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HomeMy WebLinkAboutMeridian Town Center - Power Center Development - Storm Water Management - Engineering Drainage ReportI\ Or WiR W THE LAND GROUP, INC. Meridian Town Center Power Center Development Meridian, Idaho STORM WATER MANAGEMENT- ENGINEERING DRAINAGE REPORT OWNER CenterCal Meridian, LLC 7455 SW Bridgeport Rd, Ste. 20S Tigard, OR 97224 Ph: 503.968.8940 ENGINEER The Land Group, Inc. Jason Densmer, PE 462 East Shore Drive Eagle, Idaho 83616 Ph: 208.939.4041 Fax:208.939.4445 Project No. 111048 07 0S• 11 or Site Planning •Londscope Architecture -Civil Engineering •Golf Course Irrlgotion & Engineerng sGrapinc Ccrnrnonicotion -Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 93616 • P 208.939.4041 F 208.939.4445 • www.thelandp oupim.mm July 5, 2011 SITE DESCRIPTION The Meridian Town Center project is located at the northeast corner of the Fairview and Eagle road intersection in Meridian, Idaho. The entire project consists of approximately 90-acres. The Power Center phase of the development encompasses approximately 25-acres. The property is currently undeveloped and bordered on the east by the under -construction Kleiner Park (City of Meridian), to the north by undeveloped residential properties, to the south byfuture phases of the Meridian Town Center, and to the west by Eagle Road. The project will result in the construction of a parking lot and building pads for medium -format inline retailers and detached retail pads adjacent to Eagle Road. SITE ASSESSMENT OF SOILS & SEASONAL GROUNDWATER GeoDesign, Inc. has prepared a geotechnical engineering report for the property, dated September 6, 2007 (copy attached as Appendix C). According to the study, groundwater was encountered at a depth of between 18.5 and 20-ft below the ground surface. Generally, the soil profile consists of a thin mantle of silt overlying sand and gravel alluvium. Drainage systems are designed to penetrate the overlying silt and introduce stormwater discharge to the sand and gravel alluvium. The geotechnical testing of the percolation rates in this strata indicate expected infiltration rates between 16 and 63-inches per hour. The drainage systems include a filter sand medium, which will limit percolation to 8-inches per hour. For design, we have used an 8-in per hour expected percolation rate for facility sizing. PEAK RUN-OFF RATE & SYSTEM SIZING 100-YEAR EVENT AREAS SEE DRAINAGE AREA EXHIBIT) The proposed storm drainage will sheet flow across asphalt and landscape areas to storm drain inlets. Storm water will pass through sand and grease traps prior to discharging to seepage bed facilities to allow the storm water to percolate into the existing sub soils. Provisions have been made to collect roof drains and pipe them into the seepage beds. The drainage systems have been designed to store the 100-year, 1-hour event (1.0 in/hr, time of concentration = 60 min.). The drainage calculations are shown in Appendix B. Ar Site Planning • Landscape At • Civil Engineering • Golf Course irrigation & Engineering • Graphic Communication -Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 • P 208.939.4041 F 208.939.4445 • www.thelandgroupinc.com July 5, 2011 Appendix A Site Drainage Areas OF Site Planning - Landscape At -Civil Engineering-GolfCourse Irrigation & Engineering +Graphic Communication •Surveying 462 E. Shore Drive, Ste, 3.00, Eagle, Idaho 83616 • P 208.939.4041 F 208.939,4445 - www,thelandgroupinc.com No Text July 5, 2011 Appendix B Drainage Calculations Ar Site Planning - Landscape Architecture •Civil Engineering • Golf Course frrigotion & Engineering •Graphic Communication •Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 * P 208.939.4041 F 208.939.4445 • www.thelandgroupinc.tom MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Summary ID Size Runoff Volume Total Volume Provided Volume of Drain Rock Volume of Sand Area 1 56,515 s.f. 4,003 c.f. 4,028 c.f. 8,496 c.f. 944 c.f. Area 2 158,056 s.f. 11,196 c.f. 11,204 0. 23,634 c.f. 2,626 c.f. Area 3 53,273 s.f. 3,995 c.f. 4,0110. 8,460 0. 940 c.f. Area 4 134,915 s.f. 9,556 0. 9,574 c.f. 20,196 c.f. 2,244 0. Area 5 41,849 s.f. 3,139 c.f. 3,157 c.f. 6,660 c.f. 740 c.f. Area 6 221,528 s.f. 15,692 c.f. 1 15,7010. 33,120 c.f. 3,680 0. Area 7 18,637 s.f. 1,398 c.f. 1,399 c.f. 2,952 c.f. 328 c.f. Area 8 56,943 s.f. 4,033 c.f. 4,207 c.f. 8,874 0. 986 c.f. Area 9 144,344 s.f. 10,224 c.f. 10,240 c.f. 21,600 c.f. 2,400 c.f. Area 10 49,578 s.f. 3,718 c.f. 3,763 c.f. 7,938 0. 882 c.f. Area 11 60,597 s.f. 4,545 c.f. 4,599 0. 9,702 U. 1,078 0. Totals: 71,500 0. 71,885 c.f. 151,632 0. 16,848 c.f. 7/1/2011 A Site Planning - Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 � Eagle, Idaho 83616 - P 208.939.4041 - P 208.939.4445 • www.thelandgroupinc.corn MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 1 Total A = 56,515 s.f. Pervious= s.f. C= 0.10 Impervious = ::>6,515 s.f. C= 0.85 Weighted C = 85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 2.48 cis 1100 = 3.10 in/hr Q100 = 3.42 cfs V25 = 1,988 c.f. V100 = 2,738 c.f,. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min j Q= 1.10cfs (Qat60min.) V = 4,003 c.f. System Size L = 59 ft W = 16 ft Vr = 8,496 c.f. volume of drain rock provided Vv = 3,398 c.f. void volume provided Vk = 629 c.f. percolation volume provided =4,028 c.f. total storage volume provided by seepage bed C7CIM Time to Empty k = 8.0 in/hr percolation rate M. /P 'i C:r= time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 56,515 s.f. Max Flow= 1.30ci's �0.18fps 01 �Y D = 9.0 ft '0' Site Planning - Landscape Architecture , Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 -Eagle, Idaho83616 P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 2 Total A = 158,056 s.f. Pervious= s.f. C= 0.10 Impervious = 158,056 s.i. C= 0.35 Weighted C = 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = .9" cfs 1100 = 3.10 in/hr Q100 = 9..'6 ;:f> V25 = 5,558 c. . V100 = 7,658 c.f. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q = �,o8 cvs (Q at 60 min.) V- 1,196c.f. System Size L=202ft W=13ft Vr = 23,634 c.f. volume of droin rock provided Vv = 9,454 0. void volume provided Vk = 1,751 c.f. percolation volume provided M 11,204 0. total storage volume provided by seepage bed OKAY Time to Empty k = 8.0 in/hr percolation rate WA 'i� time to drain required storage volume S&G Trap Check Vault Size = 1000 gal Baffle Spacing = 1.5 ft Drainage Area 1A = 121,530 s.f. Max Flow = 2.37 cfs 0.40 fps OKAY D = 9.0 ft Site Planning - Landscape Architecture - Civil Engineering • Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 • P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 3 Total A = 53,273 s.f. Pervious= s.f. C= i1.1Ci Impervious = _ C= 0.90 Weighted C= 0.90 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 1100 = 3.10 in/hr Q100='-: V25 = 1,984 c.f. V100 = 2,733 c.f. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (200-yr Return Period, Duration = 60 ruin.) Q = 3. J 0 cfS (Q at 60 min.) V = > 995 U. System Size L= 94ft W= 10ft D= 9.Oft Vr = ii,460 c.f. volume of drain rock provided Vv = 3,384 c.f. void volume provided VI( = 627 0. percolation volume provided = 4,011 0. total storage volume provided by seepage bed nW- A Time to Empty k = 8.0 in/hr percolation rate M. 4.4 hr,, time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 53,273 s.f. F��loww�= �Max O.18fps Oh_1F dr Site Planning , Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design • Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 4 Total A = 134,915 s.f. Pervious= s.f. C= 0.10 Impervious= 134,915 s.I. C= 0.85 Weighted C= 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 5.92 cis 1100 = 3.10 in/hr Q100 = 8.16 cfs V25 = 4,745 c.f. V100= 6,5370. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q = 2.63 cfs (Q at 60 min.) V = 9,556 c.f. System Size L=187ft W=12ft D=9.Oft Vr = 20,196 c.f. volume of drain rock provided Vv = 8,078 c.f. void volume provided Vk = 1,496 c.f. percolation volume provided = 9,574 0. total storage volume provided by seepage bed OKAY k = 8.0 in/hr ®' 4.4 hrs Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 109,965 s.f. Max Flow = 0.36 fps Time to Empty percolation rate �.. time to drain required storage volume S&G Trap Check OKAY Site Planning - Landscape Architecture - Civil Engineering Golf Course Irrigation & Engineering , Graphic Design � Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 - P 208.939.4041 - F 208,939.4445 • www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 5 Total A = 41,849 s.f. Pervious= s.f. C= 0.10 Impervious= C= 0.90 Weighted C = Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 1100= 3.10in/hr Q100= V25 = a,558 c.f. V100= 2,147c.f. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q=0,86Cis (Qat60minj V = V 39 0 System Size L=74ft W=loft D=9.Oft Vr = 6,660 c.f. volume of drain rock provided Vv = 2,664 c.f. void volume provided Vk = 493 c.f. percolation volume provided = 3,157 c.f. total storage volume provided by seepage bed i%M OKAY k = 8.0 in/hr 4.4 hr Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 41,849 s.f. Max Flow = Time to Empty percolation rate time to drain required storage volume S&G Trap Check OKAY 01 Site Planning - Landscape Architecture , Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design Surveying 462 E. Shore Drive, Suite 100 � Eagle, Idaho 83616 � P 208.939.4041 - F 208.939.4445 - www.thelandgroupinccom MTC - Northwest (PN 111048) 7/1/2011 Storm Drainage Calculations Drainage Area Characteristics: Area 6 Total A = 221,528 s.f. Pervious= s.f. C= 0.10 Impervious= C= 0.35 Weighted C= Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 9.73 d3 1100 = 3.10 in/hr Q100 = 13.40 crfs V25 = _ V100= JO' '4e.'. Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 rain.) Q = 4.32 cfs (Q at 60 min.) V = 15.692 0, System Size L=230ft W=16ft D=9.Oft Vr = 33,120 c.f. volume of drain rock provided Vv = 13,248 c.f. void volume provided Vk = 2,453 0. percolation volume provided M15,701 c.f. total storage volume provided by seepage bed MOKAY Time to Empty k = 8.0 in/hr percolation rote time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 3.0 ft Drainage Area 1A = 199,639 s.f. Max Flow = O1AY Site Planning - Landscape Architecture - Civil Engineering • Golf Course Irrigation & Engineering - Graphic Design , Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 - P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 7 Total A = 18,637 s.f. Pervious = s.f. C= 0.10 Impervious= C= 0.90 Weighted C = Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = -;.<;a (ts 1100 = 3.10 in/hr Q100 = .: `S cfs. V25 = ` =.4 0, V 100 = 6 t b`. 7/1/2011 Thompsons Rule (1" per hour) 1 = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q = .39 cfs (Q at 60 min.) V = Y 398 0. System Size L=41ft W=8ft Vr = 2,952 c.f. volume of drain rock provided Vv = 1,181 c.f. void volume provided Vk = 219 0. percolation volume provided Him 1,399 c.f. total storage volume provided by seepage bed 1MOKAY k = 8.0 in/hr M 4.4 hrs Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 18,637 s.f. Max flow = Time to Empty percolation rate time to drain required storage volume S&G Trap Check 01L y D = 9.0 ft Site Planning Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 - Eagle, Idaho 83616 - P 208.939.4041 - r 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 8 Total A = 56,943 s.f. Pervious = s.f. C - 0.10 Impervious = 56,943 s.f. C= 0.85 Weighted C = 0.85 Tc= 10min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 1100 = 3.10 in/hr Q100 = V25 = 2,003 0. V100 = 2,759 U. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 m/hr (100-yr Return Period, Duration = 60 min.) Q= 1,11 cfs (Q at 60 min.) V = 4,033 c.f. System Size L=58ft W=17ft D=9.0ft Vr = 8,874 c.f. volume of drain rock provided Vv = 3,550 c.f. void volume provided Vk = 657 c.f. percolation volume provided = 4,207 0. total storage volume provided by seepage bed C77V Time to Empty k = 8.0 in/hr percolation rate -x 4,: hr, time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 56,943 s.f. FFl�lo��ww�= 1.11 cfs �Max lY7LfIi6'.1.9 fps OKAY If Site Planning • Landscape Architecture - Civil Engineering � Golf Course Irrigation & Engineering - Graphic Design � Surveying 462 E. Shore Drive, Suite 100 Eagle, Idaho 83616, P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 9 Total A = 144,344 s.f. Pervious= s.f. C= 0.10 Impervious= C= 0.85 Weighted C = Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = •; 14, rr. 1100 = 3.10 in/hr Q100=+7.`%i V25 = -476 U. V100 = b,994 0. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q = 2.82 cfs (Q at 60 min.) V = 10,224 c.f. System Size L=200ft W=12ft D=9.Oft Vr = 221,600 c.f. volume of drain rock provided Vv = 8,640 0. void volume provided Vk = 1,600 0. percolation volume provided M 10,240 0. total storage volume provided by seepage bed VtotaI >_ V100? Time to Empty k = 8.0 in/hr percolation rate in 4.A 1,. a time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 108,726 s.f. Max Flow = OKAY Site Planning - Landscape Architecture - Civil Engineering • Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 • Eagle, Idaho 83616 P 208.939.4041 - F 208.939.4445 - www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 10 Total A = 49,578 s.f. Pervious= s.f. C= 0.10 Impervious= C- 0.90 Weighted C = Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = ? 30 ck,, 1100 = 3.10 in/hr Q100 = 3.,3.8 cis. V25 = ",846 0. V100 = 2,544 0. 7/1/2011 Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration = 60 min.) Q = 1.02 cfS (Q at 60 min.) V = 3,718 0. System Size L=63ft W=14ft D=9.0ft Vr = 7,938 c.f. volume of drain rock provided Vv = 3,175 c.f. void volume provided Vk = 588 0. percolation volume provided 3,763 0. total storage volume provided by seepage bed OKAY Time to Empty k = 8.0 in/hr percolation rate F sZ 4.3 hrs time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Drainage Area 1A = 49,578 s.f. Max Flow = 11 • - - M OILY Site Planning - Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering • Graphic Design � Surveying 462 E. Shore Drive, Suite 100 � Eagle, Idaho 83616 - P 208.939.4041 • F 208.939.4445 , www.thelandgroupinc.com MTC - Northwest (PN 111048) Storm Drainage Calculations Drainage Area Characteristics: Area 11 Total A = 60,597 s.f. Pervious= s.f. C= 0.10 Impervious = C= 0.90 Weighted C = Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 1100= 3.10in/hr Q100= 7/1/2011 V25 = V100 = 109 c.t Thompsons Rule (1" per hour) I = 1.0 in/hr (100-yr Return Period, Duration - 60 min.) Q = T..;"_5 cis (Q at 60 min.) V = 4, 545 c.f. System Size L=77ft W=14ft D=9.Oft Vr = 9,702 c.f. volume of drain rock provided Vv = 3,881 c.f. void volume provided Vk = 719 c.f. percolation volume provided = 4,599 c.f. total storage volume provided by seepage bed '=OKAY Time to Empty k = 8.0 in/hr percolation rate = 4.3 hrs time to drain required storage volume S&G Trap Check Vault Size = 1000 gal. Vault Size = 1000 gal. Baffle Spacing = 1.5 ft Baffle Spacing = 1.5 ft Drainage Area 1A = 26,990 s.f. Drainage Area 113 = Max Flow = Max Flow = - - . OK1Y • OKAY Site Planning - Landscape Architecture - Civil Engineering - Golf Course Irrigation & Engineering - Graphic Design - Surveying 462 E. Shore Drive, Suite 100 Eagle, Idaho 83616 - P 208.939.4041 - F 208.939.4445 www.thelandgroupinc.com July 5, 2011 Appendix C Geotechnical Report for Reference pr Site Planning . Landscape Architecture • Civil Engineering • 6olf Course irrigation E Enginee ring • Graphic Communication -Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 M P 208.939.4041 P 208,939.4445 • www.thelandgroupinc.com DESIGNZU REPORT OF GEOTECHNICAL ENGINEERING SERVICES Proposed Meridian Town Center Development State Highway 55 and East Fairview Avenue Meridian, Idaho For CenterCal Properties, LLC September 6, 2007 GeoDesign Project: CenterCal-8-01 Engineers I Geolooists I Environmental Consultants MDESIGN= September 6, 2007 CenterCal Properties, LLC 7455 SW Bridgeport Road, Suite 205 Tigard, OR 97224 Attention: Mr. Andrew Wilk Report of Geotechnical Engineering Services Proposed Meridian Town Center Development State Highway 55 and East Fairview Avenue Meridian, Idaho GeoDesign Project: CenterCal-8.01 GeoDesign, Inc, is pleased to submit our report for the proposed Meridian Town Center Development located in Meridian, Idaho. Our services for this project were conducted in accordance with our proposal dated August 7, 2007. We appreciate the opportunity to be of service to you. Please call if you have questions regarding this report. Sincerely, GeoDesign, Inc. Scott V. Mills, P.E. Principal Engineer cc: Mr. Louis Gibb, CenterCal Properties, LLC (via email only) Mr. Greg Williams, CenterCal Properties, LLC (via email only) ECM:BAS:SVM:kt Attachments Six copies submitted Document ID: CenterCal-8-01-090607-geor.doc © 2007 GeoDesign, Inc. All rights reserved. TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 2.0 PROJECT UNDERSTANDING 3.0 PURPOSE AND SCOPE 4.0 SITE CONDITIONS 2 4.1 Surface Conditions 2 4.2 Subsurface Conditions 2 5.0 CONCLUSIONS 3 6.0 SITE DEVELOPMENT RECOMMENDATIONS 3 6.1 Site Preparation 3 6.2 Excavation and Dewatering 6 6.3 Structural Fill 6 6.4 Fill Placement and Compaction 7 6.5 Permanent Slopes 8 6.6 Site Drainage and Stormwater Disposal 8 6.7 Erosion Control 9 7.0 FOUNDATION SUPPORT RECOMMENDATIONS 9 7.1 Spread Footings 9 7.2 Floor Slabs 10 8.0 RETAINING WALLS 10 9.0 PAVEMENT DESIGN RECOMMENDATIONS 11 10.0 SEISMIC DESIGN CRITERIA 12 11.0 OBSERVATION OF CONSTRUCTION 12 12.0 LIMITATIONS 13 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 APPENDIX Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A -I Soil Classification System Table A-2 Boring Logs Figures A-1 - A-5 Test Pit Logs Figures A-6 - A-21 Atterberg Limits Test Results Figure A-22 Grain -Size Test Results Figure A-23 Summary of Laboratory Data Figure A-24 ACRONYMS MDESIGN= CenterCal-8-0 1 : 090607 1.0 INTRODUCTION We are pleased to submit this report of geotechnical engineering services for the proposed Meridian Town Center Development located on the north side of East Fairview Avenue and east of North Eagle Road in Meridian, Idaho. This study focuses on the 88 acres of land bound by North Eagle Road, North Records Avenue (future), East Fairview Avenue, and East River Valley Street (future). 2.0 PROJECT UNDERSTANDING The site is currently unoccupied, except for a few small buildings near the southern and eastern property perimeter. We have reviewed a preliminary site plan that shows 25 retail buildings that vary in height between one and four stories. Building floor areas vary between 5,400 and 66,000 square feet. Paved automobile parking and driving lanes are planned on the remainder of the site. Foundation loads were unknown at the time of this report, but we have assumed maximum column and wall loads of 400 kips and 6 kips per foot respectively. We have also assumed that floor loads will be less than 200 psf. We also understand that significant cuts and fills will not be more than 5 feet each. Figure 1 shows the site relative to existing topographic features. Figure 2 shows site the site relative to surrounding physical features. For your reference, definitions of all acronyms used are attached at the end of this document. 3.0 PURPOSE AND SCOPE The purpose of our geotechnical engineering services was to characterize site subsurface conditions and provide geotechnical engineering recommendations for use in design and construction of the proposed development. Specifically we completed the following tasks: • Explored subsurface soil and groundwater conditions for proposed building and parking areas with the following explorations: • Drilled five borings to depths ranging between 21.5 and 51.5 feet BGS. • Conducted a falling -head infiltration test in each of the borings at the depths indicated on the boring logs. • Excavated 31 test pits to depths that vary between 2.5 and 10 feet BGS. • Complete a laboratory testing program. The specific laboratory tests were selected based on the subsurface conditions encountered. We have completed the following tests: • Forty-two moisture content and/or density determinations in general accordance with ASTM D 2216 • Five particle -size analyses in general accordance with ASTM C 136 • Five particle -size analyses in general accordance with ASTM D 422 • Two Atterberg limits tests in general accordance with ASTM D 4318 Provided recommendations for site preparation and grading (including demolition, temporary and permanent slopes, fill placement criteria, suitability of on -site soils for fill, subgrade preparation, and recommendations for wet weather construction). Provided recommendations for excavation and excavation support. MDESIGN= 1 CenterrCai 8-01 090607 • Provided foundation recommendations for the support of the proposed structures (including allowable bearing capacity, estimated settlement, and lateral resistance). We anticipate that the proposed structures can be supported on conventional shallow foundations. • Provided recommendations for use in the design of conventional retaining walls (including backfill and drainage requirements and lateral earth pressures). • Provided recommendations for AC pavement design sections and pavement subgrade preparation. Traffic volumes for on -site paving or standard design criteria for off -site streets have not been provided to us at this time. Our pavement recommendations are based on reasonable assumptions. • Evaluated groundwater conditions at the site, and provided general recommendations for dewatering during construction and subsurface drainage. • Discussed potential seismic activity near the site, and provided seismic design criteria and evaluated liquefaction and lateral spreading. • Prepared a geotechnical engineering report that present our findings, conclusions, and recommendations. 4.0 SITE CONDITIONS 4.1 SURFACE CONDITIONS The 88-acre site is bound by North Eagle Road, North Records Avenue (future), East Fairview Avenue, and East River Valley Street (future). The property is currently being used as a grass turf farm and turf was present on the majority of the site at the time of our exploration. We understand that the crop will be harvested at the end of the current growing season and turf will not be replanted. Several structures are present on the south portion of the property, including two residences. Figure 2 shows the current site layout. The site is relatively flat, with only a few feet of elevation difference across the site 4.2 SUBSURFACE CONDITIONS 4.2.1 General The subsurface exploration program consisted of drilling 5 borings (B-1 through B-5) to a maximum depth of 51.5 feet BCS and excavating 31 test pits (TP-1 through TP-31) to depths of up to 10 feet BCS. Figure 2 shows the approximate location of the explorations completed for this study. Descriptions of the field explorations, laboratory procedures, and logs of the explorations are provided in the Appendix of this report. Subsurface generally consist of a thin mantle of silt overlying sand and gravel alluvium. The following sections provide a more detailed description of subsurface conditions encountered in our explorations. 4.2.2 Silt A thin mantle of silt was generally observed in all of the explorations. The thickness of silt unit generally varies between 1 and 10 feet, but is generally between 4 and 6 feet thick. SPTs and pocket penetration tests show that the silt varies in consistency from medium stiff to stiff. Soil of this type and consistency generally exhibits moderate compressibility and strength characteristics. We observed a zone of soil that appears to be disturbed through tilling to a depth of between approximately 6 and 12 inches at the ground surface. =DESIGN- 2 CenterCal-8-01:090607 4.2.3 Alluvial Sand and Gravel The silt is underlain by interbedded layers of sand and gravel with varying fractions of silt and sand. SPTs show that the sand and gravel is generally medium dense to very dense. Soils of this type and consistency generally exhibit low to moderate compressibility characteristics and moderate to high strength properties. 4.2.4 Groundwater Groundwater was observed in all of the drilled borings at a depth of between 18.5 and 20 feet BGS. The depth to groundwater may fluctuate in response to rainfall, irrigation, and other factors not observed in this study. 5.0 CONCLUSIONS Based on the results of our subsurface explorations and engineering analyses, it is our opinion that the site can be developed as proposed, The following factors will have an impact on design and construction of the proposed development: • The proposed buildings can be supported on conventional spread footings. • The on -site soils are suitable for use as structural fill provided they are properly moisture conditioned. • The on -site soil will provide inadequate support for construction equipment when wet. Granular haul roads and working pads or cement amendment should be considered if earthwork occurs during prolonged period of precipitation. • A tilled zone is present across the site. Improvement or removal/replacement of the tilled zone will be required in structural areas. The following sections present specific recommendations for use in design and construction of the proposed development. 6.0 SITE DEVELOPMENT RECOMMENDATIONS 6.1 SITE PREPARATION 6.1.1 Demolition Demolition includes complete removal of existing site improvements within S feet of areas to receive new pavements, buildings, retaining walls, or engineered fills. Underground vaults, tanks, manholes, and other subsurface structures should be removed in areas of new improvements. Utility lines should be completely removed or grouted full and left in place. Existing basements, crawlspaces, or other voids resulting from removal of existing improvements should be backfilied with compacted structural fill, as discussed in the "Structural Fill" section of this report. The bottom of such excavations should be excavated to expose a firm subgrade before filling and their sides sloped at a minimum of 1 H:1 V to allow for more uniform compaction at the edges of the excavations. C47DES I G N% 3 CenterCal-8-01 :090607 Materials generated during demolition should be transported off site for disposal or stockpiled in areas designated by the owner. In general, these materials will not be suitable for re -use as engineered fill. However, asphalt, concrete, and base rock materials may be recycled in accordance the "Structural Fill" section of this report. 6.1.2 Stripping and Grubbing The existing root zone should be stripped and removed from all proposed structural fill, pavement, building, and improvement areas and for a 5-foot margin around such areas. Based on our explorations, the average depth of stripping will be 2 to 4 inches, although greater stripping depths may be required to remove localized zones of loose or organic soil. However, we understand that the majority of the organic material will be removed when the current turf crop is harvested. Therefore, the actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. Trees or shrubs present in pavement and improvement areas should be removed. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 2.5 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend that soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. The site has been used as a grass turf farm, and we understand that the existing crop will be harvested before it is developed. Provided a small risk of pavement distress is acceptable, any remaining organic material can be blended into the pavement subgrade soils by tilling it from the surface or blending it at the surface and burying it. The organic content of soil should meet the requirements in Table 1. Table 1. Permissible Organic Content Content' Parking Lot Subgrade 0 to 4 feet 8 percent Parking Lot Subgrade > 4 feet 12 percent Landscaping/Non-Structural Areas No restriction No restriction 1. By dry weight Ali of the disturbed material should be compacted as recommended in the "Structural Fill" section of this report. We do not recommend that this be attempted during periods of prolonged wet weather. 6.1.3 Test Pits The test pit excavations were backfilled using the relatively minimal compactive effort of the backhoe bucket. Soft areas can be expected at these locations. We recommend that these relatively uncompacted soils be removed from the test pits to a depth of 3 feet below finished IMDESIGN" 4 centerCal-8-01:090607 subgrade elevation in pavement areas. Where test pits are located beneath proposed foundations, it will be required that all of the loose material be removed and backfilled with structural fill. 6.1.4 Subgrade Improvement A layer of disturbed soil is present across the site; it appears that the upper 6 to 12 inches of soil was disturbed as a result of tilling. The disturbed soils will require improvement before they will be capable of supporting foundations, floor slabs, or pavements. The disturbed or tilled zone can be improved by compacting it in place to a density of at least 92 percent of the maximum dry density, as determined by ASTM P 1557. 6.1.5 Subgrade Evaluation A member of our geotechnical staff should observe the exposed subgrades after stripping and site cutting have been completed to determine if there are additional areas of unsuitable or unstable soil. The subgrade should be proofrolled with a fully loaded dump truck or similarly heavy rubber -tire construction equipment to identify soft, loose, or unsuitable areas after subgrade compaction is complete. Proofrolling should be observed by a qualified geotechnical engineer or their representative. Areas that appear to be too wet and soft to support proofrolling equipment should be evaluated by probing and prepared in accordance with the recommendations for wet weather construction presented in the following section of this report. 6.1.6 Wet Weather Construction The near -surface fine-grained soils at the site are easily disturbed when they are wet, If not carefully executed, site preparation, utility trench work, and roadway excavation executed during prolonged periods of rainfall can create extensive soft areas and will result in significant subgrade repair costs. If construction is planned when the surficial soils are wet of optimum moisture content or during wet weather, the construction methods and schedule should be carefully considered with respect to protecting the subgrade to reduce the need to over -excavate disturbed or softened soil. The project budget should reflect the recommendations below if construction is planned during wet weather orwhen the surficial soils are wet. If construction occurs when wet soils are present, site preparation activities may need to be accomplished using track -mounted excavating equipment that loads removed material into trucks supported on granular haul roads. The thickness of the granular material for haul roads and staging areas will depend on the amount and type of construction traffic. Generally, a 12- to 18-inch-thick mat of imported granular material is sufficient for light staging areas and the basic building pad, but is generally not expected to be adequate to support heavy equipment or truck traffic. An 18- to 24-inch-thick pad is generally suitable for haul roads and areas subject to repeated heavy construction traffic. The actual thickness of haul roads and staging areas should be determined by the contractor who has control over site development methods and the amount and type of construction traffic. The imported granular material should be placed in one lift over the prepared, undisturbed Subgrade and compacted using a smooth -drum roller without the use of vibratory action. in addition, a geotextile fabric can be placed as a barrier between the Subgrade and imported granular material in areas of repeated construction traffic. The imported granular material and the geotextile fabric should meet the specifications in the "Structural Fill" section of this report. MDESI G N % 5 centereal-8-01:090607 6.2 EXCAVATION AND DEWATERING Conventional earthmoving equipment in proper working conditions should be capable of making necessary excavations for site cuts and utilities. Excavation sidewalls in native, fine-grained soils should stand vertical to a depth of approximately 4 feet, provided groundwater seepage does not occur. Excavations deeper than 4 feet should be shored or laid back at an inclination of at least 1lzWI V or shored if workers are required to enter. Based on the observed depth to groundwater, we do not anticipate that an extensive dewatering program will be required for excavations shallower than 15 feet deep. Excavations should be made in accordance with applicable OSHA and state regulations. While this report describes certain approaches to excavation, the contractor should be responsible for selecting excavation methods, dewatering, monitoring the excavations for safety, and providing shoring, as required to protect personnel and adjacent utilities and structures. 6.3 STRUCTURAL FILL Structural fill includes fill beneath foundations, slabs, pavements, any other areas intended to support structures, or within the influence zones of structures. Structural fill should be free of organic matter and other deleterious materials and, in general, should consist of particles no larger than 3 inches in diameter. Recommendations for suitable fill materials are provided in the following sections. 6.3.1 On -Site Native Soil The on -site native soils will be suitable for use as structural fill only if they can be moisture conditioned. During our exploration, we observed native soils that were wet as well as dry of optimum, Consequently, moisture conditioning will consist of drying or wetting the soils depending on the location and depth obtained. 6.3.2 Select Granular Fill Granular material for use as structural fill should be pit- or quarry -run rock, crushed rock, or crushed gravel and sand that is fairly well graded between coarse and fine and has less than 5 percent by dry weight passing a U.S. Standard No. 200 Sieve. Granular fill used during periods of prolonged dry weather may have up to 10 percent by dry weight passing a U.S. Standard No. 200 Sieve, provided it is properly moisture conditioned. 63.3 Pipe Bedding Utility trench backfill for bedding and in the pipe zone should consist of well -graded granular material with a maximum particle size of % inch and less than 5 percent by dry weight passing a U.S, Standard No. 200 Sieve, or as required by the pipe manufacturer. 6.3.4 Crushed Rock Crushed rock will be required as base material for floor slabs and pavements as specified. Crushed rock should consist of imported hard, durable, angular crushed rock that is well graded between coarse and fine sizes and has less than 5 percent finer than a U.S. Standard No. 200 Sieve. Crushed rock can have a maximum particle size of 4 inches. A smaller maximum particle size may be required depending on the intended use, as described in subsequent sections of this report. Rounded gravel materials should be crushed to have at least two 19.39DES I G Nr 6 CenterCal-8-01:090607 fractured faces. Crushed rock fill should consist of imported clean, durable, crushed, angular rock that meets the requirements of the pertinent sections of this report. 6.4 FILL PLACEMENT AND COMPACTION Fill soils should be compacted at a moisture content that is near optimum. The maximum allowable moisture content varies with the soil gradation and should be evaluated during construction. Fill and backfill material should be placed in uniform, horizontal lifts and compacted with appropriate equipment. The maximum lift thickness will vary depending on the material and compaction equipment used, but should generally not exceed the loose thickness provided in Table 2. Fill material should be compacted in accordance with the compaction criteria provided in Table 3. Table 2. Recommended Uncompacted Lift Thickness Compaction Equipment Recommended Uncompacted Lift Thickness (inches) Granular and Crushed Crushed Rock Silty Soils Rock Maximum Maximum Particle Particle Size < 1%: inches Size > 1%z inches Hand Tools: Plate Compactors and 4 to 8 4 to 8 Not Recommended jumping jacks Rubber -Tire Equipment 6 to 8 10 to 12 6 to 8 Light Roller 8 to 10 10 to 12 8 to 10 Heavy Roller 10 to 12 12 to 18 12 to 16 Hoe Pack Equipment 12 to 16 18 to 24 12 to 16 Note: This table is based on our experience and is intended to serve only as a guideline. The information provided In this table should not be included in the project specifications. Table 3. Compaction Criteria Compaction Requirements in Structural Zones Percent Maximum Dry Density Fill Type Determined by ASTM D 1557 0 to 2 Feet Below > 2 Feet Below Subgrade Subgrade Pipe Zone ------- --__ (percent) Area Fill 95' 92 Aggregate Bases 95 95 Trench Backfillz 95 92 90 Retaining Wall Backfill 951-3 923 1. Can be reduced to 92 percent for fine-grained soils such as silt and clay. 2. Or as recommended by the pipe manufacturer. 3. Should be reduced to 90 percent within a horizontal distance of 3 feet from the retaining wall. CNDESIGN= 7 CenterCal-8-01:090607 6.4.1 Area Fills Imported fill placed to raise site grades should be placed on a prepared subgrade that consists of firm, inorganic site soils or compacted fill. The fill material should be placed in uniform horizontal lifts and compacted to the recommended minimum density provided in Table 3. 6.4.2 Aggregate Bases Aggregate base materials under foundations and floor slabs should be placed on a prepared subgrade that consists of firm, inorganic, native soils or compacted fill. Aggregate base material should be placed in uniform horizontal lifts and compacted to the recommended minimum density provided in Table 3. 6.4.3 Trench Backfill Trench backfill in structural areas should consist of select granular fill or crushed rock as described in the "Structural Fill" section of this report and compacted to the minimum density provided in Table 3. Pipe bedding and fill in the pipe zone should be compacted to the minimum density presented in Table 3 or as recommended by the pipe manufacturer. 6.4.4 Retaining Wall Backfill Retaining wall backfill should be compacted to the recommended minimum density provided in Table 3, except that fill within 3 horizontal feet of the wall should be placed in uniform horizontal lifts and compacted to a lesser density of 90 percent of the maximum density, as determined by ASTM D 1557, to reduce the effect of compaction -induced stresses against the retaining wall. Settlement of up to 1 percent of the wall height commonly occurs immediately adjacent to retaining walls as the walls rotate and develop lateral active earth pressures. Consequently, we recommend that flat works (slabs, sidewalks, or pavement) placed adjacent to retaining walls be postponed at least 4 weeks following wall construction, unless survey data indicates that settlement is complete prior to that time. 6.5 PERMANENT SLOPES Permanent cut and fill slopes may be built to a gradient as steep as 2H:1 V. Newly constructed fill slopes should be over -built by at least 12 inches and then trimmed back to the required slope to maintain a firm face. Slopes should be planted with appropriate vegetation to provide protection against erosion as soon as possible after grading. Surface water runoff should be collected and directed away from slopes to prevent water from running down the face of the slope. Access roads and pavements should be located at least S feet from the top of cut and fill slopes. The setback should be increased to 10 feet for buildings, unless special foundation considerations are implemented. 6.6 SITE DRAINAGE AND STORMWATER DISPOSAL We recommend that roof drains and subsurface drains be connected to a tightline leading to the storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We recommend that ground and paved surfaces adjacent to the building be sloped to drain away from the building. GeoDesign performed infiltration tests in all of the drilled borings. The tests were conducted at depths varying between 12 and 20 feet BGS. The soils at the test depth generally consist of 1.!l e DESIGNY, 8 CenterCal-8-01:090607 alluvial sand and gravel. The falling -head infiltration tests were conducted through the center of the auger under low head conditions. The test results are presented in Table 4. Table 4. Infiltration Test Results Infiltration Test Location Test Depth (feet BGS) Observed Infiltration Rate' (inches per minute) B-1 19 72 B-2 16 16 B-3 12 27 B-4 12 49 B-5 12 63 1. Values are real unfactored infiltration rates 2. Cobble encountered directly below test location 6.7 EROSION CONTROL The fine-grained soil at this site is eroded easily by wind and water; therefore, erosion control measures should be planned carefully and be in place before construction begins. Measures that can be employed to reduce erosion include the use of silt fences, hay bales, buffer zones of natural growth, sedimentation ponds, and granular haul roads. 7.0 FOUNDATION SUPPORT RECOMMENDATIONS 7.1 SPREAD FOOTINGS Based on the results of our explorations and laboratory testing program, the proposed structures can be supported on conventional shallow foundations prepared in accordance with the recommendations in this report. 7.1.1 Bearing Capacity Footing establishedinthe undisturbed, silty soil should be proportioned using an allowable bearing pressure of 3,500 psf. This vale can be increased to 4,500 psf for foundations established in the underlying dense to very dense sand and gravel. These values are net bearing pressures; the weight of the footing and overlying backfill can be ignored in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads and may be increased by one-third for short-term loads (such as those resulting from wind or seismic forces). Continuous wall and spread footings should be at least 18 and 24 inches wide, respectively. The bottom of exterior footings should be at least 24 inches below the lowest adjacent final grade; this is based on the local design frost depth. The bottom of footings not exposed to frost should be placed at least 12 inches below the base of the floor slab. 7.1.2 Lateral Resistance Lateral loads on footings can be resisted by passive earth pressure on the sides of footings and by friction on the base of the footings. We recommend that passive earth pressures be calculated using an equivalent unit weight of 250 pcf, provided the footings are confined by structural fill. This will require that compacted structural fill be placed between the excavations and footings if passive pressure is relied upon for lateral resistance. We recommend a friction coefficient of 0.35 =DESIGN= 9 CenterCal-8-01 :090607 for footings in contact with compacted crushed rock. The passive earth pressure and friction components may be combined, provided the passive component does not exceed two-thirds of the total. The passive earth pressure value is based on the assumptions that the adjacent confining structural fill is level and that static groundwater remains below the base of the footing throughout the year. The top 1 foot of soil should be neglected when calculating passive lateral earth pressures, unless the adjacent area is covered with pavement or is inside a building. 7.1.3 Settlement Shallow foundations proportioned using the recommended bearing pressures should experience post -construction settlements of less than 1 inch. Differential settlements of up to one-half of the total settlement magnitude can be expected between adjacent footings with similar loads. 7.2 FLOOR SLABS A modulus of subgrade reaction of 200 pci can be used for design of the floor slabs, provided the subgrade is prepared in accordance with the recommendations presented in the following paragraphs. We recommend that the floor slab be supported on at least 6 inches of imported granular material to provide uniform support and to aid as a capillary break. The floor slab base rock should meet the requirements in the "Structural Fill" section of this report for crushed rock and should have a maximum particle size of 1 inch. The base rock should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. Flooring manufacturers often require vapor barriers to protect flooring and flooring adhesives and will warrant their product only if a vapor barrier is installed according to their recommendations. Actual selection and design of an appropriate vapor barrier (if needed) should be based on discussions among members of the design team. 8.0 RETAINING WALLS Permanent retaining structures free to rotate slightly around the base should be designed for active earth pressures using an equivalent fluid unit weight of 35 pcf. This value is based on the assumption that: (1) the walls will not be restrained against rotation, (2) the backfill is level, (3) the backfill consists of granular material, (4) the backfill is drained, and (5) the wall is less than 6 feet in height. If retaining walls are restrained against rotation during backfilling, they should be designed for an at -rest earth pressure of 55 pcf. These values do not include lateral earth pressures produced by surcharge loads. If surcharges are placed above the wall at a distance of less than twice the wall height, GeoDesign should be contacted to revise these recommendations. Seismic lateral forces can be calculated using a uniformly distributed pressure force equal to 4 H psf per linear foot of wall (where H is the wall height). Footings for retaining wall should be designed as recommended for shallow foundations. MDESIGN= 10 centercai-8.01:090607 Drains consisting of a perforated drainpipe wrapped in a geotextile filter should be installed behind exterior walls. The pipe should be embedded in a zone of coarse sand or gravel containing less than 2 percent by dry weight passing a U,S. Standard No, 200 Sieve and should outlet to a suitable discharge. Settlements of up to I percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of flat work adjacent to retaining walls be postponed at least 4 weeks after backfiiling of the wall, unless survey data indicates that settlement is complete prior to that time. 9.0 PAVEMENT DESIGN RECOMMENDATIONS The pavement subgrade should be prepared in accordance with the previously described site preparation, wet weather construction, and structural fill recommendations. These recommendations result in a subgrade that consists of silt or sandy material that is either scarified and compacted to structural fill specifications in cut areas, compacted structural fill in fill areas, or cement amended. We were not provided with specific traffic volumes, and we have made the following assumptions for standard and heavy duty pavement sections: Standard -Duty Paving: 200 automobiles per day with a 20-year design life Heavy -Duty Paving: 200 automobiles and 20 trucks per day with a 20-year design life We conducted our analyses using AASHTO methods and the following parameters: • CBR equal to 4 • Reliability of 85 percent Terminal serviceability of 2.0 • Structural coefficient of 0.42 for AC • Structural coefficient of 0.10 for crushed base rock If these assumptions are incorrect, GeoDesign should be contacted to revise the design pavement section thicknesses. Our recommended pavement design sections are presented in Table 5. Table S. Pavement Design Recommendations Design Criteria AC Thickness (inches) Crushed Base Rock Thickness (inches) Standard Duty Paving 1 2.5 1 8.0 Heavy Duty Paving 1 3.5 1 11.0 All thicknesses are intended to be the minimum acceptable. The design of the recommended pavement section is based on the assumption that construction will be completed during an extended period of dry weather. Wet weather construction could require an increased thickness of aggregate base. r _ DESIGNY 11 CenterCal-8-01:090607 Pavement materials and workmanship should conform the latest edition of the Idaho Department of Transportation Standard Specifications for Highway Construction. In addition, aggregate base should contain no more than 5 percent by dry weight passing a U.S. Standard No. 200 Sieve, have a maximum particle size of % inch, and meet the requirement for crushed rock in the "Structural Fill" section of this report. Aggregate base should be placed in one lift and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. The AC should conform be compacted to 91 percent of the maximum specific gravity of the mix. 10.0 SEISMIC DESIGN CRITERIA We understand that the development will be designed and constructed in the 2006 IBC. Base shear forces can be computed using the parameters provided in Table 6. Table 6. Seismic Design Parameters Parameter Short Period 1 Second Period (T = 0.2 second) (T, = 1.0 second) Maximum Credible Earthquake Spectral Acceleration, S S= 0.30 g S= 0.10 g Site Class D Site Coefficient, F Fa = 1.56 F = 2.39 Adjusted Spectral Acceleration, S. SMS = 0.46 g SM, = 0.24 g Design Spectral Response Sys = 0.31 g 0.16 g Acceleration Parameters, S Design PGA, Sa�A 0.12 g Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles to near zero. Granular soils, which rely on interparticle friction for strength, are susceptible to liquefaction until the excess pore pressures can dissipate. In general, loose, saturated sand soils with low silt and clay contents are the most susceptible to liquefaction. Silty soils with low plasticity are moderately susceptible to liquefaction under relatively higher levels of ground shaking. Based on the results of our subsurface exploration, the risk of liquefaction under design levels of ground shaking is considered low. 11.0 OBSERVATION OF CONSTRUCTION Satisfactory foundation and earthwork performance depends to a large degree on quality of construction. Sufficient observation of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during the subsurface exploration. Recognition of changed conditions often requires experience; CUDES I G N- 12 CenterCal-8-01:090607 therefore, qualified personnel should visit the site with sufficient frequency to detect if subsurface conditions change significantly from those anticipated. We recommend that GeoDesign be retained to observe earthwork activities, including stripping, proofrolling of the subgrade and repair of soft areas, performing laboratory compaction and field moisture -density tests, observing final proofrolling of the pavement subgrade and base rock, and asphalt placement and compaction. 12.0 LIMITATIONS We have prepared this report for use by CenterCal Properties LLC and the project design and construction team for the proposed development. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads, or type of construction for the buildings, the conclusions and recommendations presented may not be applicable. If design changes are made, we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty, expressed or implied, should be understood. MDES IG N= 13 Cente rCal-8-01:090607 We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. ettCAiptonV Associate Engineer Scott V. Mills, P.E. Principal Engineer CVDESIGNr 14 CenterCal-8-01 :090607 FIGURES 1 4 F - T3 OI I o �. aowrrEr v O II - I u m n 'll 2sor a� .I a• a � o _ 1 s � ➢ ',�..... ,2 it Af. or I SITE 14 a } Q ljll:l N 1 6SRS NOT TO S MDESIGN= CENTERCAL-8-01 VICINITY MAP 15575S SN"la Parkway - Suite 100 Por and OR 97224 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT Off 503.968.8797 Fax 503.968.3068 MERIDIAN, ID FIGURE 1 N W C u LL Z d Q O w J w a ❑ w z TP-8 I' z LA w0 U z z Q •• O 9 w • ¢� i K w O O a O d P 1 1 1 1 I o 0 � o J 1 Q w e � m i 1 EXPLANATION: B-1 0 BORING 1 I- I TP-1 N TEST PIT _ ---- SITE BOUNDARY 1 w oLL 0 400 800 Q . r v poiff (IN FEET) SITE PLAN BASED ON DRAWING PROVIDED BY WRG DESIGN INC., DULY 20, 2007 APPENDIX APPENDIX FIELD EXPLORATIONS GENERAL We explored subsurface conditions by drilling 5 borings (13•1 through B-5) and excavating 31 test pits (TP-1 through TP-31), Drilling and excavation services were provided by Western States Soil Conservation of Aurora, Oregon. figure 2 shows the approximate exploration locations. The exploration logs are presented in this appendix. A member of our geotechnical staff observed the explorations. We obtained representative samples of the various soils encountered in the explorations for geotechnical laboratory testing. Classifications and sampling intervals are presented on the exploration logs included in this appendix. SOIL SAMPLING Soil samples were obtained from the explorations using the following methods: • SPTs were performed in sandy soil in general conformance with ASTM D 1586. The sampler was driven with a 140-pound hammer free -falling 30 inches. The number of blows required to drive the sampler 1 foot (or as otherwise indicated) into the soil is shown adjacent to the sample symbols on the exploration logs. Disturbed sand samples were obtained from the split barrel for subsequent classification and index testing. • Larger disturbed samples were obtained using a Dames & Moore Type-U sampler. The sampler was driven using a 140-pound hammer free -falling 30 inches, just as with the SPT samples, and the penetration resistance was recorded for general correlation with previous subsurface information. Samples retained from the split barrel consist of up to six, 1-inch- high by 2.48-inch-diameter brass rings. • Disturbed soil samples were obtained from the test pit sidewalls or backhoe bucket at representative intervals. The samples were retained for index testing. SOIL CLASSIFICATION The soil samples were classified in accordance with the "Exploration Key" (Table A-1) and "Soil Classification System" (Table A-2), which are included in this appendix. The exploration logs indicate the depths at which the soils or their characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Classifications and sampling intervals are presented on the exploration logs in this appendix. LABORATORY TESTING CLASSIFICATION The soil samples were classified In the laboratory to confirm field classifications. The laboratory classifications are presented on the exploration logs if those classifications differed from the field classifications. MODESIGN- A-1 CenterCal-8-01:090607 MOISTURE CONTENT We determined the natural moisture content on selected samples in general accordance with ASTM D 2216. The test results are presented on the exploration logs in this appendix. The natural moisture content is a ratio of the weight of the water to dry soil in a test sample and Is expressed as a percentage. ATrERBERG LIMITS Atterberg limits tests were performed on selected samples obtained from the explorations in general accordance with ASTM D 4318. Atterberg limits include the liquid limit, plastic limit, and the plasticity index of soils. These index properties are used to classify soils and for correlation with other engineering properties of soils. Figure A-25 presents the test results. PARTICLE -SIZE ANALYSIS Particle -size analyses were completed on selected samples of soil obtained during our exploration program. The analyses were completed in general accordance with ASTM C 136 and ASTM D 1114. The analysis prescribed by ASTM C 136 a quantitative determination of the soil particle size distribution expressed as a percentage of soil weight. The test results are presented in Figure A•23. The analysis prescribed by ASTM D 1140 determines of the amount of material finer than a 75-pm (No. 200) sieve expressed as a percentage of the dry weight of soil. The test results are presented on the exploration logs in this appendix. to DESIGN= A-2 CenterCal,8-01:090607 SYMBOL SAMPLING DESCRIPi iON Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery Location of sample obtained using thin -wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery Location of sample obtained using Dames & Moore sampler and 140-pound hammer or pushed with recovery Graphic Log of Soil and Rock Types Location of grab sample :;',; observed contact between soil or rock units (at depth indicated) Rock coring interval Inferred contact between soil or rock units Water level during drilling (at approximate depths indicated) 1 Water level taken on date shown + '' GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits PP Pocket Penetrometer CBR California Bearing Ratio P200 Percent Passing U.S. Standard No. 200 Sieve CON Consolidation RES Resilient Modulus DID Dry Density SIEV Sieve Gradation DS Direct Shear TOR Torvane HYD Hydrometer Gradation UC Unconfined Compressive Strength MD Moisture -Density Relationship VS Vane Shear OC Organic Content kPa kilopascal P Pushed Sample ENVIRONMENTAL TESTING EXPLANATIONS CA Sample Submitted for Chemical Analysis ND Not Detected P Pushed Sample INS No Visible Sheen PID Photoionization Detector Headspace SS Slight Sheen Analysis MS Moderate Sheen ppm Parts per Million HS Heavy Sheen ©QESIGM EXPLORATION KEY TABLE A-1 155755 SequdaheM y-Sute100: Off 503958:8787 Fab 503.9683068 RELATIVE DENSITY - COARSE-GR..NED SOILS Relative Density Standard Penetration Resistance Dames & Moore Sampler (140-pound hammer) Dames & Moore Sampler (300-pound hammer) Very Loose 0-4 0-11 0-4 Loose 4-10 11 -26 4-10 Medium Dense 10 - 30 26 - 74 10 - 30 Dense 30 - 50 74 - 120 30 - 47 Very Dense More than 50 More than 1 20 More than 47 CONSISTENCY - FINE-GRAINED SOILS Consistency Standard Penetration Resistance Dames & Moore Sampler (140-pound hammer) Dames & Moore Sampler (300-pound hammer) Unconfined Compressive Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2-4 3-6 2-5 0.25-0.50 Medium Stiff 4-8 6- 1 2 5- 9 0.50 - 1.0 Stiff 8-15 12-25 9-19 1.0-2.0 Very Stiff 15-30 25-65 19-31 2.0-4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS Group Symbol Group Name COARSE -GRAINED SOILS GRAVEL (more than 50%of coarse fraction retained on No. 4 sieve) CLEAN GRAVELS (< 5%fines) GW well -graded GRAVEL GP poorly graded GRAVEL GRAVEL WITH FINES (> 5%and < 12%fines) GW-GM or GP -GM well -graded or poorly graded GRAVEL with silt GW-GC or GP -GC well -graded or poorly graded GRAVEL with clay GRAVELS WITH FINES (>12%fines) GM silty GRAVEL GC clayey GRAVEL GC -GM silty, clayey GRAVEL (more than 50% retained on No. 200 sieve) SAND (50%or more of coarse fraction passing No. 4 sieve) CLEAN SANDS (<5%fines) SW well -graded SAND SP poorly graded SAND SANDS WITH FINES (>_ 5%and < 1 2%fines) SW-SM or SP-SM well -graded or poorly graded SAND with silt SW -SC or Sp -SC well -graded or poorly graded SAND with clay SANDS WITH FINES (> 12%fines) SM silty SAND SC clayey SAND SC-SM silty, clayey SAND FINE-GRAINED SOILS (50%or more passing No. 200 sieve) SILT AND CLAY Liquid limit less than 50 ME SILT CL CLAY CL-ML silty CLAY OL ORGANIC SILT or ORGANIC CLAY Liquid limit 50 or greater MH SILT CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE CLASSIFICATION ADDITIONAL CONSTITUENTS Term Field Test Secondary granular components or other materials such as organics, man-made debris, etc. dry very low moisture, dry to touch moist damp, without visible moisture trace 0 - 5% wet visible free water, usually saturated minor 5 - 1 5% NEDESIGN= 15 575 5 Sequole Pa,k,, SUQE 100 Portland OR 97224 OF 503968.8787 fax 5039683068 SOIL CLASSIFICATION SYSTEM TABLE A-2 • u t7 DEPTH U FEET _ V Z = u w ♦ BLOW COUNT INSTALLATION AND ¢� Z •MOISTURE CONTENT% COMMENTS MATERIAL DESCRIPTION > w w O w Q ® RQD% VZ CORE REC% w F N 0 50 l00 Very stitf, brown SILT (MH), minor sand; ! 17 dry (tilled zone to 8.0 inches). Hard, light brown, sandy SILT (MQ. 2.5 P�40 u=35% moist. ATr PL = 24% g lu` -------------------- 5.0 i Dense, light brown SAND (SP), minor fine gravel, moist, angular. m 10 _-- _ °o �Dense, light brown, poorly graded 100 00 GRAVEL with sand (GP); moist, rounded - Do 'B o�P Od :. OO4 I 15 Oo " OR0. �:. :oo 00° O..d. Medium dense, light brown -gray, poorly 18.5 20 graded SAND with gravel (SP); wet, subangular. �21: zs grades to very dense at 25.0 feet slEv i D � I 0 n 30 Dense, light brown, poorly graded, fine 30.0 z to coarse SAND (SP), minor gravel; wet, r subrounded. J z 35 32 J J J 40 0 0 Driller comment: chatter, fine to coarse gravel in cuttings at 6.5 feet Rounded fine to coarse gravel in cuttings at 8.5 feet. Scattered cobbles in cuttings o .ro at 12.0 feet,c. v Sa s Infiltration test: 7 inches/hour at 19.1 feet 37-5014' Switch to mud rotary at 27.0 feet. 'r3 DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY BBP COMPLETED: 07/24107 Y L BORING METHOD: hollow -stem auger and mud rotary (see report text) BORING BIT DIAMETER: 8-inch J DESIGN? CENTERCAL-8-01 BORING B-1 Y 155755WSeq a ola Parkway Suite 100 Por[lana on 97224 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-1 on 50396E 8787 Rex so1.55e.305e MERIDIAN, ID • u 0 DEPTH U FEET a u 45 MATERIAL DESCRIPTION �d from previous page) without gravel at 45.0 feet 50 Exploration completed at a 51.5 feet. 55 BO 65 i i 5 e 7 1 �= U w ABLOW COUNT INSTALLATION AND COMMENTS Ha •MOISTO RE CONTENT% w Q RQD% V71 CORE REC% F 0 50 100 34 36 `4 51.5 Surface elevation was met measured at the time of exploration. so 0 50 100 i DRILLED BY Western States Sail Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/24/07 J 5 - BORING METHOD: hollow -stem auger antl mud rotary (see report text) BORING BIT DIAMETER: O-inch J U CENTERCAL-8-01 BORING B-1 ES I G M (continued) e 15 vs sw seGuolz Parkway-sUIe leo eorcia�aoawua PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT Off smssss7s> ra. so3sae.3ose SEPTEMBER 2007 FIGURE A-1 MERIDIAN, ID • u 0 DEPTH FEET a = MATERIAL DESCRIPTION _ U Medium stiff to stiff, light brown SILT (ML), minor gravel and sand; moist. becomes stiff at 2.5 feet O: Very dense, light brown, poorly graded, 0o O. ° fine GRAVEL (GP), minor sand; dry to s moist, subrounded to subangular_ o ` Dense, light brown poorly graded, fine o -.., GRAVEL with silt and sand 'c; moist, subrounded. _ Very cTense,�ightbrown poorly graded, -. fine to coarse SAND with gravel (SP); moist, subrounded to su_bangular. 10 :°off' Very dense, light brown well graded, 00' fine to coarse GRAVEL with silt and sand moist, subrounded to subangular. is z 0= U w ♦ BLOW COUNT j w • MOISTURE CONTENT % w O w Q ® R i1777� CORE REC% w F 0 50 i 53 3.3. P200 - 5.0 -2 zs zt sor. 9.5 Very dense, light brown, well graded 17.5 sor: ,o..: GRAVEL with silt and sand (GW-GM); 0.:. moist, subrounded to subangular. 20 ;°o becomes wet at 20.0 feet ® ao-sera 25 so Medium dense, tan, poorly graded, to coarse SAND (SP); wet. as grades to dense at 35.0 feet 36 a0 DRILLED BY Weslem States Sol] Conservation, Inc. LOGGED BY: BBP INSTALLATION AND COMMENTS P200 — 52% Driller comment: very rocky drilling at 12.5 feet, Infiltration test: 16 inches/hour at 20.0 feet Switch to mud rotary at 21.0 feet. COMPLETED: 07I25/07 BORING METHOD: hollowstemauger and mud rolary(see report love) BORING BIT DIAMETER: 8-inch NODESIGN= CENTERCAL-8-01 BORING B-2 15571.1a 9aola on`"vizzd Weirs PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT on sonsseers� F.R9 so3ssanose SEPTEMBER 2007 FIGURE A-2 MERIDIAN, ID IN U b DEPTH = MATERIAL DESCRIPTION FEET 40 (continued from previous page) 45 f -:1 becomes fine to medium at 45.0 feet sN with minor gravel at 50,0 feet ---------------eto 50.4 Very dense, tan, poorly graded, fine to coarse GRAVEL (GP), minor sand; wet, 50.8 subrounded. Exploration completed at a depth of 50.8 feet. 55 60 65 80 V w ♦ BLOW COUNT Z F- d • MOISTURE CONTENT % w Q ® RQD% V7� CORE REC% H g so 41 41 za-5o/. 0 50 INSTALLATION AND COMMENTS Surface elevation was not measured at the time of exploration. 2 DRILLED BY western States Soil Conservation, Inc LOGGED BY BBP COMPLETED: 07/25/07 J Y z BORING METHOD: hollow -stem auger and mud rotart(a"report text) BORING BIT DIAMETER: 8-inch J D CENTERCAL-8-01 BORING B-2 v ©DESIGN? (continued) _ SEPTEMRER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-2 Y 155755wse uola Parkway Surel00 ron`Iaaa as wzzo Off soaseas787 rax sos.ebesose MERIDIAN, ID Z O = U w A BLOW COUNT INSTALLATION AND DEPTH ¢� •MOISTURECONTENT% COMMENTS i MATERIAL DESCRIPTION > LL' FEET w w Q ® RQD% IZ CORE REC% w n u 0 50 100 Medium stiff, brown SILT (ML); moist, medium to high plasticity. ed Very dense, light brown, poorly grad, 2.5 -7 fine to coarse SAND with gravel (SP); • moist, subrounded to subangular. s o°° Dense, light brown, well graded GRAVEL 4'S oQ: with silt (GW-GM), moist, subrounded. 47 o° 0 0." grades to very dense with minor sand at �a3 :pY 7.5 feet, Drill rig breaks down on pA; 7/25/2007 at a depth of 9.0 10 ° :°o� 3050/3" feet. Resume drilling on 7/26/2007 at 9.0 feet b' 00° a. Infiltration test 27 inches/hour at 12.0 feet 0Driller Q6 comment rocky p.:.. drilling a3.0 feetry t `o Driller comment: her 1 5 :oq ect drilling at 14.0 feet. o�o � Q ' �pQp� off` s 20 °o° becomes wet at 19.5 feet b O P:. Exploration completed at a depth of 21.5 Surface elevation was not 21 .5 feet. measured at the time of exploratirm 25 i n 30 x e 35 i i 40 0 50 too 0 i DRILLED BY: western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/26/07 J Y BORING METHOD: hollow -stem auger and mud rotary(see report text) BORING BIT DIAMETER: 8-inch J U CENTERCAL-8-01 BORING B-3 © ESIGNE r eonrulsnsswsmna oaeaNI19way-sma iso nea PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT oR sossee.e>e> ra. sosseenaca SEPTEMBER 2007 FIGURE A-3 MERIDIAN, ID u 0 DEPTH u FEET _ u 5 10 15 20 1W PI 40 MATERIAL DESCRIPTION Medium Stitt, brown' inch -thick root zone). Very dense, brown, poorly graded, fine to coarse GRAVEL (GP), trace sand; dry ,to moist, subrounded. Very dense light brown, poorly graded fine to medium SAND (SP), minor gravel; dry, subrounded. grades to medium dense at 7.0 feet Dense, tan, poorly graded, fine to coarse GRAVEL with sand (GP); moist, subrounded. becomes very dense at 10.0 feet with cobbles at 15.0 feet becomes wet at 20.0 feet 3.5 4.5 9.0 Dense o tan, poorly graded, fine to carse l 290 SAND (SP); wet, subangular to subrounded (possible TUFF). Hard, tan CLAY with sand (CL) moist. l 35.0 IJ I„ ♦BLOW COUNT INSTALLATION AND Z COMMENTS H • MOISTURE CONTENT% < ®RQD% = CORE REC% 0 50 100 6 ♦'. � L6 r6 `8 3 aev 89 Infiltration test: 49 inches/hour at 12,0 feet Switch to mud rotary at 13.5 feet. Driller comment: rocky drilling RI R.0 feet. EN bye; - Driller comment: rocky - drilling at 26.5 feet. Driller comment: smooth 34 drilling at 29.0 feet. r: 43 DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY: BLIP COMPLETED: 07/27/07 BORING METHOD: hollow -stem auger and mud rotary (see report text) BORING BIT DIAMETER: 8-inch MDESIGN� u CENTERCAL-8-01 BORING B-4 15575 sW sequoia pnkxay -SUIR 100 "'T'd OR szzza SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-4 Off 1o1...Rlsv F. seases.3tee MERIDIAN, ID IM V 0 DEPTH u FEET d u U 45 50 55 y 65 70 75 MATERIAL DESCRIPTION Dense, tan, poorly graoecl, tine to medium SAND (SP); wet, subangular. becomes fine to coarse at 50.0 feet Exploration completed at a depth of 51. S feet. Z i = U w ♦ BLOW COUNT w• MOISTURE CONTENT % w w Q ® RQD% ® CORE REC% w H 0 50 1 40.0 40 3 6 3 A. `4 51.5 INSTALLATION AND COMMENTS Surface elevation was not measured at the time of exploration. BO 0 50 Too 0 i DRILLED BY: Western States Soll Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/27/07 J e BORING METHOD: hollow -stem auger and mud rotary (see report text) BORING BIT DIAMETER: B-inch J CENTERCAL-8-01 BORING B-4 ESIG N2 (continued) e 15575swsro„ma Parkway sonao° PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT o POMantl0F 9 503, SEPTEMBER 2007 MERIDIAN, ID FIGURE A-4 (MF 503988.8]8] Fax 5039fi830fie 0 DEPTH u FEET u 5 10 15 20 25 Z 0 = u w ♦ BLOW COUNT INSTALLATION AND MATERIAL DESCRIPTION Qa > "-' Z �- d g •MOISTURE CONTENT% COMMENTS w w Q ® RQD% = CORE REC% w F 0 so 100 Dense, brown, poorly graded, fine to coarse GRAVEL with silt (GP -GM); dry, )� ,subrounded. ___________ Very stiff, brown SILT (ML), trace sand; dry to moist, low to medium plasticity. becomes hard and dry at 2.5 feet ----------------------- Medium dense, light brown, poorly graded fine SAND (SP)_dry to moist.__,r Very dense, light brown, poorly graded, ,fine GRAVEL (GP), minor sand; dry to (moist, subrounded_ Dense, light brown, poorly graded, fine to coarse SAND with gravel (SP); dry, subrounded. grades to very dense at 10.0 feet Dense to very dense, light brown, well graded, fine to coarse GRAVEL (GW); moist, subrounded. 24 0.7 36 5.0 55 5,8 TO r3 �s 12.0 Sr, DRILLED BY Western States Soil Conservation, Inc LOGGED BY: 8131? Infiltration test: 63 inches/hour at 12.0 feet Switch to mud rotary at 13.5 teat. Driller comment: smoother at 19.0 feet. Driller comment: smoother at 27.0 feet. BORING METHOD! hollow -stem augerand mud rotary(see report text) BORING BIT DIAMETER: B-inch • ESIGN=_ u CENTERCAL-8-01 BORING B-5 15571sws.q.ola Parkway -so. I sa "'i OR srzza $EPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-5 off 503.9ea s1e7 ran eos.aceaoee MERIDIAN, ID 1 0 0 DEPTH U MATERIAL DESCRIPTION FEET 40 � grades to fine to medium at 40.( 45 SET grades to very dense at 50.0 feet Exploration completed at a depth of 51.5 feet. 55 M 65 70 75 Z o= U ul ABLOW COUNT INSTALLATION AND COMMENTS >w *MOISTURE CONTENT% w w Q RQD% Z/1 CORE REC% w o so loo A3 37 Sz 515 Surface elevation was not measured atthe time of exploration. DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/27/07 BORING METI100: hallow -stem auger and mud rotary (see report text) BORING BIT DIAMETER: 8-inch MDESIG Nv? CENTERCAL-8-01 BORING B-5 (continued) $EPTEM BER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-5 15575 SW St uola ParkwaY Sulte 100 rorYend OR 97224 Off 5U3569.9797 ra: 5os.sse.asee MERIDIAN, ID 0 0 m Z Z O 0= V w DEPTH u MATERIAL DESCRIPTION G : Z N a g •MOISTURE CONTENT% COMMENTS FEET a w w ¢ � w � N u TP-1 0 0 00 0.0 Hard, brown SILT (ML); moist (3-inch- pP= 3.0 tsf thick root zone). PP ® PP = 3.0 tsf PP Fail, PP = 4.0 tsf PP PP = 2.5 tsf 2.5 with minor gravel and sand at 2.5 feet PP PP=4.5 tsf ® �� PP = 3.5 tsf PP PP = 3.0 tsf 3'e PP ® Minor caving observed at 4.0 feet. .oaa, Dense to very dense, light brown, poorly ob^ graded, fine to coarse GRAVEL (GP), 5.o qa: minor sand; moist, subrounded, few 00 cobbles. pda:, oOo 000 7'5 o'' o with sand at 7.5 feet o 0 pa: 0o No groundwater seepage observed to the depth explored. o.o vv ® Surface elevation was not measured at the time of Exploration completed at a depth of P p P 10.0 feet. exploration. T P-Z 0 50 100 P- 0 50 100 Very stiff, brown SILT (ML; moist (2-inch- PP=. tsf thick root zone, tilled zone to 8.0 PP inches). PP=4.5 tsff PP® PIP =4.25 tsf PP PP PP = 4.5 tsf 2.5 PP PP = 4.5 tsf Bo PP PP=>4.5 tsf PP=>4.5 tsf Os o Very dense, tan, poorly graded, fine to O% coarse GRAVEL with sand (GP); moist, PPS ® off.. subrounded to subangular, strongly PP pp=>4,5 tsf cemented. 5.0 '0o ohs o.° P200 P200 = 14% Exploration terminated due to refusal 6.5 No groundwater seepage observed with backhoe at a depth of 6.5 feet. - to the depth explored. 7 5 caving served to the depth - _ explored. _ - Surface elevation was not - - measured at the time of _ - exploration. t 0.0 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/26/07 EXCAVATION METHOD: oack oe (see report teat) U MDESIGNZ CENTERCAL-8-01 TEST PIT 15575 SW Sequoia Parkway - Suite I o0 Poniard OR 97224 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-6 orr 5039aea7a7 FSe so3.95e10se MERIDIAN, ID Z _O x DEPTH ~ > d Z nJ. • MOISTURE COMMENTS FEET = MATERIAL DESCRIPTION w w w g CONTENT % w H Q N V TP-3 o sa too 0.0. Very stiff to hard, brown SILT (ML);. PP= 3.5 t5f moist (3-inch-thick root zone, tilled zone PP tow, to 7.0 inches). PP PP=>4.5 tsf 1.5 PP PP=>4.5 tsf Very dense, brown with tan mottles, poorly graded GRAVEL (GP); dry to PP PP=>4.5 tsf moist, subrounded, moderately to PP PP=>4.5 tsf strongly cemented. PP PP=>4.5 tsf brown at 2.0 feet ® No groundwater seepage observed 3.7 to the depth explored. Exploration terminated due to refusal at No caving observed to the depth a depth of 3.7 feet. explored. 5.0 Surface elevation was not measured at the time of exploration. 7.5 10.0 0 so 100 TP-4 o so 100 o.o _ Very stiff to hard, brown SILT (ML), trace PP=2.75 tsf sand; moist (3-inch-thick root zone, PP _ tilled zone to 8.0 inches). PP PP = 3.0 tsf PP=>4.5 tsf PP ® PP = 4.0 tsf 2.5 PP PP PP = >4.5 tsf 00 Very dense, brown with tan mottles, z.e No groundwater seepage observed 00% poorly graded, fine to coarse GRAVEL ® to the depth explored. (GP); moist, subrounded, strongly 3.7 No caving observed to the depth cemented. -_ explored. Exploration terminated due to refusal at Surface elevation was not s.o a depth of 3.9 feet. measured at the time of exploration. zs 10.0 o so ioo EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: Bar COMPLETED: 07127/07 EXCAVATION METHOD: backhoe (see report text) v ©DESIGN CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-7 11171 swPortland oa iizza 1""p0 OR 03968,8787 Fa. 509cs.3oss MERIDIAN, ID 0 z o O= u w DEPTH u MATERIAL DESCRIPTION Qa Z �' i 2 •MOISTURE CONTENT% COMMENTS FEET a w� w Q u TP-5 o so 100 0.0 Hard, brown SILT (ML), trace sand; moist = - PP=>4.5 tsf (3-inch-thick root zone, tilled zone to 6.0 PIP - = inches). PP ® PP= - - � 4.0 PP = 4.0 tsf tsf PP 2.5 PP ® - PP = >4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at 30 _ to the depth explored. a depth of 3.0 feet. _ No caving observed to the depth explored. Surface elevation was not s.o measured at the time of - - exploration. zs 10.0 TPP- 6 0 so too 0 BO 100 _ Hard, brown SILT (ML), trace sand; moist PP = 4.0 5 tsf (3-inch-thick root zone, tilled zone to 6.0 PP inches). PP PP = 3.0 tsf pp PP = >4.5 tsf PIP PP =>4.5 tsf 2.5 2.5 Pp PP=>4.5 tsf ter see observed Exploration terminated due to refusalat a depth of 2.5 feet. toothe depthaexplo adage No caving observed to the depth - explored. Surface elevation was not 5.0 measured at the time of exploration. zs 10.0 0 50 100 EXCAVATED BY:. Western States Soil Conservation; Inc. LOGGED BY: BBP COMPLETED: EXCAVATION METHOD: backhoe (see report text) MDESIGN�u CENTERCAL-8-01 TEST PIT SEPTEMBER2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGUREA-8 uns Put, 1m1100 Powendonwzz4 orr sansse.e787 W 503968.3068 MERIDIAN, ID 0 0 a z a O Z —0= U w DEPTH MATERIAL DESCRIPTION w o Z „ MOISTURE •ONTENT % COMMENTS w Q w H � u TP-7 o 50 100 0 0 Stiff to very stiff, brown SILT (ML), trace PP = 4.25 tsf Sand, moist. PP PP = 4.0 tsf PP PP = 2.5 tsf PP ® PP = 2.0 tsf 2.5 PP PP i PP = 3.0 tsf 30 PP PP = 3.75 tsf q-- Dense, brown, poorly graded, fine to coarse GRAVEL with silt (GP -GM); moist, PP PP=>a.5 tsf o subrounded, weakly cemented. 5.0 o with cobbles at 5.0 feet o Minor caving observed at 6.0 feet. 0. 0 .p . 7.5 o -, o. to.o io.0 P200 ® - P200 = 1% No roundwaterseepageobserved g Exploration completed at a depth of 10.0 feet. to the depth explored. Surface elevation was not measured at the time of exploration. T PP- 8 0 so 00 o 50 ,00 Medium stiff to hard, brown, sandy SILT PP = 1.0 tsf (ML); moist. PP PP = 2.0 tsf Very dense, light brown, poorly graded, -�O 1.0 PP PP = >4.5 tsf 00° fine to coarse GRAVEL with sand (GP); PP ON ° moist, subrounded, strongly cemented. PP PP=>4.5 tsf 2.5 0 PP PP = >4.5 tsf PO PP PP = >4.5 tsf Op. 15 PIP PP=>4.5 tsf observed Exploration terminated due to refusal at a depth of 3.5 feet. toodepthater explo ed.seepa No caving observed to the depth s 0 explored. Surface elevation was not measured atthe time of exploration. 7.5 10.0 0 so too EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY BBP COMPLETED: D7I27I07 EXCAVATION METHOD: backhoe (see report text) ©DESIGN= CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-9 uns svp °ova oa 97224 yiva o° OR 503.9U,8787 7a. 50395e:3068 MERIDIAN, ID Z 0= E o MATERIAL DESCRIPTION > o F g •ONTENTR% COMMENTS w Q w H � u TP-9 0 50 100 0.0 Hard, brown SILT with sand (ML); moist PP - _ is _ (4-inch-thick root zone, tilled zone to 8.0 PIP = - PP = 4.5 tsf _ inches). PIP - - = PP=4.5 tsf - - PP = 4.5 tsf PIP - - _ PP = 4.5 tsf 2.5 PP PP = PP = 4.5 tsf - PP = PP = 4.5 tsf ® _ PP = 4.5 tsf PP = PP = 4.0 tsf PP 5.0 becomes moderately to strongly cemented at 5.0 feet z5 No groundwater seepage observed to the depth explored. No caving observed to the depth t 0.0 _ too explored. Surface elevation was not Exploration completed at a depth of 10.0 feet. measured at the time of _ .100 exploration. TP-10 0 50. 0 o wo a 0 Hard, brown SILT with sand (ML); moist PP= 1.sf (4-inch-thick root zone, tilled zone to PP ® 70.0inches). PP ! f PP = 4.55 tsf ® PP = 3.0 tsf PP PP = 4.5 tsf 2.5 PP PP PP = 3.5 tsf PP PP = 4.5 tsf PP ® : PP = 4.5 tsf PP = 4.5 tsf PP PP PP = 4.5 tsf s.o 5.0 Very dense, light brown, poorly graded, fine to coarse, silty GRAVEL (GM); moist, PzoB ® P200 = 36% subrounded, moderately cemented. 6.0 No groundwater seepage observed Exploration terminated due to refusal at to the depth explored. a depth of 6.0 feet. No caving observed to the depth 7.5 explored. Surface elevation was not measured at the time of exploration. 10.0 0 so 100 EXCAVATED BY: Western States Soil Conservation, Inc LOGGED BY: BBP COMPLETED: 07128/07 EXCAVATION METHOD: cackhoe (see reporitext) v MDESIGN� CENTERCAL-8-01 TEST PIT 1 ss7s swv <<ia.a 0R 97224 °"° 10° SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-10 Off so3sss`:e787 r� soss68.3058 MERIDIAN, ID i Z o O= u w DEPTH MATERIAL DESCRIPTION ~ w a o Z Ja g •MOISTURE CONTENT % COMMENTS FEET� w N w H U TP-1 1 o so 100 o.0 Hard, brown SILT with sand (ML); moist PP = 4.5 tsf (3-inch-thick root zone, tilled zone to PP 10.0 inches). PP ® - PP = 4.5 tsf : PP = 4.0 tsf 2!0 PP PP PP =>4.5 tsf 6a Very dense, dark brown with tan 2.5 6, ' , 4'. �= mottles, poorly graded, fine, sandy PP ® PP =>4.5 tsf GRAVEL (GP); moist, subrounded, PP PP =>4.5 tsf q° moderately to strongly cemented. PP PP = >4.5 tsf D:. O PP No groundwater seepage observed Exploration terminated due to refusal at p 4.s to the depth explored. s.o a depth of 4.5 feet. No caving observed to the depth explored. Surface elevation was not measured at the time of exploration. 7.5 l 0.0 . 50 00 TP 12 0 0 0 00 no Medium stiff to stiff, brown SILT with PP= 2.75 tsf sand (M L); moist (3-inch-thick root zone, PP tilled zone to 6.0 inches). ® PP= 1.75 tsf PP PP = 2.0 tsf - PP PP PP = 1.5 tsf 2.5 PP = 1.25 tsf PP PP = 1.0 tsf PP PP PP = 1.75 tsf 4.0 Very dense, tan, poorly graded, fine to �O coarse GRAVEL (GP), minor sand; moist, 5.0 .off:. subrounded, strongly cemented. 00' b�; I, becomes light brown and weakly Minor caving observed at 6.5 feet. cemented at 6.0 feet o1 becomes gray -brown at 6.5 feet 7.5 O:. o op °o� No groundwater seepage observed 00 6. to the depth explored. 10.0 sB ® face elevation merasured at the t mae of t Exploration completed at a depth of 9.8 feet. exploration. 0 50 too EXCAVATED BY: western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/28107 EXCAVATION METHOD: backhoe (see reporttext) =DESIGNU CENTERCAL-8-01 TEST PIT � SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-1 1 uns swxai.�a oa 97224s�n.loo 503.96eeo6e oa 1.e. sa.e787 Pe. MERIDIAN, ID z O= DEPTH a MATERIAL DESCRIPTION > o g •ONTENT ! MOISTURE COMMENTS w Q w H N u TP-13 0 so ,00 0 0 Hard, brown SILT with sand (ML); moist. PP = 3.5 tsf PP PP. PP = 4.0 tsf PP PP = 4.5 tsf PP PP = 4.5 tsf 2.5 PP PP = 4.5 tsf 3.0 PP PP= 4.5 tsf PP = 4.0 tsf ;4 s-, '6 Very dense, brown, poorly graded, fine (3 GRAVEL with sand (GP); moist, pp oao: subrounded, strongly cemented. PP PP=4.5tsf 'o 5.0 oa°-- becomes weakly cemented at 5.0 feet Minor caving observed at 6.0 feet. Qdo: oOp �00 7.5Quo, 0 0° o> ..RN �.° p o, No groundwater seepage observed 'o to the depth explored. o.o o.o Surface elevation was not measured at the time of Exploration completed at a depth of P P p 10.0 feet. exploration. P 0 so ,00 T14 o so 100 Hard, brown SILT with sand (ML); moist 4, pp= 25 tsf (2-inch-thick root zone, tilled zone to 8.0 PP ® -,inches). PP pp= 3.75 tsf oo ' olio 1.3 pp PP=>4.5 tsf Very dense, brown with gray mottles, 000 poorly graded, fine GRAVEL with sand PP PP=>4.5 tsf z.s o�° (GP); moist, subrounded, strongly ® PP=>4.5 tsf cemented. PP PP=>4.5 tsf 3.5 PP PP=>4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at a depth of 3.5 feet. to the depth explored. No caving observed to the depth s o explored. Surface elevation was not measured at the time of exploration. 7.5 10.0 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/28/07 EXCAVATION METHOD: baokhoe (see report toed) V MDESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-12 1sns Yws u... 1.k—, 1.11.10 voOlmd OR 97229 `a Off M3968,8787 503.9sa3o69 MERIDIAN, ID Z DFEET EPTH MATERIAL DESCRIPTION > o Z N � g •ONMOISTURE ENT% COMMENTS a w Q w H 1^ u TP-15 o so 00 0.0 Hard, brown SILT with sand (ML); moist, PP= 3.25 tsf medium to high plasticity (4-inch-thick PP root zone, tilled zone to 12.0 inches). PP PP=4.5 tsf PP = 4.5 tsf PIP i PP = 4.5 tsf 2.5 PP PP PP = 4.5 tsf 3.0 PP PP=4.5 tsf Very dense, brown, poorly graded SAND (SP); dry to moist, moderately to PIP ® PP = 4.5 tsf strongly cemented. PP PP = 4.5 tsf Exploration terminated due to refusal at 43 No groundwater seepage observed 5.0 a depth of 4.3 feet. P to the depth explored. No caving observed to the depth explored. - Surface elevation was not measured at the time of exploration. 7.5 10.0 T16 0 50 Do P- 0 50 100 Hard, brown SILT (ML), minor sand; PP = 2.5 tsf moist, medium plasticity. Pla PP PP = 2.5 tsf 1.3 PP PP= 4.25 tsf Very dense, brown with tan mottles, .. poorly graded, fine SAND with gravel PP PP=4.5 tsf 2.5 .. (SP); dry, subrounded, strongly PP PP=4.5 tsf = cemented. 3.0 PP PP=4.5 tsf Exploration terminated due to refusal at No groundwater seepage observed a depth of 3.0 feet. to the depth explored. No caving observed to the depth explored. 5.0 Surface elevation was not - measured at the time of exploration. 7.5 1 D.0 0 50 100 EXCAVATED BY: Westem States Soll Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/28/07 EXCAVATION METHOD: backhoe (see report text) U • ESIGNz CENTERCAL-8-01 TEST PIT 15575 SW i goara Parkway -SWa I o0 Portland OR 97224 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-1 3 Off sn3scs.s7e7 ray soasseaMI3 MERIDIAN, ID Z O= DEPTH MATERIAL DESCRIPTION > g •ONTIENT%E COMMENTS FEET a w w Q w H U TP-17 o so ,00. 0.0 Hard, brown SILT (ML), minor sand; _ PP 4.5 tsf moist, medium to high plasticity (2-inch- PP thick root zone, tilled zone to 12.0 PP PP=2.5 tsf inches). Pr PP = 3.75 tsf becomes hard and strongly cemented at PP PP= 4.5 tsf 2.5 2.0 feet PP : PP = 4.5 tsf PP ® PP = 4.5 tsf 3.y No groundwater seepage observed Exploration terminated due to refusal at to the depth explored. a depth of 3.4 feet. No caving observed to the depth explored. 5.0 Surface elevation was not measured at the time of exploration. 7.5 10.0 .100 TP-18 0 50. 0 50 too 0 0 Hard, brown SILT (ML), minor sand; pp=q.5 tsf moist (4-inch-thick root zone, tilled zone PP ® 411 to 6.0 inches). PP pp=q,5 tsf PP PP = 4.5 tsf PP PP = 4.5 tsf 2.5 PP PP = 4.25 tsf rr ® ` PP = 3.5 tsf ` PP = 3.75 tsf 3.8 PP PP PP = 4.25 tsf a Very dense, brown, poorly graded, fine 00% to coarse GRAVEL (GP), minor sand; No groundwater seepage observed 5.0 obab moist, moderately to strongly cemented. to the depth explored. depth _ o ® No caving observed to the Exploration terminated due to refusal at 5.5 a depth of 5.5 feet. _ - Surface elevation was not _ measured at the time of exploration. 7.5 10.0 0 50 ,00 EXCAVATED BY Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07M/07 EXCAVATION METHOD: backhee (see report text) v MODES IGNz CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-14 15575swse�oma Rw9,vxv-sov: ioa VO o 787erid orf sosses.e zev F� Ioi ., sits 3ose MERIDIAN, ID Z o 0= u w DEPTH u ¢d Z L •MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION w w0 N g CONTENT% w Q u TP-19 © So 100 00 Hard, brown SILT (ML), minor sand; PP=4.5 tsf moist (3-inch-thick root zone, tilled zone PP to 9.0 inches). ® PP = 3.0 tsf PP = PP = 3.75 tsf becomes hard and strongly cemented at PP PP PP=a.S tsf 2.5 2.0 feet PP - PP = >4.5 tsf - = PP=>4.5 tsf PP - PP=>4.5 tsf PP PP PP=>a.5 tsf Exploration terminated due to refusal at P a.l No groundwater seepage observed 5.0 depth of 4.1 feet. to the depth explored. - No caving observed to the depth - explored. Surface elevation was not measured at the time of exploration. 7.5 10.0 TP-20 0 so 00 0 50 00 O O Hard, brown SILT (ML), minor sand; = PP = 4.5 tsf - moist. PP PP - PP = 4.25 tsf PP _ = PP = 2.25 tsf PP = 3.25 tsf 2.5 PP ® = PP=>4.5 tsf 30 PP =_ PP=>4.ndwater tsf observed pro; p Very dense, brown with tan mottles, poorly graded, fine to coarse GRAVEL � to hedep hexplseepage to the depth explored. (GP); moist, weakly cemented. a.B No caving observed to the depth Exploration terminated due to refusal at explored. s.o a depth of 4.0 feet. Surface elevation was not measured atthe time of exploration. zs l o.o 0 50 100 EXCAVATED BY Western States Soil Conservation, Inc LOGGED BY BBP COMPLETED: 07/28/07 EXCAVATION METHOD: backhoe{sea report text) v MDESIGN� CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-1 5 15575 $W Sequoia Pa,kway -Soh0100 Pooland OR e7d30 sse.e787 ansoa nex 5uvses.eurs MERIDIAN, ID u r Z ou O= DEPTH MATERIAL DESCRIPTION Q a~. Z N a g • MOISTURE CONTENT% COMMENTS FEET a w0 w Q u TP-21 o so 100 0 0 Hard, brown SILT (ML), minor sand; PP=4.5 tsf moist (3-inch-thick root zone, tilled zone PP to 8.0 inches). PP ® PP=4.5 tsf PP = 4.0 tsf 2.0 PP PP PP = 4.0 tsf Q- Very dense, tan with brown mottles, 2.5 d I. 0 poorly graded, fine to coarse GRAVEL pp ® PP = 4.5 tsf (GP), minor sand; moist, subrounded, B.o PP PIP 4.5 tsf strongly cemented- No groundwater seepage observed Exploration terminated due to refusal at No cavangto the etobservleded. to the depth a depth of 3.0 feet. explored. s.o Surface elevation was not measured at the time of exploration. 7.5 10.0 TP 22 0 5i00 o so0 00 0.0 Hard, brown SILT (ML); moist (3-inch- PP = 4.5 tsf thick root zone, tilled zone to 10.0 PP inches). PP PP = 4.5 tsf PP ® PP = 4.0 tsf 2:5 z.p. PP PP = 4.5 tsf PP = >4.5 tsf Od o. p Very dense, brown with tan mottles, O° 0o poorly graded, fine to coarse GRAVEL pp 00 (GP); moist, subrounded, strongly ® PP = >4.5 tsf cemented. PP PP PP=>4.5 tsf 4.0 PP PP=>4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at 5.0 .. a depth of 40 feet to the depth explored. No caving observed to the depth explored. Surface elevation was not measured at the time of exploration. 7.5 10.0 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY BBP COMPLETED: 07M/07 EXCAVATION METHOD: backhoe (see report text) • DESIGN CENTERCAL-8-01 TEST PIT Sv SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-16 I5575 swpagnlia oasizz>w¢e 100 orr swskss7e7 fu sussee.3.Ss MERIDIAN, ID 0 O Z 0= U w DEPTH U MATERIAL DESCRIPTION Qi o z N a g iMOISTURE CONTENT% COMMENTS FEET a w w Q w H � u TP-23 0 50 too 0 0 n o Medium dense to dense, brown, poorly PP =>4.5 tsf graded, fine to coarse GRAVEL with os PP sand and silt (GP -GM); dry, subrounded PP PP=>4.5 tsf -FILL. PP=>4.5tsf PP PP ® PP=>4.5tsf Hard, brown SILT (ML); moist. 2.5 PP PP = >4.5 tsf Dense to very dense, light brown, poorly 10 PP PP =>4.5 tsf graded, fine to coarse SAND (SP); moist, PP ® PP =>4.5 tsf .. :. subangular. PP PP=>4.Stsf No groundwater seepage observed 5,0 becomes very dense and moderately to rY y to the depth explored. strongly cemented at 4.5 feet ® ' No caving observed to the depth Exploration terminated due to refusal at 5.5 explored. a depth of 5.5 feet. Surface elevation was not measured at the time of exploration. 7.5 10.0 TP 24 0 50 100 o so 100 0.0 Dense, brown, poorly graded, fine to i PP =>4.5 tsf coarse GRAVEL with sand and silt (GP- O.s PP GM); dry, subrounded - FILL. PP PP=>4.5 tsf PP ® PP =>4.5 tsf Hard, brown SILT (ML), dry to moist. - PP PP = >4.5 tsf z. s PP PP = >4.5 tsf a.o PP PP = >4.5 tsf Dense to very dense, light browny poorly graded, fine to coarse SAND (SP), trace PP PP=>4.5 tsf oa:: to minor gravel; moist, subrounded to i 4.0 Pis PP=>4.5 tsf subangular. ) No groundwater seepage observed s.o `-------------------- Very dense, brown with tan mottles 4.5 to the depth explored. No caving observed to the depth SAND (SP); moist, subrounded. explored. Exploration terminated due to refusal at Surface elevation was not a depth of 4.5 feet. measured at the time of exploration. 7.5 10.0 0 50 too EXCAVATED BY: western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/30/07 EXCAVATION METHOD: backhoe (see report text) U • ESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-1 7 1 sns Swp e,°ia0�a ox`iizzo ae. i oo orr so3ssxM7 f- sosssasase MERIDIAN, ID 0 0 a z r z DEPTH oO= u Qa u Z w C- 0 MOISTURE COMMENTS FEET MATERIAL DESCRIPTION w o N g CONTENT% � w ¢ u TP-25 0 BO 00 0.0 Hard, brown, gravelly SILT (ML), minor PP=>4.5 tsf sand, trace gravel; moist - FILL. Os PP PP : PP=>4.5.tsf Hard, brown SILT (ML), minor sand; dry to most. PP PP=>4.5 tsf PP PP = >4.5 tsf z.s 2.s PP PP=>4.5 tsf Very dense, light brown, poorly graded, fine to coarse SAND (SP), minor gravel; s o PP PP =>4.5 tsf No groundwater seepage observed moist, subrounded, weakly to �oderately the leded. mto cemented. No cavtlng obsedepth to the depth Exploration terminated due to refusal at explored. s.o a depth of 3.0 feet. Surface elevation was not measured at the time of exploration. 10.0 TP 26 ° so Too 0 0 °a 0.0 Very dense, gray -brown, poorly graded, ° fine to coarse GRAVEL with silt (GP- o _ 0 GM), minor sand; moist, subrounded to ® �` angular - FILL. 1.5 -. LL= 33% Dense, brown, poorly graded, fine to s coarse SAND with gravel (SP); moist, ATr ® _ PL= 30% �. subrounded. - No groundwater seepage observed _ to the depth explored. - No caving observed to the depth 5.0 5.2 Surface elevation was not Exploration terminated due to refusal at a depth of 5.2 feet. measured at the time of exploration. 7. s 10.0 0 50 100 EXCAVATED BY: Western States Sail Conservation, Inc. LOGGED BY: LISP COMPLETED: 07M/07 EXCAVATION METHOD: backhoe (see report text) ©DESIGNvZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-18 15575 SW Sequoia Parkway -suite 100 Porclaoaonu7224 .ox sosg6ae>sF Fax 501.96830e9 MERIDIAN, ID Z 9 �= u w DEPTH u MATERIAL DESCRIPTION ~¢d Z a •MOISTURE CONTENT% COMMENTS FEET a wwo v~i w Q w F � u TP-27 0 50 100 o.o Dense, brown, poorly graded, fine to coarse GRAVELwith silt (GP -GM), minor ® sand; dry, subrounded - FILL. °B PP PP=>4.5 tsf PP - PP—>4.5 tsf Hard, brown SILT (ML), minor sand; dry t0 moist. PP PP—>4.5 tsf 2.5 PIP - PP = >4.5 tsf 30 No groundwater seepage observed -- Very dense, brown with tan mottles, Y _ to the depth explored. poorly graded, fine to coarse SAND with 3.5 No caving observed to the depth gravel (SP); moist, subrounded. - explored. Exploration terminated due to refusal at Surface elevation was not 5.0 a depth of 5.2 feet. measured at the time of _ - exploration. 7.5 10.0 .50 100 TP-28 0 0 50 100 0 0 Hard, brown SILT (ML), minor gravel and PP = 3.5 tsf sand; dry to moist (tilled zone to 8.0 PP inches). PP - PP=>4.5 tsf PP ` PP=>4.5 tsf ® • _ PP=>4.5 tsf 2.5 PIP PP =>4.5 tsf o PP ® PP=>4.tsf Very dense, brown with tan mottles, oorl raded, fine to coarse SAND (SP), p Y g 3 5 to grounndwater seepage observed to the depth explored. minor gravel; moist, subrounded, No caving observed to the depth moderately cemented. explored. 5o Exploration terminated due to refusal at Surface elevation was not a depth of 3.5 feet. measured at the time of exploration. 7.5 10.0 0 50 too EXCAVATED BY: Westem States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/30/07 EXCAVATION METHOD: bac,hoe (see report text) U MDESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DE VELOPMENT FIGURE A-19 15575 $W 5e Ume Parkway-smm 100 PoWand OR.97224 ar so3seawe7 Fax 50,9%3a58 MERIDIAN, ID Z o O= U w DEPTH Li¢a MATERIAL DESCRIPTION W Z N i g •MOISTURE CONTENT% COMMENTS FEET a w w Q w H � U TP-29 p 50 100 0.0 Hard, brown SILTwith sand (ML), trace PP= 2.75 tsf gravel; moist (tilled zone to 12.0 inches). PP PP PP = 3.0 tsf PP=>4.5 tsf PP PP=>4.5 tsf 2.5 PP PP PP = >4.5 tsf 3,0 PP PP=>4.5 tsf Very dense, brown with tan and black mottles, poorly graded, fine to coarse PP PP=>4.5 tsf SAND (SP), minor gravel; moist, 4.0 No groundwater seepage observed subrounded, weakly to moderately to the depth explored. No caving observed to the depth 5.0 cemented. explored. Exploration terminated due to refusal at Surface elevation was not a depth of 4.0 feet. measured at the time of exploration. 7.5 10.0 P 30 0 so too T P- 0 50 too Medium stiff to stiff, brown SILT with PP=0.5 tsf sand (ML); moist (tilled zone to 12.0 PP inches). PP PP = 4.5 tsf becomes hard at 1.0 foot PP PP=4.0 tsf PP = 4.25 tsf 2.5 PP ® PP = 4.5 tsf 3.0 PP PP = 2.75 tsf Dense, light brown, poorly graded, fine -. to medium SAND (SP), trace gravel; PP ® PP = 4.0 tsf moist, subrounded. PP PP = 3.5 tsf becomes tan and moderately cemented s o at 4.0 feet 6.5 � :off.. Very dense, light gray -brown, poorly 00 graded, fine to coarse GRAVEL (GP), P200 P200 = 4% zs qa: minor sand; moist, subrounded. 'd Minor caving observed at 8.5 feet. Dense, light gray -brown, poorly graded, ss No groundwater seepage observed -. fine to medium SAND with gravel (SP); to the depth explored. moist, B.B ® Surface elevation was not o.o Exploration completed at a depth of 9.8 measured at the time of - feet. exploration. 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/30/07 EXCAVATION METHOD: backhos (see report text) v MDESIGN� CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-20 in �"r na�'e on 9izisswr. m° ort soasSat.' Paz suzscs,e" MERIDIAN, ID Z O �2 V W DFEETIH d MATERIAL DESCRIPTION ~ wo a Z i g • MOISTURE CONTENT% COMMENTS w Q w F- u TP-31 o so too 0.0 Hard, brown SILT (ML), minor sand, PP= 3.25 tsf trace gravel; moist (tilled zone to 12.0 PP inches). PP PP=>4.5 tsf ® PP = >4.5 tsf ° PP PP=>4.5 tsf Very dense, brown with tan mottles, z 5 ;,. poorly graded, fine to medium SAND PP PP=>4.5 tsf (SP), minor gravel; moist, subrounded, PP ® PP=>4.5 tsf moderately to strongly cemented. 32 No groundwater seepage observed Exploration terminated due to refusal at to the epth exored. No cavang observed to the depth a depth of 3.2 feet. explored. 5.0 Surface elevation was not measured at the time of exploration. 7.5 10.0 0 so too EXCAVATED BY! Western States Soil Conservation, Inc. LOGGED BY B31k COMPLETED: 07/30/07 EXCAVATION METHOD: backhce (see report text) v =ESIGNz CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-21 inns swPordard Parkway ,S ireioo orr 503.968.8787 Fu 503,968.3068 MERIDIAN, ID 50 x 40 w 0 Z_ } u 30 F Q J EL 10 m CH irOH "A" LINE CL or CIL MH rOH CL-ML m ML r OL 0 10 20 30 40 SO 60 70 80 90 100 110 LIQUID LIMIT KEY EXPLORATION NUMBER SAMPLE DEPTH (FEET) MOISTURE CONTENT (PERCENT) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX • B-1 2.5 16 35 24 11 m TP-26 2.5 21 33 30 3 Z �DESIGNCENTFRCAL-8-01 ATTERBERG LIMITS TEST RESULTS uses sw se9uora Pzrkwav-smw ioo PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT _ P.11anaOR97224 SEPTEMBER 2007 FIGURE A-22 Off 503.968.8787 Fax 503.968,3068 MERIDIAN, ID f M N Q W w u W LL a � 5 ............................................. _u ............. .......................................... ...:........:... W a H CZ ........ ........ ........ ................................. .. ..O Z = w O LL m NU v v v L O W J ....�...................... .... ....�... ....j... _ � uj W W Z ♦•- ❑ ...:.......:......:.......:........:... ...�...... .............................. ....:... ........ ... :........ :... w w m W N w K vMi v�i t00 W p ...�..............:....... ................•.... .......... .... .... : V ... .,........ .... Z s O W N vt 00 O— N W W O— V ...:... ....:... ...:.... ...:... ......... ........ ....... W w m o ............................................................................... g Q M ❑ o 6 0 6 0 ci o O N a. a W O I� in m Lfl W WN � O W o— ....:.......; ......:.......:... ........ ...:.. Z t0 V' l0 I� w w ID Q ....:.......: ......:.......:....:..:.....:. .:........:... p Q ~ o vi— :.............. .:: .....;..... ......: :.......:... w LL W O W U w J U w o.. ' .....:... .. :....... :.... w ....... ....:... ...:.... ....:... ...:. o — = u o a zm H mo m O w 0 0 0 0 0 O O p� w W vi v1 N O N u ....:.......:......:.......:........:.......:... V a � V z ^� n ...........:... ......... ... :........:... .... :... .... >......;........ :.......:... N JNI ES....:... ... d... ...........:........:.......:..... .. .. J _ o� — �m e o ....:.......:.......:........:.............:::::.:: .. ...0.....00 o m �m —ro A K N M V' ✓� v' qm: W >om O O O O O O O OO Z. 1HD13M A9 213NId 1N3DN3d w "em - Y• 9 / is O z N z_ u 0 I ! SAMPLE INFORMATION MOISTURE CONTENT (PERCENT) DRY DENSITY (PCF) SIEVE ATTERBERG LIMITS EXPLORATION NUMBER SAMPLE DEPTH (FEET) ELEVATION (FEET) GRAVEL (PERCENT) SAND (PERCENT) P200 (PERCENT) LIQUID LIMIT (PERCENT) PLASTIC LIMIT (PERCENT) PLASTICITY INDEX (PERCENT) B-1 2.5 16 35 24 11 B-1 5.0 8 B-1 20.0 18 B-1 25.0 11 36 51 12 B-1 30.0 30 B-1 45.0 26 B-2 2.5 16 52 B-2 7.5 3 B-2 25.0 7 53 41 6 B-3 0.1 19 B-3 2.5 19 B.-3 12.0 7 50 43 7 B-4 2.5 20 B-4 10.0 2 54 40 6 B-4 15.0 7 B-5 2.5 15 B-5 12.0 9 60 34 5 TP-1 3.0 17 TP-2 3.5 18 TP-2 6.3 7 14 TP-5 2.5 16 TP-7 9.7 2 1 TP-9 4.5 20 TP-10 1.5 21 TP-10 5.8 10 36 TP-11 2.5 21 TP-15 1.5 24 DESIGN= 15595 SW Sequoia Parkww Suite 100 "Zoa OR 97224 Off 503.988.8181 Fax 5031968.3068 CENTERCAL-8-01 SUMMARY OF LABORATORY DATA SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT MERIDIAN, ID FIGURE A-24 0 f SAMPLE INFORMATION MOISTURE CONTENT (PERCENT) DRY DENSITY (PCF) SIEVE ATTERBERG LIMITS EXPLORATION NUMBER SAMPLE DEPTH (FEET) ELEVATION (FEET) GRAVEL (PERCENT) SAND (PERCENT) P200 (PERCENT) LIQUID LIMIT (PERCENT) PLASTIC LIMIT (PERCENT) PLASTICITY INDEX (PERCENT) TP-18 0.5 11 TP-19 1.0 22 TP-21 2.5 22 TP-23 3.5 24 TP-24 3.0 10 TP-26 1.0 14 TP-26 2.5 21 33 30 3 TP-28 2.0 21 TP-29. 3.5 17 TP-30 7.0 5 4 TP-31 1.5 24 DESIGN z 15575 SW Sequoia Parkway Sete 100 Portland OR 97224 Orr 50.968.8787 On, 5D3.968.3De8 CENTERCAL-8-01 SUMMARY OF LABORATORY DATA continued SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT MERIDIAN, ID FIGURE A-24 ACRONYMS ACRONYMS AASHTO American Association of State Highway and Transportation Officials AC asphalt concrete ASTM American Society for Testing and Materials BGS below the ground surface CBR California Bearing Ratio g gravitational acceleration (32.2 feet/second') H:V horizontal to vertical IBC International Building Code OSHA Occupational Safety and Health Administration pcf pounds per cubic foot pci pounds per cubic inch PGA peak ground acceleration psf pounds per square foot SPT standard penetration test pm micrometer MODESIGN-, CenterCal-8-01:090607