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Meridian Town Center - Village Center Development - Storm Water Management - Engineering Drainage Report (3)
i'% Par WO `THF l.AIND (M(3UF, INC— Meridian Town Center Village Center Development Meridian, Idaho STORM WATER MANAGEMENT— ENGINEERING DRAINAGE REPORT OWNER CenterCal Meridian, LLC 7455 SW Bridgeport Rd, Ste. 205 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. 111049 105.72.12 Ar Site Planning -Landscape Architecture -Civil Engineering *Golf Course Irrigation & Engineering •Grophic Communication •Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 - P 208.939.4041 F 208.939.4445 - www.thelandgroupinc.coni May 22, 2012 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 Village Center phase of the development encompasses approximately 65 -acres. The property is currently undeveloped and bordered on the east by Kleiner Park (City of Meridian), to the north by the Power Center Phase of Meridian Town Center, to the south by Fairview Avenue and to the west by Eagle Road. The project will result in the construction of a lifestyle shopping center with a broad selection of apparel, home goods, entertainment and restaurant opportunities. This report analyzes and provides recommended drainage facilities to serve the needs of the project. Construction documents of the improvements have been prepared and show final details necessary for construction. 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 Q. 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 storm water 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 AppendixB. OF Site Planning -Landscape At -Civil Engineering *Golf Course Irrigation & Engineering s Graphic Communication e Surveyh7g 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 e P 208.939.4041 F 208-939.4445 e www.thelatidgroupinc.com ( May 22, 2012 Appendix A Site Drainage Areas r Site Planning -Landscape Architecture •C'ivil Engineering •Golf Course Irrigation & Engineering •Graphic Communication •Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 • P 208.939.4041 E 208.939.4445 • www.thetandgroupinc.com May 22, 2012 Appendix B Drainage Calculations Site Planning • Landscape Architecture •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 • vi w.thelandgroupinccvm Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 1 (Bldg AG -100) Total A= 9,450 s.f. Pervious= s.f. C= 0.10 Impervious= 9,450 s.f. C = 1.00 Weighted C = 1.00 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr 1100 = 3.10 in/hr V25 = 391 c.f. V100 = 539 c.f. I = 1.0 in/hr Q = 0.22 cfs V = 788 c.f. L=21ft Vr = 1,7010 Vv = 680 0. Vk = 126 c.f. 806 c.f. Q25 = 0.49 cfs Q100 = 0.67 cfs 5/22/2012 Thompsons Rule (1" per hour) (100 -yr Return Period, Duration = 60 ruin.) (Q at 60 min.) System Size W=9ft D=9.0ft volume of drain rock provided void volume provided percolation volume provided total storage volume provided by seepage bed Time to Empty k = 8.0 in/hr percolotion rate = 4.3 hrs time to drain required storage volume 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 S&G Trap Check Vault Size = 101dcastle New 10.00 gal. Number of units = 1� Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 9,450 s.f. __ Max Flow= 0.67 cfs 0.09 fps 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 Village Center (PN 111049) 5/22/2012 Storm Drainage Calculations Drainage Area Characteristics: Area 2 Total A= 80,981 s.f. Pervious= s.f. C= 0.10 Impervious= 80,981 s.f. C= 0.85 Weighted C= 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 3.56 cfs 1100 = 3.10 in/hr Q100 = 4.90 cfs V25 = 2,848 c.f. V100= 3,924 c.f. Thompsons Rule (1" per hour) I = 1.0 in/hr (100 -yr Return Period, Duration = 60 min.) Q = 1.58 cfs (Q at 60 min.) V = 5,736 c.f. L=90ft Vr = 12,150 c.f. Vv = 4,860 c.f. Vk = 900 c.f. 5,760 0. OKAY k = 8.0 in/hr 4.4 hrs System Size W=15 ft D=9.0ft volume of drain rock provided void volume provided percolation volume provided total storage volume provided by seepage bed Time to Empty percolation rate time to drain required storage volume S&G Trap Check Vault Size = Oldcastle New 1000 gal. Number of units= 2 Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 80,981 s.f. Max Flow = 4.90 cfs 0.35 fps OILVT 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 3 Total A= 179,312 s.f. Pervious= s.f. C= 0.10 Impervious= 179,312 s.f. C= 0.85 Weighted C = 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 7.87 cfs 1100 = 3.10 in/hr Q100 = 10.85 cfs V25 = 6,306 c.f. V100 = 8,688 c.f. Thompsons Rule (1" per hour) 5/22/2012 I= 1.0 in/hr (100 -yr Return Period, Duration = 60 min.) Q = 3.50 cfs (Q at 60 min.) V = 12,701 c.f. System Size L= 200 ft W= 15 ft Vr = 27,000 c.f. volume of drain rock provided Vv = 10,800 c.f. void volume provided Vk = 2,000 c.f. percolation volume provided M12,800 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 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 � E 208.939.4445 - www.thelandgroupinc.com S&G Trap Check Vault Size = 10ldcastle New 1000 gala Number of units -4 Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 179,312 s.f. Max Flow = 10.85 cfs 0.38 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 � E 208.939.4445 - www.thelandgroupinc.com Village Center (PN 111049) 5/22/2012 Storm Drainage Calculations Drainage Area Characteristics: Area 4 Total A= 83,445 s.f. Pervious= s.f. C= 0.10 Impervious = 83,445 s.f. C= 0.85 Weighted C = 0.85 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 3.66 cfs 1100 = 3.10 in/hr Q100 = 5.05 cfs V25 = 2,935 c.f. V100 = 4,043 c.f. Thompsons Rule (1" per hour) I= 1.0 in/hr (100 -yr Return Period, Duration = 60 min.) Q = 1.63 cfs (Q at 60 min.) V = 5,911 c.f. System Size L=93 ft W=15ft D=9.0ft Vr = 12,555 c.f. volurne of drain rock provided Vv = 5,022 c.f. void volume provided Vk = 930 c.f. percolation volume provided = 5,952 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 = jOldcastle New 1000 gal. _ Number of units = 2 Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 83 445 s.f. Max Flow= 5.05 cfs �0.36fps 01L�y 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 5 Total A= 148,997 s.f. Pervious= s.f. C= 0_10 Impervious= 148,997 s.f. C = 0.81 Weighted C = 0.85 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr 1100 = 3.10 in/hr V25 = 5,240 c.f. V100 = 7,219 c.f. I= 1.0 in/hr Q = 2.91 cfs V = 10,554 c.f. L = 191 ft Vr = 22,347 c.f. Vv = 8,939 c.f. Vk = 1,655 c.f. 10,594 c.f. 77 Vtotal > V100? • k= 8.0in/hr 4.4 hrs Q25 = 6.54 cfs Q100 = 9.01 cfs Thompsons Rule (1" per hour) 5/22/2012 (100 -yr Return Period, Duration = 60 min.) (Q at 60 min.) System Size W=13 ft D=9.0ft volume of drain rock provided void volume provided percolation volume provided total storage volume provided by seepage bed Time to Empty percolation rote time to drain required storage volume S&G Trap Check Vault Size= Oldcastle New 1000 gal. Number of units = 13 Baffle Area/unit = 17.08 s.f. Drainage Area 1A = 148,997 s.f. Max Flow= 9.01 cfs 0.42 fps 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 Village Center (PN 111049) 5/22/2012 Storm Drainage Calculations Drainage Area Characteristics: Area 6 Total A= 267,835 s.f. Pervious= s.f. C= 0.10 Impervious= 267,835 s.f. C= 0.85 Weighted C = 0.85 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 31.76 cfs 1100 = 3.10 in/hr Q100 = 16.20 cfs V25 = 9,41.9 0. V100= 12,978 c.f. Thompsons Rule (1" per hour) I = 1.0 in/hr (100yrReturn Period, Durotion = 60 min_) Q = 5.23 cfs (Q at 60 min.) V = 18,972 0. System Size L=343ft W=13ft D=9.0ft Vr = 40,131 c.f. volume of drain rock provided Vv = 16,052 c.f. void volume provided Vk = 2,973 U. percolation volume provided 19,025 U. total storage volume provided by seepage bed .. i OKAY Time to Empty k = 8.0 in/hr percolation rate 4.4 hrs time to drain required storage volume S&G Trap Check Vault Size = jOldcastle_New 10.0_0 gal._ Number of units = 5 Baffle Area/unit = 7.08 s.f. Drainage Area 1A =267,835 s.f. Max Flow = 16.20 cfs ®" ' 0.46 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 7 Total A= 64,511 s.f. Pervious = s.f. C = 0.10 Impervious = 64,511 s.f. C = 0.85 Weighted C = 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 2.83 cfs 1100 = 3.10 in/hr Q100 = 3.90 cfs V25 = 2,269 c.f. V100 = 3,126 0. Thompsons Rule (1" per hour) 5/22/2012 I = 1.0 in/hr (100 -yr Return Period, [Duration = 60 min.) Q= 1.26 cfs (Q at 60 min.) V = 4,570 0. System Size L= 135 ft W= 8ft D= 9.0 ft Vr = 9,720 c.f. volume of drain rock provided Vv = 3,888 c.f. void volume provided Vk = 720 c.f. percolation volume provided 4,608 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 = jOldcastle New 1000 gal. Number of units= 2 _ Baffle Area/unit = 7.08 s.f. _ Drainage Area 1A = 6_4,511 s.f. Max Flow= 3.90 cfs v 0.28 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 8 Total A = 44,450 s.f. Pervious= s.f. C= 0.10 Impervious = 44,450 s.f. C= 0.85 Weighted C = 0.85 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 1.95 cfs 1100 = 3.10 in/hr Q100 = 2.69 cfs V25 = 1,563 c.f. V100= 2,154 c.f. 5/22/2012 Thompsons Rule (1" per hour) I = 1.0 in/hr (100 -yr Return Period, Duration = 60 ruin.) Q = 0.87 cfs (Q at 60 min.) V = 3,149 c.f. System Size L= 74ft W= loft 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 =OKAY 2.69 cfs Time to Empty k = 8.0 in/hr percolation rate M4.4 hrs time to drain required storage volume 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 S&G Trap Check Vault Size= jOldcastle New 1000gal. - Number of units = 12 Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 144,450 s.f. Max F�loww= 2.69 cfs " @191!'Iif 0.19 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 Village Center (PN 111049) 5/222012 Storm Drainage Calculations Drainage Area Characteristics: Area 9 Total A= 299,250 s.f. Pervious= s.f. C= 0.10 Impervious= 299,250 s.f. C= 0.85 Weighted C = 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 13.14 cfs 1100 = 3.10 in/hr Q100 = 18.10 cfs V25 = 10,524 c.f. V100 = 14,500 c.f. Thompsons Rule (1" per hour) I = 1.0 in/hr (100 -yr Return Period, Duration = 60 ruin.) Q = 5.84 cfs (Q at 60 min.) V = 21,197 c.f. System Size L=178ft W=28ft D=9.Oft Vr = 44,856 c.f. volume of drain rock provided Vv = 17,942 c.f. void volume provided Vk = 3,323 c.f. percolation volume provided 21,265 c.f. total storage volume provided by seepage bed ��OKAY Time to Empty k = 8.0 in/hr percolation rate 4.4 hrs time to drain required storage volume S&G Trap Check Vault Size = jOldcastle New 1000 gal. 1(2-1500 gal.) Number of units = 5 Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 1299,250 s.f. Max Flow = 18.10 cfs 0.46 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 10 Total A= 326,703 s.f. Pervious= s.f. C= 0.10 Impervious = 326,703 s.f. C= 0.85 Weighted C = 0.85 Tc= 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr 1100 = 3.10 in/hr V25 = 11,489 c.f. V100 = 15,830 c.f. I = 1.0 in/hr Q = 6.38 cfs V = 23,1410. L = 320 ft Vr = 48,960 c.f Vv = 19,584 0 Vk= 3,627 c.f. =23,211 c.f VtotaI > V100? • Q25 = 14.34 cfs Q100 = 19.76 cfs Thompsons Rule (1" per hour) 5/22/2012 (100 -yr Return Period, Duration = 60 min.) (Q at 60 min.) System Size W= 17ft D= 9.0 ft volume of drain rock provided void volume provided percolation volume provided total storage volume provided by seepage bed Time to Empty k = 8.0 in/hr percolation rate .2 4.4 Inrs time to drain required storage volume 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 S&G Trap Check Vault Size = jOldcastle New 1000 gal. Number of units = 6 Baffle Area/unit = Drainage Area 1A = 1326,703 s.f. Max Flow= 19.76 cfs 0.47 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 11 (Bldg AD -100) Total A= 7,991 s.f. Pervious = s.f. C - 0.10 Impervious= 7,991 s.f. C= 0.85 Weighted C = 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 0.35 cfs 1100 = 3.10 in/hr Q100 = 0.48 cfs V25 = 281 c.f. V100 = 387 c.f. 5/22/2012 Thompsons Rule (1" per hour) I = 1.0 in/hr (100 -yr Return Period, Durotion = 60 min.) Q = 0.16 cfs (Q at 60 min.) V = 566 c.f. System Size L= 19ft W= 7 f D= 9.0 ft Vr = 1,197 c.f. volume of drain rock provided Vv = 479 c.f. void volume provided Vk = 89 0. percolation volume provided ,. 567 c.f. total storage volume provided by seepage bed ��OKAY Time to Empty k = 8.0 in/hr cercolotion rate 4.4 hrs time to drain required storage volume S&G Trap Check Vault Size = jOldcastle New 1000 gal. Number of units= L7O8 Baffle Area/unit = s.f. Drainage Area 1A = 7,991 s.f. Max Flow = 0.48 cfs 0.07 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 12 (Bldg AB -100) Total A= 10,225 s.f. Pervious= s.f. C= 0.10 Impervious = 10,225 s.f. C= 0.85 Weighted C= 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr 1100 = 3.10 in/hr V25= <60 c.f. V100 = 1185 c.f. I= 1.0 in/hr Q = 0.20 cfs V = 724 c.f. L= 25 ft Vr= 1,575 c.f. Vv = 630 c.f. Vk = 117 c.f. 747 c.f. Vtotal > V100? Q25 = 0.45 cfs Q100 = 0.62 cfs 5/22/2012 Thompsons Rule (1" per hour) (100 -yr Return Period, Duration = 60 min.) (Q at 60 min.) System Size W= 7 f D= 9.0 it volume of drain rock provided void volume provided percolation volume provided total storage volume provided by seepage bed Time to Empty k = 8.0 in/hr percolation rate .34.2 hrs time to drain required storage volume 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 S&G Trap Check Vault Size = j0ldcastle New 100_0 gal. Number of units = 1 Baffle Area/unit = _ 7.08 s.f. Drainage Area 1A= 10,225 s.f.` Max Flow = 0.62 cfs 0.09 fps 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 Village Center (PN 111049) Storm Drainage Calculations Drainage Area Characteristics: Area 13 Total A= 128,100 s.f. Pervious= s.f. C= 0.10 Impervious= 128,100 s.f. C= 0.85 Weighted C= 0.85 Tc = 10 min. Rational Method/Triangular Hydrograph 125 = 2.25 in/hr Q25 = 5.62 cfs 1100 = 3.10 in/hr Q100 = 7.75 cfs V25 = 4,505 c.f. V100 = 6,207 c.f. 5/22/2012 Thompsons Rule (1" per hour) I = 1.0 in/hr (100 -yr Return Period, Duration = 60 min.) Q = 2.50 cfs (Q at 60 min.) V = 9,074 c.f. 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 E 208.939.4445 - www.thelandgroupinc.com System Size L=89ft W=24ft D=9.0ft Vr = 19,224 c.f. volume of drain rock provided Vv = 7,690 c.f. void volume provided Vk = 1,424 c.f. percolation volume provided 9,114 0. total storage volume provided by seepage bed OKAY Max Flow= Time to Empty k = 8.0 in/hr percolation rate M 4.4 hrs time to drain required storage volume 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 E 208.939.4445 - www.thelandgroupinc.com S&G Trap Check Vault Size =Oldcastle New 1000 gal. Number of units= 3 _ Baffle Area/unit = 7.08 s.f. Drainage Area 1A = 1128,100 s.f. Max Flow= 7.75 cfs 0.36 fps 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 E 208.939.4445 - www.thelandgroupinc.com May 22, 2012 Appendix C Geotechnical Report for Reference OF Site Planning •Landscope Architecture -Civil Engineering -Golf Course if rigation & Engineering -Graphic Comm tinication. -Surveying 462 E. Shore Drive, Ste. 100, Eagle, Idaho 83616 • P 208.939.4041 f 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 Geologists I Environmental Consultants TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PROJECT UNDERSTANDING 1 3.0 PURPOSE AND SCOPE 1 4.0 SITE CONDITIONS 2 Atterberg Limits Test Results 4.1 Surface Conditions 2 Figure A-23 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 2 117-M, M1 Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A-1 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 e_;6► u 51 M DESIGNI CenterCal-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 (13-1 through B -S) to a maximum depth of 51.5 feet BGS and excavating 31 test pits (TP -1 through TP -31) to depths of up to 10 feet BGS. 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. Sol] 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. MO DES I G N a 2 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 Location Depth Organic 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 All 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 DESIGN= 4 CenterCai-8-01:090507 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 1%zH:1V 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 SoH 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. 6.3.3 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 M. VESIGM 6 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 illi 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 Wali 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 5 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 tightiine 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 MDESIGM 8 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 i 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. MDE51GN= 10 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 (Ts = 0.2 second) (T, = 1.0 second) Maximum Credible Earthquake Spectral Acceleration, S Ss = 0.30 g S, = 0.10 g Site Class D Site Coefficient, F Fa = 1.56 F = 2.39 Adjusted Spectral Acceleration, SM SMS = 0.46 g SM, = 0.24 g Design Spectral Response S, = 0.31 g So, =0.16g Acceleration Parameters, S Design PGA, Samoa 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 contractors 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; MDESIG N� 12 centercal-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. G ett A. ipton, . . Associate Engineer "5 .� Scott V. Mills, P.E. Principal Engineer MDESIGN` 14 CenterCal-3-01 :090607 O N aq tfBT�GK ., 115 QOWNEY SLIBLR'. I 9 o u - a i c• oil £ x a ��'-��p-�{ IIS �..� � til � •• .•1„ 2867 • `••• v r --7E;i0--fes USGS QUADRANGLE MAP c MAP CREATED WITH TOPOI® > li ©2002 NATIONAL GEOGRAPHIC 0 r t1 r i e J NOT TO SCALE a DESIGN. CENTERCAL-8-01 VICINITY MAP m 15575 SW Se i uoiaParkway-Suite 100 z eoOR 97224 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT 3 Off 503.968.8]8] Fax 503.9683068 SEPTEMBER 2007 MERIDIAN, ID FIGURE 1 APPENDIX 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. ATTERSFRG 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 -Nm (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. M DESIGN= A-2 CenterCal-8-01:090607 RELATIVE DENSITY - COARSE-G..AINED 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 1 1 -26 4-10 Medium Dense 10-30 26-74 TO- - 30 Dense 30-50 74-120 30-47 Very Dense I More than 50 More than 120 More than 47 CONSISTENCY - FINE-GRAINED SOILS Consistency Standard Penetration Dames & Moore Sampler Dames & Moore Sampler Unconfined Compressive Resistance (140 -pound hammer) (300 -pound hammer) 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- 12 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 < 12% 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 ML SILT CL CLAY CL -ML silty CLAY OL ORGANIC SILT or ORGANIC CLAY Liquid limit 50 or greaterORGANIC MH SILT CH CLAY OH 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 - 15% V ©DESIGN= 15575 SW Sequoia Parkway -5u,.100 Portland OR 97224 Off 503.9688787 F- 5039683068 SOIL CLASSIFICATION SYSTEM TABLE A-2 z ex Z I DEPTH FEET —40—, u 7 a- <W MATERIAL DESCRIPTION (continued from pr previous page) 0 =U Z zz Rol t - N 0 A BLOW COUNT 0 MOISTURE = RQCPX 50 34 CONTENT% � CORE REC% ]go INSTALLATION AND COMMENTS 45 — without gravel at 45.0 feet 36 50— �b 34 sSurface elevation was not measured at the time of exploration. Exploration completed at a depth of 51.5 feet. SS — 60- 65- 70- 7580 — . . . . 50 100 DRILLED BY: Western States Soil Conservation, Inc. LOGGED BY: Belo COMPLETED: 07/24107 BORING METHOD: hollow -stem auger and mud nmary (we reporttext) BORING BIT DIAMETER: 8 -inch XUDESIGN2 CINTERCAL-8-01 BORING 9-1 (continued) SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT MERIDIAN, ID I FIGURE A- 15575 Me sequoia Parkway Suitt lot, Poo ood OR R7224 DW 503,968,8787 Fae 503q6R3068 0 ■ tl 0 tj BLOWCOUNT INSTALLATION AND DEPTH FOMLROIWSTSUOR6CTONTENT % COMMENTS MATERIAL DESCRIPTION FEET QD CORE REC% —40 -- 0 so 100 (continued from previous page) yl as becomes fine to medium at 45.0 feet :41 with minor gravel at 50.0 feet . . . J ve-ry-den-se-,tan-, -po-orly graded, fine to 50.4 . : . . . : : : : Surface elevation was not coarse GRAVEL (GP), minor sand; wet, [ 50.8 measured at the time of exploration. Glorouncled. . . . . . . . Exploration completed at a depth of 50.8 feet. 55 - 60- 65 70- 75 - 80 0 50 100 DRILLED BY Western States Soil Conservator, Inc. LOGGED BY ESP COMPLETED: 07/25/07 BORING METHOD: hallow -stem auger and mud dotary (see report text) BORING BIT DIAMETER: B-imff, UCENTERCAL-8-01 MDESIGNZ BORING B-2 (continued) SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-2 Wte 0 15575 5WSeqi 10 Zn, OR 97224 on 503,968.8787 F. 503,96B2068 MERIDIAN, ID O 4 Z F F u w ♦ BLOW COUNT INSTALLATION AND DEPTH u i MATERIAL DESCRIPTION Qa > "' Z I— i g • MOISTURE CONTENT% COMMENTS FEET w w Q ® RQD% ® CORE REC% —0— V 0 50 100 Medium stiff, brown SILT (ML); moist (3- �: inch-thick root zone). 0 ♦: 58 00o ° Very dense, brown, poorly graded, fine 3s to coarse GRAVEL (GP), trace sand; dry 43 s (to moist, subrounded. Very dense, light brown, poorly graded, fine to medium SAND (SP), minor gravel; :. =. dry, subrounded. ��a°�; grades to medium dense at 7.0 feet s.o ; *8 po, __/ Dense, tan, poorly graded, fine to coarse 04: GRAVEL with sand (GP); moist, 10 bQ subrounded. 63: ' becomes very dense at 10.0 feet s6v 0 'o Qio ' 89 Infiltration test: 49 inches/hour at 12.0 feet 'P';s 004' switch to mud rotary at 13.5 feet 5 01 .o with cobbles at 15.0 feet _ 000 . .dOo v op o�•o 004,:. 0 20 d :cso Ao4:. becomes wet at 20.0 feet Q d 00 opo. Driller comment: rocky drilling at 22.0 feet. i7 P o�p 25 ED .0 10. Driller comment: rocky Oo4: drilling at 263 feet. �Oo Dense, tan, poorly graded, fine to coarse 29'0 Driller comment smooth 30 :. SAND (SP); wet, subangular to drilling at 29.0 feet. .. subrounded (possible TUFF). :A. 35 Hard, tan CLAY with sand (CL); moist. 35.03 40 ° s° loo DRILLED BY: Western States Soil Canservatton, Inc. LOGGED BY: BSP COMPLETED: 07/27/07 BORING METHOD: hallow-stem auger and mud rotary (see reportteM) BORING BIT DIAMETER: 8-inch • ESIGNvz CENTERCAL-8-01 BORING B-4 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-4 15575s seaemw+ar -score l)° r,mms ana OR 97224 oa 503 968,9787 vu; soa see 3ose MERIDIAN, ID Z i o F J w ♦ BLOW COUNT INSTALLATION AND DEPTH u Qd Z • MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION w o w Q ® RQD% EZ CORE REC% J W ~ N ° V 0 50 100 oT, Dense, brown, poorly graded, fine to :`4 coarse GRAVEL with silt (GP -GM); dry, ( 0.7 subrounded. Very stiff, brown SILT (ML), trace sand; dry to moist, low to medium plasticity. �6 becomes hard and dry at 2.5 feet S Medium dense, light brown, poorly 5.0 -s qao:: graded fine SAND (SP); dry to moist. 5.6 _ Very dense, light brown, poorly graded, (fine GRAVEL (GP) minor sand; dry to I o , imoist, subrounded. 43 Dense, light brown, poorly graded, fine to coarse SAND with gravel (SP); dry, 10 subrounded. grades to very dense at 10.0 feet .9 n Dense to very dense, light brown, well 12.0 SIEV ■ 50/6° Infiltration test: s3 °<i' o, . graded, fine to coarse GRAVEL (GW); es/hour at 12.0 feet &:. moist, subrounded. switch to mud rotary at 13.5 e '�> feet. s qco:. o- X) oo oQ. 00 :Po Driller commentsmoother at 20—,b.,' ® 19.0 feet. 00 16 b° 00 .0 oDo 001, ... qda:. o.. o� Driller comment: smoother at Op 27.0 feet. pO. 30 Dense, tan, poorly graded, fine to coarse 30.0 :-4 -. SAND (SP); wet. 35 � 132. 40 0 so too DRILLED BY Western States Sell Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/27/07 BORING METHOD: hallow -stem auger and mud rotary (see mportte#j BORING BIT DIAMETER: 8 -inch DESIGN_u CENTERCAL-8-01 BORING B-5 15575swpo,°ai:oa OR'si2iY24 1100 SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-5 Off 503968.8787 Fw s°396s.3o6R MERIDIAN, ID 0 0 a Z R Z O_= DEPTH = MATERIAL DESCRIPTION ~i > Z nw. g • MOISTURE CONTENT % COMMENTS FEET a w w Q w H � V TP -1 o sD 00 0.0 Hard, brown SILT (ML); moist (3 -inch- . pP=3.0tsf thick root zone). PP ® pp = 3.0 tsf PP PP 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 s.e PP Minor caving observed at 4.0 feet. n: Dense to very dense, light brown, poorly 00 graded, fine to coarse GRAVEL (GP), 5.0 n minor sand; moist, subrounded, few °p cobbles. ao 6-1 o... O 7.5 0.. . m .o6 with sand at 7.5 feet o: Q o No groundwater seepage observed to the depth explored. 10.0 °° ® _ Surface elevation was not measured at the time of Ex !oration com leted at a de th of P p p 10.0 feet. ..50....10° _ exploration. TP -2 0. 0 50 100 o.0 Very stiff, brown SILT (M L; moist (2 -inch - PP = 2.25 tsf thick root zone, tilled zone to 8.0 PP inches).® PP PP = 4.5 tsf PP = 4.25 tsf PP PP PP = 4.5 tsf 2.5 PP PP = 4.5 tsf 0a 30 PP PP =>4.5 tsf Very dense, tan, poorly graded, fine to " APP coarse GRAVEL with sand (GP); moist, PP ® : PP=>4.5 tsf oa:, subrounded to subangular, strongly PP =>4.5 tsf '6 o cemented. 5.0 QbO:. P200 ® f 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 No caving observed to the depth explored. Surface elevation was not measured at the time of exploration. 10.0- 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BSP COMPLETED: 07/26/07 EXCAVATION METHOD: backhoe (see reportta#) E.) ©DESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-6 issys swpmono ae 97224 Suite ico Off 503 968,8787 Eu 503.968306E MERIDIAN, ID Z DEPTH o O= ¢a u Z w i •MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION w g CONTENT w Q u TP -5 0 sa loo o.0 Hard, brown SILT (ML), trace sand; moist PP=>4.5 tsf (3 -inch -thick root zone, tilled zone to 6.0 PP inches). ® PP=>4.5 tsf PP PP = 4.0 tsf PP PP PP = >4.5 tsf 2.5 PP PP = >4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at 3.0 to the depth explored. a depth of 3.0 feet. No caving observed to the depth explored. Surface elevation was not 5.0 measured at the time of exploration. 7.5 10.0 0 50 00 TP -6 0 50 00 0.0— Hard, brown SILT (ML), trace sand; moist PP = 4.25 tsf (3 -inch -thick root zone, tilled zone to 6.0 PP inches). PP . PP = 3.0 tsf PP PP =>4.5 tsf PP PP=>4.5 tsf 2.5 a 5 PP PP =>4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at _ a depth of 2.5 feet. to the depth explored. No caving observed to the depth explored. Surface elevation was not 5.0 measured at the time of exploration. 7.5- 10.0— 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: EXCAVATION METHOD: backhoe (see report text) U MUDESIGNZ CENTERCAL-8-01 TEST PIT PROPOSED SEPTEMBER 2007 MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-8 155755 Senucla Fa,kwav-5uke lee Portland OR 97226 Off 503.969.9767 `ax 503:9693068 MERIDIAN, ID Z DEPTH U o 02 Qo~. U Z W i •MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION w N g CONTENT % w Q u TP-9 0 50 ,00 0.0 Hard, brown SILT with sand (M L); moist PP -4.5 tst (4-inch-thick root zone, tilled zone to 8.0 PP PP=4.5 tsf. inches).PP PP=4.5tsf PP ® PP = 4.5 tsf 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 7.5- No groundwater seepage observed to the depth explored. No caving observed to the depth 10.0too explored. Surface elevation was not Exploration completed at a depth of 10.0 feet. measured at the time of exploration. o so loo TP-10 0 5o 100 0.0- Hard, brown SILT with sand (M L); moist Pp = 1,75 tsf (4-inch-thick root zone, tilled zone to PP 10.0 inches). PP pp = 4.5 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.0 5.0 Very dense, light brown, poorly graded, fine to coarse, silty GRAVEL (GM); moist,Pzoo ® 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. l 0.0 a 50 too EXCAVATED BY: Western States Sail Conservation, Inc. LOGGED BV: BBP COMPLETED: 07/28107 EXCAVATION METHOD: backhoe (see report to#) v MDESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-10 iss]s FoM,tlsws,ma znd oFmkwar wsere ioo INf 50319688]8] FFix W3033960.3068 MERIDIAN, ID Z DEPTH o O= Qi Z d •MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION w o w Q CONTENT° u TP -13 0 50 ]Do o.o 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 .0 Very dense, brown, poorly graded, fine O �.. O GRAVEL with sand (GP); moist, PP PP = 4.0 tsf ns:. subrounded, strongly cemented. PIP PP=4.5tsf oq. 5.0 becomes weakly cemented at 5.0 feet o oQj Minor caving observed at 6.0 feet. a. o y. 7.5 •00:_' oQo Od4o. °moo 00 pd. No groundwater seepage observed '6 : to the depth explored. 10.0-�a 00 Surface elevation was not measured at the time of Exploration completed at a depth of P P P 10.0 feet. exploration. 0 50 100 TP -14 D so 00 0.0 Hard, brown SILT with sand (M L); moist PP=4.25 tsf (2 -inch -thick root zone,. tilled zone to 8.0 PP ® inches). PP pp = 3.75 tsf bp: O° 2 PP PP=>4.5 tsf Very dense, brown with gray mottles, 'o poorly graded, fine GRAVEL with sand PP PP=>4.5 tsf 2.5-00'" (GP); moist, subrounded, Strongly ® PP=>4.5 tsf cemented. PP PP=>4.S tsf 3.5 PP PP =>4.5 tsf observed Exploration terminated due to refusal at a depth of 3.5 feet. toodepthater explo aseedage No caving observed to the depth 5.0 explored. Surface elevation was not measured at the time of exploration. 7.5- 10.0- 0 50 100 EXCAVATED BY: Western States Sail Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/28/07 EXCAVATION METHOD: backhoe (see meart text) uCENTERCAL-8-01 MDESIGN= TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-12 iss]s:wsrtWd OR 9aev-some i99 r8oxnxa aR 593968.8 979a ]8] Fax 593.968.3968 MERIDIAN, ID Z p U w DEPTH u = MATERIAL DESCRIPTIONwo ¢a Z a < 0 MOISTURE CONTENT% COMMENTS FEET a_ w ¢ ¢ V TP -1 7 0 50 100 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). PP PP = 3.75 tsf becomes hard and strongly cemented at PP PP = 4.5 tsf z.s 2.0 feet pla PP =4.5 tsf PP ® PP = 4.5 tsf B.a 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 0 s0 00 TP -18 o so loo 0.0 Hard, brown SILT (ML), minor sand; pp=4.5 tsf moist (4 -inch -thick root zone, tilled zone PP ® 111, to 6.0 inches). PP pp=4.5 tsf PP PP = 4.5 tsf PP PP = 4.5 tsf 2.5 PP PP = 4.25 tsf PP= 3.5 tsf PP ® PP = 3.75 tsf 38 PP PP PP=4.25 tsf Very dense, brown, poorly graded, fine to coarse GRAVEL (GP), minor sand; No groundwater seepage observed 5.0 n moist, moderately to strongly cemented. to the depth explored. No to the depth o.. ® caving observed 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 0 50 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BBP COMPLETED: 07128107 EXCAVATION METHOD: backhoe (see reparttext) MDESIGN CENTERCAL-8-01 TEST PIT �u PROPOSED SEPTEMBER 2007 MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-14 ,5575swsequ—aarkw sconero° aanl-nd on snza ox sossss.siso rax 5°x.ese.3oca MERIDIAN, ID z Z DEPTH a O= Q a Z a • MOISTURE COMMENTS FEET a MATERIAL DESCRIPTION wo g CONTENT% w w � a N u TP-21 a s0 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 zo . PP PP PP =4.0 tsf 06 Very dense, tan with brown mottles, 2.5 0 O° poorly graded, fine to coarse GRAVEL PP . • PP = 4.5 tsf (GP), minor sand; moist, subrounded, 3.0 PP PP=4.5 tsf strongly cemented. No groundwater seepage observed to the depth explored. ExExploration terminated due to refusal at p No caving observed to the depth a depth of 3.0 feet. explored. 5.0 Surface elevation was not measured at the time of exploration. 7.5 10.0 TP 22 0 s0 100 0 so 100 o.0 Hard, brown SILT (ML); moist (3-inch- PP = 4.5 tsf thick root zone, tilled zone t0 10.0 Ple inches). PP . PP = 4.5 tsf PP = 4.0 tsf 2.0 PP PP ® PP = 4.5 tsf qo Very dense, brown with tan mottles, 2.5—'O 1. poorly graded, fine to coarse GRAVEL Pla PP = >4.5 tsf ,o V (GP); moist, subrounded, strongly ® PP = >4.5 tsf 10Ze::. cemented.. PP PP �. PP=>4.5 tsf 40 PP PP=>4.5 tsf No groundwater seepage observed Exploration terminated due to refusal at 5 0 a depth of 4.0 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 loo EXCAVATED BY: Western States Sail Conservation, Inc. LOGGED BY: BBP COMPLETED: 07128107 EXCAVATION METHOD: backhoe (see report text) J MDESIGNZ CENTERCAL-8-01 TEST PIT issn sw soglzme OR97224 oo SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-16 Off 'q3.969.8787 rax 5039683068 MERIDIAN, ID 0 e a z a Z u o 0= u w MATERIAL DESCRIPTION ~zw ii •MOISTUREDEPTH CONTENT % COMMENTS FEET u TP-25 0 so 100 0.0 Hard, brown, gravelly SILT (M L), minor PP=>4.5 tsf sand, trace gravel; moist - FILL. 0.5 PP PP PP=>4.5 tsf Hard, brown SILT (ML), minor sand; dry to moist. PP PP = >4.5 tsf PP . PP=>4.5 tsf 2.5 2.5 PP PP =>4.5 tsf Very dense, light brown, poorly graded, fine to coarse SAND (SP), minor gravel; 3.D PIP PP =>4.5 tsf moist, subrounded, weakly to No groundwater seepage observed moderately cemented. No cavinto the g obserth vedtd. othe 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. 7.5 10.0 TP 26 0 50 100 0 50 100 o.o o Very dense, gray-brown, poorly graded, fine to coarse GRAVEL with silt (GP- o.'. GM), minor sand; moist, subrounded to ® �; angular - FILL. l.s _. 33% Dense, brown, poorly graded, fine toLL= z.s coarse SAND with gravel (SP); moist, Arr PL= 30% subrounded. No groundwater seepage observed to the depth explored. No caving observed to the depth 5.0 s'Z explored. Surface elevation was not Exploration terminated due to refusal at P a depth of 5.2 feet. measured at the time of exploration. 7.5- 10.0— 0 so 100 EXCAVATED BY: Western States Soil Conservation, Inc. LOGGED BY: BSP COMPLETED: 07/30/07 EXCAVATION METHOD: backhoe (see reporttext) U MDESIGNZ CENTERCAL-8-01 TEST PIT SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGUREA-18 issys sw `811 n PR97224 mtctoo eo,cia9a oP an so3.zse.e�s� rix saescasass 503. MERIDIAN, ID 0 Z O O= U w DEPTH MATERIAL DESCRIPTION Qd Z ti a 2 •MOISTURE CONTENT% COMMENTS FEET a �j0 w Q u TP -29 0 50 100 0.0 Hard, brown SILT with sand (M L), 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 subroundweakly to moderately to the depth explored..ed, No caving observed to the depth s.o 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 . . . .,00 50. TP 30 0 0 50 00 o.0 Medium stiff to stiff, brown SILT with sand (ML); moist (tilled zone to 12.0 PP PP = 0.5 tsf 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 PP = 2.75 tsf -: Dense, light brown, poorly graded, fine to medium SAND (SP), trace gravel;PP PP=4.0tsf moist, subrounded. PP PP = 3.5 tsf becomes tan and moderately cemented 5.0 at 4.0 feet 6'5 Very dense, light gray -brawn, poorly 00° graded, fine to coarse GRAVEL (GP), P200 P200 = 4% 7.s .off:. minor sand; moist, subrounded. Qe - Dense light gray -brown, poorly graded, s s Minor caving observed at 8.5 feet. fine to medium SAND with gravel (SP); No groundwater seepage observed ®Surface to the depth explored. 10.0 moist, 0'B elevation was not Exploration completed at a depth of 9.8 measured at the time of feet. exploration. 0 50 ,00 EXCAVATED BY: Westem States Sall Conservation, Inc. LOGGED BY: BBP COMPLETED: 07/30/07 EXCAVATION METHOD: backhoe (see repartte#) V • DESIGN= CENTERCAL-8-01 TEST PIT 15575 SW Sequoia Par way-Sulte 100 Portland OR srzza SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURE A-20 Off sosveee 87 ra» 503 969,3068 MERIDIAN, ID i 60 TP -26 2.5 21 33 30 50 CH )r OH "A" LINE 4 0 Ix 0 z Y H v 30 H Lei Q CLor L J a 20 MH 3rOH 10 CL -ML m ML r OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT 0 0 T Q O KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX a NUMBER (FEET) (PERCENT) • B-1 2.5 16 35 24 11 r 0 i Ill u 0 0 u u` M f O Q U C F Z U n F DESIGN? CENTERCAL-8-01 ATTERBERG LIMITS TEST RESULTS SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT FIGURER -22 15575SW85eg0a�Ozarkkway-kite 100 FW F Off 303.968.838] Fax 503.968.3068 MERIDIAN, ID Q TP -26 2.5 21 33 30 3 0 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 5.2 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 is 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 -I1 2.5 21 TP -15 1.5 24 MDESIGN3 15575 SW Sequoia Parkway - since 100 vurmznd OR 97224 06 503.968.8787 Fax 503.968.3068 CENTERCAL-8-01 SUMMARY OF LABORATORY DATA SEPTEMBER 2007 PROPOSED MERIDIAN TOWN CENTER DEVELOPMENT MERIDIAN, ID FIGURE A-24 ACRONYMS