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HomeMy WebLinkAboutWal-mart Store Overland Rd. - Drainage Report (200 pgs)WA MART STORE #3093-00 795 W. Overland Rd. Meridian, /D Drainage Report March 7, 2012 prepared by. Patrick Holm E. / T. Reviewed by. Nick Taylor, P 606 Columbia ST NW; Suite 106, Olympia, Washington 98501 (360)786-9500 FAX: (360)786-5267 FMAIC.: paclandQpacland com A ik , s 606 Columbia ST NW; Suite 106, Olympia, Washington 98501 (360)786-9500 FAX: (360)786-5267 FMAIC.: paclandQpacland com "I hereby certify that this Drainage Report for Proposed Walmart Store # 3093-00 at the southeast corner of Overland Road and Stoddard Road has been prepared by me or under my supervision and meets minimum standards of the City of Meridian, Ada County Highway District and normal engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." Nicholas D. Taylor, P.E. Certification Project Engineer's "I hereby certify that this Drainage Report for Proposed Walmart Store # 3093-00 at the southeast corner of Overland Road and Stoddard Road has been prepared by me or under my supervision and meets minimum standards of the City of Meridian, Ada County Highway District and normal engineering practice. I understand that the jurisdiction does not and will not assume liability for the sufficiency, suitability, or performance of drainage facilities designed by me." Nicholas D. Taylor, P.E. Table of Contents Section IIJ Drainage Report.......................................................................... 2 1. Proposed Project Description...................................................................................... 2. Existing Conditions.....................................................................................................4 3. Infiltration Rates and Soils Report................................................................................4 4. Sub -Basin Description.................................................................................................6 5. Facility Sizing and Downstream Analysis.....................................................................6 Appendix A- Figures Appendix B - Water Quality and Quantity Control Calculations Appendix C - Geotechnical Report Meridian, ID Drainage Report Drainage Report section 1- Proposed Project Description: Parcel Numbers: R7288000084, R7288000014, S1 2 241 20900, 51224120950 Total Site Area: 19.75 acres Zoned: General Retail and Service Commercial Zone — C -G Site Address: 795 W. Overland Rd Meridian, ID 83642 Site Location: The project is located at the southeast cendix A, W.Overland.Ae esss is from W. Over Overland in Meridian, ID(See Vicinity Map, App Road and S. Stoddard Road. Site boundaries include W. Overland Road to the north, an existing Lowe's and ICON Credit Union to the east, Bear Creek Residential Subdivision to the south, and S. Stoddard Road to the west. A Site Plan and Frontage Improvement Plan are enclosed in Appendix A, as Figures 2 and 3. Project Overview: This report accompanies the Site Civil Plans for the construction of a new retail development. The development will be constructed intwo nde roundes and ut lities,ill include clearing, grading, underground ng, and appropriate erosion control measures, ory retail sales facility for the first phase. The second construction of a 165,507 SF single st nstruction of the outlots, which is not a part of this phase will be the development and co project. The project site is approximately 19.75 acres with 0.46 acres of frontage improvements along S. Stoddard Rd. The on-site improvements have been designed to the Ada County Highway District (ACHD) Policy Manual, Change Number Two, February 14, 1996(1996 ACHD Manual) as adopted by the City of Meridian. The Stoddard Road frontage improvements have been designed to the most current ACHD policy manual. Storm Drainage Improvements: The site is divided into five different basins for control of stormwater runoff. 17.78 acres of the site will be impervious, which includes the roof of the proposed retail store. For the purposes of this drainage report the outlouts have been considered as 100% impervious surfaces to take a conservative approach regarding future development. Approximately 2.43 acres will be pervious landscaped areas. See Table 1 for post -developed basin area summary. The runoff from the stormwater that falls on the site will be collected in a system of catch basins that will convey the runoff in underground pipes to a seepage bed. Page 2 PACLAN D job #30001053 Drainage Report Meridian, ID The seepage bed will use Stormtech chambers and drain rock to detain runoff. From the seepage bed, the runoff will receive primary treatment by percolating through a sand filter. 17.78 acres of the site will be impervious, which includes the roof of the proposed retail store. Approximately 2.43 acres will be pervious landscaped areas. See Table 1 for post - developed basin area summary. Table 1: Proposed Basin Areas Basin Impervious Surface; CN 98 Pervious Area; CN 74 Total Basin Area Basin A 6.89 0.91 7.80 Basin B 9.90 0.50 10.40 Basin C 0.52 0.22 0.74 Basin D 0.00 0.74 0.74 Basin E 0.51 0.02 0.53 Total 1 17.78 1 2.43 1 20.21 Stormwater Treatment: Stormwater treatment requirements are based on the 1996 ACHD Manual for on-site treatment. The Stoddard Road frontage improvement stormwater treatment design is based on the most current ACHD policy manual. The basins include the driveways, drive aisles, parking areas, sidewalks, roof surface, and landscaped areas. Runoff from these areas will sheet flow into catch basins that convey water to seepage beds below the pavement. Runoff will then percolate through ASTM C-33 Filter Sand, which is approved by ACHD for primary treatment. As there is no pretreatment (sand and grease traps) for the seepage beds on-site, the seepage bed is sized 50% larger than the required design value to account for potential sedimentation. Additionally, the seepage beds will have an isolator row to trap suspended solids. Each seepage bed was designed to detain and treat the 100 - year, 24-hour event. The seepage bed for the frontage improvements also has no pretreatment. This system will infiltrate through a 30" perforated pipe into drain rock. The perforated pipe will only have perforations on the top half of the pipe per ACHD policy manual standard. This will trap the majority of the silt and sediment in the perforated pipe. This perforated pipe can be maintained via the seepage bed manhole. The runoff will percolate from the perforated pipe through drain rock and then pass through ASTM C-33 Filter Sand, which is approved by ACHD for primary treatment. This seepage bed was designed to detain and treat the 100 -year, 24-hour event. Additional detailed drainage calculations for water quantity and quality will be shown in Appendix B. PACLAND job #30001053 Page 3 Drainage Report Stormwater Detention: Meridian, ID Due to ell -draining -year, 24-hour strm event will be infiltrated soils discovered 0 through the bottom of the seepage beds which have a combin fed footprint of approximately 29,000 ft2. Terracon performed a pilot infiltration test on December 20, 2011, at each proposed bed location. The observed infiltration rate for Seepage Bed A was 9 inches/hour and Seepage Bed B was 15 inches/hour. PACLAND applied a factor of safety of 3 to each of these infiltration rates and calculated a 3 inches/hour and 5 inches/hour rate, respectively. See Appendix C for the geotechnical report. The SCS method was used to calculate the design volumes based on the design infiltration rates. For Seepage Bed C and E, Terracon performed an infiltration test according to the current ACHD policy manual on February factor of012, safety yielding of 3 to this rate infiltration rate of 10 inches/hour. PACLAND applied resulting in a 3.3 inches/hour design infiltration rate. See Section 5 for detailed description and calculations. Stormwater Conveyance: Runoff will sheet flow across the parking and landscaped surfaces, collect in curb and gutter, then will be conveyed to open grate catch basins in parking areas. Rooftop runoff will be captured by roof drains and be conveyed directly to the seepage beds. All captured runoff will be conveyed through Corrugated Polyethylene Pipe(CPEP) and C900 Polyvinylchloride Pipe(PVC) with smooth interior/annular exterior. All on-site conveyance grates, structures, pipes and associated appurtenances are sized to convey the 25 -year, 24- hour event, as prescribed by the 1996 ACHD Policy Manual, as adopted by the City of Meridian. The Stoddard Road frontage improvements, conveyance, grates, structures, pipes and associated appurtenances are sized to convey the 100 -year, 24-hour event per the current ACHD Policy Manual. Conveyance calculations are further described in Section 5. Section 2 - Existing conditions: The project site is currently undeveloped consisting of low to medium coverage vegetation. The site naturally slopes from the northeast to the southwest and on-site elevations vary from 2637' to 2624' with the steepest existing slopes of 4:1. Due to curb and gutter along Overland Road on the north boundary and the Lowe's site to the east boundary, there is little to no stormwater runon from the north or east. Stoddard Road has no curb and gutter along the property boundary so stormwater runon flows on to the site from Stoddard Road along the west boundary. The southern boundary is down gradient of the site so there is no runon along the southern boundary. There were no creeks, lakes, ponds, wetlands, ravines, gullies, springs, or other environmentally sensitive areas discovered onsite or within a quarter mile downstream of the site. PACLAND Job #30001053 Page 4 Drainage Report Meridian, ID On-site drainage is contained within the site with the exception of minimal sheet flow at various locations directed off-site through vegetated groundcover. Section 3 - Infiltration Rates and Soils Report. A geotechnical report and infiltration tests have been completed by Terracon, and the report and test data have been included in Appendix C. Groundwater was not encountered in any of the on-site borings, the maximum bore depth being 20 feet below ground surface. The geotechnical report by Terracon referenced the Idaho Department of Water Resources well log lookup tool. Using this tool Terracon found depths of groundwater ranging from 25-89 feet below the ground surface. Three feet of separation from the bottom of the seepage bed to the shallowest documented groundwater elevation will be maintained at all seepage bed facilities. Pilot infiltration tests(PITs), also known as large scale infiltration tests, were completed December 20, 2012 by Terracon in two locations: the vicinity of the Seepage Bed A and the vicinity of Seepage Bed B. A PIT involves excavating large pits and then performing a constant head test and a falling head test to determine infiltration rates. These tests are shown on the Basin Map, Figure 4. The tests yielded an infiltration rate of 9 inches/hour and 15 inches/hour for Seepage Bed A and Seepage Bed B, respectively. Per Wal mart's requirement for infiltration facilities under parking lots, these infiltration rates were reduced using a factor of safety of 3.0, yielding rates of 3 inches/hour and 5 inches/hour, respectively, for Seepage Bed A and Seepage Bed B. An infiltration test in accordance with the current ACHD policy manual was performed for proposed seepage beds C and D on February 23, 2012. Terracon's infiltration test yielded an infiltration rate of 10 inches/hour. PACLAND applied a factor of safety of 3 to this rate resulting in a 3.3 inchesthour design infiltration rate. PACLAN D Job #30001053 Page 5 Drainage Report Meridian, ID Section 4 - Sub -Basin Description: The site is divided into five basins (Basins A-E). See Figure 4 in Appendix A. Basin A includes the north portion of the site and approximately half of the building. Basin B includes the south portion of the site and approximately half of the building. Basin C includes the western frontage improvements and Stoddard Road. Basin D includes the landscape strip that runs along the southern boundary line. Basin E includes the southwest corner of the site. Each basin has been divided into smaller sub -basins based on local grading and drainage capacity. See Table 2 for sub -basin area quantities. Table 2: Proposed Sub -Basin Areas asin I Area (SF) I AreakAc A-1 6,116 0.14 A-2 2,002 0.05 A-3 14,114 0.32 A-4 2.35* A-5 16,824 0.39 A-6 18,511 0.42 A-7 18,352 0.42 A-8 56,349 1.29 A-9 45,319 1.04 A-10 22,397 0.51 A-11 35,908 0.82 A-12 9,786 0.22 A-13 — 2.56* A-14 0.49* E-1 6,905 0.21 E-2 13,824 0.32 *Does not equal actual basin area. Roof drains are designed per Walmart standard to convey a 5 inches/hour intensity storm through a siphonic system. As the design storm is only 2.37 in/hr these areas have been adjusted, to account for the 5 in/hr roof design intensity, by keeping the rainfall intensity constant but adjusting the area based on the 25 - year, 24-hour, 10 -min Tc intensity of 2.37 inches/hour. Section 5 - Facility Sizing Basin A: Basin A is approximately 7.80 acres and is located in the north portion of the site. This basin and the remaining three basins are shown in Figure 4 in Appendix A. There is PACLAN D Job #30001053 Page 6 Drainage Report Meridian, ID approximately 0.91 acres of pervious landscaping throughout the basin. The remaining acreage is a combination of impervious paved and rooftop surfaces. The rooftop area will be conveyed through a siphonic manhole system to the underground conveyance system. From there, it will be conveyed to the underground seepage bed. The runoff from the impervious surfaces will be collected by manholes and conveyed through CPEP to the underground seepage bed. Several small auxiliary vestibules drain through regular roof drains to the underground conveyance system. The outlot area of Basin A is assumed to be impervious to provide for the most conservative calculation of future development. Basin B is approximately 10.40 acres and is located in the south portion of the site. There is approximately 0.50 acres of pervious landscaping throughout the basin. The remaining acreage is a combination of impervious paved and rooftop surfaces. The rooftop area will be conveyed through a siphonic manhole system to the underground conveyance system. From there, it will be conveyed to the underground seepage bed. The runoff from the impervious surfaces will be collected by manholes and conveyed through CPEP to the underground seepage bed. Several small auxiliary vestibules drain through regular roof drains to the underground conveyance system. The outlot area of Basin B is assumed to be impervious to provide for the most conservative calculation of future development. Basin C: Basin C is approximately 0.74 acres and is located in the west portion of the site. There is approximately 0.22 acres of pervious landscaping throughout the basin. The remaining acreage is impervious surface. The runoff from the impervious surface will be collected in curb and gutter and conveyed to an inlet catch basin. From there, it will be conveyed to a seepage bed. Basin D: Basin D is approximately 0.74 acres and is located along the south portion of the site. Approximately the entire area is pervious landscaping. This area will be vegetated and will not alter the existing drainage pattern or quantity. PACLAN D Job #30001053 Page 7 Drainage Report Meridian, ID Basin E: Basin E is approximately 0.53 acres and is located at the southwest corner of the site. There is approximately 0.02 acres of pervious landscape through the basin. The remaining acreage is impervious surface. The runoff from the impervious surface will be collected in curb and gutter and trench drain and conveyed to an inlet catch basin. From there, it will be conveyed to a seepage bed. Seepage Bed Facilities: The proposed seepage beds for Basin A, B and E were sized using Stormshed 3G by Engenious Sytems, Inc. using the SCS Unit Hydrograph Method. The seepage bed for Basin C, along Stoddard Road, was sized per the current ACHD Policy Manual and verified using Stormshed 3G. Figure 4, The Basin Map indicates the locations of the Seepage Beds and can be found in Appendix A. Seepage Beds A, B and D: Seepage Beds A, B and D were designed to accommodate the 100 -year 24-hour event. Based on the Idaho Isopluvial map by National Oceanic and Atmospheric Administration(NOAA), 2.7 inches/hour was identified as the 100 -year, 24-hour design precipitation rate. The seepage bed design utilizes the Stormtech MC -4500 chamber system. The specifications and cross section of this system can be found in Appendix B. The design infiltration rates for Seepage Bed A, B and D is 3 inches/hour, 5 inches/hour, and 3.3 inches/hour respectively, as previously noted in this report. The storm event information and infiltration data was entered into Stormshed 3G to determine the appropriate seepage bed volume and footprint. Once this volume was determined for each seepage bed, Walmart requires that each seepage bed be sized 150% of the design volume to account for sediment buildup and other unanticipated drainage complications. Because these seepage beds are 150% the size of the required volume, sand and grease pretreatment has been omitted as allowed by the ACHD policy manual. Sediment capture will be further supplemented by isolator rows in each seepage bed, which collect sediment using proprietary devices that can be cleaned. See Table 3 for the seepage bed design and proposed volumes. Seepage Beds A, B and E will drain more than 90% of the 100 -year, 24-hour event runoff volume within 24 hours as prescribed by the ACHD policy manual. The porosity (Stormshed 3G Void Ratio) of the seepage beds was determined by calculating the volume of storage and dividing it by the total volume. The outputs from Stormshed 3G are included in Appendix B. PACLAND Job #30001053 Page 8 Drainage Report Table 3: nn -site Seenage Bed Data Meridian, ID Seepage Bed Infiltration Rate (in/hr) Required Volume (cf) Proposed Volume (cf) Seepage Bed Footprint (so Seepage Bed A 3 32,785 50,140 12,000 Seepage Bed B 5 42,618 65,155 15,680 Seepage Bed E 3.3 2,272 3,350 940 Seepage Bed C Seepage Bed C was designed to accommodate the 100 -year, 24-hour event based on the current ACHD policy manual, which uses the rational method. Terracon gave a preliminary infiltration rate of 10 inches/hour for Seepage Bed C. A design factor of safety of 3 has been applied to this preliminary infiltration rate to obtain 3.3 inches/hour. This data can be seen in Table 4. This infiltration rate will be verified by a field test from Terracon prior to construction. ACHD has a stormwater calculation sheet to determine the stormwater runoff and the subsequent sizing of sand and grease pretreatment and seepage beds. These calculation sheets can be found in Appendix B. Tahle 4- Frnntage Improvement Seenaee Bed C Data Seepage Bed Infiltration Design Volume Proposed Volume Seepage Bed Rate (in/hr) (cf) (cf) Footprint (SO Seepage Bed C 3.3 3,915 4,100 1,350 The design of this seepage bed was verified using Stormshed 3G. This seepage bed will drain more than 90% of the 100 -year, 24-hour event runoff volume within 24 hours as prescribed by the ACHD policy manual. The porosity (Stormshed 3G Void Ratio) of the seepage bed was determined by calculating the volume of storage and dividing it by the total volume. This data is included in Appendix B. Treatment Facilities: The stormwater runoff is to be treated using an 18" ASTM C-33 Filter Sand strip below each Seepage Bed. All facilities meet the infiltration requirements set forth by the previous and current ACHD policy manuals. Seepage Beds A, B and E do not have pretreatment facilities because they are sized 150% of the design volume and are supplemented with sediment isolator rows. Seepage Bed C will not have a pretreatment because silt and sedimentation will collect in the bottom of the perforated pipe. This perforated pipe can be maintained via the seepage bed manhole. PACLAND job #30001053 Page 9 Drainage Report Conveyance: On -Site Conveyance: Meridian, ID Per the 1996 ACHD manual the on-site conveyance system was sized to accommodate the 25 -year, 24-hour storm event. This event has a rainfall intensity of 2.37 inches/hour for a Tc of 10 minutes. Maximum flows for 12", 18" and 24" pipes were calculated using the Manning equation and the maximum contributing areas for each applicable pipe size was calculated using these maximum flows and is shown in Table 5. Table 5: Maximum Pipe Flows and Areas Pipe Size (in) Max Flow, Q I (cfs) (inches/hour) Maximum Area (Ac) 12 2.52 0.95 2.37 1.12 18 7.42 0.95 2.37 3.30 24 15.99 0.95 2.37 7.11 Each basin was tabulated to account for the cumulative contributing sub -basins to that basin's conveyance system. If the cumulative area exceeded the maximum area for a pipe size, that section of the conveyance system was increased to the next size. This tabulation and pipe selection is shown in Table 6. For the roof drains, the actual contributing areas were not used. Walmart requires that the roof drain pipes be sized to accommodate a 5" inches/hour storm and provides flow rates for these roof drains. The flows for these roof drains were used to calculate adjusted areas using the 2.37 inches/hour intensity which creates adjusted areas larger than the actual area. Table 6: Sub -basin Conveyance Data Basin Area (Ac) Cumulative Basin Area(Ac) Pipe Size (in) A-1 0.14 0.14 12 A-2 0.05 0.19 12 A-3 0.32 0.51 12 A-4 2.35* 2.86 18 A-5 0.39 3.25 18 A-6 0.42 3.68 24 A-7 0.42 4.59 24 A-8 1.29 5.88 24 A-9 1.04 3.60 24 A-10 0.51 1.56 18 A-11 0.82 1.05 12 A-12 0.22 0.22 12 Basin Area (Ac) Cumulative Basin Area(Ac) Pipe Size (i n) B-1 2.08 2.08 18 B-2 3.01 3.01 18 B-3 1.67 1.94 18 B-4 0.27 0.27 12 B-5 1.42 5.00 24 B-6 0.09* 0.09 12 B-7 0.09* 0.18 12 B-8 1.19* 1.19 18 B-9 1.95* 1.95 18 B-10 0.27 3.58 24 B-11 0.18 2.13 18 E-1 0.21 0.21 12 PACLAND Job #30001053 Page 10 Drainage Report A-13 2.56* 2.56 18 A-14 0.49* 0.49 12 Meridian, ID E-2 0.32 0.55 12 *Does not equal actual basin area. Roof drains are designed per Walmart standard to convey a 5 inches/hour intensity storm. These areas have been adjusted by keeping the flow of the roof drains constant but adjusting the area based on the 25 -year, 24-hour 10 - min Tc intensity of 2.37 inches/hour. Frontage Conveyance (Stoddard Road): The conveyance system for Basin C, which is further divided into four sub -basins C-1 through C-4, along Stoddard Road is designed per the current ACHD Policy Manual — Section 8000 Drainage and Stormwater Management. Stoddard Road is classified as a collector, so the depth of ponding requirements are no curb overtopping and minimum of one 10 ft lane dry. The inlet spacing is 1,000 feet or based on spread calculation. The improved section of Stoddard Road is ±700 ft, which would require only one inlet. There are four inlets. The conveyance system was designed to mitigate the 100 -year, 24-hour peak flow. The peak flow is shown in Table 7. Maximum spread and maximum gutter flow based on maximum spread are also shown in Table 7. All of the sub -basin gutter flows are less than the maximum gutter flow per allowable spread. Based on the Manning's Equation for channelized flow, the flow of a 12" pipe at 0.5% will be 2.7 cfs. Sub -basins C-1, C-2 and C-3 are conveyed through a 12" pipe series and have a combined flow of 1.9 cfs. Sub - basin C4 is conveyed by a 12" pipe with a flow of 0.33 cfs. Table 7: Gutter Flow The ACHD Stormwater calculations for these sub -basins can be found in Appendix B. PACLAND Job #30001053 Page 11 Max Spread Max Flow 100 yr, 24- 100 yr, 24 - Basin (ft) Q (cfs) hour Spread hour Q (cfs) ( C-1 7 0.45 4.5 0.27 C-2 7 1.06 6.8 0.95 C-3 7 1.40 4.6 0.69 C-4 10 3.42 1.6 0.33 The ACHD Stormwater calculations for these sub -basins can be found in Appendix B. PACLAND Job #30001053 Page 11 Drainage Report Appendix A Appendix A Figures Figure 1: Vicinity Map Figure 2: Grading and Drainage Plan Figure 3: Frontage Improvement Plan Figure 4: Basin Map Meridian, ID Drainage Report Figure 1 — Vicinity Map Meridian, ID WA1ERi0WER LN = E CORPORATE OR W WALIMAN ST WALTIAAN LN � E CENTRAL DR VERBENA OR INTERSTATE i 84 oavENRaar W OVERLAND RD � E OVERLAND RD — E cuoERw000 DR 3 W KODIAR DR PROJECT LOCATION W kAm VICINITY MAP EX -1 MERIDIAN, IDAHO 606pl,WColumbia N.W., S„I[e 106 T (360) ]8&9500 8 Olympia, WA 98501 F (3fi0) ]6662fi] SCALE 1" = 2,000' oavENRaar � n — E cuoERw000 DR W KODIAR DR Drainage Report Figure 2 - Grading and Drainage Plan Meridian, ID 9 10 12 3 ib 15 cr _.. 16..._ 17 19 19 20 21 1 2 3 a 5 N ' s LEGEND --__--- SAWCUT W 24 PROPOSED MAJOR CONTOUR --- -- RIDGE LINE SEE SHEET C 6.1 SEEPAGE efD SEE DETAIL 1/El J = ,' -]4- PROPOSED MINOR CONTCUR - - - PfloPOSEO HANDSOME BERM A SUBSURFACE WHLTRATON wILVD. m W " _=L6wnory rzb2+la ( / woi �vpnw SEEPAGEM c-fia PREP NOTE -- s1gMSE cMAG1Y,-SIG I+o-eF " "N W _ ROPOSED DUAL FACED CURB MWeN --- o rz - " r " IN IL1RATIgV NOTICE, 120'3119 _ - �' LYE SHEETS C-13 AND C 14 1VPC CA1LH BA9N C-60 3 IAFNCN LUPIN - i-- `� P _ ___ _ _ o TYPE II O 1LH BASix C 60 __ L 62 W OVERLAND ROAD , MUCH MANNb.E C 6.0 OU Cf PAWMENT REMON area WT AND Insrpu - Be _ TP T Luree AND `U SI AND 9DEWALN r- r -IS - TV OF µA1CH EXISTING ELEVATIONS _ _ _ _ CLEANED; iO pp CURB "LL•-+ SIOflM DARN PRE C C 6 e J " W C 5.0 B 2631 `'W STRUCTURE TABLE 2632 2629. 2630 S '13 STRICTURE TABID O VfAi 26]G 1b}1 '.i PROPOSAL ,. ( ( t ® Bw .2451 O . DUAL FACED J , . - " 629 ® 1626] 10 i�� CURB MOTOR ` + I ® 61 _ SEE MUCH C -t1 FOR DETAILED t I MC 3 26 964 `� ® OESCRIPIION Of WORK GN ICON 13 ME 2 CB RICE = 2625.50 3621.24 12 IW) 1 (� YC SH ESE - \ - ,6s'V' I ® f I sIXID NO 364L2d 12" (TUFT) 22 >2' 11PE ZCB RIM = 362&X0 202171101 (NW) / ., LRALL ureal WO NG AND 26n7 za (E) C-1,1 n AND I. ® 91�,� 1 i R'0 RE Wrefloux-ALG AreSA �.F v z 6 T L29.9- - "-� 11 60" SIPHCMC 6'13W 18' E C-1,4 M1 fS � �Qg 1�'T. 19 29.800 1 J i.1 ,. � f I f y I L T A. 1 MH PIM =)81305 R (1 9 ME R CB Mµ = 2641]2 3624.)310' N� C / \ [, , i / .I MILD 1 ie 2624,72 18' \'" _ I / 6D SIPNCNIC 46450D HU (SEP ffi3165UL IN,, = 51 ® 10.00 M VSO `�. � $62L90 2f (SW) 24 lWE CB fll .00 262265 21" IN,, 2631.99 I2" (A) 25 tYPE 2 CB IdM = 4631.60 1620.90 24' [)� L 1 §[ © W 60' SPNONIC MH TN CAL Ai -O -i 12" 50 SNB .� }0 4 ISN 90 2q ST 12 13 15 ANO 21 _ ]I ® i 1624,$9 ' - ) J LJ ^p AS O '. CONNECT TO SHUCHIC RWF DRAIN _ -- - OUI = q, 91 Cg M = 3 ], D 'Y"� PER DETAIL 1/61 CURB ® �Nj. ©SE q SII 5 9PN AIM Jb"14)0 262 } 0' (W) 36 TYPE RI 6R 40 2" H g 2534 62 S 2610 .. ""- / ® 4V \ 16435] 6' S) ^ (S) I. F � = ]b29.55 AN 1 M = 677]116' (EJ SWPPFAR _ _ tL ( � � �.� 6 LC NW! RIM 26954 ti W) LE W Id ]62965 3 11 262446 R. (S) 2625.60 fi pNWi PITH=36M.85 2625.W6"� ® ® Q 2B Clf � � 4 fiN® I 262161 6" (`f) 262560 6' E) E 2623.64 6" MI I, 362}61 z9 IYPEI ce RIu=26>sW 1,43 12" (4) 6 e. fiA2 �` FUTURE 5217 B' (SW) � R1 1, 262&M 6' 30 lWE I CB flW = 2623.86 262L]112 E) PAOPDSW ® J.��^// CC 160 -SO -QR Oa 26 .02 ® 262 •^ _ OV 1 LOT 13 Y+ I'1 _ 9 OLGNWT RIM=262980 2625096' (S) I ����� O 1 ACRf2 \ 26'15096 {E) SOUND 12'(W) LANDSCAP[ BEAM ` O O , ." © rz al RALE 1 ee PoM=1fi36.1n 263x0012' (E) GROSS LASABLE SP (INCLUDING a BUT 2 a6 /,.� �. J " - _ 10 TYPE z ce RIM = 609.26 261 fi (N) TOTAL OF 165507 .O _ _. RNOTDE GARDEN CENTER) SN 159900" `C� I E 3 e M = 2630 }t2" ISE 362255 t2" (Sf) O - cart-fN DENIER OF (PLOT Mac-fD IN IR ,) i 53 6' IW7 v Iry L RI z5rz355 le" (Nw) F - ceD55 9) 26 4,130 1' 16lBUD TRUCK WILL �. A e ql M - 1649 3} TYPE 3 L8 RIM = 2632.]0 464400 12" (NW) FEE = 3W0 2 906 © .F ® ' 11 CIFAN 1 AI - .55 2624.06' 6' (� 26241412" (E) ® DRAW DEIINRY I]W - 1 CAP ANO MARM II OO 629 0 1B' SD STUB Q Ai GRADE Y` ` - _ _ IS = 262145 � En91NG ]+ 60 TYPE 2 CB PoM = 269.08 262414 12" (NW) DELIVERY DOOR 2 W /. 1 �- ,� I LORE'S }2 4.EAN WT PW = 262955 3021'6 6 `S) 2629.14 74' N) � 26'[3.156 N ( Q I" 50 3 02 ,«BI fi ® T PoM 25'L94 IWEl 26990N ((E Q RECEAIWL IRANSFOANER PAD Oa 66 SRN(NIC _ g 1645.0010'(SE) J5 96' CB PoM=RW2.W 4fi219010(E) rz o0 1.-. �FUTURE : " ° un 26219E B s W fi1B /- 61 OUTLOT Ci,..- 26zsa 1e' (sW) 621W 12" Y 1 2629 629.N. _ ® i �.. / : / /� 12" //" ® 05 ACIRM = "3 11 FiPE 2 C6 PIM=1b2H.50 X13.41 24' (E) Jb ItiPE 2:CB PITH = 2632b 2621W B" (Cry) I � 3e 2 Ys ©® / • / ,� � ''i - 2624nrz 12" (n 262219 6 (s) SEfPAGF.BFD 1 I / (G 964 /. / f A 11pE 2 M - 25]9 Z] V624 Dl 16 E - A 64 41 1G 6 99 �� 1 m 1b24.0210' (NE) rypE R L9 PIM = 761955 26CL,]9 6" (N) •'� TH 26a9.dg s L d4 TC 99�; m " E 2 PIN = 2fi33,OD 2630661d' (SW) 4522] 912" E n El£VAHCNS Al I �: 1 lb 62964 ti " ,. Y �� ( ) PftOPDYO POM 16 N a CATCH fXI}lING4 M IIP262S4� " 66.X10"SE) - I ( 19 TYPE 2 CB X14 35A,90 2fiPO6fi 10' (E) N 91FE1$ 13 1 26� ` _ P TYPE 2 fB AIN = 1638.90 3 R N N 1 fi 9. THS- 0 1 �aN8 6n9 1 4 ` ) 10 iYFF 2 AM = 2630.]5 36223] 29 (1 2624N C (E) E Y 4625221 '.NCDNING N 2 6 4rz1© 6 ld , E2 AND n I. ' _ 53 LF ZVN;26B3 r / f :. 'P _ _ _ - _ _ TwE 2 M = 2file. __ ®� x PFAM ISSUES 12 t. .. _ , _ _ _ CI)RB 111M ER _ _ y _ - ate" _ T- L- RI 50 263323 12 (� 90 TYPE 2 CB PIM 263D50 2633]5 34' (SW) 1 DOLE GRAIN - .' �L 19 60" CB I (E) 41 liPCl CB flIM 3636.50 2632.W 12" (W) I PC 9Y5TEM. ` - �_ - - - - -- .. - 2PROPOSE6 T SEEPAGE BED. YE DETAIL 1/6.1 Q- (J 0 Iu4ER15 LANDSCAPE SEW Y '� 3641:}X0" (WI A. 2 1 Q yc 62 1 SEEPAGE I 'AM GEIA01/61 N 25M44 ELEVATOR N262a SORE _ 30 TYPE 2 AIM = 263830 pfiTSl 2k' (NE) OF SURFACE SURFACE STUDIOS CAPPCLI 65.047 CF E „ELEVATURT 2617 INFLIRAIGN SURFACE 15,180 SF _ ( 612]3 T (5) SNRAGC CAPACITY 3,362 6 21 OPE 2 CB RW = 26$]]5 3622]5 12" (NW) r F. 'INRLIRATON.SLKATE MY CITY DRAINAGE NOTES P GENERAL NOTESTABLE'PIPE TABID PIPE TABLE GRADING NOTES HY I. THE DESIGN S40NH IS BPSW UPON THE ENCINCER S ONOERSTAN%NG GF ME fXK1MIG 6. PLL Wl ANN HILL SLOPES SHALL BE CONSTRUCTED PG THE IBC CODE ANO SPROMLE I. EXI50NG BE ttEAN WROUi i0 REMOVE ALL 9Li OND DEBRIS AEO AS NEWFO. PN0 EXISPNG 1- p PLIC WOAMS�OPAP1MFNi IXIP9IESATIAILPTIUESPPROHO FLP CONTINUE➢ON' BY GN OF MERIDIANCPRE TABLE DOES NOT REM ENT A DEFATTED FIELD SIIflHY. THE FASTING L000. AECULAIION. PLL CUT AND f01 SEINES 410.E BE 11 OR LAl1EA UNLESS PIPES i0 G STRUCTURE AS PUBLIC WOWS SUPARTMENi. ® SIS LENGTH (AME ® b2f LENGTH GAME ® SI]E LENGTH CONOIBDNS. lNE PLAN RYEY PRFPPPEO 02" 01XFAWY NOTFB. 2. 6 ANT F%ME ANRUCIDACTO S REMAIN ARE ET AND WRING CONSTRUCTOR li SCALL PE 2 ANY CHANCE SPUR ME PUNS SXALL BE ALUMMAD BY IHC 11SWEA AND WE CITY OF MERMAN Y2E LENGTH GRADE / CONDINONS SHOWH ON TRIS PLAN SHEET ARE BASSO OPgi THEW j CON1RALi0R sXALL ASSURE P0.9➢Gf DRAINAGE AWAY fROM BUILDINGS FOR ALL THE CONIRALTMS RFS'ON51&L SmGALCN01Taid/CP REPLACE BETTER. THE EXISPN }, THE CdJ1AACTOR SHALL CONTACT THE ClI LF RANDOM PUBLIC VNAMS DEPARTMENT FOR INSPECTION q2 IB' ISN OTOS 55 l2" 2L' 0.915 60 B" H' 0.5OS 01 6 N 3'WA _ LAND SOLUTIONS. OAR- 1104/12. ME CON1RALi0R IS RESPONSIBLE FOA VWNONG NATURAL AND PAVED AREAS AND SCALL FNAOE PLL AREAS TO PRECLUDE PgOIRD OF NECESSARY i0 RERAN IT 10 FPI BF ALL STORM WATER FAVOIOES PRIOR TO THE RACEMENI N PLEA PAOAIC MINIMUM 2A -HOUR 02 6" 20' 2WA FIELD CONDITIONS PRIM TO BURNS THE PROPOSED 91E'NCRA IMPAOVEMEN11 IF 3, STORM DRAINAGE PIPE WIN LESS THAN 2 -DO COVER SHALL BE GASP IV REINFORCER NOTICE IS REOUTAED, APPROVAL K CANNNGE T MGN INSPECTION. 1} l2' 161' 0.50A 56 l2" 120' O.SOS 69 IB' 701' O SOl CONCEPTS ARE DISCOVERED, THE NNTflALTORSIALL NO1HT 1NE OMNER PRIOR 10 WATER. B ALL PoLLUGNIS 001EA FILM Sf01MENT CM -LR DURING COMPETITORS SHALL BE CONCRETE PIPE, OR APPROKD EOOAL N YJSTAIN H-20 LOADING, UNLESS OTHERWISE COLD. 1 SEPARATION FROM WE OPIUM OF THE DRAINAGE FACILITY TO SEASONAL NICU GROUNDWATER SCALL INSTALLATION OF ANY PORTION OF THE SHEIWIRN WK OLD BE ANFECIEO_ IF XANOLED AN OPPOSED OF IN A. MANNER FLAT DNS NOT CAUSE CONTAMINATION 9 PIPE WITH 2-0' COVER CA CREASER SHALL BE HIGH DENSITY CORRUGATED POLYETHYLENE BE A MINIMUM OF Y_ CONSIST ENGINEER FOR REVISED DRAINAGE FAGLIIY DESIGN N BOTTOM Of M l2" ]0' 2WA 5] 12' 118' 6508 ]0 21' 212 OSOF B3 6 36' 2008 CONTRACTOR DOES NOT ACCEPT USING SURREY, NOT US iOPCGAARI CN5MOWA STORI4WARR. THE CONTRACTOR SHELF ADHERE TO ALL TERMS AND CONDITIONS AS PIPE PER PROJECT SPECULATION FACTOR 026N FAaLTY 6 Wi1HIN 3' OF SEASONAL RICH GROUNDWATER FTEVgICµ AE -DESIGNED FACILITY $NALL BE 45 4a• IT 1518 SB 1B' 123' 0 WA it IB" 1JT DSOA 0q 6' 49' 20TH K ON THE FLATS 01THOUi EXCEPTION, HE SMLLL HAVE MADE, AL HIS ONCE SC DUNNED M NE CENTRAL N PD.E S. PERMIT FOR STGNMRMLM-ISGIAflLE ASSOCIATED 4 ALL ON -BOB STERN DRAINAGE PIPE SBALL BE SMOOTH WALLED WICRIOA, MANUFACNREA'S APPROVE- BY TI1E PUBLIC WGPo(5 DEPARINENL TOPOGRAPHIC SURVEY BY A KOS-ED LAND SURVEYOR PND SUBMR R i0 TIE OMRR ,RUTH CONS RNCTION ACTIMIES REACTORS" OF MIAMI ROUGHNESS MEMBERS N=0012 UR LESS q6 6" 11' 100X 59 PI" ll0' 0,05A ]4 IB" 51' 24DS BS 6' ]q' 2OOR FOR RENEW 9, PROPERTIES AND MlERWOUS HOMESTEAD OF 1NE SHE SHAG 6C PROTECTED FROM 2 CAUTION - NOTIE TO OUNMACHAS EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY AND PGCE FLAW PAR OE 5, PRECAST STRUCTURES MAY RC PESO AT CONIRACIDR'S MOTOR. 46 THE CONTRACTOR IS SPECIFICALLY CAUTIONED AT WE IDLATIIXi AN -/OR ELEVATOR OF STOflMWATfR RUNOFF FROM PROJECT 915 6. ALL LATCH BASINS AM AREA DRAINS ARE TOBE REFINING) IAG G) SUCH WAS MPLIABLE) EDGE ]4N MCT000tt WN0P05FPRE5 AAE TO BES 6P"IPCR ]5 4] 6 P 1.902 BD 34' 269' 050E ]} 10' S1' OTOS 86 10' 27 0.508 _ EXITING URITES AS SHORN ON WESE PLANS IS BASED ON RECORDS OF THE VARIOUS 10 SONSIPUCTION SHNL COMPLY WIN ALL APPLICABLE GOVERNING CODES AND BE BE WAIF FRAME 15 AT USE OF CURB GV FL I gE0HCMION SECTION 02630. ENSURE A MINIMUM 40 6' 26' $.DOE 01 24' 1]' 0511% ]4 10' ]Y 0508 0] 16 2182" O 1R EA OTILIIY COMPANIES AND, WERE POSSIBLE, MEASUREMENTS TIV EN IN THE FIELD. WE CONSTRUCTED 19 SAME. A CATCH BASIN INLET PROTECTION / PROMEN CONTROL 10 BE USED FOR At NEW ITIf1S SLOES OF 058 AND MAXIMUM 15S IS MAINTAINED, INFORMA1MN IS NOT BE FREE ON AS BEING EXACT OR COMMIT, THE CONTRACTOR ,1 CONTRACTOR 10 REMOVE UNSUITABLE SOILS IDCAR- WITHIN THE WLDINGS SPGY LWC B ALL STORM PIPE ENTERING STRUCTURES SHALL % GRINRD TO PSS'JAE CONNECIILN AT q9 12' 33' 0.50A 62 12" 201' 292% 15 fi� 34' 3.00S 00 12" Si MUST CALL SHE APPROPRIATE UTILITY COMPANY AT IEASI 90 HOURS BEFORE ANY OF THE FPCOPI sTRUCTIMS 6 WATERSHED 0505 o EXCAVATOR TO REQUEST EXACT PLC LOCATION OF UTIUMS, IT SHALL 0E THE ,p FOR BOUNDARY AND TOPOGRAPHIC INFORMATION REFER TO PROJECT SURVEY. @ W 6 < 2168 63 12' 70' 1.69% )6 6 36' 2OOS 09 24' 1JA L / RESPONSIBILITY OF WE CONTRACTOR i0 RELOCATE ALL EXISTING STUDIES ARMS ,3 FOR LAYOUT INRIAMADON PETER i0 ME WE PUN AND HORIZONTAL CONTROL PLAN, 9. ALL STORM SEVER MANNIXES IN RAND AREAS SIM1 BE RUST A PAVEMENT. BE SHALL y) ,q^ 116' 0.508 91 6' )3' 2004 CONFLICT WIN WE PROPOSED IMPROVEMENTS SHOW ON THEY PLANS. , 1. THE SPOT CLEVADONS INDICATED DN THIS PLAN REPRESENT THE DE9M TAP OF 14 EXISTING GAME CONSgIRS AND PRGPOSEO GAWE WNNSRS AflE 910NN AT 1' tlAN TRAFFIC GRACE RING ANO COMBS MANHOLES IN SEVEN'. UNPAVED AREAS SHALL BE 6' E INTERVALS, ABOVE FINISH GRACE LOS SCALL BE UBELFD'SiOAN SENOR'. 1 SEE GENERAL NOTES FOR PRE MAIERI0. PAVEMENT, UNLESS OIHERINSE NOIEO. 10 ALL STORM STRUCTURES SHALL HAVE A SMOOTH UNIFORM POURED MORTAR INVERT FROM 52 6" 36 ]TOS 65 16 113' 0.505 ]B 6' N 3,WE. CONTRACTOR IS RESPONSIBLE FOR DENOIf11LN OF E%ISTING STRUCTURES INCLO-TNG 15 PLL TYPE 2 CATCH BA9N5 ARE 48' DIAMETER UNLESS NOTED O1HER'MSE. INVERT IN TO INVEST WT. UNLESS OINEAWSE SHORN IN THE CATCH BASIN RETAIL e p o 53 N' }' 20OS 66 29" H51' 050X ]9 6" 3<' 2008 "?IOP YAKOENALN iAUCI(2'691LD �RNN• O'IE _ REMOVAL OF ANY EXISTS' UTLI IES SERVING ME STRUCTURE. UTILITIES ARE TO BE U. CONIRACIOR SHALL CONNECT ROOF -RAM LEADERS N PROPOSED STGVM DRAINS AS WORLD ( IN SECS) Know W 1dC5 b@IOW 20TH. "' CSW WATER GASAFED PIPE REMOVED i0 THE RIGHT -OF -MA 1 mcli - 8TH R C@II h8I0R VII@ dig. 54 10' 90 250% 6] 12" }]' 6525 00 6" 34' v SKI 4 N S OF TOOLFACCONTRRACTORR SHALL APPLY STABILIZATIONFOODIDL ALL SHOALSNM:EV 2 SMOOTH FIT ADD COYTNUWS MADE CE EXISTING PAVEMENT AS NECESSARY 10 ASSURE p c OR STEEPER. CONTRACTOR SHALL STABILIZE UISNRBED AREAS VNM GRASS IN O o ACCORDANCE N11N LOCAL SPEOFICAL. PHIL A HEALTHY STAND OF GRASS IS �., _ ,VI„ VRS p ,gib•. „ -' No Date By Revision Descripy SHAHS tl BY IeNU¢ ISMS - L I]I �II ISO O �rswn°�,. 03/07/2012 `\G `1C a D .t s,'if , , W OVERLAND RD / S STODDARD RD GRADING AND DRAINAGE PLAN C-2.0 PERMIT 14]20�p 14)14 .® RSI, ys'„ OT �? �!crA)E DFY �� 6M¢MWIa BC NAS, wN IN Tc9+0)i595C0 MERIDIAN, IDAHO Checked Ey, RX o1¢Gt No. CyA L�R, OSIS �OfAS p tP3 ORW Wd MM 9RSU1 F CANTO) ) PDT 30001053 wAw Drainage Report Figure 3 — Frontage Improvement Plan Meridian, ID A B c 0 E E 1 2 3 4 1 1 17 1 18 1 19 1 20 121 IT L OVERLAND RD A STODDARD = MATCH RD INTUTIC11Ct1 CURVE TABLE SHARING 6FSEi END STP. pFTgT PLL.EIfVATONS BEG, ARE i0 fLOMINE FACE OF NRB RABNS 1£NG1H 1 4d 1 1A 3 qd fNp LfLTA lA4AT 27+78.9 60.4'81. ;C,,BS 2635.46 26x13 263510 2631.9] 25' 399' 89'59'17" W.3'ITT . MT 35.. RT. 26,21 2635.9. 263581 2635 ]I 26117Y 25 3940' 90'1]'16' 224' R1. 1.2i1 47.1, A1. 2823L0 26830 269.60 262186 2124.17 25 3699' 8922b2" 47C Al, FAI 224'81. 262529 282520 162510 2fiZ.W 2621.90 25' 3955' 9TY7'S9' 22.3' RI 15{093 37,6' Rl. 262490 262"101 263012 261023 2630.18 25' 2]74' 6534'12" 577' RD 15461.5 223 RL 2529,90 213042 %6,84 26A94 263d80 35 SS9T 90'IBbq' BEEN CURB ANN GUTTER LEGEND COTO DOLLAR UNE - — Popp FF WAY LlNE PROPFRiY LINE SAR IR ASPHALT PAVEMENT. SEE SHEET C-9.2 FOA ROADWAY CHOS5 SECTION ® PC.a ME B-7 TRAFFIC SEPARATION P.CG LOAB AND CLTRR C-92 CURB RAMP - SEE 91E PLAN, MEET CIT D PC.0 SIDEWALK - SEE SIZE PLAN, '1. MF£E C-1.0 2 ® TWE I CATCH BASIN C-61 ® STANDARD MOUSTE 119E A C361 SUMMIT DRAW PIPE SEEPAGE BEDe C-61 • 63 SPOT ELEVATED TRAFFIC DELINEATOR C 9,1 --_____MOE ME. NOTE: 1. YE DETAIL MEET C-9.2 FOR 'MDFNMC PAVEMENT SIMON 1111 IU* .La11111 II Y 1 1 °5111 II1 '`Ilrl IV AA.16+594 55 Ei III H ITE END TRAFFIC CURB SECTION ] VALLI,S. _ LIS,�41 e STA. 10+ 3 6 N. ANONNiIEfl]35' TIBC 54-9 I S�I ` :RV w 1 RFAREL1N1CRIA CURB C gCLUB1TRMiNUS N FA HE6] E _ - 4An 1. SFA 91228 RP 21222" TO -Sll Bk { 6 ]631'61 C%� C-9-3 B ON CURB TFRMINUUS dli 0k P % CROVM LUQ T 19 RT 5 - 9 W 17+00 MATCH EMISRNO 00 _ IB+W 1]+j�2AWbARO _ . 191469 OVERLAND _�I --- p b u _ *(• N701735 13W �— STA 8,98 55 RY2636i AMUSE FXIS➢NG ,,AN ,E245lE746650 MATCH EXISTNC - WATER VALVE CANN6 " � EF � � C BEGIN'iANLIfI UO TO ANISHN CRgOE _ ��W C . A �� `�. F♦` 1 d CONTRACTOR MAIL RE (BABE REINSTALL CE3ECTON A� AND REPAIR E%ISTNL SORA➢W 1bL7T F FL - +"- TYPE 1 CATCH BA94 STA 10+21 5 FL JONCTOIV BOY YE SHEET C 16 o _ _ _ ___ a AIM Y[L216 2624 n DRAIN TO MAINTAIN XISiORILPt 11 I P DRAIN PATTERN _ _ DEC DETAIL 2� 1 62286 f ME1 WSIIN6 BIIBED 033658 STA"1➢+23, � CATCH BASIN o Vloo-a62ws 6 L M DETAR"1/81 aeER wuc ME9y: II 1 V II Ol➢0=Il1769' . I' ^ TRAIFC CORB �• YNVEIG WIINr _1_ A W VIi 60FP5• 41;9.11 - T \ 262000 76 12"SD PIPE ® PoM 30.6 ^'W!if K SCIIPPFR IWA➢ONS V LF II " STOMA 0 SENE (R MVERj WiIS) R II ,-_ 4 .0 111. 1 9 26256 v STATION ° 14{9.] N 14+2.7- a 14+97,7 4 P Fl I 151007 C \ V 1 0 1,317 IT, 11- 15+587 E 15+ ED e 0 16{08] • d 16+609 ° a n m I TR �, I Know. what's below. 147 —T —1, . RN Call before you die. aiNo.. Rate 9y RevisionDeseri tion '. S. STODDARDRD AND W. OVERLAND RD C ROADWAY PLAN L RM �n + C 93 1 CURB TERMINUS -26{03 W 27-F- >--1 27101, IA STA 2I+52 USA RT 2635421 EI MATCH EXISTING _ CE BEEN CURB ANN GUTTER BERN SAWCYT e RARE T 1 II II LEGEND COTO DOLLAR UNE - — Popp FF WAY LlNE PROPFRiY LINE SAR IR ASPHALT PAVEMENT. SEE SHEET C-9.2 FOA ROADWAY CHOS5 SECTION ® PC.a ME B-7 TRAFFIC SEPARATION P.CG LOAB AND CLTRR C-92 CURB RAMP - SEE 91E PLAN, MEET CIT D PC.0 SIDEWALK - SEE SIZE PLAN, '1. MF£E C-1.0 2 ® TWE I CATCH BASIN C-61 ® STANDARD MOUSTE 119E A C361 SUMMIT DRAW PIPE SEEPAGE BEDe C-61 • 63 SPOT ELEVATED TRAFFIC DELINEATOR C 9,1 --_____MOE ME. NOTE: 1. YE DETAIL MEET C-9.2 FOR 'MDFNMC PAVEMENT SIMON 1111 IU* .La11111 II Y 1 1 °5111 II1 '`Ilrl IV AA.16+594 55 Ei III H ITE END TRAFFIC CURB SECTION ] VALLI,S. _ LIS,�41 e STA. 10+ 3 6 N. ANONNiIEfl]35' TIBC 54-9 I S�I ` :RV w 1 RFAREL1N1CRIA CURB C gCLUB1TRMiNUS N FA HE6] E _ - 4An 1. SFA 91228 RP 21222" TO -Sll Bk { 6 ]631'61 C%� C-9-3 B ON CURB TFRMINUUS dli 0k P % CROVM LUQ T 19 RT 5 - 9 W 17+00 MATCH EMISRNO 00 _ IB+W 1]+j�2AWbARO _ . 191469 OVERLAND _�I --- p b u _ *(• N701735 13W �— STA 8,98 55 RY2636i AMUSE FXIS➢NG ,,AN ,E245lE746650 MATCH EXISTNC - WATER VALVE CANN6 " � EF � � C BEGIN'iANLIfI UO TO ANISHN CRgOE _ ��W C . A �� `�. F♦` 1 d CONTRACTOR MAIL RE (BABE REINSTALL CE3ECTON A� AND REPAIR E%ISTNL SORA➢W 1bL7T F FL - +"- TYPE 1 CATCH BA94 STA 10+21 5 FL JONCTOIV BOY YE SHEET C 16 o _ _ _ ___ a AIM Y[L216 2624 n DRAIN TO MAINTAIN XISiORILPt 11 I P DRAIN PATTERN _ _ DEC DETAIL 2� 1 62286 f ME1 WSIIN6 BIIBED 033658 STA"1➢+23, � CATCH BASIN o Vloo-a62ws 6 L M DETAR"1/81 aeER wuc ME9y: II 1 V II Ol➢0=Il1769' . I' ^ TRAIFC CORB �• YNVEIG WIINr _1_ A W VIi 60FP5• 41;9.11 - T \ 262000 76 12"SD PIPE ® PoM 30.6 ^'W!if K SCIIPPFR IWA➢ONS V LF II " STOMA 0 SENE (R MVERj WiIS) R II ,-_ 4 .0 111. 1 9 26256 v STATION ° 14{9.] N 14+2.7- a 14+97,7 4 P Fl I 151007 C \ V 1 0 1,317 IT, 11- 15+587 E 15+ ED e 0 16{08] • d 16+609 ° a n m I TR �, I Know. what's below. 147 —T —1, . RN Call before you die. aiNo.. Rate 9y RevisionDeseri tion '. S. STODDARDRD AND W. OVERLAND RD C ROADWAY PLAN Drainage Report Figure 4 — Basin Map Meridian, ID y ` . MERIDIAN (S) STORE #3093 MERIDIAN, IDAHO BASIN MAP FIGURE 4 Meridian, ID Drainage Report Appendix B Water Quality and Quantity Design Calculations Drainage Report Appended on: Wednesday, March 07, 2012 2:19:45 PM LPOOLCOMPUTE [A-001] SUMMARY using Puls, 24 hr Storm Event Start of live storage:0 ft Vol Match Q Peak Q Max Depth Vol (cf) (acft) Event (cfs)F (cfs) (ft) 100 year 20.4937 I 0.8333 I 4.4641 132784.4679 10.7526 Summary Report of all Detention Pond Data Project Precips Event Precip (in) other F 0.50 2 yr 24 hr 1.20 100 year 2.70 Meridian, ID rime to Lmpry (hr) BASLIST2 [Basin A] Using [TYPE2.RAC] As [100 year] [24.01 [Basin A] Using [TYPE2.RAC] As [100 year] [24.0] LSTEND-- Peak Q [-Pe­akTPeak Vol (ac ;I Area [MethodYLOSSFRaintype FBa[,s;inlDFEvent (cfs) (hrs) 100 F20-4937 12.03 1.4759 7.80 SCS ��TYPE2RAC Fsin A year F 100 20.4937 12.03 -F 1.4759 F7.80 SCS TYPE2.RAC Basin A year BASLIST [Basin A] LSTE N D Record Id: Basin A TYPE2 RAC Design Method SCS jRainfall type 484.00 Hyd Intv 10.00 min Peaking Factor 0.20 Storm Duration 24.00 hrs Abstraction Coeff Pervious Area 0.91 ac DCIA 6.89 ac Pervious CN 74.00 DC CN 98.00 Drainage Report in nn min IDC TC Meridian, ID 10.00 min Pervious CN Calc Description SubArea Landscape 0.91 ac Pervious Composited CN (AMC 2) Sub cn 74.00 74.00 Pervious TC Calc Type F Description Length I Slope FCoeff FMIsc TT Sheet 0.00 ft 0.0% F,0.0 0.0-01 n F 10.00 min Pervious TC F10.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) F 6.89 ac F98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 tf 0.0% 10.0 0.00 in 10.00 min Pervious TC 10.00 min HYDLIST SUMMARY [100 year out] LSTE N D HydID Peak Q (cfs) 100 year out 0.8333 STORLIST [Basin A Seepage Bed] LSTEND ik T (hrs) (Peak Vol (ac -ft) ICont Area (ac) 10.72 [ 1.4743 7.8 Record Id: Basin A Seepage Bed Descrip: Prototype Record Increment 0.10 ft Start EI. O.00r ft Max EI. 6.75 Void Ratio 61.20 F Length 100.00 ft Width 120.00 ft F—F—— Consider Bottom Only Type Node DISCHLIST [Basin A Discharge] LSTE N D Record Id: Basin A Discharge Drainage Report Infiltration Structure Start El. 0.00 ft Infiltration rate 3.00 m1hr Meridian, ID 0.10 ft Max EI. 6.75 ft Multiplier Licensed to: PACLAND - Olympia Appended on: Monday, January 30, 2012 8:12:51 AM 1.00 Drainage Report Appended on: Wednesday, March 07, 2012 2:20:52 PM LPOOLCOMPUTE [B-0011 SUMMARY using Puls, 24 hr Storm Event Start of live storaRe:0 ft Meridian, ID Event Match (cfs) Q 100 -F--F 28.7193 Peak (cfs)4 1.7569 [M4axxDepII (ft) 4.3374 __— Vol(cf)Vol 40295.3949 (acft) 0.9251 Time to Empty (hr) 0.0118 Summary Report of all Detention Pond Data Project Precips Event IPrecip (in) Iother 1 0.50 1 12 yr 24 hr 1.20 100 year 2.70 BASLIST2 [Basin B] Using [TYPE2.RAC] As [100 year] [24.0] [Basin B] Using [TYPE2.RAC] As [100 year] [24.0] 1 STFNI) ��Bas1nID Event Peak (cfs)� Peak T (hrs) Peak Vol (ac- cf) Area (ac) Method/Loss Rain e >yp [Basin B 100 28.7193 100ear [28-7193ear 12.03 12.03 2.0739 2.0739 10.41 10.41F—FPE2--P-ACSCS SCS FPE2-PAC [Basin B BASLIST [Basin B] LSTE N D RPrnrd Id- Rasin R Design -method Hyd Intv F SCS F 10.00 min 24.00 hrs 50 ac 74.00 Rainfall type Peaking Factor Abstraction Coeff DCIA DC CN TYPE2.RAC F 484.00 0.20 9.91 ac F 98.00 1Storm Duration Pervious Area Pervious CN Drainage Report Meridian, ID Pervious TC 0.00 min IDC TC 1 10.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.50 ac Pervious Composited CN (AMC 2) 74.00 74.00 Pervious TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0,0% 10.0 0.00 in 10.00 min Pervious TC 10.00 min DCI - CN Calc Description SubArea Fsubcn Impervious surfaces (pavements, roofs, etc) F 9.91 ac F 98.00 DC Composited CN (AMC 2) 98.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% 10.0 0.00 in 10.00 min Pervious TC 10.00 min HYDLIST SUMMARY [100 year out] LSTE N D HydID lPeakQ(cfs) jPeakT(hrs) 100 year out 1.7569 11.13 STORLIST [Basin B Seepage Bed] LSTE N D Vol (ac -ft) ICont Area (ac) 2.0737 1 10.41 Record Id: Basin B Seepage Bed Descrip: IPrototype Record Increment OF10 ft Start EI. 10.00 ft Max EI. 6.75 ft Void Ratio 61.20—� Length 9.00 ft Fwidth-165.00 ft F--F—Consider Bottom Only Type Node DISCHLIST [Basin B Discharge] LSTEN D Record Id: Basin B Discharge Drainage Report Infiltration Meridian, ID Descrip: Prototype Structure Ilncrement 0.10 ft Start EI. 0.00 ft Max El. 6.75 ft Infiltration rate 5.00 in/hr WP Multiplier 1.00 Licensed to: PACLAND - Olympia Appended on: Monday, January 30, 2012 8:14:52 AM Drainage Report Appended on: Wednesday, March 07, 2012 2:22:14 PM LPOOLCOMPUTE [E-001] SUMMARY using Puls, 24 hr Storm Event Start of live storage:0 ft Meridian, ID Event Match (cfs) Peak fcfs)� Max De th (ft) P Vol (cf) Vol (acft) Time to Em (hr) Ph 100 ear 1.4726 FO -0688F4.1241 2271.5766 0.0521 F 2.517 Summary Report of all Detention Pond Data Project Precips Event jPrecip (in) other 0.50 2 yr 24 hr 1.20 100 year F 2.70 BASLIST2 [Basin E] Using [TYPE2.RAC] As [100 year] [24.01 [Basin E] Using [TYPE2.RAC] As [100 year] [24.01 1 STFND [BasMID[Event Peak Peak T Peak Vol (ac- (cfs)� (hrs) 0 Area Method/Loss Ram e (ac) — p Basin E 100 1.4726 F12 0.1064 FO FSCS TYPE2.RAC ear Basin E y0� 1.4726 12.03 0.1064 0.53 SCS FPE2.RAC BASLIST [Basin E] LSTEND Record Id: Basin E Design Method F SCS IRainfall type TYPE2.RAC Hyd Into F 10.00 min 1peaking Factor 484.00 Storm Duration 24.00 hrs jAbstraction Coeff F 0.20 Pervious Area 0.02 ac IDCIA 0.51 ac Pervious CN 74.00 DC CN 98.00 Drainage Report Meridian, ID Pervious TC F 10.00 min IDC TC 1 10.00 min Pervious CN Calc Description SubArea Sub cn Landscape 0.02 ac 74.00 Pervious Composited CN (AMC 2) 74.00 Pervious TC Calc Type I Description F Length Slope Coeff F Misc F TT Sheet I F 0,00 ft 0.0% 10.0 F 0.00 in F 10.00 min Pervious TC 1 10.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) F 0.51 ac 98.00 DC Composited CN (AMC 2) F 98.00 DCI - TC Calc Type Description Length Slope CC e Misc TT Sheet 0.00 ft F 0.0% F 10.0 0.00 in 10,00 min Pervious TC 10.00 min HYDLIST SUMMARY [100 year out] LSTE N D HydID lPeak Q (cfs) lPeak T (hrs) lPeak Vol (ac -ft) iCont Area (ac) 1100yearoutl 0.0688 1 10.85 1 0.1062 j 0.53 STORLIST [Basin E Seepage Bed] LSTE N D Record Id: Basin E Seepage Bed Descrip: jPrototype Record Increment FO.10 ft Start EI. 10.00 ft Max EI. 9.50 ft Void Ratio 161.20—�( Length 120.00 ft Width 145.00 ft F-1 Consider Bottom Only Drainage Report It Type Node DISCHLIST [Basin E Discharge] LSTEN D Record Id: Basin E Discharge Meridian, ID Infiltration Descrip: lPrototype Structure Increment 0.10 ft Start El. 1 0.00 ft IMax EI. 5.50 ft Infiltration rate 3.30 in/hr jWP Multiplier F 1.00 Licensed to: PACLAND - Olympia 12" [305 MC -4500 CHAMBER NOMINAL 3/4-2 INCH [19 mm -51 mm] CLEAN, CRUSHED, ANGULAR STONE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE ALL AROUND ANGULAR STONE T ..;-4500 ENDCAP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. GRANULAR WELL GRADED SOIL/AGGREGATE MIXTURES, <35% FINES. COMPACT IN 12" 1305 mm] LIFTS TO 95% PROCTOR DENSITY. PAVEMENT DESIGN (PER 7' [1.98 m] ENGINEER'S DRAWINGS) 12" [305 mm] o\ _a 60" [1524 mm] 1229 mm] MIN 18"1457 mm] ASTM C33 Filter Sand 9" [229 mm] MIN. 100" [2540 mm] 12" [305 mm] MIN. SEEPAGE BED A, B AND E NTS Drainage Report Appended on: Wednesday, March 07, 2012 2:21:41 PM Meridian, ID LPOOLCOMPUTE [C-001] SUMMARY using Puls, 24 hr Storm Event Start of live storage:0 ft Event Match FPeak Max Depth Vol (CO Vol Time to Em (cfs) (cfs)� (ft) p (acft) (hr) Empty Y00ear 1.5739 0.1018 4.209 2108.4682 0.0484 0.0118 Summary Report of all Detention Pond Data Project Precips Event Precip (in) other 0.50 2 yr 24 hr 1.20 100 year F 2.70 BASLIST2 [Basin C] Using [TYPE2.RAC] As [100 year] [24,0] [Basin C] Using [TYPE2.RAC] As [100 year] [24.0] LSTEN D Peak Peak T Peak Vol (ac- Area FBasinID[Event (cfs)� (hrs) c'� (ac) Method/Loss Raintype Bas inC y00 Fl-5739 F12--o3 Fo-112- Fo-72 SCS TYPE2.RAC Basin C 100 1.5739 12.03 0.112 0.72 SCS TYPE2.RAC year BASLIST [Basin C] LSTEN D Record Id: Basin C Design Method F SCS IRainfall type I TYPE2.RAC Hyd Intv 10.00 min (Peaking Factor 484.00 Storm Duration F 24.00 hrs jAbstraction Coeff 0.20 Pervious Area F 0.25 ac JDCIA 0.47 ac Pervious CN F74.00 IDC CN 1 98.00 Drainage Report Meridian, ID Pervious TC F 10.00 min IDC TC 1 10.00 min Pervious CN Calc Description I SubArea Sub cn Pervious 0.25 ac 74.00 Pervious Composited CN (AMC 2) 74.00 Pervious TC Calc Type I Description Length Slope Coeff F Misc r TT Sheet 0.00 ft 0.0% 10.0 0.00 in 10.00 min Pervious TC 1 10.00 min DCI - CN Calc Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) F 0.47 ac F 98.00 DC Composited CN (AMC 2) 798.00 DCI - TC Calc Type Description Length Slope Coeff Misc TT Sheet 0.00 ft 0.0% Flo.o 0.00 in F10.00miri Pervious TC 1 10.00 min HYDLIST SUMMARY [100 year out] LSTEND HydID Peak Q (cfs) Peak T (hrs) Peak Vol (ac -ft) Cont Area (ac) 1100 year out 1 0.1018 1 11.40 1 0.112 1 0.72 STORLIST [Basin C Seepage Bed] LSTE N D Record Id: Basin C Seepage Bed Descrip: lPrototype Record Increment F.10 ft Start EI. 10.00 ft Max EI. 5.50 ft Void Ratio 37.95 F Length 122.00 ft Width 60.00 ft Consider Bottom Only Drainage Report IVauItType Node DISCHLIST [Basin C Discharge] LSTEND Record Id: Basin C Discharge Meridian, ID Infiltration Descrip: lPrototype Structure lIncrement 0.10 ft Start EI. 1 0.00 ft jMax EI. 9.50 ft Infiltration rate 3.33 in/hr JWP Multiplier 1.00 Licensed to: PACLAND - Olympia ACHD Calculation Sheets for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended W be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculationsshall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. Qp_k = CIA for peak discharge Own= Water Quality flow for percentile storm V = Volume VwQ=Volume of Water quality for percentile storm C = Dimensionless runoff coefficient, from tables I = Average rainfall intensity (in/h r) calculated from To for peak flows, set at 60 -minute duration for Volume Am Site area (acres) Tc=Tim e of concentration calculated for peak flows mill Calculate Post -Project Flows (for pre -project flows, increase numberof storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name Basin 2 Is area drainage basin map provided? Yes (map must be Included with stormwater calculations) 3 Enter Storm Frequency (100 -year per ACH D policy) 100 4 Enter number of storage facilities (10 max) 1 5 Area of Drainage Basin (SF or Acres) Acres Acres 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(CnxAn)]/A Weighted Avg Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Basin 8 Basin 9 Basin 10 0.25 0.47 V 2,616 it V = Cl (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) 0.72 Enter Percentile Storm I(80th percentile = 0.34 in) 60th 0.34 in Enter WQ Volume (Vwn= CA (from line above) xAx360D) VwQ 773 0.74 0.95 cis 0.88 7 Calculate Overland Flow Time of Concentration in Minutes(To)or use 10 min LUsarCal.late minimum 40w777--= 9 Calculate the Post -Project peak discharge(QPeak) Qpert 1.96 1.96 cis to Calculate peak Qwq(uses 2 -yr storm) QwQ 0.76 cfs (used for 5/G Trap throat velocity, WQ storm conveyance system sizing 11 Calculate total runoff vol (V)(for sizing primary storage) V 2,616 it V = Cl (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th percentile = 0.34 in) 60th 0.34 in Enter WQ Volume (Vwn= CA (from line above) xAx360D) VwQ 773 it' 13 Enter approved discharge rate for the given storm (if applicable) cis 14 Surface Storage: Pond WQ Pond Forebay + 15% sediment V 889 it, Primary Treatment/Storage Basin V 1,844 it, Subsurface Storage: Seepage Bed Primary Treatment/Storage Basin +25%Sed V 3,271 2,616 ft' 3/9/2012, 2:26 PM O:\Idaho\Meridian\Grimes\Overland &Stoddard (5)\4 Reports\Storm\ACHD 86rsiow8[0f SeIE¢eMtmr 2011 ACRD Calculation Sheets for Sizing Seepage Bed With Optional Chambers NOTE: This worlemeet is Intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result In facilities that meet or exceed these calculations In order to be accepted. Nate this spreadsheet pulls information from the"Peak O,V"tab User input in yellow cells. To accepedalault wiled Woe, in yellow cell and point to computed cell 1 project Name 4 Weighted Runaff Coefficient C 0.88 Link to: 0•V 5 Area A(Acres) Onavec ieik O,VTR55 6 Approved discharge rate Far the given arm (if applicable) 0.00 cfs Hr T Design Volume W/25%Sediment V 3,271 3,271 he 8 Set Oaugn Width W 22.0 ft Ito 9 Set Design Depth 0 6.01t 3.11 Rock Only, 3 -ft filtersand In excavation depth only 1,472 0 10 Vold Ratio of Dain Rock Vold OA 15 0.4 for 1.5"-2" coin rack 2.62 1.66 11 Design lnflitration Rate IS in/hr max) Parc 3 In/hr 0 12 Area lItiontan Apert 1,320 ft' 0.50 13 Volume Inflltratii0n Vperc 330 Ra/hr 2584 14 Slee of Perf Pipe Dia pipe 30 In 2,5114 15 Calculate Total Storage per Foot Spf 54.3 Rs/h Apt=WxOxVoW+App 3,271 0 IG Calculate Design Length L 60 60 it 17 Check Store. far Per. Rate to, 24-H... Pedad 0.65 0.41 Storm Ovation I I I Q Runoff Vol PerCVol Pm-Pmj Vol Max Vol Regd Mo Hr in/hr cfs it, its its Ito 30 0.17 3.11 1.96 1,472 0 0 1,472 15 0.25 2.62 1.66 1,894 0 0 1,864 30 0.50 1.02 1.15 2584 0 0 2,5114 SO 1.Oo 1.15 0.73 3,271 0 0 3,271 120 LOU 0.65 0.41 3,732 330 0 31402 180 360 300 6.Oo 0.48 030 0.31 0.19 4,132 5,115 660 1.650 0 0 3,455 720 12.00 0.19 0.12 8,536 3630 0 21906 1440 2400 0.12 0.07 7,957 7,590 0 367 14 nmeto Drain hours. 90% Volume In 24.h0urs minimum Total Design Vol. ovemde 3,472 18 Time to Dram as hours 90% 1, 24.h0ar:minimum - 1 Type of Chambers 1-StorraTecb, SC740 2 Volume to Store V 0 its 3 Installed Chamber Width C. 4.75 it Installed Chamber Height Ch 3.50 ft Installed Chamber Storage Volume 9.50 ft'/ft 4 NumberdStomge Rows(w/o Isolator) Nr S Numb.rflaolator Rows NI ex Installed Isolator Storage run 2.5 ft'/ft (TADla pipe/12/2)^2 6 Total Installed Width rise 2.0 ft Nrx Cwt M.512 75toage in flows ger 0.0 fta/R 9 Calculate Intimation per Fact lot 05 ft,/ft ev,x 1x Perc/12 10 Calculate Total Storage per Foot HOF DO ha/ft (111,p)x ds It Length L 0 It V/tspf 12 Area Infiltration Aperc a hi 13 Volume laFltrati.e Vperc D fta/hr 14 nmeto Drain hours. 90% Volume In 24.h0urs minimum 3/9/2012, 237 PM 0:\Itlaho\Meddlan\Grime5\0vedand & Stoddard (5)\4 Reports\Storm\ACHD Stonnwater Caaxlsm Verzian 3.0, September 2011 ACHD STCRMWATER DESIGN GUIDELINES GENERAL NOTES 1.) CONTACT DESIGN ENGINEER IF GROUNDWATER IS ENCOUNTERED FOR SEEPAGE RED RESITING, 2.) ALL VAULTS, MANHOLES, & SAND AND CREASE TRAPS MUST RE H325 OR GREATER LOAD RATED. 3.) CGNTRAGTW SHALL INSTALL. CHAMBERS PER MANUFACTURERS INSTRUCTIONS. +k) ALL GEOX)MLE SEAMS SHALT. OVERLAP 1 FOOT MINIMUM, UNLESS OTHERWISE DIRECTED PER MANUFAMRE. 5.) 2' DRAW ROCK MAY RE OMITTEC, W4LK HIGH GROUND WATER EXISTS. *,) INVERT ELEVATION OF INLET PIPE TO SKIMMER MN—"VARGN OF LOW ST PERFORATIONS IN. THE 34" ISOLATOR- ■ STANDARD DRAWING ■ WA OPl10NAL STANDARD CHAMBER yp OSLLRVA110N V PLAN VIEW Nn OBSERVATION WELL 2 REQUIRED PER SHIN W PIPE PERFORATION SCHEDULE I§' PERFORA110N5 IN VPI.LEYS'OF OORRQ- GAlEO PIPE. 5 EA: ADHD STORMWATER SEEPAGE BED WITH DESIGN GUIDELINES OPTIONAL STORAGE CHAMBERS STANDARD DRAWING ACHD Calculation Sheets for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace We Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. QE„s = CIA for peak discharge Qwa= Water Quality flow for percentile storm V = Volume Vwo=Volume of Water Quality for percentile storm C= Dimensionless runoff coefficient, from tables I = Average rainfall intensity (in/hr) calculated from Tc for peak flows, set at 60 -minute duration for Volume A -Site area (acres) -------- .. ;.,.,. 1... imad fnr neak flows late PosVilroject Flows (for pre -project flows; increase number of storage facilities to create new I User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name 2 is area drainage basin map provided? yes (mop mustbe included with siormwater calculations) 100 3 Enter Storm Frequency (100 -year per ACHD policy) 4 Enter number of storage facilities (10 Max) 1 5 Area of Drainage Basin (SE or Acres) 6 Determine the Weighted Runoff Coeffc C=((C1xA1)+(C2xA2)+(CnxAnll/A Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Basin 8 Basin 9 Basin 30 Acres 0.09 80th 0.34 in Enter Percentile Storm I (80th percentile = 0.34 in) ft. Enter WQ Vol ume (Vwo=CA (from line above) xAx3600) Vwo Acres 0.09 13 Enter approved discharge rate for the given storm (if applicable) Cfs 14 Volume Summary lent (C) 0.95 Surface Storage: Pond V 120 ft' WQ Pond Forebay+l5%sediment R' Ne lmted Avg 0.95 V 250 Subsurface Storage: Seepage Bed V 443 354 h' Primary Treatment/Storage Basin +25%Sed 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min juser Cakulabs minimum �6 Determine the average ramtan mischar plge QPeak) r ���. - I 9 Deteraine the average ct rwpeak tens yIll Tr ITIJ Qww 0.27 0.27 cis Calcul te 4u Calculate peak Qwq (uses 2 -yr storm) 4wo 0.10 is (used for 5/G Trap throat velocity, WQstorm conveyance system sizing ) li Calculate total runoff vol (V) (for sizing primary storage) V 354 Tt V = Ci (Tc=60)Ax3600 12 Calculate Vwq(for sizing WQ facilities) 80th 0.34 in Enter Percentile Storm I (80th percentile = 0.34 in) ft. Enter WQ Vol ume (Vwo=CA (from line above) xAx3600) Vwo 105 13 Enter approved discharge rate for the given storm (if applicable) Cfs 14 Volume Summary Surface Storage: Pond V 120 ft' WQ Pond Forebay+l5%sediment R' Primary Treatment/Storage Basin V 250 Subsurface Storage: Seepage Bed V 443 354 h' Primary Treatment/Storage Basin +25%Sed 3/9/2012, 2:24 PM O:\Idaho\Meridian\Grimes\Overland&Stoddard (S)\4 Reports\Storm\ACHD lihodaw3tflr Ekolt. ipedsT011 ACHD Calculation Sheets for Conveyance (Used for Alternate Inlet Spacing) NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 C-1 2 Curb Type HcuRe = 1 -6 -In Vertical 3 Height of Curb at Gutter Flow Line HcuRe = 5.75 in 4 Gutter Depression a= 1.25 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, Sw = a / W + Sx Sw = 0.077 ft/ft 7 Distance from TBC to Street Crown TCROwR = 24.00 ft 8 Pavement Cross Slope Sx= 0.008 ft/ft 9 Longitudinal Slope- Enter 0 for sump condition So= 0.006 ft/ft 10 Manning's Roughness for Street Section nSTREET- 0.012 11 Max. Allowable Water Spread T� = 7.00 ft Total Dry Pavement 33.00 ft Local <=2" at Crown, no curb overtopping Collector one 10 -ft dry lane, no curb overtopping Arterial two 12 -ft dry lanes, no curb overtopping 12 Water depth without gutter depression y= 0.67 in 13 Water depth at face of curb d = 1.92 in 14 Water depth at center of inlet d; = 1.23 in 15 Gutterflow to design flow ratio by FHWA HEC -22 Eo = 0.758 16 Discharge outside the Gutter Section W, carried in Pvt T, Qx =.1— 1 cfs 17 Discharge within the Gutter Section W(QT -Qx) Qw= 0.34 cfs 1S Max. gutter flow based on allowable spread (one side) QT = 0.45 cfs 19 Flow Velocity in the Gutter, V = (K"/n) Si "5 SxU.b/ TU.bl V= 1.64 fps 20 Inlet on grade or sag? 1 -On Grade 21 Select Inlet Grate Type 2-ISPWC Std Grate 45 22 Width Grate We= 1.42 ft 23 Length Grate L■= 2.27 ft 24 Grate weir length P (grate perimeter excluding curb side) Pg X51 ft 25 Clear opening area of grate Ag=—ES rz Inlet on grade 26 Splash -over Velocity Ve 5.50 ft/s 27 Frontal tlow ettiaency for grate, Rf=1–K„(V–VR) Kf= 28 Side flow efficiency R: 0.13 29 Interception capacity, q Q(Rf to+Rs h-Fj 4= o= cfs 30 Bypass flow, O,b=Qr q Qb= 0.10 cfs 31 Inlet Etticlency q/Lt Eo 0.79 3/9/2012, 2:25 PM O:\Idaho\Meridian\Grimes\Overland & Stoddard (S)\4 Regerti$Stdr0,lWIHPr&err2@4&er Calcs C-l.xlsm ACHD Calculation Sheets for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. QInk = CIA for peak discharge Qwa= Water Quality flow for percentile storm V = Volume VwQ=Volume of Water Quality for percentile storm C = Dimensionless runoff inefficient, from tables I = Average rainfall intensity (in/hr) calculated from Tc for peak flows, set at 60 -minute duration for Volume A = Site area (acres) Tc = Time of concentration calculated for peak flows "' ge—P-5 o-aitea - iiia`charge'Wa s p'glfieTFaff` e.F meethokl'carC`i!fa'fe'd%r post --pr , Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 Project Name G2 2 Is area drainage basin map provided? Yes (map must be included with stormwater calculations) 3 Enter Storm Frequency (100 -year per ACHD policy) 100 4 Enter number of storage facilities (10 max) 1 5 Area of Drainage Basin (SF or Acres) Acres Acres 6 Determine the Weighted Runoff Coefficient (C) C=[(C1xA1)+(C2xA2)+(ChxAn))/A Weighted Avg Basini Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Basin 8 Basin 9 Basin 10 0.13 0.22 V 1,265 it V = Q (To-60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) 0.35 Enter Percentile Storm I(80th percentile = 0.34 in) 80th 0.34 in Enter WQ Vol ume(Vwo= CA (from line above) xAx3600) VwQ 374 0.74 095 cfs 0.87 7 Calculate Overland Flow Time of Concentration in Minutes (Tc) or use 10 min User Calculate minimum F-0 9 Calculate the Post -Project peak discharge(QPeak) Q. 0.95 cfs 1V Calculate peak Qwq (uses 2 -yr storm) Qwo 0.37 cfs (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) 11 Calcul ate total runoff vol (V) (for sizing primary storage) V 1,265 it V = Q (To-60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th percentile = 0.34 in) 80th 0.34 in Enter WQ Vol ume(Vwo= CA (from line above) xAx3600) VwQ 374 ft' 13 Enter approved discharge rate for the given storm (if applicable) cfs Volume5ummary Surface Storage: Pond WQ Pond Forebay+l5%sediment V 430 ft' Primary Treatment/Storage Basin V 891 it, Subsurface Storage: Seepage Bed Primary Treatment/Storage Basin +25%Sed V 1,581 1,265 It' 3/9/2012,2:25 PM 0:\Idaho\Meridian\Grimes\Overiand & Stoddard (SI\4 Reports\Storrs\ACHDV�sfow8tgr6sW6a0edM1 ACHD Calculation Sheets for Conveyance (Used for Alternate Inlet Spacing) NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 C-2 2 Curb Type HcuRB= 1 -6 -in Vertical 3 Height of Curb at Gutter Flow Line HCURB = 5.75 in 4 Gutter Depression a = 1.25 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, S. = a / W + S„ Sw = 0.082 ft/ft 7 Distance from TBC to Street Crown Tcaown = 24.00 ft 8 Pavement Cross Slope Sx = 0.013 ft/ft 9 Longitudinal Slope - Enter 0 for sump condition So = 0.013 ft/ft 10 Manning's Roughness for Street Section nSTREET= 0.012 11 Max. Allowable Water Spread Tom= 7.00 ft Total Dry Pavement 33.00 ft Local <=2" at Crown, no curb overtopping Collector one 10 -ft dry lane, no curb overtopping Arterial two 12 -ft dry lanes, no curb overtopping 12 Water depth without gutter depression y = 1.05 in 13 Water depth at face of curb d = 2.30 in 14 Water depth at center of inlet d;= 1.56 in 15 Gutter flow to design flow ratio by FH WA HEC -22 Eo - 0.687 16 Discharge outside the Gutter Section W, carried in Pvt Tx Qx =-cfs 17 Discharge within the Gutter Section W(QT -Qx) Qw= 0.73 cfs 18 Max. gutter flow based on allowable spread (one side) QT = 1.06 cfs 19 Flow Velocity in the Gutter, V = (K"/n) SLO' SXBb/ T°"b1 V= 2.75 fps 20 Inlet on grade or sag? 1 -On Grade 21 Select Inlet Grate Type 2-ISPWC Std Grate 45 22 Width Grate We 1.42 It 23 Length Grate Lg 2.27 ft 24 Grate weir length P (grate perimeter excluding curb side) Pg eft 25 Clear opening area of grate A,, In Inlet on grade 26 Splash -over Velocity Vp 5.50 ft/s 27 Frontal flow ettiaencytor grate, Rf=1-K„(V-Vo) Rf= 28 Side flow efficiency 29 Interception capacity, Q=UlK, to+R,(1-Ea)) q= ___7_75 cfs 30 Bypass flow, Qb=QT-Q Q,= 0.30 cfs 31 inlet tttluency Q/Q Eo ,7�1 3/9/2012, 2:25 PM 0:\Idaho\Meridian\Grimes\Overland & Stoddard (S)\4 Rei''er6fk5tdc0nWtf}DrWerd0J&er Calcs C-2.xlsm ACHD Calculation Sheets for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineers methodology must result in facilities that meet or exceed these calculations in order to be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. Q,...= CiA for peak discharge Own= Water Quality flow for percentile storm V = Volume Vwa=Volume of Water Quality for percentile storm C = Dimensionless runoff coefficient, from tables i =Average rainfall Intensity (in/hr) calculated from Tc for peak flows, set at 60 -minute duration for Volume A = Site area (acres) Tc =Time of concentration calculated for Peak flows To accept default value type = 1 Project Name C-3 2 Is area drainage basin map provided? yes (map must be included with stormwater calculations) 3 Enter Storm Frequency (100 -year per ACH D policy) 100 4 Enter number of storage facilities (10 max) 5 Area of Drainage Basin (SF or Acres) Acres Acres 6 Determine the Weighted Runoff Coefficient (C) C=((ClxAl)+(C2xA2)+(CnxAn)I/A Weighted Avg Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Basin 8 Basin 9 Basin 10 0.06 0.12 0.18 0.74 0.95 0.88 7Calculate Overland Flow Time of Concentration in Minutes(Tc)or use 10 min user rskWate minimum [0 Nines 8 Determine the average rainfall intensity (I) from IDF Curve based 1 _ - 3.11 3.11 in/ 9 Calculate the Past -Project peak discharge(QPeak) Qn� 0.49 0.69 cfs lu Calculate peak Qwq(uses 2 -yr storm) Qwa 0.19 cfs (used for 5/G Trap throat velocity, WQstorm conveyance system sizing) 11 Calculate total runoff vol (V)(for sizing primary storage) V 656 ft' V = C (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I(80th percentile = 0.34 in) 80th 0.34 in Enter WQVolume(VwQ= CA (from line above) xAx3600) Vwn 194 ft' 13 Enter approved discharge rate for the given storm (if applicable) cfs 14 Volume Summary Surface Storage: Pond WQ Pond Forebay+l5%sediment V 223 ft' Primary Treatment/Storage Basin V 462 ft' Subsurface Storage: Seepage Bed Primary Treatment/Storage Basin +25%Sed V 820 656 ft' 3/9/2012, 2:25 PM O:\Idaho\Meridian\Grimes\Overland & Stoddard (S)\4 Reports\Storm\ACHD 8�siowBtOrSeprtekrBed88t1 ACHD Calculation Sheets for Conveyance (Used for Alternate Inlet Spacing) NOTE: This worksheet is intended to be a guideline to standardize ACHD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Eneineer's methodoloev must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 C-3 2 Curb Type HcuRB= 1 -6 -in Vertical 3 Height of Curb at Gutter Flow Line HcuRB = 5.75 in 4 Gutter Depression a = 1.25 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, S,„=a/W+S„ Sµ,= 0.085 ft/ft 7 Distance from TBC to Street Crown Tcnown = 24.00 ft 8 Pavement Cross Slope Sx = 0.016 ft/ft 9 Longitudinal Slope- Enter 0 for sump condition Sc= 0.013 ft/ft 10 Manning's Roughness for Street Section nsTREET= 0.012 11 Max. Allowable Water Spread TMm = 7.00 ft Total Dry Pavement 33.00 ft Local <=2" at Crown, no curb overtopping Collector one 10 -ft dry lane, no curb overtopping Arterial two 12 -ft dry lanes, no curb overtopping 12 Water depth without gutter depression y= 1.32 in 13 Water depth at face of curb d = 2.57 in 14 Water depth at center of inlet d; = 1.80 in 15 Gutter flow to design flow ratio by FHWA HEC -22 E. 0.654 16 Discharge outside the Gutter Section W, carried in Pvt Tx % 777—cfs 17 Discharge within the Gutter Section W(QT -Q,J QW = 0.92 cfs 18 Max. gutter flow based on allowable spread (one side) QT = 1.40 cfs 19 Flow Velocity in the Gutter, V = (K„/n) SLD' 5x0.6) T0.61 V= 3.02 fps 20 Inlet on grade or sag? 1 -On Grade 21 Select Inlet Grate Type 2-ISPWC Std Grate 45 22 Width Grate Wa 1.42 ft 23 Length Grate Lg 2.27 ft 24 Grate weir length P (grate perimeter excluding curb side) Pe 5.10 ft 25 Clear opening area of grate A9=_2 02 TT Inlet on grade 26 Splash -over Velocity Vo 5.50 ft/s 27 Frontal tiow ettic envy for grate, Rf= 1 — K� (V — Vol Rf= 1.00 28 Side flow efficiency R: 0.09 29 Interception capacity, U,=Q(Rf to+R,(1-teff U,= 0.96 cfs 30 Bypass flow, Qb=Q7 Q, Qb= 0.44 cfs 31 Inlet ttticlency qjQ Eo 0.68 3/9/2012, 2:25 PM 0:\Idaho\Meridian\Grimes\Overland & Stoddard (S)\4 Re¢'erkiWav0nWttDr91err20gAter Calcs C-3.xlsm ACHD Calculation Sheets for Finding Peak Discharge/Volume - Rational Method NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in orderto be accepted. Following are the basic steps to calculate the peak discharge rates and the volume of stormwater using the Rational Method. Other hydrologic methods may be accepted for determination of runoff rate and volume; however alternative methods must be approved by ACHD in writing. 0r,,u = CIA for peak discharge QwQ= Water Quality flow for percentile storm V=Volume Vwa=Volume of Water quality for percentile storm C= Dimensionless runoff coefficient, from tables 1=Average rainfall intensity (in/hr) calculated from Tc for peak flows, set at 60 -minute duration for Volume A= Site area )acres) Tc =Time of concentration calculated for peak flows 111111F......- w. ..- ..._.. ._ ... itepsYor Peau fSiscXargeRate using the Rational Methodca{colored %r post -project Calculate Post -Project Flows (for pre -project flows, increase number of storage facilities to create new tab) User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 2 Is area drainage basin map provided? yes (map must be included with stormwater calculations) 3 Enter Storm Frequency (100 -year per ACHD pol icy) 100 4 Enter number of storage facilities (10 max) 1 5 Area of Drainage Basin (SF or Acres) Acres Acres 6 Determine the Weighted Runoff Coefficient (C) C=((C1xA1)+(C2xA2)+)CnxAn)1/A Weighted Avg I Basin 1 Basin 2 Basin 3 Basin 4 Basin 5 Basin 6 Basin 7 Basin 8 Basin 9 Basin 10 0.03 0.09 0.12 0.74 0.95 0.90 7Calculate Overland Flow Time of Concentration in Minutes(Tc)or use 10 min iUser Celmlats minimum r10 9 Calculate the Post -Project peak discharge(QPeak) Q.s 0.33 033 cis 1u Calculate peak Qwq(uses 2 -yr storm) Owe 0.13 cis (used for S/G Trap throat velocity, WQ storm conveyance system sizing ) 11 Calculate total runoff vol (V) )for sizing primary storage) V = C (Tc=60)Ax3600 12 Calculate Vwq (for sizing WQ facilities) Enter Percentile Storm I (80th percentile = 0.34 in) Enter WQ Volume (Vwo= Cxi (from line above) xAx3600) 13 Enter approved discharge rate for the given storm (if applicable) 14 Volume Summary Surface Storage: Pond WQ Pond Forebay + 15% sediment Primary Treatment/Storage Basin Subsurface Storage: Seepage Bed Primary Treatment/Storage Basin +25%Sed 446 80th 0.34 in Vwq 132 ft' cis V 152 ft' V 314 558 446 it' 3/9/2012, 2:25 PM 0:\Idaho\Meridian\Grimes\Overiand.& Stoddard (S)\4 Reports\Storm\ACHD Vmdn.StOr Seotek gWsl011 ACHD Calculation Sheets for Conveyance (Used for Alternate Inlet Spacing) NOTE: This worksheet is intended to be a guideline to standardize ACRD checking of drainage calculations and shall not replace the Engineer's calculation methodology. These calculations shall establish a minimum requirement. The Engineer's methodology must result in facilities that meet or exceed these calculations in order to be accepted. User input in yellow cells. To accept default value type = in yellow cell and point to computed cell 1 C-4 2 Curb Type HCURS= 1 -6 -in Vertical 3 Height of Curb at Gutter Flow Line HCURB = 5.75 in 4 Gutter Depression a = 1.25 in 5 Gutter Width W = 1.50 ft 6 Gutter Cross Slope, S. = a / W + S„ Sw = 0.085 ft/ft 7 Distance from TBC to Street Crown TCRowR= 24.50 ft 8 Pavement Cross Slope Sx = 0.016 ft/ft 9 Longitudinal Slope - Enter 0 for sump condition SU = 0.022 ft/ft 10 Manning's Roughness for Street Section nBrReer= 0.012 11 Max. Allowable Water Spread TMnx = 10.00 ft Total Dry Pavement 28.00 ft Local <=2" at Crown, no curb overtopping Collector one 10 -ft dry lane, no curb overtopping Arterial two 12 -ft dry lanes, no curb overtopping 12 Water depth without gutter depression y= 1.88 in 13 Water depth at face of curb d = 3.13 in 14 Water depth at center of inlet d;= 2.37 in 15 Gutter flow to design flow ratio by FHWA HEC -22 EU = 0.479 16 Discharge outside the Gutter Section W, carried in Pvt Tx Qx=cfs 17 Discharge within the Gutter Section W(Qr -Qx) Qw= 1.89 cfs 18 Max. gutter flow based on allowable spread (one side) Qr = 3.94 cfs Flow Velocity in the Gutter, V = (Ku/n) SL 016 Sx0.B] Tu.67 V= 4.56 fps 19 20 Inlet on grade or sag? 1 -On Grade 21 Select Inlet Grate Type 2-ISPWC Std Grate 45 22 Width Grate Wg 1.42 ft 23 Length Grate LB= 2.27 ft 24 Grate weir length P (grate perimeter excluding curb side) P,=-5 10 ft 25 Clear opening area of grate Ag 2.02 ft Inlet on grade 26 Splash -over Velocity `/o 5.50 ft/s 27 Frontal now efficiency for grate, Kf=1—Ku(V—V.) Kf= 1.00 28 Side flow efficiency K: 0.04 29 Interception capacity, Lt=QIKf Eo+K,(1-Lop tL= 1.98 cfs 30 Bypass flow, Qb=Qr4 Qb= 1.96 cfs 31 inlet Lmciency 4/u. Ea 0.50 3/9/2012, 2:25 PM 0:\Idaho\Meridian\Grimes\Overland & Stoddard (5)\4 ReWerlAN5tdr@qWk0r81err2&1Jter Calcs C-4.xlsm Drainage Report Appendix C Geotechnical Report Meridian, ID Initial Geotechnical Engineering Report Proposed Wal-Mart, Meridian (S) Store #3093 Southeast Corner of Overland Road and Stoddard Road Meridian, Idaho January 26, 2012 Project No. 62115028 Prepared for: Wal-Mart Stores, Inc. & PACLAND Olympia, Washington Prepared by: Terracon Consultants, Inc. Boise, Idaho January 26, 2012 Irerracon PACLAND 606 Columbia Street NW Suite 106 Olympia, Washington 98501 Attn: Mr. Nick Taylor, P.E. Re: Initial Geotechnical Engineering Report Proposed Wal-Mart, Meridian (S) Store #3093 Southeast Corner of Overland Road and Stoddard Road Meridian, Idaho Terracon Project No. 62115028 Dear Mr. Taylor: Terracon Consultants, Inc. (Terracon) is pleased to present our Initial Geotechnical Engineering Report for the proposed Wal-Mart in Meridian, Idaho. Our services were completed in general accordance with our Revised Proposal for Geotechnical Engineering Services (P62110068, dated May 6, 2011), our Revised Supplemental Proposal for Geotechnical Engineering Services (P62110090, dated June 4, 2011), and the geotechnical aspects of our Proposal for Supplemental Site Investigation (P62110132, dated August 11, 2011). Written authorizations to proceed with our services and supplemental services were provided by PACLAND in emails dated May 10, 2011, June 8, 2011, and August 11, 2011, respectively. This report presents our conclusions in regard to surface and subsurface conditions and geotechnical recommendations for the proposed site improvements. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. Ryan J. Olsen, P.E. Mathew B. Fielding, P.E. Geotechnical Department Manager Office Manager RJO:aj\62115028 Initial Geotechnical Report—Retail Site- Overland and Stoddard.docx Copies To: Addressee (1 Electronic) Terracon Consultants, Inc. 11849 West Executive Drive, Suite G Boise, Idaho 83713 e ronin an "gn r' 121181 323 9592 terracon.conn Initial Geotechnical Engineering Report wm�rracon Proposed Va\'Na¢Meridian (S)Store #3V93 mWohdiun. Idaho January 28.2012mTorruunnProject No- 82115O2O TABLE OF CONTENTS EXECUTIVE SUMMARY -'~^^^^'^~^'^^^^^~^^^^'^-~'~-^~~-^-_'~~',',','~_....1 1.0 |NTRz]DUCTk]N..^^^~^'^^~~^^^^~~'^-^^^'~-^~~^~~^-- ..............................2 2.0 ��|TE/\0DPR[}JE{�TIl�F[]R��/\T|DN~.'~.~....~....-'........-'...~.'_._�2 21 SiteLocodonondDoSorobon-^--'--'--'---'--'---'_-- 3 2.2 pro�x�DoeuroUnn'---'--'---'--'--'--'---'______-.-.4 23 C|inoo\eData '---'---'---'--'------'--'----_,,,.....5 3.0 ��UBSU��FA<�E��[�NQ[T|{]N��.......~~........-..........._..... __'�5 31 Goo|ogioPub|ioahnnRoviovv--'--''--'--'--'--'---'--' 5 3.1.1 Seismic and Fault Rupture Hazards 6 32 Soil Conservation Publication Ro«iew---^--'---^--.... ... -'--'_-'0 3.3 SubnudaooEva|uahono~------'------'------'---�- 6 3.4 Typical Profile. ............................. ........... ... ................. -............... '-- 8 3.5 GroundwaterObservations ................ ... ... ....... ... -... ....... ... ... ........ 8 3.6 Laboratory Testing '-... ... ... ... .... ....... ... ....... .... ... -............ ... . 8 381 Topsoil Testing 0 362 Soil Conoo�nPnienda| --END�J�\{)Kh��FOF�OES(GN/\l�D(�QNST��UCT|[}��...-...~........~~'. g ��O BS�(�ONUNK _'--0 41 (�outonhnina|Cunuidora\onn'--'---'--'--'--^---''-'-_'_11 42 Eo�hvvork-'---'---'--'------'---'--'-----���� 4.2.1 Site Clearing, Stripping, and [)»*r*xo8vaUnn 11 12 4.22 SubgrudePnePurmho» 12 42.3 Fill Materials and Placement 14 Trenching, bedding, and 424 Utility rano nQ. ' 14 4.2.5 Earthwork Construction Considerations 'j5 43 Fnundot�/ns------'--'---'--'--'----.. � Footing Recommendations 431 S 10 17 4.3.2 Foundation ConstructionCunoid*rabuns ........ 17 4'4 Drainage ....... ... ...... .... ....... ... ... ... ... -....... -... ....... __-.�17 45 S*innoioCunek�oradonn'---'--''--'--'--'--''----� 18 � 4.51 Earthquake -Induced Soil Liquefaction 18 4.6 Floor Slab .... .... ....... ............ ... ... ... ..... ... ... -'-... ... ... 18 4.6.1 Floor Slab Recommendations 18 4.6.2 FloorSlab Construction Considerations 19 4.7 Lateral Earth Pressures ..... .... .... -... ... ... ... ... ... ... -__.'__20 48 Pavun�ontn---'---'--'------'------' .. tDos�/nR000non�ondabunn 4K1 Pavement S 20 21 4.82 Asphalt Materials and Placement 22 48�3 Conore�ePropu�iesand ��ut*ha|o � 23 tC Construction 4�8�4 Pnvuno*n on 49 Soi||n�kraUon-^---'--'---'--'---'--- __'__'_23 � 4.9,1 Infiltration Testing for On -Site Drainage 23 24 Water 492 Estimated|n�|t�tionRutesforD/ainngeof[��SiVe5�onn r 24 4,0.3InfiltrationRate Design Considerations . ,25 5.0 GENERAL COMMENTS Responsive wResourceful n Reliable Initial Geotechnical Engineering Report 1�err7Con Proposed Wal -Mad, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 TABLE OF CONTENTS APPENDIX A — FIELD EXPLORATION Exhibit A-1 Site and Exploration Plan Exhibit A-2 Diagram of Encountered Fill Exhibit A-3 Field Exploration Description Exhibit A-4 Summary of Boring Locations and Elevations Boring Logs APPENDIX B — LABORATORY TESTING Exhibit B-1 Laboratory Testing Summary Exhibit B-2 to B-5 Grain Size Distributions Exhibit B-6 to B-8 Unconfined Compressive Strength Tests Exhibit B-9 to B-11 Consolidation Test Exhibit B-12 CBR Test Exhibit B-13 to B-14 Proctor Tests Exhibit B-15 Topsoil Analyses Exhibit B-16 to B-17 Soluble Salt Analyses Exhibit B-18 Summary of Laboratory Testing on Composite Samples APPENDIX C — SOIL CLASSIFICATION Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System APPENDIX D — PROJECT FIGURES Exhibit D-1 Typical Asphalt Pavement Sections Exhibit D-2 Typical Concrete Pavement Sections APPENDIX E — SUPPORTING DOCUMENTS Exhibit E-1 to E-4 AASHTO Pavement Design Calculations Exhibit E-5 Geotechnical Investigation Fact Sheet Exhibit E-6 Foundation Design Criteria Exhibit E-7 Foundation Subsurface Preparation Note Responsive ■ Resourceful ■ Reliable Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 EXECUTIVE SUMMARY The subsurface conditions at the site were evaluated to develop geotechnical related design and construction recommendations for the proposed site development. Based on the subsurface conditions and our understanding of the proposed construction, the primary geotechnical considerations associated with the proposed development are summarized below. Undocumented Fill: Undocumented fill was encountered in significant portions of the project site. These soils should be completely overexcavated from all areas of the site. In general, the fill was encountered to depths up to about 3 feet below the existing site grade. However, fill was encountered to depths up to about 10 feet below the existing ground surface in locations that included the area of houses that were previously at the site, an apparent waste lagoon that was a part of previous dairy operations, and former dairy structures. Based on historic uses of the site, remnant foundations or slabs, abandoned utilities, or other buried debris associated with the previous residential and agricultural uses of the site may be present. Existing fill soils may be used as fill for site grading in pavement areas, but should not be placed in building, appurtenance, landscape, or drainage areas. Near Surface Native Soils: Near surface lean to fat clay was encountered to depths up to about 2 feet in the proposed building area and 3 feet in the proposed parking and drive areas. Laboratory tests on these soils resulted in liquid limits ranging from 40 to 65, dry densities of 66 to 85 pounds per cubic foot, and moisture contents up to 39 percent. Laboratory testing indicates that these soils are compressible and relatively weak. Correlations also indicate that these soils have the potential to exhibit shrink/swell characteristics with changes in moisture content. Due to the relatively shallow depth of these soils, we recommend that the near surface clay be removed from the proposed area of the building and appurtenances and replaced with compacted Structural Fill (6 -inch minus). The near surface site soils are considered to be moisture sensitive and will be susceptible to rutting or pumping under construction traffic when wet. Unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. Soils that rut, pump, or are otherwise disturbed are not suitable for support of the proposed structures or pavements. Should unstable subgrade conditions develop, stabilization measures should be applied. The on-site native soils may be used as fill for site grading in pavement and landscaping areas, provided all topsoil, vegetation, and other deleterious materials are removed. However, the fine-grained soils are moisture sensitive and will likely be difficult to moisture condition and compact. The on-site soils should not be used as fill in building and appurtenance areas. Foundations: The building may be supported on conventional continuous and isolated spread footings bearing on at least 18 inches of compacted Structural Fill (6 -inch minus or 3 -inch minus), following subgrade preparation as summarized above and described within this report. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The GENERAL COMMENTS section should be read for an understanding of the report limitations. Responsive ■ Resourceful ■ Reliable INITIAL GEOTECHNICAL ENGINEERING REPORT PROPOSED WAL-MART, MERIDIAN (S) STORE #3093 SOUTHEAST CORNER OF OVERLAND ROAD AND STODDARD ROAD MERIDIAN, IDAHO Project No. 62115028 January 26, 2012 1.0 INTRODUCTION This geotechnical engineering report has been completed for the proposed Wal-Mart located southeast of the intersection of Overland Road and Stoddard Road in Meridian, Idaho. The purpose of this geotechnical engineering evaluation was to provide information and geotechnical engineering conclusions and recommendations relative to: ■ subsurface soil conditions ■ earthwork ■ seismic considerations ■ lateral earth parameters ■ pavement design and construction ■ groundwater conditions at the time of field exploration ■ foundation design and construction ■ floor slab design and construction This report has been prepared in general accordance with Wal -Mart's Geotechnical Investigation Specifications and Report Requirements dated September 22, 2011. The contents herein present an initial geotechnical report for the proposed retail project. After we address comments from the review of this initial report, we will submit a final report, which will include any additional information obtained subsequent to this report and any supplement geotechnical conclusions and recommendations deemed necessary. The site and exploration plans and logs of the explorations completed for the project are presented in Appendix A. The results of the laboratory testing performed on select soil samples are included in Appendix B of this report. Soil classification information sheets are included in Appendix C. Project Figures and Supporting Documents are provided in Appendices D and E, respectively. Responsive ■ Resourceful ■ Reliable 1 Initial Geotechnical Engineering Report l�erracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 2.0 SITE AND PROJECT INFORMATION 2.1 Site Location and Description Item Description The project site Is located southeast of the intersection of Overland Location Road and Stoddard Road in Meridian, Idaho. North: Overland Road followed by several businesses. A new building is being constructed at the northeast corner of the proposed site. Site boundaries East: Lowe's Home Improvement Center. South: Single-family residences separated from the site by a fence. West: Stoddard Road followed by a storage facility and vacant lot. Site area dimensions The project site is approximately 20 acres. The site is currently undeveloped. Several stockpiles of soil are located in the southeast portion of the property. Wood and plastic debris were observed in the fill piles. A portion of the adjacent Existing improvements Lowe's site has been built up above the native grade. As a result, an existing fill slope is located along a portion of the east side of the site. A discussion of past known uses of the site is presented below. The site is primarily covered with grass and weeds. A mature tree Current ground cover that appears to be dead is located in the northwest portion of the property. The project site generally slopes gently downward to the south. Elevations of the ground surface at boring locations ranged from Existing topography about 2,626 to 2,636 feet above mean sea level (MSL). Within the building area the elevations at the boring locations ranged from about 2,627 to 2,631 feet MSL. Aerial photographs from 1939, 1964, 1986, 1995, 2003, 2007, and 2009 were reviewed to obtain information concerning the previous development at the site. Based on these photographs, a homestead that was developed into a dairy was located within the northeast corner of the property, and the Kennedy Lateral Canal was just east of the project site. The dairy included multiple buildings, animal pens, and an apparent waste lagoon that was approximately 350 feet long. In addition, at least 12 residences were constructed along the north and west edges of the project site. An irrigation ditch previously crossed from the east side of the site to near the southwest corner of the project area. It appears that historically the majority of the site was cultivated and farmed. All the structures previously at the site have been removed. The ditch no longer crosses the site. Responsive ■ Resourceful ■ Reliable 2 Initial Geotechnical Engineering Report 1(erracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 2.2 Project Description Item Description' Site Layout See Appendix A, Figure A-1, Site and Exploration Plan. The project will include a one-story building with a proposed total Structures footprint of approximately 152,653 square feet, as well as asphalt and concrete pavements. The proposed structure includes a TLE. We understand the building will be a Supercenter type store. Typical construction consists of masonry -block, load-bearing and Building construction non -load-bearing walls and steel columns, girders, and joists for support of the roof structure. The proposed building will have an on -grade cast -in-place floor slab. Unknown. Please see the "Grading" section of this table below for Finished floor elevation additional information. Interior columns: 85 kips gravity and 150 kips maximum live loading. Walls: 1.5 to 2.0 kips per linear foot (klf) non -load bearing and 4.0 Maximum loads to 6.0 kff for load bearing. Slabs: 125 psf uniform loading and 5 kips maximum concentrated load. Total Static Settlement: '/. -inch Maximum allowable settlement Differential Settlement: 3/e inch between adjacent columns and L/900 or about ''/ -inch over 40 feet for masonry walls Based on the project Geotechnical Investigation Specifications and Report Requirements, pavement design is based on the following traffic values: Pavements "Standard -duty" pavements: 109,500 18 -kip equivalent single axle loads (ESALS) for both flexible and rigid pavements. "Heavy-duty" pavements: 335,800 ESALs for both flexible and rigid pavements. A site grading plan is not available at this time. The recommendations in this report are based on the assumption that maximum cut and fill heights will be approximately feet and 7 feet, Grading respectively, and that the finished floor elevation of the store will be within the range of 2,627 to 2,631 feet MSL. We assume that utility trenches and other excavations will not exceed a depth of about 12 feet. May include minor fill slopes. We assume these slopes will have Cut and fill slopes inclinations of 3:1 (H:V) or flatter. Free-standing retaining walls None planned. We understand that on-site infiltration facilities are planned at this Storm water management site. The specific type, depth, and size are currently not known. Responsive ■ Resourceful ■ Reliable Initial Geotechnical Engineering Report 1 �err�eon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Item I Description' Below -grade areas Loading dock area, assumed to be about 3 to 4 feet below finished grade. A portion of South Stoddard Road will be widened to the east. The proposed widening will begin at the projects south property boundary and extend north to the intersection with Overland Road, Off-site improvements a distance of approximately 700 feet. The widened area will have a wedge shape with a maximum width of approximately 12 feet at its south end. Pavement recommendations for the off-site widening of Stoddard Road are presented in a draft letter dated January 6, 2012. 1. If these details are not consistent with final design criteria, we should be contacted so that our report reflects the proposed conditions. 2.3 Climate Data The Western Regional Climate Center (htto://www.wrcc.dd.edu/) shows the following data for the Meridian 1 SSW, Idaho (105841) weather station for the period between 1911 and 1960. Mnnthly Climate Summary for Meridian 1 SSW (1911 to 1960) More recent data (1940 to 2010) is available for the Boise WSF Airport, Idaho (101022) station and is shown below. Responsive ■ Resourceful ■ Reliable 4 Jan Feb Mar Apr May Jun Jul Aug Sep i Oct Nov Dec Annual Average Max. Temperature (°F) 37 44 54 65 72.8 81 91.2 89 79 66 50 39 63.9 Average Min. Temperature (°F) 20 25 30 36 42.5 48 54 52 44 36 28 22 36.5 Average Total Precipitation (in) 1.38 1.21 1.16 1.04 1.27 0.91 0.23 0.18 0.48 0.93 1.28 1.28 11.34 Average Total 1 1 SnowFall (in) 7.5 3.8 1.3 0.4 01 0 1 0 0 1 0 1 0.1 1.2 14 18.4 More recent data (1940 to 2010) is available for the Boise WSF Airport, Idaho (101022) station and is shown below. Responsive ■ Resourceful ■ Reliable 4 Initial Geotechnical Engineering Report l�err�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 .-i:__._ wcrn ai,.nrt FIQ60 to 20101 Based on the above data, wet weather conditions at this site could occur throughout the year, but are most likely between approximately November through May. 3.0 SUBSURFACE CONDITIONS 3.1 Geologic Publication Review Based on the "Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho' (Kurt L. Othberg and Loudon R. Stanford, Idaho Geologic Survey, Dated 1992), the site is mapped as Gravel of Sunrise Terrace. In general, this material is described as follows. ■ The Gravel of Sunrise Terrace is a Pleistocene sandy pebble and cobble gravel on the third terrace above the flood plain. The formation is approximately 44 feet thick and is mantled with about 3 to 7 feet of loess. These gravels are part of a sequence of terraces of the ancestral Boise River. The characteristic coarse channel gravels were primarily deposited on fine-grained tertiary sediments cut during valley deepening. The gravel deposits have imbricated well-rounded clasts, poor sorting, and crude stratification of beds of gravel and lenses of cross bedded sand; these features suggest deposition in braided channels. 3.1.1 Seismic and Fault Rupture Hazards We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database available online (http,//earthquake usgs.gov/regional/gfaults/usmat). php). Two faults of the Western Snake River Plain Fault System are mapped within about 1 mile of the site. According to this source, "the Western Snake River Plain fault system consists of numerous northwest - striking, northeast- and southwest -dipping normal faults that mostly lie on the floor of the Snake River Plain in southwestern Idaho." The fault system is reported to have a slip rate of less than 0.2 mm/year. Others have noted fault movements predate the sediments underlying the nearby Responsive ■ Resourceful ■ Reliable 5 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Annual Average Max. Temperature (°F) 37 44 53 62 71.1 80 90.8 89 78 65 49 39 63 Average Min. Temperature (°F) 23 28 32 37 44.7 52 58.8 58 49 40 31 24 39.7 Average Total Precipitation (in) 1.39 1.09 1.23 1.19 1.29 0.86 0.26 10.29 0.56 0.79 1.33 1.441 11.71 Average Total SnowFall (in) 6 .3 3.3 1.5 0.5 0.1 0 0 0 0 0.1 2.1 5.9 19.9 Based on the above data, wet weather conditions at this site could occur throughout the year, but are most likely between approximately November through May. 3.0 SUBSURFACE CONDITIONS 3.1 Geologic Publication Review Based on the "Geologic Map of the Boise Valley and Adjoining Area, Western Snake River Plain, Idaho' (Kurt L. Othberg and Loudon R. Stanford, Idaho Geologic Survey, Dated 1992), the site is mapped as Gravel of Sunrise Terrace. In general, this material is described as follows. ■ The Gravel of Sunrise Terrace is a Pleistocene sandy pebble and cobble gravel on the third terrace above the flood plain. The formation is approximately 44 feet thick and is mantled with about 3 to 7 feet of loess. These gravels are part of a sequence of terraces of the ancestral Boise River. The characteristic coarse channel gravels were primarily deposited on fine-grained tertiary sediments cut during valley deepening. The gravel deposits have imbricated well-rounded clasts, poor sorting, and crude stratification of beds of gravel and lenses of cross bedded sand; these features suggest deposition in braided channels. 3.1.1 Seismic and Fault Rupture Hazards We reviewed the USGS Earthquake Hazards Program Quaternary Faults and Folds Database available online (http,//earthquake usgs.gov/regional/gfaults/usmat). php). Two faults of the Western Snake River Plain Fault System are mapped within about 1 mile of the site. According to this source, "the Western Snake River Plain fault system consists of numerous northwest - striking, northeast- and southwest -dipping normal faults that mostly lie on the floor of the Snake River Plain in southwestern Idaho." The fault system is reported to have a slip rate of less than 0.2 mm/year. Others have noted fault movements predate the sediments underlying the nearby Responsive ■ Resourceful ■ Reliable 5 Initial Geotechnical Engineering Report l�err7con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Whitney Terrace. Based on this information, it is our opinion that the risk associated with surface rupture at the site is low. The liquefaction potential of the site is discussed in the "Seismic Considerations" section of this report. 3.2 Soil Conservation Publication Review The United States Department of Agriculture (USDA), Natural Resources Conservation Service "Soil Survey of Ada County Area, Idaho" (May 1980) has identified the soils in the project area as Elijah silt loam (map units 48 and 50). Details about this soil type are listed below. ■ Permeability of the near surface soil is severely impacted due to cemented soil conditions. ■ Trenching and construction of residential developments with basements is somewhat hampered due to cemented soils. ■ Soils in the upper 2'/ feet were reported to have a liquid limit and plasticity index in the range of 23 to 37 and 7 to 25, respectively. ■ Corrosion of uncoated steel is high. ■ Corrosion of concrete is low. 3.3 Subsurface Evaluations Information regarding subsurface conditions was initially obtained from 78 borings drilled by Terracon in May, 2011. The approximate boring locations are presented on the Site and Exploration Plan (Exhibit A-1). To further explore fill soils at the site, test pits/trenches were excavated as part of the supplemental geotechnical engineering services in June, 2011. A Diagram of Encountered Fill is presented in Exhibit A-2. Descriptions of our field exploration along with the latitude, longitude, and ground elevations of the boring locations are presented in Appendix A. Laboratory tests were conducted on selected soil samples obtained during our exploration. A description of the laboratory testing is presented in Appendix B. Soil descriptions presented in this report are based on the subsurface conditions encountered at specific exploration locations across the site at the time the explorations were performed. 3.4 Typical Profile Specific conditions encountered at each boring location are indicated on the individual boring logs, which are presented in Appendix A. Stratification boundaries on the logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Based on our borings and laboratory testing, generalized soil conditions for the project site are presented in the following table. Responsive ■ Resourceful ■ Reliable 6 Initial Geotechnical Engineering Report 1�err7Con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Stratum Approximate Depth Material Encountered Consistency/Density to Bottom of Stratum Fill generally composed of mixtures of / to 10 feet clay, gravel, sand, and silt. A Stratum 1 (where encountered) discussion of these fill soils is presented below. Lean to fat clay and silty clay with varying amount of sand. This stratum was not encountered in some of the borings that encountered fill. Laboratory tests resulted in liquid limits ranging from 40 to 65, dry densities of 66 to 85 pounds per cubic Y: to 3 feet Stratum 2 foot, and moisture contents up to 39 Medium stiff to hard (where encountered) percent. In addition, laboratory testing indicates these soils are relatively weak and compressible. Based on correlations to Atterberg limits, these soils have a potential to exhibit shrink/swell characteristics with changes in moisture content. Silt with sand to silty sand. Portions of this stratum were cemented. This soil type was not encountered in 10 of Silt with sand to sandy silt: medium stiff to hard 2'/ to >10 feet the 78 borings. In 10 of the borings Stratum 3 (where encountered) drilled in the parking lot area this Silty sand: loose to very stratum extended to the maximum dense depth explored of 10 feet below the existing ground surface. E=xtended to the Mixtures of sand and gravel and Medium dense to very Stratum 4 maximum depth cobbles with varying amounts of silt. dense explored of 21 feet. 1. Depth below the existing ground surface, as encountered in our borings. As described in the table above, undocumented fill was encountered in significant portions of the project site. A site plan showing an aerial photograph of the site overlain with the approximate areas that fill was encountered and approximate fill depths is included in Appendix A. The aerial photograph shows some of the previous development at the site. In general, the fill was encountered predominately in the area of the former residences, the previous dairy and waste lagoon, and the irrigation ditch that crossed the site. The fill typically extended to depths up to about 3 feet below the existing site grade. However, fill was encountered up to depths of about 10 feet in locations that included the area of houses that were previously at the site, an Responsive ■ Resourceful ■ Reliable 7 Initial Geotechnical Engineering Report 1�L'rr�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 apparent waste lagoon that was a part of previous dairy operations, and former dairy structures. On the west side of the project area, near a former residence, a drain field was encountered. A septic tank associated with this drain field was not encountered in the test pits/trenches that were excavated. However, septic tanks may be located at the site. Based on historic uses of the site, remnant foundations or slabs, abandoned utilities, or other buried debris associated with the previous residential and agricultural uses of the site may be present. Additional areas of fill that were not encountered during our field exploration may also be present at the site. 3.5 Groundwater Observations The borings were monitored during drilling for the presence and level of groundwater. Groundwater was not encountered at the time of drilling. Temporary piezometers were constructed in borings Z-1 and Z-3 on May 24, 2011 and in borings Z-12 and Z-13 on May 23, 2011. These borings were located near the proposed building comers. The temporary piezometers were checked for groundwater on May 25, 2011, and water was not encountered. After checking for groundwater on May 25, 2011, the temporary piezometers were backfilled and abandoned in accordance with the requirements of the Idaho Department of Water Resources. Using the Idaho Department of Water Resources online well log lookup tool, (http://www.idwr.idaho.gov/apps/appswell/searchwc.asp) we searched for wells located in the project's township and range. The search resulted in 5 records, which showed depths to groundwater ranging from about 25 to 89 feet below the ground surface. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, irrigation and other factors not evident at the time the borings were performed. Evaluation of these factors is beyond the scope of this exploration. Groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. We do not anticipate that dewatering will be necessary to complete utility trenches or other excavations at the site. 3.6 Laboratory Testing Samples retrieved during the field exploration programs were brought to the laboratory for observation by the project geotechnical engineer and were visually or manually classified in general accordance with the Unified Soil Classification System described in Appendix C. Laboratory tests were conducted on selected soil samples. A description of the laboratory testing is presented in Appendix B. Laboratory tests were performed in general accordance with the applicable local standards or other accepted standards. 3.6.1 Topsoil Testing A composite topsoil sample was collected at the site and a suite of analytical and nutrient content testing was completed in accordance with the Geotechnical investigation Specifications Responsive ■ Resourceful ■ Reliable 8 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 and Report Requirements. The results of the testing are presented in Appendix B. Testing included organic content, pH, resistivity, micro and macro nutrient tests. Testing was also performed on the composite sample to determine the percentage of sand and silt/clay in the sample. Results of testing on samples of fill soils from the site indicate that contaminants are present in some of these soils. Topsoil removed from the site should be disposed of in a landfill that will accept soils with the contaminant levels present at the site. Reference is made to the Phase II Environmental Site Assessment, dated August 8, 2011, and the Risk Evaluation and Supplemental Phase II Environmental Site Assessment, dated September 2, 2011, that were prepared by Terracon for the subject project. 3.6.2 Soil Corrosion Potential Tests were performed on samples of near surface soil to provide an indication of the potential of the soils to corrode metal or degrade concrete. Results of the tests are summarized in the following table. Sample Location and Depth pH Minimum Resistivity, ohm -cm Sulfate Content, Parts Per Million (percent) Chloride Content, Parts Per Million (percent) Z-1, 0 ft to 1'/: ft 6.6 900 Not tested Not tested Z -1o, 0 ft to 1'/3 ft 7.1 1,000 Not tested Not tested J-6, 2'/2 ft to 4 ft 7.6 21 Not tested Z-5, 0 ft to 1/2 ft Not tested Not tested 100(0.01%) 100(0.01%) Z-13, 0 ft to 1'h ft Not tested Not tested 200(0.02%) 100(0.01%) Composite of B-1 and L-6, 0ftto2'/eft Not tested Not tested 300(0.03%) 200(0.02%) We recommend that the design engineers consult with the manufacturers of specific products to determine the need for corrosion protection of buried metal pipes. Based on the results of the sulfate content tests, it is our opinion that Type I or Type II cement is suitable for this project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations Based on the materials encountered in the borings drilled at this site, it is our opinion that the site is suitable for support for the proposed structure, provided the recommendations included in this report are incorporated into project design and construction. Primary geotechnical considerations identified during the exploration are summarized below. Responsive is Resourceful ■ Reliable 9 Initial Geotechnical Engineering Report 1 �err�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 ■ Undocumented fill: As discussed in Section 3.4, existing fill materials were encountered in significant portions of the site. These soils should be completely overexcavated from all areas of the site prior to construction. A site plan showing the areas that fill was encountered and approximate fill depths is included in Appendix A. Terracon completed a Phase I Environmental Site Assessment and a Risk Evaluation and Supplemental Phase II Environmental Site Assessment for this project. As part of these studies, chemical analyses were performed on samples of the existing fill soils. Results of these tests indicated concentrations of some compounds in excess of the initial default target levels defined by the Idaho Department of Environmental Quality. As a result of these findings, existing fill soils may be used as fill for site grading in pavement areas, as discussed in Section 4.2.3 of this report, but should not be placed in building, appurtenance, landscape, or drainage areas. ■ Near surface native soils: The near surface soils generally consisted of lean to fat clay. Laboratory tests indicated that these soils have relatively low dry unit weights, are compressible, and are relatively weak. In addition correlations indicate that these soils have the potential to exhibit shrink/swell characteristics with changes in moisture content. Within the proposed building area, these soils were encountered in the borings to depths up to about 2 feet below the existing ground surface. We recommend the near surface clay soils be removed from the proposed building area. Clay soils removed from the proposed building area may be used as site fill in pavement and landscaped areas, provided all topsoil, vegetation, and other deleterious materials are removed. Reuse of these materials is discussed in Section 4.2.3 of this report. ■ Variability in the support characteristics of the near surface native soils: Our findings indicate that the consistency and relative density of the native soils (including those underlying the native clay) vary considerably between the boring locations. This variability included cemented soil layers that were encountered in some borings, but not in others. If not addressed, this variation could result in total and differential foundation settlements that exceed the limits required in Geotechnical Investigation Specifications and Report Requirements. Specific conclusions and recommendations regarding this geotechnical consideration, as well as other geotechnical aspects of design and construction are presented in the following sections. The recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, and our current understanding of the proposed project. Responsive ■ Resourceful ■ Reliable 10 Initial Geotechnical Engineering Report lterr7eon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 4.2 Earthwork The recommendations presented in this report for design and construction of earth supported elements including foundations, slabs, and pavements are contingent upon the successful performance of tasks related to the earthwork recommendations outlined in this section. 4.2.1 Site Clearing, Stripping, and Overexcavation As discussed in Section 3.4 of this report, undocumented fill was encountered throughout much of the project site. A site plan showing approximate areas that fill was encountered and approximate fill depths is included in Appendix A. In their current condition these fill soils are not suitable for support of structures and pavements. Prior to construction, deleterious materials such as undocumented fill, test pit/trench backfill, vegetation, root systems, topsoil, debris, manmade structures/utilities, and soft, frozen, disturbed, or otherwise unsuitable materials should be removed from the proposed building and pavement areas. This removal should include the soil stock piles located in the southeast portion of the project site. Based on historic uses of the site, remnant foundations or slabs, abandoned utilities, or other buried debris associated with the previous residential and agricultural uses of the site may be present. If encountered, these items should be completely removed from the site and disposed of in a landfill that will receive such items. The near surface soil generally consisted of organic -rich topsoil. Site soils should be stripped to a minimum depth of 6 inches. Following this stripping, the remaining soils that contain organic material should be processed so that roots having a diameter greater than 1/8 inch are removed. The processed soils should then be blended, as necessary, with other soils so that the resulting organic content is less than 3 percent by weight. We estimate that up to an additional 6 inches of soil may require processing and blending after the upper 6 inches of soil has been removed. Some of the near surface lean to fat clay soils are compressible, relatively weak, and have relatively low dry unit weights. In addition, correlations indicate these soils have the potential to exhibit shrink/swell characteristics with changes in moisture content. Based on the borings drilled within the proposed building area, the combined depth of topsoil and clay soils ranged in depth from about 1/2 to 2 feet below the existing ground surface and had an average depth of about 1% feet. We recommend that the near surface clay be removed from the area of the proposed building and appurtenances, such as the truck wells/docks, entry sidewalks, garden center, aprons at the automotive center, the compactor pad, and other items attached to the building proper, and replaced with compacted Structural Fill (6 -inch minus) meeting the requirements presented in Section 4.2.3 of this report. This overexcavation of clay soils should extend laterally a distance of at least 5 feet beyond the outside perimeter of the structure and appurtenances. Clay soils removed from the proposed building area may be used as site fill in pavement and landscaped areas, provided all topsoil, vegetation, and other deleterious materials are removed. Reuse of these materials is discussed in Section 4.2.3 of this report. Responsive ■ Resourceful ■ Reliable 11 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 4.2.2 Subgrade Preparation After all deleterious materials have been removed and the subgrade cut to grade, the top 8 inches of the subgrade soils should be scarified. In areas where the exposed subgrade soils are fine-grained, the scarified soils should be moisture conditioned to within 0 percent to 3 percent above optimum moisture content, and compacted to the requirements in Section 4.2.3. Where the exposed subgrade soils are granular, the scarified soils should be moisture conditioned to within 2 percent below to 2 percent above the optimum moisture content and compacted to the requirements in Section 4.2.3. Near surface clay soils will be removed from the proposed building area. However, clay soils will be exposed in the subgrade of much of the proposed parking and drive areas. Fill for site grading and also pavement section aggregates should be placed over the exposed clay soils immediately following subgrade preparation, so that the prepared clay subgrade is not allowed to dry. If fill materials and the pavement section aggregates are not immediately placed and the subgrade or fill soils are allowed to dry, these soils should be moisture conditioned so that the recommended moisture content is achieved at the time the overlying materials are placed. 4.2.3 Fill Materials and Placement Fill material requirements vary depending on the intended use of the material. The following table summarizes the fill material designations and the zones where they should be placed. Responsive ■Resourceful ■Reliable 12 Acceptable Location for Fill Designation Specification Placement 6 -inch minus soil and rock meeting All locations across the site with the requirements of the Idaho the exception of areas specified Structural Fill (6 -inch minus) Standards for Public Works for aggregate base or Structural Construction (ISPWC) Section 801. Fill (3 -inch minus). Backfill behind below -grade 3 -inch minus soil and rock meeting walls and all other locations Structural Fill (3 -inch minus) the requirements of ISPWC Section except those specified for 801. aggregate base. Aggregate base should meet the Base course material for requirements for 3f -inch (Type I) pavements and floor slabs and Aggregate Base crushed aggregate in accordance all other locations. with ISPWC Section 802. Subbase should meet the requirements for 6 -inch -nominal- Subbase course material for Subbase maximum -size uncrushed alternate pavement sections. aggregate in accordance with ISPWC Section 801. Responsive ■Resourceful ■Reliable 12 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Acceptable Location for Fill Designation Specification Placement On-site native soils, including clay General site grading in overexcavated from the building pavement and landscaping On -Site Native Soils area. Prior to use, all topsoil, areas. These soils should not vegetation, and other deleterious be used in building and materials should be removed. appurtenance areas. General site grading in pavement areas only. These soils should not be used in building, appurtenance, landscape, or drainage areas. On-site fill soils. Prior to use, all Within pavement areas these On -Site Fill Soils topsoil, vegetation, and other soils may be used as trench y deleterious materials should be backfill, provided they are not removed. placed below the seasonal high groundwater elevation (Groundwater is not anticipated within the assumed maximum trench depth of 12 feet). Fill should be placed in maximum 8 -inch -thick loose lifts, adjusted to within 2 percent below to 2 percent above the optimum moisture content for granular soils and to within 0 percent to 3 percent above optimum moisture content for on-site silt and clay soils, and compacted to the minimum percentages of either maximum dry density or relative density shown in the following table, whichever is appropriate for the material being used. Each lift of fill should be tested at various locations within the structure and pavement areas to verify it meets the density requirements presented in the following table. The on-site silt and clay soils are moisture sensitive and may be difficult to moisture condition and compact. Percent of Maximum Dry Percent Relative Density, Location Percent ASTM D698 ASTM D4253ID4254 Beneath buildings, slabs, and 98 80 appurtenances' Beneath pavements and areas of fill and backfill outside the building 95 75 anourtenance areas 1. This zone of compaction should extend laterally at least 5 feet beyond the perimeter of the structure and appurtenances, such as the truck wells/docks, entry sidewalks, garden center, aprons at the automotive center, the compactor pad, and other items attached to the building Responsive ■ Resourceful ■ Reliable 13 Initial Geotechnical Engineering Report 1rerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 As previously described, a portion of the adjacent Lowe's site has been built up above the native grade. As a result, an existing fill slope is located along a portion of the east side of the site. Where fill materials are placed against the existing sloping fill, the existing slope should be benched to key the new fill into the slope. This should be done in accordance with Section 202, Part 3.8, Item 3 of the ISPWC. 4.2.4 Utility Trenching, bedding, and backfilling Utility trenching, installation, and backfilling should conform to all applicable federal, state, and local regulations, including current OSHA excavation and trench safety standards. Excavations for relatively shallow utilities are not expected to encounter a regional groundwater table. Utility subgrades should be firm and unyielding. Any soils that are sof /loose, disturbed, or pumping should be removed and replaced with Structural Fill (3 -inch minus) that is compacted in accordance with Section 4.2.3 of this report. The necessary depth of overexcavation would need to be determined in the field by a qualified representative of the Certified Testing Laboratory (CTL) per the Retailer's typical project requirements. Pipe bedding should conform to the material and placement specifications of the pipe manufacturer. After pipe bedding is placed, the existing on-site soils composed of sand, gravel, and silt that are excavated from the trench may be used to backfill the trench up to the elevation of the adjacent native soils. Above this elevation, materials used as backfill should meet the fill requirements presented in Section 4.2.3 of this report for the specific trench location, i.e., whether it be within building, pavement, or landscape areas. Clay soils should not be used as trench backfill material within the proposed building area. On-site fill soils are only suitable for trench backfill within parking and landscape areas, and these soils should not extend below the seasonal high groundwater elevation (groundwater is not anticipated within the assumed maximum trench depth of 12 feet). As an alternative to backfilling trenches with the soils removed during excavation, Structural Fill (6 -inch minus or 3 -inch minus), may be used as backfill. Trench backfill should be compacted in accordance with Section 4.2.3 of this report. 4.2.5 Earthwork Construction Considerations Site soils will be susceptible to rutting or pumping under construction traffic when wet. Soils that rut, pump, or are otherwise disturbed are not suitable for support of the proposed structures or pavements. Measures that may help reduce disturbance of exposed soils include performing earthwork during warm, dry weather, the use of light track -mounted equipment, avoidance of heavy repeated traffic over a given area, or protection of areas to receive construction traffic. If it becomes necessary to protect the subgrade, we recommend that exposed subgrades be covered with a protective layer consisting of Structural Fill (6 -inch minus) or Aggregate Base. If wet weather or wet subgrade conditions necessitate protection, we recommend that the Contractor be responsible for determining the minimum thickness of the protective layer Responsive ■ Resourceful ■ Reliable 14 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 necessary to meet the requirements of this report, based on the material to be used and the soil conditions at that time. If unstable subgrade conditions develop during construction, suitable methods of stabilization, if required, will be dependent upon factors such as schedule, weather, and size of area to be stabilized and the nature of the instability. Possible stabilization methods could include the following: ■ Scarification and Recompactiom During dry weather, it may be feasible to scarify, dry, and recompact the exposed soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils. Limited use of this stabilization method should be expected if construction is planned during winter months or periods of rain. ■ Replacement with Structural Fill: Undercutting we soils and replacing them with Aggregate Base or Structural Fill (6 -inch minus) could be considered to improve subgrade stability. Typical undercut depths would range from about '/z foot to 2 feet. The use of geotextile fabric (Mirafi 600X or equivalent) could also be considered depending on the soil conditions and possible underground work planned in the area. Equipment should not be operated above the fabric until one full lift (8 inches loose) of Aggregate Base or Structural Fill (6 -inch minus) is placed above it. Grading operations should be controlled to prevent water from flowing into construction areas. Excessive wetting or drying of the foundation excavation soils should be avoided during construction. If excess surface water or precipitation is allowed to collect in footing excavations, this excess water should be promptly removed. If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then recompacted prior to placing subsequent lifts of Structural Fill or foundation rade to expose components. Alternatively, the frozen material could be excavated from the subg unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused until it is thawed and adjusted to the proper moisture content. The Contractor is responsible for designing and constructing stable, temporary excavations as required to maintain stability of the excavation sides and bottom, and for protecting existing facilities/utilities. Excavations should be sloped or shored in accordance with local, state, and federal regulations, including current OSHA excavation and trench safety standards. 4.3 Foundations The proposed building can be supported by shallow, spread footings. Due to variability of the consistency and relative density of the near surface soils, foundations should be supported on a uniform layer of Structural Fill (6 -inch minus or 3 -inch minus), as described in the following subsection. Responsive ■ Resourceful ■ Reliable 15 Initial Geotechnical Engineering Report lferr�eon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 4.3.1 Snread Footincl Recommendations Description Criteria Foundation type Conventional shallow spread footings. Minimum of 18 inches of Structural Fill (6 -inch minus or 3 -inch minus) meeting the requirements of Bearing material Section 4.2.3. See the following paragraph for additional details. Net allowable bearing pressure' 2,500 psf Columns: 30 inches Minimum footing width Walls: 18 inches Perimeter footings and footings in unheated portions of the structure: 24 inches (for frost Minimum embedment depth below lowest adjacent subgrade protection). Interior footings not susceptible to frost: 18 inches Estimated total settlement Total: < /inch. Columns: <'/ inch between adjacent columns Estimated differential settlement Walls: <'/: inch over 40 feet Ultimate coefficient of friction to resist 0.35 sliding 1. The allowable bearing capacity may be increased by 1/3 for support of temporary loads such as those generated by wind and seismic events. As previously discussed, our findings indicate that the consistency and relative density of the near surface native soils vary 1 i II considerably between the boring locations. _ yao W vao To reduce the potential for total and '.0 d ever differential settlements of foundations that COMPACTED Tl' .STRUCTURAL C = exceed the limits required in Geotechnical FILL Re onrervad Investigation Specifications and Report Excavation Level �_- Requirements, footings should be supported on a uniform layer of at least 18 Overexcavation I Backfill inches of compacted Structural Fill (6 -inch NOTE. Excavatorl sketches shown vertical for convenience. Excavations should be sloped as minus or 3 -inch minus) placed above a necessary for safety. subgrade prepared in accordance with recommendations in Section 4.2 of this report. We anticipate that the majority of this uniform support layer will be constructed as the native clay soils are overexcavated from the building area and replaced with Structural Fill (6 -inch minus), as indicated in Section 4.2.1. After removal of the clay soils, if it is determined additional overexcavation is needed to establish a Responsive ■ Resourceful ■ Reliable 16 Initial Geotechnical Engineering Report l�err7eOn Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Structural Fill depth of 18 inches below the bottom of the footings, this overexcavation should extend laterally from the foundation edges a distance equal to 213 of the depth of the compacted fill below the footing base elevation (12 inches laterally for a supporting layer of 18 -inches), as shown in the adjacent figure. If this additional overexcavation is needed at individual footing locations, we recommend Structural Fill (3 -inch minus) be used to backfill this zone of additional overexcavation, to facilitate compaction. 4.3.2 Foundation Construction Considerations Care should be taken when excavating the foundations to avoid disturbing the supporting soils. Soils that rut, pump, or are otherwise disturbed are not suitable for support of foundations. If soft, disturbed, or otherwise unsuitable bearing soils are encountered in footing excavations, the unsuitable materials should be removed and replaced with compacted Structural Fill (6 -inch minus or 3 -inch minus). The base of all foundation excavations should be free of water. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively dry, disturbed, saturated, or frozen, the affected soil should be removed prior to placing concrete. 4.4 Drainage All grades should provide effective drainage away from the building during and after construction. Roof runoff and surface pad drainage should be collected and discharged far enough away from the structure to prevent wetting of the foundation soils. We recommend that a gradient of at least 3 percent for a minimum distance of 10 feet from the building perimeter be provided, except in asphalt and concrete paved locations. In asphalt and concrete paved areas, we generally recommend a minimum gradient of 2 percent. However, we understand this is not practical in all locations. Therefore, in paved areas where a minimum gradient of 2 percent is not practical, a gradient no less than 1 percent should be provided. Effective drainage should be maintained for the life of the structure. We do not anticipate that footing drains will be necessary for this project. A A seismic Considerations Description' Value 2009 International Building Code Site Classification (IBC) DZ Site Latitude 43.58890 N Site Longitude 116.4025° W Ss, Spectral Acceleration for a Short Period' 0.29g (for Site Class B) S1, Spectral Acceleration for a 1 -Second Period' 0.10g (for Site Class B) Fa, Site Coefficient for a Short Period 1.57 F,,, Site Coefficient for a 1 -Second Period 2.4 Responsive ■ Resourceful ■ Reliable 17 Initial Geotechnical Engineering Report l�errc7con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Description' Value 1. Based on Section 1613 ofthe 2009 International Building Code (IBC). 2. Borings for this project extended to a depth of approximately 21 feet below the existing site grade. Based on our experience in the site vicinity and on published geologic literature, we estimate that that dense to very dense soil continues below the. maximum depth of the subsurface exploration to a depth of at least 100 feet. 3. Accelerations shown above should be adjusted as required by the IBC to accountforthe Site Class D. 4.5.1 Earthquake -Induced Soil Liquefaction Within the method for the evaluation of liquefaction presented by Youd et al. (2001), soils with a corrected SPT blow count of 30 or greater are classed as non -liquefiable. Based on the depth to groundwater, the relatively low estimated seismic shaking parameters, and the generally dense to very dense condition of the gravel soils underlying the site, we anticipate that the risk associated with soil liquefaction at the site is low. 4.6 Floor Slab 4.6.1 Floor Slab Recommendations Description Value Interior floor system Concrete slab -on -grade supported on Aggregate Base. Minimum 6 inches of Aggregate Base compacted in accordance with Section 4.2.3 of this report. Aggregate Base should be Floor slab support supported on soils prepared in accordance with Section 4.2 of this report. Modulus of subgrade reaction 200 pci for point load conditions. Floor slabs should be structurally independent of building footings and walls to reduce the potential of floor slab cracking caused by differential movements between the slab and foundation. From a geotechnical standpoint, the use of a vapor retarder beneath the interior slabs is not considered necessary. However, we anticipate that some moisture will develop beneath the slab as a result vapor migration through the soil. The floor slab designer should determine if the moisture collection beneath the slab will adversely affect the performance of the floor and the various floor coverings that may be placed on the floors. If a vapor barrier is to be used, we recommend using a puncture -resistant product that is classified as a Class A vapor retarder in accordance with ASTM E 1745. To avoid puncturing of the vapor retarder, construction equipment should not be allowed to drive over any vapor retarder material. The slab designer and slab contractor should refer to ACI 302 and ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. 4.6.2 Floor Slab Construction Considerations On most project sites, the subgrade preparation is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to Responsive ■ Resourceful ■ Reliable 18 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 utility excavations, construction traffic, desiccation, rainfall, etc. As a result, the floor slab subgrade may not be suitable for placement of Aggregate Base and concrete. We recommend the area underlying the floor slab be rough graded and then thoroughly proofrolled with a loaded tandem -axle dump truck with a minimum weight of 20 tons prior to final grading and placement of Aggregate Base. Particular attention should be paid to areas of high construction traffic and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted Structural Fill (6 -inch minus or 3 -inch minus). All floor slab subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of the Aggregate Base and concrete. 4.7 Lateral Earth Pressures We understand that below grade walls are planned in the loading dock area. Backfill for walls supporting unbalanced backfill levels on opposite sides should consist of Structural Fill (3 -inch minus). Ultimate lateral earth pressures are presented in the following table and illustrated in the figure below. For the values presented below to be valid, the granular backfill must extend out from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. Earth Pressure Conditions Equivalent Fluid Density (pcf)' Surcharge Pressure, p, (psf1) Earth Pressure, pz (psf)' Active (Ka) 35 (0.27)S (35)H At -Rest (Ko) 55 (0.43)S (55)H Passive (Kp) 460 --- 1. These values are based on soil and rock meeting the requirements 6tructurai rm (3 -inch minus) as defined in Section 4.2.3 of this report, with an assumed unit weight of 125 pcf and an angle of internal friction of 35 degrees. For active pressure movement S = Surcharge —/ (0.002 H to 0.004 H) S �For at -rest pressure No Movement Assumed Horizontal Finished Grade Horizontal Finished Grade —Retaining Wall Responsive ■ Resourceful ■ Reliable 19 Initial Geotechnical Engineering Report l�err�7con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction, and the strength of the materials being restrained. The active earth pressure condition is applicable for structures that are free to rotate. The at - rest earth pressure is appropriate for structures that are restrained at the top. The recommended design lateral earth pressures are ultimate values and do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. These values are for horizontal backfill only. Lateral earth pressures should be adjusted as necessary for surcharge loads, sloping backfill, hydrostatic pressures, live loads near the wall (including compaction equipment), and/or seismic loads as appropriate. Passive pressure should not be used to resist sliding. Fill against foundation and retaining walls should be compacted to densities specified in Section 4.2.3 of this report. Compaction of each lift adjacent to walls should be accomplished with hand -operated tampers or other lightweight compactors. Over -compaction may cause excessive lateral earth pressures on the wall. 4.8 Pavements Pavement recommendations for on-site parking and drive areas are presented in the following subsections. Pavement recommendations for the off-site widening of Stoddard Road were presented in a draft letter dated January 6, 2012. 4.8.1 Pavement Design Recommendations Pavement sections were designed based on the procedures outlined in the 1993 Guide for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO). ■ Soil Design Values: We anticipate the subgrade soils at the site will generally consist of native clay soils. CBR testing was performed on a composite sample of the near surface soils. The design CBR was selected at 95 percent of the maximum density as determined by ASTM D698. Based on this testing, we have used a CBR value of 2.7 in the pavement design calculations. Results of the CBR test are presented in Appendix B. ■ Pavement Design Values: In accordance with the Geotechnical Investigation Specifications and Report Requirements, asphalt and concrete pavement sections were designed based on a traffic loading for "standard -duty" and "heavy-duty' pavements of 109,500 ESALs and 335,800 ESALs, respectively. Other design parameters used in the design included initial serviceability = 4.2, terminal serviceability = 2.0, reliability = 85%, and standard deviation = 0.45 for flexible pavements and 0.35 Responsive ■ Resourceful ■ Reliable 20 Initial Geotechnical Engineering Report l�err?GOn Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 for rigid pavements, which are also based on the Geotechnical Investigation Specifications and Report Requirements. Recommended alternatives for flexible and rigid pavements are presented in the following tables. Traffic Area Recommended Asphalt Pavement Section Thickness (inches) Asphalt Concrete Surface Crushed Aggregate Base Subbase Total "Standard duty" 3 12 - 15 "Standard duty" alternate 3 5 11 19 "Heavy duty' 4 12 - 16 "Heavy duty" alternate 4 6 11 21 Traffic Area Portland Cement Crushed Concrete Surface' Aggregate Base Subbase Total "Standard duty" 6 4 10 "Heavy duty" 7 4 11 1. Reinforced as described in Section 4.8.3 of this report. Pavement design calculations are provided in Appendix E. If traffic volumes will exceed the presented values, Terracon should be notified and allowed to provide pavement sections designed for higher levels of traffic. Openings in the pavement surface, such as landscape islands, are sources for water infiltration into the surrounding pavement section and subgrade. Water can collect in the islands and migrate into the underlying subgrade soils, thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated vegetation, and near - surface soils with low permeability. Due to the fat clay soils encountered at the site, islands with irrigated vegetation should include features to restrict or collect and discharge excess water from the islands. Examples of these features are edge drains connected to the storm -water collection system or other suitable outlet and impermeable barriers that reduce lateral migration of water such as cutoff walls that extend below the bottom of the pavement structure. 4.8.2 Asphalt Materials and Placement Production and placement of the pavement section should conform to the specifications presented in applicable sections of the ISPWC. Specifically, materials related recommendations for the asphalt concrete pavement section are provided below. Responsive ■ Resourceful ■ Reliable 21 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 ■ Asphalt: Asphalt cement should be PG 64-28, Performance Graded Asphalt meeting the requirements of ISPWC Section 805(2.1). ■ Plant Mix Aggregate: Plant mix aggregate should be '/z -inch maximum size Class II mix meeting the requirements of ISPWC Section 803(3.1). ■ Aggregate Base: As defined in Section 4.2.3 of this report. ■ Subbase: As defined in Section 4.2.3 of this report. Following subgrade preparation, in "heavy-duty" pavement areas we recommend that the Subbase/Aggregate Base materials be placed over a geotextile fabric separator to reduce fines migration as well as to stabilize the subgrade. The geotextile fabric should be a woven product (Mirafi 60OX or equivalent). Subbase and Aggregate Base should be moisture conditioned to near optimum moisture content, placed in uniform lifts, and then compacted to the requirements presented in Section 4.2.3 of this report. The asphalt concrete should be compacted to a minimum of 92.0 percent of the maximum theoretical density, as determined by ASTM D2041. 4.8.3 Concrete Properties and Materials Concrete pavement design recommendations are based on an assumed modulus of rupture of 580 psi and a minimum compressive strength of 4,000 psi for the concrete. Saw cuts for contraction joints should be a minimum of '% of the slab thickness. ■ "Standard -Duty' Pavements: "Standard -duty" concrete pavements should be reinforced with 6"x6"-W2.OxW2.0 welded wire mesh. The welded wire reinforcement should be terminated 2 inches on either side of all construction and expansion joints. Wire mesh should be continuous across contraction joints, and should be located approximately 2 inches below the top of the slab. This will require the use of chairs to support the mesh. The length to width ratio for each slab should not exceed 1.5:1, and a maximum joint spacing of 12 feet should be used. ■ "Heavy -Duty" Pavements: For "heavy-duty' pavements areas, we recommend plain jointed concrete with load transfer devices used for transverse contraction and construction joints. (Wire mesh is not required for heavy duty pavements.) Doweled joints should be used in travel lanes for joints that are transverse to the direction of travel and for joints in the dock apron area that are parallel to the face of the loading dock. Dowels should be 3/4 -inch smooth steel placed on 12 inch centers at mid -depth in the slab. The length to width ratio for each slab in "heavy-duty' pavement areas should not exceed 1.3:1, and a maximum joint spacing of 14 feet should be used. If multiple slab widths are placed in a single pour, tie bars will be required for longitudinal contraction joints. Tie bars should be No. 3 by 24 -inch deformed bars at a 36 -inch spacing. A jointing plan should be submitted for the engineers approval prior to the start of paving. Responsive ■ Resourceful ■ Reliable 22 Initial Geotechnical Engineering Report l�err�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Following subgrade preparation, in "heavy-duty" pavement areas we recommend that the Subbase/Aggregate Base materials be placed over a geotextile fabric separator to reduce fines migration as well as to stabilize the subgrade. 4.8.4 Pavement Construction Considerations Asphalt and concrete paving materials should be placed on properly prepared base/subbase and subgrade soils or Structural Fill, as described in Section 4.2 of this report. As construction proceeds, the subgrade may be disturbed or altered due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the subgrade may become unsuitable for pavement support. The long-term effects of localized areas of inadequately prepared subgrade may result in cracking or potholes in the pavement. We recommend the pavement subgrade areas be rough graded and then thoroughly proofrolled with a loaded tandem -axle dump truck with a minimum weight of 20 tons prior to final grading and placement of Aggregate Base/Subbase materials. Particular attention should be paid to areas of high construction traffic and to areas where backfilled trenches are located. Areas where unsuitable conditions are located should be repaired by removing and replacing the affected material with properly compacted Structural Fill (6 -inch minus or 3 -inch minus). All pavement subgrade areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to placement of the Aggregate Base and concrete. As previously discussed, in "heavy-duty" pavement areas a geotextile fabric (Mirafi 600X or equivalent) should be placed between the prepared subgrade and the overlying aggregates. In areas of prepared subgrade or partial thickness pavement the Contractor should limit traffic to equipment necessary to construct the pavement section. Heavily loaded vehicles operating on these surfaces may cause significant damage, resulting in deterioration and reduction in pavement life. 4.9 Soil Infiltration 4.9.1 Infiltration Testing for On -Site Drainage Terracon completed two infiltration rate tests in pits excavated using a track -mounted excavator. The locations of the infiltration tests were provided by PACLAND and were within the proposed parking areas of the site. The approximate infiltration test locations are shown on the Site and Exploration Plan in Appendix A. Prior to testing, water was added to the test pits to presoak them. Following presoaking a head of water measuring 2 feet was added to the pits. A constant head test was performed by measuring the volume of water per minute that was required to maintain the head of 2 feet of water in the excavations. Following completion of this test, no additional water was added to the pits and a falling head test was performed as we measured the time required for the water in the pits to infiltrate. Results of the tests are summarized in the following table. These field test results are not intended to be design rates, and they represent the tests at the depths and locations indicated. Responsive ■ Resourceful ■ Reliable 23 Initial Geotechnical Engineering Report 1�err�Con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 1. Depth below the existing ground surface. 4.9.2 Estimated Infiltration Rates for Drainage of Off -Site Storm Water We understand that storm water collected from the proposed widening of Stoddard Road will be disposed of at a location in the area of approximately borings A-6 and A-7. Infiltration testing has not been performed in this area. Estimated infiltration rates based on correlations to soil type have been requested for use in preliminary design of a storm water infiltration system in this area. We understand that final design of the infiltration system will be based on infiltration testing that will be completed at a later date. Estimated field test infiltration rates for the various soil types encountered at the site are presented in the following table. Actual infiltration rates could vary from those presented below. These approximate rates are based on values published in the Technical Guidance Manual for individual and Subsurface Sewage Disposal Systems prepared by the Idaho Department of Environmental Quality and on the results of testing performed in other locations of the site, as described above. The values presented below are estimations of field test results and are not intended for final design of the infiltration system. Soil Stratum Approximate Depth' (As Defined in Section 3.4 of This Report) Measured Infiltration Test Location Soil Type at Depth of Test Rate Stratum 2 of Test Cemented soils: <1/2 INF -1 11.5 feet Sand, gravel, and cobbles 9 inches/hour Stratum 4 Sand gravel and cobbles with variable silt content: 5 to with variable silt content INF -2 9.5 feet Sand, gravel, and cobbles 15 inches/hour with variable silt content 1. Depth below the existing ground surface. 4.9.2 Estimated Infiltration Rates for Drainage of Off -Site Storm Water We understand that storm water collected from the proposed widening of Stoddard Road will be disposed of at a location in the area of approximately borings A-6 and A-7. Infiltration testing has not been performed in this area. Estimated infiltration rates based on correlations to soil type have been requested for use in preliminary design of a storm water infiltration system in this area. We understand that final design of the infiltration system will be based on infiltration testing that will be completed at a later date. Estimated field test infiltration rates for the various soil types encountered at the site are presented in the following table. Actual infiltration rates could vary from those presented below. These approximate rates are based on values published in the Technical Guidance Manual for individual and Subsurface Sewage Disposal Systems prepared by the Idaho Department of Environmental Quality and on the results of testing performed in other locations of the site, as described above. The values presented below are estimations of field test results and are not intended for final design of the infiltration system. Soil Stratum Approximate Infiltration Rate (As Defined in Section 3.4 of This Report) (Inches per Hour) Stratum 1 Existing fill: Not suitable for an infiltration stratum. Stratum 2 Clay to silty clay: <1/2 Cemented soils: <1/2 Stratum 3 Silt with sand to sandy silt: 1 to 2 Silty sand: 2 to 33/4 Stratum 4 Sand gravel and cobbles with variable silt content: 5 to 20 4.9.3 Infiltration Rate Design Considerations Design rates and preliminary design rates should be determined by the designer by applying an appropriate factor of safety to the infiltration rates presented above. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long-term Responsive ■ Resourceful ■ Reliable 24 Initial Geotechnical Engineering Report l�err7cOn Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115026 maintenance will likely be required to remove these deleterious materials to help reduce decreases in the actual infiltration rate. In addition, infiltration rates may be affected by the following factors, which should be considered when selecting the factor of safety: Test Procedures: Infiltration during the tests likely included both vertical and lateral seepage, whereas seepage from storm water infiltration systems may primarily flow downward, depending on the geometry and details of the system. Water Quality: The infiltration tests were performed using clear water and the estimated rates are also based on infiltration of clear water, whereas the storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration systems. Design of the storm water infiltration systems should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials. Soil Variability: Based on the soils encountered during our exploration, we expect the infiltration rates of the soils could vary over short distances due to variations in fines content and cementation. The preliminary and final design elevations and sizes of the proposed infiltration systems should account for this expected variability in the infiltration rate. 5.0 GENERAL COMMENTS The analysis and recommendations presented in this report are based upon the data obtained from the borings and test pits/trenches performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between explorations, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared in accordance with generally accepted geotechnical engineering practices for the exclusive use of PACLAND and Wal-Mart Stores, Inc., and their respective successors and assigns, for specific application to the project location and stated purpose. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions Responsive ■ Resourceful ■ Reliable 25 Initial Geotechnical Engineering Report 1�err7Con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive ■ Resourceful ■ Reliable 26 APPENDIX A FIELD EXPLORATION '10 — OZO �wQ ➢ pK0 I .1 isOty Z� Oj U _7 L -�W �I WU Lu U O a g OI- o 0 / yI¶ a �lu 'z=-15 b4 !PAl dq IV dt !i S dF uwj jgm -7 2.219, `a O�N •«a Q I d4 y u'��33 J¢ w o �o� wZ ¢ U Z d H o 0 o J JUN O�Zroo Wria aW S W.a^ m ' N N ^� • IIAAryry�� m I Y Q 1 4VOdlod7a401S S �Q a � I T r � c _ j t 1 • O- _ w N u 2 LL O N W 1 = y LL J � a 1 � -+ 2 Fu w o J �• LL W a W W I 11j�L-I LL 1 M O. r c LL O Ow r� y Z W r LL W r w � - ❑ W LL w r J a - O a 0 LL U s W 2 r W !( 4 1 J • ly W LL W a � Ow y Z W K ur • O w r o a � a J U W 2 li F ly W K W O m w z r o M E w � O W i i w � u u + wy LL O oC r LL pi a M W LLI wG Q J ® O LL X a Z �� t Initial Geotechnical Engineering Report 1�err7Con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Field Exploration Description The subsurface exploration consisted of drilling 78 borings in the proposed project area. Thirteen of the borings were drilled in the building area (including the TLE), and the remainder were drilled in parking, drive, and outlot areas. The approximate locations of the borings are shown on the Site and Exploration plan included in this appendix. The boring locations were selected by Terracon. A subcontracted surveyor staked the boring locations in the field and recorded the location and ground surface elevation of each marked boring. Due to construction equipment that was parked on the site, several of the boring locations staked by the surveyor were offset from the actual boring locations. A summary of the boring locations and elevations are presented in this appendix. The borings were drilled using truck -mounted drill rigs equipped with continuous -flight hollow - stem augers. Terracon field geologists recorded logs of the borings during the drilling operations and collected soil samples. Fill soils were encountered in 28 of the borings drilled for this exploration. To further explore the fill soils at the site, test pits/trenches were excavated as part of the supplemental geotechnical engineering services. The test pit/trench locations were selected by Terracon. A subcontracted surveyor staked the test pit/trench locations in the field. The test pits/trenches were excavated with a rubber -tire backhoe and a track -mounted excavator. A Terracon field geologist recorded the approximate limits and depths of fill encountered in the test pits/trenches. The test pits/trenches were loosely backfilled with the soils removed during excavation. A Diagram of Encountered Fill is included in this appendix that shows an aerial photograph of the site overlain with the approximate areas that fill was encountered and the approximate fill depths. Infiltration tests were performed in pits excavated at the site. A discussion regarding the infiltration tests is presented in Section 4.9.1 of this report. The approximate infiltration test locations are shown on the Site and Exploration Plan presented in this appendix. Disturbed soil samples were obtained at various depths in the borings using a 2 -inch - outside -diameter split -spoon sampler driven in general accordance with the Standard Penetration Test (SPT). The result of the SPT is an N -value. The N -value is the number of blows from a 140 -pound hammer falling from a height of 30 inches that are required to drive the split -spoon sampler the last 12 inches of an 18 -inch interval (or the distance indicated). N -values are shown on the boring logs. In addition, relatively undisturbed samples using thin- walled Shelby tube samplers from were obtained from various locations within the proposed building area. Disturbed bulk samples of the auger cuttings were also obtained. Descriptions of the materials encountered are presented on the boring logs in this appendix. The N -value provides a reasonable estimate of the relative in-place density of non-cemented sandy type materials. However, the N -value only provides an indication of the relative stiffness of cohesive materials, since the penetration resistance of these soils may be affected by the Exhibit A-3 Initial Geotechnical Engineering Report lrerracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 moisture content. Considerable care must be exercised in interpreting the N -value in gravelly soils, particularly where the size of the gravel particles exceeds the inside diameter of the sampling spoon. An automatic SPT hammer was used to advance the split -spoon sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the cathead and rope method. The higher efficiency of the automatic hammer affects the standard penetration resistance blow count (N -value) by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. Exhibit A-3 Initial Geotechnical Engineering Report l�err�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Summary of Borin Locations and Elevations Provided b Land Solutions Boring Latitude Longitude Elevation Boring Latitude Longitude Elevation Z1 Z2 43.589564 43.589516 -116.402928 -116.402430 2630.1 2630.2 G5 G6 43.588709 43.588433 -116.401128 -116.401130 2629.1 2628.8 Z3 Z4 43.589537 43.589214 -116.401897 -116.402995 2630.8 2629.5 G7 H1 43.588158 43.589813 116.401133 -116.400738 2628.5 2633.6 Z5 Z6 Z7 43.589213 43.589242 43.588872 -116.402452 -116.401871 -116.402842 2629.8 2629.7 2629.1 H2 H3 H4 43.589538 43.589261 43.588986 -116.400740 -116.400743 -116.400745 2632.1 2631.0 2630.1 Z8 43.588852 -116.402145 2628.8 HS 43.588711 -116.400748 2629.9 Z9 43.588701 -116.403280 2628.3 H6 43.588434 -116.400751 2629.7 Z10 43.588706 -116.401881 2627.8 H7 43:588159 116.400754 2629.3 Z11 43.588451 -116.402479 2627.7 11 43.589814 -116.400358 2633.8 Z12 43.588336 -116.403021 2627.6 12 43.589539 -116.400361 2632.8 Z13 43.588327 -116.402072 2626.6 13 43.589263 -116.400363 2631.4 Al 43.589805 -116.403393 2630.3 14 43.588987 116,400367 2630.4 A2 43.589529 -116.403395 2629.7 15 43.588713 116.400371 2630.5 A3 43.589254 -116.403398 2628.8 16 43.588436 -116.400371 2630.5 A4 43.588978 116.403401 2628.6 17 43.588160 -116.400374 2630.1 A6 43.588427 -116.403406 2627.0 J1 43.589815 A7 43.588151 -116.403409 2626.7 32 43.589539 2634.6 Bl 43.589806 116.403014 2630.4 J3 43.589264 N634.82634.8 2633.0 67 43.588152 116.403029 2626.7 J4 43.588988 2632.2 C1 43.589807 -116.402634 2631.0 J5 43.588713 2632.0 C7 43.588153 -116.402651 2625.9 J6 43.588437 2631.0 D1 43.589808 -116.402255 2631.3 17 43.588161 -116.399995 2631.0 D7 43.588154 -116.402271 2626.1 K3 43.589265 -116.399605 2634.9 El 43.589810 -116.401876 2632.2 K4 43.588989 -116.399608 2633.1 E4 43.588983 -116.401884 2628.8 K5 43.588714 -116.399611 2632.7 E7 43.588156 -116.401891 2627.5 K6 43.588438 -116.399613 2631.8 F1 43.589811 -116.401496 2632.4 K7 43.588163 -116.399615 2631.4 F2 43.589535 -116.401499 2630.8 L31 43.589225 -116.399223 2635.6 F3 43.589259 -116.401502 2629.7 L4 43.588990 -116.399227 2633.6 F4 43.588984 -116.401504 2628.6 LS 43.588715 116.399231 2632.9 FS 43.588708 -116.401507 2628.2 L6 43.588439 -116.399234 2632.4 F6 43.588432 -116.401510 2628.0 L7 43.588164 -116.399236 2632.3 F7 43.58815657 -116.4015125 2628.0 M31 43.58926719 -116.3988463 2636.3 G1 43.58981187 -116.4011177 2632.9 M4 43.58899138 -116.3988488 2635.3 G2 43.58953606 -116.4011192 2631.5 M5 43.58871563 -116.3988517 2633.3 G3 43.58926035 -116.4011223 2630.3 M6 43.58844007 -116.3988542 2632.8 G4 43.58898468 -116.4011247 2629.2 M7 1. Boring L-3 was drilled approximately 15ft north and 10 ft west of the surveyed locations. 43.58816439 -116.3988575 2633.2 boring M-3 was drilled approximately Exhibit A-4 LOG OF BORING NO. Z-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS CD o� o DESCRIPTION � 0 a c U 2J W w i Zr/1 Z Of W mJ fY fn N O U Q Q. a w d ¢ o w a0 �Z WF Z JF c9 Approx. Surface Elev.: 2630.1 ft ❑ 0 o: o a� a ?� (CL)CLAY WITH SAND: BS stiff, moist, scattered organics, brown 2 2628.1 MI Ll SILT: SS 1.5 37 30 48/10 very stiff, moist, brown 3..5 2626.8 IML TO SMI SANDY SILT TO SILTY SAND; medium dense to dense, moist, cemented 5 particles, light brown SS 1.2 14 6.5 2623.6 o �e (GP)GRA EL WITH SAND: very dense, moist, light brown SS 0.9 54 OD o�D 10 SS 0.8 57 oD o oQD I. OD ° 5° 15 SS 0.5 50/0.2 OD o �° o D O ° �a o D 18.8 2611.3 BOTTOM OF BORING Temporary piezometer installed in boring to a depth of about 18 feet. The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft � ��rr acon BORING STARTED 5-24-11 t/VL V N/E WD = N/E 5/25/11 BORING COMPLETED 5-24-11 RIG BK -81 LOGGED BY BLP WL s WL I APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > n w No o= DESCRIPTION > sa U 2 x = w J w > ZV1 Z Kw m� �� N O ww ¢� w OU ~� ¢O Fg °rz 0 Approx. Surface Elev.: 2630.2 ft o c¢ii , m v ¢ R zD (CL) CLAY: SS 0.9 11 stiff, moist, scattered organics, brown 2629.2 2(CL.ML) SILTY CLAY: 2628.2 stiff, moist, brown (SM) SILTY SAND: SS 1.3 23 medium dense to dense, moist, weakly cemented, light brawn 6 SS 1.3 34 1.1- 7 2623.2 (SP1 SAND WITH GRAVEL: SS 1.0 20 2 5 Ed dense, moist, light brown 10 2620.2 10 SS 0.6 49 Q° (GP) GRAVEL WITH SAND: dense to very dense, moist, light brown o D O sand lens from 12 to 13 ft OD oD SS 1.0 73 aD oD O SS 0.7 50/0.4 19.4 zslo.s BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-24-11 WL WD N/E WD i CO EDLOGGED 2BLP WL 7 V ROBING BK -81 BY WL I APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-3 Page 1 of 1 CLIENT PACLAND PROJECT Proposed Retail Development SITE Meridian (S) Store #3093 SAMPLES TESTS UW DESCRIPTION z J W S > of o� U W W O z� 2 WH WJ xrn N O WW U� Q. '� Hz W1= Z d~ 0 Approx. Surface Elev.: 2630.8 ft o ai � aim 3 � ¢ � � z� (CH) FAT CLAY; SS 0.6 8 17 50 —/2 7 medium stiff to stiff, moist, scattered organics, brown 2 2628.8 (ML TO SMI SANDY SILT TO SILTY SAND: SS 1.1 37 dense to very dense, moist, weakly cemented, light brown `. 5 SS 0.9 57 s 2624.8(GPI GRAVEL WITH SAND AND COBBLES: OD dense to very dense, moist, light brown SS 1.1 40 D O311 °10 O0 o SS 1.0 50 oOD oOD o D O 1s SS 0.6 50/0.5 OD o D O AS 1.1 58 19 82611.3 20 20 (SP-SM) SAND WITH SILT: 261. very dense, moist, light brown BOTTOM OF BORING Temporary piezometer installed in boring to a depth of about 18 feet. The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rr acon BORING STARTED 5-24-11 WL 4 N/E WD = N!E 5/25/11 BORING COMPLETED 5-24-11 RIG BK-81 LOGGED BY BLP WL Y WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS DESCRIPTION F q J o= % 2rr1 MW mJ V N U Q> H a Q.2 < O W >> y Hp WH ¢2 WF- ? J a2 t7 Approx. Surface Elev.: 2629.5 ft o W it of m 3 0 ¢ _ z� (CL) LEAN CLAY: SS 1.0 14 13 40/17 stiff, moist, scattered organics, brown 2 2627.5 (ML) SANDY SILT: SS 1.5 74 hard, moist, weakly to moderately cemented, light brown 4.5 2625 ISM) SILTY SAND: 5 5.5 medium dense, moist, brown 2624 SS 1.1 51 o (GP-GM) GRAVEL WITH SILT. SAND, oT,AND COBBLES: medium dense to very dense, moist, light brown SS 0.3 28 0 SS 1.0 55 1 6 10 0 0 0 0 15 0 0 18.8 2610.7 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between sail and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 rerr acon BORING STARTED 5-23-11 WL 4 N/E WD 1 BORING COMPLETED 5-23-11 RIG BK-81 I LOGGED BY BLP WL -T s WL I APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS ud w n o0 DESCRIPTION F X F U d w Ja W ?3 z LU m, Zvi N O Lu gni �-z 0U w g z v Approx. Surface Elev.: 2629.8 ft o W � vat m 3 ¢ - 7. 5 (CL) CLAY: SS 0.9 7 medium stiff, moist, scattered organics, brown 2 2627.8 (SM) SILTY SAND: SS 1.5 39 31 33 dense, moist, trace of gravel, light brown `� 5 2624.8 5 ISM) SILTY SAND WITH GRAVEL; SS 1.0 47 dense, moist, brown .`� 7 2622.8 (P) SAND WITH GRAVEL: SS 1.1 53 medium dense, moist, light brown . �.'. 8.5 2621.3 o �e (GP) GRAVEL WITH SAND AND COBBLES Qo dense to very dense, moist, light brown 1p SS 1.1 90 o Qo Oo o �o OD o �a oQo 15 SS 1.1 84 O oho oOU SS 0.9 42 1,120 2609.6 20 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 r�rr�con BORING STARTED 5-23-11 WL� N/E WD = BORING COMPLETED 5-23-11 RIG BK -81 I LOGGED BY BLP WL Y F WL I APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS n of DESCRIPTION LU F �a w 00 U _ xLU J w Z rl] ZZ D_' w m� o0 N U_ W a = wW 71 o z g3 Approx. Surface Elev.: 2629.7 ft o m m 30 <71 6� Z� (CL) CLAY: ST 2.0 32 66 moist, scattered organics, brown 1.5 2628.2 (SM TO ML) SILTY SAND TO SANDY SS 1.4 52 SSS very dense, moist, weakly cemented, light brown medium dense, not cemented below 4.5 ft 5 SS 1.5 14 6 2623.7 s. (ML) SANDY SILT: 2623.2 ° stiff, moist, brown (GP -GM) GRAVEL WITH SILT AND SS 0.8 77 o SAND: very dense, moist, light brown 0 10 SS 0.7 50/0.5 0 0 ° 0 ° 0 15 SS 1.0 60 0 ° SS 1.2 72 20 2609.7 20 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, thetransition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rracon BORING STARTED 5-24-11 WL 4 N/E WD i 4-11 RIG BORING COMPLETED K-SIOGGED BY 2 BLP WL s Q WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-7 Page 1 of 1 CLIENT PACLAND PROJECT Proposed Retail Development SITE Meridian (S) Store #3093 SAMPLES TESTS LU W W U a 0 DESCRIPTION F r W 2 zN w ¢3: ofy d 0 a O W ? Approx. Surface Elev.: 2629.1 ft o vai w mm ¢. �0 z� (CL) LEAN CLAY: SS 0.7 7 21 44/20 85* Va, medium stiff, moist, scattered organics, ST 2.0 39 68* brown 2 2627.1 (ML) SANDY SILT: stiff, moist, cemented particles, light brown SS 1.2 14 4.5 2624.6 (SM) SILTY SAND: 5 very dense, moist, trace of gravel, light SS 0.7 67/0.8 brown :;7 2622.1 (GP-GM) GRAVEL WITH SILT AND ° SAS SS 0.6 50 6 dense to very dense, moist, light brown ° to SS 1.2 96/0.9 0 0 0 15 SS 0.5 50/0.2 0 ° 0 0 19.4 2609.7 SS 0.5 50/0.4 BOTTOM OF BORING * The dry unit weights and moisture contents shown above were obtained from different depths of the same Shelby tube sample. The dry unit weight of 85 pcf was at a sample depth between about 1 to 1.5 ft, and the dry unit weight of 68 pcf was at a sample depth between about 1.5 to 2 ft. The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 rerr acon BORING STARTED 5-23-11 WL 4 N/E WD = BORING COMPLETED 5-23-11 RIG BK-81 LOGGED BY BLP W-11 � %WL APPROVED RJO I JOB# 62115028 LOG OF BORING NO. Z-8 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > 'G LU x>F � w o DESCRIPTION F � �a U a 2 w J w > zn Z rtW mJ �v N o UW 3 Q_ g Hz Vii= z d� of Approx. Surface Elev.: 2628.8 It o W it ')m 3o ¢ o ?� (CL) LEAN CLAY; SS 1.0 11 25 46/20 stiff, moist, scattered organics, brown with sand below 1 ft z 2626.8 (SMI SILTY SAND; SS 1.5 43 dense, moist, cemented particles, light ::4 brown - 2624.8 (GP -GM) GRAVEL WITH SILT AND ° SAND; 5 dense to very dense, moist, light brown SS 1.3 44 0 SS 1,0 46 0 ° o less silt below 9.5 it 1c SS 1.2 84 2 7 0 0 0 5 SS 0.4 50/0.3 0 0 120.9 20 SS 0.7 50/0.4 2607.9 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rracon BORING STARTED 5-23-11 WL� N/E WD � BORING COMPLETED 5-23-11 RIG BK -81 I LOGGED BY BLP WL Y Y WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-9 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE SAMPLES TESTS W LU > W U }F o Z 7 DESCRIPTION w a N W Zrn LLD QS Q_ Q a a g O U 1-0 w� FZ of U) W~ O ? dt Q C7 0 Approx. Surface Elev.: 2628.3 It o ti � aim � o a � _ ? ZD e (CLI CLAY: SS 1.0 11 13 4 stiff, moist, scattered organics, brown 2 2626.3 (ML) SANDY SILT: SS 1.0 50/0.4 hard, moist, weakly to moderately cemented, light brown 4.5 2623.8 5 ° (GP -GM) GRAVEL WITH SILT AND SAND: SS 0.3 50/0.4 b very dense, moist, light brown b b SS 0.9 50/0.5 b 10 SS 0.9 92/0.9 3 8 b O o silty sand from 14.5 to 15.5 15 a SS 1.0 00/0. b 18 2610.3 ISP -SMI SAND WITH SILT: dense, moist, light brown SS 1.5 32 ,. 20 2608.3 20 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: In-situ, the transition may be gradual. WATER LEVEL DEPTH(S), It 1 �arracan BORING STARTED 5-23-11 WL 4 N/E WD = COMPLETED23-11 WL � Y RIG BY BLP WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-10 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS w of DESCRIPTION F wa C)a7 o=II1 2 Jw LU 1 W W Ql J 0 N U S Q.= w 0U �O WZ App,ox.Surface Elev.: 2627.8 ft ❑ v¢i Lu mm 3 ¢ z (CL) CLAY: SS 1.0 11 22 stiff, moist, scattered organics, brown 2 2625.8 (ML) SANDY SILT: hard, moist, strongly cemented, light brown 4 2623.8 (SM) SILTY SAND: medium dense, moist, brown 5 SS 1.0 19 7 2620.8 oQ° (GP) GRAVEL WITH SAND: SS 0.5 50/0.3 very dense, moist, light brown o D O pD 10 SS 0.3 50/O.S oQD o Q° OD ,G SS 0-9-T7 oD OD oD SS 0.6 50/0.4 d° 20.4 2607.4 20 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft �erracon BORING STARTED 5-23-11 WL 1-7 N/E WD -V BORING COMPLETED 5-23-11 RIG BK-81 LOGGED BY BLP WL Y 4 %WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-11 Page 1 of 1 CLIENT PACLAND PROJECT Proposed Retail Development SITE Meridian (S) Store #3093 SAMPLES TESTS a 0W of DESCRIPTION a x } o 'o of w in >r o a a LU o ?� W0 J N W of Wof O iW- wE ? g>S a~ Approx. Surface Elev.: 2627.7 ft o w aim o a ?� o. (CL) CLAY: 2627. medium stiff, moist, scattered organics, SS 1.0 18 21 brown z (MLI SANDY SILT: 7.67.5.7 very stiff, moist, trace of gravel, light brown SS 1.2 69/0.9 (SM) SILTY SAND: dense, moist, cemented particles, light 4.5 brown 2623.2 very dense and with gravel from 3.5 ft to 5 4.5 ft SS 1.1 56 0 (GP-GM) GRAVEL WITH SILT AND ° SAND; o dense to very dense, moist, light brown less silt below 7 ft SS 0.9 38 6 0 0 70 SS 1.0 45 0 0 0 15 SS 1.1 77/0.9 0 0 18.g 2608.8 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-23-11 WL QN/E WD = BORING COMPLETED 5-23-11 RIG BK-81 LOGGED BY BLP WL -T Y WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. Z-12 CLIENT Page 1 of 1 PACLAND PROJECT Proposed Retail Development SITE Meridian (S) Store #3093 SAMPLES TESTS W O J DESCRIPTION _ W W C F WJ o N ❑ WU' ¢ H a 00 zvi Lu 0 Approx. Surface Elev.: 2527.6 fto N m 3 0 ¢ o z (CL) CLAY: SS 1.2 28 15 I stiff, moist, scattered organics, brown 2626.6 2 (SM TO MLI SILTY SAND TO SANDY SIL j 2625.6 medium dense, moist, light brown (SMI SILTY SAND - SS 1.3 43 24 4 dense, moist, trace of gravel, weakly 2623.6 ° cemented, light brown o 5 ) GRAVEL WITH SILT AND SAN(GP-GM D• SS 1.1 48 dense, moist, light brown 0 ° SS 0.9 40 0 ° 9.5 2618.7 (GPI GRAVEL WITH SAND o D verydense, moist, light brown 10 SS 1.1 71 O ° b° OD o Do OD ° B° OD 1s SS 0.7 50/0.4 QO o D O 20 2607.6 20 BOTTOM OF BORING oTemporary piezometer installed in boring to a depth of about 18 feet. 0 U W F n' o The stratification lines represent the approximate boundary lines V between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft 1rerracon BORING STARTED 5-23-11 a WL s N/E WD N/E 5/25/11 BORING COMPLETED 5-23-11 o WL Y Y RIG BK -81 LOGGED BY BLP 0 WL APPROVED RJO I JOB# 62115028 LOG OF BORING NO. Z-13 Page 1 of 1 PACLAND PROJECT Proposed Retail Development c5 o DESCRIPTION U 2 Q o: 0 Approx. Surface Elev.: 2626.6 ft (FILL I CLAY: moist, trace of gravel, scattered organics, brown moist, light brown very brown 11 15 Temporary piezometer installed in boring to a depth of about 18 feet. The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft SITE Meridian /Rl czfnrn wrong WL 4 N/E WD =/E 5/25 N/11Herracon WLWL y BORING STARTED 5-23-11 BORING COMPLETED 5-23-11 RIG BK -81 LOGGED BY BLP APPROVED RJO 1 JOB # 62115028 SAMPLES TESTS V 2 w ❑ W } J Q 0)of SS yo x 1 oU W 1.0 Zei r -o o.� Nm 11 a:W LU ~Z QO �U 11 �a 4]J W~ F� Q� W w N o N v a` la �2 ❑ UW �3 a— Zj 92 SS 1.1 49 5 SS SS 1.0 1.0 48 48 5 SS 0.9 72 SS 0.5 30 WL 4 N/E WD =/E 5/25 N/11Herracon WLWL y BORING STARTED 5-23-11 BORING COMPLETED 5-23-11 RIG BK -81 LOGGED BY BLP APPROVED RJO 1 JOB # 62115028 LOG OF BORING NO. A-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > -a U IR w a DESCRIPTION >a gLd o� LU W o z rrr Z w ld��a K rri O U a w a ¢ w a� lW– 1_g ? g az c0 Approx. Surface Elev.: 2630.3 ft o rn x rn m ¢O o ¢ � ae z5 (FILL) CLAY WITH SAND: SS 1.0 14 moist, trace of gravel, brown 2 2628.3 (FILL) SILTY SAND WITH GRAVEL; SS 0.7 15 moist, brown SS 0.5 12 17.5 5 2622:8 (SP) SAND: 8 5 moist, light brown 2621.8 o Q� (GP) GRAVEL WITH SILT AND SAND; SS 0.9 67 o b'10 very dense, moist, light brown 2620.3 10— BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 carr acon BORING STARTED 5-24-11 N/E WD Y 5-4-11 R GRING COBI< 81PLETEDLOGGED BY 2BLP WL -7 WL I APPROVED RJO I JOB# 62115028 LOG OF BORING NO. A-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS DESCRIPTION uj W ox U W Jo_ W Z Xui OoO N w W O� o_ of X O ?>� > WH HZ W H p Z Approx. Surface Elev.: 2629.7 ft o 0 of aim 3 0 ¢ zi zZ 0.5 (FILL) SILT WITH GRAVEL; 2629.2 moist, brown SS 1.2 11 (CLl CLAY: 2 zsz7.7 stiff, moist, scattered organics, brown (ML) SANDY SILT: SS 1.0 50/0.4 very stiff to hard, moist, weakly to moderately cemented, tan 5 SS 1.3 29 6 2623.7 o;. (GP)GRA EL WITH SAND: dense to very dense, moist, light brown o D: Q. SS 1.0 67 ,...a 10 2619.7 10 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 rerracon BORING STARTED 5-24-11 s N/E WD i 4-11 RIG RING COMPLETED K-81LLOGGED BY 2BLP FWLL APPROVED RJO JOB # 62115028 LOG OF BORING NO. A-3 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W a Wa r o 6 >F DESCRIPTION F � �� U W J W > ZV Z WW m� N UW a2 O0 �p �Z a W~ V Q. Df Approx. Surface Elev.: 2628.8 ft o ran Of W m - a (FILL) CLAY; SS 0.3 19 moist, trace gravel and cobbles, some 1.5 metal and brick debris, brown 2627.3 ISM TO ML) SILTY SAND TO SANDY 19-E 09S dense, moist, cemented particles, brown to light brown 4.5 very dense, moderately cemented from 3 2624.3 o: to 4.5 It 5 SS 0.7 67 (GP) GRAVEL WITH SAND; O C. very dense, moist, light brown 0 0: SS 1.1 91 o:. a 10 2618.8 10 BOTTOM OF BORING 3 S i S i i The stratification lines represent the approximate boundary lines '- between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 BORING COMPLETED5-24-11 3. WLQ N/E WD 7 1 re rr acon i WL 2 Q RIG BK-811LOGGED BY BLP WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. A-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W b 0o DESCRIPTION >- > a w c 6 o U C W W zN Z mJ N WW Uri a IT- a O LU �Z ¢vi W O Z Approx. Surface Elev.: 2628.6 ft o vaim 306 ¢ z� (CH) FAT CLAY: SS 1.1 7 medium stiff, moist, scattered organics, brown 3 2625.6 lia 1.4 59 98 65/33 (ML) SANDY SILT: 4 hard, moist, weakly cemented, tan 2624.6 LGP) GRAVEL WITH SAND: o Qa o D; very dense, moist, light brown 5 SS 1.1 69 O o D: o' D. SS 1.0 55 4. �q .�10 2618.6 10 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rracon BORING STARTED 5-24-11 WL Q N/E WO = BORING COMPLETED 5-24-11 WL Y RIG BK -81 LOGGED BY BLP WL I APPROVED RJO JOB# 62115028 LOG OF BORING NO. A-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W w o CD DESCRIPTION >:J o o U C W W z3 Z mJ N W r n. O WF WF O J c�a Approx. Surface Elev.: 2627.0 ft o 0 � U) m 3 0 ¢ � � z � (CL) CLAY: SS 0.9 15 stiff, moist, scattered organics, brown RR I 1.5 2625.5 (SM) SILTY SAND: medium dense, moist, cemented particles, -9a in 27 brown to tan 4 2623 (GP -GM) GRAVEL WITH SILT AND ° SAND; 5 --SS very dense, moist, light brown 1.1 95/0.9 0 0 sand layer from 8.5 to 9.5 ft SS 1.1 59 to Z617 to BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rr acon I BORING STARTED 5-25-11 WL 7- N� WD i BORING COMPLETED 5-25-11 RIG BK -81 LOGGED BY BLP WIL Y l WL APPROVED RJO JOB # 62115028 LOG OF BORING NO. A-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS a > w a r DESCRIPTION wa $ W0 _ C = J J Zf/1 0:W J m KN N O UW Q Q 0 a 0 U t -O �z wF- ¢ ? d~ Approx. Surface Elev.: 2626.7 ft o vi W m 3 0 z (FILL) GRAVEL WITH SILT AND SAND;'95 12 19 moist, light brown BS 1.5 2szs.2 2 (FILL) SANDY CLAY WITH GRAVEL; 2s .7 moist, brown (CL) CLAY; SS 0.7 50/0.4 3.5 moist, scattered organics, brown 2623.2 (ML) SANDY SILT; overy dense, moist, moderately cemented, tan s SS 1.1 78/0.9 (GP -GM) GRAVEL WITH SILT AND ° o SAND; 7 very dense, moist, light brown 2x19.7 (GP) GRAVEL WITH SAND; o ,p; very dense, moist, light brown O .8.9 2617.8 BOTTOM OF BORING s 3 r r u i 9 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. n WATER LEVEL DEPTH(S), ft RTED 5-25-11 5-25-11 BK -81 LOGGED BY BLP LAPPROVED v WL 4 N/E WD = l ��rr iconPLETED WL 2 Y WL RJO I JOB # 62115028 n LOG OF BORING NO. B-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU w o ~ DESCRIPTION Y > of �= o U 4= W W Z W J N W W U a o -o. o z� w� ¢z X� w o z g� 0 Approx. Surface Elev.: 2630.4 ft o N N m 3 0 ¢ z o (CL) CLAY: SS 1.0 9 17 5 stiff, moist, scattered organics, brown 3 2627.4 SS 1.5 67 (ML) SANDY SILT: hard, moist, weakly cemented, tan 6 SS 1.5 58 7 2623.4 (SM) SILTY SAND: medium dense, moist, brown SS 1.2 14 42 10 2620.4 10 BOTTOM OF BORING The stratification lines represent the approximate boundarylines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), It Irerracon BORING STARTED 5-24-11 W N/E WD Y 4-11 R G ING CO BK -81 I LOGGED BY PLETED 5-2BLP WL APPROVED RJO JOB # 62115028 LOG OF BORING NO. B-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS V LU W n DESCRIPTION of U > zm o mJ N US a a J FL -'W QZ Ky W O z G Approx. Surface Elev.: 2626.7 it o AY: m a (FILL) SANDY CL 3a 1.2 24 BS 1 stiff, moist, trace of gravel, brown 2625.7 (ML) SANDY SILT: 2.5 very stiff, moist, variable cementation, tan 2624.2 SS 1.1 75 (GP -GM) GRAVEL WITH SILT AND SAND: very dense, moist, light brown a 5 2622-2 o: , (GP) GRAVEL WITH SAND; 5 very dense, moist, light brown SS 0.5 50/0.4 o' D. o;f SS 1.0 84 a a 10 2616.7 10 I BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 rerracon BORING STARTED 5-25-11 N/E WD V 5-11 ROBING COMPLETED LOGGED BY FL2BLP WL WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. C-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS a w DESCRIPTIONo� U a C F W a W O zm Z ,u mJ avi N d UW g3i Approx. Surface Elev.: 2631.0 ft o ai � uai M 3 00 ¢ � z 5 0.5 (FILL) SANDY CLAY; 2630.5 moist, trace of gravel, scattered organics. 3a 1.0 10 BS brown 2 2626 (FILL) CLAY: stiff, moist, brown SS 1.5 54 (ML) SANDY SILT; stiff to hard, moist, cemented particles, brown weakly cemented from 3 to 6.5 ft 5 SS 1.3 38 6.5 2624.5 0q. (GP) GRAVEL WITH SAND: very dense, moist, light brown b: O' °Q° SS 0.9 74/0.7 '19.7 2621.3 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 t�rr�con BORING STARTED 5-24-11 WLQ N/E WD i BORING COMPLETED 5-24-11 RIG BK -81 I LOGGED BY BLP WIL Y WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. C-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS WFL a o� DESCRIPTION of o U x C S J W > ZN Z R'W W �uj N O W W U3 0 U z W z ILI— ZD (ifo Approx. Surface Elev.: 2625.9 ft W � 0_ m o < o (FILL) CLAY WITH SAND: 2625.4 moist, trace of gravel, brown "3a 09 39 BS 2 (FILL) SILTY GRAVEL WITH SAND; 2623.9 moist, light brown (FILL) MIXTURE OF SILTY SAND, 1 14 -roe 3.5 GRAVEL. AND CLAY WITH SAND; 2622.4 0.4. moist, brown (GP) GRAVEL WITH SAND: o ,D SS 1.0 57 O . very dense, moist, light brown5 ..b Q' o �a o' D. 0.9 57 o' D. 2615.9 10 BOTTOM OF BORING i S i i 3 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 5-5-11 ING COBORBKL81 LOGGED 2BLP N/E WD Irerracon WL Y Y R G BY WL APPROVED RJO JOB# 62115028 0 LOG OF BORING NO. D-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > DESCRIPTION Q�� o o� UW z� Z W J m N W— o_ a O WH FZ p N W� O Z Q J a Approx. Surface Elev.: 2631.3 ft o N m� o¢-zF � v �0 (FILL) SILT WITH GRAVEL; ISS 10 1 18 BS moist, brown 2 (FILL) CLAY WITH SAND; 2629.3 moist, asphalt fragments, trace of gravel, brown SS 1.1 15 (FILL) SANDY CLAY: 16.5 moist, asphalt fragments, trace of gravel, brown 5 SS 1.1 10 2624.8 (GP) GRAVEL WITH SAND; very dense, moist, light brown o' Q: �(�° SS 0.6 50/0.4 9.4 2621.9 I BOTTOM OF BORING 1 The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rr acon BORING STARTED 5-24-11 WL V N/E WD 4-11 RIG BORING CORK 8 FLOGGED BY 2BLP WL WL APPROVED RJO JOB # 62115028 LOG OF BORING NO. D-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS U �a W 4 DESCRIPTION F F U o_ �' F W d 0O ?i Z WW H mJ of c6 N O UW J� Lu o w Q M Z � CL H Approx. Surface Elev.: 2626.1 ft o m N m 3 zz (FILL) CLAY: SS 1.1 13 moist, scattered organics, trace of gravel, Pq brown 2.5 2623.6 (GP -GM) GRAVEL WITH SILT AND SS 0.8 65 ° SAND: very dense, moist, light brown 5 2621.1 5 °Q (GP) GRAVEL WITH SAND: SS 0.9 55 very dense, moist, light brown o: Q¢ o' D: 2 SS 0.6 54 o' t Q� 10 2616.1 10 I i BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft rerracon BORING STARTED 5-25-11 WL Y N/E WD s RING COPLETED 5-11 2BLP RIG RK 81 I LOGGED BY WL APPROVED RJO JOB # 62115028 LOG OF BORING NO. E-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU LU w r o X DESCRIPTION S.' > F �a c N �� WW U 2 W a W O z� Z of LU m J wH O J3 0� 2 0 Approx. Surface Elev.: 2632.2 ft o o w m 3 ° z (FILL) CLAY WITH SAND: SS 1.0 9 moist, scattered organics, trace gravel, 1.5 brown 2630.7 IML) SANDY SILT: very stiff, moist, interbedded clay layers, SS 1.1 26 cemented particles, tan 4.5 2627.7 IML TO SM) SANDY SILT TO SILTY 5 SAND;SS 1.0 17 medium dense, moist, cemented particles, tan 7.5 2624.7 ISM) SILTY SAND: medium dense, moist, brown SS 1.3 21 10 2622.2 10 BOTTOM OF BORING z n r Y 1 The stratification lines represent the approximate boundary lines P between soil and rock types: in-situ, the transition may be gradual. n WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 RIG RING COBK-81 COMPLETED DLOGGED BY -2 BLP WIL -7 N� WD 1 �� rr acon WL Y WL APPROVED RJO JOB # 62115028 9 LOG OF BORING NO. E-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU 0 DESCRIPTION w j OS _ a a > O Zrn a'W w� 0: F O z g CD Approx. Surface Elev.: 2628.8 ft o (o O X F -O ran m 4Z 3 0 a~ (CL)CLAY: SS 1.0 14 1 stiff, moist, scattered organics, brown 2627.6 (ML) SANDY SILT; hard, moist, cemented particles, variable SS 1.4 39 cementation, tan 4.5 2624.3 (SM TO ML) SILTY SAND TO SANDY 5 SS 1.0 31 5.5 S� 2623.3 moist, brown 0 7 (GP -GM) GRAVEL WITH SILT AND 2621.6 SAND ?(3° dense, moist, light brown (GP) GRAVEL WITH SAND: °3 dense, moist, light brown SS 0.5 48 b: 10 2618.8 10 BOTTOM OF BORING a z x Y Y L 1 7 The stratification lines represent the approximate boundary lines 9 between soil and rock types: in-situ, the transition may be gradual. n WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 BORING COMPLETED�BYBLP RIG BK -81 LOG M WL 4 N/E WD i Irerracon o WIL 4 S_ o WL APPROVED RJO JOB# 62115028 m LOG OF BORING NO. E-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS CD LU WLu U o 0 DESCRIPTIONc w N W a rLU dQ. W 0 zo Z iLU --z m z UW a 0 Lu < Lu¢ m m F~ �_ ¢ J z Approx. Surface Elev.: 2627.5 ft (CL) CLAY: SS 1.1 7 medium stiff, moist, trace sand and gravel, disturbed, scattered organics, brown 2625.5 2 (ML TO SMI SANDY SILT TO SILTY SS 1.2 88 3 SAND: 2624.5 hard, moist, caliche fragments, tan o (GP-GM) GRAVEL WITH SILT AND P6P3 4.5 SAND; 5 SS 1.0 86 a:(}° very dense, moist, light brown IGPI GRAVEL WITH SAND: o;a very dense, moist, light brown Q: SS 1,1 82 n a 10 2617.5 10 BOTTOM OF BORING a z 0 U Q K W H 'a 'g The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition maybe gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 BORING COMPLETED 5-25-11 RIG BK-81 LOGGED BY BLP OR 1 N WL 4 N� WD ��rr acon o WL y - Y APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. F-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS U t7 a iE a. rn 2 DESCRIPTION w N W V = J W > ZN z K1L Ktn Q = a O w z w z z J �-- Approx. Surface Elev.: 2632.4 ftOf `� °' 4 (CL) CLAY; SS 0.9 8 stiff, moist, scattered organics, brown BS 2 2630.4 (ML) SANDY SILT: SS 1.2 35 very stiff to hard, moist, variable cementation, tan 5 SS 1.1 20 8.5 2623.9 SS 1.1 17 ISM TO ML) SILTY SAND TO SANDY SILLT' 2622.4 to medium dense, moist, brown to BOTTOM OF BORING a z 0 U< K K W F n U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft BORING STARTED 5-2711 BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP WL 4N/E WD i 1 rerracon WL Y Y o WL APPROVED RJO I JOB# 62115028 m LOG OF BORING NO. F-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS wT ul > a DESCRIPTION�10z mw Ww oz< o W ul 3: ¢ z5C) Approx. Surface Elev.: 2630.8 ft(CL) CLAY: SS stiff, moist, scattered organics, brown 2 2628.8 (ML) SANDY SILT: SS 1.2 73 hard, moist, strongly cemented, tan very stiff, not cemented, more sand below 5 SSf126 5ft 7.5 2623.3 IGP1 GRAVEL WITH SAND: °q very dense, moist, tan SS 0.9 80 0 9: O:. 10 2620.8 10 BOTTOM OF BORING z 0 w 'u The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft lrerracon BORING STARTED 5-25-11 a WL 4 �E WD N i BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP o WL Y APPROVED RJO JOB# 62115028 o WL m LOG OF BORING NO. F-3 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS j T CO w a o [9 a W m of �� x of DESCRIPTION F r � wJ J a N �(D u W LU OV LU z ai a 300 xH a° z Approx,Surface Elev.: 2629.7 It o of o ranm ¢ (CHI FAT CLAY: SS 0.8 5 29 50/24 medium stiff, moist, scattered organics, 2 .brown 2627.7 (MLl SANDY SILT: hard, moist, strongly cemented, tan SS 0.9 50/0.3 4.5 2625.2 (SMI SILTY SAND WITH GRAVEL; 5 Rmoist, brown SS 0.9 31 IGPi GRAVEL WITH SAND: very dense, moist, tan SS 0.8 50/0.4 o b: O: 9.4 2620.3 . BOTTOM OF BORING a z 8 w a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1rerraCOn BORING STARTED 5-24-11 s WL 4N/E WD i BORING COMPLETED 5-24-11 o WL 2 Y RIG D BY KLP CME -75 LOGGE APPROVED RJO I JOB # 62115028 o WL m LOG OF BORING NO. F-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU a V a �Z DESCRIPTION Tt= w0 W w l- gam'((D o 0 w mZ Approx. Surface Elev.: 2628.6 ft (CL) CLAY: SS 0.8 18 very stiff, moist, scattered organics, brown BS 2.5 2626.7 SS 1.3 91 fGM) SILTY GRAVEL WITH SAND; very dense, moist, brown 4.5 2624.1 5 ° SGP) GRAVEL WITH SAND: SS 1.1 53 very dense, moist, brown o D: O D: O' ° b SS 1.0 51 D: Oa 10 2618.6 10 BOTTOM OF BORING 2 z 0 v rc w r a m The stratification lines represent the approximate boundary lines � between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rracon BORING STARTED 5-24-11 WL N/E WDo = BORING COMPLETED 5-24-11 RIG CME -75 LOGGED BY KLP ;-7 w WL y - APPROVED RJO JOB# 62115028 o WL 2 LOG OF BORING NO. F-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS. c DESCRIPTIONof ww U a a W o z3 Z wF_ w� z g3 0 `° 3 ¢ zn Approx. Surface Elev.: 2628.2 ft ° U' (CL) CLAY: SS 1.0 23 very stiff, moist, scattered organics, brown with sand, gray from 1 to 2 It 2626.2 2 ISM) SILTY SAND: SS 1.0 24 15 34 medium dense, moist, brown 6 SS 1.2 30 .: .75 2620.7 rcpt GRAVEL WITH SAND; very dense, moist, tan SS 0.8 87 o .p oa. to 2618.2 10 BOTTOM OF BORING `a In In z 0 U Q K W W F !L o The stratification lines represent the approximate boundary lines 9 between soil and. rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 reirr acon BORING STARTED 5-23-11 g WL 4 N/E WD BORING COMPLETED 5-23-11 RIG CME -75 LOGGED BY KLP o WL Y y APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. F-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS Id c w > w ,o y a DESCRIPTION w z U _ a o ?� wjw- z g� ¢ 0 FL ¢Z az c(0 Approx. Surface Elev.: 2628.0 ft ❑ < 0_ om X11 24 QJ ° =� (CH) FAT CLAY: BS stiff, moist, scattered organics, brown 2 2626 (ML TO SM) SANDY SILT TO SILTY SS 1.0 32 SAND; stiff to hard, moist, brown 5 SS 1.0 11 7.5 2620.5 (GPl GRAVEL WITH SAND: ° Qa very dense, moist, tan SS 0.5 50/0.4 o D: . 9.4 2618.6 BOTTOM OF BORING a 'n In z cQ rc w 'a P The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 o t BORING COMPLETED 5-23-11 6 WL 4 N/E WD �_ 4 RIG CME -75 LOGGED BY KLP o Irerracon WL APPROVED RJO JOB# 62115028 o WL w LOG OF BORING NO. F-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > U1 Ve co W } a DESCRIPTION r of U 0 ul > 0 Z r0 of W � (� O U� Q p m z Q 3 �� aZ z 0 Approx. Surface Elev.: 2628.0 ft can v°'i u ¢ (C Ll CLAY WITH SAND: SS 0.4 50/0.5 hard, moist, scattered organics, brown 2.5 2625.5 SS 1.1 30 20 (SM TO MLI SILTY SAND TO SANDY S5 medium dense, moist, cemented particles, �.5 tan 2623 5 SS 1.2 24 .'. ISM) SILTY SAND: medium dense, moist, brown 7.5 2620.5 (GP) GRAVEL WITH SAND: °p very dense, moist, tan SS 0.4 50/0.4 D. 2618s BOTTOM OF BORING r 0 0 z 0 QU K K W F d � The stratification lines represent the approximate boundary lines t2 between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-23-11 o WL Q t BORING COMPLETED 5-23-11 RIG CME -75 LOGGED BY KLP o WL Y s APPROVED RJO I JOB # 62115028 To WL m LOG OF BORING NO. G-1 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS w� N DESCRIPTION m w�� US U x a = a > o Zv7 3 Kw ujz wl- z ar o w M W m � o ¢ z Approx. Surface Elev.: 2632.9 ft 0 (FILL) SILTY GRAVEL WITH SAND; 26 A SS 1.0 18 moist, brown (CLI CLAY WITH SAND: 2630.9 2 moist, scattered fragments of cemented silt, brown SS 1.0 7 41 )SMI SILTY SAND, loose to medium dense, moist, trace of gravel, light brown to brown SS 1.1 18 less silt below 5 ft 5 .`' 7.5 2625.4 (GP) GRAVEL WITH SAND: °very dense, moist, tan SS 0.9 58 o -D'. O' ° a 10 2622.9 10 BOTTOM OF BORING In c� c 0 U< K K W F d The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. 5-25-11 DEPTH(S), ft 5-25-11WD TWATERVEL 1herraco:L:LL GED BY KLPY # 62115028 m LOG OF BORING NO. G-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU 15 w ya a DESCRIPTION _ of Nw� z a o z� wz wF z gt= a o U X I-O min QO Fg V a az z 0 Approx. Surface Elev.: 2631.5 ft m o Q (CL)CLAY; SS 1.2 12 stiff, moist, disturbed, scattered organics, 2 brown 2629.5 (MLI SANDY SILT: SS 1.3 48 hard; moist, moderately cemented, tan 5 SS 0.7 88 6.5 2625 IGP1 GRAVEL WITH SAND: °a very dense, moist, tan o .D. SS 0.8 75 00a o D: Q� �� 10 2621.5 10 BOTTOM OF BORING z 0 U Q K K W F d o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 herr acon BORING STARTED 5-25-11 0 R WL 4 N/E WD t -_ BORING COMPLETED 5-25-11 RIG CME-75 LOGGED BY KLP a WL y y APPROVED RJO JOB # 62115028 o mom LOG OF BORING NO. G-3 Page 1 of 1 CLIENT PACLAND I PROJECT Proposed Retail Development DESCRIPTION (. Surface Elev.: 2630.3 ft (CL) CLAY: very stiff, moist, scattered organics, brown cemented, tan to brown (SM) SILTY SAND: medium dense, moist, brown very BOTTOM OF BORING SITE 1 Meri SSI 1.2 1 45 dian (S) Store #3093 TESTS a o. w o ❑ a 0 ?� U rf Id w� 0 33 0 LU V O y QJ Qm ZD SS 0.7 17 BS SSI 1.2 1 45 dian (S) Store #3093 TESTS o. w o ❑ Zm J N U rf Id w� 0 33 0 V az U QJ o ZD The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 c WL YBOR N/E WD Y 1 rerr acon RIG ING COMPLETED CME 751 LOGGED BY 24-11 KLP tD 0 WL APPROVED RJO I JOB# 62115028 LOG OF BORING NO. G-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS 000d� DESCRIPTION w O J r1W> Wz Lu p z w mto O ¢ zjwo 7 Approx. Surface Bev,: 2629.2 ft 10 (CL) CLAY: SS 0.5 stiff, moist, scattered organics, brown 2 21327.2 (MLI SANDY SILT: MLstiff, moist, some cementation, tan to SS 1.3 30 brown not cemented below 5 ft e SS 1.3 17 S 2621.2 ° IGPI GRAVEL WITH SAND; SS 0:9 77 very dense, moist, tan o: 10 2619.2 10 BOTTOM OF BORING z z 0 a a w 'a The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 m BORING COMPLETED 5-24-11 s WL s N/E WD o WL Y Y RIG CME -75 LOGGED BY KLP irerracon APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. G-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS w a c o co a W m rn x c7 o DESCRIPTION w, $ w� o 3 w� w� z 3� o � N m 3 o a::i Z aApprox. Surface Elev.: 2629.1 ft (CLI CLAY: SS 0.8 16 very stiff, moist, scattered organics, brown 2 2627.1 (ML) SANDY SILT: SS 1.1 23 stiff to very stiff, moist, brown 5 SS 1.3 13 7.5 2621.6 (GP) GRAVEL WITH SAND; ' very dense, moist, tan SS 0.8 90 o _b O o:a 10 2619.1 10 BOTTOM OF BORING a 0 z 0 U 6 K W F a U The stratification lines represent the approximate boundary lines ,- between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1��rracon 5-23-11 WL Q NIE WD 1 D 5-23-11 LOGGED BY KLP ER o JOB# 62115028 oL c LOG OF BORING NO. G-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS 0 0_ Coa ujN o iL�;T DESCRIPTION x z > zm Kw ofc6 W 1- dFWz z Q o rt vim 3� ¢� a z� Approx. Surface Elev.: 2628.8 ft (CLI CLAY: SS 1.0 11 stiff, moist, scattered organics, brown 2 2626.8 (SM TO MLI SILTY SAND TO SANDY SS 1.0 15 SILT; medium dense, moist, tan 2623.8 ISM) SILTY SAND: 6 SS 1.1 26 medium dense, moist, trace of gravel, brown 2621.8 7 ler' GRAVEL WITH SAND: very dense, moist, light brown D: 0:.. SS 0.9 88/0.9 o:a ' 9.9 2618.9 BOTTOM OF BORING a 0 0 i 0 U¢ K K W F a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 o i BORING COMPLETED 5-23-11 4N,E WD WL $ y RIG CME-75 LOGGED BY KLP Ireirracon o APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. G-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS o DESCRIPTION �_ _ w� T -T JLU > Zu7 d'W �Cd Fz w� Approx. Surface Elev.: 2628.5 k < ur WED ¢ \ (CL) CLAY: SS 0.7 14 stiff, moist, scattered organics, brown BS 2.5 2626 ISM) SILTY SAND: dense, moist, moderately cemented, tan .� ::." 5 2623.5 (GP -GM) GRAVEL WITH SILT AND 5 SS 0.7 86 SAND: very dense, moist, tan 7.5 2621 IGP) GRAVEL WITH SAND: N very dense, moist, tan SS 0.9 86 o D: e(.�a 10 2618.5 10 BOTTOM OF BORING a z 0 U¢ K W F '2 U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. ° WATER LEVEL DEPTH(S), ft 1rerricon BORING STARTED 5-23-11 e WL WD = BOR C 2 -11 RIOING CME75EDOGGED BY KLP EVN/E o WL APPROVED RJO I JOB # 62115028 o WL m LOG OF BORING NO. H-1 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > � a x o �a W m �2 DESCRIPTION w z m� N ww U 0- > 0ul K w K r� O g 3 W ¢ w o— ¢0 �' �� a ? ?z 0 Approx. Surface Elev.: 2633.6 ft o y `� m J (FILL' MIXTURE OF CLAY, CEMENTED SS 1.0 18 SILT AND SANDY SILT; moist, brown 2631.6 z ISM TO MU SILTY SAND TO SANDY 58 SILT; SS 1.2 very dense, moist, moderately cemented, 4.5 brown 2629.1 (GP -GM) GRAVEL WITH SILT AND 5 SS 0.8 90 SAND: very dense, moist, brown 7 2626.6 'GPI GRAVEL WITH SAND: I& very dense, moist, brown SS 0.9 49 o .D: °Q D: 10 2623.6 10 BOTTOM OF BORING a z 0 QU K K W F R o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition maybe gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 m BORING COMPLETED 5-25-11 $ WL 4N/E wD= o WL Y Y RIG CME -75 LOGGED BY KLP Irerr con APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. H-2 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > w '5 a C7 DESCRIPTION Ul a w = o z C7 n. m� o $ o = a O z� wof Z Q� wH d �w g� S a LU �i� Q7 z zn Approx. Surface Elev.: 2632.1 ft vaim (CL) CLAY: BS stiff, moist, scattered organics, brown 2 2630.1 (ML) SANDY SILT: SS 1.1 37 hard, moist, moderately cemented, tan 5 SS 1.3 51 8.5 2623.6 IML TO SM) SANDY SILT TO SILTY SS 1.2 41 SAND: 2622.1 10 dense, moist, brown 10 BOTTOM OF BORING a z 8 a w w 'a W The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 8 = BORING COMPLETED 5-25-11 WL Q N/E WD Irerracon RIG CME -75 LOGGED BY KLP WL APPROVED RJO JOB # 62115028 w g WL ANL LOG OF BORING NO. H-3 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES {TESTS > U U W d of DESCRIPTION �c7 z� wW m WF U al._ � zz of Approx. Surface Elev.: 2631.0 it it o 9 � of m (CL) CLAY: SS 0.7 14 stiff, moist, disturbed, scattered organics, 2629 WITH SAND SS 1.0 14 stiff, moist, tan L9.4 SS 1.1 19 2623 EL WITH SAND, SS 0.6 50/0.4 moist, tan 2621.6OF BORING a J J G Y Y L 1 7 The stratification lines represent the approximate boundary lines 9 between soil and rock types: in-situ, the transition maybe gradual. 0 WATER LEVEL DEPTH S), It 1 herr aconME-75 RTED 5-25-11 o WL 4 N/E WD 1 PLETED 5-25-11. WL Y s LOGGED BY KLP LAPPROVED o WL RJO JOB # 62115028 m LOG OF BORING NO. H-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W Ti Ya DESCRIPTIONW LU Q. V J N W w U ao W ?� Z WF m wF oz U g3 2 rz ¢ o- Z 0 Approx. Surface Elev.: 2630.1 ft o `¢ X N m (CL) CLAY: SS 0.9 9 stiff, moist, scattered organics, brown 22628.1 (ML) SANDY SILT: SS 1.1 23 very stiff, moist, cemented particles, tan no cemented particles below 5 ft 5 SS 1.3 19 7.5 2622.6 (GPI GRAVEL WITH SAND; very dense, moist, tan SS 0.9 80 o D: to 2620.1 10 BOTTOM OF BORING 1515 z 0 ¢U K K W F R o The stratification lines represent the approximate boundary lines T between soil and rock types: in-situ, the Vansition may be gradual. WATER LEV9711rerracon BORING STARTED 5-24-11 WL 5Z /E BORING COMPLETED 5-24-11No RIG CME -75 LOGGED BY KLP WL �_ APPROVED RJO JOB# 62115028 I WL m LOG OF BORING NO. H-5 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS 13 W c a w� W ra U DESCRIPTIONo. > c Zrn Rcd N w� W U� Q_ 00 d'W �z LU O z g— a2. 0 a v' t -p 03o �7 Approx. Surface Elev.: 2629.9 ft SS 0.8 20 (CL) CLAY: BS very stiff, moist, scattered organics, brown 2 2627.9 L SANDY SILT: hard to very stiff, moist, strongly cemented, tan very stiff, not cemented below 5 ft 5 SS 0.9 21 7.5 2622.4 (SP1 SAND WITH GRAVEL: o dense, moist, tan SS 0.8 38 10 2619.9 10 BOTTOM OF BORING a 0 t� z O <U K K W F d The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH{S), ft BORING STARTED 5-24-11 o z BORING COMPLETED 5L 8 WL Q N/E WD Y g RIG CME -75 LOGGED BY o �� rr icon WL _ APPROVED RJO JOB# 62 o WL m LOG OF BORING NO. H-6 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W7t;2 c ODESCRIPTION LU $ J> o3�wEz zcn �w stn O a Approx. Surface Elev.: 2629.7 ft ° W rt W m a z= (CL) CLAY; SS 0.6 8 23 4 stiff, moist, scattered organics, brown 2 2627.7 (SM1 SILTY SAND WITH GRAVEL; SS 0:5 80 very dense, moist, brown 262x.2 .:.�'. 3.5 tGPt GRAVEL WITH SAND; very dense, moist, tan o .D' Q 5 SS 1.0 69 o D) p.�q o.Qa SS 0.8 86 ' D .Q.. 2619.7 10 10 BOTTOM OF BORING 0 c? z 0 U< K K W F a The stratification lines represent the approximate boundary lines � between soil and rock types: in-situ,. the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 WLE = BORING COMPLETED 5-23-11 N' WD y � RIG CME-75 LOGGED BY KLP 1 rerr aeon o WL APPROVED RJO JOB# 62115028 o WL m LOG OF BORING NO. H-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W a Y DESCRIPTION uj N U J > ov zin �w LU Zvi `u~ O vw �i gF a a t' o z Approx. Surface Elev.: 2629.3 ft ° °' a �° (CL) CLAY: SS 1.1 14 stiff, moist, scattered organics, brown 2.5 2626.8 SS 1.1 77 (SMI SILTY SAND: very dense, moist, trace gravel, variable 2625.3 a cementation, brown IGP) GRAVEL WITH SAND: o.a 5— o .p; very dense, moist, tan SS 0.7 50/0.5 O'. o fto oIl'JJo; O:., 0 �0 0.3 50/0.3 *SS 2620 9.3 BOTTOM OF BORING Q 0 z 0 <U K K W F d The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 o i BORING COMPLETED 5-23-11 WL Q N/E WD W o WL 4 RIG CME-75 LOGGED BY KLP _ Irerracon APPROVED RJO JOB# 62115028 o WL m LOG OF BORING NO. 1-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU a u a a Yn �� DESCRIPTION = U _ Ja O ?� ww w� zz g� o ai o aim 3 ¢ z Approx. Surface Elev.: 2633.8 it (FILL) MIXTURES OF CLAY AND SS 1.0 14 SANDY SILT; 2 moist, tan 2631.8 IML) SANDY SILT: SS 1.3 18 very stiff, moist, brown 5 SS 1.2 19 8.5 2625.3 SS 1.2 62 ISM) SILTY SAND; 262 medium dense, moist, brown 2623.8 10 (GP -GM) GRAVEL WITH SILT AND to SAND; very dense, moist, brown BOTTOM OF BORING z z 0 U< K W F d U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-25-11 WL 4 N/E WD BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP WIL o y Y _ APPROVED RJO I JOB # 62115028 o WL m LOG OF BORING NO. 1-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LULYn c9 U.] a i;E C7 � 2 00 DESCRIPTION U x = J > Z r/7 O w W wi- K rq Z ¢ o o M W W m QO r� a aZ zx Approx. Surface Elev.: 2632.8 ft ¢ O (FILL) CLAY: SS 0.6 12 moist, scattered organics, brawn 2 2630.8 )MLI SILT WITH SAND: SS 1.2 7 medium stiff to stiff, moist, tan cemented particles below 5 ft 6 SS 1.1 14 hard below 8.5 It SS 1.2 34 10 2622.6 10 BOTTOM OF BORING 0 z z 0 U 6 K K W F d U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 rerracon BORING STARTED 5-25-11 n WL N/E WD __ BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP o WL Y Y APPROVED RJO JOB# 62115028 o WL m LOG OF BORING NO. 1-3 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU a V ' _ (Da w o n y Ox 0 DESCRIPTION wz mJ N Lw U a o_ 1 o Z V) CL w �z e: N W O' z 3 g� o m X o°r m 3 O ¢ z z Approx. Surface Elev.: 2631.4 ft (CLI CLAY: SS 1.1 14 stiff, moist, scattered organics,brown 2 2629.4 (ML) SANDY SILT: SS 1.1 54 hard, moist, moderately cemented, tan 5 2626.4 IML TO SMI SANDY SILT TO SILTY 5 SS 1.3 A SAND: medium dense, moist, tan 8.5 2622.9 SS 1.0 70 (GP) GRAVEL WITH SAND; °4 very dense, moist, tan 2621.4 o..D. 10 10 BOTTOM OF BORING a z 8 a rc w 'a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. ° WATER LEVEL DEPTH(S), ft 1 herr acon BORING STARTED 5-25-11 WL 4 /E WD N BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP o WI y APPROVED RJO JOB # 62115028 -11 o m LOG OF BORING NO. 1-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS L U W Y 2 DESCRIPTIONwa o N Wo U _ a C W Ja W o z� Z wF mJ wr z ow g� d o N U of F -U ') m QZ 3 0 F� 2 v o.Z Z Approx. Surface Elev.: 2630.4 ft J (CLI CLAY: SS 0.2 16 very stiff, moist, scattered organics, brown BS 2.5 2627.9 (ML) SANDY SILT: SS 1.2 33 hard, moist, moderately cemented, tan stiff, not cemented, brown from 5 to 7.5 ft 5 SS 1.3 11 7.5 2622.9 (GP) GRAVEL WITH SAND; very dense, moist, brown SS 0.8 60/0.9 2620.5 BOTTOM OF BORING a 0 z 0 U Q K K W F d W o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 BORING COMPLETED 5-24-11 NWL 4 N/E WD = Irerracon o WL y Y RIG CME -75 LOGGED 8Y KLP WL APPROVED RJO I JOB # 62115028 CM m LOG OF BORING NO. 1-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS � U DESCRIPTION U z F W a LU 1 o zfn 3 X wt- o a— Approx. Surface Elev.: 2630.5 ft O W (CL) CLAY: SS 0.7 22 very stiff, moist, scattered organics; brown 2 2628.5 (ML) SANDY SILT: SS 0.9 49 hard, moist, moderately cemented, tan SS 1.0 60 5 2625.5 (GP -GM) GRAVEL WITH SILT AND 5 ° SAND: very dense, moist, light brown 2623.5 7 tGP1 GRAVEL WITH SAND: ° very dense, moist, light brown o D: Q:.. SS 0.9 92 q �. o".D: 10 2620.5 10 BOTTOM OF BORING 0 z 8 w 'a o Thestratification lines represent the approximate boundary lines T between soil and rock types: in-situ, the transition maybe gradual. ° WATER LEVEL DEPTH(S), ft I rerracon BORING STARTED 5-24-11 g WL VN/E WD = BORING COMPLETED 5-24-11 RIG CME -75 LOGGED BY KLP o WL 7 Y WL APPROVED RJO JOB# 62115028 LOG OF BORING NO. 1-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS j ae 0 a W rn TZ DESCRIPTIONN J a > o Z r/J CC W WZ mN WP O z Q 0 m o z Approx. Surface Elev.: 2630.5 ft c (CL) CLAY: SS 1.1 10 stiff, moist, scattered organics, brown BS 2 2626.5 (MLI SANDY SILT: SS 0.9 50/0.4 hard, moist, moderately cemented, tan 5 2625.5 Y SAND WITH GRAVEL; 5 SS 0.8 46 lSILTISMI dense, moist, brown 2623 IGPI GRAVEL WITH SAND: very dense, moist, tan SS 0.7 50/0.3 9.3 2621.2 BOTTOM OF BORING a 0 z 0 U Q K K W r a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-23-11 BORING COMPLETED 5-23-11 RIG CME-75 LOGGED BY KLP 8 WL 4 E WD N, o WL �_ Y APPROVED RJO JOB 62115028 o WL m LOG OF BORING NO. 1-7 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W W U n } 0 DESCRIPTION w N W 2 W 00 Z m T r!) O U a. a o 2 0 �O m m ¢O 3 v �1 ? az 0 Approx. Surface Elev.: 2630.1 ft ICL) CLAY; SS 0.7 13 stiff, moist, scattered organics, brown 2.5 SS 1.2 21 17 23 ISM) SILTY SAND; medium dense, moist, tan 5 2625.1 ISP) SAND WITH GRAVEL: 5 SS 1.0 38 a dense, moist, brown 7.5 2622.6 (GP) GRAVEL WITH SAND: ° very dense, moist, tan SS 0.6 50/0.4 o .D. O 9.4 2626.7 BOTTOM OF BORING z 0 U W r 'a The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEV±DEPTH(S), ft 1 �� rr icon BORING STARTED 5-23-11 BORING COMPLETED 5-23-11 RIG CME-75 LOGGED BY I<LP o 4 N/E aWL o WL Y APPROVED RJO JOB # 62115028 a VVI m LOG OF BORING NO. J-1 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS �a W W Co U n Y 1�1­ o DESCRIPTION G w� N w� U _ oW� W o z3 Z wW m w� z U gF W Of W'o �0 ¢ V z� Approx. Surface Elev.: 2634.8 ft 0) (CL) CLAY: SS 0.8 9 stiff, moist, scattered organics, brown 2 2632.8 (ML) SANDY SILT: SS 1.2 19 very stiff, moist, tan 5 2629.8 (SM) SILTY SAND; 5 SS 1.3 20 16 46 medium dense, moist, tan less silt below 8 feet 2625.8 SS 1.0 60 s tGPI GRAVEL WITH SAND; 10 very dense, moist, tan 2x24'6 10 BOTTOM OF BORING Z Z 0 U Q W F 'a o The stratification lines represent the approximate boundary lines V between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), It BORING STARTED 5-25-11 RIG RING COMPLETED BY 2 KLP W` N/E WD V 1 ��rr acon APPROVED RJO I JOB # 62115028 o WL m LOG OF BORING NO. J-2 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W w n Y o DESCRIPTION N U c zm i o: w m� w 0 3f �z oS O at- Approxi Surface Elev.: 2634.6 ft o m m � o) ¢: z =Z) (FILL) CLAY: SS 0.9 15 moist, scattered organics, brown 2 2632.6 (ML TO SM) SANDY SILT TO SILTY SS 1.3 29 SAND; medium dense, moist, brown 5 SS 1.1 27 7.5 2627.1 )GPI GRAVEL WITH SAND: very dense, moist, tan SS 0.8 52 °.Qa. 10 2624.6 10 BOTTOM OF BORING 0 c? 0 U 6 K w H 'a The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), It BORING STARTED 5-2dKLP BORING COMPLETED 5-2 WL s NIE WD = ��rr�con WL �_ Y RIG CME-75 LOGGED 8Y C APPROVED RJO JOB# 62115 m LOG OF BORING NO. J-3 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS w W 2 � DESCRIPTIONc w wF- �w� z wC9 g3 LU aE z' 0 Approx. Surface Elev.: 2633.0 ft o < aim 3C) ¢ (FILL) CLAY: SS 0.6 12 moist, scattered organics, brown 2 2631 (ML) SANDY SILT: SS 1.2 27 very stiff, moist, tan more sand from 5 to 8 ft 5 SS 1.2 19 8 2625 (GP) GRAVEL WITH SAND; SS 0.8 46 °?p dense, moist, tan D: to 2623 10 BOTTOM OF BORING a 0 c� 0 U¢ K K W F d U The stratification lines represent the approximate boundary lines between soil antl rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft BORING STARTED 5-25-11 BORING COMPLETED 5-25-11 RIG CME -75 LOGGED BY KLP R WL 4 N/E WD =_ rerracon o WL Y M APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. J-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W U DESCRIPTION w:1 w� Ja W Z w� J co N ¢r _ a p ?� az w Z dZ Approx. Surface Elev.: 2632.2 ft O m 0: 1 m ¢ J (FILL) SANDY CLAY WITH GRAVEL SS 0.2 27 AND COBBLES; moist, pieces of concrete at ground 2630.2 2 surface, brown (ML) SANDY SILT: SS 1.3 80 hard, moist, strongly cemented, tan 6 SS 0.2 66 6 2624.2 (SM) SILTY SAND; SS 1.5 47 dense, moist, light brown '{ 10 2622.2 10 BOTTOM OF BORING Z5 'n 0 C? O U K W F 'a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), It 1 rerracon BORING STARTED 5-2711 WLN/E 4 WD 1 BORING COMPLETED 5-24-11 WL Y s RIG CME -75 LOGGED BY KLP C APPROVED RJO I JOB # 62115028 o WL m LOG OF BORING NO. J-5 page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > n of DESCRIPTION c F ofa o C'2U1I'I C Z>i wW mJ rtF N O C)S J> FZ D- Approx. Surface Elev.: 2632.0 ft o ran co m � o ¢ z� (FILL) CLAY: SS 1.1 14 moist, trace of gravel, brown 2.5 2629.5 (FILL) CLAY WITH SAND AND GRAVEL; SS 1.0 37 moist, brown q 2628 (ML) SANDY SILT; hard, moist, strongly cemented, tan 5 7.5 2624.5 (SPI SAND: medium dense, moist, brown SS 1.2 17 10 2622 10 BOTTOM OF BORING Y L Thestratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. .2 WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 BORING COMPLETED 5-24-11 N WL NN/E WD = 1 rerr icon RIG CME -75 LOGGED BY KLP o WL V o WL APPROVED RJO JOB # 62115028 m LOG OF BORING NO. J-6 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS � w U a T 0 o DESCRIPTION w z a O z� wW w� z gam' 0 �' o a Approx. Surface Elev.: 2631.0 ft 0 U) U: U) m (CLI CLAY: SS 0.8 12 stiff, moist, scattered organics, brown 2 2629 (ML) SANDY SILT: SS 1.4 91 hard, moist, moderately cemented, tan 5 2626 5 SS 1.1 20 (ML TO SM 1 SANDY SILT TO SILTY SAND: medium dense, moist, cemented particles, tan 2623.5 (GPl GRAVEL WITH SAND: ° moan dense, ist, t SS 0.9 35 o .p a; a2621 1a 10 BOTTOM OF BORING a 0 z 0 U< K K W h U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. DEPTH(S), ftBORING STARTED 5-23-11 =BORING COMPLETED 5-23-11 �,D 7WATLEVEL ��rricon RIG CME-75 LOGGED BY KLP Yo _ APPROVED RJO JOB # 62115028 m LOG OF BORING NO. J-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS wo DESCRIPTIONLU I'. Un > O0 z n w �v3 r 0 I-- z w t_- U Approx. Surface Elev.: 2631.0 ft `� of W ro ¢ (CL) CLAY: SS 0.7 13 stiff, moist, scattered organics, brown 2.5 2626.5 SS 1.0 24 (ML) SANDY SILT; very stiff, moist, brown 5 2626 IML TO SM1 SANDY SILT WITH 5 SS 1.0 36 GRAVEL TO SILTY SAND WITH GRAVEL; dense, moist, brown e 2623 (SPI SAND; SS 1.0 40 dense, moist, trace of gravel, tan to 2621 to BOTTOM OF BORING a 0 z 0 U Q K K W F 'a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon 5-23-11 3-11 COMPLETED IG OGGED BY 2 KLP EAPPROV2EDRJO WL Q N/E WD Y i, WLR JOB# 62115028 o WL m LOG OF BORING NO. K-3 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > W 13 n }F 0 DESCRIPTION w z mJ N _ _> a OtW-Z zv) d'W 5: to Ell- O z OW d� N N m 3 o Q Z j Approx. Surface Eley.: 2634.9 ft 12 (FILL) SANDY CLAY WITH GRAVEL; SS 0.9 BS 2633.9 1 moist, brown (CL) CLAY; stiff, moist, scattered layers of sandy silt, 2632.4 SS 1.4 44 2.5 brown rMIL SANDY SILT; hard, moist, variable cementation, tan 5.5 2629.4 5 SS 1.3 70 tGP) GRAVEL WITH SAND; very dense, moist, tan D: 0 rS 4 oL. D. O' SS 0.8 63 10 2624.9 10 BOTTOM OF BORING a z 0 U Q K K W F d W � The stratification lines represent the approximate bountlary lines between soil and rock types: in-situ, the transition may be gradual. 5-25-11 WATER LEVEL DEPTH(S), ft BORING STARTED WL 4 /E WD i BORING COMPLETED 5-25-11 N o Y V 1 re rr acon RIG CME -75 LOGGED BY KLP WL w APPROVED RJO JOB # 62115028 W WIL m LOG OF BORING NO. K-4 page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS � W U n Y o DESCRIPTIONr W w o 3.� Fn R �_ w0 U = J > ZN z W WF- mJ K y O z Q a ag o Q F -O aim QO 3 Fg a o_j Approx. Surface Elev.: 2633.1 ft ran v (FILL) SANDY CLAY: SS 0.2 27 moist, trace of gravel, brown 2 2631.1 (ML) SANDY SILT: hard, moist, moderately cemented, tan SS 1.5 86/0.9 5 SS 1.3 37 not cemented below 8.5 ft SS 1.4 42 10 2623.1 10 BOTTOM OF BORING z 0 U 4 R K W F 'a o The stratification lines represent the approximate boundary lines T between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 0 WL 4 N/E WD 1 BORING COMPLETED 5-24-11 y RIG CME -75 LOGGED BY KLP a 1 �� rr acon WL APPROVED RJO JOB # 62115028 o m LOG OF BORING NO. K-5 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W U } 6 U o LU o � DESCRIPTIONw� W m WO U U_ 2 = W a > O Z U) K FZ Km wr O z <� aF- a W < of room O ¢ zz U Approx. Surface Elev.: 2632.7 It SS 1.1 17 (FILLI CLAY WITH SAND: BS moist, trace of gravel, brown 2 2630.7 (FILLI SANDY CLAY WITH GRAVEL; moist, brown 4.5 2626.2 5 (FILLI CLAYEY SAND WITH GRAVEL; SS 1.1 50 moist, brown 6 2624.7 (GP -GM I GRAVEL WITH SILT AND SS 0.6 5010.4 ° SAND* 2623.3 9'4 very dense, moist, tan BOTTOM OF BORING i? z 0 U¢ K tt W F a m Thestratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. 5- WATER LEVEL DEPTH(S), ft BORING STARTED g BORING COMPLETED 5274-111- n WL Q N/E WD s Y RIG CME -75 LOGGED BY KLP Irerracon o WL Y APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. K-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > w U q a 0 DESCRIPTIONLU N ww J Z U) o-' W K rn O Q Zi HZ wf_ z aH z5 Approx. Surface Elev.: 2631.8 It o X m 30 ¢ (FILL) CLAY WITH SAND: SS 0.9 15 moist, trace of gravel, scattered organics, brown 2.5 2629.3 (ML TO SM) SANDY SILT TO SILTY SAND: hard, moist, moderately cemented, tan 5 SS 1.2 T7- 7.5 2624.3 (SM) SILTY SAND: medium dense, moist, brown 2622.8 SS 1.3 20 s (SP) SAND: 16 medium dense, moist, tan zszl.a 10 BOTTOM OF BORING r a z 0 U Q K W F 'a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 N/E WD RING C 3-11 2KLP o WL Y Y 1 rerr icon RIG CME 75PLETEDLOGGED BY WL m APPROVED RJO JOB # 62115028 LOG OF BORING NO. K-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU a a �� w m of 1-- 0 DESCRIPTION ul > W J o N o= W a 4 ul W W Z �z zof W ga3 n~. o 2 ai v of F -O m 3 W~ 0 Approx. Surface Elev.: 2631.4 ft ran (CL) CLAY: SS 0.8 16 1 very stiff, moist, scattered organics, brown 2630.4 (ML) SANDY SILT; 2.5 very stiff, moist, some cementation, tan 2628.9 SS 1.5 53 ISM! SILTY SAyND: dense to verdense, moist, brown 5 -SS 1.1 46 14 :' 6.5 2624.9 (GP) GRAVEL WITH SAND: ° very dense, moist, tan o D. Q' SS 0.7 50/0.3 o:(S° 9.3 2622.1 BOTTOM OF BORING z 0 U Q K K W F 'a o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft 1 rerracon BORING STARTED 5-23-11 N/E WD COMPLETED CME 75LOGGED BY 5-23-11 RIG KLP o WL Y o WL APPROVED RJO I JOB # 62115028 LOG OF BORING NO. L-3 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 Location: Boring drilled approx. 15 ft north of staked SAMPLES TESTS locationuj w a C7 DESCRIPTION a r w = z Ul N C3 2 > OU zm aw W Xoi O Uw gni x a a 2. E'b QO r� ILL: o Approx. Surface. Elev.: 2635.6 ft o ai ran m 3 v a Ri (FILLI MIXTURES OF SILTY SAND, SS 1.2 15 1 CLAY AND GRAVEL: 2634.6 moist, brown (FILLI MIXTURE OF FAT CLAY AND 2633.1 25 CEMENTED SILT FRAGMENTS; SS 1.3 39 .' 3.5 moist, brown 2632.1 (SM) SILTY SAND: dense, moist, moderately cemented, brown 2630.6 5 (GMl SILTY GRAVEL WITH SAND; SS 0.9 28 s dense, moist, brown o (GP-GMI GRAVEL WITH WITH SILT AND SAND: medium dense to very dense, moist, brown 0 SS 0.6 50/0.4 9.4 2626.2 BOTTOM OF BORING a in u i 0 aU K K W F d W The stratification lines represent theapproximate boundary lines between soil and rock types: in-situ, the transition may be gradual. 5-25-11 WATER LEVEL DEPTH(S), ft BORING STARTED o BORING COMPLETED 5-25-11 „ WL Q N/E WD = Y RIG CME-75 LOGGED BY KLP 1 herr icon o WL APPROVED RJO I JOB# 62115028 o WL E LOG OF BORING NO. L-4 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS o C'J a d w o y o = o DESCRIPTION w z m -i �z w� o z g aH a o � r�i:m �� ¢� V z� 0 Approx. Surface Elev.: 2633.6 Itai SS 1.0 6 (FILL) SANDY CLAY: 2632.6 1 moist, brown 2 (CIL) CLAY: 2631.6 medium stiff, moist, brown ° . (GP) GRAVEL WITH SAND: d bi very dense, moist, brown p. �q p: 5 °7J o .D: O D: 8.9 2624.7 BOTTOM OF BORING z 8 w 'a The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 i BORING COMPLETED 5-24-11 Q N/E �,D dWL �_ Y RIG CME -75 LOGGED BY KLP o I herr acon WL _ APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. L-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU c a � W n U n r o: � DESCRIPTION % G_ w o z3 Z W� W� z U al- a o 3� ¢ a z� 0 Approx. Surface Elev.: 2632.9 ft room (FILL) CLAY WITH SAND AND GRAVEL; SS 0.8 42 moist, brown 2 2630.9 (FILLI SANDY CLAY WITH GRAVEL; SS 0.5 30 moist, trace gravel, brown SS 0.9 32 5 2s27.s (FILL) CLAYEY SAND WITH GRAVEL; 5 moist, brown 7.5 2625.4 (SM) SILTY SAND; medium dense, moist, brown SS 1.3 25 ., 1D 2622.9 10 BOTTOM OF BORING In In 0 c U 6 K K W H !L o The stratification lines represent the approximate boundary lines 9 between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 WL 4 N/E WD i BORING COMPLETED 5-24-11 o WL Y Y 1 rerr acon RIG CME-75 LOGGED BY KLP APPROVED RJO JOB# 62115028 o WL m LOG OF BORING NO. L-6 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store 93093 SAMPLES TESTS W w U a DESCRIPTION a _ o a cn, w� o o o= ww O r J µ� > OU ZO 0_'W amu) wF- O U� a ~a o 2 ai s t -O m ~Z a z z of 0 Approx. Surface Elev.: 2632.4 ft v°i (CL) CLAY: SS 0.9 13 stiff, moist, scattered organics, brown 2.5 2629.9 SS 0.9 50/0.4 Y (ML1 SANDSILT; hard, moist, strongly cemented, tan to brown not cemented below 5 ft 5 SS 1.2 33 6 2624.4 ISM) SILTY SAND WITH GRAVEL; SS 1.3 17 medium dense, moist, brown 10 2622.4 10 BOTTOM OF BORING a In c� z 0 aU K K W F d U The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. 5-24-11 WATER LEVEL DEPTH(S), ft S i 5-24-11 R WL N/E WD - Emia ED BY IfLP Z Y 1 rerr acon o WL 62115028 o WL m LOG OF BORING NO. L-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS Lu > 3 r7 a o Ua y of_ DESCRIPTION c m� N �� x x a o o g� 13 Approx. Surface Elev.: 2632.3 ft o m m ¢ z (CL) CLAY: SS 1.0 11 stiff, moist, scattered organics, brown 2 2630.3 (ML) SANDY SILT: SS 1.2 73 hard, moist, moderately cemented, tan 5 2627.3 6 ISM) SILTY SAND; SS 1.5 55 medium dense to very dense, moist, light brown to brown less silt below 8 ft SS 0.9 20 '110 2622.3 10 BOTTOM OF BORING 3 5 5 z r r L 0 The stratification lines represent the approximate boundary lines ° between sail and rock types: in-situ, the transition may be gradual. o WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 BORING COMPLETED 5-23-11E-75 3 WLQ N/E WD i Irerracon WL Y RIG CMLOGGED BY KLP WL APPROVED RJO j JOB# 62115028 n LOG OF BORING NO. M-3 Page 1 of 1 PROJECT Proposed Retail Development CLIENT PACLAND SITE Meridian (S) Store #3093 Location: Boring drilled approx. 10 ft west of staked SAMPLES TESTS location w r a DESCRIPTION w =_ z U 2 z vl w rz o: c6 O Q 3 ¢ z� (IfApprox. Surface Elev.: 2636.3 ft cn 0.5 (FILL) CLAYEY GRAVEL: 2s s.e moist, brown SS BS 1.3 177 (CL) CLAY: very stiff, moist, scattered organics, brown 2633.8 SS 1.0 37 2.5 ISM) SILTY SAND WITH GRAVEL; dense, moist, brown .'' 4.5 2631.8 (GP) GRAVEL WITH SAND: 5 SS 1.1 72 very dense, moist, tan D: O o D: O 0. SS 0.9 54 o.. a 10 2626.3 10 BOTTOM OF BORING FZFZ 0 c� z rc w w The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. BORING STARTED 5-25-11 WATER LEVEL DEPTH(S), ft WL 4 E WE) = BORING COMPLETED 5-25-11 N'Irerracon o 4 Y RIG CME-75 LOGGED BY KLP WL APPROVED RJO I JOB # 62115026 wWL 0 m LOG OF BORING NO. M-4 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LUU n C7 o DESCRIPTION d o� = J 1 ZrA ~ WH wJw5 of c6 O o_ �a O wF Z H Z' Approx. Surface Elev.: 2635.3 ft o tt aim 3 0 ¢ 7 (CL) CLAY: SS 1.1 30 1 very stiff, moist, scattered organics, brown 2634.3 (ML) SANDY SILT; Z5 hard, moist, tan 2632.8 SS 0.8 79 (GP -GM) GRAVEL WITH SILT AND " S very dense, moist, brown a' 5 2630.3 5 (GP) GRAVEL WITH SAND: SS 0.8 50/0.4 °4 very dense, moist, tan o D: 03 o' D: 2626.4 BOTTOM OF BORING `a 0 0 U 6 K K W F 'n o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. m WATER LEVEL DEPTH(S), ft BORING STARTED 5-24-11 gWL WD = BORING COMPLETED 5-24-11 l ��rr acon RIG CME -75 LOGGED BY KLP o WL Y LN/E o WL APPROVED RJO I JOB # 62115028 m 114 LOG OF BORING NO. M-5 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS W � a of � }a DESCRIPTION J o N �0 WW� = F d w O > ?> Z WF of Ul WF O Jr�.. a Q ofse z Q ¢ J Z Z Approx. Surface Elev.: 2633.3 ft COM (FILL I SANDY CLAY WITH GRAVEL; SS 0.8 39 moist, plastic debris, brown 1 2.5 2630.8 SS 1.2 19 IML TO SM) SANDY SILT TO SILTY SAND: very stiff, moist, cemented particles, brown no cemented particles below 5 ft 5 SS 1.1 15 8.5 2624.8 SS 1.3 60 (GP -GM) GRAVEL WITH SILT AND ° SAND: 2623.3 10 vedense, moist, brown ry to BOTTOM OF BORING z 0 <U K K W F 'n � The stratification lines represent the approximate boundary lines h between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft Irerracon BORING STARTED 5-24-11 g WL sN/E �° i BORING COMPLETED 5-24-11 RIG CME -75 LOGGED BY KLP o WL �_ Y APPROVED RJO JOB# 62115028 8 WL LOG OF BORING NO. M-6 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS LU DESCRIPTION Of g a F a LU p ZN Z w� W ofW O WO — g� of w ¢ w a� ~O �2 V v- of Approx. Surface Elev.: 2632.8 ft o o: COM y (CLI CLAY: SS 0.5 11 stiff, moist, scattered organics, brown 2 2630.8 (ML) SANDY SILT: SS 0.8 5010.3 hard, moist, moderately cemented, tan s 2627.8 6 ISM) SILTY SAND: SS 0.6 33 dense, moist, brown less silt below 8 ft SS 1.1 26 10 2622.8 10 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rracon BORING STARTED 5-24-11 WL 4N� WD BORING COMPLETED 5-24-11 RIG CME -751 LOGGED BY KLP WL -T Y WL APPROVED RJO JOB # 62115028 LOG OF BORING NO. M-7 Page 1 of 1 CLIENT PROJECT Proposed Retail Development PACLAND SITE Meridian (S) Store #3093 SAMPLES TESTS > "6 Q 0 LU 0 - Lu o o o= DESCRIPTION ,K F- �a (7 U c W Z ul N w LL = Q- a o ?`� w� �rri o g Q 0 o_ o ai U of H0 w �Z <o �~ ? a 0— z5 Approx. Surface Elev.: 2633.2 ft m ¢ (CLI CLAY: SS 0.8 15 stiff, moist, scattered organics, brown BS 2.5 2630.7 (ML) SANDY SILT: 12 35 _sa hard, moist, brown SS 1.5 31 5 8.5 2624.7 (SMl SILTY SAND: SS 0.8 18 medium dense, moist, trace gravel, brown 10 2623.2 o BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft BORING STARTED 5-23-11 WD =1��rracon BORING COMPLETED 5-23-11 RIG CME -75 LOGGED BY KLP [WLSZN/E APPROVED RJO JOB# 62115028 APPENDIX B LABORATORY TESTING Initial Geotechnical Engineering Report l�err7eon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho January 26, 2012 ■ Terracon Project No. 62115028 Laboratory Testing Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in general accordance with the Unified Soil Classification System (USCS) and local practice described in Appendix A. At that time, the field descriptions were modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials. Laboratory tests were conducted on selected soil samples. The laboratory test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations. Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. Soil samples were tested for the following engineering properties: ■ Moisture Content ■ Grain Size Distribution ■ Atterberg Limits ■ Proctor Moisture -Density Relationship ■ California Bearing Ratio ■ Percent Passing the No. 200 Sieve ■ Unconfined Compressive Strength ■ Consolidation ■ Soluble Salt Content ■ Resistivity, pH ■ Topsoil Analysis ■ Organic Matter Content Lab tests not completed on samples: ■ Strength tests: No cuts or fills utilizing site soils are planned to exceed 10 feet and slopes steeper than 3:1 (H:V). ■ Swell tests: Swell tests were not included in our scope of services, because potentially expansive clays were not expected to be encountered at the site. However, fat clay soils were encountered in several borings performed. Correlations indicate these soils have a potential to exhibit shrink/swell characteristics with changes in moisture content. In addition, the near surface clay soils were compressible and relatively weak. Due to the relatively shallow depth of these soils, in the geotechnical report it is recommended that these soils be removed from the area of the proposed building and appurtenances. Results of laboratory tests are summarized on the boring logs in Appendix A. Graphical results of the gradation, unconfined compressive strength, and consolidation test are presented in this appendix. A summary of the resistivity, pH, and soluble salt content test are presented in Section 3.6.2 of the report, and more detailed results of the soluble salt content test are presented in this appendix. Exhibit B-1 1" 3A" 12" W8" #4 #10 #20 #40 # 0100 4200 100 90 80 70 60 C <L 50 r4 U) d 40 30 20 10 0 100.00 10.00 1.00 0.10 0.01 Particle Diameter (mm) Sieve Opening (mm) % Passing Specification Job Name: Pacland Overland 1" 25.400 100 - Job Number: 62115028 3/4" 19.050 94 - Sample Identification: Z-2 @ 7.5-9.0 1/2" 12.700 78 - Tested By: JC 3/8" 9.525 74 - Date Received: 1/0/1900 No. 4 4.750 64 - Date of Test: 5/31/2011 No. 10 2.000 59 - Moisture Content: 2% No. 20 0.850 52 - No.40 0.425 26 - No. 80 0.180 9 - D60 = 2.5 mm No. 100 0.150 8 - D30 = 0.47 mm No. 200 0.075 4.8 - D10 = 0.19 mm Cu = 13.35 Cc = 0.47 %Gravel = 36 %Sand = 59 %Sllt/Clay = 5 lrerracon Exhibit B-2 11�" V 34' 12' W k4 #10 #20 #40 $81100 #200 100 90 80 70 60 c LL 50 U a 40 30 20 10 0 100.00 10.00 1.00 0.10 0.01 Particle Diameter (mm) Sieve Opening (mm) % Passing Specification Job Name: Pacland Overland 1 1/2" 38.100 100 - Job Number: 62115028 1" 25.400 89 - Sample Identification: Z-4 @ 10-11.5 3/4" 19.050 79 - Tested By: JC 1/2" 12.700 68 - Date Received: 1/0/1900 3/8" 9.525 64 - Date of Test: 5/25/2011 No.4 4.750 52 - Moisture Content: 1% No. 10 2.000 42 - No. 20 0.850 35 - No. 40 0.425 21 - D60 = 7.7 mm No. 80 0.180 10 - D30 = 0.66 mm No. 100 0.150 9 - D10 = 0.17 mm No. 200 0.075 6 - Cu = 45.19 Cc = 0.34 %Gravel = 48 %Sand = 46 %Silt/Clay = 6 lrarracon Exhibit B-3 1 ill" 1" W 12" W8" #4 #10 #20 940 #86100 #MO 100 90 - 80 70 C- 60 - �- U 50 -- — U - IL 40 I 30 20 10 — — 0 100.00 10.00 1.00 0.10 0.01 Particle Diameter (mm) Sieve Opening (mm) % Passing Specification Job Name: Pacland Overland 1 1/2" 38.100 100 - Job Number: 62115028 1" 25.400 91 - Sample Identification: Z-8 @ 10-11.5 3/4" 19.050 81 Tested By: JC 1/2" 12.700 67 - Date Received: 1/0/1900 3/8" 9.525 62 Date of Test: 5/25/2011 No. 4 4.750 50 - Moisture Content: 2% No. 10 2.000 41 - No. 20 0.850 33 No. 40 0.425 21 D60 = 8.64 mm No. 80 0.180 12 - D30 = 0.72 mm No. 100 0.150 11 D10 = 0.13 mm No. 200 0.075 7 Cu = 68.95 Cc = 0.48 %Gravel = 50 %Sand = 42 %Silt/Clay = 7 lrarracon Fxhihit B-4 3I8" N4 910 #20 "0 #88100 KOO 100 I 90 N 80 70 60 N C LL 50 U a 40 30 20 10 0 100.00 10.00 1.00 0.10 0.01 Particle Diameter (mm) Sieve Opening (mm) % Passing Specification Job Name: Pacland Overland 3/8" 9.525 100 - Job Number: 62115028 No. 4 4.750 99 - Sample Identification: J-1 @ 5-6.5 No. 10 2.000 98 - Tested By: JC No. 20 0.850 92 - Date Received: 1/0/1900 No. 40 0.425 81 - Date of Test: 5/31/2011 No. 80 0.180 64 - Moisture Content: 16% No. 100 0.150 60 - No. 200 0.075 46 D60 = 0.15 mm %Gravel = 1 %Sand = 54 %Silt/Clay = 46 lrarracon Exhibit B-5 I ---1 N UNCONFINED COMPRESSION ASTM D-2166 Project: #62115028 Client: Terracon File Name: TERRAC BI 1016F Lab Number: B11L0466A Sample Identification: Z-6 @ 0.5 -1 ft Sample Type: In Situ Tube(Condition: Good) Sample Classification: Lean Clay with Organics Date Tested: 6/3/11 By: IR Sample Dry Unit Weight: 65.8 pcf Moisture Content: 32.3% Length to Diam.: 2.08:1 I ,Z:� 700 rn CL Y 600 rn W 500 a� N 400 L CQ E �j 300 a� 200 0 U C 100 0 Strain Rate: 0.3 %/min Strain, % (x100) Diameter: 2.89" Height: 6.01" Area: 6.56 int atter approx. length of Unconfined Compressive Strength = 755 psf (5.25 psi) @ 1.7% Strain 0 /J SYFRaTa Reviewed By: 'i'' C A PROFESSIONAL SERVICES CORPORATIC 'TK4W9ri4-y Froet I'k¢ EJiougC Uf- Exhibit B-6 UNCONFINED • • ASTM .6 e: Client: Terracon File Name: TERRAC B1 e. Lab Number: B1 1 04••c Sample Identification: Z-7 @ 1.5 - 2 ft Sample Type: In Situ .-Good) Sample Classification: Lean Clay Date Tested: Sample Dry Unit Weight: :. Moisture Content: 38.5% Length . e: Strain Rate: 0.3 %/min 1800 1700 J� 1600 00CL 00 „ „ 1100 1000 �W�����II�WI■�W����W� W■W�G,�������W���� 9 11 8 11 „ 600 i 1oii moioioi� „ ori�o��oW 300200 —���o����W������� e 0.0e 0.01 0.02 0.03 0.04 0.05 Strain, % 00 D. .e Unconfined Compressive ReviewedORO � ESIO; ;VICES CORPORATIC Exhibit B-7 UNCONFINED COMPRESSION ASTM D-2166 WIIIIIIIII Project: #62115028 Client: Terracon File Name: TERRAC 1311016F Lab Number: B11L0466C Sample Identification: Z-13 @ 1 -1.5 ft Sample Type: In Situ Tube(Condition: Good) Sample Classification: Lean Clay with Organics Date Tested: 6/3/11 By: IR Sample Dry Unit Weight: 92.0 pcf Moisture Content: 11.3% Length to Diam.: 2.11:1 to CL t rn c N a� .N N CL E 0 U a m r- 0 w 0 0 U C 3600 3400 3200 3000 2800 2600 2400 2200 2000 1800 1600 1400 1200 1000 800 600 400 200 0 Strain Rate: 0.3 %/min Strain, % (x100) Diameter: 2.88" Height: 6.08" Area: 6.51 int Unconfined Compressive Strength = 3,520 psf (24.40 psi) @ 2.8% Strain Reviewed By: ORO STRaTa A PROFESSIONAL SERVICES CORPORATION f1k4w ri f y Fio�w 1 ho EJrougC UP 0% 1% 2% --1 F 3% 4% 5% 6% 7% 8% 9% 10% 11% 12% 13% 14% 15% 16% 17% 18% 19% 20% 21% 22% 23% 24% 0.1 1 10 100 Load (ksf) Specimen Identification Classification Yd (PCD MC% z-7 @oto z.o' Clay 8521 Indicates inundated conditions PROJECT: Pacland - Overland JOB NO. 62115028 LOCATION: Meridian, Idaho DATE 6/7/2011 CONSOLIDATION TEST l rerracon BOISE, IDAHO Exhibit B-9 Exhibit B-10 CONSOLIDATION TEST RESULTS ASTM D-2435 Project: #62115028 (7708) Client: Terracon File Name: TERRAC B1 1016F Lab Number: B11L1071A Sample Identification: D-7 @ 0 - 2 ft Sample Classification: Lean Clay Sample: Remolded to 95% of ASTM D 698 Date Tested: 8/23-9/1/11 By: IR Sample Dry Unit Weight: 98.1 pcf Moisture Content: 23.1 % Water added @ Start 0 o.o 1 10 2 3 0 4 5 U) Fu U_ 6 E Ol 7 88o un 9 89 10 11 O,1 0.2 03 04 0.5 06070M9 2 3 4 5 6 ] 89 1 20 30 40 50 60 7080^0 10 OO Load, ksf 114 STRaT� Reviewed By: Exhibit B-10 Exhibit B-11 CONSOLIDATION TEST RESULTS ASTM D-2435 Project: #62115028 (7708) Client: Terracon File Name: TERRAC B11016F Lab Number: B11L1071B Sample Identification: M-7 @ 0 - 3 ft Sample Classification: Lean Clay Sample: Remolded to 95% of ASTM D 698 Date Tested: 8/23-9/1/11 By: IR Sample Dry Unit Weight: 90.9 pcf Moisture Content: 26.9% Water added @ Start 0 0.0 1 2 19 3 2.9 0 4 c 44 m 5 U_ 6 1= 0) 7 b0—un 8 7.-T 9 9.5 10 10.0 11 0 1 0.2 0.3 04 05 0.60]0.8].9 2 3 4 5 6 ] 8 1 9 20 30 40 50 60 7080 10 100 Load, ksf 06� STRaT� Reviewed By: - 1 Exhibit B-11 California Bearing Ratio (CBR) Report 1 rerracon Report Number: 62115028 Service Date: 06/06/11 Report Date: 06/06/11 Task: Client Project PACLAND Proposed Retail Development Meridian, Idaho Project No. 62115028 Sample No.: 0 - B-1 &L-6 Sample Location: Composite, B-1 & L-6 at depth 0-2.5' Material Source: Native Sample Description: Lean Clay Intended Use: Subgrade ASTM (USCS) CL Compaction Method: D698 Tested By: C. Kajkowski Summary of Test Results ASTM D1883 Maximum Dry Density 95.7 pcf at 23.8 % Moisture Tested By: K. Wittse Piston 10 blows/layer 25 blows/layer 56 blows/layer Specimen Dry Density before Soak(pcf) 87.3 90.4 95.7 Specimen Moisture Content before Soak (°/a) 23.7 23.7 23.9 Percent Compaction (%) 91.3% 94.5% 100.0% Specimen Dry Density After Soak(pct) 82.4 84.4 92.0 Specimen Moisture Content After Soak (%) 37.9 36.5 31.3 Surcharge Weight (lbs) 10.0 10.0 10.0 Swell (%) 2.5 2.2 1.8 Maximum Dry Density 95.7 pcf at 23.8 % Moisture Tested By: K. Wittse Piston 10 Blows 25 Blows 56 Blows Penetration Bearing Ratio Bearing Ratio Bearing Ratio 0.100 inch 1,9 2,6 5.0 0.200 inch 1.7 2.4 4.8 California Bearing Ratio 95% of Maximum Dry Unit Weight 2.7 97 n 93 89 s CT0002, 6-28- 10, Ra 6 Page 1 of 85 Dry Density Versus CBR 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Corrected CBR Value Exhibit B-12 LABORATORY COMPACTION CHARACTERISTICS OF SOILS rerracon Report Number: 62115028.0000 I Service Date: 05131111 750 Pilot Road, Suite F Report Date: 06/01/11 Las Vegas, Nevada 89119 Task: (702) 597-9393 Client Project PACLAND Proposed Retail Development Meridian, Idaho Sample Location: Composite, B-1 & L-6 at depth 0-2.51 Material Source: Native Intended Use: Subgrade Compaction Method: D-698 Project No. 62115028 Sample Description: ASTM (USCS) Tested By: Sample No. I K. Wiltse Maximum Dry Density (pef): 95.7 Optimum Moisture (%): 23.8 ASTM D-698, Method A Specific Gravity Used For Zero Air Voids Curve: 2.50 Oversized Particles, %: 0.0 Bulk Specific Gravity of Oversized Particles Absorption of Oversized Particles, %: Exhibit B-13 97 MMMMM%1 0 NE Mir L i I 0 96 - MENEM! M MEMEM M 95 IMMEME Mill U 94 1111111 93 92 91 M M mum's 90 20 21 22 23 24 25 26 27 28 Percent Moisture Maximum Dry Density (pef): 95.7 Optimum Moisture (%): 23.8 ASTM D-698, Method A Specific Gravity Used For Zero Air Voids Curve: 2.50 Oversized Particles, %: 0.0 Bulk Specific Gravity of Oversized Particles Absorption of Oversized Particles, %: Exhibit B-13 ASTM D-698, Method A Specific Gravity Used For Zero Air Voids Curve: 2.50 Oversized Particles, %: 0.0 Bulk Specific Gravity of Oversized Particles Absorption of Oversized Particles, %: Exhibit B-13 11849 West Executive Drive, Suite G 1 rarracon (2081 23-95Idaho 83713 (2081323-9520 FAX: 12081323-9592 LABORATORY COMPACTION CHARACTERISTICS OF SOIL CLIENT NAME: PACLAND DATE: ,;i°.^i' CURVE NO.: TEST METHOD: D-698 TEST PROCEDURE: C SAMPLE PREPARATION: Wet PROJECT NAME Proposed Retail Development & LOCATION: Meridian, Idaho PROJECT NO.: 62115028 TEST RESULTS SOURCE MATERIAL: D-7,0'-2' MAXIMUM UNIT WEIGHT 103.8 Pelf OPTIMUM WATER CONTENT 19..7 % RAMMER: MECHANICAL MANUAL SAMPLE DESCRIPTION: Clay MATERIAL DESIGNATION: • LAB CURVE—P-1y.ILARCURVE) 102 a N 2 W O Y K O 8T 12 13 14 15 16 17 18 19 20 WATERCONTENT,% Exhibit B-14 WESTERN LABORATORIES, INC. P.O. Box 1020 • Parma, Idaho 83660 • 800-658-3858 http://www.westernlaboratories.com Lawn, Parks, Trees & Shrubs SOIL REPORT Lab Number Date: 5/31/2011 16020 Client: 13-62 Gardner: Terracon Garden ID: Project # 62115028 ELEMENT ANSWER INTERP Should Be ELEMENT ANSWER INTERP Should Be pH -Water 6.4 Slightly Acidic Potassium -ppm 1280 Very High 350 + pH -SMP 6.6 Neutral Soil Magnesium -ppm 472 High 300 + Texture Loam Sodium -ppm 39 OK < 150 Soluble Salts 0.08 Normal < 1.5 Zinc -ppm 1.8 Adequate 1.5-3.0 CEC'ation Exchange Capacity 16 Avera a i g Iron -ppm 10 LOW _ 25+ % Lime 0,0 Good Manganese -ppm 8 Adequate 6-30 % Organic Matter 4.67 Medium Copper -ppm 1.4 Adequate 1.2 - 2.5 Nitrates -ppm 25 Adequate 50+ Sulfate -ppm 23 Adequate 20+ Phosphorus -ppm 52 Adequatei, 40+ Boron -ppm Acidity 1.0 Adequate 0.8 - 1.2 Calcium -ppm 3258 High 1,500+ 0 .2 .6 .2 % Base Saturation 169 Strongly Basic Chloride -ppm Boron .2 .2 • Moderate nutrient and moderate water holding capacity SOIL • No sealing problems expected CHARACTERISTICS *No crop restrictions due to sodium *No salt problems expected RECOMMENDATIONS IN POUNDS PER 1,000 SQUARE FEET GROUP LAWN DECIDUOUS EVERGREE SHRUBS FLOWERS GROUND COVER ACID TOLERANT' 2.2 Nitrogen* 4.9 2.6 3.6 2.6 3.1 2.2 Phosphorus 2.5 1.6 1.1 .6 1.6 .6 2 Potassium Sulfate Sulfur .4 .2 .2 .2 .2 Elemental Sulfur 2 2 2 _ 2 2 2 4 Gypsum Lime R COMMEN ATIONS N OUNCES PER 1, 00 SQUARE FEET Magnesium 1.5 1.9 Zinc 2.6 2.6 2.3 1.2 1.9 Plant Food Iron 7.3 3.7 _ _ 11 7.3 3.7 1.8 7.3 Manganese .7 1.1 .7 Copper .2 .6 .2 .2 Boron .2 .2 * Split apply nitrogen. Do not apply more than five pounds of fertilizer on established vegetation at one time. Always irrigate following fertilization on established crop. Over and under irrigation is a major cause of poor plant appearance. John P. Taberna, Soil Scientist Exhibit B-15 Project Number: 62115028 Service Date: 05/27/11 Report Date: 05/27/11 Task: Client (62) Boise Sample Submitted By: Terracon, Boise Date Received: Analyzed By: Kurt Ergun Irerracon 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702)597-9393 Project 62115028 Pacland-Retail Bldg, Overland and Stoddard Results of Soluble Salt Analysis Sample Number 1 2 Sample Location Z-5 Z-13 Sample Depth ((t) 0.0-1.5 0.0-1.5 Sodium, AW WA 3500 -Na D (percent 6/6) <0.01 <0.01 Water Soluble Sulfate (SO4), AWWA4500 E (percent 6/6) 0.01 Q.02 Total Water Soluble Sodium Sulfate Na2SO4, By <0.01 <0.01 Calculation, (percent %) Solubility, AW WA 2540 C (percent 6/6) 0.17 0.18 Chlorides, AW WA 3500 Cl B, (Percent, 6/6) 0.01 0.01 Services: Terracon Rep: Reported To: Contractor: Lab No.: 11-0503 Reviewed By: 2� Kurt D.Ergun Chemist The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Exhibit B-16 CHEMICAL LABORATORY TEST REPORT Irerracon Project Number: 62115028 0.03 Service Date: 06/02/11 750 Pilot Road, Suite F Report Date: 06/03/11 Las Vegas, Nevada 89119 Task: (702)597-9393 Client Project Terracon-Boise Pacland-Retail Bldg. Overland & Stoddard Sample Submitted By: Boise Date Received: 5/31/2011 Lab No.: 11-0504 Analyzed By: Kurt D.Ergun Results of Soluble Salt Analysis Sample Number 1 Sample Location B-1 & L-6 Sample. Depth (fL) 0 Sodium, AW WA 3500 -Na D (percent %) 0.01 Water Soluble Sulfate (SO4), AWWA 4500 E (percent %) 0.03 Total Water Soluble Sodium Sulfate Na2SO4, By Calculation, (percent % ) 0.03 Water Soluble Sulfate (SO4), AW WA 4500 E (percent %) 0.25 Chlorides, A W WA 3500 Cl B, (Percent%) 0.02 Terracon Rep: Reported To: Contractor: Reviewed By: Kurt D. Ergun Chemist The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. Exhibit B-17 Irerracon Summary of Laboratory Tests on Composite Samples Atterberg Limits, % < 200 Sample LL/ PI Sieve Composite, Borings B-1 & L-6 at a Depth from 0 to 2.5 ft' 43/18 Not Tested Composite, Topsoil Samples from Borings F-6, G-4, H-2, L-6, Z-12 Not Tested 76 1. Tests on this composite sample also included a Proctor Test and a CBR. Graphical results of those tests are presented in this appendix. 2. Tests on this composite sample also included a topsoil analysis. The result of that analysis is presented in this appendix. Exhibit B-18 APPENDIX C SOIL CLASSIFICATION The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the "Standard Penetration" or "N -value". WATER LEVEL MEASUREMENT SYMBOLS: GENERAL NOTES Unconfined Standard Penetration WL: Water Level WS: DRILLING & SAMPLING SYMBOLS: BCR: Before Casing Removal WCI: Wet Cave in WD: SS: Split Spoon - 1-a/a" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Auger ST: Thin -Walled Tube —2" O.D., 3" O.D., unless otherwise noted PA: Power Auger (Solid Stem) RS: Ring Sampler -2.42" I.D., 3" O.D., unless otherwise noted HA Hand Auger DB: Diamond Bit Coring -4", N, B RB: Rock Bit BS: Bulk Sample or Auger Sample WB Wash Boring or Mud Rotary The number of blows required to advance a standard 2 -inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18 -inch penetration with a 140 -pound hammer falling 30 inches is considered the "Standard Penetration" or "N -value". WATER LEVEL MEASUREMENT SYMBOLS: RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Penetration WL: Water Level WS: While Sampling BCR: Before Casing Removal WCI: Wet Cave in WD: While Drilling ACR: After Casing Removal DCI: Dry Cave in AB: After Boring N/E: Not Encountered Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short-term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE-GRAINED SOILS Unconfined Standard Penetration Standard Penetration Compressive or N -value (SS) Consistency or N -value (SS) Relative Density Strength. Qu, Ps f Blows/Ft. Blows/Ft. < 500 0-1 Very Soft 0-3 Very Loose 500-1,000 2-4 Soft 4-9 Loose 1,000 — 2,000 4 - 8 Medium Stiff 10-29 Medium Dense 2,000 — 4,000 8-15 Stiff 30-50 Dense 4,000 — 8,000 15-30 Very Stiff > 50 Very Dense 8,000+ > 30 Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Term(s) Percent of Maior Component Particle Size of other constituents DryWeight of Sample Trace <15 Boulders Over 12 in. (300mm) With 15-29 Cobbles 12 in. to 3 in. (300mm to 75mm) Modifier ? 30 Gravel 3 in. to #4 sieve (75mm to 4.75mm) Sand #4 to #200 sieve (4.75 to 0.075mm) Silt or Clay Passing #200 Sieve (0.075mm) RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Term(s) Percent of Term Plasticity of other constituents Dry Weight Index Trace <5 Non -plastic 0 With 5-12 Low 1-10 Modifier >12 Medium 11-30 High > 30 Rev 04/10 lrerracon Exhibit C-1 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Fine -Grained Soils: 50% or more passes the No. 200 sieve Highly organic soils: Silts and Clays: Inorganic: Liquid limit less than 50 Organic: Silts and Clays: Inorganic: Liquid limit 50 or more Organic: Primarily organic matter A Based on the material passing the 3 -in. (75 -mm) sieve e If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. c Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt, GW -GC well -graded gravel with clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with clay. ° Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt, SW -SC well -graded sand with clay, SP -SM poorly graded sand with silt, SP -SC poorly graded sand with clay E Cu = Dfi°iD10 Cc= (Dao )z D10 x D, F If soil contains >_ 15% sand, add'lvith sand" to group name. G If fines classify as CL -ML, use dual symbol GC -GM, or SC -SM. r8r 50 i lX 40 0 Z Y 30 U Q 20 J d 10 7 4 0 0 Soil Classification Group Group Name Symbol Cu >4 and 1<Cc<3` Gravels: Clean Gravels: Cu <4 and/or 1 > Cc> 3" More than 50% of Less than 5% fines c Fines classify as ML or MH coarse fraction retained Gravels with Fines: Coarse Grained Soils: on No.4 sieve More than l2%fines ° More than 50% retained SW Well -graded sand' on No. 200 sieve Sands: Clean Sands: 50% or more of coarse Less than 5% fines ° of coarse-grained soils fraction passes No. 4 Sands with Fines: sieve More than 12% fines' Fine -Grained Soils: 50% or more passes the No. 200 sieve Highly organic soils: Silts and Clays: Inorganic: Liquid limit less than 50 Organic: Silts and Clays: Inorganic: Liquid limit 50 or more Organic: Primarily organic matter A Based on the material passing the 3 -in. (75 -mm) sieve e If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. c Gravels with 5 to 12% fines require dual symbols: GW -GM well -graded gravel with silt, GW -GC well -graded gravel with clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with clay. ° Sands with 5 to 12% fines require dual symbols: SW -SM well -graded sand with silt, SW -SC well -graded sand with clay, SP -SM poorly graded sand with silt, SP -SC poorly graded sand with clay E Cu = Dfi°iD10 Cc= (Dao )z D10 x D, F If soil contains >_ 15% sand, add'lvith sand" to group name. G If fines classify as CL -ML, use dual symbol GC -GM, or SC -SM. r8r 50 i lX 40 0 Z Y 30 U Q 20 J d 10 7 4 0 0 Soil Classification Group Group Name Symbol Cu >4 and 1<Cc<3` GW Well -graded gravel' Cu <4 and/or 1 > Cc> 3" GP Poorly graded gravel F Fines classify as ML or MH GM Silty gravel FG," Fines classify as CL or CH GC Clayey gravel F'u' Cu>_6 and 1<Cc<3E SW Well -graded sand' Cu < 6 and/or 1 > Cc>.3a SP Poorly graded sand Fines classify as CL or CH SC Clayey sand' PI> 7 and plots on or above "A" line CL Lean clay ,L,M PI <4 or plots below "A" line' ML Sill"`•"' Liquid limit - oven dried Organic clay`""" <0.75 Liquid limit - not dried OL Organic silt ,L,'o PI plots on or above "A" line CH Fat clay— PI plots below "A" line MH Elastic Silt Liquid limit - oven dried Liquid limit - not dried <0.75 Organic clr OH Organic sit )tor, and organic odor PT Peat " If fines are organic, add 'With organic fines" to group name. If soil contains >_ 15% gravel, add "with gravel' to group name. If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. " If soil contains 15 to 29% plus No. 200, add'With sand" or'With gravel," whichever is predominant. L If soil contains >_ 30% plus No. 200 predominantly sand, add "sandy" to group name. m If soil contains i 30% plus No. 200, predominantly gravel, add "gravelly" to group name. " PI z 4 and plots on or above "A" line. ° PI <4 or plots below "A" line. P PI plots on or above W' line. ° PI plots below "A" line. 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) Exhibit C-2 For classification of fine-grained soils and fine-grained fraction of coarse-grained soils Equation of "N'- line Horizontal at PI=4 to LL=25.5. then P1=0.73 (LL -20) ot 0� Equation of "U" - line Vertical at LL=16 to PI=7, G then P1=0.9 (LL -8) - OV Geo MH or OH i CL - ML Wo r OL 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) Exhibit C-2 APPENDIX D PROJECT FIGURES STANDARD -DUTY WASPHALT -OR- 4 3" ASPHALT • • .r--:. • • • •r • . s-:. •r • • . r BASE 5" AGGREGATE 4GAVV 111 ITV .e PHALT 12" AGGREGATE BASE NEW PAVEMENTS 1 4" ASPHALT 6" AGGREGATE BASE 11" SUBBASE ALTERNATE NEW PAVEMENTS 2 NOTES: 1. Asphalt cement should be PG 64-28, Performance Graded Asphalt meeting the requirements of ISPWC Section 805(2.1). 2. Plant mix aggregate should beX-inch maximum size Class II mix meeting the requirements of ISPWC Section 803(3:1). 3. Aggregate base should meet the requirements for Y4 -inch (Type I) crushed aggregate in accordance with ISPWC Section 802(2.1). 4. Subbase should meet the requirements for 6 -inch -nominal -maximum -size uncrushed aggregate in accordance with ISPWC Section 801(2.2). Pige.GMryr. RJO cmi�" 62115926 nfe a l� lrerracon MBF ASSHOWN Checked By: ^ .N. Consulting Engineers and Scientists ar oa RJO June 7, 2011 TYPICAL ASPHALT PAVING SECTIONS EXHIBIT PACLAND MERIDIAN (S) STORE NO. 3093 MERIDIAN, IDAHO D-1 6 -INCH X 6 -INCH, W2.0 X W2.0 WELDED WIRE REINFORCEMENT STANDARD DUTY HEAVY DUTY 6" CONCRETE 4" AGGREGATE BASE REINFORCEMENT IN ACCORDANCE WITH SECTION 4.8.3 OF THE GEOTECHNICAL REPORT CRETE i:7 —, 12111:7•F9q NOTES: 1. Concrete pavement should conform to ISPWC Section 705. 2. Aggregate base should meet the requirements for'/ -inch (Type 1) crushed aggregate in accordance with ISPWC Section 802(2.1). P,al Ass RJO Pmh,No sziisoze Irerracon Consulting Engineers and Scientists ne<swexecuroame, 3> 6 wise, menu TYPICAL CONCRETE PAVING SECTIONS E B—n ey: MBF sew NONE PACLAND MERIDIAN (S) STORE NO. 3093 MERIDIAN, IDAHO D_2 nheketlByi RJO aoom,m av: RJO os=: JUNE7, 2011 Pq. (203) 3219310 FM(218)32395K APPENDIX E SUPPORTING DOCUMENTS Pavement Design (AASHTO 1993 Method) Design Inputs Asphalt Concrete Sugrade Support CBR = 2.7 Mr = 4100 psi k = 100 pci Reliability 85 % 85 % Standard Deviation So = 0.45 0.35 Initial Serviceability Po = 4.2 4.2 Terminal Serviceability Pt= 2.0 2.0 Design Serviceability Loss, APSI = 2.2 2.2 Layer Coefficients: AC Surface and Binder a, = 0.42 Aggregate Base a2 = 0.14 Concrete Compressive Strength = 4000 psi Modulus of Elasticity of Concrete = 3,600 ksi Modulus of Rupture of Concrete: = 580 Load Transfer ("J" Factor) = 4.2 Drainage Coefficient = 1.0 Asphalt Section Traffic (18 kip ESAL) _ Asphalt Pavement Section AC Surface + Binder Aggregate Base Standard Duty 109,500 Drainage, m 3.0 in. in. 1.0 12.0 in. Structural Number: 2.94 Structural Number- Required 2.83 Standard Duty Concrete Section Traffic (18 kip ESAL) = 109,500 Concrete Pavement Section 5.7 in. Project: Proposed Retail Development Location: Meridian, Idaho Exhibit E-1 Project No. 62115028 Date: 06/08/11 I rerracon Pavement Design (AASHTO 1993 Method) Design Inputs Asphalt Concrete Sugrade Support CBR = 2.7 Mr= 4100 psi k = 100 pci Reliability 85 % 85 % Standard Deviation So = 0.45 0.35 Initial Serviceability Po = 4.2 4.2 Terminal Serviceability Pt = 2.0 2.0 Design Serviceability Loss, APSI = 2.2 2.2 Layer Coefficients: AC Surface and Binder a, = 0.42 Aggregate Base a2 = 0.14 Subbase a3 = 0.09 Concrete Compressive Strength = 4000 psi Modulus of Elasticity of Concrete = 3,600 ksi Modulus of Rupture of Concrete: = 580 Load Transfer ("J" Factor) = 4.2 Drainage Coefficient = 1.0 Standard Duty Asphalt Section Traffic (18 kip ESAL) = 109,500 Asphalt Pavement Section Drainage. m AC Surface + Binder 3.0 in. in. Aggregate Base 1.0 5.0 in. Subbase 0.9 11.0 in. Structural Number: 2.85 Structural Number- Required 2.83 Standard Duty Concrete Section Traffic (18 kip ESAL) = 109,500 Concrete Pavement Section 5.7 in. Project: Proposed Retail Development Location: Meridian, Idaho Exhibit E-2 Project No. 62115028 Date: 06/08/11 I rerracon Pavement Design (AASHTO 1993 Method) Design Inputs Asphalt Concrete Sugrade Support CBR = 2.7 Mr= 4100 psi k = 100 pci Reliability 85 % 85 % Standard Deviation So = 0.45 0.35 Initial Serviceability Po = 4.2 4.2 Terminal Serviceability Pt = 2.0 2.0 Design Serviceability Loss, APSI = 2.2 2.2 Layer Coefficients: AC Surface and Binder al = 0.42 Aggregate Base a2 = 0.14 Concrete Compressive Strength = 4000 psi Modulus of Elasticity of Concrete = 3,600 ksi Modulus of Rupture of Concrete: = 580 Load Transfer ("J" Factor) = 4.2 Drainage Coefficient = 1.0 Heavy Duty Asphalt Section Traffic (18 kip ESAL) = 335,800 Asphalt Pavement Section Drainage, m AC Surface + Binder 4.0 in. in. Aggregate Base 1.0 12.0 in. Structural Number: 3.36 Structural Number- Required 3.35 Heavy Duty Concrete Section Traffic (18 kip ESAL) = 335,800 Concrete Pavement Section 7.0 in. Project: Proposed Retail Development Location: Meridian, Idaho Exhibit E-3 Project No. 62115028 Date: 06/08/11 I rarracon Pavement Design (AASHTO 1993 Method) Design Inputs Asphalt Concrete Sugrade Support CBR = 2.7 Mr= 4100 psi k = 100 pci Reliability 85 % 85 % Standard Deviation So = 0.45 0.35 Initial Serviceability Po = 4.2 4.2 Terminal Serviceability Pt= 2.0 2.0 Design Serviceability Loss, OPSI = 2.2 2.2 Layer Coefficients: AC Surface and Binder a, = 0.42 Aggregate Base a2 = 0.14 Subbase a3 = 0.09 Concrete Compressive Strength = 4000 psi Modulus of Elasticity of Concrete = 3,600 ksi Modulus of Rupture of Concrete: = 580 Load Transfer ("J" Factor) = 4.2 Drainage Coefficient = 1.0 Heavy Duty Asphalt Section Traffic (18 kip ESAL) = 335,800 Asphalt Pavement Section Drainage, m AC Surface + Binder 4.0 in. in. Aggregate Base 1.0 6.0 in. Subbase 0.9 11.0 in. Structural Number: 3.41 Structural Number- Required 3.35 Heavy Duty Concrete Section Traffic (18 kip ESAL) = 335,800 Concrete Pavement Section 7.0 in. Project: Proposed Retail Development Location: Meridian, Idaho Exhibit E-4 Project No. 62115028 Date: 06/08/11 I rerracon GEOTECHNICAL INVESTIGATION FACT SHEET PROJECT LOCATION: Overland Road, Meridian Idaho Engineer: Ryan Olsen. P.E. riolsengterracon.com Geotechnical Engineering Co.: Terracon Ground Water Elevation: Not encountered (If encountered) Date Groundwater Measured: May 25, 2011 TopsoiUStripping Depth: Approximately 6 inches Undercut (If Required): See Section 4.2 of Report Standard Proctor Results: See Appendix B PH: 6.6 to 7.6 Phone 4: 208-323-9520 Report Date: January 26, 2012 (Initial Report) Fill Soils Characteristics: Maximum Liquid Limit: 25 Maximum Plasticity Index: 6 Specified Compaction: Building Area: 98% (ASTM D698) Parking Area: 95% (ASTM D698) Moisture Content Range:-2%to+2% Corrective actions required for construction based on pH level noted: None Resistivity: 900 to 2,100 ohm -em Corrective actions required for construction based on resistivity level noted: Metal corrosion protection per manufacturer's recommendations Cement Type: Type i or Type II Recommended local DOT subbasetbase material (reference section plan in Foundation Subsurface Preparation): Aggregate Base: ISPWC Section 802 1/4 -inch (Type I) crushed aggregate. Subbase: ISPWC Section 801 6 -inch -nominal -maximum -size uncrushed aggregate. Recommended Compaction Control Tests: 1 Test for Each 10 000 Sq. Ft. each Lift (bldg. area) 1 Test for Each 25 000 Sq. Ft. each Lift (parking area) Structural Fill Maximum Lift Thickness 8 inches (Measured loose) Subgrade Design CBR value = 2_7 Traffic Area Recommended Asphalt Pavement Section Thickness (inches) Asphalt Concrete Surface Crushed Aggregate Base Subbase Total "Standard duty" 3 12 - 15 "Standard duty" alternate 3 5 11 19 "Heavy duty" 4 12 - 16 "Heavy duty" alternate 4 6 11 21 Recommended Concrete Pavement Section Thickness inches Traffic Area Portland Cement Crushed Subbase Total Concrete Surface Aggregate Base "Standard duty" 6 4 10 "Heavy duty" 7 4 11 1. Reinforced as described in Section 4.8.3 of the report. NOTE: This information shall not be used separately from the geotechnical report FOUNDATION DESIGN CRITERIA PROJECT LOCATION: Overland Road, Meridian, Idaho Engineer: Ryan Olsen dolsen@terracon.com Geotechnical Engineering Co.: Terracon Phone#: 208-323-9520 Report Date:Jan. 26, 2012 (Initial) Foundation type: Shallow footings on at least 18 inches of compacted Structural Fill. See Sections 4.2.1 and 4.3 of the Report Allowable bearing pressure: 2,500 psf Factor of Safety: 3 Minimum footing dimensions: Individual: 30 inches Continuous: 18 inches Minimum footing embedment: Exterior: 24 inches Interior: 18 inches Frost. depth: 24 inches Maximum foundation settlements: Total: % inch Differential: '/: inch between columns and '/� inch over 40 feet for walls Slab: Potential vertical rise: <'/4 inch Capillary Break (not a vapor barrier) describe: 6 inches of Aggregate Base Subgrade reaction modulus: 200 psi/in Method obtained: Removal of clay subgrade and placement of 6 inches of Age. Base (See Sections 4.2.1 and 4.6 of the Report). Active Equivalent Fluid Pressures: 35 pcf Passive Equivalent Fluid Pressures: 460 pcf Perimeter Drains (describe): Building: None Retaining Walls: None Retaining Wall: At rest pressure: 55 pcf Coefficient of friction: 035 COMMENTS: This information should not be used separately from the Geotechnical Engineering Report FOUNDATION SUBSURFACE PREPARATION PROPOSED WAL-MART, MERIDIAN (S) STORE #3093, MERIDIAN, IDAHO LIMITS OF WORK: UNLESS SPECIFICALLY INDICATED OTHERWISE IN THE DRAWINGS AND/OR SPECIFICATIONS, THE LIMITS OF THIS SUBSURFACE PREPARATION ARE CONSIDERED TO BE THAT PORTION OF THE SITE DIRECTLY BENEATH AND 5 FEET BEYOND THE BUILDING AND APPURTENANCES. APPURTENANCES ARE THOSE ITEMS ATTACHED TO THE BUILDING PROPER (REFER TO DRAWING SHEET SP1), TYPICALLY INCLUDING, BUT NOT LIMITED TO, THE BUILDING SIDEWALKS, GARDEN CENTER, PORCHES, RAMPS, STOOPS, TRUCK WELLS/DOCKS, CONCRETE APRONS AT THE AUTOMOTIVE CENTER, COMPACTOR PAD, ETC. THE SLAB BASE DOES NOT EXTEND BEYOND THE LIMITS OF THE ACTUAL BUILDING AND THE APPURTENANCES. CLEARING AND STRIPPING: REMOVE SURFACE VEGETATION, TOPSOIL, ROOT SYSTEMS, ORGANIC MATERIAL, EXISTING FILL, AND SOFT OR OTHERWISE UNSUITABLE MATERIAL FROM THE BUILDING AREA. CLAY SOILS ENCOUNTERED IN THE BUILDING AREA SHALL BE REMOVED AND REPLACED WITH STRUCTURAL FILL (6-INCH MINUS OR 3-INCH MINUS). ALL CLEARING AND STRIPPING SHALL BE COMPLETED IN ACCORDANCE WITH SPECIFICATION SECTION 02300. CUTTING AND FILLING: STRUCTURAL FILL (6-INCH MINUS) SHALL BE PLACED IN LIFTS AND COMPACTED IN ACCORDANCE WITH SPECIFICATION SECTION 02300. ESTABLISH THE FINAL SUBGRADE ELEVATION TO ALLOW FOR THE CONCRETE SLAB AND BASE. REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS FOR REQUIRED SLAB THICKNESS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ACCURATE MEASUREMENTS FOR ALL CUT AND FILL DEPTHS REQUIRED. FOUNDATION SYSTEM: THE FOUNDATION SYSTEM SHALL BE ISOLATED SPREAD FOOTINGS AT COLUMNS AND CONTINUOUS SPREAD FOOTINGS AT WALLS. MINIMUM FOUNDATION EMBEDMENTS OF 24 AND 18 INCHES BELOW LOWEST GRADE ARE RECOMMENDED FOR EXTERIOR AND INTERIOR FOOTINGS, RESPECTIVELY. FOOTINGS SHALL BE SUPPORTED ON A UNIFORM LAYER OF AT LEAST 18 INCHES OF COMPACTED STRUCTURAL FILL (6-INCH MINUS OR 3-INCH MINUS). FOUNDATION BACKFILL: AFTER FOOTING AND STEMWALL CONCRETE HAS CURED, PLACE BACKFILL UNIFORMLY ON ALL SIDES OF FOUNDATION ELEMENTS TO PREVENT AN IMBALANCE OF LATERAL EARTH PRESSURES. PLACE AND COMPACT THE BACKFILL PER THE DRAWINGS AND IN ACCORDANCE WITH SPECIFICATION SECTION 02300. SLAB BASE: THE MINIMUM 6-INCH THICK BASE MATERIAL SHALL CONFORM TO IDAHO STANDARDS FOR PUBLIC WORKS CONSTRUCTION SECTION 802, %-INCH (TYPE 1) CRUSHED AGGREGATE FOR BASE. ANY PROPOSED EQUIVALENT ALTERNATIVE BASE MATERIAL MUST BE SUBMITTED FOR APPROVAL WITHIN 30 DAYS AFTER AWARD OF CONTRACT. ANY EQUIVALENT ALTERNATIVE SHALL ONLY BE USED IF APPROVED IN WRITING BY THE CEC AND AOR. WET WEATHER CONSIDERATIONS: SITE SOILS WILL BE SUSCEPTIBLE TO RUTTING OR PUMPING UNDER CONSTRUCTION TRAFFIC WHEN WET. IF THESE SOILS BECOME WET, THE CONTRACTOR SHALL IMPLEMENT MEASURES TO REDUCE CONSTRUCTION DISTURBANCE. THIS COULD INCLUDE PERFORMING EARTHWORK DURING WARM, DRY WEATHER, THE USE OF LIGHT TRACK - MOUNTED EQUIPMENT, AVOIDANCE OF HEAVY REPEATED TRAFFIC OVER A GIVEN AREA, AND/OR PLACING A PROTECTIVE LAYER OF NON -MOISTURE - SENSITIVE FILL MATERIAL. REMEDIATION AND STABILIZATION OF DISTURBED SUBGRADES SHALL BE PERFORMED IN ACCORDANCE WITH SPECIFICATION SECTION 02340. ALL FILL PLACED SHALL CONFORM TO THE REQUIREMENTS OF SECTION 02300. THIS FOUNDATION SUBSURFACE PREPARATION DOES NOT CONSTITUTE A COMPLETE SITE WORK SPECIFICATION. IN CASE OF CONFLICT, INFORMATION COVERED IN THIS PREPARATION SHALL TAKE PRECEDENCE OVER THE WAL- MART SPECIFICATIONS. REFER TO THE SPECIFICATIONS FOR SPECIFIC INFORMATION NOT COVERED IN THIS PREPARATION. THIS INFORMATION WAS TAKEN FROM THE INITIAL GEOTECHNICAL REPORT PREPARED BY TERRACON, DATED JANUARY 26, 2011 (GEOTECHNICAL REPORT IS FOR INFORMATION ONLY AND IS NOT A CONSTRUCTION SPECIFICATION). March 8, 2012 PACLAND 606 Columbia Street NW Suite 106 Olympia, Washington 98501 Attn: Mr. Patrick Holm E: pholm@pacland.com Re: Addendum to Geotechnical Report Summary of Additional Percolation Testing Proposed Walmart, Meridian (S) Store #3093 Meridian, Idaho Terracon Project No. 62115028 Dear Mr. Holm: Irerracon In accordance with our proposal (P6212003) dated February 14, 2012 and as authorized in Contract Addendum #3 dated February 14, 2012, we have performed percolation testing for a proposed seepage bed to be located at the subject project site, near Stoddard Road. We understand that the seepage bed will be constructed to dispose of storm collection resulting due to proposed widening and improvements to Stoddard Road. This letter is prepared as an addendum to the Initial Geotechnical Report, dated January 26, 2012, that was prepared for the subject project. Field Exploration Terracon previously drilled numerous borings throughout the project site to explore subsurface conditions. As part of the current services, two additional borings were drilled for use as percolation test holes. These borings were drilled using a truck -mounted drill rig equipped with continuous -flight hollow -stem augers. A Terracon field geologist recorded logs of the borings during the drilling operations. Copies of the boring logs are attached to this letter. Disturbed soil samples were obtained from the borings at various depths using a 2 -inch - outside -diameter split -spoon sampler driven in general accordance with the standard penetration test (SPT). The result of the SPT is an N -value. The N -value is the number of blows from a 140 -pound hammer falling from a height of 30 inches that are required to drive the split -spoon sampler the last 12 inches of an 18 -inch interval (or the distance indicated). N - values are shown on the boring logs. Descriptions of the materials encountered are presented on the boring logs. Terracon Consultants, Inc. 11849 West Executive Drive, Suite G Boise, Idaho 83713 P [2081 323 9620 F [208] 323 9592 lerracon.com Summary of Additional Percolation Testing l��rr�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho March 8, 2012 ■ Terracon Project No. 62115028 The N -value provides a reasonable qualitative estimate of the relative in-place density of non- cemented sandy type materials. However, the N -value only provides an indication of the relative stiffness of cohesive materials, since the penetration resistance of these soils may be affected by the moisture content. Considerable care must be exercised in interpreting the N - value in gravelly soils, particularly where the size of the gravel particles exceeds the inside diameter of the sampling spoon. The locations of the percolation test holes (borings P-1 and P-2) and the previously drilled soil borings are shown on the attached Boring Location Plan. Based on information provided to us by Pacland, the locations of borings P-1 and P-2 were located within the proposed seepage bed area. Terracon determined their locations in the field using a measuring wheel from existing site features. The locations of the borings should be considered accurate only to the degree implied by the means and methods used to define them. Soil Conditions Soil conditions encountered at the locations of borings P-1 and P-2 are indicated on the attached boring logs. Stratification boundaries on the logs represent the approximate locations of changes in soil types; in-situ, the transition between materials may be gradual. Based on the borings drilled for the percolation testing, generalized soil conditions are presented in the following table. These soil conditions are consistent with those encountered in the previous borings at the site. Description Approximate Depth to Material Encountered Bottom of Stratum Fill consisting of lean to fat clay with varying amounts Stratum 1 1 to 1 %2 feet of sand and gravel Lean clay. This layer was encountered only in boring Stratum 2 2 feet, where encountered P-1. Stratum 2 4'/2 to 5 feet Silt with sand, moderately to strongly cemented. Extended to the maximum Mixtures of gravel with sand and varying amounts of Stratum 3 depth explored of 16 feet. silt and cobbles. 1. Measured from the existing ground surface Groundwater The current and previous borings were monitored during drilling for the presence and level of groundwater. At the time of our explorations groundwater was not encountered in any of the borings at the site, which were drilled to a maximum depth of about 21'/2 feet. Fluctuations in groundwater depth may occur due to seasonal variations in the amount of irrigation, rainfall, runoff, and other factors not evident at the time the borings were performed. Evaluation of these factors is beyond the scope of this exploration. Responsive ■ Resourceful ■ Reliable 2 Summary of Additional Percolation Testing 1 �erracon Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho March 8, 2012 ■ Terracon Project No. 62115028 Percolation Tests Percolation tests were performed in borings P-1 and P-2 in general accordance with the Draft ACHD Stormwater Design Manual (dated July 7, 2010). However, 2 -inch diameter PVC pipes were used to accommodate construction of the test holes within the borings. Each test hole was constructed by inserting a pipe into the hollow -stem auger used to drill the boring. The auger was then removed, leaving the pipe in the boring. The soil borings were drilled on February 23, 2012. The test holes were presoaked approximately 24 hours prior to testing, which occurred on February 24, 2012. The tests were performed with a head of water of approximately 24 inches. The test results are summarized in the following table with the percolation rates reported in inches per hour. Percolation Approximate Depth Measured Soil Type at Depth of Test Test Hole of Test Percolation Rate P-1 16 feet Gravel with silt, sand, and cobbles 20 inches/hour P-2 16 feet Gravel with sand and cobbles 10 inches/hour 1. Depth below the existing ground surface These field test results are not intended to be design rates. The results represent the tests at the depths and locations described above. The design rate should be determined by the designer by applying an appropriate factor of safety. With time, the bottoms of infiltration systems tend to plug with organics, sediments, and other debris. Long-term maintenance will likely be required to remove these deleterious materials to help reduce decreases in the actual percolation rate. In addition, the infiltration rate may be affected by the following factors, which should be considered when selecting the factor of safety: Test Procedures: Percolation during the tests likely included both vertical and lateral seepage, whereas seepage from storm water infiltration systems may primarily flow downward, depending on the geometry and details of the system. Water Quality: The percolation tests were performed with clear water, whereas storm water will likely not be clear, but may contain organics, fines, and grease/oil. The presence of these deleterious materials will tend to decrease the rate that water percolates from the infiltration system. Design of the storm water infiltration system should account for the presence of these materials and should incorporate structures/devices to remove these deleterious materials. Soil Variability: Based on the soils encountered in our explorations at the site, we expect the percolation rates of the soils could be different than measured in the field due to variations in the particle size distribution of soils. The design elevation and size of the proposed infiltration system should account for this expected variability in the percolation rate. Responsive ■ Resourceful ■ Reliable 3 Summary of Additional Percolation Testing l��rr�con Proposed Wal-Mart, Meridian (S) Store #3093 ■ Meridian, Idaho March 8, 2012 ■ Terracon Project No. 62115028 Closure The information presented in this report is based upon the data obtained from the borings drilled at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. We appreciate the opportunity to work with you on this project. Please call our office if you have any questions regarding this letter. Sincerely, Terracon 12154 ` 4p J. �` Ryan J. Olsen, P.E. Mathew B. Fielding, P.E. RJ0:aj/Na62115028_Perco1ation Testing_Meridian South.doc Attachments Copies To: Addressee (1 PDF) Responsive ■ Resourceful ■ Reliable 4 LOG OF BORING NO. P-1 Page 1 of 1 CLIENT PROJECT PACLAND Pro osed Retail Develo ment SITE Meridian (S) Store #3093 SAMPLES TESTS W w ya C7 DESCRIPTION > c z w, N w W _ = a O ? wF w~_ Z �� na 9 aZ �O '. aZ Z� O of mm 6J (FILL) SANDY LEAN CLAY WITH SS 1.4 17 1 GRAVEL, brown moist, 2 (CLI LEAN CLAY: verystiff, moist, brown SS 0.5 50/0.5 (MLI SILT WITH SAND: hard, moist, strongly cemented, tan 5 (GP -GM) GRAVEL WITH SILT, SAND, 5 SS 0.5 50/0.3 AND COBBLES: very dense, moist, tan SS 0.6 50/0.4 less silt below 8 ft 0 10 SS 0.7 50/0.4 6 0 0 0 15 0 16 BOTTOM OF BORING Percolation test set at 16 ft a 0 0 i 0 U< K W F d U o The stratification lines represent the approximate boundary lines between soil and rock types: in-situ, the transition may be gradual. WATER LEVEL DEPTH(S), ft i herr acon BORING STARTED 2-23-12 WD V 3-12 RIG RING COMPLETED OGGED BY 2BLP WLN/E APPROVED RJO JOB # 62115028 o WL m LOG OF BORING NO. P-2 Page 1 of 1 CLIENT PROJECT PACLAND Proposed Retail Development SITE Meridian (S) Store #3093 SAMPLES TESTS a W o o o= DESCRIPTIONY �a U _¢ C W w zm z mJ N UWO �a a O ,3 wF �z Davi WI- O z ¢ S Jr it ym �U ¢7 zZD (FILL) LEAN TO FAT CLAY; SS 1.2 14 moist, trace of gravel, brown 1.5 (ML) SILT WITH SAND: hard, moist, moderately to strongly cemented, tan SS 1.1 57 4.5 (GP -GM) GRAVEL WITH SILT AND SAND; 5 SS 0.6 50/0.4 very dense, moist, tan 0 7 (GP) GRAVEL WITH SAND AND SS 1.2 54 COBBLES: OD very dense, moist, tan a �a OD �� 10 SS 0.7 50/0.4 5 OD OD OD oD O 15 o bl 16 BOTTOM OF BORING Percolation test set at 16 ft The stratification lines represent the approximate boundary lines between soil and rock types: in-situ,. the transition may be gradual. WATER LEVEL DEPTH(S), ft 1 ��rr acon BORING STARTED 2-23-12 WL 4N/E WD � BORING COMPLETED 2-23-12 RIG BK -81 LOGGED BY BLP WL 2 4 WLI APPROVED RJO JOB # 62115028