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5:2--7:2 a -c cr-. --i -'1.12437LOR GEOTECHNICAL LOCK + LOAD RETAINING WALL DESIGN Red Rock Business Center Phase 3 SEC of SW 72nd Avenue and SW Dartmouth Tigard, Oregon I 9 • PREARED FOR: Ken August Keywest Retaining Systems P.O. Box 1049 Sherwood, Oregon 97140 September 27, 2016 (Revised 10-17-16) Project No. 14068-2 Please See Page 3 for Engineer's Stamp 4 2650 NORTH 180 EAST LEHI, UTAH 84043 TELEPHONE NUMBER 801-766-3246 FAX NUMBER 801-769-3336 TAYLOR 2650 North 180 East Lehi,Utah 84043 GEOTECHNICAL O. 801-766-3246 F. 801-769-3336 September 27, 2016 (Revised October 17, 2016) Mr. Ken August Keywest Retaining Systems P.O. Box 1049 Sherwood, Oregon 97140 Subject: Lock+ Load Retaining Wall Design Red Rock Business Center, Phase 3 SEC of SW 72i1 Avenue and SW Dartmouth TG Project No. 14068-2 Dear Mr. August: At your request, Taylor Geotechnical (TG) completed the design of a Lock+Load retaining wall proposed for the subject project. The retaining wall will be located on the east side of the proposed parking lot for Phase 3 of the Red Rock Business Center. SITE CONDITIONS The subject area is currently vacant of structures, and thickly vegetated with tress, brush and native weeds. The native grade in the area slopes downward to the west at approximately 10 percent. BACKGROUND INFORMATION A geotechnical report' and supplemental report2 for the subject project was completed for the Red Rock Creek development. The geotechnical recommendations and laboratory data in the footnoted reports were used to develop design parameters for the proposed retaining walls. Direct shear testing of the native soils was performed by GSI. Results of their testing indicated shear strengths of 26, 24 and 36 degrees friction angle and no cohesion. An average friction angle of 32 degrees was used in the analysis for the retained soils. ' Geocon Northwest,Inc., "Geotechnical Investigation,Red Rock Creek Tigard Business Center,Tigard,Oregon," GNI Project No.P1475-05-01,prepared for Doug Frey,February 16,2007. 2 Geotech Solutions Inc.,"Geotechnical Engineering Report Addendum, SW 72nd SW Dartmouth Commercial Development,Tigard,Oregon,"GSI Project No.Northwest-07-01-gi2,prepared for Norwest Contractors,Inc., March 25,2008. October 17, 2016 Taylor Geotechnical Project No. 14068-2 SOILS The following table summarizes the soil parameters used in this analysis. Soil Properties Reinforcing Retained Soil Foundation Zone Backfill Soil Moist Density 135 130 125 (pcf) Friction Angle 34 32 32 (deg) Cohesion (psf) 0 0 0 SEISMIC Ground motion used for the seismic analyses was based on a seismic ground acceleration response spectrum having a 2 percent chance of exceedance within 50—year period (return period of 2500 years). The peak bedrock ground acceleration (PGA) for the site is 0.39g. For design purposes, the PGA was reduced by 1/2 to 0.19g in accordance with industry standards. ANALYSIS Engineering analysis included the design of mechanically stabilized earth walls (MSE). The MSE walls were designed using AASHTO 2010 LRFD design methodologies. Global stability of the walls was analyzed using the simplified method of slices in the MSE computer program. Results of the analyses are presented in Appendices I. The design of the retaining walls was modified until the capacity demand ratio (CDR) was greater than or equal to 1.0 under static and seismic conditions for the following potential modes of failure. • Direct sliding and Internal Shear. • Overturning. • Bearing Capacity. • Connection. • Pullout. • Geogrid Strength. RECOMMENDATIONS We recommend that subject retaining walls be constructed in accordance with the construction drawings in Appendix II of this report and the manufacturer's recommendations for the Lock+Load retaining wall system. J Page 2 of 3 October 17,2016 Taylor Geotechnical Project No. 14068-2 INSPECTION Taylor Geotechnical will not be responsible for the performance of the retaining walls if not afforded the opportunity to perform or review reports from inspection services during construction. Performance of the wall is based upon the following: 1. Proper preparation of the subgrade for the base course of panels including placement on undisturbed or recompacted subgrade. 2. Proper installation of the filter fabric, perforated pipe and drain rock including outlet provisions. 3. Proper placement of second and successive courses of panels in accordance with manufacturer's recommendations. 4. Proper compaction of reinforced and retained soils. CLOSURE All services performed by Taylor Geotechnical for this design were provided for the exclusive use and benefit of Keywest Retaining System of Sherwood, Oregon. The design was limited to internal and external analysis of the mechanical stabilized earth walls. No other person or entity is entitled to use or rely upon any of the information or reports generated by Taylor Geotechnical for this subject wall without written consent and payment of applicable fees. If you have any questions, please feel free to contact the undersigned. The opportunity to be of service to you is appreciated Respectfully submitted, Taylor Geotechnical 0,0 PROE4, CC, 8357 i .�e..:ON c � frr t 2 v6‘0 ON O. EXPIRES: 16-30-2018 '! Alanson O. Taylor, P.E. Principal Page 3 of 3 October 17,2016 Taylor Geotechnical Project No. 14068-2 APPENDIX I ENGINEERING CALCULATIONS MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel.BEN li TAYLOR ` EH /SAL jr AASHTO 2007-2010 (LRFD) Red Rock Business Park MSEW(3.0): Update# 14.4 PROJECT IDENTIFICATION Title: Red Rock Business Park Project Number: 14068 Client: Designer: AT Station Number: Description: 4 panel(—5.3 ft)Wall.250 psf Traffic surcharge 7 ft.from Wall. Company's information: Name: Taylor Geotechnical Street: 2650 North 180 East Lehi,Ut 84043 Telephone#: 801-400-9784 Fax#: 801-766-3246 E-Mail: alan@taylorgeotech.com Original file path and name: C:\Users\Alan's PC\Documents\Taylor Geotechnical\14068 oad Wall 4 Panel.BEN Original date and time of creating this file: Tue Jul 22 17:02:36 2014 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. id Ili Red Rock Business Park Page 1 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel.BEN SOIL DATA • REINFORCED SOIL Unit weight, y 135.0 lb/ft 3 Design value of internal angle of friction, 34.0° RETAINED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 120.0 lb/ft 3 Equivalent internal angle of friction, 4equiv. 32.0° Equivalent cohesion, c equiv. 150.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq. 38 is utilized) Inclination of internal slip plane, kv=62.00° (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,An=0.354 Design acceleration coefficient in Internal Stability: Kh=Am=0.388 Design acceleration coefficient in External Stability: Kh_d=0.143 => Kh=Am=0.187 (Kh in External Stability is based on allowable displacement, d= 102 mm.using AASHTO 2008-2010 equation) Kae(Kh>0)=0.3926 Kae(Kh=0) =0.2702 A Kae=0.1224 Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Red Rock Business Park eEW.,W W V�on11 M9EW, W,Page 2 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls lied Hock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C:\.....ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel.BEN INPUT DATA: Geogrids (Analysis) _ DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [1b/ft] 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 CDR for strength N/A N/A N/A N/A N/A Coverage ratio,Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor,F* 0.67•tarl) 0.67•tanl 0.67•tanl 0.67•tani 0.67•tanp Scale-effect correction factor, a 0.8 0.8 0.8 0.8 0.8 Note:Z for calculating K/Ka and F*is measured from roadway surface(FHWA-NHI-10-024). Variation of Lateral Earth Pressure Coefficient With Depth Z K/Ka K/Ka 0.0 1.0 2.0 3.0 0 ft 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 Red Rock Business Park V`nxn 'n*'tFW W y Page 3 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 ... , .. , MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel 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 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 (i) CRult(2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.23 250.0 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 0.23 250.0 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/Tult (3) CRcr=Tcre/Tult In seismic analysis,long term strength is reduced to 100%of its static value. D A T A (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 Red Rock Business Park Page 4 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel BEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 5.30 [ft] {Embedded depth is E= 1.30 ft,and height above top of finished bottom grade is H=4.00 ft} Batter, co 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] OTHER EXTERNAL LOAD(S) [S1] Strip Load,Qv-d=0.0 and Qv-1=250.0[lb/ft 2]. Footing width,b=10.0[ft].Distance of center of footing from wall face,d= 12.0[ft] @ depth of 0.0[ft]below soil surface. ANALYZED REINFORCEMENT LAYOUT: [Si] V SCALE: 0 2 4 6[ft] Red Rock Business Park nM$eWy<Page 5 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Wed Jul 23 04:35:13 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 4 Panel.BEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity,CDR=7.16,factored bearing load= 1049 lb/ft2. Foundation Interface:Direct sliding,CDR=2.141,Eccentricity,e/L=0.1065,CDR-overturning=3.83 GEOGRID CONNECTION CDR CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L ; name [ft] [ft] # strength] strength] CDR CDR CDR 1 0.70 4.00 2 2.87 4.35 4.351 3.332 1.661 0.0754 SF55 2 3.30 4.00 2 3.18 6.87 6.872 1.607 3.953 0.0065 SF55 ANALYSIS: CALCULATED FACTORS(Seismic conditions) Bearing capacity,CDR=5.22,factored bearing load= 1293 lb/ft2. Foundation Interface:Direct sliding,CDR= 1.417,Eccentricity,e/L=0.2158,Fs-overturning=2.14 GEOGRID CONNECTION CDR CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] CDR CDR CDR 1 0.70 4.00 2 2.69 4.56 4.560 2.500 1.099 0.1570 SF55 2 3.30 4.00 2 2.89 7.05 7.051 1.171 2.616 0.0214 SF55 Red Rock Business Park MSEwy<Page 6 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls Ked Rock Business Park Present Date/Time: Wed Jul 23 04:35 13 2014 L\ teal\14068 Red Rock Business Ccnter\Traffice Surcharge Walls\Traffic Load Wall 4 Pane!.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS _ (Water table does not affect bearing capacity) Factored bearing resistance.q-n 7509 6746 [lb/ft 2] Factored bearing load, 6v 1049.3 1293 [lb/ft 2] Eccentricity, e 0.28 0.61 [ft] Eccentricity, e/L 0.070 0.151 CDR calculated 7.16 5.22 Base length 4.00 4.00 [ft] Unfactored applied bearing pressure=(Unfactored R)/[L-2 *(Unfactored e)1— Static: Unfactored R=2670.74 [lb/ft],L=4.00,Unfactored e=0.24 [ft], and Sigma=759.01 [lb/ft 2] Seismic:Unfactored R=2670.74 [lb/ft],L=4.00,Unfactored e=0.72 [ft], and Sigma= 1046.90 [lb/ft 2] [Si] V g SCALE: 0 2 4 6[ft] Red Rock Business Park W`Page 7 of 7 Copyright©1998-2012 ADAMA Engineering,Inc. License number MLNL-301128 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park L Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ Mal\t4068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE Red Rock Business Park Report created by ReSSA(2.0):Copyright(c) 2001-2006, ADAMA Engineering, Inc. PROJECT IDENTIFICATION Title: Red Rock Business Park Project Number: 14068- Client: Designer: Description: 6 panel(- 8.0 ft)Wall. 250 psf Traffic surcharge 7 ft. from Wall. Company's information: Name: Street: Telephone#: Fax#: E-Mail: Original file path and name: C:\Users\A fice Surcharge Walls\Traffic Load Wall 6 Panel.MSE Original date and time of creating this file: PROGRAM MODE: ANALYSIS of a Complex Slope using GEOSYNTHETIC as reinforcing material. Red Rock Business Park Page 1 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time:Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Trafficc Surcharge Walls\Traffic Load Wall 6 Panel.MSE INPUT DATA(EXCLUDING REINFORCEMENT LAYOUT) SOW DATA Internal angle of - Unit weight, y friction, Cohesion, c Soil Layer#: [lb/ft 3] [deg.] [1b/ft 2] 1 Reinforced Soil. 135.0 34.0 0.0 2 Retained Soil 130.0 32.0 0.0 3 Foundation Soil 125.0 32.0 0.0 REINFORCEMENT Reinforcement Ultimate Reduction Reduction Reduction Coverage Strength, Factor for Factor for Factor for Ratio, Type# Geosynthetic Tult Installation Durability, Creep, Rc Designated Name [1b/ft] Damage,RFid RFd RFc 2 SF55 4200.00 1.10 1.15 1.55 1.00 Interaction Parameters =Direct Sliding— ====Pullout==== Type# Geosynthetic Cds-phi Cds-c Ci Alpha Designated Name 2 SF55 0.80 0.00 0.67 0.80 Relative Orientation of Reinforcement Force,ROR=0.00. Assigned Factor of Safety to resist pullout,Fs-po= 1.50 Design method for Global Stability: Comprehensive Bishop. WATER Water is not present SEISMICITY Not Applicable Red Rock Business Park Page 2 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04'32:30 2014 C:\ ieal\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel MSE DRAWING OF SPECIFIED GEOMETRY-COMPLEX-Quick Input --Problem geometry is defined along sections selected by user at x,y coordinates. - X1,Y1 represents the coordinates of soil surface. X2,Y2 represent the coordinates of the end of soil layer 1 and start of soil layer 2,and so on. GEOMETRY Soil profile contains 3 layers (see details in next page) UNIFORM SURCHARGE Surcharge load,Q1 None Surcharge load,Q2 None Surcharge load,Q3 None STRIP LOAD Toe point 1 3 SCALE: 0 2 4 6[ft] Red Rock Business Park �en21R «u m `Pagee 3 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSF TABULATED DETAILS OF QUICK SPECIFIED GEOMETRY Soil profile contains 3 layers. Coordinates in[ft.] Xi Yi Top of Layer 1 1 423.23 395.00 2 426.48 395.00 3 426.51 393.70 4 427.35 401.70 5 427.38 401.70 Top of Layer 2 6 423.23 395.00 7 426.48 395.00 8 426.51 393.70 9 432.54 393.70 10 433.38 401.70 11 433.42 401.70 12 436.70 401.70 Top of Layer 3 13 423.23 395.00 14 426.48 395.00 15 426.51 393.70 Red Rock Business Park Page 4 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE TABULATED DETAILS OF SPECIFIED GEOMETRY Soil profile contains 3 layers. Coordinates in [ft.] # X Y1 Y2 Y3 1 423.23 395.00 395.00 395.00 2 426.48 395.00 395.00 395.00 3 426.51 393.70 393.70 393.70 4 427.35 401.70 393.70 393.70 5 427.38 401.70 393.70 393.70 6 432.54 401.70 393.70 393.70 7 433.38 401.70 401.70 393.70 8 433.42 401.70 401.70 393.70 9 436.70 401.70 401.70 393.70 Red Rock Business Park Page 5 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograrns.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE DISTRIBUTION OF AVAILABLE STRENGTH ALONG EACH REINFORCEMENT LAYER T Tavailable A=Front-end of reinforcement(at face of slope) B=Rear-end of reinforcement AB=LI +L2+L3=Embedded length of reinforcement Tfe Tavailable=Long-term strength of reinforcement B Tfe=Available front-end strength(e.g.,connection to facing) A 1 L1 =Front-end'pullout'length LI L3 L2 L2=Rear-end pullout length Tavailable prevails along L3 Factor of safety on resistance to pullout on either end of reinforcement,Fs-po= 1.50 Reinforcement Designated Height Relative L Ll L2 L3 Tfe Tavailable Layer# Name to Toe [ft] [ft] [ft] [ft] [ft] [lb/ft] [Ib/ft] 1 --- 0.70 6.00 0.61 5.39 0.00 1949.25 2093.41 (*) 2 --- 3.30 6.00 0.00 6.00 0.00 1284.32 1284.32(*) 3 --- 6.00 6.00 0.00 6.00 0.00 270.69 270.69(*) (*) This Tavailable is dictated by the pullout resistance capacity,which is smaller than the long-term strength of the reinforcement that is related to its specified ultimate strength Red Rock Business Park Page 6 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE RESULTS OF ROTATIONAL STABILITY ANALYSIS Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta-exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. - Critical circles for each entry point(considering all specified exit points) Entry Entry Point Exit Point Critical Circle Point# (X,Y) (X,Y) (Xc,Yc,R) Fs STATUS [ft] [ft] [ft] 1 435.00 401.70 420.77 395.11 426.21 402.03 8.80 1.76 2 436.00 401.70 420.81 395.07 426.36 403.08 9.74 1.73 OK 4 438.00 401.70 418.23 395.02 424.87 407.96 14.54 1.76 5 439.00 401.70 418.10 395.08 424.91 409.90 16.31 1.82 6 440.00 401.70 416.84 395.05 424.37 412.48 18.98 1.91 7 441.00 401.70 415.41 395.09 423.67 415.94 22.43 2.00 8 442.00 401.70 415.52 395.04 423.90 417.71 24.16 2.09 9 443.00 401.70 415.63 395.00 424.11 419.62 26.03 2.19 10 444.00 401.70 415.46 395.06 424.52 420.79 27.28 2.28 11 445.00 401.70 415.57 395.02 424.93 421.98 28.54 2.38 L Note: In the'Status'column,OK means the critical circle was identified within the specified search domain. 'On extreme X-entry'means that the critical result is on the edge of the search domain;a lower Fs may result if the search domain is expanded. ************************* Results in the tables below represent critical circles identified between specified points on entry and exit. (Theta-exit set to 50.00 deg.) The most critical circle is obtained from a search considering all the combinations of input entry and exit points. Critical circles for each exit point(considering all specified entry points) Exit Exit Point Entry Point Critical Circle Point# (X,Y) (X,Y) (Xc,Yc,R) Fs STATUS [ft] [ft] [ft] 1 412.93 395.04 439.00 401.70 422.21 413.07 20.28 1.98 2 414.18 395.08 438.00 401.70 423.01 409.47 16.88 1.91 3 415.58 395.03 438.00 401.70 423.66 408.90 16.05 1.84 - 4 416.79 395.11 437.00 401.70 424.31 406.33 13.51 1.79 5 418.15 395.08 437.00 401.70 424.99 405.75 12.68 1.74 1r OK 7 420.81 395.07 436.00 401.70 426.36 403.08 9.74 1.73 8 422.21 395.01 436.00 401.70 427.02 402.66 9.04 1.79 9 423.42 395.09 437.00 401.70 428.45 402.01 8.56 2.21 10 424.78 395.08 442.00 401.70 431.97 402.10 10.04 4.53 11 426.58 394.94 439.00 401.70 428.24 406.68 11.86 2.21 Note:In the'Status'column,OK means the critical circle was identified within the specified search domain. 'On extreme X-exit'means that the critical result is on the edge of the search domain;a lower Fs may result if the search domain is expanded. Red Rock Business Park Page 7 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE RESULTS OF TRANSLATIONAL ANALYSIS Results in the table below represent critical two-part wedges identified between specified starting(X1)and ending(X2)search points.Wedges along all reinforcement layers and at elevation zero are reported. The critical two-part wedge,one for each predetermined elevation,is defined by Xa,Xb and Xc where Toe Xa is the front end of the passive wedge(slope face),Xb is where the passive Xa• "o. wedge ends and the active one starts,and Xc is the X-ordinate at which the active - - wedge starts. Critical two-part wedge along each interface: Interface Height Relative to Toe (Xa,Ya) (Xb,Yb) (Xc,Ye) Fs STATUS [ft] [ft] [ft] [ft] At toe elevation 0.00 423.23 395.00 423.23 395.00 N/A N/A N/A No convergence R., �,• l 4 .! ` t Minimum on Edge Rein£Layer#2 3.30 426.99 398.30 427.17 398.30 428.61 401.70 2.95 Minimum on Edge Reinf.Layer#3 6.00 427.28 401.00 427.49 401.00 427.73 401.70 3.50 Minimum on Edge Note:In the'Status'column,OK means the critical two part-wedge was identified within the specified search domain. 'Minimum on Edge' means the critical result corresponds to a minimum on the edge of the search domain;i.e.,either on X1 or X2 or the internally preset limits on Xc. R., Red Rock Business Park Page of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoProgratns.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE CRITICAL RESULTS OF ROTATIONAL AND TRANSLATIONAL STABILITY ANALYSES Rotational (Circular Arc; Bishop) Stability Analysis Minimum Factor of Safety= 1.72 Critical Circle: Xc=425.59[ft],Yc=405.39[ft],R= 12.00[ft]. (Number of slices used=58) Translational (2-Part Wedge; Spencer), Direct Sliding, Stability Analysis Minimum Factor of Safety=2.20 - Critical Two-Part Wedge: (Xa=426.72,Ya=395.70) [ft] (Xb=427.17,Yb=395.70) [ft] (Xc=434.07, Yc=401.70) [ft] (Number of slices used=30) Interslice resultant force inclination=40.88 [degrees] Three-Part Wedge Stability Analysis NOT CONDUCTED REINFORCEMENT LAYOUT: DRAWING SCALE: 0 2 4 6[ft] yaw.0 R.,Vcrwn 0 Rt.k 0 lictiS•Vcrs.12.0 1165...ion 0 ReSSA Vcr,w411.0 IkSSA Vera.20 neSSA Ve”.n 0 R.,Sen.,11rteSSA Va,un ReSS‘Vcir.un 11.-1Vcrsion 1.0 RES,Vei a,on 0 Re.Veno,12.0 ficSSA Vc+mon10 20 a,.Vt1.11 11116.Vc,r.un ReSSA,111011 ReSSA Vawn 0 ReSSA e rewn .SS Vcr.o.n Red Rock Business Park Page 9 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 ReSSA--Reinforced Slope Stability Analysis Red Rock Business Park Present Date/Time: Wed Jul 23 04:32:30 2014 C:\ ical\14068 Red Rock Business Center\Traffice Surcharge Walls\Traffic Load Wall 6 Panel.MSE REINFORCEMENT LAYOUT: TABULATED DATA& QUANTITIES Height Embedded Covergae Layer Reinf. Geosynthetic Relative Length Ratio, (X,Y)front (X,Y)rear # Type# Designated Name to Toe [ft] [ft] Rc [ft] [ft] 1 2 SF55 0.70 6.00 1.00 1392.04 1296.63 1398.04 1296.63 2 2 SF55 3.30 6.00 1.00 1392.31 1299.23 1398.31 1299.23 3 2 SF55 6.00 6.00 1.00 1392.59 1301.93 1398.59 1301.93 QUANTITIES Reinf.Type # Designated Name Coverage Ratio Area of reinforcemnt [ft2] / length of slope [ft] 2 SF55 1.00 18.00 Red Rock Business Park Page 10 of 10 Copyright©2001-2006 ADAMA Engineering,Inc. www.GeoPrograms.com License number ReLNL-200612 MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Surcharge Walls\Traffic Load&Planter Wall 7 Panel.BEN AASHTO 2007-2010 (LRFD) Red Rock Business Park MSEW(3.0): Update# 14.94 PROJECT IDENTIFICATION Title: Red Rock Business Park Project Number: 14068-2 Client: Designer: AT Station Number: Description: 7 panel(—9.3 ft)Wall. 250 psf Traffic surcharge 7 ft.from Wall and 525 psf surcharge from planter box at face of wall. Company's information: Name: Taylor Geotechnical Street: 2650 North 180 East Lehi,Ut 84043 Telephone#: 801-400-9784 Fax#: 801-766-3246 E-Mail: alan@taylorgeotech.com Original file path and name: C:\Users\Alan\Documents\A Draper City\Archive 2014\1406 ter Wall 7 Panel.BEN Original date and time of creating this file: Mon Oct 17 15:55:02 2016 PROGRAM MODE: ANALYSIS of a SIMPLE STRUCTURE using GEOGRID as reinforcing material. r., MS.,cmo p,,,o.,SEWV,o0,o„sEw V00.00 JO MSEWV0,w30 NISEW Venn V.nwJO mscwV.no.,0M=Ew00,or0AISEwr.r W NM 30AISEWVmnJOAISEWVomo30,5,00 MSEW VownJa KISEW V0000 3 0M=EW0.1,�,o,sEWVow,3o,=FWV0 sE„Vmon000ISEWWm.30 Red Rock Business Park Page 1 of 8 Copyright©1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\TrafTice Surcharge Walls\Traffic Load&Planter Wall 7 Panel.BEN .C.nron 3 0 AISEW 30Mon,oti:EW s.nm,,o M. MSEW stW..,.a0 MS. Vemons.OMSEW lrnn ossEW Vet _..-- , OM SENA.,.,,3.0MSEW Vcroon W Vemoo 10INSEW__..-ONISEW Veron.OMSEWMa 3OMSLW Vt.,. n,o SOIL DATA REINFORCED SOIL Unit weight, y 135.0 lb/ft3 Design value of internal angle of friction, (1) 34.0° RETAINED SOIL Unit weight, y 130.0 lb/ft 3 Design value of internal angle of friction, ( 32.0° FOUNDATION SOIL(Considered as an equivalent uniform soil) Equivalent unit weight, y equiv. 120.0 lb/ft3 Equivalent internal angle of friction, 4)equiv. 32.0° Equivalent cohesion, c equiv. 150.0 lb/ft 2 Water table does not affect bearing capacity LATERAL EARTH PRESSURE COEFFICIENTS Ka(internal stability)=0.2827 (if batter is less than 10°,Ka is calculated from eq. 15. Otherwise,eq.38 is utilized) Inclination of internal slip plane, w=62.00° (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,An=0.354 Design acceleration coefficient in Internal Stability: Kh=Am=0.388 Design acceleration coefficient in External Stability: Kh_d=0.143 => Kh=Am=0.187 (Kh in External Stability is based on allowable displacement, d= 102 mm.using AASHTO 2008-2010 equation) Kae(Kh>0)=0.3926 Kae(Kh=0) =0.2702 A Kae=0.1224 - Seismic soil-geogrid friction coefficient,F*is 80.0%of its specified static value. Red Rock Business Park s W Vcnp^on'SEW V`b Page 2 of 8 Copyright©1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Surcharge Walls\Traffic Load&Planter Wall 7 PaneLBEN Itnion 3 OMSEIV Ma 3 0 AISEW Vent.3 OAISEW Vei,oa 10 A1SEW 4'ers.39 NISEWVemon 3 ONISEW V,Pono 10 MSEW Vcrtion 3 01,1SEW Vemon 1 o vsm,&von 10 NEM Vemon 1 0 SISEV,eisqo 3 OMSEW l.'erstork3 onenw Ven.3 OFISCW Vm,o113 0 AISEW Vent..N1SEW Mu 10 MSEW 1.,ann 3 0 NISEW Vc.ion I 0 MS.Venoo.13 0 NISEW Vcrmud.0 NIS.Vers..3 0 INPUT DATA: Geogrids .. (Analysis) DATA Geogrid Geogrid Geogrid Geogrid Geogrid type#1 type#2 type#3 type#4 type#5 Tult [lb/ft] 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 CDR for strength N/A N/A N/A N/A N/A Coverage ratio,Rc 1.000 1.000 1.000 1.000 1.000 Friction angle along geogrid-soil interface, p 24.22 24.22 24.22 24.22 24.22 Pullout resistance factor,F* 0.67•tari) 0.67•tanp 0.67•tanp 0.67•tan[t 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 K/Ka Z K/Ka 0.0 1.0 2.0 3.0 O 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 16.4 19.7 ft 1.00 26.2 32.8 Red Rock Business Park Page 3 of 8 Copyright CO 1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Surcharge Walls\Traffic Load&Planter Wall 7 PaneLBEN 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 7r= 135.00lb/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) CRult(2) a CRult a CRult a CRult a CRult 104.0 0.26 250.0 0.23 250.0 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 0.23 250.0 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 • (I) 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. D A T A (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 Red Rock Business Park o SEW vpn'a`SEW V`m S MSEW Page 4 of 8 Copyright©1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Tune: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Trafice Surcharge Walls\Traffic Load&Planter Wall 7 PaneLBEN INPUT DATA: Geometry and Surcharge loads (of a SIMPLE STRUCTURE) Design height,Hd 9.30 [ft] {Embedded depth is E= 1.30 ft,and height above top of finished bottom grade is H=8.00 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[lb/ft 2] OTHER EXTERNAL LOAD(S) [Si] Strip Load,Qv-d=0.0 and Qv-1=250.0[lb/ft 2]. Footing width,b=10.0 [ft].Distance of center of footing from wall face,d= 12.0 [ft] @ depth of 0.0 [ft]below soil surface. [S2] Strip Load, Qv-d=525.0 and Qv-1=0.0[lb/ft 2]. Footing width,b=3.5 [ft].Distance of center of footing from wall face,d=2.0 [ft] @ depth of 0.0[ft]below soil surface. ANALYZED REINFORCEMENT LAYOUT: [S2] [S I] SCALE: 0 2 4 6[ft] Red Rock Business Park Page 5 of 8 Copyright© 1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Surcharge Walls\Traffic Load&Planter Wall 7 PaneLBEN ANALYSIS: CALCULATED FACTORS (Static conditions) Bearing capacity,CDR=4.35,factored bearing load=2487 lb/ft2. Foundation Interface:Direct sliding,CDR=2.094,Eccentricity,e/L=0.1491,CDR-overturning=3.31 GEOGRID CONNECTION CDR CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] CDR CDR CDR 1 2.00 8.00 2 1.21 1.20 1.195 3.472 1.723 0.1123 SF55 2 4.60 8.00 2 1.34 2.01 2.013 3.443 2.469 0.0885 SF55 3 7.30 8.00 2 1.00 2.17 2.170 1.434 4.746 0.1122 SF55 ANALYSIS: CALCULATED FACTORS (Seismic conditions) Bearing capacity,CDR=3.46,factored bearing load=2857 lb/ft2. Foundation Interface:Direct sliding,CDR= 1.535,Eccentricity,e/L=0.2190,Fs-overturning=2.27 GEOGRID CONNECTION CDR CDR Geogrid Pullout Direct Eccentricity Product # Elevation Length Type [connection [geogrid strength resistance sliding e/L name [ft] [ft] # strength] strength] CDR CDR CDR 1 2.00 8.00 2 1.30 1.38 1.380 2.987 1.292 0.1531 SF55 2 4.60 8.00 2 1.34 2.20 2.200 2.740 1.937 0.1035 SF55 3 7.30 8.00 2 1.03 2.43 2.429 1.180 4.082 0.1142 SF55 GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR=0.0) STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.716 (it corresponds to a critical circle at Xc=-1.04,Yc=21.84 and R=21.86 [ft]). SEISMIC CONDITIONS:For the specified search grid, the calculated minimum Fs is 1.245 (it corresponds to a critical circle at Xc=-2.08,Yc=24.96 and R=25.05 [ft]). Red Rock Business Park Page 6 of 8 Copyright© 1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW --Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Tune: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Surcharge Walls\Traffic Load&Planter Wall 7 Panel.BEN BEARING CAPACITY for GIVEN LAYOUT STATIC SEISMIC UNITS _ (Water table does not affect bearing capacity) Factored bearing resistance.q-n 10828 9872 [lb/ft 2] Factored bearing load, cry 2486.5 2857 [lb/ft 2] Eccentricity, e 0.87 1.28 [ft] Eccentricity, e/L 0.109 0.160 CDR calculated 4.35 3.46 Base length 8.00 8.00 [ft] Unfactored applied bearing pressure=(Unfactored R)/[L-2*(Unfactored e)]= Static: Unfactored R=11308.08 [lb/ft],L=8.00,Unfactored e=0.73 [ft], and Sigma=1731.58 [lb/ft 2] Seismic:Unfactored R= 11308.08 [lb/ft],L=8.00,Unfactored e= 1.29 [ft], and Sigma=2089.94 [lb/ft 2] [S2] [51] SCALE: 0 2 4 6[ft] Red Rock Business Park Page 7 of 8 Copyright©1998-2014 ADAMA Engineering,Inc. License number MLNL-301128 MSEW--Mechanically Stabilized Earth Walls Red Rock Business Park Present Date/Time: Mon Oct 17 15:59:42 2016 C:\ Red Rock Business Center\Traffice Smahatge Walls\Traffic Load&Planter Wall 7 Pane!BEN 2,,,Jan ei.o MSEW V,„n,�,o Ramo., �owa.Ew�m sEw�.�a� ,R:�,�oE, �,�,obsE, OMSEW V,. >ME .�„a 3 Ew.,.Wn,oM o�.�sEw ONISEw Vernon , e„3ou:Ew«,nEo�:Ew,„eo,oM:Ewr ,oM:Ea v,..„,3o.�sEw,r„o 3� GLOBAL/COMPOUND STABILITY ANALYSIS (Using Bishop method and ROR=0.0) A horizontal seismic coefficient,Kh=half of'A',equal to 0.193 has been applied. The seismic force is applied at the center of the sliding mass. STATIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.716 - (it corresponds to a critical circle at Xc=-1.04,Yc=21.84 and Re=21.86 [ft]where(x=0,y 0)is taken at the TOE or Xc=64.58,Yc= 1021.84 and R=21.86 [ft]when the terrain coordinate system is used as shown in the table below.) SEISMIC CONDITIONS: For the specified search grid, the calculated minimum Fs is 1.245 (it corresponds to a critical circle at Xc= 2.08,Yc=24.96 and R=25.05 [ft]where(x=0,y=0)is taken at the TOE or Xc=63.54,Ye= 1024.96 and R=25.05 [ft]when the terrain coordinate system is used as shown in the table below.) TERRAIN/WATER PROFILE Point #1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 Soil layer#1: y = 120.00[lb/ft 3] =30.0° c= 150.00 [1b/ft Z] x[ft] 0.0 6.6 13.1 19.7 26.2 275.6 282.1 288.7 295.3 311.7 328.1 y[ft] 1001.3 1001.3 1001.3 1001.3 1001.3 1000.0 1000.0 1000.0 1000.0 1065.6 1065.6 Yrs`l.l .r, a �.r �'�-�i"r� �- ' ' : � .-7-.''',.:.'..., -, r'�� s � ':a;' x " .sk' ' ; f % y3a • � ,. ua. N t n fi: " r�,u ,C "., r ,ras� , ? "'r : S ' 3 , c r� �4 �. � .3._ s w � pdc .Faiths Maeeffects vF Itoil in fro wallare 'ed catsakic T.-......J....1116........."....1. ,wwwww�ai:Ca s....A.,----. ‘On.on 3 0 M.,'Vona.3 0 OSEW Vvoo JO OM),veN on 3 0 NISEW`ono.3 0 LISFV.Vonoi 3 0 ANEW,CI3104 3 0 PASEO,nn o.3 0 KIM,/WIN on I 0 FISEW X craw k 30 OSCW V0,01.3 0 NISEV,usiork 3 0 MSEW Vcno JO A1SEW Ven on 3 0 NISEW N coo 3.0 AISEW Vcroo 3 ONISEAV‘on o 10,M.,Vono JO MAW Vol on,0',SEW Om...3 0 NUM Vos co 3 0 NIVEVY Vow.)0 Page 8 of 8 Red Rock Business Park Copyright©1998-2014 ADAMA Engineerin , nc.,�„«w,.� .� , gI ....,,,,�,� .Eur rw,,....,M E�u�..,n....�. . ,�,u,vy,.....,,„«w,. ,v ....e,n,..w, ....License number MLNL-301128 y n�v,,,,,...n.c-.n,�,,,nv.....-„,,.,u,.,, " October 17,2016 Taylor Geotechnical Project No. 14068-2 APPENDIX II CONSTRUCTION DRAWINGS