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Plans (29)
CITY OP TIGARD RECEIVED REVIEWED FOR CODE COMPLIANCE AUG 9 2016 Approved: f L.1.-------- CITY OF TIGARD OTC: [ j BUILDING DIVISION Permit#: ! 12 t.E- en t-'2-- Address: Address: gyp ► : itt).c .- Suite#• A, . „m ill BY: A &CLDate: OFFICE COPY # ` ; I It - i4. 301 1 ..,. `" .�1 -6 �t I -` t , 4 SLOG) `: r M t i I EROSION CONTROL NOTES F , .401100,091• sit , tC312. r411110":44.01k, --„,At. tr_ z=ice • i , 4...... ..I '�'. 1._- i M ,101,NOiE >- s� x .. 3c �1 a Ira*-� i Lit! Q f i 1 anu. Cad , 4710*. .....4'' eca- 9A' s . .,. .�..- -....f— a ' % BLDG ' I� ro7own we 0 J O �. .C303 1 Y i 1 f �j _ c303 C30 • = o co"' { '...a•t t �,`,`• ,,. }s. {{ fi ^ � II r "C" e, ' 1."- 5 a — ,..,,,,,,.....,,,,,,r.„...,,,,,,," .;,,,,r.r m' _w • I _ T# A� a s it u 1 �. a �9 � 110 °.� r - , i 0 C30 4-14_ - r—' �$: . r, 1- !fit .. N..... ------ .�6 Afevik Figs .� iiiA 1 :.= ( „`' t --- Ails l,lx ,2 ,....,4, Co'Q ', , .� 5E filitAn. ..,__�..�.. w , of C300 c> CITY OF TIGARD Approved by Planning Date: 9101 / R to Initials: Oil f' July 19,2016 HGSI Project No, 15-1858-29 Based on the attached calculations,the proposed walls will have adequate factors of safety against sliding, overturning, bearing capacity failure, internal failure, facing failure,and global instalilityzprovided that our recommendations for wall construction are followed. HGSI is available to monitor retaining wall construction, including verification of suitability of bearing r" lyinek-p rrren reinforcement type, length and spacings;drain installation, backfill placement-and eomption. Construction procedures should be in conformance with applicable wall and geogrid manufacturer's recommendations. w ♦a ..:•::::,.: .;.,e-mux `, - .,.. UNCERTAINTY AND LIMITATIONS We have prepared this report for KeyWest Retaining Systems, for use in design of this project only. Sufficient geotechnical monitoring, testing and consultation should be provided during construction to confirm that the conditions encountered are consistent with those indicated by explorations. Recommendations for design changes will be provided should conditions revealed during construction differ from those anticipated, and to verify that the geotechnical aspects of construction comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, HGSI executed these services in accordance with generally accepted professional principles and practices in the field of geotechnical engineering at the time the report was prepared. No warranty, expressed or implied, is made. The scope of our work did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic substances in the soil, surface water, or groundwater at this site. _0.0 We appreciate this opportunity to be of service. Sincerely, HARDM -: CHNICAL SERVICES INC. .37 5.. � GINE . �g•r. w ` A. GREG,N %„z. 7•�q-1rb de BER25 4P" L.HARD EXPIRES: 06-30-20 Vi Scott L. Hardman, P.E., G.E. Geotechnical Engineer Attachments: Figure 1 —Site Plan by Others Figure 2— Lock and Load Wall Typical Detail—No Traffic Surcharge Figure 3 Lock and Load Wall Typical Detail— With Traffic Surcharge Retaining Wall Calculations(40 Sheets) 15-1858-29 Tigard Apartments WR 3 HARDMAN GEOTECHNICAL SERVICES INC. HARDMAN GEOTECHNICAL SERVICES INC. Practical,Cost-Effective Geotectrucal Solutions July 19,2016 HGSI Project No. 15-1858-29 Ken August KeyWest Retaining Systems PO Box 1049 25455 SW Grahams Ferry Rd Sherwood,Oregon 97140 Submitted in digital format(pdf)via email Hard copies will be mailed on request Subject: GEOTECHNICAL ENGINEERING ANALYSIS LOCK AND LOAD RETAINING WALLS TIGARD APARTMENTS TIGARD,OREGON In accordance with your request,Hardman Geotechnical Services Inc. (HGSI)prepared this report containing results of retaining wall analyses for a Lock and Load retaining walls to be constructed as part of the proposed Tigard Apartments in Tigard,Oregon. This letter report presents wall stability calculations,and also includes geotechnical recommendations for wall construction. Current plans call for a mechanically stabilized earth(MSE)type retaining wall to be constructed throughout the site(Figure 1). The walls are to be constructed using Lock and Load blocks,and will support level backfill with and without traffic surcharges. Figures 2 and 3 show typical Lock and Load retaining wall details appropriate for various wall heights,without and with traffic surcharge loading,respectively. DESIGN CONSIDERATIONS Where applicable we used a traffic surcharge of 250 psf,equivalent to 2 feet of additional fill soils, in accordance with local practice,to the portions of the wall along parking stalls and driveways. It should be toted that the Lock and Load walls have not been designed for building surcharges. It appears there is sufficient distance between the proposed buildings and the Lock and Load walls so that a surcharge condition does not exist. We recommend using a 1:1 projection between the base of the Lock and Load wall and the outside,lower edge of the nearest building footing,to evaluate if a surcharge condition exists. Where necessary,the building foundations may be deepened to meet the 1:1 setback requirement. Otherwise, HGSI should be contacted for additional analysis of Lock and Load walls that will need to support building foundation surcharges. 10110 SW Nimbus Avenue,Suite 13-5 Tel(503)530-8076 Portland,Oregon 97223 Mobile(503)575-5634 July 19, 2016 HGSI Project No. 15-1858-29 Calculations for the proposed mechanically stabilized earth (MSE)walls are attached. The walls were modeled using standard Lock and Load units,with '/4"-0 crushed rock backfill or approved granular fill soils, and geogrid reinforcement. Geotechnical parameters appropriate for the granular soil backfill materials and assumed retained native soil conditions on site were incorporated in the analysis. Calculations were performed for both static and seismic conditions,using pseudostatic methods and an appropriate peak horizontal acceleration to simulate earthquake loading. The Lock+Load wall should be constructed as indicated on the attached Lock+ Load Wall Typical Details (Figures 2 and 3),the attached design calculations,and applicable manufacturer's recommendations. The wall facing and counterfort should be founded on a crushed rock leveling pad a minimum of 6 inches thick. The walls should have minimum embedment depths as indicated on their respective figures for various load configuration and height cases. Soil in front of the embedded portion of the wall should consist of compacted fill or undisturbed native soil. Geogrids should be placed in conjunction with the first and second Lock and Load wall units from the bottom,and every other wall unit thereafter. Geogrid lengths should be as indicated on Figures 2 and 3 for the appropriate load configuration and height cases. Geogrid should consist of Synteen SF55,or approved equivalent with an ultimate tensile strength of 4,200 pounds per foot. Wall keyway soils should be observed by a qualified geotechnical engineer. Where soft soils are encountered,they should be overexcavated and backfilled as recommended by the engineer. Adequate placement of facing infill,adequate compaction of reinforced zone backfill,and proper placement of geogrid between facing units are critical to wall stability. The geogrid should be stretched taut prior to backfill placement and compaction. The grids should be rolled out with the strong direction perpendicular to the face of the wall and not along the wall face. Subgrade and backslope soils should consist of stiff native soils or engineered fill. Lock and Load walls should be battered a minimum of 5.7 degrees(10V:1 H). The block infill should consist of crushed drain rock"chips"or approved equivalent. Reinforced zone fill should consist of/4"-0 crushed rock, or approved granular fill. In general, granular fill soils would need to be 2 inches in maximum size,well graded,and have less than about 10 percent fines(percent passing the U.S.No. 200 sieve). Engineered fill should be compacted in horizontal lifts not exceeding 8 inches using standard compaction equipment,compacted to at least 90%of Modified Proctor(ASTM D1557). The contractor should select appropriate compaction equipment and methods to prevent bulging of the wall face. Adequate drainage behind and beneath the walls is important for wall performance. A subsurface drain consisting of 3-inch diameter, perforated plastic pipe should be placed at the back of the wall as shown on the attached details. The drain pipe and surrounding drain rock should be wrapped in non-woven geotextile (Mirafi 140N,or approved equivalent)to minimize the potential for clogging and/or ground loss due to piping. Water collected from the drains should be directed into the local storm drain system or other suitable outlet. 15-1$58-29 Tigard Apartments WR 2 HARUMAN GEOTECHNICAL SERVICES INC. � HARDMAN ,� � ,�■� -- GEOTECHNICAL LOCK AND LOAD SERVICES INC, TYPICAL WALL DETAIL Practical,Cost-Effective Geotechnical Solutions NO TRAFFIC SURCHARGE Fence Embed Post in 6"-8"Diam. PVC Sleeve or Sonotube iummid 1'4P� 1 - d Drain Rock"Chips"Infill / 8 Ft.Max. t Wall Height(H) Reinforced Backfill Zone 3/4"-0 crushed rock or approved granular import Geogrid Minimum Length=L / compacted to minimum of 90%of Modified Proctor(ASTM D1557) F.G. / Stable Temporary Cut Min.Embedment T r 1' Slope(Responsibility of Depth=E — -- _ the Contractor) 6"Min. ,,,Z Z,. 44 // 3 inch Perforated Drain Pipe with Drain Rock, Crushed Rock connect to approved outlet Leveling Pad Maximum Wall Min. Embedment Min. Geogrid* Height(H), feet Depth (E), feet Length (L),feet Surcharge Note: Geotechnical engineer should review subgrade soils;verify subdrain systems, reinforced zone fill and 8(6 blocks) 0.66 geogrid placement;and perform density tests of com- 6 None pacted backfill soils. 4(3 blocks) 0.5 3 None *Geogrid to consist of Synteen SF 55 or better(4,200 lbs/foot ultimate tensile strength) Project: Tigard Apartments Tigard, Oregon I Project No. 15-1858-29 FIGURE 2 I LOCK LOAD a!,,,,,,;7„,:i ._:`'� : HAROMAN GEOTESERVICESCHNICALINC I TYPICAL WALL SURCHARGE - DETAIL AND. TRAFFIC Practical,Cost-Effective Geotechnical Solutions WITH Fence �_ Embed Post in 6"-8"Diam. PVC Sleeve or Sonotube _L 250 psf traffic surcharge 7 A Iii`;: r -- t■ 1 OF I._ Drain Rock"Chips"Infill 8 Ft.Max. / Reinforced Backfill Zone Wall Height(H) Ry. 3/4"-0 crushed rock or approved granular import Prim Geognd Minimum Length=L/ '/ compacted to minimum of R 90%of Modified Proctor(ASTM D1557) Ste, F.G. Stable Temporary Cut lei*"; / Slope(Responsibility of Min.Embedment4 — the Contractor) DePth=E 6"Min. x -44 /f 3 inch Perforated Drain Pipe with Drain Rock, Crushed Rock connect to approved outlet Leveling Pad Maximum Wall Min. Embedment Min.Geogrid* Surcharge Height(H),feet Depth(E),feet Length(L),feet Note:Geotechnical engineer should review subgrade blocks) 0.66 8 None soils;verify subdrain systems,reinforced zone fill and 8 (64 None geogrid placement;and perform density tests of com- 4 (3 blocks) 0.5 patted backfill soils. 'Geogrid to consist of Synteen SF 55 or better(4,200 Ibstfoot ultimate tensile strength) Project: Tigard Apartments Project No. 15-1858-29 FIGURE 3 Tigard, Oregon I I MSEW—Mechanically Stabilized Earth Walls Tigard Apartments Present Dateme Tut Jul 19 14 23 10 20:6 C ects 2015 15-1858-KeyWest Retaining Various 1S-1858-29 Tigard Aprt 15-1858-298 foot BEN .11797-7;:" V243-1 HARD A N "*. GEOTECHNICAL """ "1 ! ' "1.114 " ! "1° " '" SERVICES INC Practical, Cost-Effective Geotechnical Solutions AASHTO 2002 ASD DESIGN METHOD Tigard Apartments MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Tigard Apartments Project Number: 15-1858-29 Client: Designer: IDM Station Number: Description: 8-foot total height LnL wall,no surcharge Company's information: Name: Hardman Geotechnical Services Inc. Street: 10110 SW Nimbus Avenue,Suite B-5 Portland,OR 97223 Telephone#: 503-530-8076 Fax#: E-Mail: shardman.hgsi@frontier.com Original file path and name: C:\Users\Scott HGSI\Dropbox\_HGSI\Projects`•_Projects 20..... 5-1858-29 8 foot.BEN Original date and time of creating this file: 6-29-16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Tigard Apartments Page I of 10 Copyright©1998-2013 ADAMA Engineering,Inc License number MLNL-301183 Tigard Apartments MSEW--Mechanically Stabilized Earth Walls C eels 201515-1858-KeyWestRetaining Vanous:15 1858-29-TigardAprt151858-29 8foot BEN PresentDate/Time. TueJull9)423.10'i:�, ,;,,, .,-.......ter+ SOIL DATA REINFORCED SOIL 125.0 lb/ft' Unit weight, y 325..0° Design value of internal angle of friction, RETAINED SOIL 120.0 Ib/ft' Unit weight, y 32.0° Design value of internal angle of friction, FOUNDATION SOIL(Considered as an equivalent uniform 120.0 soil)loi Equivalent unit weight, Y eoteiv 32.0 ft Equivalent internal angle of friction, 4) ° equiv 201b/ft 2 Equivalent cohesion, c equiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2596 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, ty=63.00° (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=0.400 Design acceleration coefficient in Internal Stability: Kh-Am=0.420 Design acceleration coefficient in External Stability: Kh_d=0.177 => Kh=Am=0.177 (Kh in External Stability is based on allowable displacement, d= 100 mm.using FHWA-NHI-00-043 equation) Kae(Kh>0)=0.3854 Kae(Kh=0) =0.2702 A Kae=0.1152 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. age2 oftl10 Tigard Apartments License number MPage 2 of 10 Copyright®1998-2013 ADAMA Engineering,Inc. _ - - - � - u b . MSEW--Mechanically Stabilized Earth Walls Present Date?ime Tue Jul 19 14 23 10 T11;b Tigard Apartments Present f rime^ a Jul C ec s 2015 15 1858 KeyWest Retaining Vanous 15-1858-29-Tigard Aprt'.15.1858-29 8 foot BEN INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult alb/111 3055.0 4200.0 7400.0 10250.0 27397.0 Durability reduction factor,RFd 1.15 1.15 1.15 1.15 Installation-damage reduction factor,RFid 1.10 1.10 1.10 Creep reduction factor,RFc 1.55 1.15 11'55 1.55 1.5.55 5 1.5510 Fs-overall for strength NIA N/A N/A N/A N/A Coverage ratio,Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 25.86 25.86 25.86 25.86 25.86 Pullout resistance factor,F* 0.67-tart 0.67-tank 0.67 tan') 0.67-tanf 0.67-tang Scale-effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0 ft 1.00 0 0.0 1.0 2.0 3.0 3.3 ft 1.00 Z[ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16.4 26.2 32.8 Tigard Apartments ^,, Copyright 1998-2013 ADAMA Engineering,Inc. Page 3 of 10 License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date me. Tue Jul 19 14.23 10 2016 C acts 2015 1S 1858-KeyWest Releasing Various`..15 1858 29-Tigard 4prt 15-1858-29 8 foot BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 2.50/1.30 ft. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is Yf= 135.00 lb/ft' Z I Hd To-static/Tmax Top of wall or To-seismic I Tmd Z Hd 0.00 0.25 0.00 1.00 0.50 0.25 1.00 0.75 0.50 1.00 0.75 1.00 100 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) CRult(2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 .38 668.0814.0 0.20 2500.0 0.54 0.40 1388.0 O .35 00 1909.0 01.00 3364.0 1.00 4660.0 1.00 123341..0 1.00 Geogrid Type#13) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr a CRcr a CRcr a CRcr a CRcr 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.35 814.0 0.20 5000.0 902.0 0.65 1241.0 0.65 2186.0 0.65 3028.0 0.65 8022 0 0.65 (I)a =Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tult (3)CRcr=Tcre I Tult In seismic analysis,long term strength is reduced to 100%of its static value. DATA (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name SF35 SF55 SF80 SF110 SF350 Connection strength reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc N/A N/A N/A N/A N/A page4of 10 Tigard Apartments License number MLNL of 10 Copyright 0 1998-2013 ADAMA Engineering,Inc 1 MSEW--Mechanically Stabilized Earth Walls Present Dateliime Toe Jul 19 14 23 IO 20:6 ,s,.: ,s,jm Ja«:�., C e��S sols I5 Ists_ Tigard Apartments .,.�,.... . ..<«�.:>, ,_... ,-e:,... KeyWestR annus 858 44 • _,••,•_ ...,., .,..�<.,�,�3;:..¢._ ,>.,..,,,.. . ,�.F..,�.,> 8 -29-Tigard Aprt`IS-1858-298foot BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 7.99 [ft] { Embedded depth is E=0.66 ft,and height above top of finished bottom grade is H 7.33 ft } Batter, to 5.8 [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] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] Tigard Apartments „« ,�0,,4 .,�u,.,.,, ,.,,.- Copyright C�1998-2013 ADAMA Engineering.Inc. � �i„5Pa,..�,.,�«Page 5 of 10 License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time Tut Jul 19 14.23.10 2016 C ects 2015 I t 1858 KryWest Retaining Various 15 1858 29-Tigard Aprt 15-1858-29 B foot BEN_. ANALYSIS: CALCULATED FACTORS(Static conditions)Bearing capacity,Fs= 12.36,Meyerhof stress- 1060 lb/ft2. Foundation Interface: Direct sliding,Fs=3.451,Eccentricity,e/L=0.0607,Fs-overturning=5.70 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 6.00 2 6.89 6.78 6.775 12.536 2.524 0.0481 SF55 2 2.00 6.00 2 4.84 5.83 5.831 8.188 3.126 0.0269 SF55 3 4.66 6.00 2 3.67 6.08 6.079 3.751 5.755 0.0017 SF55 ANALYSIS:CALCULATED FACTORS(Seismic conditions) capacity,Fs=7.78,Meyerhof stress= 1392 lb/ft2. Foundation Interface:Direct sliding,Fs= 1.996,Eccentricity,e/L-0.1652,Fs-overturning=2.69 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 6.00 2 3.77 4.42 4.418 5.489 1.460 0.1355 SF55 2 2.00 6.00 2 2.95 4.12 4.120 3.985 1.808 0.0846 SF55 3 4.66 6.00 2 2.40 4.53 4.529 1.961 3.329 0.0191 SF55 10 of Tigard Apartments License number MPage LNL 6 6 of 0 Copyright C 1998-2013 ADAMA Engineering,Inc. _ , -. MSEW--Mechanically Stabilized Earth Walls PresentDate/Time TueJuJ 191423102t}Ig Tigard Apartments Ju19` 3 I C' cos 2015"'.I S 1858 KeyR est Retaining Various`-15 1858 29-Tigard Aprt'I5-1858-29 8 foot BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS (Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 13106 Meyerhof stress, 6�, 1060.4 10832 f Ib/ft 21 Eccentricity, e 0.36 [11] 2] Eccentricity, ! 0.991 [ft] e L 0.061 0.165 Fs calculated 12.36 7.78 Base length 6.00 6.00 [ft] SCALE: 0 2 4 6[ft] Tigard Apartments "`" Tigardght'35 1998-2013 ADAMA Engineering oy"+.R�m` yPage7 of 10 Inc" License number MLNL-301183 Tigard Apartments MSEW--Mechanically91423 Stabilized Earth Walls C', ects 2015`.1 c-1858-Kes W est Retaining Various 15-1858-29 1858 29-Tigard Aprt 15-1858-29 8 foot BEN Present Date/Time Tue Julu1 19 14 23 10 2016 n,,....., F„ ,,,�, DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=3.451 and Fs-seismic= 1.996 . # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 2.524 1.460 2 SF55 I 0.66 6.00 2 2.00 6.00 3.126 1.808 2 SF55SF55 3 4.66 6.00 5.755 3.329 2 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e1L static=0.0607, ell,seismic=0.1652;Overturning:Fs-static-5.70,Fs-seismic=2.69 # Geogrid Geogrid e/L e/L Geogrid Froduct name Elevation Length Static Seismic Type 5 [ft] [ft] 1 0.66 6.00 0.0481 0.1355 2 SF55 2 2.00 6.00 0.0269 0.0846 2 SF55 3 4.66 6.00 0.0017 0.0191 2 10 of 8 Tigard Apartments License number MPage 8 of 0 Copyright 0 1998-2013 ADAMA Engineering,Inc, L-301'8° MSEW--Mechanically Stabilized Earth Walls ts Present Date/Time 9 me Tue Jul 19 14 23 10 2016 T d A Ctt11 .,. '"''_ `` ""'-" *_ •. ...w C` 2 ',` .eyWestRetaining Various•.151858-29-Tigard Ap a15-1858-298 foot BEN RESULTS for STRENGTH Live Load included in calculating Tmax - # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lbfft] [Ib/ft] jlb/ft] minimum calculated minimum calculated Product [ft} Fs overall Fs overall Fs-overall Fs-overall name static static seismic seismic 1 0.66 2142 316.16 261.46 N/A 6.775 N/A 2 2.00 2142 367.36 236.47 N/A 4.4184.1 SF55 20 SF55 3 4.66 2142 352.36 186.88 N/A 6.079 N/A 4.529 SF55 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 [!b/ft] [1b/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [!b/ft] Fs Fs [lb/ft] Fs Fs 1 0.66 1.000 316.2 261.5 5.73 0.27 3963.3 N/A 12.536 3170.6 N/A 5.489 2 2.00 1.000 367.4 236.5 5.18 0.82 3007.9 N/A 8.188 2406.3 N/A 3.985 3 4.66 1.000 352.4 186.9 4.10 1.90 1321.6 N/A 3.751 1057.3 N/A 1.961 Tigard Apartments Copyright()1998-2013 ADAMA Engineering,Inc. Page 9 of 10 License number _ . .. 01183 Tigard Apartments MSEW--Mechanically Stabilized Earth Walls C r‘r .l'-i8s8.;�e,WestRetaining Various 15-185B-29-TtsardAprt.5-1858-29 8 foot meats Present Date/Time Tue Jul 19 14.23.10 2016 etas,.._ 18 , 9 Tt BEN RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force,To factor for factor for connection strength, Geogrid onnecton Geogrid gstrength Product [ft] [Ib/ft] connection connection strength 9 ame (short-term (long-term Tavailable strength) strength) [Ibift] Specified Actual Specified Actual CRult CRcr [Ib/ft] 1 0.66 316 0.52 0.52 2177 2142 N/A 6.89 N/A 6.78 SF55 2 2.00 367 0.42 0.42 1779 2142 N/A 4.84 N/A 5.83 SF55 3 4.66 352 0.31 0.31 1294 2142 N/A 3.67 N/A 6.08 SF55 RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall connection Geogrid Product Elevation force,To factor for factor for connection Geogrid strength Prod [ft] [ibift] connection connection strength strength, strength ame (short term (long-term Tavailable strength) strength) [Ib/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.66 578 0.52 0.52 2177 2142 N/A 3.77 N/A 4.42 SF55 2 2.00 604 0.42 0.42 1779 2142 N/A 2.95 N/A 4.12 SF55 3 4.66 539 0.31 0.31 1294 2142 N/A 2.40 N/A 4.53 SF55 Page 10 of 10 Tigard Apartments License number Page 10 of 10 Copyright 0 1998-2013 ADAMA Engineering,Inc. • MSEW--Mechanically Stabilized Earth Walls Present Date/Time Tue Il 19 13 13 OS 2015 Tigard Apartments u 1 f,3 8 C ects201515 1858-KeyWestRetainin6 Various15-1858-29 -. .st. -TigardAprt-15-I8S8-293 foot BEN tt .rGEOTECHNICAL l t SERVICES II\IC. Practical, Cost-Effective Geotechnical Solutions AASHTO 2002 ASD DESIGN METHOD Tigard Apartments MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Tigard Apartments Project Number: 15-1858-29 Client: Designer: IDM Station Number: Description: 4 ft total height LnL wall,no surcharge Company's information: Name: Hardman Geotechnical Services Inc. Street: 10110 SW Nimbus Avenue,Suite B-5 Portland,OR 97223 Telephone#: 503-530-8076 Fax#: E-Mail: shardman.hgsi@frontier.com Original file path and name: C:1Users\Scott HGSI\Dropboxl HGSI\Projects\,_Projects 20 Original date and time of creating this file: 1858-29 3 foot.B6 29-16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Tigard Apartments n'-" .-. °,.� ,E<._ I of 10 Copyright t+1998-2013 ADAMA Engineering,Inc. Page " ' License number MLNL-301 183 Tigard Apartments MSEW--Mechanically Stabilized Earth Walls C-.',. .ects2015',15.1858-KeyW'est RetaimngVarious'15-1858-29-Tigard Aprl 15-1858-29 3 foot BEN Present Datc/Time Tut Jul 14 13 13 08 2'.1r-_ ,Y-.,� .- SOIL DATA REINFORCED SOIL 0 lb/ft' Unit weight, y 12325.5. ° Design value of internal angle of friction, RETAINED SOIL 120.0 Ib(ft' Unit weight, y 32 0° Design value of internal angle of friction, FOUNDATION SOIL(Considered as an equivalent uniform il) Equivalent unit weight, y e°uiv 12 0° 120.0 to3 Equivalent internal angle of friction, 44,,„ 10.0 lb/ft 2 Equivalent cohesion, c equiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2596 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, w=63.00° (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=0.400 Design acceleration coefficient in Internal Stability: Kh—Am=0.420 Design acceleration coefficient in External Stability: Kh_d=0.177 => Kh=Am=0.177 (Kh in External Stability is based on allowable displacement, d= 100 mm.using FHWA-NHI-00-043 equation) Kae(Kh>0)=0.3854 Kae(Kh=0) =0.2702 A Kae=0.1152 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. • Page2of 10 Tigard Apartments License number MLage 2 o 110 Copyright 0 1998-2013 ADAMA Engineering,Inc. ,-_ �.,:w..� .-.�.. ,�.,... tense number "�L-301"8` MSEW-Mechanically Stabilized Earth Walls Present Date/Time Tue Jul 19 13 13 08 2016 C ec s 201c 15-18c8-KeyWest Retauain Vanous`15-1858- Tigard Apartments 8 29-Tigard Aprt115-1858 29 3 foot BEN INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult (lb/ftp 3055.0 4200.0 7400.0 10250.0 27397.0 Durability reduction factor,RFd 1.15 1.15 1.15 1.15 1.15 Installation-damage reduction factor,RFid 1.10 1.10 1.10 1.10 1.10 Creep reduction factor,RFc 1.55 1.55 1.55 1.55 1.55 Fs-overall for strength N/A N/A WA N/A N/A Coverage ratio,Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 25.86 25.86 25.86 25.86 25.86 Pullout resistance factor,F* 0.67•tar4 0.67•tanp 0.67•tanb 0.67•tanp 0.67•tanp Scale-effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka 00.0 1.0 20 K/Ka 3.0 0 ft 1.00 3.3 ft 1.00 Z[ft] 6.6 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16.4 - 26.2 32.8 Tigard Apartments F..._. ..r.-,o,....._z_�. �..a ��.." ��.. Copyright©1998-2013 ADAMA Engineering,Inc. Page 3 13 _ . License number MLNL-30118 MSEW-Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time Tue Jul 19 13 1308 2016 C ects 2015 15-1858-KeyWest Reta*mng Various'.15-1858-29-Tigard Apn 15-1858-29 3 foot BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 2.50/1.30 ff. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is ye- 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 0.75 0.50 1.00 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 CRult(2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.35 814.0 0.20 2500.0 0.54 5000.0 0.40 1388.0 1.00 1909.0 1.00 3364.0 1.00 4660.0 1.00 12341.0 1.00 Geogrid Type#13) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr a CRcr a CRcr a CRcr a CRcr 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.35 814.0 0.20 2500.0 0.54 5000.0 0.40 902.0 0.65 1241.0 0.65 2186.0 0.65 3028.0 0.65 8022.0 0.65 (1)a =Confining stress in between stacked blocks[lb/ft 2] (2)CRult=Tc-ult/Tuft (3)CRcr=Tcre/Tult In seismic analysis,long term strength is reduced to 100%of its static value. DATA (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name SF35 SF55 SF80 SF 110 SF350 Connection strength reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc N/A N/A N/A N/A N/A Page 4of 10 Tigard Apartments Copyright 0 1998-2013 ADAMA Engineering,Inc. License number MLNL-301183 MSEW Mechanically Stabilized Earth Walls Present Date/Time Tue Jul 19 13 13 08 2016 Tigard Apartments GF'^ � u,r.,... ..._+,,,, .,..,,�,;<: ..,. _ ,_ _ers�015.151858 KryWestRewningVariourd5-1858-29-TigardAprt'.15_t858-293foa SEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 3.50 [ft] { Embedded depth is E=0.50 ft,and height above top of finished bottom grade is H=3.00 ft} Batter, co 5.8 [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(1131 12] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft] Tigard Apartments Copyright Cc 1998-2013 ADAMA Engineering,Inc. Page 5 of 10 W.. .,. -,,.,ur,v��•uy,�«. License number MLNL 301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time. Tue.1ut 19 13 13:08 2`-•t` C ects 2015` s 1858 1.eyWest Retaixung Vanous 15-1858-29-l igard Aprt-15-1858-29 3 foot BEN ANALYSIS:CALCULATED FACTORS(Static conditions)Bearing capacity,Fs= 18.96,Meyerhof stress=450 Ib/ftz. Foundation Interface:Direct sliding,Fs_3.974,Eccentricity,e/L=0.0423,Fs-overturning=7.44 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type (connection (geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 3.00 2 10.14 17.51 17.506 6.141 3.305 0.0228 SF55 2 2.00 3.00 2 14.84 28.03 28.035 4.152 6.406 0.0001 SF55 ANALYSIS:CALCULATED FACTORS(Seismic conditions) Bearing capacity,Fs= 14.07,Meyerhof stress=544 Ib.'ftz. Foundation Interface:Direct sliding,Fs=2.299,Eccentricity,e/L=0.1218,Fs-overturning=3.51 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type (connection (geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 3.00 2 6.35 12.64 12.639 3.077 1.912 0.0746 SF55 2 2.00 3.00 2 8.41 18.78 18.778 1.883 3.706 0.0142 SF55 • Tigard Apartments Page 6 of 10 Copyright©1998-2013 ADAMA Engineering,Inc. License number MLNL-301183 MSEW Mechanically Stabilized Earth Walls Present Date/Time Tue Jul 19 13 13 08 2016 Tigard Apartments C ,,,4„. ',f,'..... , ,,. ._,. `- ects,,,A t 4. tt."Kr., , Rttantn. ,..T.us'15-1858-29-Tigard AprtUS-1$SB-29 3 foot BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS -(Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 8528 7662 [Ib/ft 2] Meyerhof stress, 6v 449.8 544 [Ib/ft 2] Eccentricity, e 0.13 0.37 [ft] Eccentricity, e/L 0.042 0.122 Fs calculated 18.96 14.07 Base length 3.00 3.00 [ft] I SCALE: 0 2 4 6[ft] .f. Tigard Apartments .„ .,. _._,. ..,. ,,,“ .... „E, ,,t ,,.,,� ._.c .z .... .. .r.„,.,. .....z� < n._.R,,.t ,.,,,<..,._,.3,.,„.._<.4.£,... Copyright C4?1998-2013 ADAMA Engineering,Inc Page 7 of 10 ,...:.,,;-,,..,.,..�, License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present DaterTime "rue Jul 19 13 13 08 2016 C ec s 2015 5 859-KeyWest Retaining Vannus'15-1858-29 Tigard Aprt 15 1858-29 3 foot BEN DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=3.974 and Fs-seismic=2.299 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ftl [ftl 1 0.66 3.00 3.305 1.912 2 SF55 2 2.00 3.00 6.406 3.706 2 SF55 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e.'L static=0.0423, e'L seismic=0.1218;Overturning:Fs-static=7.44,Fs-seismic=3.51 # Geogrid Geogrid e/L e/L Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 1 0.66 3.00 0.0228 0.0746 2 SF55 2 2.00 3.00 0.0001 0.0142 2 SF55 Page 8 of 10 Tigard Apartments Copyright®1998-2013 ADAMA Engineering,Inc. License number MLNL-301183 MSEW Mechanically Stabilized Earth Walls Present Date/time Tue Jul 19 13 13 08 2016 Tigard Apartments C eels 45.411 3keyWestRetainingVarioust15-1858-29-TigardApnt15-1858-293foot.BEN RESULTS for STRENGTH Live Load included in calculating Tmax • # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual Elevation [lb/ft] [Ib/ft] [Ib/ft] minimum calculated minimum calculated Product [ft] Fs-overall Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.66 2142 122.36 73.02 N/A 17.506 N/A 12.639 SF55 2 2.00 2142 76.41 58.38 N/A 28.035 N/A 18.778 SF55 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] [Ib/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] [lb/ft] Fs Fs [Ib/ft] Fs Fs 1 0.66 1.000 122.4 73.0 2.73 0.27 751.4 N/A 6.141 601.2 N/A 3.077 2 2.00 1.000 76.4 58.4 2.18 0.82 317.2 N/A 4.152 253.8 N/A 1.883 Tigard Apartments Copyright©1998-2013 ADAMA Engineering,Inc. Page 9 of 10 • License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date Time Tue Jul 19 13 13 08 2016 ...C ects 201y5IR -K eyWest RetainingVarious 15-1858-29 5 1858 29-Ttgand Aprt 15-1858-29 3 foot BEN RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force,To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [[blit] 1 0.66 122 030 0.30 1241 2142 N/A 10.14 N/A 17.51 SF55 2 2.00 76 0.27 0.27 1134 2142 N/A 14.84 N/A 28.03 SF55 RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geognd Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force,To factor for factor for connection Geogrid connection Geogrid Product [ft] [Ibift] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr [lb/ft] 1 0.66 195 0.30 0.30 1241 2142 N/A 6.35 N/A 12.64 SF55 2 2.00 135 0.27 0.27 1134 2142 N/A 8.41 N/A 18.78 SF55 Page 10 of 10 Tigard Apartments Copyright C 1998-2013 ADAMA Engineering,Inc. License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Present Date/Brae Tue Jul 19 la ao s Zola Tigard Apartments Present ate/ C 8 Key West Retaining Vanoustl 5-1858-29-Ti ' _.. -. .,�-,.,,;, .,cca-,..»,..,.F,,..„.... �B-....,fi.,... ;,..,.,..,ue,n�, ,v.....M. • .......�.s.. gand Apn P I5-1858-29 8 foot-traffic surch BEN ��`, ✓ " HARDPAN GEOTECHNICAL I t l PIP* _ " ER VICES ! N C. Practical, Cost-Effective Geotechnical Solutions AASHTO 2002 ASD DESIGN METHOD Tigard Apartments MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Tigard Apartments Project Number: 15-1858-29 Client: Designer: IDM Station Number: Description: 8-foot total height LnL wall,with traffic surcharge Company's information: Name: Hardman Geotechnical Services Inc. Street: 10110 SW Nimbus Avenue,Suite B-5 Portland,OR 97223 Telephone#: 503-530-8076 Fax#: E-Mail: shardman.hgsi@frontier.com Original file path and name: C:\Users\Scott HGSI\Dropbox\_HGSI\Projects\ Projects 20 -traffic surch.BEN Original date and time of creating this file: 6-29-16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Tigard Apartments Copyright 4,•7;,1998-2013 ADAMA Engineering,Inc. Page t of 10 License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time Tue Jul 19 14 30 59 20 6 C' 8 KeyW est Retaining Various 15 1858 29 Tigard Apn 15-1858-29 8 foot traffic surch.BEN SOIL DATA REINFORCED SOIL Unit weight, y 125.0 lb/ft' Design value of internal angle of friction, 4) 36.0° RETAINED SOIL Unit weight, y 120.0 lb/ft Design value of internal angle of friction, 4) 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y e4uiv 120.0 lb/ft' Equivalent internal angle of friction, 41equiv 32.0° Equivalent cohesion, c qui,/ 100.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2596 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, tt----63.00° (see Fig.28 in DEMO 82). Ka(external stability)=0.3073 (if batter is less than 10°,Ka is calculated from eq. 16. Otherwise,eq. 17 is utilized) BEARING CAPACITY Bearing capacity coefficients(calculated by MSEW): Nc=35.49 N r 30.21 SEISNIICITY Maximum ground acceleration coefficient,A=0.400 Design acceleration coefficient in Internal Stability: Kh-Am=0.420 Design acceleration coefficient in External Stability: Kh_d=0.177 => Kh=Am=0.177 (Kh in External Stability is based on allowable displacement, d= 100 mm.using FHWA-NHI-00-043 equation) Kae(Kh>0)a 0.3854 Kae(Kh=0) =0.2702 O Kae=0.1152 Seismic soil-geogrid friction coefficient,F* is 80.0%of its specified static value. Page 2 of 10 Tigard Apartments License number MPage 2 o 110 Copyright c0 1998-2013 ADAMA Engineering,Inc. MSEW--Mechanically Stabilized Earth Walls Present Date/Time Tue Jul 19 14 30 59 2016 Tigard Apartments C P gym } est Retaining Nanous I S 1858 29 Tigard 1pn 15-1858-29 8 foot-traffic surch$EN INPUT DATA: Geogrids (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tuft [lb/ft1 3055.0 4200.0 7400.0 10250.0 27397.0 Durability reduction factor,RFd 1.15 1.15 Installation-damage reduction factor,RFid 1.10 1.10 1.15 1.15 1.15 Creep reduction factor,RFc 1.101.10 1. 5 Fs-overall for strength Coverage ratio,Rc N//AA N/A N/A N/A WA 1.55 1.55 1.55 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 25.86 25.86 25.86 25.86 25.86 Pullout resistance factor,F* 0.67 taut, 0.67 tan') 0.67•tan0 0.67"tanb 0.67"tana Scale-effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth 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 ft 1.00 6.6 9.8 ft 1.00 13.1 ft 1.00 9.8 16.4 ft 1.00 19.7 ft 1.00 16.4 26.2 32.8 Tigard Apartments a. o Copyright 0!998-2013 ADAMA Engineering,Inc. Page 3 of 10 " " License number MLNL-301183 Apartments MSEW--Mechanically 1914 30 59 2016 Earth Walls 8 KeyN est Retaining'various.1C-1858-29-Tigard Aprt'.I S 185g -Tigard B foot traffic Burch BEN PresemDatell'ime. TueJu11914.305920t6 ._,. _....._,. ..,._ ...,...,- _.__ -.- INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 2.50/1.30 R. Horizontal distance to Center of Gravity of block is 1.25 ft. Average unit weight of block is 7 c= 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 0.75 0.50 1.00 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 u 4 Geogrid Tt a ype #5 a (l) CRult(2) a CRult a CRult a lt 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 .54 1388.0 0.38 1909 0 01.00 3364.0 814.0 1.00 4660.0.20 2500.0 100 123410.0 O.40 l 00 Geogrid Type#12) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type #5 a CRcr a CRcr a CRcr a CRcr a r 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 902.0 0.65 1 24 1.0 0.65 2186.0 0.65 3028.0 0.65 8022.0 0.65 tll a =Confining stress in between stacked blocks[lb/ft 2] (2)CRult Tc-ult/Tult (3)CRcr=Tcre/Tult In seismic analysis,long term strength is reduced to 100%of its static value. Type(for connection only) T e#1 Type#2 Type#3 Type#4 Type#5 Product Name SF35 SF55 SF80 SF 110F350 Connection strength reduction factor,RFd 1.00 A 1.00/A 1.00 1.00 1N/A N/A N/A Creep reduction factor,RFc 10 Page 4of • ag Tigard Apartments License number MPP g Sof 0 Copyright©19982013 ADAMA Engineering,Inc. MSEW%-,!-::M: -Mechanically Stabilized Earth Walls Present Datemme Tue Jul 19 14 30 59 2014 Tigard Apartments „t, 8 KevWest Retaining Venous.IS 1858 24 Ttgard Apn'J 5-1858.29 8 foot-tic surcA BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,}id 7.99 [ft] { Embedded depth is E=0.66 ft,and height above top of finished bottom grade is H 7.33 ft} Batter, co 5.8 [deg} Backslope, 0 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 9,and live load is 250.0[lb"ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 6[ft) Tigazd Apartments ,. .. ,.. ,<.._s p.,,.w. F.,Pw. _ ., ,.a�,,.a.x, a Copyright c. 1948-2013 ADAMA Engineering,Inc. Page 3 of 10 License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Datelrime. Tut Jul 19 14:30.59-0'.G C B KeyWest Retaining Yanous,t5 1858'9 Tigard Apr 15 1858-29 S foot traffic Burch BEN ^.n.+. a.,.' w,avav ,.m ,s1:-s ...m v.,a.,.n a"n ....x_.... •f ANALYSIS:CALCULATED FACTORS(Static conditions)Bearing capacity,Fs= 13.00,Meyerhof stress= 1289 lb/ft2. Foundation Interface:Direct sliding,Fs=3.079,Eccentricity,e/L=0.0673,Fs-overturning=5.70 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 8.00 2 5.41 5.32 5.322 13.377 2.181 0.0574 SF55 2 2.00 8.00 2 3.58 4.31 4.309 8.385 2.490 0.0399 SF55 3 4.66 8.00 2 1.98 3.27 3.271 3.004 3.433 0.0146 SF55 ANALYSIS:CALCULATED FACTORS(Seismic conditiBearing capacity,Fs= 10.72,Meyerhof stress= 1436 lb/ft2. Foundation Interface:Direct sliding,Fs=2.082,Eccentricity,e/L=0.1251,Fs-overturning=3.50 GEOGRID CONNECTION Fs-overall Fs-overall Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] Fs Fs Fs 1 0.66 8.00 2 3.33 3.79 3.791 6.581 1.489 0.1058 SF55 2 2.00 8.00 2 2.43 3.30 3.305 4.561 1.742 0.0719 SF55 3 4.66 8.00 2 1.52 2.74 2.736 1.844 2.593 0.0243 SF55 Page hof 10 Tigard Apartments License number MLNL of 10 Copyright C 1998-2013 ADAMA Engineering,inc. 3 MSEW--Mechanically Stabilized Earth Walls Present Date/TimeffaceTue Jul 19 14 30 59,..9 b Tigard Apartments e Jul "30 5 C 8 KcyWest Retaining Vanot a 15-1858-29 Tigard Apri 15-1858-29 8 Coot-traffic lurch.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS -(Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult 16754 15400 Meyerhof stress, ay 1288.6 1436 Ib/ft 2] [I Eccentricity, e 0.36 [ ] Eccentricity, e/L 0.09 (ft]] 0.045 Fs calculated 13.0010.7271 Base length 8.00 8.00 [ft] SCALE: 0 2 4 6[ft] ,._.'r_ "`"�' :rmax-:. Tigard Apartments „, �,a. «,<a. o 10 © Copyright1998-2013 ADAMA Engineering,Inc Page 3 1 3 License number MLNL-3018 Tigard Apartments MSEW--Mechanically 1914 30 Stabilized Earth Walls C 8-KeyWest Retaining Venous'15-1858-29-Tigard Aprt 15-1858-298 root traffic starch BEN Present Date/Time Tue Jull 19 I430 59 2016 . „, .. m. ,�, a.r rerv.e .£. Tus s.na c n DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=3.079 and Fs-seismic=2.082 # Geogrid Geogrid Fs Fs Geogrid Elevation Length Static Seismic Type # Product name [ft] [ft] 2.181 1.489 2 SF55 1 0.66 8.00 2 2.00 8.00 2.490 1.742 2 SF55 SF55 3 4.66 8.00 3.433 2.593 2 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: e/L static—0.0673, e.'L seismic=0.1251;Overturning:Fs-static=5.70,Fs-seismic=3.50 # Geogrid Geogrid e IL e L Geogrid Elevation Length Static Seismic Type # Product name �ftl [ft] 0.0574 0.1058 2 SF55 1 0.66 8.00 2 2.00 8.00 0.0399 0.0719 2 SF55 SF55 3 4.66 8.00 0.0146 0.0243 2 Page8of 10 Tigard Apartments License number MPae Sof 10 Copyright®1998-2013 ADAMA Engineering.Inc. '-- _ MSEW--Mechanically Stabilized Earth Walls Present DatdTime Tue Jul 19 14 30 59 2016 Tigard Apartments C i 8 eyest Retaining V ar ws\1 5 1858-29 "'`°" ''°' - ��•. .�..>.:" Ham, KW -Tigard Apn\IS-1858-298foot-traffic surchBEN RESULTS for STRENGTH Live Load included in calculating Tmax • # Geogrid Tavailable Tmax Tmd Specified Actual Specified Actual - Elevation [ib/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 0.66 2142 402.48 251.98 N/A 5.322 N/A 3.791 SF55 2 2.00 2142 497.16 234.13 N/A 4.309 N/A 3.305 SF55 3 4.66 2142 654.81 198.70 N/A 3.271 N/A 2.736 SF55 RESULTS for PULLOUT Live Load included in calculating Tmax NOTE:Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual Elevation Ratio [lb/ft] [Ib/ft] [ft] [ft] Pullout,Pr Static Static Pullout,Pr Seismic Seismic [ft] (see NOTE) [Ib/ft] Fs Fs [lb/ft] Fs Fs 1 0.66 1.000 402.5 252.0 7.73 0.27 5384.1 N/A 13.377 4307.3 N/A 6.581 2 2.00 1.000 497.2 234.1 7.18 0.82 4169.0 N/A 8.385 3335.2 N/A 4.561 3 4.66 1.000 654.8 198.7 6.10 1.90 1967.1 N/A 3.004 1573.7 N/A 1.844 Tigard Apartments .,:. Copyright®1998-2013 ADAMA Engineering,Inc Page 9 of 10 u �---• ..,.,,,.__ License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time Tue Jul 19 14 30 59 2016 C t 8 KeyWest Retaining 4anws45 1858 29 Tigard Apr615 1858.29 8 Foot-traffic Burch BEN RESULTS for CONNECTION(static conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force,To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual • CRult CRcr [lb/ft] 1 0.66 402 0.52 0.52 2177 2142 N/A 5.41 N/A 5.32 SF55 2 2.00 497 0.42 0.42 1779 2142 N/A 3.58 N/A 4.31 SF55 3 4.66 655 0.31 0.31 1294 2142 N/A 1.98 N/A 3.27 SF55 RESULTS for CONNECTION(seismic conditions) Live Load included in calculating Tmax # Geogrid Connection Reduction Reduction Available Available Fs-overall Fs-overall Elevation force,To factor for factor for connection Geogrid connection Geogrid Product [ft] [lb/ft] connection connection strength strength, strength strength name (short-term (long-term Tavailable strength) strength) [lb/ft] Specified Actual Specified Actual CRult CRcr (1b/ft] 1 0.66 654 0.52 0.52 2177 2142 N/A 3.33 N/A 3.79 SF55 2 2.00 731 0.42 0.42 1779 2142 N/A 2.43 N/A 3.30 SF55 3 4.66 854 0.31 0.31 1294 2142 N/A 1.52 N/A 2.74 SF55 10 of 10 Tigard Apartments License number Pagea1of 0 Copyright 1998-2013 ADAMA Engineering,Inc. ., ., MSEW--Mechanically Stabilized Earth Walls Present Date/TimeTue Jul 19 13 18 01 2016 Tigard Apartments -^°T Jul C'. 5151858KeyWestRetatmngVariou�.15-1858-29- i TgardA rt P IS-1858-243 foot traffic BEN HARDlviI- N GEOTECHNICAL SERVICES IN . Practical, Cost-Effective Geotechnical Solutions AASHTO 2002 ASD DESIGN METHOD Tigard Apartments MSEW(3.0): Update# 14.93 PROJECT IDENTIFICATION Title: Tigard Apartments Project Number: 15-1858-29 Client: Designer: IDM Station Number: Description: 4 ft total height LnL wall,with traffic surcharge Company's information: Name: Hardman Geotechnical Services Inc. Street: 10110 SW Nimbus Avenue,Suite B-5 Portland,OR 97223 Telephone#: 503-530-8076 Fax#: E-Mail: shardman.hgsi@frontier.com Original file path and name: C:\Users\Scott HGSI\Dropbox\_HGSI\Projects\_Projects 20 9 3 foot traffic.BEN Original date and time of creating this file: 6-29-16 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. Apartments Tigard A g Copyright C,1998-2013 ADAMA Engineering.Inc Page 1 of 10 License number MLNL-301183 MSEW—Mechanically Stabilized Earth Walls Tlgard Apartments 2" Present Datelrime Tue Jul 19 13.18.01 1 G C. 5.15 1858 KeyWest Retaining Vanous 15 1858 29 Tigard Aprt1 t 1858 9 3 foot traffic BEN. SOIL DATA REINFORCED SOIL 0 lb/ft' Unit weight, y 12325.5.° Design value of internal angle of friction, RETAINED SOIL 120.0 Ib/ft' Unit weight, y 32 ° Design value of internal angle of friction, FOUNDATION SOIL(Considered as an equivalent uniform 120 0 soil) Equivalent unit weight, y e°ui„ ° Equivalent internal angle of friction, 4)equiv 32.00. lb/ft 2 Equivalent cohesion, c equiv Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2596 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, fir=63.00° (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=0.400 Design acceleration coefficient in Internal Stability: Kh=Am=0.420 Design acceleration coefficient in External Stability: Kh_d=0.177 => Kh=Am=0.177 (Kh in External Stability is based on allowable displacement, d=100 mm.using FHWA-NHI-00-043 equation) Kae(Kh>0)=0.3854 Kae(Kh=0) =0.2702 A Kae=0.1152 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Page 2 of 1080 Tigard Apartments License number MLNL 30118 Copyright 0 1998-2013 ADAMA Engineering,Inc. .___ 30. MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/Time Tue Jul 19 13 18 01 2016 C, 5,15-1858-KeyWest Retaining Vanous`15-1858-29-Tigard Apn'15-1858-29 3 foot traffic BEN INPUT DATA: Geogrids (Analysis) • DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 Wye#2 type#3 type#4 type#5 Tult Fib/fl 3055.0 4200.0 7400.0 10250.0 27397.0 Durability reduction factor,RFd 1.15 1.15 1.15 1.15 1.15 installation-damage reduction factor,RFid 1.10 1.10 1.10 1.10 1.10 Creep reduction factor,RFc 1.55 1.55 1.55 1.55 1.55 Fs-overall for strength N/A N/A N/A N/A N/A Coverage ratio,Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 25.86 25.86 25.86 25.86 25.86 Pullout resistance factor,F* 0.67-tar4) O.67-tan l) 0.67.tan) 0.67.tani) O.67-tanli Scale-effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Variation of Lateral Earth Pressure Coefficient With Depth K/Ka Z K/Ka 0.0 1.0 2.0 3.0 0 ft 1.00 0 3.3 ft 1.00 Z[ft] 6.6 6.6 ft 1.00 9.8 ft 1.00 9.8 13.1 ft 1.00 16.4 ft 1.00 164 19.7 ft 1.00 26.2 32.8 Tigard Apartments Page 3 of 10 Copyright©1998-2013 ADAMA Engineering,Inc. License number MLNL-301183 MSEW--Mechanically Stabilized Earth Walls Tigard Apartments Present Date/time Tue Jul I9 13 18 01 2016 C. 5 15-185&KeyWest Retaining V anous 15-1858-29 Tigard Aprt I5-1858 29 3 foot traffic BEN INPUT DATA: Facia and Connection (according to revised Demo 82) (Analysis) FACIA type: Facing enabling frictional connection of reinforcement(e.g.,modular concrete blocks,gabions) Depth/height of block is 2.50/1.30 ft. Horizontal distance to Center of Gravity of block is 1.25 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 0.750.50 1.00 0.75 1.00 1.00 1.00 1.00 1.00 0.90 0.80 0.70 0.60 0.50 To-static I Tmax or To-seismic I Tmd Geogrid Type#1 Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a 0) CRult(2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.35 814.0 0.20 2500.0 0.54 5000.0 0.40 1388.0 1.00 1909.0 1.00 3364.0 1.00 4660.0 1.00 12341.0 1.00 Geogrid Type#13) Geogrid Type#2 Geogrid Type#3 Geogrid Type#4 Geogrid Type#5 a CRcr a CRcr a CRcr a CRcr a CRcr 104.0 0.26 250.0 0.27 250.0 0.14 1000.0 0.22 2000.0 0.16 522.0 0.38 668.0 0.35 814.0 0.20 2500.0 0.54 5000.0 0.40 902.0 0.65 1241.0 0.65 2186.0 0.65 3028.0 0.65 8022.0 0.65 (l)a =Confining stress in between stacked blocks[1b/ft 2] (2) CRult=Tc-ult/Tult (3)CRcr=Tcre/Tult In seismic analysis,long term strength is reduced to 100%of its static value. DATA (for connection only) Type#1 Type#2 Type#3 Type#4 Type#5 Product Name SF35 SF55 SF80 SF110 SF350 Connection strength reduction factor,RFd 1.00 1.00 1.00 1.00 1.00 Creep reduction factor,RFc N/A N/A N/A N/A N/A • Page 4 of 10 Tigard Apartments MLNL-301183 f1 Copyright C'a 1998-2013 ADAMA Engineering,Inc License number MSEW--Mechanically Stab ilized Eart h Walls ul, �.,�.,,,, •K-•.»�� ..-.;.-, ,r, -: Tigard Apartments eJ93l8Olts rs�sss KeFKcstRetainngVanwsJS �B58?9_T,bardApn-15-1858-?93foottnfficBEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE Design height,Hd 3.50 [ft] { Embedded � depth is E=0.50 ft,and height above top of finished Batter, w bottom grade is H=3.00 ft} 5f3ackslope, j3 0 [deg Backslope rise 0'00 [deg] 0.0 [ft] Broken back equivalent angle,I -0.00' (see Fig.25 in DEMO 82) UNIFORM SURCHARGE Uniformly distributed dead load is 0.0[lbr`ft 2],and live load is 250.0[Ib'ft 2] ANALYZED REINFORCEMENT LAYOUT: SCALE: 0 2 4 Tigard Apartments Copyright 1998-2013 ADAMA Engineering,Inc. Page 5 of 10 License number MLNL-301183 Tigard Apartments foot, MSEW—Mechanically Stabilized Earth Walls 5 IS-1858 KeyWex Retarnmg Nanous IS 1858 29 Tigard Aprt 15'18858 29 3 foot traffic BEN Present Datelrimr.Tue Jul 19 13 18 01 2016 ANALYSIS:CALCULATED FACTORS(Static conditions)Bearing capacity,Fs=14.48,Meyerhof stress=704 lb/ftZ. Foundation Interface:Direct sIidin Fs=2.457 Eccentrici e/L=0.0880 Fs-overtttrnin =4.76 Eccentricity Product • GEOGRID CONNECTI Fs-overall Fs-overall Geogrid Pullout Direct e/L Prod [connection [geogrid strength resistance sliding s # Elevation Length Type strength] strength] Fs [ft] [ft] # 5.95 10.26 10.264 4.919 1.809 0.0646 SF55 1 0.664.00 2 5.22 9.86 9.860 2.129 2.276 0.0270 SFS 5 2 2.00 0 4.00 2 Bearing capacity,Fs= 13.03,Meyerhof stress=751 lb/ft2. CALCULATED FACTORS(Seismic conditions Foundation Interface:Direct slidin. Fs= 1.844 Eccentrici e/L MSEW--Mechanically Stabilized Earth Walls mPrcsent Date/Time "rue Jul 19 13 18 01 2012; �,a. c sJs lssa xevw Tigard Apartments `g..=,., +„:«x,,� estRaaimngVanous,151858-2 B °`"`°'"'°" ",nom•:. 9-TbardAprt151858-293foottratfc.BEN FARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS .(Water table does not affect bearing capacity) Ultimate bearing capacity,q-ult `Meyerhof stress, aV 10201 751 (lb/ft 21 704.4 751 Eccentricity, e Eccentricity, e/L 0.17 0.28 �lbft Fs calculated 10.0 4.41 0.070 [ft] Base length 14.48 13.03 4.00 4.00 [ft] SCALE: 0 4 „`. <"" ' >. 1.00 01E Copyright v 1998-2013 ADAMA Engineering Inc F Tigard Apartments Page 7 of 10 License number MLNL-301!83 Tigard Apartments Walls West Re ammg Venous IS-1858 9 Tigard Apn Tigard d 3 foots Aparraffictments C 5 15 1858 Ke} MSEW--Mechanically Stabilized Earth .:_.� 1,,Present Datefi`ime Tue Jul 19 l3 18.01 2016 ,., ., DIRECT SLIDING for GIVEN LAYOUT (for GEOGRID reinforcements) Along reinforced and foundation soils interface: Fs-static=2.457 and Fs-seismic= 1.844 Fs Fs Geogrid # Geogrid Geogrid Elevation Length Static Seismic Type # Product name [ft] 0 1.809 1.396 2 SF55 2 4.0 2 SF55 1 .06 2.276 1.908 2 2.00 4.00 ECCENTRICITY for GIVEN LAYOUT At interface with foundation: el,static=0.0880, e/L seismic=0.1320;Overtuming:Fs-static=4.76,Fs-seismic=3.39 /L e!L Geogrid e # Geogrid Geogrid Seismic Type # Product name Elevation Length Static Lftl [ft] 0.0933 2 SF55 2 4 00 2 SF55 1 . 2 2.0000 0.0646 4.00 0.0270 0.0349 TigardPage 8 of 10 Copyright Apartments -. License number MLNL 301183 C 0 199 98-2013 ADAMA Engineering,inc. - MSEW—Mechanicall y Stabilized ilized Earth W_ ..a,:-�-lls Tu ul Tigard Apartments Date/Time e J4 13 18 OI 2016 C 5:ISI858KeyWestRetainingVanous+151858 9Ti and Apr1l5 F858-243 foot traffic BEN RESULTS for STRENGTH Live Load included in calculating Tmax # Geogrid Tavailable Tmax Tmd Specified Elevation [1b/ft] lblft Actual • [ft] [ [lb/ft] minimum calculated Specified Actual Fs-overall minimum calculated Product Fs-overall Fs-overall Fs-overall name static static seismic seismic 1 0.66 2142 208.68 70.91 N/A 2 2.00 2142 217.25 60.50 N/A 10.264 N/A 9.860 N/A 8. SF55 8.358 SF55 RESULTS for PULLOUT Live Load included in calculating Tmax NOTE:Live load is not included in calculating the overburden pressure used to assess pullout resistance. # Geogrid Coverage Tmax Elevation Ratio Tmd Le La Avail.Static Specified Actual Avail.Seism. Specified Actual [ft] [lb/ft] [lb/ft] (ft] [ft] Pullout,Pr Static (see NOTE) [Ib/ftp Fs Static Pullout,Pr Seismic Seismic 1 0.66 Fs [lb/ft] Fs Fs 2 2.00 1.000 208.7 70.9 3.73 0.27 1026.6 N/A 1.000 217.2 60.5 3.18 0.82 462.6 4.9191271.3 N/A 2.129 370.0 N/A 2.937 N/A 1.332 Tigard Apartments x.._ <„ ,^-.,, <. Copyright 1998-2013 ADAMA Engineering,Inc Engineering, Page 9 10 •• License number MLNL-301!83 Tigard Apartments Walls Tigard a•„Apartments MSEW--Mechanically Stabilized Earth C 5 15-1858 key_I- ,.etaining Various 15 1858-29 Tigard Apn 15-1858-29 3 foottraffic8 18012016 „.,.,.,. ,.�_.„...,°,,.�. ,. _,:� PrcsauDate(rime Tue Jul 1913 �° xs - RESULTS for CONNECTION(static conditions) Live Load included in calculatin:Tmax Fs overall Available Fs-overall Geover Product # Connection Toon ReductionrReductionrAvailableGeogrid connection strength name Elevation force, factor for factor for connectionhstrength, strength • [ft] ilb�l connection connection strength Tavailable Specified Actual strength)t )m s(ltrength) pbtiti Specified Actual strength) CRult CRa Pt] N/A 5.95 N/A 10.26 SF55 1241 2142 N/A 19.860.2 SF55 l 2.00 217 0.2730 0.27 1134 2142 N/A 5.22 2 2.00 217 0.27 0.27 RESULTS for CONNECTION(seismic conditions) Live Load included in calculatin:Tmax Fs overall Fs overall Available Geover Product # Geogrid Connectione,TReductionrReductioncoAvnnection Geogrid connection strength Pmdu Elevation force.To factornfor factor for sonnection strength, strength ame [ft] Dom) connection connection strength Tavailable Specified Actual strength)th)m st(lrength) Del Specified Actual strength) CRult CRa [Ib/it] 2142 N/A 4.44 N/A 8.42 SF55 1 0.66 280 0.30 0.30 1241 2142 N/A 4.08 N/A 8.36 SF55 2 2.00 278 0.27 0.27 1134 Page Tigard Apartments me License Mage 10 of110 Copyright Apart199ts .number.. . Copyright®1998 2013 ADAMA Engineering inc., .