,s- yw, �,o ..,MFw oMs.w. .,: fwe,v.,oMs.wm�,4.s.wmw,o„sFwW w,<p.,aM yu.,oMSFw Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 4 of 6 .. License number MSEW-301512 ., MSEW--Mechanically Stabilized Earth Walls ScwYm m�>oM,.wVnpR�MfieV ��MaEwV FP aosew esEw sbw.� MSEW` Polygon at Bull Mountain Present Date/Tune:Thu Mar 09 14:13:14 2017 Mar0914.1 ..142017J: R\Polygon\Polygon122\Polygon-122-03\Wall Malyses3New Wall-5ft BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 5.50 [ft] {Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=5.00 ft} Batter, w 6.0 [deg] Backslope, (3 0.0 [deg] Backslope rise 0.0 [ft] Broken back equivalent angle,I=0.00° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 2] OTHER EXTERNAL LOAD(S) [Si] Strip Load,Qv-d=0.0 and Qv-1=50.0[Ib/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d= 10.0[ft]@ depth of 0.0[ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [S1] V SCALE: 0 2 4 6[ft] Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of6 License number MSEW-301512 1 mMSEW Mechanically Stabilized al Earth Walls Present Date/Tune. Thu Mer 09 _ 14:13:14 2017 M R Polygon Pol Polygon at Bull Mountain --- _ olyg ygon-122 -122-03\Wall Analyses\New Wall-50.13EN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: 1 ( Connection e ct� > 0 n strength n g th Satisfactory rY(2)Geogrid strength (3)Pullout resistance �-' actory Unsatisfactory (4)Direct sliding I (5)Eccentricity Bearing capacity: V Foudation Interface: Direct sliding V Eccentricity -V it Geogr 1 G ° g r i d# Elevation Length Type (1) (2) (3) (4) 5 # Elevation Length Ty pe (1 ) (2) (3) (4) (5)[ft] [ft] 1 [ft] [ft] # 1.33 3.58 N/A V V V 2 3.99 3.58 N/A V II it II Polygon at Bull Mountain s w ° ",°"�`"` ^^s�w».,�",.°M=Fw 4 5 Copyright©1ll Mountain AD ,..P g 6 _ • AMA Engineering Inc. ... Page 6 of 6 � ---� License number MSEW-301512 MSEW Mechanically Stabilized Earth Walls 5PW4e9 �n^aM'FWV�b'0M5EW „>E.m Ew w.�.'oMs Polygon at Bull Mountain Present Da^e/Tane: rha Mar 0914.10.352017 n._o^g oA1$EW a Ew Vm ^,0M$EW 'oMtEW M my EµVmp^'o^JAM-11\Polygon Tolygon-122\polygon-122-03\Wall Analyses\New Wall-40 BEN AASHTO 2002 ASD DESIGN METHOD Polygon at Bull Mountain MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Polygon at Bull Mountain Project Number: Polygon 122-03 Client: Polygon Designer: rsk Station Number: New Wall-4ft Description: Company's information: Name: GeoDesign g Street: Telephone#: Fax#: E-Mail: Original fileath and name: J:\M-R\Pol on P yg \PolYgon 122\P ofYgon 122 03\Wall Analyses s\New Wall-4ft.BEN Original date and time of creating this file: Thu Mar 09 12:58:57 2017 PROGRAM MODE: DESIGN of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Polygon at Bull Mountain Page 1 of 6 Copyright©1998-2015 ADAMA Engineering Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls bw .x�A.,o �mmx0M6EW n90M6� Polygon at Bull Mountain Present Date/Tune•Thu Mar 0914:10:35205. .1:\M-R\Polygon\Polygon 122\Polygon-12203\Wall Analyses\New Wall-4ftBEN DESIGN DATA DESIGN OBJECTIVES Minimum factor of safety against pullout,Fs-po 1.50 Minimum factor of safety against direct sliding,Fs-sliding 1.50 Maximum allowable eccentricity ratio at each reinforcement level,e/L 0.1667 Minimum factor of safety against compound and overall failure,Fs-comp-static 1.30 Minimum factor of safety against compound and overall failure,Fs-comp-seismic 1.10 Prescribed minimum resistive length to prevent pullout, Le=1.00 ft. Prescribed minimum normalized length of each layer is: L/Hd=0.65 -->L=2.93 ft. Prescribed minimum absolute total length of each layer is: L= 1.00 ft. BEARING CAPACITY Bearing capacity is controlled by general shear. Maximum permissible eccentricity ratio(soil),e/L 0.1667 Minimum factor of safety with respect to ultimate bearing capacity(Meyerhof approach) 2.00 Bearing capacity coefficients: Nc=35.49 N y=30.21 SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft Design value of internal angle of friction, 4 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft 3 Design value of internal angle of friction, 4) 33.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 115.0 lb/ft Equivalent internal angle of friction, (Nunn, 32.0° Equivalent cohesion, c equiv. 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, ter=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.2948 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) SEISMICITY A wedge with maximum extent of D= 10.00 ft,measured horizontally from the toe,replaces M-O equation. M-O equation is strictly for homogeneous backfill with uniform backslope extending to infinity. D sets a realistic limit on these assumptions to produce Kae alternative to M-O equation. Maximum ground acceleration coefficient,A=0.140 Design acceleration coefficient in Internal Stability: Kh=Am=0.183 Design acceleration coefficient in External Stability: Kh_d=0.183 => Kh=Am=0.183 Kae(Kh>0)=0.3730 Kae(Kh=O) =0.2563 A Kae=0.1167 DIRECT SLIDING/ECCENTRICITY Seismic safety factor is 75.0%of specified static FS for direct sliding. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 BEARING CAPACITY Seismic safety factor is 75.0%of specified static FS for bearing capacity. Maximum allowable eccentricity,e/L,under seismic conditions is: 0.3300 INTERNAL STABILITY Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Seismic factor of safety against pullout,Fs-po,is 75.0%of its specified static value. Seismic overall factor of safety,Fs-overall,is 75.0%of its specified static value. The reduction of Fs-overall pertains to geogrid strength and to connection strength for both break and pullout modes of failure. Polygon at Bull Mountain Page 2 of 6 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Polygon at Bull Mountain Present Date/Time Thu Mar 09 14:10:35 2017 J:\M R\Polygon\Polygon 122\Polygon-122-03\Wall Analyses\New Wall-4ft.BEN INPUT DATA: Geogrids (Multiple type reinforcement) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 5000.0 Durability reduction factor,RFd 1.10 Installation-damage reduction factor,RFid 1.55 Creep reduction factor,RFc 1.58 N/A N/A N/A N/A Fs-overall for strength 1.50 Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 27.52 Pullout resistance factor,F* 0.90•tar41 N/A N/A N/A N/A Scale-effect correction factor, a 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0 0.0 1.0 2.0 3.0 Oft 1.00 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 19.7 ft 1.00 16.4 26.2 32.8 V...)0 FISFW Vow.IONISFW Venom IONISFIV Yonion)0 FISFW Venvn 3 0 AISM Vmu,30 niSfAV,rvro.13 0 NISFW M30 MPS,/,cnon 3.01.15FW Ven.n1.0AISFW M3 0 NISFW Vmun 3 0 msrw VeTawn NISFV,Vmsw 3 0 KISEW Vcno..3.0,1SFW ltra..IONISFW,enionJOFISFW Mo,JO NASFW Vmu. NISFW,enam 3.01,1110,18f W JO— Polygon at Bull Mountain Page 3 of 6 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 sion .mon,oMs.w.m 1ONISEW Nen.on JOMSEW.mnt,o,1SFW Vmo m�30MSEV o,=E..P, o -;n,om,.w ,aMs.w.. M=E».m�,o XIS.VergronlOAISEW Ver9,0n30.S,V, Ns.w.m aTO.,0FIS61 mm,om,E Stmic Ew:no.3oM=E ..n�,o III MSEW--Mechanically Stabilized Earth Walls Polygon at Bull Mountain PresentDate/Mime: Thu Mar 0914:10:352017 ?wMR\Polygon\Polygon122\Polygon 12203\Wall Analyses\New Wall 4ft.BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Design) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/1.33 ft. Horizontal distance to Center of Gravity of block is 0.50 ft. Average unit weight of block is 'yr=150.00 lb/ft' Z/Hd To-static/Tmax Top of wall or To seismic/Tmd Z/Hd 0.00 0.25 0.00 1.00 0.50 0.25 1.00 I 0.50 1.00 0.75 - 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static/Tmax or To-seismic/Tmd To-static,To-seismic=connection force,static and superimposed dynamic component,respectively. Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (l) CRult (2) a CRult a CRult a CRult a CRult 1044.2 1.00 2088.5 1.00 N/A N/A N/A N/A Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr (3) a CRcr a CRcr a CRcr a CRcr 0.0 0.00 i 1044.2 0.60 N/A N/A N/A N/A 2088.5 0.90 (1)a=Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult-geogrid (3)CRcr=Tcre/Tult-geogrid In seismic analysis,long term strength is reduced to 80%of its static value. D A T A (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Synteen S.. N/A N/A N/A N/A Connection strength reduction factor,RFd 1.30 N/A N/A N/A N/A Creep reduction factor,RFc N/A N/A N/A N/A N/A Overall factor of safety:Connection strength,Fs 1.50 N/A N/A N/A N/A Polygon at Bull Mountain oMs M.w.m Page 4 of 6 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls �p^'oMSEW „sEw�w SEW`m 30M Polygon at Bull Mountain Present Date/Mime:Thu Mar 09 14:10.35 2017 `�^ ^19PW yery 5PW Vm^oMSEW Vmpn'U W ym�'oMaEW V J\M R\Polygon\Polygon-122\Polygon122-03\Wall Analyses\Ne Wall-4ft.BEN ew mo. moi �Mser veo .Mo wv o 5[w eew s �m�a ms My ,M, v INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE ) Design height,Hd 4.50 [ft] {Embedded depth is E=0.50 ft, height above top of finished bottom grade is H=4.00 ft} Batter, to 6.0 [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 0.0[Ib/ft 2] OTHER EXTERNAL LOAD(S) [S1] Strip Load,Qv-d=0.0 and Qv-1=50.0[lb/ft 2]. Footing width,b=6.0[ft].Distance of center of footing from wall face,d=8.0[ft]@ depth of 0.0[ft]below soil surface. DESIGNED REINFORCEMENT LAYOUT: [SI] V SCALE: 0 2 4 6[ft] Polygon at Bull Mountain Copyright©1998-2015 ADAMA Engineering,Inc. Page 5 of6 License number MSEW-301512 L MSEW--Mechanically Stabilized Earth Walls SeW. m�,4M a.w, MSEN V�un�MSEW�e,aos sEw ePW V�pn ma,oM Polygon at Bull Mountain Present Date/Time: Thu Mar 09 14:10:35 2017 J\M R\Polygon\Polygon-122\Polygon-122-03\Wall Analyses\New Wall-4ft.13EN REINFORCEMENT LAYOUT AND DESIGN CRITERIA LEGEND: (1 )Connection strength4 Satisfactory (2)Geogrid strength ® Unsatisfactory (3)Pullout resistance (4)Direct sliding (5)Eccentricity Bearing capacity: J Foudation Interface: Direct sliding 4 Eccentricity Ai Geogrid Geogrid # Elevation Length Type ( 1 ) (2) (3) (4) (5) # Elevation Length Type (1 ) (2) (3) (4) (5) [ft] [ft] # [ft] [ft] # 1 1.33 2.93 1 4 4 \I 4 4 2 2.66 2.93 1 4 4 At 4 4 Polygon at Bull Mountain Page 6 of 6 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 L 70 — Polygon at Bull Mountain New Wall - Seismic 60 — 1.179 50 psf •3, Name:Crushed Rock Unit Weight:140 pcf Cohesion':0 psf Phi':39. iiktlii4iiirtiNkaffliNagi, ,. 40 � lii 30 20 10 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 8I0 85 90 95 70 — Polygon at Bull Mountain New Wall - Static 60 — 1.522 40 50 psf , •,, ,,`•,•' Name:Crushed Rock ie Unit Weight:140 pcf Cohesion':0 psf Phi':39° \s‘ 40 30 20 10 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95