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Report -' r2cz2-c oo 'I RECEIVED I C I(oo sir ) (oS A\ . GEODESIGN JAN 2 0 2922 FIELD REPORT or n'. 0 Page 1 of 1 BUILCI?G GDI Project: Polygon-1 13-05 Prepared By: Zane Rogers Project Name: Roshak Ridge 1 1/8/2021 _ Location: SW Bull Mountain Road and SW Roy Report#: 209 Rogers Road,Tigard Arrival: 1200 Departure: 1245 Weather: Cloudy 60's Permit#: TBA Site Visit Requested By: Taylor Morrison Met With (on site): Scott(Bridge City Siteworks Purpose: Evaluate Wall constructed between lots Outstanding Issues: Upon arrival, Scott (Bridge City Siteworks) directed me to a wall constructed north of lot 167 where a 4-5ft tall cornerstone block wall had been constructed. I observed 5ft between back of wall and lot 167 footing stem wall. I was informed by Scott that bottom of wall had been embedded approximately 6inches at the time of construction. At the time of my visit, an 8inch thick sidewalk had been constructed up against bottom of block wall. At the time of my visit, wall was approximately 3.67ft above sidewalk grade. Based on measurements, wall is approximately 4.8ft tall and has a stickup of 3inches above existing grade (4.5ft effective height). Behind top of wall, I was informed crushed rock and geogrid had been placed and compacted. Above crushed rock backfill, 12inches of soil (brown silt or similar) had been placed between wall and stem wall footing. Potholes behind wall had been excavated (with hand tools) to indicate presence of geogrid and crushed rock backfill. I observed geogrid approximately 18inches below current grade as well as crushed rock around geogrid. Geogrid appeared to run approximately 4.5ft behind back of wall. I was informed geogrid was placed between blocks followed by compacted crushed rock. I was informed top of 10inch stem wall footing is approximately 18inches below existing grade and extends out 4inches from stem wall. I observed 5ft of buffer between back of wall and stem wall. Assuming a 1 :1 slope by the zone of influence caused by the stem wall footing, it is our opinion that lot 167 footings zone of influence is directed under the bottom of the cornerstone block wall. Distribution: Attachments: Site Plan (1); Photos(3) Reviewed by: /✓ " ( 1f ' This report presents opinions as a result of our observation of activities relating to geotechnical engineering or environmental services.We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of our representative.Our work does not include supervision or direction of the contractor,the contractor's employees or agents. Our firm is not responsible for site safety.This field report is a DRAFT representation of our field observations,testing,and preliminary recommendations.The report can only be considered final upon review of the GeoDesign project manager,as indicated by initials in the"Reviewed By"section. Signature: 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 I www.geodesigninc.com It y.Pr _ 1 Zs . V. p 4 y ,1, t; 3• 'L �� iA . �y° Krg I a ai( ri 4 }t,i49}fitst .. f a,: . .. 3.8ft tall wall above sidewalk 't: _ �- , ‘ot, rl ' N 8inch sidewalk Y - , s� i . �,,�.•. ti � C it n r y r$, Sa c` t � ta ^ ma # `a..'r kD- 4'r y4 q r'ii 4.:40":%, ..i,f,‘'' "Y• w"t f1'S Y P ti .K!J t �"ryz^," 4'�14,1 ..'i`�C�r3�� 'tq N�8 #y , -• 4 } s'd!�{'4.''.:,,,..it' sr � � � , �^Cs la*ril � F�:�a �'F t r".�'��,��z4 � 3E�� s - ,. � �,. s ' it ll t t r �ry� R� ,s , ` - , , t - 1 ! t _ , , I " I to- ,, . +. r .A e, 1, ,� } �4 •S jF '� pA Yi �� I (, i ,',,470.„,•5kf.i::•14i7,2',,••1;Ttri. ,,- 'er',,I,:,-411111., • , \ • , , 1 ill vik i' , 4 !tie'iiii ,t . mkt r � ,. { I.} , 1 t j 1 : ar %t ' I - _ ty 1„'. be 9 qie Existing conditions. 5ft between back of wall and stem wall Na, 9 ,, tr, q, S_1 -t.«! i r'' a •G,� q„ e \„71.j: ',.! , ,..,• , ‘, '- : : ;,. '''';',‘.,,".." ..' , -, ,---,i. -.,,f- ' , --/N-., i F T X �' F',t t. • to *" + r .y r4 t� v cti;1 .. � t<:' ; d ,, a t? a 4 r! 1 _1 3 K».......,_ , .. K 4. ti ,t` fit;, N. • `«� • tip, s17 Q n �. , •k ,' , It. } '"qr Ake~ °� t T err- "�° n �. � i * i, , -` I. , p 4`7 } 1 .4 ZI,, Ir 7 A fir'', ti4ite, ,A„;-- `; a 7.,e; J A.* 9 �1�.,RIR ° l '4.,t 4 , $* !Y t y� G �" _h .e:: hey t y j> iN f • F " x �� t �• .1 " a ,4' 4 tn rod i .,‘ tktt 9' x , .,, .... z-, --`, ,• ,' ,. -� friAli "• Y.•r�p�v, we '' g 'it,,?‘;‘,.:‘,'' .,. * . �• ' Geogrid and crushed rock x cJ � F'° " z, ett,„,, `` ' ��4 observed behind wall ^ 'e.p.4 ,, a, a, ♦ a j .t" ; {' 110.., ,,i., :• ,, C"•p,'�k ',K. ds'�' 4, M- .. ik.i., ! • yy, _ e �"t#,rt tit �'�#'6� s a;' 75•3',Y a , ..yn � .,r" 's �f •s` `..' Vw +,j '..t • a. t�' y, ,4 �, " -1`+C", n-• 'rgt yr'l yS'. '4 4ma f t. 10,:a9 s a 1, ri„ a ti ., .:-.„. ?, c sf3 - +�r, i i^.. `�j V{� '�". 'a ° 0,'Z' +x tl}t."t * `ji �"t^'..2 Y s itiy Ef.' F'ate", d k _ .q 1 , a . ch,C�c,."i'�' ` ,4fft'�• +a ,'x °, ',• `„ ... tt ?^` l�tt J {" ',t:u'i ' ° � r j� r ,g,,,„ 'ram • ,, 1. y� � •�� b `.,'-1 •' a r 0. .�ii yh n s 4 #.f 6,t.>i *4'3i dry s3.. fi # r - �' °*°[ " 5 `.: i i 42 r�{i t � b .a , fig`�'4t 'rl.�ryi'°,.. ;�c�k'd ° � r. .. 14 F 5 Z .�y„ ,it# M d ' k i.1• 7 .. a ns � ,,.r s.�%r • �• 4" •yam�:+t4. !a ; .rvir,;,.am 3 *^;F, '' ,°� p ' !, .ice -,'''. / ew x � i• , ` �"-� � � - �raw+ �� ,, ,«s, ( •t3h4J • ''sf' ""`F+ ''r'"�'r ,'£+sP S� .an r ; y, _ zany abr - - i`3 �., • '� ,fin, wf._ S 1sM''S ' i .' „ Ser7-WZ2-octoRErTIVECI � i (c H(OO Qv/ I A/t-`z-- JAN 2, 0 2112 C 1 or 716,4 N 5 MEMORANDUM Page 1 To: Chris Walther From: Tyler A. Pierce, P.E. Shawn M. Dimke, P.E., G.E. Company: Taylor Morrison Date: January 18, 2022 Address: 703 Broadway Street, Suite 510 Vancouver, WA 98660 cc: Omar Alami Abouhafs,Taylor Morrison (via email only) Project No.: Polygon-113-05 RE: Cornerstone Retaining Wall Design Roshak Ridge SW Bull Mountain Road and SW Roy Rogers Road Tigard, Oregon INTRODUCTION NV5 (formerly GeoDesign, Inc.) is pleased to submit this geotechnical design memorandum for Cornerstone retaining walls at the Roshak Ridge residential development located northeast of the intersection of SW Bull Mountain Road and SW Roy Rogers Road in Tigard, Oregon. We prepared a geotechnical engineering report for site development.1 Based on conversation with Bridge City Siteworks and our site visit on November 8, 2021, a wall has already been constructed using the Cornerstone Block wall system. The wall is located north of Lot 167 and is approximately 4 to 5 feet tall. A portion of the wall supports a residential building setback approximately 5 feet from the face of the wall, and another portion of the wall supports a 4H:1V slope approximately 4 to 5 feet in height. The wall was constructed with Stratagrid SG550 geogrid placed every other block and the reinforced zone consisted of imported crushed rock. Based on the analysis described in the sections below,the existing wall meets the design criteria. We understand similar future walls may also be constructed to assist with site grading for the lots. We assume future retaining walls will have a maximum exposed height of 7.5 feet. The design recommendations provided in this memorandum are based solely on the specific wall system and loading conditions noted. SUBSURFACE CONDITIONS Subsurface conditions are described in our geotechnical engineering report for the site. We explored subsurface conditions by drilling 11 borings to depths ranging between 8.5 and 26.5 feet below 1 GeoDesign, Inc.,2013. Report of Geotechnical Engineering Services;Roshak Ridge;SW Bull Mountain Road and SW Roy Rogers Road;Tigard, Oregon,dated January 28,2013. GeoDesign Project: Polygon-113-01 703 BROADWAY STREET,SUITE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 N V 5 MEMORANDUM Page 2 ground surface (BGS), advancing 6 hand auger borings to depths ranging between 8.5 and 9.5 feet BGS, and excavating 2 test pits to depths ranging between 13 and 14.5 feet BGS. Additionally, a seismic shear wave survey was performed at the site. In general,subsurface conditions before mass grading consisted of 7 to 19.5 feet of surficial silt underlain by decomposed basalt transitioning to weathered basalt. We provided construction observation services for the placement and compaction of the structural fills for mass grading. Groundwater was not encountered in several of the explorations located at the lower elevation at the site. WALL GEOMETRY Based on discussions with Bridge City Siteworks and our observations during field visits,the existing wall has an approximate 4.5-foot exposed height and the maximum exposed height for future walls will likely not exceed 7.5 feet. Finished grades in front of the walls are generally flat. Some walls will have a 4H:1V slope and certain walls will have residential homes located approximately 5 feet back from the face of the wall. We recommend all walls be embedded a minimum of 6 inches and be supported on a minimum 6-inch-thick leveling pad. Wall faces should have a batter of at least 1H:12V. Proposed houses and streets should be located at least 5 feet back from the faces of the walls. If house or street loads are located within 5 feet of the face of the walls,we should be contacted to update our design. Our recommended wall geometry is based on the results of our analyses. Typical sections and wall design tables for walls are shown in Attachment A. Our design assumes that the walls will be constructed using Cornerstone Block wall units with Stratagrid SG550 geogrids for reinforcement. Design geogrid lengths vary with wall heights as shown in the wall design tables on Figure A-1. Geogrid reinforcement is not required for some of the smaller wall sections as shown in the design tables. Geogrids should be spaced every two blocks(1.33 feet) or fewer. The top layer of geogrid should be placed at a depth of at least 16 inches BGS to limit the risk of damage to geogrid from near-surface activities. DISCUSSION MATERIAL PARAMETERS We performed our analysis assuming Stratagrid SG550 geogrids. The manufacturer indicates that these geogrids have an ultimate tensile strength of 8,150 pounds per foot. Long-term allowable design strengths for the geogrids were determined by applying reduction factors for installation damage,creep, and durability. Substitutions for this geogrid must have equivalent or higher stress- strain and strength characteristics and be approved by NV5. The soil parameters presented in Table 1 were assigned for our analyses based on the findings in our geotechnical report. We assumed that wall backfill in the geogrid-reinforced zone will consist of imported granular material compacted to at least 95 percent of the maximum dry density,as determined by ASTM D1557. We assumed the retained soil behind the reinforced zone will 703 BROADWAY STREET,SurrE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 N 5 MEMORANDUM Page 3 comprise native silt or fill consisting of recompacted native silt. All fill material should be in accordance with the "Materials"section and approved by NV5 before construction to verify that it meets our design assumptions. The foundation soil will consist of native silt soil. Table 1. Soil Parameters for Wall Design Friction Angle Cohesion Unit Weight Soil Type (degrees) (psf) (pcf) Crushed Rock or Drain Rock (Reinforced Zone) 38 0 140 Native Silt or Recompacted Native Silt 32 0 115 (Retained Zone) Native Silt(Foundation) 32 0 115 pcf: pounds per cubic foot psf: pounds per square foot LOADING CONDITIONS We have not applied hydrostatic pressures in our design because of the drainage requirements discussed in the "Drainage"section. A surcharge pressure of 250 psf was applied to account for traffic loads where roads will exist behind a wall. A surcharge pressure of 1,000 psf was applied to a 1.5-foot-wide strip embedded 18 inches to account for house foundation loads that may be within the zone of influence of a wall but no closer than 5 feet from the face of the wall. Our design includes pseudo-static horizontal pressures on the wall resulting from seismic activity. The seismic pressures were determined using the Mononabe-Okabe method and a pseudo-static load corresponding to a peak ground acceleration of 0.469 g. The horizontal loading coefficient was taken as one-third of the peak ground acceleration and the vertical component was assumed to be zero. ANALYSIS METHODS The computer program MSEW version 3.0 was used to analyze internal and external stability for the geogrid-reinforced retaining walls. Analyses were performed on varying wall heights using the soil parameters in Table 1 and loading conditions discussed previously. A calculation package showing the results of our analyses is presented in Attachment B. The global stability of the mechanically stabilized earth walls was analyzed using the limit equilibrium computer program SLOPE/W. The parameters indicated in Table 1 and loads in the "Loading Conditions"section were also used for the global stability analysis with the exception that retained zone soil parameters were used for foundation soil (to be conservative). Global stability analyses were performed for the most critical scenarios that represent the worst cases for all of the walls. Based on our analysis,the recommended reinforcement lengths provided in Figure A-1 are adequate 703 BROADWAY STREET,SurrE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 N 5 MEMORANDUM Page 4 to satisfy the minimum factors of safety of 1.5 for static conditions and 1.13 for seismic conditions. The results of our global stability analyses are presented in Attachment B in the form of typical cross sections. DRAINAGE Our design recommendations have been provided assuming drains will be installed behind the walls to prevent hydrostatic pressures as shown on Figure A-1. Drainage should consist of a minimum 12-inch-wide zone of crushed rock placed behind the retaining wall blocks and extending from the base of the wall to within 12 inches of finished grade. Perforated collector pipes should be embedded at the base of the crushed rock. The perforated collector pipes should discharge at an appropriate location away from the base of the wall. WALL SETTLEMENT Settlement of up to 1 percent of the wall height commonly occurs adjacent to the wall as the wall rotates and develops active lateral earth pressures. This settlement is in addition to consolidation settlement cause by placing significant fills as discussed in our geotechnical report. Consequently, we recommend that construction of improvements adjacent to retaining walls be postponed at least four weeks after backfilling of the wall unless survey data indicate that settlement is complete sooner. MATERIALS All fill material should meet the specifications provided in Oregon Standard Specifications for Construction - 2021(OSSC) 00330 (Earthwork)and our geotechnical report. Specifications for fill material and geotextile follow. Material should be approved by NV5 before construction begins. Structural Fill On-Site Soil The native material at the site should be suitable for use as general structural fill in the retained zone, provided it is properly moisture conditioned and free of debris, organic material, and other unsuitable material as well as particles over 6 inches in diameter. Oversized materials, if present at the site, will need to be crushed for use as structural fill. We estimate the optimum moisture content for compaction to be approximately 15 to 20 percent for the on-site soil. Optimum compaction typically occurs within 3 percent of optimum moisture. Moisture conditioning(drying)will be required to use on-site soil for structural fill during most times of the year. Accordingly, extended dry weather is typically needed to adequately condition and place the soil as structural fill. It will be difficult, if not impossible,to adequately compact on-site soil during the rainy season or during prolonged periods of rainfall. When used as structural fill, on-site soil should be placed in lifts with a maximum uncompacted thickness of 8 to 12 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D1557. 703 BROADWAY STREET,SUITE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 �.. N V 5 MEMORANDUM Page 5 Imported Granular Material Imported granular material used as structural fill should be pit-or quarry-run rock, crushed rock, or crushed gravel and sand. The imported granular material should also be angular,should be fairly well graded between coarse and fine material, should have less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve, and should have at least two fractured faces. Imported granular material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D1557. During the wet season or when wet subgrade conditions exist,the initial lift should be approximately 18 inches in uncompacted thickness and should be compacted by rolling with a smooth-drum roller without using vibratory action. Drain Rock Drain rock should consist of granular material that meets the specifications provided in OSSC 00430.11(Granular Drain Backfill Material). In addition,the drain rock should be angular, should be well graded between coarse and fine material,should have less than 2 percent by dry weight passing the U.S. Standard No. 200 sieve, and should have at least two mechanically fractured faces. The drain rock should be wrapped in a drainage geotextile that meets the specifications provided below for drainage geotextiles. Geotextile Fabric Subgrade Geotextile The subgrade geotextile should meet the specifications provided in OSSC Table 02320-4 - Geotextile Property Values for Subgrade Geotextile (Separation). The geotextile should be installed in conformance with OSSC 00350(Geosynthetic Installation). A minimum initial aggregate base lift of 6 inches is required over geotextiles. All drainage aggregate and stabilization material should be underlain by a subgrade geotextile. Geotextile is not required where stabilization material is used at the base of utility trenches. Drainage Geotextile Drainage geotextile should meet the specifications provided in OSSC Table 02320-1 - Geotextile Property Values for Drainage Geotextile. The geotextile should be installed in conformance with OSSC 00350 (Geosynthetic Installation). A minimum initial aggregate base lift of 6 inches is required over geotextiles. CONSTRUCTION CONSIDERATIONS • Subgrade preparation for wall foundations should be performed in accordance with our geotechnical report. • All Cornerstone Block walls and geogrids should be installed in accordance with the manufacturer's recommendations. 703 BROADWAY STREET,SurrE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 N V 5 MEMORANDUM Page 6 • Geogrid should be aligned so the higher strength direction is perpendicular to the wall face. Geogrid should be pulled tight in order to remove all slack before backfill is placed. Backfill should generally be pushed away from the walls so that slack does not develop in the geogrids. • If posts(for light poles,fences,guardrails, etc.) must be installed in the wall backfill, geogrid should be hand cut during excavation. Excavation equipment penetrating geogrid will likely tear it and cause irreparable damage. It is also possible to install sleeves/tubes through the geogrid at planned post locations during wall construction. This would allow easy installation of the fence/guardrail posts after wall construction without damaging the geogrid. Fence post details are presented in Attachment A. • Our design is intended specifically for the Cornerstone Block wall system and Stratagrid SG550 geogrids. Substitution of products and material will only be reviewed by the geotechnical engineer via a formal submittal documenting the properties of the proposed products and/or materials. OBSERVATION OF CONSTRUCTION Satisfactory retaining wall performance depends to a large degree on quality of construction. Sufficient observation of the contractor's activities is a key part of determining that the work is conducted in accordance with the construction drawings and specifications. Recognition of changed conditions often requires experience;therefore, qualified personnel should visit the site with sufficient frequency to detect if subsurface conditions or structural fill quality change significantly from what is anticipated. We recommend that NV5 be retained to observe wall construction activities, including stripping and foundation preparation, as well as to perform laboratory compaction and field moisture-density testing, confirm the quality of structural fill, and verify proper block placement. LIMITATIONS We have prepared this memorandum for use by Taylor Morrison and the design and construction teams for the proposed project. The typical wall sections presented in Attachment A can be incorporated into the design plans for construction. Substitution of wall materials or changed geometry will not be acceptable unless accompanied by a design package stamped by a professional engineer registered in Oregon. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods,techniques,sequences, or procedures, except as specifically described in this memorandum for consideration in design. Within the limitations of scope,schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time this memorandum was prepared. No warranty, express or implied,should be understood. 703 BROADWAY STREET,SUITE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 N V 5 MEMORANDUM Page 7 We appreciate the opportunity to be of continued service to you on this project. Please call if you have questions concerning the information provided. TAP:SMD:sn � O PROFFS Attachments �5 r1G NFF� / One copy submitted(via email only) Document ID: Polygon-113-05-011822-geom-rw.docx 91�� CI �1 7- (:),2022 NV5. All rights reserved. s OREGON ✓ co 40 1- / 12.201 �(✓ FR F EXPIRES: 12/31/2022 • 703 BROADWAY STREET,SurrE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 ATTACHMENT A ;i rkfkffr76HtaoiidW9SNtittiltkii#UMiti##auxMi#i#7f(t+strxnlnYtraa srtax ad »esr va wxvv,.es+,xwuxrru»srvresmunr.. .» wx.wo<,,..:...,,...,+...n,..+., _ .—..--.— — N 5 MEMORANDUM Page A-1 ATTACHMENT A TYPICAL CORNERSTONE BLOCK WALL SECTIONS AND DETAILS 703 BROADWAY STREET,SUITE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 ...... ....... ... .... ..............,... ........ .. .........., .. • ..• ».»..r. •.e... ,.. . ar•ry frEaaN4H ifiMfu+fw r.atkmtusttsFu#ikiNWFI{f4NLMUk}Mi1M44iiEWHrls...., CORNERSTONE BLOCK WALL BATTER FROM VERTICAL—NI., 4 —y OPTIONAL CORNERSTONE BLOCK CAPSTONE p'/Ifl//// e tor WELL-GRADED GRANULAR DRAIN ROCK LESS THAN 3% FINES ° EXPOSED CORNERSTONE ,. WALL HEIGHT BLOCK UNIT � y' 12 �I ' FINISHED GRADE 7 If /f //j F� I EMBEDMENT \/\\/\ E 3 DEPTH (MINIMUM) 6" (MINIMUM) CI 12" (MINIMUM) C V NOT TO SCALE 0 m RETAINING WALL DESIGN TABLE- SUPPORTING HOUSES OR 4H:1 V SLOPES OR STREETS 0 Total Height Embedment Exposed Height Geogrid Length Geogrid Type Backfill Type (feet) (feet) (feet) (feet) a o 8 (12 Blocks) 0.5 7.5 5.5 Stratagrid SG550 Crushed Rock N C 6 (9 Blocks) 0.5 5.5 4.5 Stratagrid SG550 Crushed Rock N t1 N fy�j <4 (6 Blocks) 0.5 3.5 3.5 Stratagrid SG550 Crushed Rock ° < 2.7 (4 BLOCKS) 0,5 2.2 Not Required Crushed Rock 0 o ce co 2 v ro m °1 E v m w � Z a` ii , FENCE POST SLEEVEFIU_ CONCRETE, SET FENCE SET FENCE POST SET POSITION OF SLEEVE-TT SLEEVE-IT 1224R PLANTING SOIL IMMEDIATELY BEHIND TOP MOST 12'DLAM 24' DEEP CORNERSTONE UNIT NM N'AINNIIIIIIIIIIIIIdllir CUT THE GEOGRID AROUND THE . SLEEVE-IT STsiLM AS NECESSARY ® 90 DEGREE I SECURE CAP WITH 1111 " y' CONCRETE ADHESIVE '.. K...14 �I111i• ,�COMPACTED / ' BACKFILL CLEAR CRUSHED DRAIN ROCK IN UNIT VOIDS AND BEHIND THE WALL CORNEI DETAIL OF FENCE POST INSTALLATION USING SLEEVE-IT 1224R NOTE: FENCING ST,ItMS APPROVED FPR USE WITH SLEEVE-IT 1224R ARE UNITED TO THE FOLLOWING HEIGHTS:CHAIN UNK - UP TO 8 FT, PRIVACY-UP TO 6 FT(WOODEN,PVC, METAL). POST SIZE 4'X4'MAX. FOR MORE INFORMATION ON SLEEVE-IT CONTACT STRATA STS I ETAS POST-IN SLEEVE-IT FENCE POST PLACED IN CONCRETE 90 DEGREE FILLED HOLLOW CORE NO LOADING m... TURNED ANI SOIL SEPARATING PLANTING SOIL "IiiiiI:14, FILTER FABRIC ca Q t• a' ce GEOGRID PLACED MIN \ ° t=. 4.0FT L TYP. \ I•,.,-• ,� . " SECURE CAP WITH 6 CONCRETE ADHESIVE COMPACTED 5 w x BACKFlLL CORNERSTONE 100 UNITS rn CONCRETE Fll1E CORNI v HOLLOW CORE d 0 /. CLEAR CRUSHED DRAIN �, ROCK IN UNIT VOIDS AND i BEHIND THE WALL E V o NOTE:CONCRETE CORE FlLL MIN 3 UNITS DEEP ALONG THE FULL LENGTH OF WALL WITH A 4.OFT MIN LENGTH GEOGRID AT THE SECOND LAYER. -.AllV- o WIND LOADS AND LATERAL LOADS HAVE NOT BEEN CONSIDERED. CONSULT A OUAUFlED ENGINEER `\11c601, Q ! Ilr ' \ o o FENCE IN WALL � o GUARD RAIL OR FENCE d aPLANTING SOIL LL CONCRETE FILLED ill\j1101 o SOIL SEPARATING— SONOTUBE FILTER FABRIC o ea a &i El mT N i to N ��' nni - SECURE CAP WITH coo C CONCRETE ADHESIVE - 11�� 0 CORNERSTONE 100 UNITS rr �� m / 1111 COMPACTED RI CLEAR CRUSHED DRAIN BACKFILL E o ROCK IN UNIT VOIDS AND a BEHIND THE WALL cc ,,2 NOTE:SONOTUBES ARE PLACED DURING CONSTRUCTION. DISTANCE FROM FACE OF WALL&DEPTH OF 5- U SONOTUBE VARY. a b - WIND LOADS AND LATERAL LOADS HAVE NOT BEEN CONSIDERED. CONSULT A QUALIFIED ENGINEER ` GUARD RAIL a L% PVC FLEX PIPE TO CREATE SMOOTH CURVES �� O ' ' ► � � / ca P 40.,, CORNERSTONE STRAIGHT FACE* f*. A\000, 414". • SMALLER RADIUS LARGER RADIUS Jj 13� ' Ea' ■ 1 9 Jjll T '4.0►1., ilk **...::O_.r , f;101\-..".. ,-.111111111Maeriliiih 10/001111111101 % --AI1f%‘ 14%.4ti1,/4tr4 4VA,' CORNERSTONE STRAIGHT FACE da*P\ APPROVED BACKFILL MATERIAL CLEAR CRUSH DRAIN GRAVEL 3 COMPACTED 6-8' LIFTS MAIN GEOGRID LAYER r UNREINFORCED TRIANGLE ¢ CORRECT GEOGRID ce ORIENTATION u Li . -;:s"'s..1.-ts--r....2,-.1..-\••••:.*:....s. --;:rix=::::::;-...:: i. O .••%% `\%%i`s.,i44 aii-l/•1/111111111111.1.1.1.11.Ii1.1.1.. .i .• ..• 1/4*.....i.i.i.l.te4:....: 1- •�•�00,,,`��•0`•0.O,�\.\SA •. I/11117111_igIII.1.1\\IWiiiirir�i 142..1i1i14.1..4;Vb�:1•i 'V..\*.‘.01.\*V6‘,.."...s.st*IliWg--7. . ........1111111111M101'44"*4.4.4?ill:4.44.4:1. ''75 ‘1: :Vi;4•'.ii0, . --'ttli.P44.r.,,:NV oliVigts...... \,,,\ % .4,,,,A,...1 c \0 m CORNERSTONE STRAIGHT FACE 0 a 0 CLEAR CRUSH DRAIN GRAVEL E GEOGRID PLACED AT CENTER TO SECONDARY GEOGRID a' UNREINFORCED TRIANGLE ZONE LAYER q - - -- M g� rn 0 ..tea: CE - .T _ •'♦ N O �� ry •..0- 1•. ..•.•-\•... till•:•••.7 .•./...: .� ,• :-.,,, l'• ' VS;S:ii:Al .:1::;(*iiiriitl:14."...a I I 46...4124-tliatiiii:ZiEl,P$4. : tO 1 10 T04 .M1111 1 I I"al I 1----11 I-Vitewwei*ii i 1,4 I a gti 4E•• c, . . 8_- -0- .......;,, _, 1;;;;> IFP-- Ni/ cc b \\ CONCAVE INSIDE CURVES N m E • v CORNERSTONE STRAIGHT FACE a LL BASE UNIT CENTERED • . itt.�111 •,..lilt, . .• 0124.1).. �� aI 1I •• CORNERSTONE STRAIGHT FACE •II r:4iH I I..t, 111/i1OPP cc: ill /° /'�, �. tCORNERSTONE STRAIGHT FACE •_.// HEIGHT OF WALL/4 OVERLAP THROUGH BACKFILL H/�%�= 6. c 11 \diVI 0 E STRAIGHT CORNERSTONE FACE m O 0 T O O. sk 0 Q in SECOND GEOGRID LAYER I : _ t-sr a- 7. & vc. •••• IP. ,••••..........1.......„.. \ b 0_ •.. —--"" tv... ,.....: :• I = cr. a'• >,.. . m E CORNERSTONE STRAIGHT FACE INSIDE d li ATTACHMENT B N 5 MEMORANDUM Page B-1 ATTACHMENT B CALCULATIONS PACKAGE 703 BROADWAY STREET,SUITE 650 I VANCOUVER,WA 98660 I www.NV5.com I OFFICE 360.693.8416 'anon 1 0 NOM Va..0 MEW Va6on 1 OM./Venim 3 0 NSEW ',me 1 0 MEW Vemon 3.01113EW VenaesJ 0 IISEW Varna 0 AISSV Vetern I 0 hISEW Venian 3 0 PASEW Vona.3°MEW V•nipe 3.1SEW Venies 0 AMY,Venial 3.0 MEV VeM 3.19FWV*30 MEW Verrion 3 0\MEW Vim.°MEW Vanee 3 0 MEW Van.3 0113.,,Loo MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:uQ Fri Jan 1410:33:042022s�`-wn_oufeW`�e^QM`Pw` 015�`�nau�ew,..e�,ousew,,, I\M-R\Polygon\Polygon-II3\Polygon`113-05 Analysis\Polygon11I3`05^8ft¢slopee.BEN AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: Company's information: Name: GeoDesign,Inc. Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tpierceggeodesigninc.com Original file path and name: J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Poly 113-05-8ft-slope.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. m-,,0MEW Vanott,ow,8Wv. 0 AISHW Vows,o EW,arenaI0MEVA M,0MEW Vseon,0MSEW Yoram,.SEW,m,.,aMEW Vgm.,MEW,asio.,,bsea Vas..,oNEea Yemen I°NO ,Vont.,0MEW Yemen3.98W Mil30M,.Vanua,°MEW, o,0UMW Vemae,oMsea,m.,,0N,ea Vern. MEW Vaszen, Roshak Ridge—RW Design Page 1 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 • .Yawn 1 0!MEW Vorion 3 0 NM,Vanom 0?ASP/Masson 1 0 MEW Tems30 MEW Van.1 NSEV/Veman In AISEW Vern.3 ONSEVVemn 10 USENY Vey.0 MEW Veto.]0?OM Venion)0 LISM Vemon 3 0 AISEW Van,.0 MEW Vann 0 WM Valli.0 0.14EWVareen 1 0 MSEW Vernon OFISEW Vernon 3 0 MEW',will MSEW--S Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:33:04 2022 Vernon3 `ten o>,.��.....0M9 eMSEW` op6�`ms o�Ea.r.o�� o�ea aM J:\M-R\Polygon\Polygon-1�13\Polygon-113-05\Analysis\Polygon-113`05-8ft-slopegan 0 MEW e.e.BEN' EW 10 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) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, ye°wv. 115.0 lb/ft 3 Equivalent internal angle of friction, 4)egwv. 32.0° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, tp=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.3359 (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=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.5318 Kae(Kh=0) =0.2981 A Kae=0.2337 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. -Vow.3 0 MSEW Yuman IONS./ �RW Design „.m � Vernon b�o,�,.,.„o,� .,... 1��..�, �. Roshak RidgePage 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 , .�.e.ar,. .,..,..... ,.....�., ,.�W. .....�. ,,.....w. .....w.,, ,,.�..a.__......d.__.,..,a��.. ,nv.rn...,�..w.. .. ,.,..y,. .,,,,..,.,,- .,.,..,,,., ,.,.,..w. .....d. ....-a. ,..,..d. .,.._..., ......d.. .. Vecrim 3.13810/Vamp 30 KISEW Vas*ONSEW Venien JOYS./Vetlim 01.19./IMO MEW Volum 3.0 MEW Vero.30 MEW Vernon...SY Vm4an"MEW Mil 3 0 AISEW Vasian 1 0 MEW Wreinn NISEW Yemen)3.0MSEW Vern 3 0 ABM Val.0 MEW Venian rIMISEW Vet;3 OMSEW Vanon 0 ABM Vela.3 MEW Van.)0 IISETVlan MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:33:04 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-8ft-slope.BEN V-l-,oM1ENIVacon,OMSEW Vegen,0 NSW Verano WAS.Va „owew,. ,a MEW,..,.oM.�V....0M6EaV,..o.SEw Venom 30NSEW Vernon 1e.1SPW Van..o.ae.lat 0 MEW Yemen)0ABMY.,e orsa-V..m,oµSWVanp,.onuEo,,..,o.,oSeo,.aenn,0 ,..,.10N,EWV..,.I0WewV..e. INPUT DATA: Geogrids (Analysis) • DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80•tar4 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 Oft 1.00 0.0 1.0 2.0 3.0 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 Vann)01191AV Wane 011389/Vorma 1 0 NSW 0 WV/Mt"NMI Vanon 1 1.160/Vmson 0 MEW Vonmall.MEW Vorrion 3 0?MEW Van=9 NISEW Van=30!an Venhen 3 0 MEW Vernon 1 0 NISEW Vxmen IONS.Ma 0 AISEW Vanon 1.138W',non JOASEW Vanua 0 MEW Vamen°MEW Von..1 0 MEW Version I,MEW SM,0 Roshak Ridge-RW Design Page 3 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time.Fri Jan 14 10 33:04 2022 JAM-R\Polygon\Polygon-113'Polygon-113-05Wnalysis/Polygon-113-05-8ft-slope BEN • INPUT DATA: Facia and Connection , (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is 'yf= 135.00 lb/ft 3 Z/Hd To-static/Tmax Top of wall or To-seismic/Tmd Z/Hd 0.00 0.25 . [', 0.00 1.00 0.25 1.00 0.50 0.50 1.00 0.75 .1 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 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 (1) CRu(2) 6 CRu 6 CRu 6 CRu 6 CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A t Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 CRs 6 CRs 6 CRs 6 CRs 6 CRs 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A (1)6 =Confining stress in between stacked blocks[1b/ft 2] (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout 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 Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A 0 Vein.1 0 AISPW Mt 1 0 AISEW Won 30 ABM Vanon 30 ABEW Vueov 10 AISEW l'allon 3 0 MSPNV Verrsen 1 0 MEV/V•to.30 NSEW V.rnen la 114¢W Versne 1 1 MEW Vans.3 0 NS.Vdrnau1014SEW Van=1010E0/Men 3 01.1511g,Yuman 3 OFISEAV Vars.&3 0.ENV Mel 0 MSEWVanon,0 MEW l'en•on 1”ASEW Vonm,0 MEV,',wen 10 IASEV,Mi 10 Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vag*01.1.9¢W Variam3.0 MSEWVenson OXISEW Vamps JO/MEW Version 0 AISEW Varnon 0/NSW V•rnon 011SEW Vneen IZEW Verona 1 Vets.0 PASFAV Vema ABM Vena 1.0/OM Var.3 0 MEW Vea3.01ASEM1V Venice MIS./Varzion 3.0,ASEW "NM/Vets.,°MEW Vonion10 MEW V•naon.SEW Velem nASEW Vtreien MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10.33:04 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-I 13-05-8ft-slope.BEN Vanua,0?MEW Yawn°MEW Yams,OMSFW Voroon,0 WM*OWEN Vernon Varoon 1 0 WEW V.1.10 LISEW Vapzo 10 XISEW Vorma SOW./1,6=10 WM raglan 1 PAISEW Van=IMISETV Venal)0 AISPV/VernestIO/615FWM 1 0 NISEW Vernon 1 0 NISH,Venaan AISM'Von.,0 M..'Vernon 10 kISEW Vallan 1 MEW tall° INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 8.00 [ft] { Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=7.50 ft } Batter, co 4.5 [deg] Backslope, [3 17.0 [deg] Backslope rise 4.0 [ft] Broken back equivalent angle,I= 14.04° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[1b/ft 2] • • ANALYZED REINFORCEMENT LAYOUT: • SCALE: 0 2 4 6[ft] 0 MSEW Van.JO MEWV..o,aMEN, ,o MEW Vernon 0 MEW,_a,o MEW Vame.,0NSW .-,0asEW...,.10 MEW V. 01,1313WV., 0tASE0i,..a30k6E00V.-,.,0AI,E,Yam.,0MSS,Yemen,oMEW Vernon,0 MEW V.rem,ON.ea,.,nn.,ob9e 0 MEW'Antee1 MEW V.Ite.,o.Sea Vases,o Roshak Ridge-RW Design Page 5 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time. Fri Jan 14 10:33.04 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis'Polygon-113-05-8ft-slope.BEN ANALYSIS:CALCULATED FACTORS(Static conditions) ' Bearing capacity,Fs=5.69,Meyerhof stress=1435 lb/ft2. Foundation Interface:Direct sliding,Fs=2.495,Eccentricity.e/L=0.0731,Fs-overturning=3.96 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 0.67 5.50 1 19.09 2.01 10.44 10.436 15.929 1.664 0.0575 Stratagrid.. 2 2.00 5.50 1 18.74 2.42 12.51 12.512 14.718 1.918 0.0295 Stratagrid.. 3 3.33 5.50 1 18.03 2.99 15.47 15.472 13.225 2.260 0.0049 Stratagrid.. 4 4.67 5.50 1 16.96 3.94 20.40 20.403 11.820 2.746 -0.0180 Stratagrid.. 5 6.00 5.50 1 9.76 3.78 19.56 19.561 6.952 3.458 -0.0433 Stratagrid.. ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=1.71,Meyerhof stress=2645 lb/ft2. Foundation Interface:Direct sliding,Fs= 1.308,Eccentricity,e/L=0.2618,Fs-overturning=1.70 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 0.67 5.50 1 11.78 1.90 8.72 8.716 9.832 0.884 0.2156 Stratagrid.. 2 2.00 5.50 1 11.37 2.27 10.32 10.323 8.933 1.055 0.1348 Stratagrid.. 3 3.33 5.50 1 10.71 2.79 12.56 12.561 7.851 1.308 0.0681 Stratagrid.. 4 4.67 5.50 1 9.71 3.65 16.13 16.127 6.765 1.721 0.0136 Stratagrid.. 5 6.00 5.50 1 5.90 3.55 16.09 16.091 4.202 2.473 -0.0324 Stratagrid.. Venen3OLISPWVarnenIONISEW Vanett10M¢W,..ton 30 MS.,rem=3.314W Velma MISEV7Vernes 3 ONISEV/Vmo•30 AISEW,M30.19¢W Vanes 30 AMY/a 101t9EW Von=1.3P0/Verna 1.ASEW Va 3 014.1/Vernon 3 0 AISEW MOMS¢O/Van.30 MS./\Ma 10MSEW,mos/61.1SUW V.I.SOMISEW tan JO MEW Vanan 1 n Roshak Ridge-RW Design Page 6 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls 10A15�`�'oM m-10MS�V -.-Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:33 04 2022 J 1M-R�Pofygon�Polygon-113\Polygon-ot113-OS\Analysis Tolygon-113-05-8ft-slope.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 8158 4516 [lb/ft 2] Meyerhof stress, 1434.6 2645 [lb/ft 2] Eccentricity, e 0.40 1.45 [ft] Eccentricity, e/L 0.073 0.264 Fs calculated 5.69 1.71 Base length 5.50 5.50 [ft] • SCALE: 0 2 4 6[ft] J Roshak Ridge-RW Design Page 7 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 V.--„o.SEWVal�J0 MEW V. 10 MEW Vonion,na,E,,.nte,MEw,.,.-nMISEw Yams,.SEW,.�e,0 MEW,.�tiI OMEN'Varna,oa,Ew,ot,n,3o?MEW,.1 .5M Vettion,ob,EwV. >0M,E,V..,-,oN=Rw,.�10Mr. v."LISEW V•nnon 30 MEW,.�e30 MEW,. l MSEW,.�.,0 MEW..man10 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design VpPresent Date/Time:Fri Jan 1410:33:04202225�,.., J: R\Polygon\Polygon3113\Polygon-ll3-05\Analysis\Polygon-113\05^Bftslope..BEN • • DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) ' Along reinforced and foundation soils interface: Fs-static=2.495 and Fs-seismic= 1.308 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.50 1.664 0.884 1 Stratagrid-SG550 2 2.00 5.50 1.918 1.055 1 Stratagrid-SG550 3 3.33 5.50 2.260 1.308 1 Stratagrid-SG550 4 4.67 5.50 2.746 1.721 1 Stratagrid-SG550 5 6.00 5.50 3.458 2.473 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0731, e/L seismic=0.2618;Overturning:Fs-static=3.96,Fs-seismic= 1.70 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.50 0.0575 0.2156 1 Stratagrid-SG550 2 2.00 5.50 0.0295 0.1348 1 Stratagrid-SG550 3 3.33 5.50 0.0049 0.0681 1 Stratagrid-SG550 4 4.67 5.50 -0.0180 0.0136 1 Stratagrid-SG550 5 6.00 5.50 -0.0433 -0.0324 1 Stratagrid-SG550 30 Roshak Ridge-RW Design o MEW `�i10M5eW`� a, Page 8 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 u.o , Van."AIM Var.3 DAISEW Varson101.4487iVrnion 3 I MEW Vomit 3 0 MSEW Van.3 OldSEW Vamps 31.11./Vereen 3.1fEWV•man MISSY V*3 0 MEV Vanua 1 6 AM\V Venn 30 MEW Yen.,1 0 MEW Venom)1)MM/,Van AISQW Vmion 10 MEW Val le.SEWVoTios 3 0 MEV tam 1 0 MEW Vance 10 MEW Valmen 1 0 MEW l'neen In MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime: Fri Jan 14 10:33:04 2022 1:1M-R\Polygon\Polygon-1I31Polygon-113-05\Analysis\Polygon-113-05-8ft-slope.BEN RESULTS for STRENGTH Live Load included in calculating Tmax i. # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [1b/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 3800 364.07 107.81 N/A 10.436 N/A 8.716 Stratagrid.. 2 2.00 3800 303.68 96.59 N/A 12.512 N/A 10.323 Stratagrid.. 3 3.33 3800 245.58 85.36 N/A 15.472 N/A 12.561 Stratagrid.. 4 4.67 3800 186.22 74.06 N/A 20.403 N/A 16.127 Stratagrid.. 5 6.00 3800 194.24 62.83 N/A 19.561 N/A 16.091 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # 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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 364.1 107.8 5.23 0.27 5799.3 N/A 15.929 4639.5 N/A 9.832 2 2.00 1.000 303.7 96.6 4.68 0.82 4469.4 N/A 14.718 3575.5 N/A 8.933 3 3.33 1.000 245.6 85.4 4.14 1.36 3247.7 N/A 13.225 2598.2 N/A 7.851 4 4.67 1.000 186.2 74.1 3.59 1.91 2201.1 N/A 11.820 1760.9 N/A 6.765 5 6.00 1.000 194.2 62.8 3.05 2.45 1350.4 N/A 6.952 1080.4 N/A 4.202 Vrtnan 3 0 KBEW Vasna 3 0 MEW Vann.1 0 MEW Vemen I 0 NSW Vernon 1 0 MEW I'M 0 AISEW Vagen 3 0115111,•pea 1 0 MEW Vernon 3 0 WM,Vern.I 0 43EW Vernon la MEW Vemon 1 0 NUM...a 3 OWE,/Wonn 3 0 NIMV Vawea 3 0 MEV Mit)0 RISCW Vamit 1 0 hISEW V.ma)0 MEW Vamps/014HW Von..1 0 MEW Vitas=30 MEW Velma 311 Roshak Ridge-RW Design Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime.Fri Jan 1410:33:042022 J:\M-R\Polygon\Polygon-113\Polygon-113-05Wnalysis\Polygon-113-05-8ft-slope.BEN RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall _ Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable ii CRu CRs criterion criterion [Ib/ft] Specified Actual Specified Actual Specified Actual tf [lb/ft] [lb/ft] i 1 0.67 364 0.90 0.85 733 6951 3800 N/A 2.01 N/A 19.09 N/A 10.44 Stratagrid.. 2 2.00 304 0.90 0.70 733 5690 3800 N/A 2.42 N/A 18.74 N/A 12.51 Stratagrid.. 3 3.33 246 0.90 0.54 733 4428 3800 N/A 2.99 N/A 18.03 N/A 15.47 Stratagrid.. 4 4.67 186 0.90 0.39 733 3158 3800 N/A 3.94 N/A 16.96 N/A 20.40 Stratagrid.. 5 6.00 194 0.90 0.23 733 1897 3800 N/A 3.78 N/A 9.76 N/A 19.56 Stratagrid.. 1 1. RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax °t # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] 1 0.67 472 0.90 0.68 733 5561 3800 N/A 1.90 N/A 11.78 N/A 8.72 Stratagrid.. 2 2.00 400 0.90 0.56 733 4552 3800 N/A 2.27 N/A 11.37 N/A 10.32 Stratagrid.. ,5 3 3.33 331 0.90 0.43 733 3543 3800 N/A 2.79 N/A 10.71 N/A 12.56 Stratagrid.. 4 4.67 260 0.90 0.31 733 2526 3800 N/A 3.65 N/A 9.71 N/A 16.13 Stratagrid.. 5 6.00 257 0.90 0.19 733 1517 3800 N/A 3.55 N/A 5.90 N/A 16.09 Stratagrid.. ti 1,1 il i 11 - C 1i E 1. 1 r f. 'rE Yemen]0.1.13EW Vdcw..)01.ISHW Vernon"MEW l'anon 3 ONSEW,mor.,OXISEW M.101.1SEWV•mon101.13EW VinK...301.15EW Mt 3 A AISEV,Inni0ONSLIVV•este.131MSEW Van...30MM Yemen)0 NISEW Vomenl CAISEVIV•mea 301.1.9E,1,..0 0 7.11.¢W Vo..........EWVmMISEW Vont.1.1580/Weis 3°MEW.emal.3 0 MEW Vernon/0 Roshak Ridge-RW Design Page 10 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 i 'emen 1 0 kISEWV•mon 3 01496V/Vemos 3 01.4.SEW Vamp"MEW Verneo 10 ASSEV/l'omon 3 0 LISEW Vmnoe 3 OMSEW Vemon1014SEAV Vent.30k{SEW Venon 3ONSEW Velem 1 WOW Vmson 1 0/AMY Vema*"%MEW Vemen101.13.6W Vemon 3 0 MSEW Vernon 10 AISEW Vernon 3 0 PISLY/Ventom 3 VIISEW Van.101ASEWVamen 3 61.19EAV Venom 3 0 LISEW Vele.JO MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time- Fri Jan 14 10.35:272022 1:\M-R\Po tygonPo lY on-113\Poty goo-113.051AnatysisPolygon-11305^ p�13EN .��1VAS ,o„SewV.�,o.uew...-.o.LSewl 1OISM.. )o.ISEWV•wm.,o.1.ewI. ,oa:EV..,,S.1sewV.i,oM:awV.-,.1o../Vona IONISE,V.�.,owewV.i.„o.ISewV M,ewVe1.5¢w..m ` 30MEW AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: Company's information: Name: GeoDesign,Inc. Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tpierce@geodesigninc.com Original file path and name: J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Poly 113-05-6ft-slope.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Venom W.,V®, 0113¢W Vona,30MEW\al.o./4./. o..EW Vernon.a,,EWVo.,.,A...ew.•.:,..o.,.M. IONISEW Vs..3 o1.1.E,,..,o,.aMEW Vanes MISPW Me 3 0.43E9/Vernon3oNI.EIVVamp..0a.EWV.,.on1..9.., 01.19¢W, OM.SEW l'arme101.14¢WVamon.a.,.ea,..a, 1 of 10 MEWV..o.z0 Roshak Ridge-RW Design I Copyright©1998-2015 ADAM PageA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:35:27 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-slope.BEN Von.1 o NISGWVasien,oarlSewV.r.,o.ssSV,..,,e,o.ISMV.....,.o eW,arse.,o>sEWMI.>oasew,....,oMsPW,oroo.,o,ISEW,w=,a WEN,..,o,o.aea,.-,,MOM 10119 Vmsen DIMS,V.marv,aIZEW,.. ,OMSEW Varaes1ONISEW,.,.a.o 619EVVe.1.3 oas0,....,ou:EW Vanua,o.SEW,.soar,o SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft 3 Design value of internal angle of friction, 38.0° RETAINED SOIL 115.0 lb/ft 3 Unit weight, y Design value of internal angle of friction, 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, ye°nv.. 115.0 lb/ft 3 Equivalent internal angle of friction, 4)equrv. 32.0° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) • Inclination of internal slip plane, ur=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.3518 (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 y=30.21 SEISMICITY Maximum ground acceleration coefficient,A=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.6062 Kae(Kh=O) =0.3108 4 Kae=0.2954 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. VveRoshak Ridge-RW Design --., Page 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 111111.111111111111111.11111111 V•mos fAISMV ONSEW Vernon 0 lASPW Vorme.IONS./Vernm DAUM Vrtaan I 0 IBM Vomen 30 AISPW Vernon 0 MEW Vora.011SEW Vern)0 MEW lAvsenl MLA Velvet OkISEW Ifn•An JO MEW Yemen 3 0 NOM Vernon 0 MEW Veal WO.,Vernon JO MEW Votvion10 MEW Verme 01.13EVAAAA3 0 MM.,Yemen 1 0 MSEA,Anon MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:35:27 2022 e�eEo, wEw�J. _R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-stope.BEN Vannox ,ewEWV ,e,BN/ ,a,ueo„ ,owe., w�.ro,e eaEeW,�.e,�ew.-tle ewe,-�esge`E,.-.eu:�`�e�eEa,�n Vernonernon 0 WAN V..,.0AISEW m1049110/V..v10&B.1,a NISMV•Inoi..oa:ET„<,m.. ,....,ows�,.m. INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80•tar4 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 1.0 2.0 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 Vomon)011SEW Van.,0 MEW Var..0 MEW Venn.OAISAIVormat 0 1.15¢W V.m..•11".1SEW Vavion OMSEW Yemen JO.LA Votrien 1 0 ALSEIV Van..SEA Yemen 0 AMA.Von,.3 0 MEW Vet...3°MEW Yemen 1.0 HMV Va.."MEW V•man llAISETIV•reon 10 N1SEVI Van. oHe4 E Roshak Ridge-RW Design Page 3 of o10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 • .......... .....�,. .nrn ..w.a,�....e.�...... ,....,,,, ,.,.aw,� ,....�.,, ,..,..w ,..,..e,,,�_...<.d. ,.....,, -.,..,..d, ,au..v. ...-.a.. ,. Veva.30 1.15.•Valmon 3 0 MSEIV Vonios 1 0%SEW Venion 3 0 MEW Vffnon 1 0 AISEWV.ion 10 MEW Vernon.MEW Vamo,10 LEFOI Velma).AIM/Vomos 3 0 MEW Vrtsion 1 0 AISEW Van.10 AISEW Ver.*10 MEW Vernon]0 AISEW Venion 3 0 MS./Version.NOVI Varnisaa MEW Vernon 3 0 MEV/Vtt*i.1 OkISPV,Vanen I OM.,Vemeft,OIMSEIV Vernon. MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:35:27 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-slope.BEN Van].1 0 AIM'V.I.10 MSEW Vac.1 0 MEW Voile.1 0 NMI Veto.1 PASEW,roon,0 WW1*.1 0 USEIV Venue.1 0/MEW Vaaou IOW.,V•ntse 36 AISCW lam 1 0 MEV/Vern 1 0 MEW Vero=,0 NISPO,Van=3 DM.",Vernon,0 MS.,',men 1 0 NIS5W Vonen,01113PW Venuott 3°WSW Vent.5 0 MEV Von=3 0 MSS,Vanenn 10 WM'Vreen 3 0 INPUT DATA: Facia and Connection (Analysis) • FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is Yf= 135.00 lb/ft 3 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 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 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 (I) CRu(2) 6 CRu 6 CRu 6 CRu 6 CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 6 CRs 6 CRs 6 CRs 6 CRs 6 CRs 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A (1)6=Confining stress in between stacked blocks[lb/ft 21 (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout 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 Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A a.)0.PW Vomm 3 OMSEW V.v.)0 NSPW,ernoa 1 0 MEW V.I.ua 3 0../Vern=3 OWEN Vonses 1 0 kISEW Vdenen 1 0 MEW Vanes 3”ISEW Vamen 10 AMR,Vemen 10 MEW Vama)OUSE,/Varm•30 PASEO/Vernon,.SENV Vernea 3°USW Vamps 3 0 MSEW Yawn 3 OMSEW Vomos 30 MEW Ma 1 OW./Valeee 3 6 MEW Vemen 1 0 MEW Vastem10 -Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Venion AISEW Ven4n NISEW Vm4410 MEW Vernon 014141/Vale= LISQW Va.."ISM Ven441.0 MEW Vereen3 0 MEW Vane.IOW.,a 3 0\UM Voreleh 0.44/VaNios 0 AMEW Vonit. AISEW Varian 3.01ASEW Vem413 OW44,44434 MEW Von*3.0IASIEW Venias 1.01154W Veas 1 0 MEW Valion 3 0 YISEWVere413 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime: Fri Jan 14 10:35:27 2022 JAM-It\Polygon\Polygon-113\Polygon-113-05 Analysis'Polygon-113-05-6ft-slope.BEN Veg.,oN:PWV..a„o V-.„o.....,,.nonI0 M.SPWI,ernes,o MSEW. 0Msn,"...,oM:EWV..,.>a ABM...,.30MS.,VemenM.:./Vernon 3o.IS M..n.10MsEWV..0 oMsE,4.m,.,oms4.,...a,30 NUM Vance o619e11Vo.o,.o1430,4.4113 0.aeo.,.,m.>0x.PWV..,n1oMsEWV.m.1e1A.EWV.me INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) • Design height,Hd 6.00 [ft] {Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=5.50 ft} Batter, to 4.5 [deg] • Backslope, (i 17.0 [deg] Backslope rise 4.0 [II] Broken back equivalent angle,I= 17.00° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft 2] • ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] I I Venien 0 NSEW Venion 0 MEW Vonaml 0 FISEW*a 01.14/Van=0 MEW Vataon 0 MEW Vanes NM/V•reem 3 MSPW Vemon101,1364,Venn=10 LISEW Vaves 3 0 1.484/Vernon kISEW Yemen 0 WEN Vernon 0 MSE4/Yemen 0 AISEW Vernon 0 MEW Vernon 0 MEW Varno•10.44 Vont=01.150WM1011SEW Vanen 6115134,ame 10 Roshak Ridge-RW Design Page 5 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Wel.30?AMY Vamp JO WM Vernon 10 RISEW Vernon 3 0 MEW Von.3 0 MEW Vanion 10 MS.t noon 1 6 MSEW Vxmn 3 0 MEW V.rnon 1 g MEW Volvan 3 0 AMY,Vane]]3 011.SEW Van.'OMEN Vemon 3 DAMEN,'Vernon 3 0 MEW Ventou 1 0 AlSeW Vat=3 0 MEW Venom 1 0 NISPW Vanes 30 MSEW V.mon 3 0 MEW Volum 3 0 MSEW Vonion 1 0 NS.Vwean 3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time Fri Jan 14 10:35:272022 JaN-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon.113-05-6ft-slope.BEN ANALYSIS:CALCULATED FACTORS(Static conditions) ' J Bearing capacity,Fs=6.63,Meyerhof stress=1054 lb/ft2. Foundation Interface:Direct sliding,Fs=2.618,Eccentricity,e/L=0.0531,Fs-overturning=4.50 _ 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 0.67 4.50 1 19.03 2.76 14.30 14.304 13.139 1.779 0.0357 Stratagrid.. 2 2.00 4.50 1 18.45 3.57 18.48 18.479 11.821 2.152 0.0051 Stratagrid.. 3 3.33 4.50 1 17.21 4.98 25.82 25.822 10.452 2.713 -0.0222 Stratagrid.. 11 4 4.67 4.50 1 11.53 6.71 34.74 34.740 7.550 3.625 -0.0550 Stratagrid.. ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=2.47,Meyerhof stress=1752 lb/ft2. Foundation Interface:Direct sliding,Fs= 1.370,Eccentricity,e/L=0.2208,Fs-overturning=1.93 ii 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 0.67 4.50 1 11.89 2.61 12.05 12.054 8.212 0.949 0.1684 Stratagrid.. 2 2.00 4.50 1 11.22 3.36 15.27 15.270 7.190 1.214 0.0802 Stratagrid.. 3 3.33 4.50 1 10.01 4.64 20.65 20.654 6.079 1.683 0.0113 Stratagrid.. 4 4.67 4.50 1 6.51 6.19 27.19 27.186 4.263 2.704 -0.0468 Stratagrid.. t 1 B 4i l$ - 4 If IJ v....towewvm,m)oMs;;-:)o M,ew,.mo.t;;,.mo,...,-.,....,........,-,0.,...n10..,.mn,o Mawr.m...wv-,,..wve ,....wv-,, .ve.c,...Yvmm s.s.wv.m ,..,aw,...W,wo.,o..v..-3.....,.;;7M66:;,o Roshak Ridge-RW Design Page 6 of 10 Copyright© 1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vernon 0 AIM,Vernon.MTV/Vonnon 01613W Vamp)0 RUM',rift 1 0 WV,<mos 0 MEV Venue 3 0..14EW Me.3 MEP/Sat 0 MEP'Mill 0 MEW Yemen 3 41.13EW Ve.r.3°MEW Vanes]01/SEW V...0 MEW Vesm 01.1.9131,Wein 1 0 MEW Vamik OPISEW•rno•0 MEW Vamp Cr MEW Van.3°MEW Van.011SEW V.I.30 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design V Present Date/Time:am.VOW Fri Jan 14 10 35 27 2022 �,.oms��a., oM:�`�^0M5�`orclon ep19�`man}ate `mn^o u EW`v�'oMsfw Veto.o�g V J:\M R\Polygon\Polygon 113\Polygon-113-05Unon 0 KIM!Van.IOW.Venn 1 NISPIVI'arnop 0 WV,alysts\Polygon-113`05-Eft-slopee.BEN ast.10 MEW Vernon 3 0 • BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 6988 4321 [1b/ft 2] Meyerhof stress, 6v 1053.7 1752 [lb/ft 2] Eccentricity, e 0.24 1.01 [ft] Eccentricity, e/L 0.053 0.224 Fs calculated 6.63 2.47 Base length 4.50 4.50 [ft] 1 �Ursa �1 t 1�I1 � irTlr SCALE: 0 2 4 6[ft] I 1 Vemon 30 MEW Vernon 0 NOM Vonon 0 M913,Veritoe 0 MEW Vamp 3 0 MISEW Aston 0 MEW Van.0 MEW Voram DIISEW Vs..1 0 hISEW',men..EW 0\ISM Veno.0 MEW Wilma°MEW Vernon 0 W./Va..0 YSIIW Vernon"MEW Vamp 01(92W Vanua 0 UMW Vernon KISEW Van..3 011910,..1.16 6,1SCW Vas." Roshak Ridge-RW Design Page 7 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vanes)0NE.,Vm_,,,19a.Varian"MEW,....,0MMVa.o.VAISPW...,.,a,,,C,,....1o11, .V._.1 WSWV*,o.n�,m-.30a.swV.,-,0MSEWVernon]o,SEWV. 30 MEW Yawn 10.15�V.,-.,a MEW Men 1owE,Yawn,.o�,EW.-.QO Sew,.�.,o.n�V.-,.)o,ISCN,V.—.31,15.v. MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:35:27 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-Oft-slope.BEN Ma 1 0 IvISEW Vow.1 0161.9./Varron 1 0 MSEW,M1 0 AISPIWVereon 1 0 MSEIWVoma 1.SEIWV•mon101450.1 Vorman 1 0 AISERY V•tven1.14EW Vora.1 0 USEIV Vernon 1 0 MSEW Vewan 1 OMSEIW Vemen101.15E,V Veal.)DRISESV Voman 1 e/hiSENVVeniem 1 ORISEW Me 101lSEW',Nice WISPIIII,eas 3 OMSEW Vershen101160/,noon 3 01.11EW Val I/, DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=2.618 and Fs-seismic=1.370 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 1.779 0.949 1 Stratagrid-SG550 2 2.00 4.50 2.152 1.214 1 Stratagrid-SG550 3 3.33 4.50 2.713 1.683 1 Stratagrid-SG550 4 4.67 4.50 3.625 2.704 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0531, e/L seismic=0.2208;Overturning:Fs-static=4.50,Fs-seismic= 1.93 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 0.0357 0.1684 1 Stratagrid-SG550 2 2.00 4.50 0.0051 0.0802 1 Stratagrid-SG550 3 3.33 4.50 -0.0222 0.0113 1 Stratagrid-SG550 4 4.67 4.50 -0.0550 -0.0468 1 Stratagrid-SG550 II -a I 1 v.ew)G MEW Van.30 MEW 301136W 0a.-.10nrseu0�.If/MEW 0....10W.Va..00Msrn Von.10 MEW Vows II/sesw Vinson 30MSFY Vesta 3Ousew V•rnan3owewv.m-.30MEV Me 30 MEW Yemen 3OMEN,Vow.3ousesV.„„10 MEW Version 30MEW Von."MEM Ma 10 MSINIVmw>o 4s¢a'..®la Roshak Ridge-RW Design Page 8 of 10 4. Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 l'' Vmlon)II ABM Vann 1 0 t..1.9EWVernon 3 01.11./Van*3 OMEN Vernon 3 0.1..EV Vernon 30 AIM,Van.30MSEW Verson.WON V.I.3 0 USW V*104SEIV Vernelk3ONISPWV•men 3 OMSEW Vann.I OM.Velma 3 Ot..16EW Velum 1 0 ABM,*)0 MEW Vernon 1 0 MEW Vernon 3 0 MEW as.3 0 MEN Vamp 3(11.13E4/Venom 3 0‘ISEW Venns 30 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design V Present Date/rime:-Fri Jan 1410:35:272022��.ouF�`�,OMe�`�^awR��....oA'S�` o��„a�,oasea��a �V men'ape Vanes,EW J. -R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113`05-6ft-slopee.BEN 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 0.67 3800 265.63 74.38 N/A 14.304 N/A 12.054 Stratagrid.. 2 2.00 3800 205.61 64.80 N/A 18.479 N/A 15.270 Stratagrid.. 3 3.33 3800 147.14 55.23 N/A 25.822 N/A 20.654 Stratagrid.. 4 4.67 3800 109.37 45.58 N/A 34.740 N/A 27.186 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [1b/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 265.6 74.4 4.23 0.27 3490.2 N/A 13.139 2792.2 N/A 8.212 2 2.00 1.000 205.6 64.8 3.68 0.82 2430.5 N/A 11.821 1944.4 N/A 7.190 3 3.33 1.000 147.1 55.2 3.14 1.36 1537.9 N/A 10.452 1230.3 N/A 6.079 4 4.67 1.000 109.4 45.6 2.59 1.91 825.8 N/A 7.550 660.6 N/A 4.263 1 Vason,0 MEW V•mon 3 OMSEW Yemen 10k1SCW Veep,.1 0 MEW raven 10.PW Veveer.3.15¢WV•men10119PWV•reanlONSEW V.test31,1SEW Venen JO WEI,/Vorean 3 OWEN Venaca'OWE,/Vona 3 ONISPW Meal ONSSW VrtnatIONSEWVamea 3 0',SEW Vatolon Roshak Ridge-RW Design 'oM9�. ,o��,..e,oa,� sea..,s Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 on 3 FAISEW Ma 1 OUSPW V•sionl..SEW Vann..ID MEW Vann 3 ObISEW,nion"UMW Van.1,NSEW Van..I MASEW Version 30 MEW Vmsbn I WM?Vemon 1 0 AISEW Von.3 ONSPIV Venion 1 ONISEW Vmierkl 0 MEW Vemon J.SEW Vernon 3 0 MS.V*1 0 MEW Vernon 3 0.SEW Varnon 3 0 MEW Volum 3 0 MSEIV Venenl 0 BEEVII*10 ,mMSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time. Fri Jan 1410:35:272022 JAM -113\Polygon-I13'05\AnalysiPolygon-113305-6ft-slope.BEN Vero.1 at � �o��`- ^oM:ew,...<,oM<Ea,...o„sew,....,o WEN,....,o.ern,.�,o aw..m„be�Y J ` RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [Ib/ft] connection connection strength, strength, strength, break pullout strength name break, pullout Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [lb/ft] 1 0.67 266 0.90 0.62 733 5054 3800 N/A 2.76 N/A 19.03 N/A 14.30 Stratagrid.. 2 2.00 206 0.90 0.47 733 3793 3800 N/A 3.57 N/A 18.45 N/A 18.48 Stratagrid.. 3 3.33 147 0.90 0.31 733 2532 3800 N/A 4.98 N/A 17.21 N/A 25.82 Stratagrid.. 4 4.67 109 0.90 0.15 733 1261 3800 N/A 6.71 N/A 11.53 N/A 34.74 Stratagrid.. RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [It] [Ib/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [Ib/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] 1 0.67 340 0.90 0.50 733 4043 3800 N/A 2.61 N/A 11.89 N/A 12.05 Stratagrid.. 2 2.00 270 0.90 0.37 733 3035 3800 N/A 3.36 N/A 11.22 N/A 15.27 Stratagrid.. 3 3.33 202 0.90 0.25 733 2026 3800 N/A 4.64 N/A 10.01 N/A 20.65 Stratagrid.. 4 4.67 155 0.90 0.12 733 1009 3800 N/A 6.19 N/A 6.51 N/A 27.19 Stratagrid.. AISLW Roshak Ridge-RW Design �,oa.� Page 10 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 ,pion 3 0 MEV/Vouion 3.0 MEW Vorsioal0 WV/Von.]3 0 MEW Vernon MASEW V*3 01.13.EW Van..1 0 MEW Van=1 0 MSEW%Wen 3 0119.E4/Venien 1 0 AMY,Vet.*10 NASEN Version,01.16EW Velma 3 0 AISEW Venion 3 0 NISEW Varian I 0 1.1511W Mon 3°MEW V*I°MEW Venioe 3 0 µSEW Von*3 0&MEW Vanua]01.19EW Vdmon 3.0 MEW Van.3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date Fime:EW n Fri Jan 14 10:39:492022 Vernon oaser,ao.o:,<ew,....,ease,.,.„.,o,��,,.„„o.,.4ew,..n.,o use,,.,„„os�V.,.„.,o..,EwV J,\,,,RiPolygon\Polygon-113\Polygon`113.05\Analysis\Polygon-e 13`05^4ft-slope.BEN AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design • Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: • Company's information: Name: GeoDesign,Inc. • Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tpierce@geodesigninc.com Original file path and name: J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Poly 113-05-4ft-slope.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Vow.3 saes Yemen,oasF.,Vams„oOW Vernon,o.s04/Vomit oases. 0 MEW V....,DaSEW Vanua,1,a3eaV®.,,e,ae., MIS.V e.,0a.ea,... ”A.SEW Yuman I 0 MSEW Verney,oMSS/Venom.3 oa,e.,Vara=3 ONISEW Von=„o MEW Vernon oa,ew„nl..,,a.eaV..n.,0KISEW..<n.g.� ,.EWV.. In Roshak Ridge-RW Design Page 1 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Ivemen l o MSEW Vann JOMEW Vernon).n MSEW Venom in UMW tenon)n We,Ve on30MSEW)umn)rMSEW'anonSDMSEW'.mm.)U MSEW Venal°MSEW Vernon)0 MSEW'men 3&ISM Vernon)n MSEW Yemen)o MSEW Vernon)oMSEW Va.m)eMS.vmun).0 WV/canon)O MSEW)mwn l o WU'anon)o MSEW v,man)0 MSEW vanon to MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10.39.49 2022 J:Uv1-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-slope.BEN SOIL DATA REINFORCED SOIL Unit weight, y 140.0 lb/ft Design value of internal angle of friction, 1 38.0° RETAINED SOIL Unit weight, y 115.0 lb/ft Design value of internal angle of friction, 4) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, yesei,,. 115.0 lb/ft 3 Equivalent internal angle of friction, 4)equiv. 32.0° Equivalent cohesion, c equiv. 0.0 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, Ni=64.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.3518 (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 y=30.21 SEISMICITY Maximum ground acceleration coefficient,A=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.6062 Kae(Kh=0) =0.3108 A Kae=0.2954 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. Velma 01/6CW Ma.30W Roshak Ridge—.RW Design a "MEW non M Page 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vernon.,MS., 1011SEWVern.10619.Vrance"MEW Veaos,0 MEW VereanlOMSEW Vanua 16MSEW Yemen 30113MV 011SEMUI.SEWVemon3OMSEIVVrmoelOAISEWVenion 30143.Worm)OMSEWU 30,ASPW Yarnell,ONISEAV,ni.301.1SEW Vinous 3.0 MEW SemenIOMSEW Vora=1“lSEW 4,6=30 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:39:49 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-054Unalysis\Polygon-113-05-4ft-slope.BEN Yawn,MILNYVanum&WM V•noonl XISEWV•eaa10hISPion'anee)0145./l'aeanSOMSEVIVerean,01.13EW IMO DM,/Vgroae30,1SENVVoninft 30 MEV Vernon 30 MEW Venion°MEW Voreen IOMMY Vance 10MSCWV•fspOOKSISWV•ao•30.19PWVallotIOLISEWV•reenfaMSCW Venia•SONSEW Vaasa 1 ONSEW Vers.SO INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult llb/ftl 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80•tar4 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 0.0 1.0 20 K/Ka 3.0 Oft 1.00 0 3.3ft 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 26.2 32.8 Vanua"MEW Vallee 10 MEM Verne.LAMM Vim%30169119,1•81.10 MEW Vows 301,50W JOILSENVV•nsen30,1913WV•ses I 0.2W Vdmar00 WM MAIO 1/SEIV Vonwat)0 Wet,Venom,el...M.0mill OPMEW yams 30.1312W Vamon%OWEN.,Venue 0 MEW,*0 IISCW Vero%IOKSEW Vamp Van.16MSBAV Yawn]0 Roshak Ridge-RW Design Page 3 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:39:49 2022 J:\M-R\Polygon\Polygon-113\Polygon-113.05Unalysis\Polygon-113.05-oft-slope.BEN INPUT DATA: Facia and Connection f s (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) i' Depth/height of block is 1.00/0.67 ff. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is if=135.00lb/ft' 4E 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 0.50 1.00 0.75 - s`; 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 I Tmd Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (I) CRu(2) a CRu a CRu a CRu a CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRs a CRs a CRs a CRs a CRs . 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A i I. s (I)a=Confining stress in between stacked blocks[1b/ft 2] (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout 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 Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A . i . Vernon IONSPW Vonon101.19SW Mon 3 F.SEW Vent.30 MEW Vaexa 3 0 MEW,anott"MM.V.I.la MEW Vane.)0 NISEW Vreton la MEW MI JO WV,Venn 30 MEW Van.3 OWE,/Velma,0 NOM Vann,..PW Yemen]OhISIT,Wow',0 AISEW Yoram 3 01.151rit Valem 30 tASEW Van..3°MEW Vane!,3 01.4SEW 44geow 3 OUSEW Vawael0 Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vmio,orsEWV.mo.3ahI,eaV. ,o?MEW,.*01,13EN,1.mo"MEW,.nia.la MEW Veme.,0M,EI., vasea,eto.ABM,. 3°MEW Verginn 30MEVV. .)aNI,EW Vernon,OREMVe,..,oKUM Von*,oM,ISWVonie oM,IVe...,o11,ew,. .,o,1501,1, ,BoaM',ai ]0.,,ew,..eh,Oa=Ew ,1/ • MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime: Fri Jan 1410-..39:492022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-slope.BEN ',.,a,.5E4,Velum MINSEWVaatork. . w,eraon.&Feu,., ,o AISPWIM.WM,Vor...okIsEwV..a.3o,..<ew VMS.o1nea,....,o.CSewV.m,Iowew,.mn,0 MEW Ma.,onueo, oILSEWV.s= MEewV.,n..ob,ewVem,owe. w,oNISew,.reo.,owsEV,.ree,.,ousew,..on,o MEW Vernon ( INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 4.00 [ft] { Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=3.50 ft} Batter, w 4.5 [deg] Backslope, (3 17.0 [deg] Backslope rise 4.0 [ft] Broken back equivalent angle,I= 17.00° (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lb/ft 2] ANALYZED REINFORCEMENT LAYOUT: • SCALE: 0 2 4 6[ft] ^°° Roshak Ridge-RW Design Vasa.� �'Vernon^wEa,e,,,,a MEW,..,.,owew,.�,.,aN,eEa Page ES of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 AOMSEW 'n^'uENy '^usE u� �'vy '^, ^MEw 'Vo WEN, 0 ,,N - 5V 'aEw, .,oN,�..,aN,ea, , MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:39:49 2022 JAM-RU'oI �on\Po on-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-slope.BEN Y6 lYg ANALYSIS:CALCULATED FACTORS(Static conditions) ' Bearing capacity,Fs=8.38,Meyerhof stress=681 lb/ft2. Foundation Interface:Direct sliding,Fs=2.919,Eccentricity,e/L=0.0310,Fs-overturning=5.62 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 0.67 3.50 1 18.89 4.39 22.73 22.725 10.334 2.061 0.0112 Stratagrid.. 2 2.00 3.50 1 17.63 6.82 35.33 35.329 9.117 2.766 -0.0242 Stratagrid.. 3 3.33 3.50 1 13.04 15.06 78.01 78.007 8.584 4.060 -0.0740 Stratagrid.. ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=4.35,Meyerhof stress=956 lb/ft2. Foundation Interface:Direct sliding,Fs=1.567,Eccentricity,e/L=0.1547,Fs-overturning=2.52 GEOGRID CONNECTION `l 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 0.67 3.50 1 12.03 4.17 19.41 19.415 6.583 1.146 0.0971 Stratagrid.. 2 2.00 3.50 1 10.60 6.40 28.95 28.949 5.481 1.732 0.0068 Stratagrid.. 3 3.33 3.50 I 6.60 13.49 56.20 56.205 4.341 3.359 -0.0706 Stratagrid.. Roshak Ridge-*RW Design �o��`�'oM3�`�'o��`�e'oMSE �" Vernon .150WPage 6 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 • Vance"MEW Vau.,o.132,Vann 30,SP,,an MEW Vero=,ou,E.Venn.,o,ew,nem"MEWVend. MSEV/Vanan3011SEIV VenonJOAISEW,ms..,ea,Ea, IONSSY., ,eMSEW*kJ 0M,HWV.®.3o.13 Vance"AGM Von.,a sw,..men 3o.ew,..psoe,oM,ea,.an.,o.a, lark.'MEW*,0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design V Present Date/Time:^Fri Jan 1410D39:492022KSEW,anon � Im^oa:�..,.�ou�`��oa.�,�a��`-ro^a� ,Mw ors `vp'1 om.eo,�e, ,o tw,J:iM-R\Polygon\Polygon-I13iPolygon-113-05Analysis\Polygon-113`05-4ft-slopeBEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 5703 4156 [lb/ft 2] Meyerhof stress, 6v 680.9 956 [lb/ft 2] Eccentricity, e 0.11 0.55 [ft] Eccentricity, e/L 0.031 0.158 Fs calculated 8.38 4.35 Base length 3.50 3.50 [ft] SCALE: 0 2 4 6[ft] Vernon Yam.30/614.IVemon 30!AM,aneptIoXISE,,,mon 1 n MSEVII erook.10P1SEWVasienlOYSPWVemon.NISEWUmplon10,1SIV Vanonll AiSPW,men IONSEW Vames OMSEW Vomeal OMSEW V...0 MEW Yawn Roshak Ridge-RW Design ��,o�,�,.�,a��,.�.,o�,ea,.,u.,otia�,,.m„oM,�,Page 7 ol0 MEW*f 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:39:49 2022 J:SIN-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-slope.BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) ' Along reinforced and foundation soils interface: Fs-static=2.919 and Fs-seismic= 1.567 - # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 3.50 2.061 1.146 1 Stratagrid-SG550 2 2.00 3.50 2.766 1.732 1 Stratagrid-SG550 3 3.33 3.50 4.060 3.359 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0310, e/L seismic=0.1547;Overturning:Fs-static=5.62,Fs-seismic=2.52 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 3.50 0.0112 0.0971 1 Stratagrid-SG550 2 2.00 3.50 -0.0242 0.0068 1 Stratagrid-SG550 3 3.33 3.50 -0.0740 -0.0706 1 Stratagrid-SG550 Me 3.130WV•mos"MEW -RW Design O �'o.Ew�n'N�g Verona 1 OMSEW Verson"MEW Vam.1011SEW Vdreaa I 0.EW Venom IONSSEV,Vamps 3 ONSEVI Wm.30 MEW V.nual3 0.PW Mem IOMSEW Van=3 0.EW Vasco 3 0?MEW Vanan101.13EVVemen10 YEW Vernet 3 ONISEW Vinton 3 V WM*, Roshak Ridge Page 8 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:39:49 2022 1:Uri-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-4B-slope.BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [1b/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 3800 167.19 42.77 N/A 22.725 N/A 19.415 Stratagrid.. 2 2.00 3800 107.55 35.55 N/A 35.329 N/A 28.949 Stratagrid.. 3 3.33 3800 48.71 28.34 N/A 78.007 N/A 56.205 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # 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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 167.2 42.8 3.23 0.27 1727.8 N/A 10.334 1382.2 N/A 6.583 2 2.00 1.000 107.5 35.6 2.68 0.82 980.5 N/A 9.117 784.4 N/A 5.481 3 3.33 1.000 48.7 28.3 2.14 1.36 418.1 N/A 8.584 334.5 N/A 4.341 Roshak Ridge-RW Design Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vern"MEW Vnion,ONIS.V.eon 10 KISEW VelvimIONSEW Vawen"MEM(MI 1 OFISEWV•reen 3 0 MS.,Valim3 0 1,1SEW',eon 3 nISF4'Vemon 3 0 MEW Veto.3 I AISENV Venn 3 01.19EW Vnsien 1 0 MEW Yemeni ID IASEW Wane 30 WSW Mt 1 ONSEW Vernon 3 0 NASEW,raav"WSW Valson 3 OMSEW Vane,OUSEW Vet.=3 0 MEW Von.1.e MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10.39:49 2022 J:1M-R\Polygon\Polygon-1131Polygon-113-05\Analysis\Polygon-113-05-4ft-slope.BEN RESULTS for CONNECTION(static conditions) • Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall - Elevationforce,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [lb/ft] [lb/ft] 1 0.67 167 0.90 0.39 733 3158 3800 N/A 4.39 N/A 18.89 N/A 22.73 Stratagrid.. 2 2.00 108 0.90 0.23 733 1897 3800 N/A 6.82 N/A 17.63 N/A 35.33 Stratagrid.. 3 3.33 49 0.90 0.08 733 635 3800 N/A 15.06 N/A 13.04 N/A 78.01 Stratagrid.. RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [Ib/ft] Specified Actual Specified Actual Specified Actual [lb/ft] [lb/ft] 1 0.67 210 0.90 0.31 733 2526 3800 N/A 4.17 N/A 12.03 N/A 19.41 Stratagrid.. 2 2.00 143 0.90 0.19 733 1517 3800 N/A 6.40 N/A 10.60 N/A 28.95 Stratagrid.. 3 3.33 77 0.90 0.06 733 508 3800 N/A 13.49 N/A 6.60 N/A 56.20 Stratagrid.. • • Roshak Ridge-RW Design Page 10 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 enton OMSEW Vernon 1 0 MEW Vanes J 0 MEW Vow,IASEN/vs*. NOM Velmon 0 NOM Vella.1.13”/Verno•10 W.Yemen 0 MEW Von.10 MEW treason PASEW V*3 0 WM Vernon I 0 MUM V•mon 30 MEW Vanua 3 01.4513W Vamps J 0 WASEW VAtopp 0 MEW Van=0 MEW Verlean 0 NUM Vernon I MEW Vernon MEW Vornan10 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10.40:36 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-I 13-05-8ft-foundation.BEN AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: Company's information: Name: GeoDesign,Inc. Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tp i erce @geodes igninc.com Original file path and name: JAM-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Poly 5-8ft-foundation.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. tam OW./Vamen,a.ea Varnon 0MEW a,o.ASEW,,,..,"MS.Vonan,o14, Van.3nMEW ,.,ISEW Voss.,,.ISaa Vgnaen,.UMW a3011H, n 0 MEW Vmn30 MEW Velma 3 RASE,Vernan 3 0NM Verson ob,SW velum 0 FISEWVelsion,0Mew,.—.,oaEWVn .AIM,Vnio.,0M,SY Vanen, Roshak Ridge—RW Design Page 1 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 .......a.. ...,,.e,. ......d, ...kA.... ,..—..,.ve..,,,.,.a.�,".,..,..d�.�.......,. .....��, ,.„„ ,.,—.. ..,....w„�............ ....<.d. ...,..d. ,..,<.a, — ,. men,O.E,VVemen,oM,EWV...,oMEW man,owew,. 1016{SEW Vernon3OMSPw,.. ,oM=EW...-,ONSEW,M kISEIVVernes,o,1SEa..ls.3OM= la.3 0 NOM Verno aAI,ew Vernon,oM=HWV. ,oMSawV. .,oM,EWV. ,0AMY,MI,ob=EW,.raaD,0 MEW,-...,OM=EW...-.M,Ea,nm.,0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design •1 V Present Date/Time vFri Jan 141040:362022�Vernon oM,eaV-...�obs�...,.,o.,s�,. ..sea...�o. ,.��o,g�..-.,o.a�,V.-.,o o JAM -l13\Polygon-113-05\Malysis\Polygon-113-05-8ft-foundationn.BEN ms OMSEWVerson IONSPW moon ii SOIL DATA REINFORCED SOIL Unit weight, 'y 140.0 lb/ft 3 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) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, 'ya,w,,. 115.0 lb/ft 3 Equivalent internal angle of friction, 4)egwv 32.0° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, tlt=64.00° (see Fig.28 in DEMO 82). `ggt 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=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.4134 Kae(Kh=0) =0.2780 A Kae=0.1354 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. is '1 f. Roshak Ridge-RW Design Page 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 11111111111111011 Vann 3.0116110.,Veme•01.41.0W Vara.0 WW1*,01.13[Vi Vaykon 0119LVIVanacm 0 ANEW Van.3 ONSENV Venial.30 MEW Val...3 0 UMW Vernon IC MEW Vemon 0 MEW Vendon'OWEN,/Vance ObISEW ONISEW MSENYVtotaa 3 0 MEW Vamon)0 MEW V*JO MSEW Vemon 3 0 FISEWVansen 0 AIM,Vonien3 0 MEW Vaunt)0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Vernon PresentDate!Fime: n-113-05\ nalysis -FriJan1410.40:362022 -mon oNeQW`�^onsPW oMs�`-�0e1GEw`�n_0e15 EW`-n.0M5�Vern.oMs�V` '0.SV Vero.OAISPW Vernon 1 OMSEW Vernon 1 0 Af,00/Votnon AIM/Vanes,'/d9 PWVanson J:\M-R\Polygon\Polygon-113\PolygoA \Polygon`11305-8ft-foundation n.BEN } INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult FIb/ftl 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80•tar4 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 3.3ft 1.00 L[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 Veto.°MEW Vasnon"MEW Varna 01118•LIM 1 ONISEW Vanos 0 MEW 0 hISCWVareee 1.115W vareaft"MEV/1*1['MEW Vocnen 1 0 tASPAY Vernon 30!WIEN Vannen 1 NSEW Veen. MEW Vain=0.131/Vtanca"WV/Yam*0 AMY/Vavien.313W Van..10 61313W 30 SiSeW Va..3 0 MEW Van.30 MEW lfl Roshak Ridge-RW Design Page 3 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 1410:40:362022 JAM-R\Polygon\Polygon-1131Polygon-I13-051Analysis'Polygon-113-05-8ft-foundation.BEN Vwwen 1 0 EOM Vrtawn101444WValwee 1 0 PASEW,wvoe 1 0 NISEWIM 14.4411,anna I 0 MEW Veraen 1 0 MEW Vddva410.PW Vona.1.ISEW Vseon IOUS.,Vernon)0 LISEW Velum,0144414 Yawn 1 OKISEW Yaw=1 0 ACM Vemon1014SEWVamen 1 0,ASPW',am 1 0 MEW Vornon,014444,wwwp 1011SER`Veuen 1.14444Vmmea 3 0 1.4SEW Vwwen10 INPUT DATA: Facia and Connection f (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is 7f=135.00 lb/ft 3 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 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 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a 0) CRu(2) a CRu a CRu a CRu a CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRs a CRs a CRs a CRs a CRs 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A (1)a=Confining stress in between stacked blocks[lb/ft 2] (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout 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 Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 . N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 W+r ..,.3.0MEW Mon"MEW Vamp>owEW.. .,owEa,�.,e,neW Venue)owe,.-,.JOs„Ew Venom.o LIMY,.t*,o,,,E,Velma,a�,Ea,..�,aM, „�.,0WM,Vetaien 1.0.15EIV Venam C.KISEW Wroian 30 P1SEW V•ro.l.“49.E.IV V�,.,oweW, .,o.n Vamp].IONSEWV•maa 10 USEIN Vanio*3(.614EW Von*a MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:40:362022 JAMR\Polygo\Polygon-113\Polygn-113-05\MalysisPolygon-113 05-8ftfoundatio.BEN Yoram i Verson o.,=e„...,.,o,,,e,. ,aysew,. „we,.a,,,owew‘m.owe,.,..,owewV,„.ao o -fn.JO INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 8.00 [ft] { Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=7.50 ft} Batter, w 4.5 [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 0.0[lb/ft 2] OTHER EXTERNAL LOAD(S) [II ] Isolated Load,Pv-d'=3000.0 and Pv-1'=0.0[lb]. Length of footing,L=30.0[ft], and width,b= 1.5 [ft]. Distance of center of footing from wall face,d=5.8 [ft] @ depth of 1.5 [ft]below soil surface. ANALYZED REINFORCEMENT LAYOUT: [11• SCALE: 0 2 4 6[ft] ',me"MEW Vdelon JO NIS./Vampe)0 NISIEW,nos IONISEW Vern.10,44CW Vanier.IONSSV Vamp. 143.,Vanes 301.101,11epl°MEW Vdmon 30 MEW Venda 3 IIMSEW Ven.ina ONSEW Vemen101.1.58W Venion 01.1512W OLLSEW VanDs101.15Wil Va.*"MEW Vernon 30 MEW Van.ONIS.EW Varapttl WV',Volta.1 OMEN Vanaon Roshak Ridge-RW Design Page 5 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:40:36 2022 J:\M-R\Polygon\Polygon-l13\Polygon-113-05\Analysis\Polygon-113-05-8ft-foundation.BEN ANALYSIS:CALCULATED FACTORS(Static conditions) Bearing capacity,Fs=6.56,Meyerhof stress=1240 lb/ft2. Foundation Interface:Direct sliding,Fs=3.044,Eccentricity,e/L=0.0742,Fs-overturning=5.17 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 0.67 5.50 1 21.32 2.25 11.65 11.655 16.291 2.068 0.0607 Stratagrid.. 2 2.00 5.50 1 21.41 2.76 14.30 14.297 14.904 2.497 0.0376 Stratagrid.. 3 3.33 5.50 1 21.34 3.53 18.31 18.309 13.179 3.175 0.0180 Stratagrid.. 4 4.67 5.50 1 21.31 4.95 25.64 25.644 11.483 4.387 0.0032 Stratagrid.. 5 6.00 5.50 1 16.04 6.20 32.13 32.127 7.425 7.524 -0.0081 Stratagrid.. 4 1 ANALYSIS: CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=2.97,Meyerhof stress=1843 lb/ft2. Foundation Interface:Direct sliding,Fs= 1.592,Eccentricity,e/L=0.2135,Fs-overturning=2.19 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 0.67 5.50 1 13.24 2.13 9.78 9.776 10.116 1.086 0.1771 Stratagrid.. 2 2.00 5.50 1 13.01 2.60 11.80 11.803 9.054 1.325 0.1147 Stratagrid.. 3 3.33 5.50 1 12.57 3.30 14.78 14.776 7.760 1.703 0.0642 Stratagrid.. 4 4.67 5.50 1 11.88 4.55 19.87 19.871 6.398 2.384 0.0264 Stratagrid.. 5 6.00 5.50 1 8.77 5.68 24.55 24.547 4.060 4.068 0.0001 Stratagrid.. i Van=1 0 MSEW Velma 30 MEW Vamon IP MEW,erno•3.11VIVaTiou 3 0 1.13¢W Vamen 10 kISPW Vanaen 1 0 MEV/Vora.10 neSEIV ValoonlOkISEW Vallee 3 0113E9/%Wm%1 0 USENV Vernen 1 II AISPW Veal=1 0 MEW Wm=30 MEW V•map 3 0 MSS/Mon 3 MS.,Vaaan 3°MeV/Vanum 10.0W,rsloa 3 0 MOW las 3 0 MEW,rean I 0 MSEW Vanes 1 0 Roshak Ridge-RW Design Page 6 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Nrogrimi MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fria Jan 14 10:40.362022 3\M R\Polygon\Polygon-113\Polygon-113-05\Analysis\\Polygon-113 05-8ft-foundation.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 8138 5474 [lb/ft 21 Meyerhof stress, 6V 1239.8 1843 [lb/ft 2] Eccentricity, e 0.41 1.17 [ft] Eccentricity, e/L 0.074 0.214 Fs calculated 6.56 2.97 Base length 5.50 5.50 [ft] [II ] SCALE: 0 2 4 6[ft] I —I Roshak Ridge-RW Design Page 7 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Van 10 MEW V.v.3 0 MEW la 3 0119LW V.niat 1 0 MEW Van..3../SEW Verm.3.0 AfSEV,a..3 0 11513.1....,..ISCW,nual 0.EWVernoill 0 NISEW Vdmov l WHEW Yemen 1 0 AGE,/V•esion 1 0 MeV Vt...3 0 MEW Wes...0 MEV Verdian 3 0 MSEW Vent.3 0 MEW Vow*.MEW Vamp.le 1.13.B.,arnan 3 011SCW V*sioul 0 MEW Vernet..0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime:Fri Jan 14 10:40:36 2022 J:\M_R\Polygon\Polygon-113\Polygon-113-05Wnalysis\Polygon-113-05-8ft-foundation BEN Va.,.1 0 ABM Vernon 1.9¢W Vv.*101.M Vane*1 0 MEW,rium10µ3.,areen.0 MEW;aft.WM Vase...MEW V•mon 3*WM Vamp.1 0 MEW Vanas 1 0 NSEW MI ONISCV/Mos 1 0 MEW Yoram 3 0 NOM Venal C.SISW Venal,DIASEW VaramMISEM1VIM 0 1.19[WVereon10 1.151,W Venn.3 0.ISCW Vaao.1 0 ABM lam,. r. DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) ' Along reinforced and foundation soils interface: Fs-static=3.044 and Fs-seismic= (.592 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.50 2.068 1.086 1 Stratagrid-SG550 2 2.00 5.50 2.497 1.325 1 Stratagrid-SG550 3 3.33 5.50 3.175 1.703 1 Stratagrid-SG550 4 4.67 5.50 4.387 2.384 1 Stratagrid-SG550 5 6.00 5.50 7.524 4.068 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0742, e/L seismic=0.2135;Overturning:Fs-static=5.17,Fs-seismic=2.19 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 5.50 0.0607 0.1771 1 Stratagrid-SG550 2 2.00 5.50 0.0376 0.1147 1 Stratagrid-SG550 3 3.33 5.50 0.0180 0.0642 1 Stratagrid-SG550 4 4.67 5.50 0.0032 0.0264 1 Stratagrid-SG550 5 6.00 5.50 -0.0081 0.0001 1 Stratagrid-SG550 Roshak Ridge--RW Design Page 8 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 V.I.3 0149¢W Van.3 0 NUM Vernon 3 0/MEW V•naosa 3 0 MEW Vernon 1 0 MEW Vamp&3 OAISPW Vemon l 0 NISEW,aman”M1ISEW Vona*3 0 MEW Vert.1 0 MEW Men.MSEW Yemen 1 0 AISEV MI 1 0 MEW Vemen3 0 MEW Yemen 3 0 MS.Yemen 3 0 MEW Vern=3 0 FISEW VernoR 3 0 MSEW Vernal 3 011SEW Vann,0 FISEW Venim•3,MEW',men 30 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime: Fri Jan 14 10.40:36 2022 J:\M-R\Polygon\Polygon-113\Polygon-I 13-05\Analysis\Polygon-113-05-8ft-foundation.BEN 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 0.67 3800 326.01 94.00 N/A 11.655 N/A 9.776 Stratagrid.. 2 2.00 3800 265.76 84.21 N/A 14.297 N/A 11.803 Stratagrid.. 3 3.33 3800 207.52 74.43 N/A 18.309 N/A 14.776 Stratagrid.. 4 4.67 3800 148.16 64.57 N/A 25.644 N/A 19.871 Stratagrid.. 5 6.00 3800 118.26 54.78 N/A 32.127 N/A 24.547 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # 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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 326.0 94.0 5.23 0.27 5310.8 N/A 16.291 4248.6 N/A 10.116 2 2.00 1.000 265.8 84.2 4.68 0.82 3960.9 N/A 14.904 3168.7 N/A 9.054 3 3.33 1.000 207.5 74.4 4.14 1.36 2734.9 N/A 13.179 2187.9 N/A 7.760 4 4.67 1.000 148.2 64.6 3.59 1.91 1701.4 N/A 11.483 1361.1 N/A 6.398 5 6.00 1.000 118.3 54.8 3.05 2.45 878.1 N/A 7.425 702.5 N/A 4.060 Vennim/P.M VAaton"MEW Yarn=1 0 AISUW Vanon 3 0 MEW Vame)&MEW Vero-21130MM Vm•en 1 0 AISCW Veraen 3 0 MEW Vernon 10\ISM Ms I 0\MEW Vern.1 0 MSEW Van.1 0 MEW Vanen 1 0 NISEW Yemen 3 0.EW Va.m,JO FISVW Vault.3 0 NUM Yam)0 MEW Vanno 1 0 MEW Va-non 1 0 NISEVI VItu.3 0 MEW Vale.3 0 MEW Van.3, Roshak Ridge-RW Design Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 NOMMIENIMMIMMINIIMMOMMININIr Mr Venial 1 t?NM Van*3 0 MEW Yuri=3.0 MEW Veirion 3 0 NISENVValiattl 01.11EW V...1 0115811/Vol*lf,MEW Venal 1 0 WED!Vera.)O MEM Valis10\ISLW Venielk 10 KUM Venianle MEW Von,a 3.0 MEW V*3.3FW Vtrsion 3 0 NISMV Vet*I.0 hISEVIVrtia IA NSW V.*"MEW Venn.I 0 KUM V•reim 3 OAISEW Vernon 3 0 IBM Ver.=3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:40:36 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113.05-8ft-foundation.BEN 'Men 1"ISM Vervon101.69EWVome 3 0 NISE,V,pov10,13MV,Ren 1 0 AISEW Van.3 0 MEV,Vag.,0/NSW Verman 3 0 MEW Veraen10113”/Vsomi MISPW Vomit,01.14flii NM 3 0 ALSCW Velma 10 P.M VeromnIOKISEW Vasam,0 ABM Vans,ONISPW Yawn 1 0 MEV Vamp,0 AISEW Vern.1 0 MS."Vernon 3 0 MS.,Venlon...EV,V.roen 3 6 N - RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax • # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] • 1 0.67 326 0.90 0.85 733 6951 3800 N/A 2.25 N/A 21.32 N/A 11.65 Stratagrid.. 2 2.00 266 0.90 0.70 733 5690 3800 N/A 2.76 N/A 21.41 N/A 14.30 Stratagrid.. 3 3.33 208 0.90 0.54 733 4428 3800 N/A 3.53 N/A 21.34 N/A 18.31 Stratagrid.. 4 4.67 148 0.90 0.39 733 3158 3800 N/A 4.95 N/A 21.31 N/A 25.64 Stratagrid.. 5 6.00 118 0.90 0.23 733 1897 3800 N/A 6.20 N/A 16.04 N/A 32.13 Stratagrid.. RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [Ib/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] 1 0.67 420 0.90 0.68 733 5561 3800 N/A 2.13 N/A 13.24 N/A 9.78 Stratagrid.. 2 2.00 350 0.90 0.56 733 4552 3800 N/A 2.60 N/A 13.01 N/A 11.80 Stratagrid.. n 3 3.33 282 0.90 0.43 733 3543 3800 N/A 3.30 N/A 12.57 N/A 14.78 Stratagrid.. 4 4.67 213 0.90 0.31 733 2526 3800 N/A 4.55 N/A 11.88 N/A 19.87 Stratagrid.. 5 6.00 173 0.90 0.19 733 1517 3800 N/A 5.68 N/A 8.77 N/A 24.55 Stratagrid.. ii Vim.I 0 PASIMVemea 1 0 ISIBW Vara.10..1 Vann 10 NSPOI Vernon 1 DUSEW Van.30 MEW Vaman10 NOE,'Vernon 10 MEW VffeeR I 0 MEW Vamea MISPW a 3 0 MEW tam 3°MEW Verma 1 0 MEW Vleoes I O MP Yam]I 0 NISEI/Mem 1 0 MEW Vaal=3 0 KIM/',mon 3 0 NISEW Vernon MISEW Vernon 3 0 MSEW Va..10 LIM,V•rane 10 Roshak Ridge-RW Design Page 10 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 mon 0 MEW VA,.OM./VeniAt 0 AISEW Version" VAN..NAM Vaion 1 0 NAM',mon 1 0 MEW VoreA110 AMA Vonal.3 0 MAW Vara 1 MEW VafeenIONSEA*3.01441441Vemen 0 IASEW VAzion3.°MEW Venial 3.0 MEW 3.0 RAEW Vasa 30 AMY Valion DAISENVIAnon 3.01.15EW VARA11.0 NAM Vont.1 0 BASEW l'avon 10 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:41:12 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-1 I3-05-6ft-foundation.BEN erAan 10E<,Ew,ar,0 AMA Vanes,,oeAea.- m ME W EWVerA.,aM:ea.-.,.1 a w .a 0ASF .. .,eEw.. 10E5E a — Vaal0ASEAM...aASSYVs*.�0MAWWan 1.6eV. 1°MAWV..n,0RISAVV-. S.,.LAM MAISedV.nn.,e.AeW Vann,0 MEW Va...,obsEWV.m.,ox.Fa...,. • • AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: Company's information: Name: GeoDesign,Inc. Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tpierce@geodesigninc.com Original file path and name: J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Poly 5-6ft-foundation.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. IMAM Van=0 WSW Venom"MEW mRoshak�Ridge-RW Design - Page 1 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. EW..-.,o'6eWt�e'oA�V�'^��`ry'^MAW V�'oMSENV�'o�MV.�'ota�Vm'o�EaV�'0W�`�LicenseonumberNMSEW-301512 Copyright ,8.2 AD. ,..�.Engineering, License..number W.-3, Yemen 3.131SW Vernon 0 MEV Va..10 MSEW Van.,0 MEW Vm 0 NISPW,reon 10 MEW tan/0 MEW Vann 10,13PVIVetnanl.SEW Van.3 0 NISEW Vatnen)0%ISM Vanes 1010EW Vellum,0 AISEW Vemon DAISEW Wow,0 NISPWVermon*ABM V.I.3 MS.,Vernon 10 MEW Vernon 0 MS.`,Vol.%,0 HS./Vanon OIASPVIVano•n • MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-113\Polygon-I13-05\Analysis\Polygon-113-05-6ft-foundation.BEN Yemen 1 o MEV/Vam.Inn./Velma,ORISHW Vensem+o UM.mon 10 MEW Venom 0 AISEW wan 10 MEW Vamn 10 NSEWV•on10115E ,.mn 311MSFa t..n.13.45ewV.nan1 C.usew v®owew vw.un3nw¢NVema.)0usewvm.mao MSEW Vomit)e Nsew,....1ou3ea,«..,0 MEW Vann.0 uxew V..m 10 MSEW la 10 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) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, 'yeawv. 115.0 lb/ft Equivalent internal angle of friction, 4)egwv. 32.0° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (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)=0.3073 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) l BEARING CAPACITY Bearing capacity coefficients(calculated by MSEW): Nc=35.49 N-y=30.21 SEISMICITY Maximum ground acceleration coefficient,A=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.4134 Kae(Kh=0) =0.2780 21 Kae=0.1354 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. P vm„,reNaewv®mn 0NsM Won Roxsew,..-.0Nsav,.,m.,0 ANEW,®an/0 NSW Vaemn,0!SEW Vemn,a Nsea'.en 0 MEW Yemen,.IrsE,v,e.en30?MEW Vend,ONSE...mm.30Nsew Vanes,ONsea Vernon,omsEIVV.mee 0 MEW Vernal ousew Vance.0 MEW Vero..0MEV/Vann Ro NUM Um 30 MEV/,.mn Ro Roshak Ridge-RW Design Page 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vornon,...#1/Yawn."MEW Vernon 0 MEW Vernon,0 MEM Vamp 30115EV Vernon 10119CW Venom 0 MEW\al 011SERY 1,37.110111PW Yen..3.15PW Vero.0 MM.,*3 0 NSEIV Varen 10 MEW Venson ALS.Vemon 014SEW Vasion 0 5,1313W Vortion 0 MEW Vernon JO MEW Vereon3.8#0/V.*3 D 149E,V Vonses 3 0 I#360/Yonne 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-I13\Polygon-I I3-05Analysis\Polygon-113-05-6ft-foundation.BEN V...."PIM/V.m..5[01V....x0 WWI*,.owe....n...owe.-. .,01.5m.....>.0Nsea.....J0.EWVs...,o.is[P,...n.,owEW.an.,oe MEW Vernon OWE,/Vanua o.,SEWVenal ONM Velma 3 0143#.•VasmIONSIV Vasie# WEN,Versa,oMEV Vamp.o.uEA.....,.MO,Vanes.o.Z�,.... INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ftl 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80•tar4 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 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 9.8ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Veen.,0 AWN Vernon 0 MEW Vance 30 MEW Vamp.,0.00W V•mon 0 MEW Van.0 MEW Vmen 0 MEW Vow.D MEW',mon 3 0 MEW Vasiu(thiSEW Voman 30 MEW Van=3 El MEW Von.311MSEW Yemen,1".158gl Mon E.WIS.,Vague 311MISPIVerweskl 01#5.11rn 1,0 MEW',mon 0 MEW Vegan 0 MEW Vona.,016EW Venom 30 Roshak Ridge-RW Design Page 3 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Moe 0 WM V*."MEW Velma.0 MEW Vern 3 OMSEW Voles 0•ISEW Varnan OMMVVer•en 0 IBM Vanes 3.0 MEW Vamen 0 MEW Van.]0 MEW Vers.0 MOW Vrtron D1.13¢W Voame°MEW Venal 1 0 NISEW Vernon OMER'Vernon°MEW Vaion 0 NM/Vonion 0 WM Venan 0161SPW Vm•a•10 µSEW Yemen,0 MEW Vanie•30 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-foundation.BEN Vernon I 0 MEW Vernon 0?AMY Vernon 0 FISEVIVenboo 1 0 MEW lan10115CW Vera OMSGV/Venue ox:ew,..,.,o MEW,...."MEW la,oeaew,.n„oa,sew„m.,0 MEW V.mooraewV.e.omew Vance 10 MUM V..e.,.o NM/Vow.3owed,.,-..o�CW Verona>O MEW,..,..o MEW....,.,o IBM,..,, • INPUT DATA: Facia and Connection (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is Yf=135.00 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 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 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (I) CRu(2) a CRu a CRu a CRu a CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRs a CRs a CRs a CRs a CRs 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A 0)a=Confining stress in between stacked blocks[lb/ft 2] (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout is reduced to 80%of its static value. DATA (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-113\Polygon-I 13-05\Analysis\Polygon-113-05-6ft-foundation.BEN • INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 6.00 [ft] { Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=5.50 ft} Batter, c0 4.5 [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[Ib/ft 2] OTHER EXTERNAL LOAD(S) • [11 ] Isolated Load,Pv-d'=3000.0 and Pv-I'=0.0[lb]. Length of footing,L=30.0[ft], and width,b= 1.5 [ft]. Distance of center of footing from wall face,d=5.8[ft]@ depth of 1.5 [ft]below soil surface. ANALYZED REINFORCEMENT LAYOUT: [I1 ] ••ri rom• • SCALE: 0 2 4 6[ft] I Vanon 30 AISEW Vire3.30/613111,Vm 30 MEW',moo lOPOEW,rnon"MEW Vatnon IONISEW Vernon.SEVI Vernon 10 MSEW Veme10119f W Vnion NISEW Vernon 30 AISE4V Vernon 1 MSBV Yemen]0 MHO/Vemonl 0 KAM/Vernon]0 NISM Vernan 3 0 MS./Veman OMSEW,a10144EVIVetnon 3.15EW NM 3 OMSEW Vdesvnll,b1SEVIVsmon10 Roshak Ridge-RW Design Page 5 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Vemon MISEWVaplon 30 AISEW Varian 3 0 hISPW Velum 3....V1'areon JO MEW Vernan 1 OMSEV/Vemon IONSEW Vont.JO MEW Velma',MEW Vemen101.13EW Venom 3 0 LISEW Van."MEW Vernon,OPMEIV Vete.3 0 A1SPW Venion 3 OMStWV•rom 1 0 N1SEW Van.3 0 MS.Vent=3 0 MEW',mon 3 ONISEW Vetnen 3 OFISEW Valmn 3 OMSEW Vemon 3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-foundation.BEN Venom,a.ss.woade.,.../V.,.-,o�..w.....,OMEN V�VAISCWVenaos,H.:IWVent.n,oaeewV.o=10YISewV.m.,n.E.P7 Vermeil,o.eeW la 10MSewV..n.3o ewVan.)°MEMVernon ISEW Me IOMSZWV.La..o.SewV. ,o.ISew Vernon,o EW..,...,a Beat...r,"HMVV.m.10 u:ewV..e. ANALYSIS:CALCULATED FACTORS(Static conditions) . Bearing capacity,Fs=7.79,Meyerhof stress=894 lb/ftz. _ Foundation Interface:Direct sliding,Fs=3.423,Eccentricity,e/L=0.0548,Fs-overturning=6.52 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 0.67 4.50 1 21.32 3.09 16.03 16.026 13.284 2.419 0.0402 Stratagrid.. 2 2.00 4.50 1 21.41 4.14 21.45 21.445 11.680 3.272 0.0175 Stratagrid.. 3 3.33 4.50 1 21.35 6.18 32.04 32.037 9.887 5.093 0.0036 Stratagrid.. 4 4.67 4.50 1 18.94 11.01 57.04 57.044 7.239 10.348 -0.0021 Stratagrid.. tl ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=4.24,Meyerhof stress=1211 lb/ftz. f Foundation Interface:Direct sliding,Fs=1.769,Eccentricity,e/L=0.1713,Fs-overturning=2.67 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 0.67 4.50 1 13.39 2.93 13.55 13.554 8.345 1.251 0.1315 Stratagrid.. 2 2.00 4.50 1 12.99 3.89 17.69 17.685 7.085 1.690 0.0683 Stratagrid.. 3 3.33 4.50 1 12.15 5.72 25.21 25.213 5.626 2.597 0.0260 Stratagrid.. 4 4.67 4.50 1 9.49 9.84 40.81 40.811 3.627 5.276 0.0034 Stratagrid.. l; l i F. E 1 C S I Roshak Ridge-RW Design �e - Page 6 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 i MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:41.13 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-foundation.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 6961 5139 [lb/ft 2] Meyerhof stress, 6v 894.0 1211 [lb/ft 2] Eccentricity, e 0.25 0.77 [ft] Eccentricity, e/L 0.055 0.171 Fs calculated 7.79 4.24 Base length 4.50 4.50 [ft] ( 111 i 1 h.izfP6a.,atkifGi iF fst rtlax..d aF' SCALE: 0 2 4 6[ft] I ) Roshak Ridge-RW Design Page 7 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:41:13 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-foundation.BEN Vero..as,.SLWI'—m.o.11ew,.0m,eM.,ew.-.-,owe,1...-,owrw..,...,ONISEW.-..,oMEW Vomit 1oM.¢WV..0..e.1s0V,Vanes,OMEN,V.-„0o�ew..m.1o.,.5ewV..-.,o AISEWV..-,oMSEW Vowel,.aµ.E,V..-,oM EWYeme.0ME,Vera=10 MEW V-.-10 MEW V..->o MEW...a louse./%a DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=3.423 and Fs-seismic=1.769 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 2.419 1.251 1 Stratagrid-SG550 2 2.00 4.50 3.272 1.690 1 Stratagrid-SG550 3 3.33 4.50 5.093 2.597 1 Stratagrid-SG550 4 4.67 4.50 10.348 5.276 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0548, e/L seismic=0.1713;Overturning:Fs-static=6.52,Fs-seismic=2.67 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 0.0402 0.1315 1 Stratagrid-SG550 2 2.00 4.50 0.0175 0.0683 1 Stratagrid-SG550 3 3.33 4.50 0.0036 0.0260 1 Stratagrid-SG550 4 4.67 4.50 -0.0021 0.0034 1 Stratagrid-SG550 Vernon"M. Mew Roshak Ridge-RW Design Page 8 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 . Vemon 3 0 NISFW Vann IIAISEW V*1.0 MEW Vanua 3 OWEN Vanum 30 NUM Van I°MEW Van*A 0?ATM V.I.3.0 NSEW Vow.3 0 MS.EIX Vanes A°MEW%Ma I 0 IBM Vernon 3 0 AISLW Veroion 3.0113EVI Ven,m0.0 MEW Version 3.0 NISISW Vara,..313W Vernon 30 MSEW I*,010M I,*3 01.14PW Van MOM Yoram,0 MEW NM 3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design VaPresent Date/Time: Fri Jan 14 10:41:13 2022OAJ:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-6ft-foundation BEN 'S� RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [lb/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 3800 237.08 64.85 N/A 16.026 N/A 13.554 Stratagrid.. 2 2.00 3800 177.18 56.50 N/A 21.445 N/A 17.685 Stratagrid.. 3 3.33 3800 118.60 48.15 N/A 32.037 N/A 25.213 Stratagrid.. 4 4.67 3800 66.61 39.74 N/A 57.044 N/A 40.811 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual r Elevation Ratio [lb/ft] [lb/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [Ib/ft] Fs Fs [Ib/ft] Fs Fs 1 0.67 1.000 237.1 64.8 4.23 0.27 3149.4 N/A 13.284 2519.5 N/A 8.345 2 2.00 1.000 177.2 56.5 3.68 0.82 2069.4 N/A 11.680 1655.5 N/A 7.085 3 3.33 1.000 118.6 48.2 3.14 1.36 1172.6 N/A 9.887 938.1 N/A 5.626 4 4.67 1.000 66.6 39.7 2.59 1.91 482.2 N/A 7.239 385.7 N/A 3.627 • Vernon 3 0 MBE.'Vamon 3 0 MEW Yana,JORISEW Vanon I 0 MEW roma)0 MEW Vane&3 OMSPW Van.1011SEW Vert.101613PW Vosion101.41,V.kon 31 MISEW Yawn 30 PISEWVmen 3 6 MSFOI Yemen,0 AISPW Vara 30100W Veil*3 0 MEW Roshak Ridge-RW Design �.,oN,��'0��`�'ota�,�n'ouSeW1�"o�� Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 r ..n w - ,,.,.,,.. ,.,n, ,,reed, ., -, -..--,..,.„--_......... ....-, ,.-- ,.--, ,.-.-- --,,, ,.,,- -.,- „-- ,...,-, ,..,-„ „-o_. .,. Vetnon 3 0111EVIVeeson"MEW Vence I 0 AISEV,nton I 0 MEW Vaniot,3 01ASEW MI.1 0 ILISEW',non 3 0 XISEW Volum 3 0 MEW Vavles 3 OXISM Vernon 1 II/MEW Venn.101ISEW Verven Ill MEW Vomit I 0 NOSY Venim I.6EW Vernon 3 01.MM 1 0 MEW Val Old.SEW Vernon 3 0 AISEW Veva.1 0 MEW Venom 3 OAISEW Vetaan 3 OMIEW Vanes,0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:41:13 2022 JAM-R\Polygon\Polygon-1 13\Polygon-I13-05\AnalysisPolygon-113-05-60-foundation..BEN Vernon o s�Y0Me.,Va MEW WON Vanua �`�0A1S�1�na P.M,.m,aM�`�oM�,..,�aM.M,..m,aMe«,m oM� oM PWV oM:� 1OM:� M.eV MSV, MSEW ,0M:�„ ,oMs . ,M rm, ,I RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [Ib/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [lb/ft] [lb/ft] 1 0.67 237 0.90 0.62 733 5054 3800 N/A 3.09 N/A 21.32 N/A 16.03 Stratagrid.. 2 2.00 177 0.90 0.47 733 3793 3800 N/A 4.14 N/A 21.41 N/A 21.45 Stratagrid.. 3 3.33 119 0.90 0.31 733 2532 3800 N/A 6.18 N/A 21.35 N/A 32.04 Stratagrid.. 4 4.67 67 0.90 0.15 733 1261 3800 N/A 11.01 N/A 18.94 N/A 57.04 Stratagrid.. RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [lb/ft] [lb/ft] 1 0.67 302 0.90 0.50 733 4043 3800 N/A 2.93 N/A 13.39 N/A 13.55 Stratagrid.. 2 2.00 234 0.90 0.37 733 3035 3800 N/A 3.89 N/A 12.99 N/A 17.69 Stratagrid.. 3 3.33 167 0.90 0.25 733 2026 3800 N/A 5.72 N/A 12.15 N/A 25.21 Stratagrid.. 4 4.67 106 0.90 0.12 733 1009 3800 N/A 9.84 N/A 9.49 N/A 40.81 Stratagrid.. r' $f II 'Y Ig .y; t'{ 0 is i '3 , f: a,Mew Vernal,o MEW,..m10 MEW'.n.,o.ISFW,on=30MM Vann,0M,EVVann IPMSEW Vesen11,15EW..K,,,301.1aro,Vwnen 3 0 ABM Vamon 1 oa,M,..m„0MsPOI Vance 10 MEW V.,,..,,o,.s�Venom>o�¢1,Vimen101150W',non10MEW....I0.MEW,....3o!MEW.....InMENU JOILSEWV..a„n Roshak Ridge-RW Design Page 10 of 10 • Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 mien MAISEW Vernon IONS./V*10 MSEW Vemoe 1 0 MS./Vali.IMSENV',non 30 AIMVVa.1 011SEW Ve•*•30 AISEW V.1.1.0.EIV Venbel 0 IJSEIV Vatien”6ISEW Venban 3.0 MEW Yampa I 0 MSEW Vela 3.0 NOM Verries MM..'Vnal 0 AISMV Van*3 0 RdS¢W VentoR 1.0 MEW Vas.1 0 MEW V•mon 3.0 MEW Vernon 3 0113¢P,M 3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:42:35 2022 J:\MR\Polygon\Polygon-113\Polygoon-113-05\Analysis\Polygon-11305E4ft-foundation.BEN oM,ew I • AASHTO 98 ASD DESIGN METHOD Roshak Ridge - RW Design MSEW(3.0): Update# 14.95 PROJECT IDENTIFICATION Title: Roshak Ridge-RW Design Project Number: Polygon-113-05 Client: Taylor Morrison Designer: TAP Station Number: Description: Company's information: Name: GeoDesign,Inc. Street: 703 Broadway Street Suite 650 Vancouver,WA 98660 Telephone#: 360.693.8416 Fax#: 360.693.8426 E-Mail: tpierce@geodesigninc.com Original file path and name: J:\M-R\Polygon\Polygon-I 13\Polygon-113-05\Analysis\Poly 5-4ft-foundation.BEN Original date and time of creating this file: Tue Jan 11 13:17:32 2022 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. V.mo.,0AdewVm-,,0II,L Yawn,owI.,non 3 0 trISE4,4rmen,o NISEW, 3.SEW Vernon,0 MEW',ea.,0M,aa Vona=,.MEW Varaa I0MEW Vero.3AMEW �..M,EM,Woman I0NM.,V..30NM/Vernon)0 MEW VA 01.448W Vernon 10 MEW Varnas30MEW Vote.,o PASEIV Var.10NIsea—.,.WE.'Vera., Roshak Ridge-RW Design I Copyright©1998-2015 ADAMA Engineering,Inc. Page 1 of 10 License number MSEW-301512 Wpm,0NMI Mom,.<ACIE, ISEWI 1ONSH„ AMY,_.:.ol Ian/,..:,.30MEW Veriek3014981VV....301eLW.61.4.3014HW Vernon,e%MEW Vernon,a MEW Yew.)OMEN V 0 MEW Yawn INSEWVarmon 3.13EWVaroaSOMSEW,.- LISHWVaosoa RI,MVV.00.,a11,ea,..:.,,01‘,E,,...e." MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:42:35 2022 J:15.4-R\PolygonTolygon-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-foundation.BEN SOIL DATA • REINFORCED SOIL Unit weight, y 140.0 lb/It' 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) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, ye4ui... 115.0 lb/ft 3 Equivalent internal angle of friction, Oequiv. 32.0° Equivalent cohesion, c equiv. 0.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2379 (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)=0.3073 (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 y=30.21 SEISMICITY Maximum ground acceleration coefficient,A=0.157 Design acceleration coefficient in Internal Stability: Kh=Am=0.203 Design acceleration coefficient in External Stability: Kh_d=0.203 => Kh=Am=0.203 Kae(Kh>0)=0.4134 Kae(Kh=0) =0.2780 Kae=0.1354 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. 30..,Yemen 3 0 MEW Jemo•"MEW Venus I 0 aelrAl I'denoa ONSEVI Va..1 WEN Van.ORISEIV VozoR3 0 MEW Vonsoat10.PW tan I n Vanem30IISEW Vnion"MEW Velma 1011SEW Vann 30KSEW Vomen ONISEW Yampa 30 NMI Vomn 3.38W Vonao•301.151SW Venom 0 NMI V.I.1 0 MEW Vernon 30 NVEW Vs..10 Roshak Ridge-RW Design Page 2 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Venion 3.0 LISEW Vernon 3 0 MEW Ye*1 0 WSW* NISPVIVenies JO WEN'Vet,.0 MEW Vemen NISEW Vemon 1 0 MEW Vamon MEW Vomps.SEW Vesen I 0 MEW\Mal OMSENV Va.3.0 MEW Veal...EV/Venion 3.0 MEW Vecriae)01.191. 10 NOM Version 10 PASQW Volvos 1.01.13PW Van*,HMV Vame 3 0 NISEW Vaal, MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:42:35 2022 J:\M-R\Pol ygon\Polygon-113\Polygon-I13-05\Analysis\Polygon`113 05-4ft-foundation.BEN Venen ,ew ,M M,ew oeMer MEW M.eV ,oAIwe ,M:ea o MEW YgoMew oM:ew I Mew , oM ea, INPUT DATA: Geogrids (Analysis) a DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 8150.0 Durability reduction factor,RFd 1.30 Installation-damage reduction factor,RFid 1.10 Creep reduction factor,RFc 1.50 N/A N/A N/A N/A Fs-overall for strength N/A Coverage ratio,Rc 1.000 Friction angle along geogrid-soil interface, p 21.33 Pullout resistance factor,F* 0.80-tar4 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 1.0 2.0 3.0 Oft 1.00 0 3.3 ft 1.00 Z[ft]6.6 6.6 ft 1.00 9.8ft 1.00 98 13.1 ft 1.00 16.4 ft 1.00 16.4 19.7 ft 1.00 26.2 32.8 Mat,01.13¢W Van=OP/50W VArnon Oltil}W Varma I USEWVano•0 MEW Vama I 0 hISEW Van.n MEW 4,13.13061HW Von.I,MEW Vnion 1.4SEW Vernon 1 0!AMY Vomon MO/Mt 0 NOSY Veal=3 0 MS.Velma 0 IOW Veniem JO MEW Vernon 0M1ISENVVarma OMB,/',mon 0 MEW Veme•011SEW Vim.10 MEW Vanes n Roshak Ridge-RW Design Page 3 of 10 Copyright©1998-20I5 ADAMA Engineering,Inc. License number MSEW-301512 y-.,...,.,, ,....d., ,..,..d, .a.,.,u.._.,..��. ,..,.m, ,...�., Man 3 0 MEW V.I."NMI Vtraon 1°MEW Van..1 0 MEW Van.%3 0 MEW Votonn 3 O NMI tan 1 0 MEW Vms.n 3 0 MSE91 Van.I I kISEW Venen 1 0 NSEW Vim.,0 AISEW la IONISE,/VxnenIO.EW Vernon 3 0&MEW Yemen 1 0 MSEV/Vennon 1 0 USFW Velem 3 0 MEW Vernon 3.SEW V...3.510,Vanen 1 0 MEW V•sma 3 0 NSEW Ve..10 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time:Fri Jan 14 10:42:35 2022 J:\M-R\Polygon\Polygon-1l3\Polygon-113-05\Analysis\Polygon-113-05-4ft-foundation.EEN mew,....,. INPUT DATA: Facia and Connection ' (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) • Depth/height of block is 1.00/0.67 ft. Horizontal distance to Center of Gravity of block is 0.49 ft. Average unit weight of block is if=135.00 lb/ft 3 Z/Hd To-static/Tmax Top of wall or To-seismic/Tmd Z/Hd 0.00 l 0.25 0.00 1.00 0.50 0.25 1.00 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 Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a (1) CRu(2) a CRu (3. CRu a CRu a CRu 1044.2 0.90 2506.1 0.90 N/A N/A N/A N/A Geogrid Type#1) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 Cr CRs a CRs a CRs a CRs a CRs 0.0 0.00 1044.2 0.90 N/A N/A N/A N/A (I)a=Confining stress in between stacked blocks[lb/fig (2)CRu=Tult-c/Tult (3)CRs=Tpo-c/Tult In seismic analysis,Tc-pullout 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 Stratagri.. N/A N/A N/A N/A Durability reduction factor,RFd 2.00 N/A N/A N/A N/A Creep reduction factor,RFc 5.00 N/A N/A N/A N/A Overall factor of safety:connection break,Fs N/A N/A N/A N/A N/A Overall factor of safety:connection pullout,Fs N/A N/A N/A N/A N/A Vans 10 IASEW Vernon,0 HMV Vornen"MEW I;3 DRUM Vama 3 0145EW Vanua 1 OMSEM Vaeon I 0 MEW Vow.3 0 MSPW Vwean 3 0 MEW Van.3 0?AMY Vorenn 30 MEW Vernea 3 0 MEW Vance 3 OUSE,/Varnan"WM MR 3°MEW Yam 30.8W Vemon 3 0 1,1401•1,nwal 0 MEW Vass.1 0?AM Vernon 1 0 MEW Vdtesa 3 0 MEW Vona 3 0 Roshak Ridge-RW Design Page 4 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 Wynn,o.,sPW Yemen,o,iSEWV.-..,o,ISM,....,o MEW, )oAESew,.mo.,o MEW,. 10 MEW Vation 30 HMV,....,,,1ERW,..,.,0 MEW,rtrio.,o MEW V. 0NNW Veg.,oAI,ENV Yemen 3.0MEM*lb MsEWV,.,,,a MEW V., .0 EV,. „o.gew,.Ae„OM,eaVernon...,Ve 30 MEW,.n1 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design VnPresent Date/Time: Fri Jan 1410:42:352022 'o^J.�.{_R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-l13-05-4ft-foundation.BEN oMa� .�� INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) • Design height,Hd 4.00 [ft] {Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=3.50 ft} Batter, w 4.5 [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 0.0[lb/ft 2] OTHER EXTERNAL LOAD(S) [I1 ] Isolated Load,Pv-d'=3000.0 and Pv-I'=0.0[Ib]. Length of footing,L=30.0[ft], and width,b= 1.5 [ft]. Distance of center of footing from wall face,d=5.8[ft]@ depth of 1.5 [ft]below soil surface. • ANALYZED REINFORCEMENT LAYOUT: [II ] SCALE: 0 2 4 6[ft] Vernon 1 0 N/SEW Vaal.10 MEW Vamps 0 bl5PW 1M 0 MEW Vamon 0 NIS ENV,enon 10 NSE V Vernon 0 AISEW l'enon.a MEW',mon kl,,,rernas NSEW V.I.”ASEW Vans=01146W Vernon 3 0 MHO,Yemen)0MSEW Veman 3 0 MEW Yemen]O Roshak Ridge—RW Design MEW ,oM� m,o MEW.a ,o�s�w. E W Vaman Page 5 of 10 • Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 W Vanon 3 0 MSEWVanns 3°MEWS*0 UMW Vercurs 3 0 MEW Vnaortl 0 ABBY Vnnon 1 0 NSEW Vnam 10 MEW Veman 1 0 tASEY,Vrtnon 3 0!MEW Velma,0 MEW Mr,1 0 ALSEYI Vemon 3 0 NIS.Vellum 3 OMSEVrIamen/01.06W Value 1 0&ISM Version IOW.,Venan 1 0 MU/Van.3 01.15EW Van.IONISE,'V•mon 3 0 MSEW--¢Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/rime:Fri Jan 14 10:42:35 2022 J:\M-R\Polygon\Polygon-113\Polygon-l13-05\Analysis\Polygon-113-05-411-foundation.BEN Vamon,o.1,aw Yawn aSewW.,owSEWVo=,o MEW Venom,oeISEWVa.a.,orsew Yemen abSMI a.,SEW...on 3MAW V•„e..a.SEWV...,,,a.,:EW Vernon a.,SeaV.,.�„0 MSEW Vemee 1 OWEN/Yoe=.0MSPO1V.-.,0W,ea,v...,10wCW,M,l a.RewV..,.l 0 MEW V•man 1 a MSEW I' on,o.o�1 ,a� ANALYSIS:CALCULATED FACTORS(Static conditions) Bearing capacity,Fs=13.47,Meyerhof stress=560 lb/ft2. Foundation Interface:Direct sliding,Fs=5.236,Eccentricity,e/L=0.0175,Fs-overturning=14.87 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 0.67 4.50 1 21.31 4.95 25.64 25.644 13.321 4.001 0.0094 Stratagrid.. 2 2.00 4.50 1 21.41 8.28 42.89 42.890 11.636 6.840 -0.0002 Stratagrid.. 3 3.33 4.50 1 21.41 24.72 128.03 128.028 9.917 20.661 -0.0020 Stratagrid.. ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs=10.78,Meyerhof stress=626 lb/ft2. Foundation Interface:Direct sliding,Fs=2.704,Eccentricity,e/L=0.0683,Fs-overturning=6.04 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 0.67 4.50 1 13.75 4.72 22.11 22.105 8.593 2.055 0.0444 Stratagrid.. 2 2.00 4.50 1 12.69 7.74 34.78 34.777 6.896 3.488 0.0122 Stratagrid.. 3 3.33 4.50 1 9.06 20.98 80.35 80.346 4.197 10.534 -0.0006 Stratagrid.. ygy :E - !1: , le' V.ow.o.newv-r,oWev//.®.owaw,Voi 10 MEW Vernon 3 CAISEW Van.,ovs¢w,.mn t o MEW MEW Va.nn.ausear Vann,au,aw,..o.”15EV V�.,OMsty Ma,omsew Velma,owax Vann)oveew Vanua,Owav,..w,oru¢w ranee,0 MSEW amn)0 WV,vamp.)0 MEW V.see 10 Roshak Ridge-RW Design Page Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 ,napoa.. .. { MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time. Fri Jan 14 10:42.35 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-l13-05-413-foundation.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 7544 6749 [lb/ft 2] Meyerhof stress, av 560.0 626 [lb/ft 2] Eccentricity, e 0.08 0.31 [ft] Eccentricity, e/L 0.018 0.068 Fs calculated 13.47 10.78 Base length 4.50 4.50 [ft] [I1 ] 1 SCALE: 0 2 4 6[ft] k <i Roshak Ridge-RW Design Page 7 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 MI 3 0 NUM Yoram MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date rime:Fri Jan 14 10:42:35 2022 J:\M-R\Polygon\Polygon-113\Polygon-113-05\Analysis\Polygon-113-05-4ft-foundatio.BEN —♦ DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=5.236 and Fs-seismic=2.704 M # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 4.001 2.055 1 Stratagrid-SG550 2 2.00 4.50 6.840 3.488 1 Stratagrid-SG550 . 3 3.33 4.50 20.661 10.534 1 Stratagrid-SG550 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static=0.0175, e/L seismic=0.0683;Overturning:Fs-static=14.87,Fs-seismic=6.04 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.67 4.50 0.0094 0.0444 1 Stratagrid-SG550 2 2.00 4.50 -0.0002 0.0122 1 Stratagrid-SG550 3 3.33 4.50 -0.0020 -0.0006 1 Stratagrid-SG550 . Vance Roshak Ridge-RW Design M1a�,�,`�'oMg�`�'^u9�`�'o��V�"„SeW`�,GAMEY/ Page 8 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 ,--Mechanically`Stabilized Earth Walls Venal o n o' , V�3 0eEM`n�'^M�� m.,om� ,M�, 'o,� � . sV�e, V._.,,MEW M.�,. , ,..n. MSEW 'Roshak Ridge-RW Design Present Date/Time: Fri Jan 14 10:42:35 2022 J:1M-R\Polygon\Polygon-113\Polygon-113-05 Analysis\Polygon-113-05-4ft-foundation.BEN V,...,o.ISewVa.m1 o.SCWV•I�„011SEW..e.,o MEW Ver o�ew.-.a.,oasEWVm,.,Vero. ...:ewV..,o�ewV... ..e,0MEMVer, 30MEWV....,0 MEW V....,0 MEW Yemen]°aEWMe 0 ®,1MEWVe0Y.,e91V.s. , e . VAMP . , ,a.oWMVtrea.ae/V..., . 0 E.. 0MEWVa=1MV.... RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [lb/ft] [1b/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.67 3800 148.16 35.58 N/A 25.644 N/A 22.105 Stratagrid.. 2 2.00 3800 88.59 31.00 N/A 42.890 N/A 34.777 Stratagrid.. 3 3.33 3800 29.68 26.42 N/A 128.028 N/A 80.346 Stratagrid.. RESULTS for PULLOUT Live Load included in calculating Tmax # 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] [lb/ft] Fs Fs [lb/ft] Fs Fs 1 0.67 1.000 148.2 35.6 4.23 0.27 1973.6 N/A 13.321 1578.9 N/A 8.593 2 2.00 1.000 88.6 31.0 3.68 0.82 1030.8 N/A 11.636 824.6 N/A 6.896 3 3.33 1.000 29.7 26.4 3.14 1.36 294.3 N/A 9.917 235.4 N/A 4.197 I Roshak Ridge-RW Design Page 9 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 enJOAI1E/Vann.OWE/Vernon,oM.Ew,omen,e EwJano.>aMEW>erno.,.,EwVernon1..15EW Vernon AOINSEW Vernon 3D.Ea>ern..,,1bSEN Van.>o,ASEWV,sIo OMSEW Yemen,OMER'Velma 30,15EW Vernon 3 ONISEV,Vernon 3°MSEW Yemen 30MSBW,mom JOMSE.Serum 10M,Ea,-.,.30„=Eu1.ea.31,+3Ea,. 3 0 MSEW--Mechanically Stabilized Earth Walls Roshak Ridge-RW Design Present Date/Time. Fri Jan 14 10.42.35 2022 1:\M-R\Polygon\Polygon-I13\Polygon-113-05\Analysis\Polygon-113-05-4ft-foundation.BEN �`. Vmm10.11E/Ve.,en,o.ISEwwmo1011.5Ew1 ,oPASPw,.uen 1 OAISEWlPoe.>ou:EWVeam.,oM:Ew>..,eJO MEw>..a,o.SsEWVernon 30 MEW VInlen IOMSEw>.m,>aMSPW Velum,o>,sEW Mao 10J„P,Vero=10 NOVA V..n,n„o.1:Ew Yawn„01.45Ew>.ma101.65Ew>.,.a.IOM,Ew>.r...>0MJSV Venom 10 MEW Voman o RESULTS for CONNECTION(static conditions) • Live Load included in calculating Tmax .# Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [Ib/ft] [Ib/ft] 1 0.67 148 0.90 0.39 733 3158 3800 N/A 4.95 N/A 21.31 N/A 25.64 Stratagrid.. 2 2.00 89 0.90 0.23 733 1897 3800 N/A 8.28 N/A 21.41 N/A 42.89 Stratagrid.. 3 3.33 30 0.90 0.08 733 635 3800 N/A 24.72 N/A 21.41 N/A 128.03 Stratagrid.. { RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Available Fs-overall Fs-overall Fs-overall Elevation force,To factor for factor for connection connection Geogrid connection connection Geogrid Product [ft] [lb/ft] connection connection strength, strength, strength, break pullout strength name break, pullout, Tc-break Tc-pullout Tavailable , CRu CRs criterion criterion [lb/ft] Specified Actual Specified Actual Specified Actual [lb/ft] [Ib/ft] 1 0.67 184 0.90 0.31 733 2526 3800 N/A 4.72 N/A 13.75 N/A 22.11 Stratagrid.. 2 2.00 120 0.90 0.19 733 1517 3800 N/A 7.74 N/A 12.69 N/A 34.78 Stratagrid.. `] 3 3.33 56 0.90 0.06 733 508 3800 N/A 20.98 N/A 9.06 N/A 80.35 Stratagrid.. ] ti a FR , Fi 1 I: 1.� ,,i yl l V.mu>o M16/Vmm10l4411W Vmmn,oM1EW Varna,oMSEw,-.m30 MEW Jemn,OMSEW4emnJOM6E/4een10MSEW{Weep,o1s11 Vamp"MEW JmmI"UMW Vernon]O MSEW Venn,OMSEW Mos I OMSEW V.enn10M1EWVman>0 MEW Venn,CASE/Jm,o 16Ew>mum I OMsewlame 3 OMSEW Jenm>o MSSY',mon. Roshak Ridge-RW Design Page 10 of 10 Copyright©1998-2015 ADAMA Engineering,Inc. License number MSEW-301512 ,. nd, -,•__.,n,m. ,.,.,anb ev.__, .na m,.__,n,,a, .n a.a, ,e-,_ ,n a- ,n ] Polygon-113-05 12 Block Cornerstone Block Wall - Static Color Name Unit Cohesion' Phi' Weight (pst) (°) (pcf) Cornerstone Block 135 20 Native Silt 115 0 32 j Reinforced Soil 140 0 38 15 Retained Soil 115 0 32 10 House Surcha 1-1,000 psf •1.84 ht • • ogees , • _ #�I 5 1 •----•-+1 Stratagnd SG550 Geognds 64 • • • • • • • • • _ -5 -10 -15 -20 0 10 20 30 40 50 60 70 80 90 100 Distance Polygon-113-05 12 Block Cornerstone Block Wall - Seismic Color Name Unit Cohesion' Phi' Weight (psf) (°) (pcf) Cornerstone Block 135 20 Native Silt 115 0 32 Reinforced Soil 140 0 38 15 I j Retained Soil 115 0 32 10 House Surcha-ge-1,000 psf 401.43 rA • • a • • a - • 4-I 5 Stratagnd SG550 Geognds Horz Seismic Coef.:0.157 CD _ -5 -10 -15 -20 li 0 10 20 30 40 50 60 70 80 90 100 Distance • fl , Polygon-113-05 12 Block Cornerstone Block Wall - Seismic Color Name Unit Cohesion' Phi' Weight (psf) (°) (pcf) LJ Cornerstone Block 135 20 [ Native Silt 115 0 32 i Reinforced Soil 140 0 38 15 H Retained Soil 115 0 32 House Surcha-ge-1,000 psf 1.43 10 0yI • • • • . • • • • .441 Stratagrid SG550 Geogrids 4-+ }� .+.may q Horz Seismic Coef.:0.157 .- 0 110. 1 i[;, • • • • • • • • •4 I -5 -- -10 -15 -20 0 10 20 30 40 50 60 70 80 90 100 Distance Ps .y s,» ._ A Polygon-113-05 12 Block Cornerstone Block Wall - Static Color Name Unit Cohesion' Phi' Weight (psf) (°) (pcf) i Cornerstone Block 135 20 [ I Native Silt 115 0 32 Reinforced Soil 140 0 38 15 17 Retained Soil 115 0 32 House Surcharge-1,000 psf •1.84 10 h + o • . a e . . . e Iil � 9ILLIi 5 - Stratagnd SG550 Geogr ds l 11,44 .a) -5 -10 -15 -20 I I I I 0 10 20 30 40 50 60 70 80 90 100 Distance