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HomeMy WebLinkAboutSEPA E98-0005 - FORT DENT PARK - RECLAIMED WATER IRRIGATION DISTRICT (PACIFIC VIEW OFFICE PARK)PACIFIC VIEW OFFICE PARK FORT DENT PARK RECLAIMED WATER IRRIGATION DISTRICT 12421 PACIFIC HWY SO. E98-0005 10900 NE 8TH STREET SUITE 300 BELLEVUE WASHINGTON 98004-4405 TELEPHONE 425 454 5600 TOLL FREE 800 454 5601 FAX 425 454 0220 INTERNET www.entranco.com ARIZONA CALIFORNIA IDAHO OREGON UTAH • WASHINGTON ENTRANCO June 3, 1998 Mr. Haynes Lund Sabey Corporation 101 Elliott Avenue W. Suite 330 Seattle, Washington 98119-4220 Re: Traffic Impact Study Pacific View Office Park Tukwila, Washington Entranco Project No. 98007-60 Dear Haynes: We are pleased to provide you the Pacific View Office Park Traffic Impact Study final report. The proposed project is a redevelopment of the Valley Trucking site into an office park located on State Route 99, Pacific Highway South, in Tukwila, Washington. This exciting project is the first step in the City's realization of the its vision of the Pacific Highway South corridor. Two draft reports of the traffic impact study have been previously submitted to Sabey Corporation and the city of Tukwila for review. The March 1998 draft submittal was the original submittal and was based on 224,500 square feet of office space in four buildings. The May 1998 draft submittal included revisions to the March draft based on 240,769 square feet of office space in three buildings, a revised trip distribution methodology, and responses to city of Tukwila comments. The final report, included with this cover letter, incorporates responses to City comments based on the May 1998 draft. If you should have any questions regarding the contents of the attached report, please do not hesitate to call me. It was a pleasure working with Sabey Corporation and the city of Tukwila on this exciting project, and we look forward to the opportunity to provide you with our professional traffic services on future projects. Sincerely, E RANCO, INC. 1 o & Tbrsten K. Lienau, P.E. Project Manager TKL:cdf Attachment EXPIRES 10/23/9 Traffic Impact Analysis PACIFIC VIEW OFFICE PARK (VALLEY TRUCKING SITE) Tukwila, Washington Prepared for Sabey Corporation Prepared by ENTRANCO, INC. 10900 NE 8th Street, Suite 300 Bellevue, Washington 98004 425-454-5600 June 1998 CONTENTS Page INTRODUCTION 1 EXISTING CONDITIONS 1 Road Network 1 Traffic Volumes 8 TRAFFIC IMPACT ANALYSIS 8 Trip Generation 8 Trip Distribution 12 Traffic Operations 12 MITIGATION 19 Street Improvements 19 Transportation Demand Management 19 SUMMARY 20 APPENDIX A - SR 99 Traffic Demand Model B - Level of Service Calculations for Existing Conditions C - Level of Service Calculations with Project Traffic D - Detailed Gap Data E - Highway Capacity Manual Gap Acceptance Times F - Queue Calculations based on Gap Data G - City of Tukwila Six -Year Transportation Improvement Program Project List 98007/Reports/pvoptia(06/03/98):sks FIGURES Page 1. Project Vicinity 2 2. Site Plan 3 3. Existing Pacific Highway South Facilities 4 4. Speed Limits 5 5. Bus Routes and Stops 6 6. Channelization 7 7. A.M. Peak Hour Turning Movements 9 8. P.M. Peak Hour Turning Movements 10 TABLES Page 1. Study Intersection Count Dates 8 2. Trip Generation Valley Trucking Site 11 3. Signalized Intersection Level of Service Analysis 13 4. Unsignalized Intersection Level of Service Analysis 15 5. Gap Analysis Data 16 98007/Reports/pvoptia(06/03/98):sks INTRODUCTION This report documents the traffic impact analysis on the proposed Pacific View Office Park, which is a redevelopment of the existing Valley Trucking site in Tukwila, Washington. This report addresses the existing traffic conditions in the study area and traffic operations both with and without the proposed project. The development, in northwest Tukwila, is on Pacific Highway South (which is State Route [SR] 99) just south of the SR 599/SR 99 interchange (figure 1). The site is currently occupied by Valley Trucking. The majority of the site is currently used for heavy vehicle storage. There is also a small building housing the business office on-site. The property is bounded by Pacific Highway South to the east, a steep slope to the west, SR 599 right-of-way to the south, and another business to the north. Three office buildings are proposed for this site. The proposed development will result in 240,769 square feet of general office space split between the three buildings. A site plan for the development is provided in figure 2. Direct access to the site will be provided from Pacific Highway South, which provides access to SR 599 and SR 518, with connections to Interstate 5 (1-5) and 1-405 (see figure 1). EXISTING CONDITIONS Road Network Pacific Highway South provides access to the proposed Pacific View Office Park. Pacific Highway South is a four- to five -lane north -south principal arterial with two through lanes in each direction and a two-way left -turn lane, except in the SR 599 interchange area and immediately south of South 130th Street where the two-way left -turn lane is not available. It provides a link between the Seattle metropolitan area and the southern suburbs, and is a Sea -Tac Airport access route. Few sections of Pacific Highway South in the project area have sidewalks. Within the project vicinity, most of Pacific Highway South has a paved shoulder that is more than 6 feet wide. Existing facilities for Pacific Highway South are illustrated in figure 3. Speed limits in the project vicinity vary from 35 to 45 mph (figure 4). Along the project frontage, the speed limit is 45 mph. Bus service to the site is provided by Metro Route 174. A bus stop is located immediately south of the site (figure 5). Channelization of major intersections in the project vicinity is shown in figure 6. 98007/Reports/pvoptia(06/03/98):sks 1 8137 98007-60 Valley Trucking (5/22/98) AGT IV O. CD 0 TI Z► B137 98007-60 Valley Trucking (5/22/98) AGT T z z 0 Z► B137 98007-60 Valley Trucking (5/22/98) AGT N Median Edge and Pedestrian Facilities Legend Two -Way Left -Turn Lane Raised Left Turn Sidewalk Shoulder less than 6 -feet Shoulder greater than 6 -feet ® E N T R A N C O Figure 3 Existing Pacific Highway South Facilities B137 98007-60 Valley Trucking (5/22/98) AGT N Boeing Access Rd Legend 35 Speed limit Project Site E N T R A N C O Figure 4 Speed Limits B137 98007-60 Valley Trucking (5/22/98) AGT A N Boeing Access Rd Legend 0 Bus Stop - - - Bus Routes 170 41330 E N T R A N C O Figure 5 Bus Routes and Stops B137 98007.60 Valley Trucking (5/22/98) AGT 0 0 4- .IL V CO 111 A s•• 4 f—••••• Z► J P. J L '..s._ Traffic Volumes Existing traffic volume data for the arterial street network and intersections were counted by Traffic Data Gathering for Entranco. The count information was gathered during March 1998. The study intersections are listed in table 1. Table 1 Study Intersection Count Dates Intersection A.M. Peak P.M. Peak 1. Pacific Highway S./E. Marginal Way 3/10/98 3/11/98 2. Pacific Highway S./S. 112th Street 3/10/98 3/12/98 3. Pacific Highway S./SR 599 WB Ramps 3/12/98 3/12/98 4. Pacific Highway S./S. 116th Street 3/11/98 3/12/98 5. Pacific Highway S./SR 599 EB Off -Ramp 3/11/98 3/12/98 6. Pacific Highway S./SR 599 EB On -Ramp 3/11/98 3/12/98 8. Pacific Highway S./S. 130th Street 3/13/98 3/10/98 9. Pacific Highway S./S. 132nd Street 3/11/98 3/10/98 10. Pacific Highway S./S. 144th Street 3/12/98 3/12/98 11. Pacific Highway S./S. 152nd Street 3/11/98 3/11/98 12. Pacific Highway S./S. 154th Street 3/10/98 3/10/98 13. Pacific Highway S./SR 518 EB On -Ramp 3/12/98 3/12/98 Note:See figure 6 for an illustration of the channelization at these intersections. Intersection 7 is the proposed driveway for the development. Figures 7 and 8 show the existing a.m. and p.m., respectively, peak hour traffic and turning movement volumes on Pacific Highway South in the study area. TRAFFIC IMPACT ANALYSIS Trip Generation Trip generation estimates were based on trip generation rates provided in the Institute of Transportation Engineers' (ITE) 1997 Trip Generation manual, Sixth Edition. The proposed development will consist of 240,769 square feet of general office buildings (ITE Land Use Code 710). 98007/Reports/pvoptia(06/03/98):sks 8 y Trucking (5/22/98) AGT 37 98007-60 Vail m E N T R A N C O 1 135 82 114 l `- (1)572 (2) 680 —AO. . 463 (0) f-357 (30) 271 (0) r' 287 199 (0) (0) 4 146 210 97 1 k.6.i (0) 681 t(0r• ) 135 31 11 823 4 (0 1' (6) (3) (4) 7 (46) (9) 0 287 (12) 0 t (18) 0 1 0 1029 (127) (63) 10 41) 36) 2 F{e 51 (0) 3 t 107(0) „irdI k.."/ 47 (0) (4) 137 (0) 137 (0) 39 ) Ei~r"r '"r 47 981 45 (0) (38) (0) it 13 (2) (0) 730 325 'W. 1008 544 (23) (0) 2 R (0) (52) (0) ` 6 (0) 151 409 20 ♦— 45 (0) 61 (0) � 1 Oji r .. (0) 17 1 114. ` t r• (0) 5 1 229 1734 161 (4)26 •t (0) (3) (0) 5 t ; 822 11 (13) 8 (20) (7) 281 18 l`b- 12 (68) 54 (0) . t r- 942 4 (122) (0) 11 (0) (2) 15 426 (1) ` 29 (0) 38F 14 (0) I ' (71(0) 71:r.- _ w k� (5)27 ...}i:1(018)- t (4'(0) 25 —`yam ' 1017(26)(020, (0) 2 \ e i 3 (0) (56) 83 417 AJ 1 490 (0) t 1371 (3) 6 (91) (46) 0 287 -*Ij (6) 0 (9) 0 9 li (5) 3(108 5) i` 224 44.1 (35) 86 (0) 24 t 8 1034 (0) (87) 12 (0) (2) 85 515 (0) j 62 (2) 62 94(0) I 108(0) t 122 858r• 58 (0) (23) (0) (1)251 (0) 142 —► (0)168 Legend t 0 - 1998 Existing Vehicle Trips (0) - Project -Generated Vehicle Trips Figure 7 A.M. Peak Hour Turning Movements N ® E N T R A N C O (4) (0) (0) 851 382 602 (9) 164 (12) 359 —. (0) 0 ks 148 (0) f— 740 (5) 272 (0) • ' 136 263 (0) (0) 4 (0) (10) (0) 552 740 653 (0) 283 (0) 63 — (7) 12 34 331 7 1 (36) (22) (27) E_ 7 (8) (115) 0 1100 (39) 0 E .4111.\ (57) 0 -.)1 I !, (23) . ti t 538 (11) 10 (38) (5) 908 66 i.. i i2 `30(1) 217 (0) 66 (0) (7) 110 .i (1)96 (0) (0) ti f— ' r ` 132 (0) I! t 426 (7) 1 41 (0) 187 —► 77 Zf 13 116 (0) 694 346 ,z l t 920 489 (4) (0) 2 (0) 28 1(9)5 22) ` 15 (0) 01-3(0) lt. / 165 (0 (0) 150 (0) 59 (1) 219 J0 5� 32 540 85 C (0) (21) (1) 5 t 405 (85) 8 (125) (47) ` 33 (12) 1 47 162 (0) 456 6 (22) (0) 11 (2) (16) (4) k. 28 (0) 39 978 99 *–. 35 (0) I •r 73 (0) (1)36 J {i ` t 4k (0) 83 ti 207 702 51 (0) 25• \ (0) (5) (0) Legend t 3 6 (16) (8) 0 1100 (77) 0 (115)0 Z I\ t 0 405 (11) (8) (P0 9 (29) (96) it i, 103 1089 .4,1l (6) 62 (0) 9 12 (0) (16) (0) 178 1023 82 (1 ) 270 (0) 145 —► (0)416 0 - 1998 Existing Vehicle Trips (0) - Project -Generated Vehicle Trips Figure 8 P.M. Peak Hour Turning Movements The applicant will implement a transportation demand management (TDM) plan to help reduce the peak hour and daily trip generation by promoting other forms of travel, or other times of travel. The applicant's goal is to obtain a 10 percent reduction during peak hours and a six percent reduction for the weekday daily total trips. The applicant's plan for TDM is presented later in this document. Table 2 documents the trip generation for the proposed office land use at the Pacific View Office Park. During the weekday a.m. and p.m. peak hour, the proposed office space will generate 337 and 313 net new trips, respectively. On a weekday, the project is estimated to generate 2,378 net new trips per day. Volumes were not reduced to account for existing trips from the current Valley Trucking site. Therefore, the trip generation analysis represents a conservative scenario. Land Use Table 2 Trip Generation Valley Trucking Site Building ITE Size LUC (sq. ft.) Trip Rate (trips/1,000 sq. ft.) Vehicle Trips In Out Total In Out Total Weekday A.M. Peak Hour ITE Gross Total 710 240,769 1.37 0.19 1.56 330 45 375 TDM Reduction (-10%) -33 -5 -38 Net New Trips 297 40 337 Weekday P.M. Peak Hour ITE Gross Total 0.25 1.24 1.49 59 289 348 TDM Reduction (-10%) -6 -29 -35 Net New Trips 53 260 313 Weekday Daily ITE Gross Total 5.51 5.50 11.01 1,321 1,321 2,642 TDM Reduction (-6%) -132 -132 -264 Net New Trips 1,189 1,189 2,378 Note: Trip generation rates and/or equations were obtained from the Institute of Transportation Engineers' (ITE) Trip Generation manual, 6th Edition, 1997. 98007/Reports/pvoptia(06/03/98): sks 11 Trip Distribution The trip distribution and assignment for the proposed development's trip generation was based on a traffic demand model distribution of the project trips. The traffic demand model was developed by The Transpo Group specifically for the SR 99 corridor, with an existing conditions model run (1995) and a forecast run (2020). Specifics of the model development, as provided by The Transpo Group, are contained in Appendix A. The traffic demand model was used to predict the percentage of project -related trips that would be found on each link within the model network. To determine the percentage of project -related trips on each link, a "representative" 1,000 trips into and out of the proposed site were modeled, which could then be easily converted to a percentage, and then applied to the actual number of trips generated by the proposed project. For example, if the model output showed 457 trips on a link within the network, that meant that 45.7 percent of the actual proposed project's trip generation would be found on that link. The model output was the only source used to determine trip assignment, and no deviation from this methodology was used. The model plot of the "representative" 1,000 trips in and out of the site is provided in the pocket insert of Appendix A. Based on the model output, it is projected that 40 percent of all inbound and outbound trips will be from/to the north of the site. The remaining 60 percent will be from/to the south of the site. Figures 7 and 8 depict the a.m. and p.m. peak hour trip assignment for the project -generated volumes on the surrounding street network. It is important to note that the trip assignment, and subsequent level of service (LOS) analysis was based on the gross trip generation, not the reduced trip generation, so that a worst case scenario of vehicle operations could be analyzed. Traffic Operations The City of Tukwila requested a LOS analysis at the project driveways and at any City of Tukwila intersection that would receive 10 or more peak hour trips. The City also requested an analysis of the safety and operation of driveway movements, pedestrian and non -motorized circulation, transit use, and how the project relates to the Transportation Improvement Program and the Transportation Element of the City's Comprehensive Plan. Level of Service Analysis A LOS analysis was conducted using the methodology in the Highway Capacity Manual and two software packages, SIGNAL94 and HCS. The concept of LOS is to rate intersections operationally based on the average stopped delay per vehicle traveling through the intersection. The LOS of an intersection is ranked from A (low delay) to F (delay exceeding 60 seconds per vehicle). 98007/R a po rts/pvo p t is (06/03/98 ): sks 12 Table 3 shows the 1998 existing conditions LOS for the project -impacted intersections. The LOS calculations are presented in Appendix B. At the nine signalized intersections that would be affected by the project, existing LOS range from LOS B to LOS D during the weekday a.m. peak hour and from LOS B to LOS E during the weekday p.m. peak hour. Table 3 Signalized Intersection Level of Service Analysis 1998 Existing With Project Intersection v/c Delay LOS v/c Delay LOS Weekday A.M. Peak Hour Pacific Highway S. / E. Marginal Way 0.65 27.3 D 0.65 27.2 D Pacific Highway S. / S. 112th Street 0.72 13.8 B 0.73 14.2 B Pacific Highway S. / S. 116th Street 0.62 11.5 B 0.61 11.3 B Pacific Highway S. / S. 130th Street 0.49 6.6 B 0.53 6.6 B Pacific Highway S. / S. 132nd Street 0.50 6.5 B 0.53 6.5 B Pacific Highway S. / S. 144th Street 0.64 17.9 C 0.66 18.7 C Pacific Highway S. / S. 152nd Street 0.66 19.9 C 0.67 20.1 C Pacific Highway S. / S. 154th Street 0.66 23.1 C 0.67 23.6 C Pacific Highway S. / SR -518 EB On -Ramp 0.70 13.0 B 0.70 13.4 B Weekday P.M. Peak Hour Pacific Highway S. / E. Marginal Way 0.67 26.7 D 0.68 27.1 D Pacific Highway S. / S. 112th Street 0.82 52.2 E 0.83 55.3 E Pacific Highway S. / S. 116th Street 0.63 11.3 B 0.62 11.6 B Pacific Highway S. / S. 130th Street 0.49 6.6 B 0.53 6.5 B Pacific Highway S. / S. 132nd Street 0.57 6.3 B 0.63 6.5 B Pacific Highway S. / S. 144th Street 0.63 16.7 C 0.64 17.0 C Pacific Highway S. / S. 152nd Street 0.73 24.3 C 0.73 24.7 C Pacific Highway S. / S. 154th Street 0.72 28.0 D 0.73 28.5 D Pacific Highway S. / SR -518 EB On -Ramp 0.80 11.2 B 0.81 11.3 B Level of service calculations were based on the Highway Capacity Manual. Delay refers to average stopped delay measured in seconds per vehicle. v/c refers to the volume to capacity ratio. Since 1991, traffic volumes on Pacific Highway South have showed no growth trends and have remained steady. The future case analysis assumes that traffic volumes will remain steady until the buildout year of the development, in 2000. Therefore, without project trips, the year 2000 volumes are assumed to be identical to 1998 volumes. Table 3 also lists the LOS analysis results for intersections with project traffic volumes. It is important 98007/Report s/pvopt ia(06/03/98): sks 13 to note that the LOS analysis was based on the gross trip generation, not the reduced trip generation, so that a worst case scenario of vehicle operations could be analyzed. The LOS did not change at any of the intersections after project trips were added to the system, however; average delay increased at most of the analyzed intersections. Increases in delay of up to 0.8 second per vehicle were experienced in the a.m. peak hour, and between 0.1 and 3.1 seconds in the p.m. peak hour. All intersections operate at LOS D or better, with one exception. The intersection of South 112th Street/Pacific Highway South currently operates at LOS E during the p.m. peak hour and remains at LOS E with additional project trips. This intersection is north of the project site. The LOS calculations with project trips are in Appendix C. A LOS analysis for the two unsignalized driveways was performed. The LOS calculations for the unsignalized driveways followed the methodology outlined in the 1994 updated Highway Capacity Manual, Special Report 209. Both driveways will provide full access. It was assumed that the eastbound left turns from either driveway would use the two-way left -turn lane for storage purposes, and thus would only have to cross half of Pacific Highway South at one time. Results of the analysis are provided in table 4. As shown in table 4, both driveways operate at LOS A or B in the a.m. peak hour, while operations in the p.m. peak hour are LOS E or F for eastbound left turns. At the north access, the eastbound left -turn movement operates at LOS F during the p.m. peak hour. The LOS reported for unsignalized intersections is the worst case among all of the calculated movements (usually one of the stop -controlled side street approaches). The LOS at unsignalized intersections applies only to the capacity of the worst movement, and is not a valid indicator of overall traffic operations at an intersection. Safety -Operations The driveway LOS analysis indicates that eastbound left turns leaving the project at both driveways will operate at either LOS E or F in the p.m. peak hour. This LOS causes the safety of the driveways to become a concern, because drivers will begin taking risks if they have to wait too long to exit. For this reason, a gap analysis was conducted on SR 99 between the proposed location of the two driveways. The time between available gaps on SR 99 was recorded during the p.m. peak period (4:00 to 6:00 p.m.) on Monday and Tuesday, May 18 and 19, 1998. On Monday, gaps were measured between southbound vehicles only, because left -turning vehicles from the project site theoretically only need to cross the southbound traffic to access the center two-way left -turn lane on SR 99. From the center two-way left -turn lane, the vehicle can then wait for another acceptable gap to merge with northbound traffic. On Tuesday, gaps between southbound only traffic and both directions were obtained. 98007/Report s/pvopt ia(06/03/98): sks 14 Table 4 Unsignalized Intersection Level of Service Analysis Intersection Approach Delay 95% Queue Length LOS Weekday A.M. Peak Hour South Access EB Left 8.6 sec. 1 vehicle B South Access NB Left 4.0 sec. 1 vehicle A North Access EB Left 7.8 sec. 1 vehicle B North Access NB Left 4.1 sec. 1 vehicle A Weekday P.M. Peak Hour South Access EB Left 44.7 sec. 2 vehicles E South Access NB Left 12.4 sec. 1 vehicle C North Access EB Left 49.7 sec. 3 vehicles F North Access NB Left 10.2 sec. 1 vehicle C The LOS reported for unsignalized intersections is the worst case among all of the calculated movements (usually one of the stop -controlled side street approaches). The LOS at unsignalized intersections applies only to the capacity of the worst movement, and is not a valid indicator of overall traffic operations at an intersection. The gap data is provided in Appendix D and is summarized in table 5. To determine what length of time represents a gap that most drivers would accept, the Highway Capacity Manual (HCM), 1994 Third Edition was consulted. According to the HCM, an acceptable gap for a left turn from a minor street onto a four -lane major street is 7 seconds, while the critical gap time for a left turn from a four -lane major street is 5.5 seconds. (The HCM table has been reproduced and provided in Appendix E). For each subsequent left -turning vehicle, an additional 3.4 seconds is required for a minor street left turn, and 2.1 seconds for a major street left turn. To conduct a conservative analysis of the SR 99 corridor, 7 seconds was used for the first of any left -turning vehicle and 10.4 seconds was assumed for each subsequent left -turning vehicle when a large enough gap was available for more than one vehicle to use. 98007/Reports/pvoptia(06/03/98): sks 15 Table 5 Gap Analysis Data Monday Tuesday Southbound) Southbound Both Directions P.M. Peak Hour No. of Acceptable Gaps2 Percent of Peak Hour w/Acceptable Gaps Average Time Between Acceptable Gaps Largest Time Observed Between Acceptable Gaps 4:30 to 5:30 185 55.2% 17.5 secs. 67 secs. 4:20 to 5:20 200 57.9% 4:20 to 5:20 144 39.5% 16.4 secs. 22.9 secs. 61 secs. 89 secs. 1. Gaps were measured in the southbound direction only on SR 99 to determine if enough acceptable gaps were available to at least allow vehicles turning left out of the project to get to the center two-way left -turn lane on SR 99, before merging with northbound traffic. 2. An acceptable gap is 7 seconds or greater for a left turn from a minor street to a four -lane major road. An additional 3.4 seconds is assumed for each subsequent left turn that can be made within a gap larger than 7 seconds. For example, if a 28 second gap is available, 3 vehicles may use that gap to turn left because the first vehicle will require the first 7 seconds, and the next two vehicles will require 10.4 seconds each. As is shown in table 5, 185 and 200 acceptable gaps were observed on Monday and Tuesday, respectively, in the southbound direction on SR 99 during the p.m. peak hour. The estimated trip generation for the proposed Pacific View Office Park is 150 left turns (in and out combined). Therefore, if all of these left turns occurred at one driveway, the gap data collected in the field indicates that there would be more than enough acceptable gaps to accommodate the 150 left turns. Given that the development proposes two driveways, with the most left turns predicted at one driveway being 88, there are more than two available gaps for every one left turn from the site. When gaps from both directions are analyzed, more than 144 acceptable gaps were witnessed in the field. Therefore, all of the predicted left turns out of the proposed development could be accommodated by gaps from both directions. In other words, 144 gaps could be available for the 116 vehicles turning left out of the site, and all of these gaps would not require the vehicle to stop in the center two-way left -turn lane. The gap data indicated that, on average, one acceptable gap was available approximately every 17.5 seconds when considering southbound traffic only, and every 22.9 seconds when both directions are analyzed. These values are less than the expected delay 98007/Repo rts/pvo pt i a (06/03/98 ): s ks 16 predicted by the LOS calculations (compare tables 4 and 5), and are less likely to cause drivers to take risks. Based on these rates, and the number of left turning vehicles from each driveway, a queue analysis was conducted to determine how many vehicles would queue on site. Average queue lengths at each driveway for left turns were less than one vehicle in the p.m. peak hour (calculations provided in Appendix F), which equates to a 95th percentile queue of approximately 2 vehicles. The proposed driveways can accommodate a queue of 2 left -turning vehicles without blocking any drive aisles. The availability of acceptable gaps on SR 99 at the proposed development is highly dependent on the platooning of vehicles caused by the signal operations at the S. 116th Street intersection. If the cycle length is reduced at this signal, or the signal is removed, gaps will be affected downstream at the proposed development's driveways. With traffic volumes expected to increase on SR 99, it is unlikely that the signal at S. 116th Street will be removed, or that the cycle length will be reduced. As traffic volumes increase, signal cycle lengths tend to increase as well. The south driveway is approximately 450 feet from the westbound SR 599 ramp gore. If vehicles use the two-way left -turn lane to cross the southbound traffic flow, they will be approximately 300 feet from the ramp, and will still have to cross two lanes of traffic. Due to the upstream signal at South 130th Street, gaps in traffic flow will appear on a regular basis, allowing vehicles to weave across two lanes to the ramp entrance. Also, during the p.m. peak, northbound traffic volumes are Tight (270 vphpl). However, as traffic volumes increase and/or accidents due to this maneuver occur, it may be necessary to restrict left turns from the site. Transit Service As shown in figure 5, Metro route 174 has bus stops approximately 800 feet south of the site. Route 174 runs every 30 minutes throughout the day, and connects the cities of Federal Way, Sea -Tac, and Seattle. Based on experience with similar office developments in suburban settings, a maximum 3 percent transit mode split is expected. Typically, the mode split will be between 1 and 2 percent. Pedestrian Activity Pedestrian activity along Pacific Highway South in the project vicinity was observed in February and March. With the exception of the bus stop by South 128th Street, there are no pedestrian activity generators between South 130th Street and the Duwamish River bridge. No pedestrians were observed in the immediate project area during two site visits. Pedestrian activity was heavier north of South 130th Street. Activity included several instances of jaywalking across Pacific Highway South, and regular use of the shoulders for pedestrian purposes. 98007/Reports/pvopt ia(06/03/98): sks 17 At the Valley Trucking site, Pacific Highway South is 55 feet wide, with five 11 -foot lanes and the speed limit is 45 mph. Between the SR 599 interchange and South 130th Street, there are no pedestrian islands or other safe areas where pedestrians may pause in the middle of crossing Pacific Highway South. The majority of projected pedestrian activity in the project area will originate from the project itself, and will consist of people going to/from the Metro bus stops. Pedestrian and non -motorized circulation through the site will be facilitated by the sidewalk connecting all three buildings. There will be two breaks in the sidewalk where drive aisles occur between buildings. At these locations, pedestrians will be required to cross the drive aisle. A painted crosswalk is recommended at these locations. Planned Transportation Improvement Program Projects The City's Comprehensive Plan calls for the improvement of the Pacific Highway South corridor. Planned improvements will make the corridor more pedestrian friendly and attract higher density development. The Pacific View Office Park development addresses the Plan's needs by making the project site more attractive by building sidewalks, improving lighting and landscaping, and attracting new businesses. Several planned Transportation Improvement Program (TIP) projects are slated for Pacific Highway South in the project vicinity (Appendix G). In 1998, work will begin on Pacific Highway South between 116th Street South and 152nd Street South. Upgrades will include: paving, curb and gutter, sidewalk, drainage, illumination, utility relocation, traffic signal modifications (including interconnect), and landscaping. In addition, the Pacific Highway South bridge over the Duwamish River north of South 116th Street is programmed to be replaced and widened. Projects that are in the TIP planning stage include improving the Pacific Highway South/SR 599/South 116th Street interchange with HOV ramps and improving Pacific Highway South between the Boeing Access Road and South 118th Street. Improvements include repaving, installing curb and gutter, sidewalks, illumination, drainage, and overhead utility relocation. The major affects of the TIP projects on the Pacific View Office Park development are to improve pedestrian access and to provide increased vehicle flow through coordination of signals. Signal interconnection should reduce travel time and delay on Pacific Highway South. The development is not expected to affect implementation of the TIP projects. Future (2020) Operations The transportation demand model developed by The Transpo Group, and discussed earlier in this report, predicted traffic volumes for the SR 99 corridor based on three land use scenarios, namely, the City's current Comprehensive Plan, Tukwila Tomorrow, and High Trip Generation Land Use Scenarios. The details of each land use scenario are provided in Appendix A. Based on these three land use scenarios, The Transpo Group 98007/Reports/pvoptia (06/03/98 ): sks 18 conducted a LOS analysis of predicted 2020 traffic volumes at five intersections on the SR 99 corridor (see table 2 in Appendix A). Existing channelization at each intersection was assumed with the exception of one intersection. At the South 116th Street/SR 99 intersection, a southbound dual left -turn lane was assumed by 2020. At four of the five intersections, a LOS D or better was achieved for all three land use scenarios. The South 154th Street/SR 99 intersection was the only intersection analyzed that experienced LOS F conditions on SR 99 by 2020, regardless of the land use scenario. MITIGATION Street Improvements According to City of Tukwila guidelines, mitigation is required when the additional project trips added to the future background traffic volumes would cause the arterial intersection LOS to deteriorate beyond LOS D. Any intersection that would deteriorate beyond LOS D must be mitigated, unless the LOS is E or F without the project. If the LOS is E or F without the project, the intersection must be mitigated if the LOS category is changed (i.e., from LOS E to LOS F). Based on these guidelines, and the results shown in table 3, no mitigation is required at the study intersections for the proposed Pacific View Office Park development. With the project traffic included, all intersections operate at LOS D or better, with one exception. The intersection South 112th Street/Pacific Highway South currently operates at LOS E during the p.m. peak hour and remains at LOS E with additional project trips. This intersection is north of the project site. A possible improvement to this intersection would be to modify the signal timing to include a protected left -turn phase in the east -west legs that would reduce vehicle delay to 44.3 seconds. The intersection would remain at LOS E, but would have better operating conditions than it does currently. The proposed development will need to make improvements to the Pacific Highway South frontage, as outlined by the City of Tukwila, including curb, gutter, sidewalk, street lighting, and a five -lane cross-section. Transportation Demand Management The applicant for this development manages several other office developments similar to the proposed Pacific View Office Park at which they have successfully implemented transportation demand management (TDM) techniques to reduce the reliance on single occupant vehicle (SOV) travel to and from their developments. It is the intent of the applicant to provide TDM incentives at the Pacific View Office Park, such as preferential high occupancy vehicle (HOV) and vanpool parking stalls on site, and a bus routing and schedule kiosk on site. Together with the availability of transit directly on SR 99, the applicant's goal is to reduce predicted daily trips to the site by 6 percent. 98007/Repo rts/pvopt ia(06/03/98): sks 19 SUMMARY A traffic impact analysis was performed for the proposed Pacific View Office Park development to be located on the existing Valley Trucking site in Tukwila, Washington. Three office buildings are proposed for this site. The proposed development will result in 240,769 square feet of general office space split between the three buildings. Trip generation estimates were based on trip generation rates provided in the Institute of Transportation Engineers' (ITE) 1997 Trip Generation manual, Sixth Edition. During the weekday a.m. and p.m. peak hour, the proposed office space for the Valley Trucking site will generate 337 and 313 net new trips, respectively. On a weekday, the project is estimated to generate 2,378 net new trips per day. Volumes were not reduced to account for existing trips from the current Valley Trucking site but do account for a 6 percent daily and 10 percent peak reduction in trips due to a TDM program. Therefore, this analysis represents a conservative scenario. The trip distribution and assignment for the proposed development's trip generation was performed by a transportation demand model developed by the Transpo Group. Based on the model, it is estimated that 40 percent of all outbound and inbound volumes will be to/from north of the site. The remainder will be to/from south of the site. A LOS analysis was performed at both site driveways and at City of Tukwila intersections. Average delay increased at all project impacted intersections affected by the project. All intersections operate at a LOS D or better, with one exception. The intersection of South 112th Street/Pacific Highway South currently operates at LOS E during the p.m. peak hour and remains at LOS E with additional project trips. This intersection is north of the project site. Both driveways operate at LOS A or B in the a.m. peak hour, while both accesses were calculated to operate at LOS E or F for eastbound left turns during the p.m. peak hour. The eastbound left -turn movement at the north access is the movement operating at LOS F during the p.m. peak hour. The LOS reported for unsignalized intersections is the worst case among all of the calculated movements (usually one of the stop -controlled side street approaches). The LOS at unsignalized intersections applies only to the capacity of the worst movement, and is not a valid indicator of overall traffic operations at an intersection. The LOS analysis does not take into account the platooning of vehicles from a nearby intersection, thereby providing gaps for vehicles to enter and exit the site. A gap analysis was also performed over a two-day period, which indicated that there were more than twice as many acceptable gaps available than were needed by the site's traffic. According to City of Tukwila guidelines, mitigation is required when the additional project trips added to the future background traffic volumes would cause the arterial intersection LOS to deteriorate beyond LOS D. Any intersection that would deteriorate beyond LOS D must be mitigated, unless the LOS is E or F without the project. If the LOS is E or F without the project, the intersection must be mitigated if the LOS category is changed (i.e., from LOS E to LOS F). 98007/Reports/pvoptia(06/03/98):sks 20 Based on these guidelines, no mitigation is required at the study intersections for the proposed Pacific View Office Park. With the project traffic included, all intersections operate at a LOS D or better, with one exception. The intersection of South 112th Street/Pacific Highway South currently operates at LOS E and remains at LOS E with additional project trips. This intersection is north of the project site. A possible improvement to this intersection would be to modify the signal timing to include a protected left -turn phase in the east -west legs that would reduce vehicle delay to 44.3 seconds. The intersection would remain at LOS E, but would have better operating conditions than it does currently. The proposed development will need to make improvements to the Pacific Highway South frontage, as outlined by the City of Tukwila, including widening to five lanes, curb, gutter, sidewalk, and street lighting. Future operations in 2020 were analyzed by The Transpo Group at five intersections under three land use scenarios. At four of the five intersections, a LOS D or better was achieved for alt three land use scenarios. The South 154th Street/SR 99 intersection was the only intersection analyzed that experienced LOS F conditions on SR 99 by 2020, regardless of the land use scenario. 98007/Reports/pvopt is (06/03/98): sks 21 APPENDIX A SR 99 Traffic Demand Model Cony Jul ►ti9J PACIFIC HIGHWAY TRANSPORTATION FORECAST MODELING The focus of this portion of the Pacific Highway project was to provide an analysis of existing and forecast traffic volumes for use by the Tukwila Pacific Highway Committee in developing a revitalization plan. The travel forecast model developed for the SR -509 / South Access Roadway study was used for developing forecast traffic volumes for the study area bounded by SR -509, S Michigan Street, Interurban Avenue S, and S 178th Street. The following represents the tasks that were performed for the forecast modeling portion of the project: Task 1 - Existing Conditions Available traffic count data were obtained from City and State records. Count data compiled for development of TRANSPO's T -Model network were also reviewed. New turning movement counts were collected for the early afternoon and PM peak hours at the following signalized intersections on Pacific Highway: • S 154th Street • S 152nd Street • S 144th Street • S 132nd Street (Future Signal) • S 130th Street (Future Signal) The turning movement counts were coordinated with machine counts collected for the City. An inventory of existing intersection configurations, signal phasing and timing characteristics were conducted. Existing PM peak hour levels of service were calculated at the three existing signalized intersections as a check to Transyt-7F analysis conducted by Bell -Walker. The existing and future PM peak hour traffic volumes are shown on Figure 1. Task 2 - License Plate Study A license plate study was conducted at the following locations on Pacific Highway to determine proportions of through trips versus local trips in the corridor: • S 154th Street • S 144th Street • S 130th Street • S 116th Way Data were collected for a one hour period in the early afternoon and a one-hour period in the PM peak commute time period. Both the northbound and southbound directions were surveyed utilizing one surveyor per lane. The license plate data was then input into a spread- sheet model and tabulated using a matching algorithm. The results are shown on Table 1. Task 3 - Baseline Travel Forecasting Model TRANSPO used the travel forecasting model developed for the SR -509 / South Access Roadway studies. The model used the T -Model software package and was used to model PM peak hour traffic volumes. The model network and Transportation Analysis Zones (TAZ's) within the Pacific Highway study area were reviewed and revised, where necessary. TRANSPO also coordinated with City staff to update the model's existing land use assumptions within the study area. The model was rerun for the existing base year to review and adjust the calibration within the study area. This calibration model run was then compared to the updated traffic count and license plate survey results. Existing volume -to -capacity (V/C) ratios were identified for arterials within the study area. Task 4 - Traffic Forecasts 2020 PM peak hour traffic forecasts were generated from the model for the land use scenarios listed below. Figure 2 shows the percentage of PM peak hour forecast traffic growth from existing 1994 volumes to year 2020 assuming existing comp. plan zoning. • Existing Comprehensive Plan Zoning - This scenario represented an 80 percent buildout of existing zoning. • Tukwila Tomorrow Land Use - Traffic forecasts for this scenario included the following "external" influences: Construction of the SR -509 extension; Construction of the High Capacity Transit System; and Implementation of the City of SeaTac Urban Village Plan. • High Trip Generation Land Use - TRANSPO coordinated with City staff to develop the High Trip Generation Land Use scenario to ensure that it was reasonable with respect to the City's land use plan and other policies. Land use data for the Existing Comprehensive Plan Zoning and Tukwila Tomorrow Land Use scenarios were provided by the City with the following land use categories: 1. Single -Family Residential (dwelling units) 2. Multi -Family Residential (dwelling units) 3. Retail (employees) 4. Finance/Insurance/Real Estate/Services/Educational (employees) 5. Wholesale/Communication/Transportation/Utility/Manufacturing (employees) Model output provided forecast turning movement data at the signalized intersections listed under Task 1. A comparison of link volumes were also provided for arterial routes within the study area as shown in Figure 1. Task 5 - Alternative Roadway Configurations Using 2020 forecasts for the three land use alternatives, 2020 V/C ratios were calculated, as shown on Figure 3, for study area arterial routes for the following alternative configurations on Pacific Highway: • Existing Geometry - Five lanes with right -turn lanes at signalized intersections. • 5 -Lane Cross Section - Five lanes without right -turn lanes. • 7 -Lane Cross Section - Seven lane section without right -turn lanes. The base 2020 traffic volumes for each of the three land use scenarios were adjusted to account for special characteristics specific to the configurations, such as potential turning movement restrictions. Figure 4 and Figure 5 show the comparison of northbound and southbound PM peak hour traffic volumes for all three land use scenarios, respectively. Figures 4 and 5 also show the capacities of the 5 -lane and 7 -lane section configurations on Pacific Highway. Task 6 - PM Peak Hour Level of Service Analysis PM peak hour levels of service were calculated at the signalized intersections as a check to Transyt-7F results. Table 2 shows the results of the LOS analysis. S 154 ST 1- ICunE 1 EXISTING AND FUTURE PM PEAK HOUR TRAFFIC VOLUMES Year Land Use Condition 1994/5 Existing Volumes 2020 Existing Comp. Plan 2020 Tukwila Tomorrow 2020 High Trip Generation a , IMMUNISERMEW S150ST . w 38%IV - r w, -5181 ` lip`� N ir \ S°STH _4411 Fl6,\ACZE 2. PERCENTAGE OF PM PEAK HOUR TRAFFIC GROWTH FROM 1994/5 TO 2020 1.03 1.47 1.49 1.51 0.50 0.71 0.72 0.77 LINK VOLUME -TO -CAPACITY (V/C) RATIOS BASED ON 5 LANES ( CAPACITY = 2100 VPH ) ON PACIFIC HIGHWAY Year Land Use Condition 1994/5 2020 2020 Existing Volumes Existing Comp. Plan Tukwila Tomorrow 2020 High Trip Generation — — — TAzL 1. Percentage of Through -Traffic on Pacific Highway 1994 Existing 1994/5 2020 2020 2020 Direction of Traffic Survey Results Existing Existing Comp. Plan Tukwila Tomorrow High Trip Gen Traffic Model Estimates Northbound' Southbound2 10% 5% 16% 16% 13% 18% 10% 31% 30% 22% 1. Based on traffic south of S 154th Street traveling northbound on Pacific Highway past S 130th Street, during the PM peak hour. 2. Based on traffic north of S 130th Street traveling southbound on Pacific Highway past S 154th Street, during the PM peak hour. - TA ea Z. Pacific Highway Levels of Service 1. LOS = F for left -turns from S 130th Street. 2. Year 2020 LOS assumes southbound dual left -turns lanes. Note: Existing lane configurations, except at S 116th Street/SR 599 Ramp/Pacific Highway. 1994/5 Existing 2020 Comprehensive Plan 2020 Tukwila Tomorrow 2020 High Trip Generation Intersection LOS V/C Delay LOS V/C Delay LOS V/C Delay LOS V/C Delay S 154th Street / Pacific Highway E 1.03 45.1 F >1.2 >120 F >1.2 >120 F >1.2 >120 S 152nd Street / Pacific Highway B 0.51 10.4 B 0.85 12.2 B 0.84 11.7 D 1.00 26.8 S 144th Street / Pacific Highway B 0.63 14.4 C 0.91 19.2 C 0.93 20.8 C 0.96 23.2 S 130th Street / Pacific Highway unsignaiized' B 0.81 11.7 B 0.82 12.3 B 0.79 10.1 S 116th St/SR 599 Ramp/Pacific Hwy B 0.69 11.7 C2 0.86 16.9 C2 0.87 17.3 C2 0.89 18.9 1. LOS = F for left -turns from S 130th Street. 2. Year 2020 LOS assumes southbound dual left -turns lanes. Note: Existing lane configurations, except at S 116th Street/SR 599 Ramp/Pacific Highway. PM Peak Hour NB Traffic Volumes PACIFIC HIGHWAY - TUKWILA (NB Traffic) 2500 — 2000 -- Location on Pacific Highway ---- 7 Lanes without RT lanes (Capacity=2900) 5 Lanes with RT lanes (Capacity=2250) —2020 High Trip Generation NB Volumes 2020 Tukwila Tomorrow NB Volumes 2020 Existing Comp. Plan NB Volumes 1994/5 Existing NB Volumes 3000 2500 PACIFIC HIGHWAY - TUKWILA (SB Traffic) 2000 1500 - 1000 — 500 — 152nd Street 1 144th Street 1 Location on Pacific Highway 132nd Street 1 SR 99 NB Ramp -. A0V SR 599 Ramps 7 Lanes without RT lanes (Cap.=2900) 5 Lanes with RT lanes (Cap.=2250) 2020 High Trip Generation SB Volumes °� ° •^ 2020 Tukwila Tomorrow SB Volumes 2020 Existing Comp. Plan SB Volumes 1994/5 Existing SB Volumes APPENDIX B Level of Service Calculations for Existing Conditions 135 24.0 2 572 24.0 2 680 24.0 2 -- 0 .0 0 ILOSTTIME = 3.0 sec. 82 12.0 1 114 24.0 2 \ \ 0 .0 287 24.0 2 03/17/98 13:32:57 Key: VOLUMES -- > WIDTHS v LANES \ 463 12.0 1 357 24.0 2 271 12.0 1 / 149 12.0 1 / \ North Phasing: SEQUENCE 27 PERMSV YNYN OVERLP YYYY LEADLAG LD LG Phase 1 Phase 2 Phase 3 Phase 4 + + * A + + * ++++ <+ + *> v A <+ ++++ ****> G/C= .061 G= 7.3" Y+R= 4.0" OFF= .0% G/C= .230 G= 27.5" Y+R= 4.0" OFF= 9.5% G/C= .271 G= 32.5" Y+R= 4.0" OFF=35.7% G/C= .305 G= 36.6" Y+R= 4.0" OFF=66.1% C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= .0 sec = .0% 'I Lane Width/ g/C Service Rate Adj HCM L 90% Max Group I Lanes) Reqd Used @C (vph) @E IVolumel v/c Delay S I Queue TH 124/2 1 .233 I .238 rB Approach RT TH LT VALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./S. 112TH STREET 1CPF (1) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING SIGNAL94/TEAPAC[V1 L1.4] - Display of Intersection Parameters 228 12.0 1 1 1734 24.0 2 03/13/98 11:04:48 Key: VOLUMES -- > WIDTHS v LANES 6 .0 0 45 12.0 1 61 12.0 1 / 161 12.0 1 North Phasing: SEQUENCE 61 PERMSV YNYN OVERLP YYYY LEADLAG LD LD 18.9 C+ 44 1 .136 119.0 I*C+l 45 ftl 24 .082 18.8 C+ 25 ft 210 24.0 2 Display 97 12.0 1 \ \ 11 12.0 1 of Intersection Parameters 823 24.0 2 05/08/98 09:30:30 Key: VOLUMES -- > WIDTHS v LANES \ 0 .0 0 0 .0 0 / \ 0 .0 0 North / 4 12.0 1 Phasing: SEQUENCE 51 PERMSV YNYN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./S. 130TH STREET 1THW (113) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING IIGNAL94/TEAPAC[V1 L1.4] - Display of Intersection Parameters \ 0 .0 0 942 24.0 2 4 .0 0 Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./S. 130TH STREET HW (113) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING 03/16/98 11:21:03 IGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary intersection 130TH Averages for Int # 5 - PAC HWY g / Degree of Saturation (v/c) .49 Vehicle Delay 6.6 Level of Service B+ .086 .383 537 587 88 .150 7.8 B+l 46 ftl \ 8 12.0 1 1034 24.0 2 0 .0 0 /\ North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) 03/13/98 PACIFIC HIGHWAY S./S. 132ND STREET 11:19:24 ICPF (169) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING SIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary 16ntersection Averages for Int # 6 - PAC HWY/132ND Degree of Saturation (v/c) .50 Vehicle Delay 6.5 Level of Service B+ 'Sq 11 **/** /�\ Lorth Phase 1 I Phase 2 G/C= .512 G= 30.7" Y+R= 4.0" OFF= .0% G/C= .355 G= 21.3" Y+R= 4.0" OFF=57.9% C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= .0 sec = .0% Lane 'Width/1 Group Lanes g/C Reqd Used IService Rate Adj @C (vph) @E 'Volume v/c HCM Delay L 190% Mal S Queue SB Approach 5.0 A lETH+RTI 24/2 l .154 l .529 1856 1857 l 465 I .250 I 5.0 I A I 95 ftl .112 .371 527 578 124 .215 8.3 B+l 65 ftl 47 12.0 1 329 24.0 2 32 12.0 1 137 12.0 1 + 137 12.0 1 39 .0 0 ILOSTTIME = 3.0 sec. 47 12.0 1 981 24.0 2 03/13/98 11:22:53 Key: VOLUMES -- > WIDTHS v LANES 51 .0 0 107 12.0 1 47 12.0 1 45 12.0 1 / \ North Phasing: SEQUENCE 66 PERMSV NNNN OVERLP YYYY LEADLAG LD LD Iorth Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 Phase 6 + +> <* * * <+ + +> + + + + + + ++++ <++++ G/C= .089 G= 6.2" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=14.6% G/C= .311 G= 21.8" Y+R= 4.0" OFF=14.6% G/C= .127 G= 8.9" Y+R= 4.0" OFF=51.5% G/C= .000 G= .0" Y+R= .0" OFF=69.8% G/C= .244 G= 17.1" Y+R= 4.0" OFF=69.8% C= 70 sec G= 54.0 sec = 77.1% Y=16.0 sec = 22.9% Ped= .0 sec = .0% Lane Group (Width/) g/C Lanes Reqd Used Approach RT TH LT 12/1 24/2 12/1 .067 .509 .143 .326 .045 .103 Service Rate Adj @C (vph) @E Volume v/c 726 1084 114 769 1156 167 55 406 38 . 072 . 351 .217 HCM Delay L Max S 190% Queue 11.6 B 5.7 11.7 18.7 B+ 27 ft B 139 ft C+ 35 ft tB Approach 20.8 C LT 12/1 12/1 I .076 .194 I .141 .259 I 182 390 I 463 250 I 281 72 I .321 587 I 16.1 17.7 C+ 197 68 ft l Approach 18.6 C+ LT 12/1 12/1 1 .136 1 .141 1 177 1 244 1 169 1 .684 1 23.6 l*B *C 1144 ft IIALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./S. 152ND STREET 1PF (281) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING liIGNAL94/TEAPAC(V1 L1.4] - Display of Intersection Parameters \ 118 12.0 1 1017 24.0 2 20 12.0 1 / \ North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD IIALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./S. 152ND STREET 1PF (281) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING IGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary tntersection 152ND Averages for Int # 8 - PAC HWY/152ND / Degree of Saturation (v/c) .66 Vehicle Delay Iq 67 "forth OSTTIME = 3.0 sec. 122 12.0 1 858 24.0 2 03/13/98 11:30:39 Key: VOLUMES -- > WIDTHS v LANES 62 12.0 1 94 12.0 1- 108 12.0 1+ / 58 12.0 1 / North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD IGNAL94/TEAPAC(V1 L1.4) - Capacity Analysis Summary ntersection Averages for Int # 9 - PAC HWY/154TH Degree of Saturation (v/c) .66 Vehicle Delay 03/13/98 11:30:36 23.1 Level of Service C Phase 1 Phase 2 Phase 3 Phase 4 Phase 5 +> <* ++++ * v * A <+ + +> ++++ + + + V + + + A A +> G/C= .107 G= 9.7" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=15.2% G/C= .326 G= 29.4" Y+R= 4.0" OFF=15.2% G/C= .194 G= 17.5" Y+R= 4.0" OFF=52.2% G/C= .194 G= 17.5" Y+R= 4.0" OFF=76.1% C= 90 sec G= 74.0 sec = 82.2% Y=16.0 sec = 17.8% Ped= .0 sec = .0% LaneWidth/ g/C Service Rate Adj HCM L 90% Max Group I Lanes' Reqd Used I @C (vph) @E Volume v/c Delay S Queue SB Approach 16.9 C+ . 198 .199 . 198 .357 .205 .205 453 247 237 539 360 347 195 234 223 . 362 .650 .643 14.0 24.0 24.0 B *C C 163 ft 242 ft 231 ft ALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./SR-518 EB ON-RAMP 1PF (393) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING IGNAL94/TEAPAC[V1 L1.4] - Display of Intersection Parameters ir 730 24.0 2 325 12.0 1 0 .0 0 1008 24.0 2 03/13/98 11:32:51 Key: VOLUMES -- > WIDTHS v LANES O .0 0 /\ O 12.0 1 / 1 .0 0 North / 544 12.0 1 Phasing: SEQUENCE 21 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./SR-518 EB ON-RAMP PF (393) PACAMEX.FOR AM PEAK HOUR 1998 EXISTING 03/13/98 11:32:48 iIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary ntersection SR -518 EB ON Averages for Int # 10 - PAC HWY/SR-518 / Degree of Saturation (v/c) .70 Vehicle Delay 13.0 Level of Service B 'Sq 21 /�\ forth VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./E. Marginal Way/Boeing Access Road irhw (1) PACmPMex.FOR PM PEAK HOUR 1998 EXISTING 1rIGNAL94/TEAPAC[V1 L1.4] - Display of Intersection Parameters 382 12.0 1 ( 602 24.0 2 0 .0 0 136 24.0 2 03/17/98 13:40:43 Key: VOLUMES -- > WIDTHS v LANES 148 12.0 1 740 24.0 2 272 12.0 1 / 263 12.0 1 / \ North Phasing: SEQUENCE 27 PERMSV YNYN OVERLP YYYY LEADLAG LD LG VALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./E. Marginal Way/Boeing Access Road Ithw (1) PACmPMex.FOR PM PEAK HOUR 1998 EXISTING CIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis ntersection Averages for Int # Degree of Saturation (v/c) 'Sq 27 **/LG r Summary 03/17/98 13:40:39 1 - PAC HWY/E. Marg. Way/Boeing Rd .67 Vehicle Delay 26.7 Level of Service D+ Phase 1 Phase 2 Phase 3 Phase 4 + + * + + * ++++ <+ + *> v A. <+ A ++++ ****> G/C= .195 G= 23.4" Y+R= 4.0" OFF= .0% G/C= .224 G= 26.9" Y+R= 4.0" OFF=22.8% G/C= .149 G= 17.9" Y+R= 4.0" OFF=48.6% G/C= .298 G= 35.8" Y+R= 4.0" OFF=66.8% C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= .0 sec = .0% Lane (Width/1 g/C I Service Rate Adj I HCM I L 190% Max Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Queue SB Approach r 23.8 C RT TH LT kB App roach 24/2 12/1 24/2 .408 .334 .299 .643 .461 .203 1938 1979 716 833 52 698 1069 .540 424 .509 689 .987 7.8 15.2 54.1 B+ C+ *E 327 ft 393 ft 471 ft 29.5 D+ 11 TH 124/2 1 .213 I .233 I 306 I 858 I 146 I .170 1 233.8 14T 1395 ftI IB Approach RT TH LT Approach 24.6 C 12/1 24/2 12/1 .250 .329 .296 . 535 .307 . 307 716 748 327 800 1079 513 164 863 302 .205 .800 .589 9.4 27.7 24.0 B+ *D+ C 38.1 D 133 ft 522 ft 366 ft LT 1 24/2 1 .224 .158 1 1 502 1 208 1 .409 29.7 l*E+ D+I 157 ft I VALLEY TRUCKING (98007-60) jACIFIC HIGHWAY S./S. 112TH STREET PF (1) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING IrIGNAL94/TEAPAC[V1 L1.4] - Display of Intersection Parameters \ 32 12.0 1 1 540 24.0 2 03/13/98 09:52:16 Key: VOLUMES -- > WIDTHS v LANES \ 15 .0 0 . / \ / 165 12.0 1 North 3 12.0 1 / 85 12.0 1 Phasing: SEQUENCE 61 PERMSV YNYN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) IfACIFIC HIGHWAY S./S. 112TH STREET PF (1) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING 740 24.0 2 Display of Intersection Parameters 653 12.0 1 34 12.0 1 331 24.0 2 05/08/98 09:31:46 Key: VOLUMES -- > WIDTHS v LANES O .0 0 O .0 0 O .0 0 7 12.0 1 North Phasing: SEQUENCE 51 PERMSV YNYN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) 1FACIFIC HIGHWAY S./S. 116TH STREET PF (57) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING IIGNAL94/TEAPAC[V1 552 12.0 1 740 24.0 2 I Display 653 12.0 1 \ + \ 34 12.0 1 of Intersection Parameters 1 331 24.0 2 03/13/98 09:51:05 Key: VOLUMES -- > WIDTHS v LANES \ 0 .0 0 / 0 .0 0 0 .0 0 / 7 12.0 1 / \ North Phasing: SEQUENCE 51 PERMSV YNYN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) liACIFIC HIGHWAY S./S. 116TH STREET PF (57) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING iIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary ntersection Averages for Int # 2 - PAC HWY/116TH Degree of Saturation (v/c) .66 Vehicle Delay lig 51 /�\ Iorth RT TH LT . 020 . 147 . 144 .494 .317 .317 708 490 479 746 546 535 13 195 185 .017 .357 .346 5.0 10.4 10.3 B+ *B B 25 ft 116 ft 110 ft VALLEY TRUCKING (98007-60) 1FACIFIC HIGHWAY S./S. 130TH STREET PF (113) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING rIGNAL94/TEAPAC[V1 L1.4] - 1011 24.0 2 Display of Intersection Parameters 33 12.0 1 03/13/98 10:11:38 Key: VOLUMES -- > WIDTHS v LANES \ 33 .0 0 \ 0 12.0 1 + / 162 .0 0 \ 1 / O 456 6 .0 24.0 .0 O 2 0 / North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD .175 .376 539 589 217 I .368 ' 8.9 1 B+I 114 ftl VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./S. 132ND STREET PF (169) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING IrIGNAL94/TEAPAC[V1 103 .00 1089 24.0 2 0 .0 0 19 12.0 1 454 24.0 2 03/13/98 11:35:08 Key: VOLUMES -- > 1 WIDTHS v LANES O .0 0 O .0 0 O .0 0 0 .0 0 /•� North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) 03/13/98 PACIFIC HIGHWAY S./S. 132ND STREET 10:16:12 ICPF (169) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING ISIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary Intersection Averages for Int # 6 PAC HWY/132ND Degree of Saturation (v/c) .57 Vehicle Delay 6.3 Level of Service B+ Phase 1 I Phase 2 A G/C= .553 G= 33.2" Y+R= 4.0" OFF= .0% G/C= .313 G= 18.8" Y+R= 4.0" OFF=62.0% C= 60 sec G= 52.0 sec = 86.7% Y= 8.0 sec = 13.3% Ped= .0 sec = .0% LaneWidth/ g/C Service Rate Adj HCM L 90% Max Group I Lanes' Reqd Used ' @C (vph) @E (Volume' v/c I Delay I S ' Queue SB Approach 6.9 B+ TH+RTI 24/2 I .418 I .570 12076 12076 11490 I .718 1 6.9 I*B+I 272 ftl IB Approach 4.3 A ' LT 1.176 12/1 I24/2 .000 I ..570 570 12097 12118 3 ' 567 23 I .272 . 189 ' 4.3 4.1 I A 1104 25 ft 1 TH ' EB Approach 9.3 B+ iLT+TF+TI 12/1 I .089 1 .330 1 472 1 526 1 96 I . 183 1 9.3 1 B+I 54 ftl VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./S. 144TH STREET PF (225) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING IfIGNAL94/TEAPAC[V1 L1.4] - 132 12.0 1 426 24.0 2 03/13/98 10:21:30 Key: VOLUMES -- > WIDTHS v LANES 30 .0 0 217 12.0 1 66 12.0 1 41 12.0 1 / North Phasing: SEQUENCE 66 PERMSV NNNN OVERLP YYYY LEADLAG LD LD TH+RT1 12/1 1 LT 12/1 .205 1 .269 1 .094 .108 412 128 484 1 185 294 1 107 . 607 1 .557 16.0*C+ 210 ft 21.8 l*C l 293 ft VALLEY TRUCKING (98007-60) ACIFIC HIGHWAY S./S. 152ND STREET PF (281) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING IIGNAL94/TEAPAC[V1 L1.4] - Display of 978 24.0 2 99 12.0 1 207 12.0 1 Intersection Parameters 702 24.0 2 03/13/98 10:27:56 Key: VOLUMES -- > WIDTHS v LANES 28 .0 0 35 12.0 1 73 12.0 1 / 51 12.0 1 North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD 1023 24.0 2 Display of Intersection Parameters 82 12.0 1 264 12.0 1 595 24.0 2 03/19/98 07:50:14 Key: VOLUMES -- > WIDTHS V LANES 118 12.0 1 254 12.0 1- 141 12.0 1+ 84 12.0 1 North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD \ 0 .0 0 920 24.0 2 489 12.0 1 / \ North Phasing: SEQUENCE 21 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) IFACIFIC HIGHWAY S./SR-518 EB ON-RAMP PF (393) PACPMEX.FOR PM PEAK HOUR 1998 EXISTING 03/13/98 10:45:17 iIGNAL94/TEAPAC[V1 L1.4] - Capacity Analysis Summary ntersection SR -518 EB ON Averages for Int # 10 - PAC HWY/SR-518 / Degree of Saturation (v/c) .80 Vehicle Delay 11.2 Level of Service B 'Sq 21 **/** /�\ forth APPENDIX C Level of Service Calculations with Project Traffic SIGNAL94/TEAPAC[V1 L1.2] - Display of Intersection Parameters 157 24.0 2 573 24.0 2 682 24.0 2 -- 0 .0 0 IOSTTIME = 3.0 sec. 82 12.0 1 114 24.0 2 0 .0 0 287 24.0 2 05/11/98 10:08:05 Key: VOLUMES -- > WIDTHS v LANES 463 12.0 1 387 24.0 2 271 12.0 1 199 12.0 1 / \ North Phasing: SEQUENCE 27 PERMSV YNYN OVERLP YYYY LEADLAG LD LG /•\ ,North 05/11/98 10:13:26 Analysis Summary - PAC HWY/E. Marg. Way/Boeing Rd 65 Vehicle Delay 27.2 Level of Service D+ Phase 1 1 Phase 2 1 Phase 3 Phase 4 + + * A + + * -1--1--1-1- <-1-. +++<+ + *> v + + <+ A ++++ ****> G/C= .061 G= 7.3" Y+R= 4.0" OFF= .0% G/C= .229 G= 27.5" Y+R= 4.0" OFF= 9.4% G/C= .271 G= 32.5" Y+R= 4.0" OFF=35.7% G/C= .305 G= 36.6" Y+R= 4.0" OFF=66.2% C=120 sec G=104.0 sec = 86.7% Y=16.0 sec = 13.3% Ped= Lane (Width/I g/C Group Lanes Reqd Used Approach RT TH LT 'NB Approach 24/2 12/1 24/2 . 228 . 221 . 215 . 637 .332 .069 Service Rate Adj @C (vph) @E Volume v/c 1695 369 1 1743 535 191 197 91 131 . 113 . 170 .615 HCM Delay .0 sec = .0% L Max S 190% Queue 18.7 C+ 5.5 18.3 38.7 B+ C+ *D 66 ft 112 ft 113 ft 25.7 D+ ') TH 124/2 I .233 I .238 I 342 I 869 I 308 I .354 I 24.7 I*p+I 200 ftl IB Approach RT TH LT Approach 24.4 C 12/1 24/2 12/1 .424 .256 .296 .408 .313 . 313 484 784 343 610 1103 524 514 451 301 .843 .409 .574 28.0 21.1 23.4 D+ *C C 32.1 D+ 531 ft 270 ft 361 ft TH LT 124/2 I .311 I .279 I 563 I 934 I 728 I .779 I 28.7 l*D D+I 458 ft SIGNAL94/TEAPAC[V1 L1.2] 151 .0 0 / 17 12.0 1 5 12.0 1 -- 30 .0 0 'LOSTTIME = 3.0 sec. - Display of Intersection Parameters 461 24.0 2 I 20 12.0 1 05/11/98 10:14:35 Key: VOLUMES -- > WIDTHS v LANES 6 .0 0 45 12.0 1 + / 61 12.0 1 229 12.0 1 I 1737 24.0 2 / 161 12.0 1 / \ North Phasing: SEQUENCE 61 PERMSV YNYN OVERLP YYYY LEADLAG LD LD 'VALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./S. 112TH STREET tvl (1) PACAMwp.FOR AM PEAK HOUR 1998 with project SIGNAL94/TEAPAC[V1 L1.2] - Capacity Analysis Summary IIntersection Averages for Int # 1 - PAC HWY/112TH Degree of Saturation (v/c) .73 Vehicle Delay 'Sq 61 1North 05/11/98 10:14:43 14.2 Level of Service B Phase 1 Phase 2 Phase 3 Phase 4 +> <* * * A <+++> + + + + + + A G/C= .070 G= 6.3" Y+R= 4.0" OFF= .0% G/C= .000 G= .0" Y+R= .0" OFF=11.4% G/C= .605 G= 54.5" Y+R= 4.0" OFF=11.4% G/C= .192 G= 17.2" Y+R= 4.0" OFF=76.4% C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= .0 sec = .0% Lane 1Width/1 Group Lanes g/C Reqd Used Service Rate Adj @C (vph) @E 'Volume v/c HCM Delay L 190% Max' S Queue SB Approach 5.7 B+ '1 T RT) 12/1 .000 .081 2063 2210 723 .107 10.7 B+' 125 ft' ITB Approach 16.3 C+ 17 12.0 1 826 24.0 2 05/11/98 10:15:10 Key: VOLUMES -- > WIDTHS v LANES O .0 0 O .0 0 O .0 0 8 12.0 1 /\ North Phasing: SEQUENCE 51 PERMSV YNYN OVERLP YYYY LEADLAG LD LD 301 24.0 2 Display of Intersection Parameters 25 12.0 1 05/11/98 10:15:30 Key: VOLUMES -- > WIDTHS v LANES \ 80 .0 0 \ 0 12.0 1 + / 54 .0 0 \ I / O 1064 4 .0 24.0 .0 O 2 0 / \ North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD . 163 .359 464 515 179 . 348 9.3 B+I 97 ftl SIGNAL94/TEAPAC[V1 29 .0 0 / 121 .0 0 0 12.0 1 24 .0 0 L1.2] - 323 24.0 2 Display of Intersection Parameters 0 .0 0 8 12.0 1 1121 24.0 2 05/11/98 10:15:54 Key: VOLUMES -- > WIDTHS v LANES O .0 0 O .0 0 O .0 0 / 0 .0 0 /\ North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD .139 .356 506 558 163 .292 9.1 B+I 88 ftl 47 12.0 1 1019 24.0 2 05/11/98 10:16:21 Key: VOLUMES -- > WIDTHS v LANES 51 .0 0 107 12.0 1 47 12.0 1 45 12.0 1 / \ North Phasing: SEQUENCE 66 PERMSV NNNN OVERLP YYYY LEADLAG LD LD LT+RTI 12/1 12/1 I .076 .194 I .254 .141 I 382 183 I 251 I 281 72 I .598 16.4 .320 I 17.7 I C+I 198 68 ft fti Approach 19.1 C+ LT 12/1 12/1 1 .139 1 .141 1 178 1 245 1 174 I .702 I 24.3 l*B *1148 ft - Display of Intersection Parameters 428 24.0 2 1 39 12.0 1 + 118 12.0 1 1043 24.0 2 05/11/98 10:16:40 Key: VOLUMES -- > 1 WIDTHS v LANES 29 .0 0 14 12.0 1 71 12.0 1 / 20 12.0 1 / \ North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD 122 12.0 1 I 881 24.0 2 05/11/98 10:17:04 Key: VOLUMES -- > WIDTHS v LANES 64 12.0 1 94 12.0 1- 108 12.0 1+ / 58 12.0 1 / \ North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD RT TH LT . 198 . 199 . 198 .354 .204 .204 447 243 233 534 356 343 195 235 223 .365 . 660 . 650 14.1 24.4 24.2 B *C C 164 ft 244 ft 231 ft 732 24.0 2 1 Display of Intersection Parameters 325 12.0 1 \ + \ 0 .0 05/11/98 10:17:26 Key: VOLUMES -- > WIDTHS v LANES \ 0 .0 0 0 12.0 1 / 1 .0 0 1031 544 24.0 12.0 2 1 /\ North Phasing: SEQUENCE 21 PERMSV NNNN OVERLP YYYY LEADLAG LD LD VALLEY TRUCKING (98007-60) PACIFIC HIGHWAY S./E. Marginal Way/Boeing Access Road libv1 (1) PACmPMwp.FOR PM PEAK HOUR 1998 with project ,SIGNAL94/TEAPAC[V1 L1.2] - 855 24.0 2 / 173 24.0 2 371 24.0 2 0 .0 0 IOSTTIME = 3.0 sec. 382 12.0 1 1 Display of Intersection Parameters 602 24.0 2 + 0 .0 136 24.0 2 / 05/11/98 10:18:05 Key: VOLUMES > WIDTHS v LANES 148 12.0 1 745 24.0 2 272 12.0 1 / 263 12.0 1 / \ North Phasing: SEQUENCE 27 PERMSV YNYN OVERLP YYYY LEADLAG LD LG TH 1 24/2 1 .213 1 .233 1 306 1 858 1 146 1 .170 1 23.8 1*C 1 395 ftl B Approach 24.8 C RT TH LT Approach 12/1 24/2 12/1 . 250 .330 .296 .535 .307 .307 716 748 327 800 1079 513 164 869 302 . 205 . 805 .589 9.4 27.9 24.0 B+ *D+ C 40.2 E+ 133 ft 526 ft 366 ft TH LT 1 24/2 1 .226 1 .158 1 1 ( 502 1 220 1 .433 1 29.9 l*E+1 D+166 ft 33 12.0 1 with project Intersection Parameters 561 24.0 2 05/11/98 10:18:31 Key: VOLUMES -- > WIDTHS v LANES 15 .0 0 3 12.0 1 165 12.0 1 86 12.0 1 / \ North Phasing: SEQUENCE 61 PERMSV YNYN OVERLP YYYY LEADLAG LD LD 750 24.0 2 Display 653 12.0 1 70 12.0 1 of Intersection Parameters 353 24.0 2 05/11/98 10:18:58 Key: VOLUMES -- > WIDTHS v LANES 0 .0 0 0 .0 0 / 0 .0 0 / 34 12.0 1 /�\ North Phasing: SEQUENCE 51 PERMSV YNYN OVERLP YYYY LEADLAG LD LD 1136 24.0 2 Display 80 12.0 1 \ \ 0 .0 0 of Intersection Parameters 478 24.0 2 05/11/98 10:19:19 Key: VOLUMES -- > WIDTHS v LANES \ 45 .0 0 0 12.0 1 / 162 .0 0 6 .00 / North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD .185 .353 497 549 230 .419 9.8 B+I 125 ftl L1.2] - Display of Intersection Parameters 1214 24.0 2 0 .0 0 19 12.0 1 470 24.0 2 05/11/98 10:19:44 Key: VOLUMES -- > I WIDTHS v LANES O .0 0 O .0 0 O .0 0 0 .0 0 /\ North Phasing: SEQUENCE 11 PERMSV NNNN OVERLP YYYY LEADLAG LD LD Display 71 12.0 1 132 12.0 1 of Intersection Parameters 433 24.0 2 05/11/98 10:20:05 Key: VOLUMES -- > WIDTHS v LANES 30 .0 0 217 12.0 1 66 12.0 1 / 41 12.0 1 / North Phasing: SEQUENCE 66 PERMSV NNNN OVERLP YYYY LEADLAG LD LD TH+RTI 12/1 LT 12/1 Approach .202 1.265 I .076 .106 417 126 183 490297 80 I .606 .421 I 16.1 19.8 I C+' 213 70 ft 17.9 C+ LT 12/1 12/1 I .095 1 .106 1 126 1 183 1 108 1 .568 1 22.1 l*C+1 *C 294 ft \ 207 12.0 1 707 24.0 2 51 12.0 1 Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD 264 12.0 1 599 24.0 2 05/11/98 10:20:46 Key: VOLUMES -- > WIDTHS v LANES 118 12.0 1 254 12.0 1- 141 12.0 1+ 84 12.0 1 / North Phasing: SEQUENCE 67 PERMSV NNNN OVERLP YYYY LEADLAG LD LD .364 .215 .213 .401 528 . 176 156 . 176 149 622 310 298 462 237 225 . 743 .750 . 738 19.8 31.8 31.4 C+ *D+ D+ 394 ft 278 ft 264 ft \ 0 .0 0 924 24.0 2 / 489 12.0 1 Phasing: SEQUENCE 21 PERMSV NNNN OVERLP YYYY LEADLAG LD LD HCS: Unsignalized Intersections Release 2.1d VTPMSWP3.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) Pacific Highway S Major Street DirectionNS Length of Time Analyzed15 (min) Analyst bvl Date of Analysis 2/26/98 Other Information pM Peak South Access Two-way Stop -controlled Intersection (E -W) Valley Truck Access No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 1 2 0 23 0 .9 .9 0 1.10 Y Southbound L T R O 2 < 0 N 1215 8 .9 .9 0 Eastbound L T R 1 0 1 39 .9 0 57 .9 1.10 1.10 Westbound L T R O 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d VTPMSWP3.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 680 626 626 0.89 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 1359 320 320 0.91 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1380 139 0.91 0.91 0.91 126 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Approach Rate Cap Cap Delay Length LOS Delay Movement (pcph) (pcph) (pcph)(sec/veh) (veh) (sec/veh) EB L 47 126 44.7 1.4 E 22.0 EB R 69 626 6.5 0.3 B NB L 29 320 12.4 0.2 C 12.4 Intersection Delay = 1.8 sec/veh HCS: Unsignalized Intersections Release 2.1d VTPMNWP3.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) Pacific Highway S Major Street DirectionNS Length of Time Analyzed15 (min) Analyst bvl Date of Analysis 2/26/98 Other Information pm peak north Access Two-way Stop -controlled Intersection (E -W) Valley Truck Access No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 1 2 0 11 0 .9 .9 0 1.10 Y Southbound L T R O 2 < 0 N 1108 16 .9 .9 0 Eastbound L T R 1 0 1 77 115 .9 .9 0 1.10 1.10 Westbound L T R O 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d VTPMNWP3.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 624 669 669 0.79 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -Free State: 1249 366 366 0.96 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 1252 168 0.96 0.96 0.96 162 Intersection Performance Summary Avg. 95% Flow Move Shared Total Queue Rate Cap Cap Delay Length LOS Movement (pcph) (pcph) (pcph)(sec/veh) (veh) EB L EB R NB L 95 141 162 669 13 366 Intersection Delay = 2.8 E,2 0.9 B 0.0 C 3.6 sec/veh Approach Delay (sec/veh) 24.0 10.2 HCS: Unsignalized Intersections Release 2.1d VTAMNWP3.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) Pacific Highway S Major Street DirectionNS Length of Time Analyzed15 (min) Analyst bvl Date of Analysis 2/26/98 Other Information am peak north Access Two-way Stop -controlled Intersection (E -W) Valley Truck Access No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 1 2 0 63 0 .9 .9 0 1.10 Y Southbound L T R O 2 < 0 N 333 91 .9 .9 0 Eastbound L T R 1 0 1 12 18 .9 .9 0 1.10 1.10 Westbound L T R O 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d VTAMNWP3.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 236 Potential Capacity: (pcph) 1051 Movement Capacity: (pcph) 1051 Prob. of Queue -Free State: 0.98 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 471 Potential Capacity: (pcph) 958 Movement Capacity: (pcph) 958 Prob. of Queue -Free State: 0.92 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 490 515 0.92 0.92 0.92 474 Intersection Performance Summary Avg. Flow Move Shared Total Rate Cap Cap Delay Movement (pcph) (pcph) (pcph)(sec/veh) EB L EB R NB L 95% Queue Length (veh) Approach LOS Delay (sec/veh) 14 474 22 1051 77 958 7.8 3.5 4.1 Intersection Delay = 0.0 B 0.0 A 0.2 A 0.8 sec/veh 5.2 4.1 HCS: Unsignalized Intersections Release 2.1d VTAMSWP.HCO Page 1 Center For Microcomputers In Transportation University of Florida 512 Weil Hall Gainesville, FL 32611-2083 Ph: (904) 392-0378 Streets: (N -S) Pacific Highway S Major Street DirectionNS Length of Time Analyzed15 (min) Analyst bvl Date of Analysis 2/26/98 Other Information AM Peak South Access Two-way Stop -controlled Intersection (E -W) Valley Truck Access No. Lanes Stop/Yield Volumes PHF Grade MC's (%) SU/RV's (%) CV's (%) PCE's Northbound L T R 1 2 0 127 0 .9 .9 0 1.10 Y Southbound L T R O 2 < 0 N 305 46 .9 .9 0 Eastbound L T R 1 0 1 6 9 .9 .9 0 1.10 1.10 Westbound L T R O 0 0 Adjustment Factors Vehicle Critical Follow-up Maneuver Gap (tg) Time (tf) Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road 5.50 5.50 6.50 7.00 2.10 2.60 3.30 3.40 HCS: Unsignalized Intersections Release 2.1d VTAMSWP.HCO Page 2 Worksheet for TWSC Intersection Step 1: RT from Minor Street WB EB Conflicting Flows: (vph) 195 Potential Capacity: (pcph) 1103 Movement Capacity: (pcph) 1103 Prob. of Queue -Free State: 0.99 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 390 Potential Capacity: (pcph) 1059 Movement Capacity: (pcph) 1059 Prob. of Queue -Free State: 0.85 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 506 503 0.85 0.85 0.85 429 Intersection Performance Summary Flow Move Rate Cap Movement (pcph) (pcph) EB L EB R NB L Avg. Shared Total Cap Delay (pcph)(sec/veh) 95% Queue Length (veh) Approach LOS Delay (sec/veh) 8 429 11 1103 155 1059 8.6 3.3 4.0 Intersection Delay = 0.0 B 0.0 A 0.5 A 1.2 sec/veh 5.4 4.0 APPENDIX D Detailed Gap Data GAP DATA MONDAY, MAY 18, 1998 4:30 TO 5:30 P.M. SOUTHBOUND DIRECTION Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 340 47 47 1.3% 7 1 807 46 93 2.6% 9 1 3.5 83 39 132 3.7% 4 1022 39 171 4.8% 3 98 37 208 5.8% 1 444 36 244 6.8% 5 140 35 279 7.8% 7 1 17.5 538 34 313 8.7% 6 387 32 345 9.6% 7 1 9.5 718 29 374 10.4% 2 302 26 400 11.1% 1 480 26 426 11.8% 7 1 6.5 637 26 452 12.6% 3 661 26 478 13.3% 7 1 6.5 325 25 503 14.0% 3 1045 25 528 14.7% 3 354 24 552 15.3% 4 561 24 576 16.0% 12 1 13.5 932 24 600 16.7% 6 898 23 623 17.3% 1 473 22 645 17.9% 2 741 22 667 18.5% 5 506 21 688 19.1% 2 581 21 709 19.7% 0 129 20 729 20.3% 1 319 20 749 20.8% 2 454 19 768 21.3% 5 481. 19 787 21.9% 9 1 30 585 19 806 22.4% 7 1 4.5 872 19 825 22.9% 3 94 18 843 23.4% 16 1 6.5 273 18 861 23.9% 2 410 18 879 24.4% 2 842 18 897 24.9% 0 980 18 915 25.4% 4 575 17 932 25.9% 0 611 17 949 26.4% 1 746 17 966 26.8% 1 31 16 982 27.3% 3 432 16 998 27.7% 1 617 16 1014 28.2% 4 745 16 1030 28.6% 11 1 26 756 16 1046 29.1% 3 821 16 1062 29.5% 5 52 15 1077 29.9% 2 page 1 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 196 15 1092 30.3% 11 1 15.5 233 15 1107 30.8% 2 691 15 1122 31.2% 8 1 7.5 717 15 1137 31.6% 4 887 15 1152 32.0% 4 128 14 1166 32.4% 5 175 14 1180 32.8% 15 1 17 388 14 1194 33.2% 1 409 14 1208 33.6% 1 221 13 1221 33.9% 5 245 13 1234 34.3% 0 356 13 1247 34.6% 2 479 13 1260 35.0% 0 573 13 1273 35.4% 1 693 13 1286 35.7% 0 777 13 1299 36.1% 1 820 13 1312 36.4% 0 18 12 1324 36.8% 1 176 12 1336 37.1% 0 197 12 1348 37.4% 2 353 12 1360 37.8% 2 438 12 1372 38.1% 1 574 12 1384 38.4% 4 779 12 1396 38.8% 1 822 12 1408 39.1% 2 845 12 1420 39.4% 3 886 12 1432 39.8% 1 984 12 1444 40.1% 0 42 11 1455 40.4% 1 46 11 1466 40.7% 1 96 11 1477 41.0% 1 223 11 1488 41.3% 1 224 11 1499 41.6% 0 476 11 1510 41.9% 2 554 11 1521 42.3% 6 600 11 1532 42.6% 1 662 11 1543 42.9% 2 873 11 1554 43.2% 39 4 50.5 917 11 1565 43.5% 1 956 11 1576 43.8% 1 963 11 1587 44.1% 0 222 10 1597 44.4% 1 651 10 1607 44.6% 0 781 10 1617 44.9% 6 819 10 1627 45.2% 1 page 2 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 888 10 1637 45.5% 1 2 9 1646 45.7% 1 28 9 1655 46.0% 5 102 9 1664 46.2% 18 2 24 172 9 1673 46.5% 1 198 9 1682 46.7% 11 1 8 272 9 1691 47.0% 8 1 5.5 408 9 1700 47.2% 37 3 4 634 9 1709 47.5% 1 913 9 1718 47.7% 2 967 9 1727 48.0% 1 1024 9 1736 48.2% 9 1 11 48 8 1744 48.4% 1 97 8 1752 48.7% 3 137 8 1760 48.9% 0 469 8 1768 49.1% 1 602 8 1776 49.3% 0 613 8 1784 49.6% 0 616 8 1792 49.8% 0 855 8 1800 50.0% 1 894 8 1808 50.2% 0 900 8 1816 50.4% 1 962 8 1824 50.7% 1 983 8 1832 50.9% 1 1 7 1839 51.1% 1 7 7 1846 51.3% 6 9 7 1853 51.5% 5 12 7 1860 51.7% 0 14 7 1867 51.9% 3 29 7 1874 52.1% 2 157 7 1881 52.3% 3 378 7 1888 52.4% 1 474 7 1895 52.6% 1 497 7 1902 52.8% 2 503 7 1909 53.0% 0 603 7 1916 53.2% 4 610 7 1923 53.4% 4 664 7 1930 53.6% 14 1 45.5 735 7 1937 53.8% 20 2 7 742 7 1944 54.0% 3 854 7 1951 54.2% 1 901 7 1958 54.4% 3 941 7 1965 54.6% 2 982 7 1972 54.8% 4 1043 7 1979 55.0% 0 page 3 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 1044 7 1986 55.2% 4 8 6 1992 55.3% 8 1 24 19 6 1998 55.5% 2 80 6 2004 55.7% 1 89 6 2010 55.8% 35 3 7 116 6 2016 56.0% 1 171 6 2022 56.2% 1 191 6 2028 56.3% 1 204 6 2034 56.5% 1 235 6 2040 56.7% 1 316 6 2046 56.8% 0 321 6 2052 57.0% 2 365 6 2058 57.2% 2 433 6 2064 57.3% 3 441 6 2070 57.5% 4 500 6 2076 57.7% 1 505 6 2082 57.8% 1 534 6 2088 58.0% 2 562 6 2094 58.2% 1 755 6 2100 58.3% 1 761 6 2106 58.5% 1 776 6 2112 58.7% 7 1 30 798 6 2118 58.8% 2 840 6 2124 59.0% 1 897 6 2130 59.2% 2 918 6 2136 59.3% 2 954 6 2142 59.5% 2 979 6 2148 59.7% 1 1001 6 2154 59.8% 3 6 5 2159 60.0% 0 22 5 2164 60.1% 1 27 5 2169 60.3% 1 44 5 2174 60.4% 1 51 5 2179 60.5% 1 55 5 2184 60.7% 5 93 5 2189 60.8% 6 117 5 2194 60.9% 9 1 31.5 170 5 2199 61.1% 5 173 5 2204 61.2% 4 228 5 2209 61.4% 14 1 13.5 237 5 2214 61.5% 12 1 7 242 5 2219 61.6% 2 244 5 2224 61.8% 0 257 5 2229 61.9% 1 292 5 2234 62.1% 1 page 4 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 304 5 2239 62.2% 0 318 5 2244 62.3% 2 324 5 2249 62.5% 0 371 5 2254 62.6% 0 379 5 2259 62.8% 1 430 5 2264 62.9% 1 495 5 2269 63.0% 1 511 5 2274 63.2% 1 596 5 2279 63.3% 2 653 5 2284 63.4% 1 722 5 2289 63.6% 6 739 5 2294 63.7% 1 780 5 2299 63.9% 3 782 5 2304 64.0% 2 801 5 2309 64.1% 1 802 5 2314 64.3% 15 1 32 831 5 2319 64.4% 12 1 7.5 833 5 2324 64.6% 9 1 6 834 5 2329 64.7% 1 871 5 2334 64.8% 2 977 5 2339 65.0% 3 1049 5 2344 65.1% 1 3 4 2348 65.2% 1 17 4 2352 65.3% 6 35 4 2356 65.4% 2 41 4 2360 65.6% 3 49 4 2364 65.7% 1 50 4 2368 65.8% 0 68 4 2372 65.9% 0 126 4 2376 66.0% 2 127 4 2380 66.1% 1 134 4 2384 66.2% 0 136 4 2388 66.3% 4 150 4 2392 66.4% 1 174 4 2396 66.6% 1 213 4 2400 66.7% 0 226 4 2404 66.8% 3 246 4' 2408 66.9% 3 253 4 2412 67.0% 0 266 4 2416 67.1% 2 285 4 2420 67.2% 13 1 41.5 307 4 2424 67.3% 10 1 6.5 315 4 2428 67.4% 11 1 5 322 4 2432 67.6% 11 1 5.5 343 4 2436 67.7% 2 page 5 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 360 4 2440 67.8% 4 416 4 2444 67.9% 3 423 4 2448 68.0% 5 451 4 2452 68.1% 3 471 4 2456 68.2% 0 502 4 2460 68.3% 1 508 4 2464 68.4% 1 542 4 2468 68.6% 15 1 24.5 582 4 2472 68.7% 0 619 4 2476 68.8% 6 655 4 2480 68.9% 0 667 4 2484 69.0% 5 692 4 2488 69.1% 1 713 4 2492 69.2% 1 732 4 2496 69.3% 0 734 4 2500 69.4% 1 743 4 2504 69.6% 5 748 4 2508 69.7% 2 758 4 2512 69.8% 5 800 4 2516 69.9% 13 1 33.5 825 4 2520 70.0% 4 838 4 2524 70.1% 2 841 4 2528 70.2% 0 856 4 2532 70.3% 3 862 4 2536 70.4% 1 891 4 2540 70.6% 2 896 4 2544 70.7% 3 899 4 2548 70.8% 4 945 4 2552 70.9% 1 965 4 2556 71.0% 1 1006 4 2560 71.1% 1 1028 4 2564 71.2% 5 4 3 2567 71.3% 1 13 3 2570 71.4% 1 15 3 2573 71.5% 3 16 3 2576 71.6% 0 30 3 2579 71.6% 1 39 3 2582 71.7% 1 43 3 2585 71.8% 1 71 3 2588 71.9% 1 104 3 2591 72.0% 4 119 3 2594 72.1% 2 121 3 2597 72.1% 1 130 3 2600 72.2% 1 132 3 2603 72.3% 1 page 6 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 149 3 2606 72.4% 2 164 3 2609 72.5% 9 1 53.5 193 3 2612 72.6% 18 2 4.5 201 3 2615 72.6% 2 206 3 2618 72.7% 1 217 3 2621 72.8% 1 218 3 2624 72.9% 1 227 3 2627 73.0% 3 229 3 2630 73.1% 2 249 3 2633 73.1% 3 252 3 2636 73.2% 1 260 3 2639 73.3% 1 278 3 2642 73.4% 1 280 3 2645 73.5% 2 291 3 2648 73.6% 4 293 3 2651 73.6% 1 303 3 2654 73.7% 1 309 3 2657 73.8% 1 314 3 2660 73.9% 2 348 3 2663 74.0% 2 352 3 2666 74.1% 3 362 3 2669 74.1% 5 367 3 2672 74.2% 3 383 3 2675 74.3% 0 390 3 2678 74.4% 0 406 3 2681 74.5% 1 415 3 2684 74.6% 0 427 3 2687 74.6% 1 436 3 2690 74.7% 1 439 3 2693 74.8% 2 445 3 2696 74.9% 1 446 3 2699 75.0% 26 2 53 447 3 2702 75.1% 3 453 3 2705 75.1% 5 462 3 2708 75.2% 2 467 3 2711 75.3% 1 475 3 2714 75.4% 4 482 3 2717 75.5% 2 493 3 2720 75.6% 3 501 3 2723 75.6% 2 513 3 2726 75.7% 2 514 3 2729 75.8% 0 517 3 2732 75.9% 0 518 3 2735 76.0% 3 519 3 2738 76.1% 4 page 7 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 525 3 2741 76.1% 6 527 3 2744 76.2% 1 537 3 2747 76.3% 5 539 3 2750 76.4% 20 2 50 560 3 2753 76.5% 2 565 3 2756 76.6% 6 570 3 2759 76.6% 4 572 3 2762 76.7% 1 588 3 2765 76.8% 5 604 3 2768 76.9% 25 2 25 609 3 2771 77.0% 1 612 3 2774 77.1% 2 632 3 2777 77.1% 1 652 3 2780 77.2% 2 696 3 2783 77.3% 0 714 3 2786 77.4% 1 738 3 2789 77.5% 0 752 3 2792 77.6% 2 760 3 2795 77.6% 0 770 3 2798 77.7% 1 774 3 2801 77.8% 0 785 3 2804 77.9% 2 788 3 2807 78.0% 2 791 3 2810 78.1% 2 808 3 2813 78.1% 47 4 23 832 3 2816 78.2% 2 837 3 2819 78.3% 1 839 3 2822 78.4% 4 848 3 2825 78.5% 2 857 3 2828 78.6% 1 858 3 2831 78.6% 0 865 3 2834 78.7% 0 869 3 2837 78.8% 3 874 3 2840 78.9% 1 883 3 2843 79.0% 2 895 3 2846 79.1% 2 916 3 2849 79.1% 3 933 3 2852 79.2% 12 1 28 934 3 2855 79.3% 24 2 6 937 3 '2858 79.4% 2 940 3 2861 79.5% 13 1 9 957 3 2864 79.6% 0 961 3 2867 79.6% 1 976 3 2870 79.7% 2 985 3 2873 79.8% 4 page 8 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 1002 3 2876 79.9% 0 1007 3 2879 80.0% 3 1018 3 2882 80.1% 1 1047 3 2885 80.1% 1 10 2 2887 80.2% 6 21 2 2889 80.3% 1 23 2 2891 80.3% 3 26 2 2893 80.4% 1 32 2 2895 80.4% 1 33 2 2897 80.5% 1 45 2 2899 80.5% 5 47 2 2901 80.6% 1 57 2 2903 80.6% 1 65 2 2905 80.7% 1 66 2 2907 80.8% 0 70 2 2909 80.8% 2 79 2 2911 80.9% 0 82 2 2913 80.9% 7 1 41.5 100 2 2915 81.0% 5 120 2 2917 81.0% 1 124 2 2919 81.1% 1 133 2 2921 81.1% 1 138 2 2923 81.2% 3 147 2 2925 81.3% 0 148 2 2927 81.3% 1 153 2 2929 81.4% 0 158 2 2931 81.4% 32 3 15.5 160 2 2933 81.5% 14 1 7 161 2 2935 81.5% 1 162 2 2937 81.6% 3 177 2 2939 81.6% 1 182 2 2941 81.7% 1 189 2 2943 81.8% 1 194 2 2945 81.8% 1 200 2 2947 81.9% 0 205 2 2949 81.9% 2 210 2 2951 82.0% 0 220 2 2953 82.0% 2 225 2 2955 82.1% 1 243 2 2957 82.1% 1 247 2 2959 82.2% 1 251 2 2961 82.3% 1 267 2 2963 82.3% 2 271 2 2965 82.4% 2 274 2 2967 82.4% 2 page 9 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 279 2 2969 82.5% 3 284 2 2971 82.5% 1 289 2 2973 82.6% 9 1 33 290 2 2975 82.6% 14 1 4.5 300 2 2977 82.7% 18 2 7 305 2 2979 82.8% 0 308 2 2981 82.8% 2 310 2 2983 82.9% 0 311 2 2985 82.9% 2 320 2 2987 83.0% 3 327 2 2989 83.0% 4 329 2 2991 83.1% 2 333 2 2993 83.1% 2 337 2 2995 83.2% 2 338 2 2997 83.3% 1 339 2 2999 83.3% 2 341 2 3001 83.4% 1 344 2 3003 83.4% 4 350 2 3005 83.5% 1 351 2 3007 83.5% 1 355 2 3009 83.6% 1 359 2 3011 83.6% 3 376 2 3013 83.7% 1 396 2 3015 83.8% 1 398 2 3017 83.8% 5 403 2 3019 83.9% 0 404 2 3021 83.9% 16 1 45 405 2 3023 84.0% 6 412 2 3025 84.0% 2 414 2 3027 84.1% 2 417 2 3029 84.1% 3 418 2 3031 84.2% 0 419 2 3033 84.3% 12 1 21 421 2 3035 84.3% 3 434 2 3037 84.4% 1 435 2 3039 84.4% 6 442 2 3041 84.5% 2 455 2 3043 84.5% 1 456 2 3045 84.6% 36 3 19 470 2 3047 84.6% 3 472 2 3049 84.7% 3 478 2 3051 84.8% 3 485 2 3053 84.8% 0 487 2 3055 84.9% 1 496 2 3057 84.9% 1 page 10 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 498 2 3059 85.0% 4 499 2 3061 85.0% 1 507 2 3063 85.1% 3 516 2 3065 85.1% 19 2 26 528 2 3067 85.2% 2 533 2 3069 85.3% 2 544 2 3071 85.3% 0 549 2 3073 85.4% 1 555 2 3075 85.4% 1 567 2 3077 85.5% 1 569 2 3079 85.5% 1 576 2 3081 85.6% 3 577 2 3083 85.6% 1 589 2 3085 85.7% 1 597 2 3087 85.8% 1 606 2 3089 85.8% 1 618 2 3091 85.9% 3 635 2 3093 85.9% 1 636 2 3095 86.0% 8 1 26 640 2 3097 86.0% 2 647 2 3099 86.1% 4 665 2 3101 86.1% 2 674 2 3103 86.2% 22 2 12 700 2 3105 86.3% 7 1 7 702 2 3107 86.3% 3 703 2 3109 86.4% 11 1 6.5 705 2 3111 86.4% 0 707 2 3113 86.5% 2 721 2 3115 86.5% 13 1 7.5 723 2 3117 86.6% 26 2 6.5 725 2 3119 86.6% 19 2 7 727 2 3121 86.7% 3 728 2 3123 86.8% 1 733 2 3125 86.8% 1 737 2 3127 86.9% 2 744 2 3129 86.9% 0 751 2 3131 87.0% 2 769 2 3133 87.0% 1 771 2 3135 87.1% 1 772 2 3137 87.1% 1 778 2 3139 87.2% 1 803 2 3141 87.3% 1 805 2 3143 87.3% 3 806 2 3145 87.4% 0 812 2 3147 87.4% 5 page 11 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 823 2 3149 87.5% 2 826 2 3151 87.5% 7 1 31 835 2 3153 87.6% 2 847 2 3155 87.6% 2 853 2 3157 87.7% 6 859 2 3159 87.8% 3 863 2 3161 87.8% 4 876 2 3163 87.9% 7 1 20.5 881 2 3165 87.9% 1 882 2 3167 88.0% 6 892 2 3169 88.0% 21 2 10.5 906 2 3171 88.1% 2 914 2 3173 88.1% 4 920 2 3175 88.2% 1 922 2 3177 88.3% 1 931 2 3179 88.3% 5 935 2 3181 88.4% 1 939 2 3183 88.4% 3 944 2 3185 88.5% 3 959 2 3187 88.5% 1 964 2 3189 88.6% 2 968 2 3191 88.6% 3 969 2 3193 88.7% 3 989 2 3195 88.8% 3 991 2 3197 88.8% 0 1005 2 3199 88.9% 1 1014 2 3201 88.9% 1 1015 2 3203 89.0% 1 1016 2 3205 89.0% 1 1017 2 3207 89.1% 3 1019 2 3209 89.1% 1 1021 2 3211 89.2% 3 5 1 3212 89.2% 2 11 1 3213 89.3% 1 20 1 3214 89.3% 0 25 1 3215 89.3% 1 37 1 3216 89.3% 1 38 1 3217 89.4% 2 40 1 3218 89.4% 6 53 1 3219 89.4% 1 54 1 3220 89.4% 0 59 1 3221 89.5% 3 61 1 3222 89.5% 34 3 67 63 1 3223 89.5% 3 67 1 3224 89.6% 1 page 12 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 69 1 3225 89.6% 1 72 1 3226 89.6% 4 74 1 3227 89.6% 0 75 1 3228 89.7% 2 76 1 3229 89.7% 1 77 1 3230 89.7% 0 81 1 3231 89.8% 1 84 1 3232 89.8% 1 85 1 3233 89.8% 2 87 1 3234 89.8% 0 90 1 3235 89.9% 1 91 1 3236 89.9% 1 92 1 3237 89.9% 1 95 1 3238 89.9% 11 1 26 99 1 3239 90.0% 2 101 1 3240 90.0% 0 103 1 3241 90.0% 1 106 1 3242 90.1% 0 110 1 3243 90.1% 1 112 1 3244 90.1% 3 113 1 3245 90.1% 24 2 12.5 114 1 3246 90.2% 6 115 1 3247 90.2% 1 122 1 3248 90.2% 0 123 1 3249 90.3% 3 131 1 3250 90.3% 1 139 1 3251 90.3% 2 141 1 3252 90.3% 1 142 1 3253 90.4% 2 143 1 3254 90.4% 3 144 1 3255 90.4% 0 145 1 3256 90.4% 3 151 1 3257 90.5% 13 1 29 152 1 3258 90.5% 12 1 6.5 154 1 3259 90.5% 17 1 6 155 1 3260 90.6% 2 156 1 3261 90.6% 2 159 1 3262 90.6% 0 163 1 3263 90.6% 1 166 1 3264 90.7% 1 167 1 3265 90.7% 21 2 14.5 168 1 3266 90.7% 4 169 1 3267 90.8% 1 179 1 3268 90.8% 0 180 1 3269 90.8% 19 2 12 page 13 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 185 1 3270 90.8% 1 186 1 3271 90.9% 1 187 1 3272 90.9% 3 188 1 3273 90.9% 2 190 1 3274 90.9% 1 192 1 3275 91.0% 1 195 1 3276 91.0% 1 199 1 3277 91.0% 1 202 1 3278 91.1% 1 203 1 3279 91.1% 1 207 1 3280 91.1% 5 211 1 3281 91.1% 2 214 1 3282 91.2% 1 215 1 3283 91.2% 1 231 1 3284 91.2% 11 1 29 232 1 3285 91.3% 1 238 1 3286 91.3% 8 1 6.5 239 1 3287 91.3% 7 1 4 241 1 3288 91.3% 3 250 1 3289 91.4% 1 254 1 3290 91.4% 2 255 1 3291 91.4% 1 256 1 3292 91.4% 0 258 1 3293 91.5% 3 259 1 3294 91.5% 7 1 13.5 262 1 3295 91.5% 17 1 3.5 263 1 3296 91.6% 3 264 1 3297 91.6% 8 1 11.5 265 1 3298 91.6% 1 268 1 3299 91.6% 1 269 1 3300 91.7% 8 1 6 270 1 3301 91.7% 16 1 4 275 1 3302 91.7% 2 276 1 3303 91.8% 4 277 1 3304 91.8% 0 281 1 3305 91.8% 1 282 1 3306 91.8% 1 283 1 3307 91.9% 1 286 1 3308 91.9% 0 287 1 3309 91.9% 1 288 1 3310 91.9% 0 296 1 3311 92.0% 1 298 1 3312 92.0% 0 299 1 3313 92.0% 1 301 1 3314 92.1% 0 page 14 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 306 1 3315 92.1% 1 317 1 3316 92.1% 3 323 1 3317 92.1% 1 326 1 3318 92.2% 9 1 25 328 1 3319 92.2% 2 331 1 3320 92.2% 2 335 1 3321 92.3% 26 2 8.5 342 1 3322 92.3% 1 345 1 3323 92.3% 0 349 1 3324 92.3% 2 358 1 3325 92.4% 0 363 1 3326 92.4% 1 364 1 3327 92.4% 0 366 1 3328 92.4% 1 368 1 3329 92.5% 1 369 1 3330 92.5% 1 370 1 3331 92.5% 2 372 1 3332 92.6% 0 373 1 3333 92.6% 1 374 1 3334 92.6% 1 380 1 3335 92.6% 10 1 18 381 1 3336 92.7% 3 382 1 3337 92.7% 5 385 1 3338 92.7% 0 389 1 3339 92.8% 4 391 1 3340 92.8% 1 392 1 3341 92.8% 0 393 1 3342 92.8% 1 394 1 3343 92.9% 1 399 1 3344 92.9% 1 400 1 3345 92.9% 26 2 21 401 1 3346 92.9% 11 1 7 402 1 3347 93.0% 0 407 1 3348 93.0% 7 1 5.5 420 1 3349 93.0% 2 422 1 3350 93.1% 1 424 1 3351 93.1% 4 425 1 3352 93.1% 1 426 1 3353 93.1% 1 428 1 3354 93.2% 0 429 1 3355 93.2% 1 440 1 3356 93.2% 0 443 1 3357 93.3% 1 449 1 3358 93.3% 2 450 1 3359 93.3% 1 page 15 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 452 1 3360 93.3% 1 458 1 3361 93:4% 0 459 1 3362 93.4% 1 460 1 3363 93.4% , 1 461 1 3364 93.4% 1 463 1 3365 93.5% 0 464 1 3366 93.5% 0 465 1 3367 93.5% 1 466 1 3368 93.6% 0 468 1 3369 93.6% 1 483 1 3370 93.6% 1 484 1 3371 93.6% 0 488 1 3372 93.7% 1 489 1 3373 93.7% 0 490 1 3374 93.7% 1 491 1 3375 93.8% 15 1 26.5 492 1 3376 93.8% 4 504 1 3377 93.8% 13 1 11.5 509 1 3378 93.8% 1 510 1 3379 93.9% 1 512 1 3380 93.9% 3 515 1 3381 93.9% 0 521 1 3382 93.9% 1 522 1 3383 94.0% 0 523 1 3384 94.0% 2 524 1 3385 94.0% 0 526 1 3386 94.1% 2 529 1 3387 94.1% 2 531 1 3388 94.1% 0 532 1 3389 94.1% 2 535 1 3390 94.2% 1 540 1 3391 94.2% 2 541 1 3392 94.2% 0 545 1 3393 94.3% 1 547 1 3394 94.3% 1 548 1 3395 94.3% 1 551 1 3396 94.3% 1 552 1 3397 94.4% 4 553 1 3398 94.4% 3 557 1 3399 94.4% 0 559 1 3400 94.4% 0 563 1 3401 94.5% 15 1 34.5 566 1 3402 94.5% 29 3 7.5 568 1 3403 94.5% 1 579 1 3404 94.6% 1 page 16 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed (Y0 gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 580 1 3405 94.6% 2 583 1 3406 94.6% 5 586 1 3407 94.6% 2 587 1 3408 94.7% 1 590 1 3409 94.7% 2 591 1 3410 94.7% 0 592 1 3411 94.8% 2 593 1 3412 94.8% 2 594 1 3413 94.8% 1 595 1 3414 94.8% 1 598 1 3415 94.9% 1 599 1 3416 94.9% 4 601 1 3417 94.9% 2 605 1 3418 94.9% 4 607 1 3419 95.0% 7 1 36 614 1 3420 95.0% 1 615 1 3421 95.0% 2 621 1 3422 95.1% 3 622 1 3423 95.1% 5 623 1 3424 95.1% 1 625 1 3425 95.1% 22 2 15.5 627 1 3426 95.2% 7 1 7 629 1 3427 95.2% 4 631 1 3428 95.2% 2 633 1 3429 95.3% 16 1 9.5 638 1 3430 95.3% 17 1 8 642 1 3431 95.3% 0 644 1 3432 95.3% 4 645 1 3433 95.4% 1 646 1 3434 95.4% 1 649 1 3435 95.4% 2 650 1 3436 95.4% 3 656 1 3437 95.5% 1 658 1 3438 95.5% 0 659 1 3439 95.5% 6 660 1 3440 95.6% 16 1 26.5 666 1 3441 95.6% 0 668 1 3442 95.6% 4 669 1 3443 95.6% 0 671 1 3444 95.7% 3 673 1 3445 95.7% 6 675 1 3446 95.7% 1 676 1 3447 95.8% 0 678 1 3448 95.8% 1 679 1 3449 95.8% 0 page 17 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 680 1 3450 95.8% 1 683 1 3451 95.9% 1 685 1 3452 95.9% 0 686 1 3453 95.9% 2 688 1 3454 95.9% 3 690 1 3455 96.0% 2 694 1 3456 96.0% 2 695 1 3457 96.0% 1 698 1 3458 96.1% 3 706 1 3459 96.1% 0 709 1 3460 96.1% 6 710 1 3461 96.1% 13 1 44 711 1 3462 96.2% 2 712 1 3463 96.2% 12 1 8.5 719 1 3464 96.2% 5 720 1 3465 96.3% 10 1 11 724 1 3466 96.3% 5 729 1 3467 96.3% 1 730 1 3468 96.3% 1 731 1 3469 96.4% 3 736 1 3470 96.4% 1 740 1 3471 96.4% 1 749 1 3472 96.4% 3 750 1 3473 96.5% 1 753 1 3474 96.5% 1 762 1 3475 96.5% 3 764 1 3476 96.6% 0 766 1 3477 96.6% 1 767 1 3478 96.6% 1 773 1 3479 96.6% 0 783 1 3480 96.7% 1 784 1 3481 96.7% 1 786 1 3482 96.7% 6 787 1 3483 96.8% 0 789 1 3484 96.8% 4 790 1 3485 96.8% 5 793 1 3486 96.8% 5 794 1 3487 96.9% 2 796 1 3488 96.9% 1 797 1 3489 96.9% 2 804 1 3490 96.9% 2 809 1 3491 97.0% 46 4 56 810 1 3492 97.0% 3 814 1 3493 97.0% 1 816 1 3494 97.1% 1 page 18 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 818 1 3495 97.1% 0 827 1 3496 97.1% 2 829 1 3497 97.1% 0 843 1 3498 97.2% 1 844 1 3499 97.2% 0 846 1 3500 97.2% 1 849 1 3501 97.3% 0 850 1 3502 97.3% 1 851 1 3503 97.3% 10 1 17 852 1 3504 97.3% 13 1 5 861 1 3505 97.4% 16 1 6.5 866 1 3506 97.4% 12 1 8 867 1 3507 97.4% 2 868 1 3508 97.4% 0 870 1 3509 97.5% 4 875 1 3510 97.5% 2 877 1 3511 97.5% 1 879 1 3512 97.6% 0 884 1 3513 97.6% 1 889 1 3514 97.6% 0 890 1 3515 97.6% 5 893 1 3516 97.7% 3 902 1 3517 97.7% 5 903 1 3518 97.7% 5 905 1 3519 97.8% 2 907 1 3520 97.8% 0 908 1 3521 97.8% 3 909 1 3522 97.8% 4 910 1 3523 97.9% 3 911 1 3524 97.9% 6 912 1 3525 97.9% 4 915 1 3526 97.9% 18 2 56 923 1 3527 98.0% 1 924 1 3528 98.0% 1 925 1 3529 98.0% 12 1 9 926 1 3530 98.1% 1 928 1 3531 98.1% 2 929 1 3532 98.1% 3 930 1 3533 98.1% 1 936 1 3534 98.2% 1 938 1 3535 98.2% 1 943 1 3536 98.2% 1 946 1 3537 98.3% 2 947 1 3538 98.3% 7 1 18 949 1 3539 98.3% 8 1 3.5 page 19 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 950 1 3540 98.3% 4 951 1 3541 98.4% 3 952 1 3542 98.4% 3 953 1 3543 98.4% 2 955 1 3544 98.4% 0 958 1 3545 98.5% 1 960 1 3546 98.5% 4 966 1 3547 98.5% 2 970 1 3548 98.6% 0 971 1 3549 98.6% 3 974 1 3550 98.6% 1 978 1 3551 98.6% 1 981 1 3552 98.7% 1 986 1 3553 98.7% 3 987 1 3554 98.7% 1 988 1 3555 98.8% 5 992 1 3556 98.8% 19 2 38 993 1 3557 98.8% 11 1 7 995 1 3558 98.8% 3 996 1 3559 98.9% 1 998 1 3560 98.9% 2 999 1 3561 98.9% 1 1000 1 3562 98.9% 0 1004 1 3563 99.0% 1 1008 1 3564 99.0% 0 1011 1 3565 99.0% 2 1013 1 3566 99.1% 2 1020 1 3567 99.1% 3 1023 1 3568 99.1% 1 1025 1 3569 99.1% 0 1026 1 3570 99.2% 12 1 21.5 1027 1 3571 99.2% 15 1 6 1029 1 3572 99.2% 10 1 7.5 1031 1 3573 99.3% 1 1032 1 3574 99.3% 1 1033 1 3575 99.3% 4 1034 1 3576 99.3% 2 1036 1 3577 99.4% 1 1038 1 3578 99.4% 8 1 14 1040 1 3579 99.4% 3 1046 1 3580 99.4% 4 24 0 3580 99.4% 6 34 0 3580 99.4% 23 2 17 36 0 3580 99.4% 4 56 0 3580 99.4% 8 1 11 page 20 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 58 0 3580 99.4% 7 1 4 60 0 3580 99.4% 1 62 0 3580 99.4% 1 64 0 3580 99.4% 0 73 0 3580 99.4% 1 78 0 3580 99.4% 2 86 0 3580 99.4% 1 88 0 3580 99.4% 1 105 0 3580 99.4% 1 107 0 3580 99.4% 1 108 0 3580 99.4% 1 109 0 3580 99.4% 1 111 0 3580 99.4% 9 1 14.5 118 0 3580 99.4% 2 125 0 3580 99.4% 1 135 0 3580 99.4% 3 146 0 3580 99.4% 11 1 10.5 165 0 3580 99.4% 6 178 0 3580 99.4% 0 181 0 3580 99.4% 2 183 0 3580 99.4% 0 184 0 3580 99.4% 2 208 0 3580 99.4% 1 209 0 3580 99.4% 1 212 0 3580 99.4% 1 216 0 3580 99.4% 1 219 0 3580 99.4% 0 230 0 3580 99.4% 1 234 0 3580 99.4% 1 236 0 3580 99.4% 1 240 0 3580 99.4% 2 248 0 3580 99.4% 24 2 24.5 261 0 3580 99.4% 3 294 0 3580 99.4% 3 295 0 3580 99.4% 2 297 0 3580 99.4% 1 312 0 3580 99.4% 3 313 0 3580 99.4% 1 330 0 3580 99.4% 2 332 0 3580 99.4% 3 334 0 3580 99.4% 7 1 25 336 0 3580 99.4% 0 346 0 3580 99.4% 1 347 0 3580 99.4% 2 357 0 3580 99.4% 4 page 21 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 361 0 3580 99.4% 1 375 0 3580 99.4% 1 377 0 3580 99.4% 0 384 0 3580 99.4% 1 386 0 3580 99.4% 1 395 0 3580 99.4% 1 397 0 3580 99.4% 1 411 0 3580 99.4% 1 413 0 3580 99.4% 6 431 0 3580 99.4% 1 437 0 3580 99.4% 11 1 24.5 448 0 3580 99.4% 3 457 0 3580 99.4% 1 477 0 3580 99.4% 2 486 0 3580 99.4% 1 494 0 3580 99.4% 3 520 0 3580 99.4% 8 1 15.5 530 0 3580 99.4% 11 1 4 536 0 3580 99.4% 2 543 0 3580 99.4% 4 546 0 3580 99.4% 1 550 0 3580 99.4% 9 1 12.5 556 0 3580 99.4% 2 558 0 3580 99.4% 2 564 0 3580 99.4% 1 571 0 3580 99.4% 1 578 0 3580 99.4% 0 584 0 3580 99.4% 0 608 0 3580 99.4% 1 620 0 3580 99.4% 0 624 0 3580 99.4% 3 626 0 3580 99.4% 5 628 0 3580 99.4% 1 630 0 3580 99.4% 6 639 0 3580 99.4% 18 2 26.5 641 0 3580 99.4% 1 643 0 3580 99.4% 7 1 8 648 0 3580 99.4% 8 1 3.5 654 0 3580 99.4% 12 1 4 657 0 3580 99.4% 3 663 0 3580 99.4% 1 670 0 3580 99.4% 1 672 0 3580 99.4% 1 677 0 3580 99.4% 2 681 0 3580 99.4% 0 page 22 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 682 0 3580 99.4% 2 684 0 3580 99.4% 1 687 0 3580 99.4% 1 689 0 3580 99.4% 0 697 0 3580 99.4% 1 699 0 3580 99.4% 1 701 0 3580 99.4% 0 704 0 3580 99.4% 1 708 0 3580 99.4% 1 715 0 3580 99.4% 1 716 0 3580 99.4% 6 726 0 3580 99.4% 3 747 0 3580 99.4% 0 754 0 3580 99.4% 1 757 0 3580 99.4% 2 759 0 3580 99.4% 4 763 0 3580 99.4% 3 765 0 3580 99.4% 1 768 0 3580 99.4% 0 775 0 3580 99.4% 0 792 0 3580 99.4% 1 795 0 3580 99.4% 0 799 0 3580 99.4% 1 811 0 3580 99.4% 2 813 0 3580 99.4% 2 815 0 3580 99.4% 2 817 0 3580 99.4% 2 824 0 3580 99.4% 3 828 0 3580 99.4% 2 830 0 3580 99.4% 1 836 0 3580 99.4% 2 860 0 3580 99.4% 39 4 61 864 0 3580 99.4% 1 878 0 3580 99.4% 9 1 8 880 0 3580 99.4% 1 885 0 3580 99.4% 1 904 0 3580 99.4% 1 919 0 3580 99.4% 4 921 0 3580 99.4% 1 927 0 3580 99.4% 0 942 0 3580 99.4% 1 948 0 3580 99.4% 1 972 0 3580 99.4% 1 973 0 3580 99.4% 1 975 0 3580 99.4% 0 page 23 tkl 5/20/98 GAPANAL.XLS manipulated data Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Monday, May 18, 1998 Data Collector TKL Peak Hour 4:30 - 5:30 p.m. Direction southbound gap time Original Number of Time between (sorted highest elapsed elapsed % gap time Acceptable Acceptable Data point to lowest) time of time order Gaps Gaps 990 0 3580 99.4% 1 994 0 3580 99.4% 0 997 0 3580 99.4% 1 1003 0 3580 99.4% 0 1009 0 3580 99.4% 1 1010 0 3580 99.4% 0 1012 0 3580 99.4% 0 1030 0 3580 99.4% 7 1 20.5 1035 0 3580 99.4% 7 1 3.5 1037 0 3580 99.4% 25 2 3.5 1039 0 3580 99.4% 1 1041 0 3580 99.4% 3 1042 0 3580 99.4% 0 1048 0 3580 99.4% 5 185 17.5 page 24 tkl 5/20/98 GAPANAL.XLS manipulated data GAP DATA TUESDAY, MAY 19, 1998 4:20 TO 5:20 P.M. SOUTHBOUND DIRECTION Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed (3/0 gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 719 50 50 1.4% 0 818 42 92 2.6% 1 892 39 131 3.6% 3 220 36 167 4.6% 2 563 36 203 5.6% 6 524 36 239 6.6% 23 2 12 41 35 274 7.6% 3 210 34 308 8.6% 7 1 10 539 34 342 9.5% 1 495 31 373 10.4% 3 772 31 404 11.2% 5 654 30 434 12.1% 2 745 30 464 12.9% 3 471 29 493 13.7% 0 949 29 522 14.5% 2 806 28 550 15.3% 1 145 28 578 16.1% 1 611 27 605 16.8% 0 267 27 632 17.6% 3 75 27 659 18.3% 2 933 26 685 19.0% 1 339 26 711 19.8% 0 420 26 737 20.5% 1 195 24 761 21.1% 5 6 23 784 21.8% 1 954 23 807 22.4% 5 28 23 830 23.1% 9 1 39.5 397 23 853 23.7% 23 2 4.5 311 23 876 24.3% 4 911 22 898 24.9% 5 832 21 919 25.5% 1 104 21 940 26.1% 1 341 20 960 26.7% 0 586 20 980 27.2% 1 67 19 999 27.8% 1 819 19 1018 28.3% 1 68 19 1037 28.8% 1 121 19 1056 29.3% 1 578 19 1075 29.9% 2 573 18 1093 30.4% 1 680 18 1111 30.9% 35 3 30.5 523 18 1129 31.4% 2 162 18 1147 31.9% 9 1 9 792 18 1165 32.4% 3 page 1 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 209 18 1183 32.9% 12 1 7.5 692 17 1200 33.3% 7 1 6 629 17 1217 33.8% 2 501 17 1234 34.3% 0 631 16 1250 34.7% 0 144 16 1266 35.2% 1 973 16 1282 35.6% 1 951 16 1298 36.1% 1 194 16 1314 36.5% 1 164 16 1330 36.9% 0 793 15 1345 37.4% 3 153 15 1360 37.8% 0 691 15 1375 38.2% 2 863 14 1389 38.6% 0 630 13 1402 38.9% 3 216 13 1415 39.3% 3 785 12 1427 39.6% 2 204 12 1439 40.0% 2 266 12 1451 40.3% 1 146 12 1463 40.6% 2 972 12 1475 41.0% 0 45 12 1487 41.3% 1 446 11 1498 41.6% 19 2 28.5 948 11 1509 41.9% 19 2 7 120 11 1520 42.2% 6 246 11 1531 42.5% 3 74 11 1542 42.8% 9 1 16 293 11 1553 43.1% 4 366 11 1564 43.4% 3 690 11 1575 43.8% 11 1 11.5 678 11 1586 44.1% 27 2 5.5 398 11 1597 44.4% 0 934 11 1608 44.7% 3 905 10 1618 44.9% 4 740 10 1628 45.2% 6 229 10 1638 45.5% 1 588 10 1648 45.8% 1 673 10 1658 46.1% 7 1 22 697 10 1668 46.3% 3 221 10 1678 46.6% 1 292 10 1688 46.9% 1 689 10 1698 47.2% 1 129 10 1708 47.4% 1 105 9 1717 47.7% 1 page 2 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 200 9 1726 47.9% 0 43 9 1735 48.2% 1 449 9 1744 48.4% 1 858 9 1753 48.7% 0 163 9 1762 48.9% 1 625 9 1771 49.2% 0 975 9 1780 49.4% 1 27 9 1789 49.7% 0 365 9 1798 49.9% 2 575 9 1807 50.2% 0 659 9 1816 50.4% 4 568 9 1825 50.7% 4 309 9 1834 50.9% 4 284 9 1843 51.2% 4 461 9 1852 51.4% 3 247 9 1861 51.7% 21 2 36.5 71 9 1870 51.9% 9 1 7 275 8 1878 52.2% 2 448 8 1886 52.4% 0 677 8 1894 52.6% 1 114 8 1902 52.8% 1 291 8 1910 53.1% 1 784 8 1918 53.3% 1 472 8 1926 53.5% 1 587 8 1934 53.7% 1 421 8 1942 53.9% 8 1 12.5 734 8 1950 54.2% 5 225 8 1958 54.4% 2 615 8 1966 54.6% 1 370 7 1973 54.8% 0 956 7 1980 55.0% 2 8 7 1987 55.2% 11 1 14 287 7 1994 55.4% 19 2 5.5 547 7 2001 55.6% 1 861 7 2008 55.8% 0 126 7 2015 56.0% 4 423 7 2022 56.2% 3 46 7 2029 56.4% 7 1 15 653 7 2036 56.6% 4 128 7 2043 56.8% 7 1 7.5 766 7 2050 56.9% 10 1 3.5 787 7 2057 57.1% 2 82 7 2064 57.3% 4 614 7 2071 57.5% 3 page 3 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 262 7 2078 57.7% 2 452 7 2085 57.9% 6 815 6 2091 58.1% 5 254 6 2097 58.3% 2 69 6 2103 58.4% 2 79 6 2109 58.6% 3 134 6 2115 58.8% 1 743 6 2121 58.9% 5 273 6 2127 59.1% 0 335 6 2133 59.3% 1 609 6 2139 59.4% 0 473 6 2145 59.6% 16 1 41 862 6 2151 59.8% 28 3 8 394 6 2157 59.9% 12 1 7 950 6 2163 60.1% 1 985 6 2169 60.3% 0 620 6 2175 60.4% 1 359 6 2181 60.6% 1 290 6 2187 60.8% 4 402 6 2193 60.9% 1 977 6 2199 61.1% 15 1 14 617 6 2205 61.3% 1 5 6 2211 61.4% 2 321 6 2217 61.6% 2 585 6 2223 61.8% 2 870 6 2229 61.9% 0 468 6 2235 62.1% 1 619 6 2241 62.3% 0 422 5 2246 62.4% 2 650 5 2251 62.5% 18 2 17.5 11 5 2256 62.7% 9 1 7 24 5 2261 62.8% 16 1 4.5 135 5 2266 62.9% 3 605 5 2271 63.1% 2 342 5 2276 63.2% 0 522 5 2281 63.4% 1 927 5 2286 63.5% 1 224 5 2291 63.6% 2 115 5 2296 63.8% 0 451 5 2301 63.9% 1 700 5 2306 64.1% 2 377 5 2311 64.2% 0 820 5 2316 64.3% 1 821 5 2321 64.5% 0 page 4 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 982 5 2326 64.6% 2 358 5 2331 64.8% 0 26 5 2336 64.9% 1 878 5 2341 65.0% 0 140 5 2346 65.2% 1 30 5 2351 65.3% 0 602 5 2356 65.4% 0 29 4 2360 65.6% 1 319 4 2364 65.7% 4 514 4 2368 65.8% 3 72 4 2372 65.9% 1 127 4 2376 66.0% 1 439 4 2380 66.1% 0 253 4 2384 66.2% 2 639 4 2388 66.3% 3 151 4 2392 66.4% 0 694 4 2396 66.6% 2 618 4 2400 66.7% 16 1 42 679 4 2404 66.8% 24 2 8 131 4 2408 66.9% 1 100 4 2412 67.0% 1 531 4 2416 67.1% 1 953 4 2420 67.2% 1 710 4 2424 67.3% 9 1 11 570 4 2428 67.4% 1 664 4 2432 67.6% 2 771 4 2436 67.7% 0 925 4 2440 67.8% 12 1 7.5 399 4 2444 67.9% 1 920 4 2448 68.0% 1 245 4 2452 68.1% 2 384 4 2456 68.2% 1 542 4 2460 68.3% 18 2 11 469 4 2464 68.4% 34 3 7 921 4 2468 68.6% 3 530 4 2472 68.7% 1 767 4 2476 68.8% 0 261 4 2480 68.9% 1 381 4 2484 69.0% 2 507 4 2488 69.1% 13 1 14 864 4 2492 69.2% 1 101 4 2496 69.3% 0 99 4 2500 69.4% 3 124 4 2504 69.6% 36 3 10.5 page 5 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted ' Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 952 4 2508 69.7% 10 1 7 185 4 2512 69.8% 2 289 4 2516 69.9% 3 651 4 2520 70.0% 5 957 4 2524 70.1% 8 1 15 334 4 2528 70.2% 2 78 4 2532 70.3% 1 604 4 2536 70.4% 1 374 4 2540 70.6% 10 1 8 102 4 2544 70.7% 1 638 4 2548 70.8% 1 699 4 2552 70.9% 1 791 3 2555 71.0% 0 447 3 2558 71.1% 2 516 3 2561 71.1% 3 736 3 2564 71.2% 2 418 3 2567 71.3% 1 132 3 2570 71.4% 1 268 3 2573 71.5% 0 816 3 2576 71.6% 2 10 3 2579 71.6% 1 467 3 2582 71.7% 3 786 3 2585 71.8% 0 318 3 2588 71.9% 2 643 3 2591 72.0% 4 259 3 2594 72.1% 11 1 29 494 3 2597 72.1% 9 1 5.5 621 3 2600 72.2% 1 789 3 2603 72.3% 3 403 3 2606 72.4% 0 667 3 2609 72.5% 2 19 3 2612 72.6% 2 724 3 2615 72.6% 4 886 3 2618 72.7% 6 60 3 2621 72.8% 0 590 3 2624 72.9% 1 913 3 2627 73.0% 0 546 3 2630 73.1% 1 265 3 2633 73.1% 3 562 3 2636 73.2% 1 595 3 2639 73.3% 4 655 3 2642 73.4% 7 1 32.5 686 3 2645 73.5% 1 165 3 2648 73.6% 2 page 6 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 515 3 2651 73.6% 3 83 3 2654 73.7% 12 1 9.5 580 3 2657 73.8% 27 2 6 833 3 2660 73.9% 3 814 3 2663 74.0% 1 125 3 2666 74.1% 1 392 3 2669 74.1% 1 416 3 2672 74.2% 1 550 3 2675 74.3% 6 645 3 2678 74.4% 3 668 3 2681 74.5% 8 1 23 77 3 2684 74.6% 1 191 3 2687 74.6% 3 660 3 2690 74.7% 3 739 3 2693 74.8% 0 917 3 2696 74.9% 2 242 3 2699 75.0% 2 286 3 2702 75.1% 1 391 3 2705 75.1% 1 541 3 2708 75.2% 9 1 17 55 3 2711 75.3% 3 249 3 2714 75.4% 3 671 3 2717 75.5% 7 1 10.5 211 3 2720 75.6% 3 278 3 2723 75.6% 4 926 3 2726 75.7% 6 277 3 2729 75.8% 8 1 16.5 548 3 2732 75.9% 10 1 4 881 3 2735 76.0% 11 1 5 274 3 2738 76.1% 0 733 3 2741 76.1% 2 285 3 2744 76.2% 3 223 3 2747 76.3% 1 7 3 2750 76.4% 0 44 3 2753 76.5% 1 138 3 2756 76.6% 1 557 3 2759 76.6% 1 613 3 2762 76.7% 0 879 3 2765 76.8% 1 817 3 2768 76.9% 0 383 3 2771 77.0% 1 572 3 2774 77.1% 1 323 3 2777 77.1% 2 13 3 2780 77.2% 1 page 7 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 59 3 2783 77.3% 9 1 20.5 219 3 2786 77.4% 1 666 3 2789 77.5% 23 2 5.5 674 3 2792 77.6% 1 732 3 2795 77.6% 1 981 3 2798 77.7% 1 73 3 2801 77.8% 2 637 3 2804 77.9% 3 919 3 2807 78.0% 0 3 3 2810 78.1% 3 70 3 2813 78.1% 4 695 3 2816 78.2% 1 103 3 2819 78.3% 6 564 3 2822 78.4% 2 186 3 2825 78.5% 3 235 3 2828 78.6% 1 459 3 2831 78.6% 2 628 3 2834 78.7% 1 885 3 2837 78.8% 2 992 3 2840 78.9% 1 288 3 2843 79.0% 2 296 3 2846 79.1% 1 316 3 2849 79.1% 1 361 3 2852 79.2% 1 444 3 2855 79.3% 2 875 3 2858 79.4% 4 993 3 2861 79.5% 6 226 2 2863 79.5% 1 475 2 2865 79.6% 1 315 2 2867 79.6% 1 373 2 2869 79.7% 26 2 61 505 2 2871 79.8% 2 716 2 2873 79.8% 20 2 9 859 2 2875 79.9% 5 47 2 2877 79.9% 2 264 2 2879 80.0% 1 396 2 2881 80.0% 1 856 2 2883 80.1% 1 947 2 2885 80.1% 0 884 2 2887 80.2% 1 367 2 2889 80.3% 0 436 2 2891 80.3% 2 687 2 2893 80.4% 2 166 2 2895 80.4% 0 page 8 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 488 2 2897 80.5% 1 106 2 2899 80.5% 1 390 2 2901 80.6% 2 42 2 2903 80.6% 1 244 2 2905 80.7% 1 657 2 2907 80.8% 5 202 2 2909 80.8% 6 966 2 2911 80.9% 0 62 2 2913 80.9% 3 684 2 2915 81.0% 1 280 2 2917 81.0% 2 735 2 2919 81.1% 0 823 2 2921 81.1% 9 1 45 61 2 2923 81.2% 11 1 4.5 136 2 2925 81.3% 2 512 2 2927 81.3% 1 642 2 2929 81.4% 1 711 2 2931 81.4% 7 1 9.5 979 2 2933 81.5% 0 718 2 2935 81.5% 1 849 2 2937 81.6% 2 936 2 2939 81.6% 4 251 2 2941 81.7% 1 460 2 2943 81.8% 0 333 2 2945 81.8% 5 385 2 2947 81.9% 2 532 2 2949 81.9% 1 555 2 2951 82.0% 0 624 2 2953 82.0% 4 773 2 2955 82.1% 0 906 2 2957 82.1% 3 116 2 2959 82.2% 4 252 2 2961 82.3% 2 327 2 2963 82.3% 0 351 2 2965 82.4% 1 525 2 2967 82.4% 0 807 2 2969 82.5% 1 918 2 2971 82.5% 2 959 2 2973 82.6% 3 994 2 2975 82.6% 3 506 2 2977 82.7% 1 527 2 2979 82.8% 6 737 2 2981 82.8% 0 758 2 2983 82.9% 2 page 9 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 788 2 2985 82.9% 23 2 51.5 941 2 2987 83.0% 11 1 7 887 2 2989 83.0% 4 970 2 2991 83.1% 1 20 2 2993 83.1% 1 97 2 2995 83.2% 6 493 2 2997 83.3% 3 688 2 2999 83.3% 1 681 2 3001 83.4% 1 64 2 3003 83.4% 1 155 2 3005 83.5% 2 215 2 3007 83.5% 1 234 2 3009 83.6% 1 340 2 3011 83.6% 0 343 2 3013 83.7% 1 355 2 3015 83.8% 0 795 2 3017 83.8% 1 857 2 3019 83.9% 1 874 2 3021 83.9% 0 940 2 3023 84.0% 3 378 2 3025 84.0% 1 603 2 3027 84.1% 3 715 2 3029 84.1% 1 725 2 3031 84.2% 26 2 38.5 802 2 3033 84.3% 8 1 7 236 2 3035 84.3% 5 836 2 3037 84.4% 7 1 9 932 2 3039 84.4% 1 545 2 3041 84.5% 1 610 2 3043 84.5% 2 193 2 3045 84.6% 0 794 2 3047 84.6% 1 222 2 3049 84.7% 0 499 2 3051 84.8% 2 538 2 3053 84.8% 1 776 2 3055 84.9% 1 876 2 3057 84.9% 1 938 2 3059 85.0% 2 969 2 3061 85.0% 2 426 2 3063 85.1% 2 434 2 3065 85.1% 1 904 • 2 3067 85.2% 0 156 2 3069 85.3% 4 491 2 3071 85.3% 0 page 10 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 930 2 3073 85.4% 1 12 2 3075 85.4% 2 662 2 3077 85.5% 1 497 2 3079 85.5% 3 540 2 3081 85.6% 1 119 2 3083 85.6% 11 1 32.5 430 2 3085 85.7% 3 517 2 3087 85.8% 8 1 8.5 895 2 3089 85.8% 9 1 4 130 2 3091 85.9% 1 190 2 3093 85.9% 5 307 2 3095 86.0% 7 1 10.5 350 2 3097 86.0% 1 363 2 3099 86.1% 1 508 2 3101 86.1% 1 647 2 3103 86.2% 1 889 2 3105 86.3% 1 4 2 3107 86.3% 2 991 2 3109 86.4% 3 173 2 3111 86.4% 2 240 2 3113 86.5% 9 1 15.5 325 2 3115 86.5% 0 535 2 3117 86.6% 1 133 2 3119 86.6% 1 207 2 3121 86.7% 1 622 2 3123 86.8% 2 661 2 3125 86.8% 3 754 2 3127 86.9% 6 466 2 3129 86.9% 4 893 2 3131 87.0% 1 939 2 3133 87.0% 29 3 23.5 847 2 3135 87.1% 8 1 7 57 2 3137 87.1% 6 170 2 3139 87.2% 2 458 2 3141 87.3% 2 581 2 3143 87.3% 1 640 2 3145 87.4% 0 137 2 3147 87.4% 1 322 2 3149 87.5% 1 435 2 3151 87.5% 1 485 2 3153 87.6% 1 502 2 3155 87.6% 0 759 2 3157 87.7% 1 177 2 3159 87.8% 1 page 11 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 407 2 3161 87.8% 2 607 2 3163 87.9% 1 649 2 3165 87.9% 0 709 2 3167 88.0% 2 850 2 3169 88.0% 1 907 2 3171 88.1% 0 701 2 3173 88.1% 2 738 2 3175 88.2% 1 770 2 3177 88.3% 2 782 2 3179 88.3% 3 890 2 3181 88.4% 31 3 35 995 2 3183 88.4% 1 15 2 3185 88.5% 2 39 2 3187 88.5% 2 161 2 3189 88.6% 2 513 2 3191 88.6% 0 157 2 3193 88.7% 17 1 14 963 2 3195 88.8% 2 281 2 3197 88.8% 1 295 2 3199 88.9% 1 498 2 3201 88.9% 2 646 2 3203 89.0% 2 844 2 3205 89.0% 4 928 2 3207 89.1% 2 944 2 3209 89.1% 1 990 2 3211 89.2% 1 442 2 3213 89.3% 1 474 2 3215 89.3% 2 329 2 3217 89.4% 2 345 1 3218 89.4% 4 775 1 3219 89.4% 3 9 1 3220 89.4% 3 413 1 3221 89.5% 2 601 1 3222 89.5% 1 853 1 3223 89.5% 1 256 1 3224 89.6% 1 389 1 3225 89.6% 0 831 1 3226 89.6% 5 25 1 3227 89.6% 18 2 49.5 117 1 3228 89.7% 36 3 7 168 1 3229 89.7% 2 698 1 3230 89.7% 1 730 1 3231 89.8% 2 746 1 3232 89.8% 0 page 12 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 751 1 3233 89.8% 1 839 1 3234 89.8% 4 996 1 3235 89.9% 4 17 1 3236 89.9% 2 88 1 3237 89.9% 1 91 1 3238 89.9% 1 172 1 3239 90.0% 2 336 1 3240 90.0% 0 337 1 3241 90.0% 1 357 1 3242 90.1% 2 401 1 3243 90.1% 34 3 30 519 1 3244 90.1% 2 526 1 3245 90.1% 3 721 1 3246 90.2% 4 727 1 3247 90.2% 1 903 1 3248 90.2% 1 908 1 3249 90.3% 2 139 1 3250 90.3% 3 310 1 3251 90.3% 7 1 23 330 1 3252 90.3% 3 589 1 3253 90.4% 0 742 1 3254 90.4% 3 704 1 3255 90.4% 1 184 1 3256 90.4% 1 445 1 3257 90.5% 0 552 1 3258 90.5% 1 703 1 3259 90.5% 2 387 1 3260 90.6% 1 431 1 3261 90.6% 3 510 1 3262 90.6% 0 543 1 3263 90.6% 1 685 1 3264 90.7% 0 723 1 3265 90.7% 1 783 1 3266 90.7% 3 871 1 3267 90.8% 36 3 23.5 52 1 3268 90.8% 3 66 1 3269 90.8% 1 87 1 3270 90.8% 1 113 1 3271 90.9% 0 263 1 3272 90.9% 9 1 12 326 1 3273 90.9% 1 406 1 3274 90.9% 4 409 1 3275 91.0% 1 916 1 3276 91.0% 3 page 13 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 150 1 3277 91.0% 18 2 13.5 276 1 3278 91.1% 1 456 1 3279 91.1% 9 1 8 902 1 3280 91.1% 0 50 1 3281 91.1% 1 149 1 3282 91.2% 19 2 5.5 408 1 3283 91.2% 1 827 1 3284 91.2% 3 212 1 3285 91.3% 2 882 1 3286 91.3% 1 38 1 3287 91.3% 0 109 1 3288 91.3% 0 230 1 3289 91.4% 6 450 1 3290 91.4% 20 2 20 463 1 3291 91.4% 8 1 7 561 1 3292 91.4% 10 1 4 910 1 3293 91.5% 1 40 1 3294 91.5% 3 356 1 3295 91.5% 1 480 1 3296 91.6% 1 518 1 3297 91.6% 1 566 1 3298 91.6% 1 635 1 3299 91.6% 3 669 1 3300 91.7% 1 867 1 3301 91.7% 1 922 1 3302 91.7% 1 931 1 3303 91.8% 0 980 1 3304 91.8% 1 205 1 3305 91.8% 1 228 1 3306 91.8% 5 297 1 3307 91.9% 2 353 1 3308 91.9% 4 432 1 3309 91.9% 5 503 1 3310 91.9% 1 616 1 3311 92.0% 2 812 1 3312 92.0% 1 53 1 3313 92.0% 6' 187 1 3314 92.1% 2 196 1 3315 92.1% 27 2 48 199 1 3316 92.1% 0 206 1 3317 92.1% 3 433 1 3318 92.2% 7 1 10 594 1 3319 92.2% 8 1 3.5 744 1 3320 92.2% 1 page 14 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. Pacific View Office Park Entranco Project No. 98007-60 Gap Acceptance Data on SR 99 Day Tuesday, May 19, 1998 Data Collector Peak Hour 4:20 to 5:20 p.m. Direction BVL southbound gap time (sorted Original Number of Time between highest to elapsed elapsed % gap time Acceptable Acceptable Data point lowest) time of time order Gaps Gaps 338 1 3321 92.3% 6 299 1 3322 92.3% 4 597 1 3323 92.3% 6 478 1 3324 92.3% 6 652 1 3325 92.4% 3 778 1 3326 92.4% 2 796 1 3327 92.4% 0 860 1 3328 92.4% 2 899 1 3329 92.5% 9 1 34 935 1 3330 92.5% 0 976 1 3331 92.5% 1 2 1 3332 92.6% 3 175 1 3333 92.6% 17 1 8.5 241 1 3334 92.6% 13 1 8.5 481 1 3335 92.6% 16 1 6.5 496 1 3336 92.7% 1 534 1 3337 92.7% 1 582 1 3338 92.7% 0 797 1 3339 92.8% 1 809 1 3340 92.8% 0 834 1 3341 92.8% 3 855 1 3342 92.8% 4 873 1 3343 92.9% 4 877 1 3344 92.9% 2 900 1 3345 92.9% 0 984 1 3346 92.9% 2 108 1 3347 93.0% 3 122 1 3348 93.0% 0 188 1 3349 93.0% 3 627 1 3350 93.1% 2 706 1 3351 93.1% 2 142 1 3352 93.1% 0 232 1 3353 93.1% 2 608 1 3354 93.2% 5 769 1 3355 93.2% 4 774 1 3356 93.2% 1 829 1 3357 93.3% 7 1 48 987 1 3358 93.3% 30 3 3.5 95 1 3359 93.3% 3 214 1 3360 93.3% 1 314 1 3361 93.4% 2 811 1 3362 93.4% 1 37 1 3363 93.4% 9 1 14 198 1 3364 93.4% 3 page 15 tkl 5/20/98 GAPANAL2.XLS manip'd. data, sb dir. �. MPO . ALL Agency : Tukwila County ; King County o ec Costs In Thousa f Do ars MB 81111 all Apo or (Pr Hearing Date 08104197 Adoption Date 08104197 Resolution Number 1379 Func CI Prl Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th Project Imp Start RAp,otc. Local/ Total Total t/til _Federal _ identification Type Length Codes Date Fund Code Cost Code Cost State City Tukwila 03 1.340 ' P S T W Funding Secured Revision: 0 PE 300 0 0 600 14 1 PACIFIC HIGHWA'Y RW 0 0 0 0 S 116 ST - S 152 ST CN 450 2,506 0 5,525 Paving, curb and gutter, sidewalk, drainage, iltumination, utility relocation, traffic signal modifications including Total 750 2,506 0 6,125 Interconnect, landscaping. Phase 1 PE (S 140-S 152) and Const (S 142-S 146) funded in 1997/98. PE 1/1998 STP(U) 258 0 40 298 CN 1011998 STP(U) 2,558 0 399 2,957 PROJECT TOTAL 2,616 . 0 439 3,255 City Tukwila 31 0.000 I I Funding Secured Revision: 0 PE 100 0 0 0 00 2 TRANSPORTATION- PLAN— RW 0 0 0 0 Citywide CN 0 0 0 0 Forecast traffic for year 2015 using new comprehensive plan zoning Total 100 0 0 0 PE 1/1996 0 0 100 100 PROJECT TOTAL 0 0 100 100 City Tukwila 21 0.000 r- P S T W Planning Purposes Revision: 0 PE 10 0 0 0 16 3 CBD TRANSIT CENTER RW 0 0• 0 0 Central Business District CN 0 0 0 0 Construct Irtansit center Total 10 0 0 0 PE 111998 0 0 10 10 PROJECT TOTAL 0 0 10 10 City Tukwila 21 0.000 G P S T W 1 Planning Purposes Revision: 0 PE 25 0' 0 0 14 4 GRN RIVER VALLEY 1IULTIMo ArCENTER RW 0 0 0 0 Interurban Avenue ® Grady Way CN 0 0 0 0 Design and construct a multimodal center serving transit, future rail, bike, pedestrian and HOV traffic. • Total 25 0 0 0 PE 111996 0 0 25 25 PROJECT TOTAL 0 0 25 25 Utilities Legend G Gas P Power T Telephone 0 Other C Cable TV S Sewer W Water 6YRTIP,FRX SMI Rev: 2.16b3 4112196 Form Rev Date: 07125195 -4 LO c0 elIMNfl Wd62:0T d C7 -13 z 11•11 SIM 111111112 _ ' ell(Project CostsThousands1 Dollars) 11111111 MPO • ALL Agency Tukwila County King County Hearing Date Adoption Date Resolution Number 08/04197 08/04197 1379 Func CI Prl Project Irnp Total Identification Type Length Codes Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th Utll Start Federal RAP,etc. Local/ _ Date Fund Code Cost Code Cost Slate Total City Tukwila 01 osoopapsToroi Funding Secured Revision: 0 PE 30 0 0 0 16 5 BNSF INTERMODACYARMACCESe RW 0 0 0 0 S 129 SI to Boeing Access Rd CN 0 0 0 0 Study and determine new access to intermodal yard al north or south end in order to close the existing access on Total 30 0 0 0 S 124 St. PE 111998 0 0 30 30 • PROJECT TOTAL 0 0 30 30 City Tukwila 01 0.500 ( P S T W ] Planning Purposes Revision: 0 PE 231 0 0 0 16 6 57 AVENUE S RW 0 0 0 0 S180 St - South City Limit CN 0 0 0 0 Design and construct widening to 4 and 5 lanes including paving, curb and gutter, drainage, sidewalks, illumination, overhead utility relocation. . Total 231 0 0 0 PE 1/1998 STP 200 0 31 231 PROJECT TOTAL 200 0 31 231 City Tukwila 01 0.200 1 P S T W 01 Planning Purposes Revision: 0 PE 600 900 0 0 14 7 S 180 STREET RACRIIA1TCROSSINo RW 0 0 0 0 S 180 SI al UP/BN RR crossing CN 0 0 0 0 Design and construct new separated grade crossing of existing railroad tracks. Total 600 900 0 0 PE 1/1998 0 0 1,500 1,500 PROJECT TOTAL 0 0 1,500 1,500 • City • Tukwila 06 0.000 C p S 1 W FundingSecured Revision: 0 PE 50 150 100 400 16 8 ANNUAL OVERLA AN0REPAIFPPI�GRAM RW 0 0 0 0 various city streets CN 400 1,500 900 2,300 Repair, rehabilitate and overlay. Total 450 1,650 1,000 2,700 PE 1/1998 0 0 700 700 CN 4/ 1998 STP(U) 100 0 5,000 5,100 . PROJECT TOTAL 100 0 5,700 5,800 Utilities Legend 0 Gas P Power T Telephone 0 Other C Cable iV S Sewer W Water 6YRTIP.FRX 81W Rev: 2.16b3 4112/96 Form Rev tate: 07125/95 . 1111114 1111 APB 1111. (Pro ec Costs In T ousands of Dollars) MPO . ALL Agency : Tukwila County ; King County Hearing Date Adoption Date Resolution Number 08/04/97 08104197 1379 Func CI Pri Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th Project Imp Start_Federal RAP,etc. Local/ State Total Total Util Identification Type Length Codes Date Fund Code Cost Code Cost City Tukwila 12 0.000 1 J Subject to Selection Revision; 0 PE 10 10 10 20 19 9 PEDESTRIAN SA ETY-PROGRAM RW 0 0 0 0 Various City streets. CN 90 90 90 280 Pave and/or stripe shoulder for walkway. Total 100 100 100 300 PE 1/1998 0 0 50 50 CN 311998 0 0 550 550 PROJECT TOTAL 0 0 600 600 City CI Tukwila 12 0.000 FundingSecured � Revision: 0 PE 0 0 0 0 16 10 ANNUAL TRAFFr SIGNAL PROD RW 0 0 0 0 Various intersections. CN 70 70 70 210 Install traffic signal controllers with minor signal modifications such as left turns and coordination. Total 70 70 70 210 CN 411998 0 0 420 420 PROJECT TOTAL 0 0 420 420 City Tukwila 11 0.000 I Funding Secured Revision: 0 PE 20 20 20 60 14 11 ANNUAL BRIDG -PROGRAM--"' RW 0 0 0 0 Various locations in City CN 145 280 180 640 Perform load ratings and bl-annual inspections, paint, repair, and rehabilitate. Total 165 300 200 600 PE 1/1998 0 0 120 120 CN 611998 0 0 1,145 1.145 PROJECT TOTAL 0 0 1,265 1,265 CityTukwila 09 0.300 P FundingSecured Revision: 0 PE 0 0 0 0 14 12 PACIFIC HIGHWA RIDGE—(13DW ISH) RW 0 0 0 0 6112 St - S 116 Way CN 4,000 1,246 0 0 Replace and widen existing bridge Total 4,000 1,246 0 0 CN 1011997 BR 4,070 0 1,176 5,246 PROJECT TOTAL 4,070 0 1,176 5,246 UtdA�es Legend G Gas P Power T Telephone 0 Other C Cable TV S Sewer W Water 6YRTIP.FRX SAN Rev: 2.16b2 4/12/98 Form Rev Date: 07125/95 Ole MO. 411111 PIP - MPO . ALL Agency : Tukwila County . King County Nearing Date Adoption Date Resolution Number 08104/97 08/04/97 1379 Func Project Imp Total CI Prl Identification Type Length Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th UM Start —Federal .r RAP,etc. Local/ Codes Date Fund Code Cost Code Cost State Total City Tukwila 12 0.500 p PSTW I FundingSecured Revision: 0 PE 0 0 0 0 14 13 INTERURBAN AVENOEBRII7GEWIDENING RW 0 0 0 0 S'center Blvd to 1000 f north Fl Den(W CN 1,208 0 0 0 Construct additional northbound left tum lane for HOV from Interurban to 1405 southbound on-ramp. Total 1,208 0 0 0 PE 6/ 1996 STP(U) 85 0 13 98 CN 5/ 1998 STP(U) 960 0 248 1,208 PROJECT TOTAL 1,045 0 261 1,306 City Tukwila 01 0.000 1 I Funding Secured Revision: 0 PE 0 0 0 0 00 14 INTERURBAN T IL BIKEJPED-BRI GE RW 0 0 0 0 Green River CN 780 0 0 0 Construct bridge to cross Green River to connect Interurban trail to the Green River Trail. Total 780 0 0 0 CN 511998 STP(E) 640 0 140 780 PROJECT TOTAL 640 0 140 780 _ City Tukwila 03 0.000 G C P S T W Planning Purposes Revision: 0 PE 10 0 0 50 14 15 INTERURBAN AVENUE RW 0 0 0 0 S 139 Street - Fort Dent Way CN 0 100 0 0 Construct paving, curb and gutter, drainage, sidewalk, illumination, landscaping, traffic signal modifications, underground overhead unites. Total 10 100 0 50 PE 1/1998 0 0 60 60 CN 411999 0 0 100 100 PROJECT TOTAL 0 0 160 160 CityTukwila 12 0.400 P T � Sub ect to Selection Revision: 1 0 PE 0 0 0 0 14 16 WEST VALLEY til RWAY/ STRAND R BLVD RW 0 0 0 0 1000 feet north and south of Intersectio CN 450 0 0 0 Construct additional northbound left turn lane from WVH to Strander. Paving, drainage, sidewalk, traffic signal modifications. Total 450 0 0 0 PE 511996 0 0 45 45 . PE 3/1997 STP(U) 60 0 20 80 CN 4/1998 STP(U) 390 0 60 450 PROJECT TOTAL 450 • 0 125 575 • Utilities Legend G Gas P Power T Tetephone 0 Other C Cable TV S Sewer W Water 6YRTIP.FRX SNI Rev: 2.16b3 4/12!90 Form Rev Date: 07125/95 11111110 211111111 pi. 111111 (Protect Costs In Thousands of Dollars) MPO : ALL Agency Tukwila County : King County Hearing Date Adoption Date Resolution Number 08/04/97 06/04/97 1379 Func CI Ptl Phase Data Expenditure Schedule (Local Agency Use) let 2nd 3rd 4th -6th Project Imp Start RAP,etc. Local/ Total Utll —Federal — Identification Type Length Codes Date Fund Code Cost Code Cost State Total City Tukwila 12 1.000 1G P S T W I Planning Purposes Revision: 0 PE 0 0 0 0 16 17 SOUTHCENTER I6ARKWAY SIGNALS RW 0 0 0 0 Strander Blvd - S 180 SI CN 100 0 0 0 Design and construct signals with pedestrian crossings at various Locations. Total 100 0 0 0 PE 1/1997 0 0 20 20 CN 111998 0 0 100 100 PE 111998 0 0 20 20 CN 1/19980 0 100 100 PROJECT TOTAL 0 0 240 240 City Tukwila 12 0.0001 Funding Secured Revision: 0 PE 20 20 0 0 14 18 GREEN RIVER VAL'LEY'SIGNACCOdRDINATION RW 0 0 0 0 Arterial Traffic Signals in GR Valley CN 180 167 0 0 Evaluate existing signals and design signal coordination on major arterials to reduce congestion and improve air quality. Phase 1 is W Valley Hwy and Total 200 187 0 0 PE 1/1998 CMAQ 17 0 3 20 CN 6/1998 CMAQ 156 0 24 180 PE 1/1999 STP(U) 17 0 9 20 CN 511999 STP(U) 145 0 22 167• PE 111999 STP(U) 560 0 40 600 PROJECT TOTAL 695 0 92 987 Clty Tukwila 12 0.000 p O P S T W ll Planning Purposes Revision: 0 PE 20 0 0 100 14 19 CBD TRAFFIC SIGNAL–INTERCONNECT RW 0 0 0 0 CBD signalized intersections CN BO 0 0 700 Design and install hard wire interconnecl system with central master controller. Total 100 0 0 800 PE 1/2001 0 0 100 100 CN 1/2002 0 0 700 700 CN 1/1998 STP(U) 80 0 0 80 PE 711998 STP(U) 20 0 0 20 PROJECT TOTAL 100 0 800 900 Utilities Legend G Gas P Power T Telephone 0 Other C Cable TV S Sewer , W Water 6YRTIP.FRX SIW Rev: 2.16b3 4/12/96 Forrn Rev Date: O7/25I96 MdfaDa d1IM)1nl WUIE:OI _to pl. I (Project Costs In Thousands of Dollars) MPO ALL Agency Tukwila County King County Hearing Date 08104/97 Adoption Date 08104/97 Resolution Number 1379 Func CI Pri Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 491 -8th Project Imp Start Federal RAP,etc. Locarl Total Total U1il — Identification Type Length Codes Date Fund Code Cost Code Cost State City Funding Secured Revision: 0 Tukwila 09 0.500 I-� PE 30 50 30 800 14 20 _J 16 Avenue S Bridge RW 0 0 0 0 Ouwamish River crossing CN 70 0 70 0 Design and reconstruct bridge Total 100 60 100 600 PE 1/1998 0 0 710 710 CN 6/1997 0 0 140 140 PROJECT TOTAL 0 0 850 850 City Tukwila 12 0.200 I P T ' Planning Purposes Revision: 0 PE 0 25 0 0 14 21 WEST VALLEY HI RWAY/-SI58 STREET RW 0 0 0 0 Southcenter Blvd - S 158 Street CN 0 0 300 0 Construct additional northbound left turn lane at intersection for HOV. Paving, drainage, sidewalk, traffic signal modifications. Total 0 25 300 0 PE 711999 STP 20 0 5 25 CN 1(2000 STP 240 0 60 300 PROJECT TOTAL 260 0 65 325 City Tukwila 04 0.380 p S T W 1 Planning Purposes Revision: 0 PE 0 0 0 30 17 22 __ MINKLER BLVD RW 0 0 0 0 Southcenter Pkwy • Andover Park W CN 0 0 0 395 Construct remaining paving, curb and gutter, drainage, sidewalk with development and RR (rack removal. Total 0 0 0 425 ALL 1/2001 0 0 425 425 PROJECT TOTAL 0 0 425 425 City Tukwila 01 0.000 P S T W Planning Purposes Revision: 0 PE 0 0 75 0 17 23 SOUTH 168 STR ET RW 0 0 0 0 Southcenter Parkway - Andover Park West CN 0 0 0 700 Construct new roadway including paving, curb and gutter, drainage, sidewalk, illumination, traffic signals with interconnect. Total 0 0 75 700 PE 1/2001 0 0 75 75 CN 4/2002 0 0 700 700 PROJECT TOTAL 0 0 775 775 Utilities Legend G Gas P Power T Telephone 0 Other C Cable TV S Sewer W Water 6YRTIP.FRX SNV Rev: 2.16b3 4!12/96 Form Rev Date: 07!25/95 IMO (ProJec3 Costs In Thousands Thausa t Dollars) Milk Hearing Date Adoption Date Resolution Number MPO ; ALL Agency Tukwila County King County 08/04197 08104197 1379 Func Ci Prl Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 491 -6th Project Imp Total Um Start —Federal Identification Type Length Codes Date Fund RAP,etc. Local/ Total Code Cost Code Cost State City Tukwila 12 0.200 p C P S T W 1 Planning Purposes Revision: 0 PE 0 0 0 30 16 24 S 133 ST1SR599 SfrOFFRAMF NTE SECTION RW 0 0 0 0 500 feet from intersection on each leg CN 0 0 0 220 Design and construct intersection improvements Including signalization, lighting, crosswalks, and drainage. Total 0 0 0 250 PE 1/2001 STP(U) 25 0 5 30 CN 1/2002 STP(U) 175 0 45 220 PROJECT TOTAL 200 0 50 250 City Tukwila 05 0.450 IG P S T W Planning Purposes Revlston: 0 PE 0 0 0 45 14 25 WEST VALLEY HIGHWAY-- J RW 0 0 0 0 1405 - Strander Blvd• CN 0 0 0 535 Design and construct widening to 7 lanes Including paving, curb and gutter. sidewalk, illumination. Total 0 0 0 580 ALL 1/2002 0 0 580 580 PROJECT TOTAL 0 0 580 560 City Tukwila 04 0.500 1 Planning Purposes Revision: 0 PE 0 0 0 100 14 26 PACIFIC HIGHWA'YTST18'STREET RW 0 0 0 0 Pacific Hwy Bridge • SR 599 CN 0 0 0 0 Design and construct widening on Pacific Hwy and SR 599 on-ramp for HOV improvements Including paving, iiluminalion, signal modifications. Total 0 0 0 100 PE 1/2003 0 0 100 100 PROJECT TOTAL 0 0 100 100 City Tukwila 03 0.400 f P S T W r Planning Purposes Revision: 0 PE 0 0 0 50 18 27 E MARGINAL WAY__ RW 0 0 0 0 Boeing Access Road - S 112 Street CN 0 0 0 0 Design and construct widening to 3 lanes Including paving, curb and gutter, sidewalks, drainage, illumination. overhead utility relocation. Total 0 0 0 50 PE 1/2003 0 0 50 50 PROJECT TOTAL 0 0_ 50 50 Utilities Legend G Gas P Power T Telephone 0 Other C Cable 7V S Sewer W Water 6YRTIP.FRX SAW Rev: 2.181)3 4/12198 Form Rev Date: 07/25/95 Malo 211111111 Pl. 1111111 (Project Costs in Thousands of Dollars) MPO . ALL Agency : Tukwila County : King County Hearing Date Adoption Date Resolution Number 08/04/97 08/04/97 1379 Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th Func Project Imp Total Util Start —Federal RAP,etc, Local( State Total ci PrI Identification Type Length Codes Date Fund Code Cost Code Cost City Tukwila 05 0.600P S W J Planning Purposes Revision: 0 PE 0 0 0 50 14 28 PACIFIC HIGHWAY- RW 0 0 0 0 Boeing Access Road - S 118 Way CN 0 0 0 0 Delsgn and construct widening including paving, curb and gutter, sidewalks, illumination, drainage, overhead utility relocation. Total 0 0 0 50 PE 1/2003 0 0 50 50 PROJECT TOTAL 0 0 50 50 City Tukwila 12 0.200 p P S T W Ol Planning Purposes Revision: 0 PE 0 0 0 50 16 29 ANDOVER PARK (INDUSTRY DR -SIGNAL RW 0 0 0 0 Andover Pk E and Industry Drive 500 feet from intersection on each leg CN 0 0 0 0 Design and construct Intersection improvements Including signal, crosswalks, illumination " Total 0 0 0 50 PE 112003 0 0 50 50 PROJECT TOTAL 0 0 50 50 City Tukwila 03 0.110 I Planning Purposes L_"--- Revision: 0 PE 0 0 0 50 19 30 - NELS EN PLACE ' ""--- -- RW 0 0 0 0 S156S1-S158S1 CN 0 0 0 0 Design and construct paving, curb end gutter, drainage, sidewalks, illumination. Total 0 0 0 50 PE 1/2003 0 0 50 50 PROJECT TOTAL 0 0 50 50 City Tukwila 01 0.500 Planning Purposes Revision: 0 PE 0 0 0 35 00 31 CBD - INTERURB NTRAiCCONNEC OR RW 0 0 0 0 Interurban Trail to CBD CN 0 0 0 0 Design and construct trail from Interurban trail to CSO between Strander Blvd and S 180 St.. Total 0 0 0 35 PE 1/2003 0 0 35 35 PROJECT TOTAL 0 0 35 35 Utilities Legend G Gas P Power T Telephone 0 Other C Cable TV S Sewer W Water 6YRTIP.FRX SAV Rev: 2.16b3 4112198 Form Rev Date: 07/25/95 r co Md/UX elIM>11l1 WUEE:OT - IMO 1111110 21111111 (Project Costs In Thousands o1 Dollars) MPO ; ALL Agency ; Tukwila County ; King County Hearing Date Adoption Date Resolution Number 08/04/97 08104!97 1379 Func ci Prl Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th•6th Project Imp Start RAP,etc. Cost Local/ State Total Total Utll ___.Federal — Identification Type Length Codes Date Fund Code Cost Code City 14 36 Tukwila 09 0.400 I P - T Of Planning Purposes BOEING ACCESSRD-BRIDGE'REPLACEMENT Boeing Access Rd 1-5 to Airport Way Reconstruct bridge PE 1/2003 0 PROJECT TOTAL 0 0 0 Revision: 50 50 0 50 50 PE RW CN Total 0 0 0 0 0 0 0 0 0 0 0 0 50 0 0 50 TOTAL for the Agency of Tukwila 10,776 0 16,429 27,205 TOTAL for the County of King County 10,776 0 16,429 27,205 GRAND TOTAL 10,776 0 16,429 27,205 9,479 7,134 1,845 13,910 Utilities Legend G Gas P Power TTelephone 0 Other C Cable TV S Sewer W Water 6YRTIP,FRX SIW Rev. 2.16b3 4112108 Form Rev Date: 07/25195 — S _to MN — P- 111116— — (Project Costs In Thousands of Dollars) MPO . ALL Agency : Tukwila County : King County Hearing Date Adoption Date Resolution Number 06104/97 08104/97 1379 func CI Pri Phase Data Expenditure Schedule (Local Agency Use) 1st 2nd 3rd 4th -6th Project Imp Start RAP,etc. Local/ Total Uttl _Federal Identification Type Length Codes Date Fund Code Cost Code Cost State Total City Tukwila 03 0.300 1_ C P S T W ! Planning Purposes Revision: 0 PE 0 0 0 35 17 32 S 144 STREET RW 0 0 0 0 Pacific Highway - Military Road CN 0 0 0 0 Design and construct widening including paving, curb and gutter, drainage, sidewalks, illumination. overhead utllily relocation. Total 0 0 0 35 PE 1/2003 0 0 35 35 PROJECT TOTAL 0 0 35• 35 City Tukwila 03 0.230 PSTW Planning Purposes Revision: 0 PE 0 0 0 50 19 33 S 134 STREET RW 0 0 0 0 S 133 Sl - 48 Ave S CN 0 0 0 0 Design and construct widening Including paving, curb and gutter, drainage, sidewalks, illumination, overhead utility relocation. Total 0 0 0 50 PE 1/ 2003 0 0 50 50 ' PROJECT TOTAL 0 0 50 50 City Tukwila 01 0.100 p P S T W I Planning Purposes Revision: 0 PE 0 0 0 50 14 34 S 180 STREET PO UNDERPASSWUPRR RW 0 0 0 0 S 180 Sl at UPRR CN 0 0 0 0 Design and construct separated grade crossing for Inlerurban Trait Total 0 0 0 50 PE 1/2003 0 0 50 50 PROJECT TOTAL 0 0 50 50 City Tukwila 05 0.5001 Planning Purposes Revision: 0 PARKWAY PE 0 0 0 50 16 35 SOUTHCENTER "" --- RW 0 0 0 0 • 15 off ramp - S 168 St. CN 0 0 0 0 Design and construct safety and capacity improvements including widening Soulhcenter Pkwy. Total 0 0 0 50 PE 1/2003 0 0 50 50 PROJECT TOTAL 0 0 50 50 UUltties Legend G Gas P Power T Telephone 0 Other C Cabte TV S Sewer W Water 6YRTIP.FRX sIW Rev: 2.18b3 411219e Form Rev Date: 07/26/95 • • • :• • •. • ` • • • • • • • • • • • •. • • • • • • • LEVEL 1 DOWNSTREAM ANALYSIS REPORT for: Pacific View Office Park 12421 Pacific Highway South Tukwila, Washington March 31, 1998 1. Project Overview II. Preliminary Conditions Summary 111. Off -Site Analysis Nelson-Bourdages a Division of Poggemeyer Design Group, Inc. NB Job No 98020C NELSON-BOURDAGES a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 ^ Kirkland, WA 98033 (425) 827-5995 • Fax (425) 828-4850 ECEW E P APR 0 6.1998 CM/NUM-14 DEVELOPMENT • Level 1 Downstream Analysis Report • Pacific View Office Park • 12421 Pacific Highway South Tukwila, Washington • March 31, 1998 • SECTION I - PROJECT OVERVIEW • • The project site is located on the west tributary of the Riverton Creek Drainage Basin at 12421 Pacific Highway South, just south of the SR99 and SR599 intersection. The project consists of construction of four buildings to house approximately 50,000 square feet of light manufacturing space (Classification F-2) and approximately 175,000 square feet of office space (Classification B). The project includes parking at a ratio of 1 stall per 1,000 square feet of manufacturing space and 3.83 stalls per 1,000 square feet of office space. Some of the parking will be located underneath the proposed buildings. The project includes site grading and installation of new utilities and a site drainage system including detention ponds. • • • • • • • • • • • • • • • • • • • • • • • • • The 12.8 acre project site contains areas of Potential Geologic Instability, Class 2. Approximately 11.5 acres of the site will be disturbed by construction activities. The proposed building roofs and uncovered parking facilities will have an area of approximately 7.5 acres; increasing the impervious area of the site by approximately 58 percent. The proposed grading plan will preserve the existing drainage pattern as much as practical. The project site is bounded on the west, north and south by private property and to the east by the Pacific Highway South right-of-way. The site receives runoff from approximately 72 acres located west of the site which is densely developed with single and multifamily homes. Virtually no detention or retention facilities exist upstream of the site. Some stormwater from the upstream area is conveyed to the southern and northern portions of the project site via vegetated ditches. The remaining runoff sheet flows down a steep slope (approximately 20 percent slope) to the west property line. All stormwater from the project site is collected by an existing storm drain system located in the Pacific Highway South right-of-way. The system consists of interconnected catch basins which drain to the north and discharge via pipes to three locations east of the highway (See Figures 1 through 3). Some of the stormwater from the site is collected and piped directly to the.catch basins in the right-of-way. The remaining stormwater sheet flows off-site to an asphalt swale in the right of way, and is subsequently conveyed northward to the nearest catch basin. Level 1 Downstream Analysis Report Pacific View Office Park 12421 Pacific Highway South March 31, 1998 Page 2 of 2 SECTION II - PRELIMINARY CONDITIONS There are no preliminary approvals associated with this report. On-site soils have been classified as SM and ML in a report prepared by Geotech Consultants, Incorporated, dated March 16,1998. These soils have a moderate runoff potential and can be classified as SCS Hydrologic Soil Group C. SECTION III - OFF-SITE ANALYSIS A downstream analysis was performed on March 23, 1998, as summarized on the attached "Off -Site Analysis Drainage System Table" and Figure 2 and 3. Several culverts downstream of the project site have submerged inlets and/or outlets and high levels of sediment buildup which may lead to flooding during large storm events. The following excerpt from Page xiii of the "Riverton Stormwater Quality Management Plan - 1997" indicates that the sediment laden culverts under SR599 are a probable cause of existing flooding problems downstream of the site. "There is concern that sediment accumulation has dramatically reduced flood flow capacities of various culvert sections in the lower elevations of the basin (north of South 126th Street). For example, culverts discharging into and across SR 599 are more than half full of sediment. This could contribute to existing flooding at South 126th Street, causing water to backup into the culvert system. It also might result in future flooding at additional sites if flood capacities are not restored. High flow conditions in December 1996 nearly resulted in building flooding at the Boeing complex near 124th Street. Reduced stream channel capacity due to sediment accumulation also is considered a problem at the site. Potential future flooding problems due to continued sediment accumulation in culvert pipes and stream channels is considered the greatest flood issue in the basin." Basin: Riverton Creek Basin/West Tributary OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: A Subbasin Number: Symbol Drainage Component Type, "; Named and Size = Drainage Component . Description , '' .. Slope Distance from Site Discharge Existing Problems - Potential Problems . . Observation of field inspector.. resource reviewer, or resident see map Type sheet:flow,swale, stream channel pipe, and size: diameter,. P, surface area , .. drainage basin vegetation, cover, depth type of sensitive area ;volume P ", °�:`:: - 1/4 mi = 1.320 ft constrictions, under capacity, ponding : overtopping, flooding, habitat or organism destruction Scouring, bank slou hin 9 9 9rP sedimentation,'inclusion, other erosion -•• tributary area, likelihood of problem' overflow pathways,: potential im acts Al Farthest upstream point, starting at Southeast property comer Riverton Creek Drainage Basin - West Tributary 0, A1 -A2 Asphalt Swale Asphalt swale along SR99 shoulder 0.8% 0'-162' Minor Siltation None A2 -A3 CB1088 to CB1093 12" RCP between Type 1 Catch Basin's 4.5% 162'-223' None None A3 -A4 CB1093 to CB1106 12" RCP between Type 1 Catch Basin's 2.3% 223'-382' None None A4 -A5 CB1016 to CB1010 12" RCP between Type 1 Catch Basin's 3.0% 382'-442' None None A5 -A6 CB1010 to MH1200 12" RCP between Type 1 Catch Basin and MH 3.1% 442'-496' None None A6 -A7 16" RCP Under SR99 12% 496'-830' None None A7 -A8 Small Pond Located in undisturbed area of dense vegetative ground cover 0.0% 830'-880' Scouring on pond edges None A8 -A9 18"CMP Under "Boeing"parking area 20% .880'-1080' None None Outfall to Riverton Creek Substantial flow in creek south of outfall D:\SPREADSH.EET\ 98020C1[DS-BOOK.XLWja-to-d 3/31/98 9:34 AM Table 1 of 7 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Riverton Creek Basin/West Tributary Subbasin Name: B Subbasin Number: B1 Drainage Component Type, Name; and Size Type: sheet flowswaie;: stream channel, pipe,:' II pond size diameter, surface area drainage basin, vegetation;, cover, depth, type•of sensitive area, volume.; Slope Distance from Site :Discharge -1/4 mi = 1.320 ft 'constrictions •under capacity,!ponding overtopping,. flooding; habitat or organism destruction, scouring; bank sloughing;: sedimentation, inclusion, other erosion Observation of field inspector resource reviewer, or resident tributary area likelihood of problemoverflow pathways, potential; impacts; Farthest upstream discharge point, starting at MH1200 Riverton Creek Drainage Basin - West Tributary 0' B1 -B2 Asphalt Swale Asphalt swale along SR99 shoulder 2.1% 0'-77' Minor Siltation None B2 -B3 CB1116 to CB1119 12" RCP between Type 1 Catch Basin's 1.7% 77'-155' None None B3 -B4 CB1119 to CB1127 12" RCP between Type 1 Catch Basin's 1.3% 155'-224' None None B4 -B5 CB1127 to C81205 12" RCP between Type 1 Catch Basin's 3.0% 224'-444' None None B5 -B6 CB1205 to CB1227 12" RCP between Type 1 Catch Basin's 3.8%• 444'-720' None None B6 -B7 24" RCP Under SR99 11% 720'-1070' None None B7 -B8 Steep Ditch Earthen ditch 50% 1070'-1095' Major Erosion None Pipe outlets on a 2H:1V slope. Erosion from discharge point to toe of slope. B8 -B9 Poorly Defined Channel Dense vegetation, standing water, potential wetland 0.5% 1095-1155' None None Good water quality feature Table 2 of 7 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 - Basin: Riverton Creek Basin/West Tributary Subbasin Name: B (cont) Subbasin Number: Symbol Drainage Component Type, Names and Size Drainage Component Description :, . Slope Distance from Site Discharge' Existing Problems Potential Problems Observation of field inspector resource reviewer, or resident see map Type sheet flow,swale ,stream channel;, pipedrainage pond siie:'diameter, surface area basin, vegetation,. cover,. ; . depth, type of sensitive area, volume:' %- . 1/4 mi 1.320 ft constrictions, under capacity, ponding overtopping, flooding, habitat or organism „ . destruction, scouring, bank sloughing, --'overflow dimentation; inclusion, other erosion tributary area, likelihoodof problem, pathways, potential impacts B9 -B10 12" CMP Under "Boeing" parking area +/-2% 1155'-1220' Inlet and outlet submerged None Dense vegetation around inlet and outlet B10 -B11 Bioswale Bioswale, potential wetlands, in good condition +/-2% 1220'-1275' None None B11 -B12 12" CMP Under "Boeing" parking area +/-2% 1275'-1340' Inlet and outlet submerged None Dense vegetation around inlet and outlet B12 -B13 Bioswale Bioswale, potential wetlands, in good condition +/-2% 1340'-1380' None None B13 -B14 12"CMP Under "Boeing"parking area o +/-2% 1380 -1445 Inlet submerged, outlet buried None Outfall to Riverton Creek Table 3 of 7 OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Basin: Riverton Creek Basin/West Tributary Subbasin Name: C Subbasin Number: Symbol Drainage Component Type; Name, and Size • Drainage Component Description Slope Distance from Site Discharge Existing Problems Potential Problems Observation of field inspector resource reviewer, or resident .see map Type: sheet flow,swaie, stream, channel, pipe; . pond; e¢e: diameter, = surface area ; drainage basin, vegetation, cover, ' depth, type of sensitive area, volume 4 1/4 mi = 1.320 ft constrictions, under capacity, ponding overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, inclusion, other erosion • tributary area, likelihood of problem, overflow pathways, potential impacts .. C1 Farthest upstream point, starting at CB1223 Riverton Creek Drainage Basin - West Tributary 0 C1-C2 Asphalt Swale Asphalt swale along SR99 shoulder 3.8% 0'-265' Minor Siltation None C2-C3 CB1244 to CB1259 18" RCP between Type 1 Catch Basin's 2.5% 265'-375' None None C3-C4 CB1259 to CB? 18" CMP between Type 1 Catch Basin's +/-2% 375'-455' None None C4-05 18" PVC Under SR99 +/-8% 455'-930' None None C5-C6 Poorly defined ditch Shallow ditch in area of dense ground cover , 0.5 /0 930'-985' Outlet submerged. Scouring,sedimen talion None Scouring at water level, sedimentation at pipe outlet, adjacent to potential wetlands C6-C7 36"CMP Under "Boeing"parking area +/-2% 985'-1060' Inlet and outlet submerged None Dense vegetation around inlet and outlet C7 -C8 Bioswale Bioswale, potential wetlands, in good condition +/-2% 1060'-1090' None None C8 -C9 36" CMP Under "Boeing"parking area +/-2% 1090'-1120' Inlet and outlet submerged None Dense vegetation around inlet and outlet C9 -C10 Bioswale Bioswale, potential wetlands, in good condition +/-2% 1120'-1160' None None C10 -C11 36" CMP Under "Boeing"parking area, trash bars on outlet +/-2% 1160'-1210' Inlet submerged None Dense vegetation around inlet and outlet, Outfall to Riverton Creek Table 4 of 7 Basin: Duwamish River Basin OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: Riverton Creek Basin Subbasin Number: Symbol . Drainage Component Type, Name, and. Size . - Drainage Component Description Slope Distance - from Site Discharge Existing Problems Potential Problems Observation of field inspector resource reviewer, or resident see map. • Type: sheet flow,swale,., stream, channel, pipe,:: pond; size diameter, surface area , drainage basin, vegetation, cover, depth, type of sensitive area, volume % 1/4 Mi.= 1.320 ft constrictions, under capacity, ponding ..overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, inclusion, other erosion tributary area, likelihood of problem, overflow pathways, potential impacts, D1 Subbasin A outfall Riverton Creek Drainage Basin - West Tributary 1080' D1 -D2 Channel with "Hard" Stabilization Combination of rockery, rip -rap, pile/lagging wall,gabion and ecology block stabilization o +/-2% 1080'-1740' Minor siltation, and scouring None Some scouring at waterline in grass lined portions of channel D2 -D3 36" CMP Under parking area access road e +/-2% 1740'-1810' Outlet slightly crushed None Crushed outlet reduces cross sectional area of pipe by approximately 5% D3 -D4 Stabilized Channel Grass channel w/gabion stabilization +/-2% 1810'-1823' None None Subbasin B Outfall D4 -D5 Stabilized Channel Grass channel w/gabion •o stabilization +/-2/0 1823'-2028' Gabion wall failing on east side of channel None Tension cracks in asphalt parallel to gabion wall, some currently under repair D5 -D6 Stabilized Channel Grass channel w/gabion stabilization +/-2% 2028'-2150' Erosion at D6 None Erosion on east side of channel near existing hydrant D6-07 Grass Lined Channel Grass lined channel, no stabilization, good stand of vegetation +/-2% 2150'-2250' Minor sedimentation, scouring None • Subbasin C outfall to Riverton Creek D7 -D8 GrassJ'ined Channel Grass lined channel, no stabilization, good stand of vegetation +/-2% 2250'-2320' Minor sedimentation, scouring None D8 -D9 42" RCP Under "METRO" parking area, conc headwall w/trash bars on inlet o +/-2% 2320'-2450' Submerged outlet None Table 5 of 7 Basin: Duwamish River Basin OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: Riverton Creek Basin Subbasin Number: Symbol Drainage.Drainage Component Tpe, : Name, and Size .: Component Description Slope Distance from Site Discharge Existing Problems Potential Problems Observation of field inspector resource reviewer, or resident :`see map ' Type: sheet flow,sWale, stream channel pipe; pond; size: diameter,.. surface area• drainage basin, vegetation, cover, :'depth type of sensitive area; volume % 1/4 mi =.1.320 ft constrictions, under capacity, ponding . . overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, . sedimentation, Inclusion, other erosion tributary area, likelihood.of problem, overflow pathways, potential impacts D9 -D10 Concrete Channel 100'Wx6'Wx10'Dp concrete channel, aqueous vegetation in bottom +/-2% 2450'-2550' Minor siltation None D -10-D11 42" RCP Under "METRO" parking area, concrete headwall on outlet +/-2% 2550'-2780' Submerged outlet None D11 -D12 Wide Grass Swale Grass swale along SR599, dense ground cover on south side, grass on north • +/-1% 278U-2920' Outlet slightly crushed None Substantial flow in ditch upstream of confluence (east of headwall). poor water quality w/minor scum D12 -D13 Dual 48" Culverts Under SR599 access ramp from SR99 +/-1% 2920'-3015' Inlets and outlets submerged None Scum accummulation at pipe inlets - D13 -D14 Vegetated Pool Grass vegetated pool w/ditches conveying surface water from the east and west 0.0% 3015'-3070' Inlets and outlets submerged None Iron oxide and scum present in the surface waters conveyed by ditches running east and west D14 -D15 Dual 48" Culverts Under SR599 exit ramp to SR99 +/-1% 3070'-3240' Inlets and outlets submerged - None minimal flow in ditch upstream of confluence (east of confluence). poor water quality w/minor scum upstream. Table 6 of 7 Basin: Duwamish River Basin OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement #2 Subbasin Name: Riverton Creek Basin Subbasin Number: Symbol . Drainage Component. Type,: Name, and Size `:°' Drainage Component Description . Slope Distance from Site . Discharge Existing Problems Potential Problems Observation of field inspector resource reviewer, or resident •see map .'• .Type: sheet. flow,swale; : stream channel pipe, diter, pond size: ame 'surface area .. - drainage basin,: vegetation, cover, depth, type of sensitive area, volume .% 1/4,mi = 1.320 ft constrictions, under capacity, ponding .:overtopping, flooding, habitat or organism - destruction, scouring, bank sloughing,, :sedimentation, inclusion, other erosion tributary area, likelihood of problem, overflow pathways, potential impacts . D15 -D16 Vegetated Ditch Deep vegetated ditch along SR599, dense ground cover, trees, and grass +/-2% 3240'-3835' Minor scouring None Scouring at water level, parking area to the north drains direct to ditch through wheel stops D16 -D17 Sedimentation Pond Sedimentation pond in tidal zone. Gentle grassed slopes on south shore (4H:1V), Steep slopes (2H:1V) w/dense ground cover on north shore 0.0% 3835'-4085' None None D17 -D18 Vegetated Ditch Deep vegetated ditch along SR99, dense ground cover, trees, and grass +/-2% 4085'-4435' Minor scouring None Scouring at water level, parking area to the east drains direct to ditch through wheel stops D18 -D19 1 Dual 48" Culverts Under asphalt bicycle/foot patha along the Duwamish River _ +/-2% 4435-4515' ., Inlets and outlets submerged -_ None Duwamish River Confluence Table 7 of 7 • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • • FIGURE 1 CONTOUR U TERVAL = 25' TOPOGRAPHY D(GT(ZED FROM USGS 7.5 MINUTE MAP LEGEND . T IJJ:hMJtidjK' iMlimjlfir,r{'jNW,i 0 p �j(��}�150`�j 300 600 APPROXIMATE SCALE. l'-"300° EXISTING CULVERT EXISTING FLOW PATH EXISTING INDEX ELEVATION CONTOUR COI Cro 4.1 EX)ST(NC INTERMEDIATE ELEVATION CONTOUR 4. "WM 0 WO 200 4-00 APPROMME SCALE° 1"=200P LEGEND EXISTING CULVERT EXISTING FLOW PATH EXISTWG• INDEX ELEVATiON CONTOUR ExtsfiNc INTERMEDIATE ELEVATION CONTOUR CONTOUR INTERVAL = .25' TOPOGRAPHY EMOTED FROM USGS 7.5 MINUTE MAP �rt�.rrf�n.��_r .��r�r eau. vi FIGURE 2 tab RGURE 3 • nwtztviiimiwittmlawftwm .10'ox 0 700 200 400 APPROXIMATE SCALE: 1"---200° WIRT11110111t0NAW0111 EXISTING INDEX ELEVATION CONTOUR EXISTING INTERMEDIATE ELEVATION CONTOUR CONTOUR INTERVAL = 25' TOPOGRAPHY DIGITIZED FROM USGS 7.5 MINUTE MAP -� PHASE II SITE INVESTIGATION VALLEY TRUCK AND EQUIPMENT 12421 PACIFIC HIGHWAY SOUTH SEATTLE, WASHINGTON SECOR PN: 00296-004-02 Submitted by SECOR International Incorporated For The Sabey Corporation 101 Elliott Avenue West, Suite 400 Seattle, Washington 98119 March 19, 1998 Daniel Detl'Agnese Associate Geologist Reviewed by: Petei4ewett Principal Engineering Geologist SEC InternationalIncoipoil,:, 15.41;0 ;:1111 (!)/I- I; Pcl lit'. i (-'.): ita -'n;- ' TABLE OF CONTENTS 1.0 INTRODUCTION 2.0 BACKGROUND z 2.1 SITE AND VICINITY DESCRIPTION 2 2.2 GEOLOGY 3 3.0 ASSESSMENT ACTIVITIES AND OBSERVATIONS 3 4.0 LABORATORY ANALYSIS 5 4.1 SAMPLE ANALYSIS 5 4.2 SAMPLE RESULTS 5 5.0 SUMMARY 6 6.0 STANDARD LIMITATIONS 7 7.0 REFERENCES 7 FIGURE 1 FIGURE 2 FIGURE 3 Site Location Map Site Plan Sample Location Map FIGURES TABLES TABLE 1 Soil and Groundwater Analytical Data APPENDIX A APPENDIX B APPENDIX C APPENDICES Technical Approach Boring Logs Laboratory Analytical Report W :\PROJECT\00296\004\02\V ALLEP2. RPT March 19, 1998 SECOR International Incorporated 1.0 INTRODUCTION This report presents the results of a Phase II investigation completed by SECOR International Incorporated (SECOR) at Valley Truck and Equipment (the "site"), which is located at 12421 Pacific Highway South in Seattle, Washington (Figure 1). The investigation included drilling and soil sampling six borings; installing and sampling one groundwater well; digging and sampling two test pits; collecting one hand auger sample; and collecting a composite stockpile sample. The work was conducted at the site as proposed in a letter to Mr. Clow (SECOR Proposal No. 001-98-P151 dated February 11, 1998). The final scope of work deviated slightly from the original scope of work since boring soil sample activities were conducted concurrent with geotechnical borings. This allowed SECOR to work cooperatively with the geotechnical engineers and efficiently collect environmental soil samples while reducing the total amount of effort required to investigate the site. SECOR recommended that a Phase II Investigation be conducted at the site to evaluate potential contamination from on-site sources identified during a Phase I Environmental Site Assessment (ESA) (SECOR 1998). According to the ESA, there were seven potential areas of concern at the site. Constituents of concern included petroleum hydrocarbons in the gasoline, diesel, and oil ranges (TPH-g, TPH-d, and TPH-o, respectively), heavy metals, solvents, and benzene, ethyl benzene, toluene, and xylenes (BTEX). The following table listed the areas of concern with historical usage and the constituents of concern. Area of Concern Area Usage Sampling Method .:. Constituents of Concern TPH-g/..:: BTEX .... TPH-d/ TPH-o Solvents Heavy .. Metals Office Location Former Repair Area 1 Boring X X X Drum Storage and AST Area Storage of various compounds 1 Boring X X X X Paint/Sandblast Area Sandblast and repaint heavy equipment 1 Boring X X X X Former Service Station Area Retail service station with USTs 1 Boring 1 Test pit X X Soil Stockpile Area Petroleum hydrocarbon impacted soil storage area 1 Boring 1 Test pit 1 Stockpile sample X X Equipment Storage Areas Heavy equipment storage 1 Boring X X Swale Area Water drainage from several areas 1 Hand auger X X X X SECOR's scope of work to complete the investigation included the following activities: • Prepare and implement a site-specific Health and Safety Plan (HASP); • Perform a utility locate by notifying the Underground Utilities Locating Service and providing a private locating service to clear boring and test pit locations; • Drill, sample, and abandon six soil borings (designated as SB -1 through SB -4, SB -6, and SB -8); W : \PROJECT\00296\003\02\V A LLEP2. RPT March 19, 1998 SECOR International Incorporated • Install one groundwater monitoring well; • Excavate two test pits and collect soil samples; • Drill one hand auger boring and collect a soil sample; • Collect one composite stockpile soil sample; • Perform two groundwater monitoring and sampling events on the newly installed groundwater monitoring well; • Submit selected soil samples and groundwater samples for laboratory analysis; and • Assess the data and prepare this report. 2.0 BACKGROUND 2.1 SITE AND VICINITY DESCRIPTION The site consists of four continuous parcels which total approximately 12.25 -acres. The site is located west of Pacific Highway South and south of State Route 599, Tukwila, King County, Washington. The site is located in the southeast quarter of Section 9, Township 23 North, Range 4 East of the Willamette Meridian. The western portion of the site is located at an elevation of approximately 200 -feet above mean sea level (msl) with a surface grade that slopes to the east to an elevation of approximately 75 -feet above msl. (United States Geological Society [USGS] 1949). The Duwamish River is located approximately one- half mile east of the site. The site was developed with one single -story office building, a steel frame structure situated on a concrete pad, a drum and aboveground storage tank (AST) storage area, a paint and sandblast area, a steam cleaning shed, a boat storage shed, landscaping, and undeveloped areas with low-lying grass and forest vegetation. The southern portion of the site was paved and used as an equipment display area. Four roadways were observed extending through the central and northern portions of the site. Debris and equipment were observed on a majority of both sides of roadways . A vegetated unlined storm water runoff drainage swell was observed extending along the western edge of the central roadway on the site. A new steel frame structure is being constructed to replace a previous building damaged in a snow storm. The previous maintenance building was reportedly used for routine truck and equipment maintenance, oil and fluid changes, and repair. The paint and sandblast area consisted of a steel frame and corrugated metal roof situated on a concrete pad. A more detailed description of site features can be found in the ESA (SECOR 1998) The site is bordered on the south by the single-family residential development followed by commercial development, on the west by multi -family residential development, on the north by forest type vegetation, a multi -family residential development, and on the east by Pacific Highway South followed by a vegetated hillside. W: \PROI ECT\00296\004\02\V A LLEP2. RPT March 19. 1993 SECOR International Incorporated 2.2 GEOLOGY Published geologic information indicates that the site lies within the Puget Lowland Physiographic Region in Washington State. During the Pleistocene Epoch, the Puget Lowland underwent extensive and repeated glaciation. Generally, the ice sheet known as the Puget Lobe migrated southward from Canada into the Puget Lowland. At least four advances and retreats of the Puget Lobe are recorded in the stratigraphy of this area. Many of the present day features and land forms are the result of ice scouring and deposition of glacial debris. As glacial ice retreated in the late Pleistocene, thick sequences of glacial outwash and till known as the Vashon Drift were deposited. • Overlying glacial deposits locally are recent fluvial deposits from northwest trending streams and rivers (Livingston 1978). 3.0 ASSESSMENT ACTIVITIES AND OBSERVATIONS The following sections provide an overview of SECOR's activities and observations made during the Phase II Investigation at the Valley Truck and Equipment. SECOR's technical approach, which was implemented during the assessment, is detailed in Appendix A. • • • Prepare and Implement a Site -Specific Health and Safety Plan - Prior to the initiation of any field activities, SECOR prepared a site-specific Health and Safety Plan (HASP) in accordance with Washington State (Chapter 49.18 of the Revised Code of Washington [RCW]) and federal (29 Code of Federal Regulations [CFR] 1910) regulations for performing work at hazardous or potentially hazardous waste sites. A copy of the HASP was provided to on-site SECOR personnel for review prior to field activities. A site health and safety meeting was conducted prior to beginning work to review aspects of the HASP, and to provide an opportunity for site workers to discuss health and safety issues or concerns. Utility Locate - SECOR contacted the Utilities Underground Location Center to locate the public utilities in rights-of-way and easements surrounding the site. Also, prior to drilling activities, a private utility locate service (Applied Professional Services, Inc.) marked the utilities on-site and cleared each selected boring location. Drill, Sample, and Abandon Exploratory Soil Borings - On February 16, 1998, a SECOR geologist and an engineer subcontracted by Sabey were on-site with a state of Washington licensed drilling subcontractor Cascade Drilling, Incorporated (Cascade) to drill, sample, and abandon eight soil borings (SB -1 through SB -8). Soils samples for environmental purposes were collected at six borings (SB -1 through SB -4, SB -6, and SB -8) at the locations illustrated on Figure 3. These boring locations were selected to address a particular area identified as a potential environmental concern listed in the table above. The borings were advanced using a truck -mounted drill -rig equipped with 8.25 - inch outside -diameter hollow -stem augers. The soil borings were drilled to depths ranging from 15 feet to 30 feet bsg as described in the boring logs in Appendix B. The depth of the borings were altered to accommodate the geotechnical requirements as prescribed by the on-site engineer. W: \PROJECT\00296\004\02\ VA LLEP2. RPT March 19, 1998 3 SECOR International Incorporated • • Soil samples were collected at approximately 5 -foot intervals in the borings. The sampling intervals, descriptions, field monitoring results, hydrologic conditions, and other relevant observations encountered during drilling activities were recorded on boring logs (Appendix B). Upon completion, each boring was abandoned in accordance with the Minimum Standards For Construction and Maintenance of Wells, Chapter 173- 360 WAC. The maximum PID reading recorded during drilling was 1,314 Digital Display Units (DDUs) for the sample collected at 10 feet bsg from boring SB -3. Other PID screening results were between 0.5 and 124 DDUs. Petroleum hydrocarbon -like odors or staining were observed in the soil samples collected from boring SB -3. Odors and staining were not observed in the remaining borings sampled. The soils encountered in the borings consisted of brown to grey dense to very dense sands and silts, to clayey silts. Groundwater was encountered in boring SB -3 at approximately nine feet bgs during drilling. Groundwater was not encountered in any of the remaining borings during drilling. Monitoring Well Installation and Sampling - Monitoring well MW -1 was installed in the boring SB -1 on February 16, 1998 by Cascade. The boring was drilled to a total depth of 15 feet bgs. Water was encountered in the boring at approximately 9 -feet bgs during drilling. The boring was completed as groundwater monitoring wells in accordance with the Minimum Standards for Construction and Maintenance of Wells (Chapter 173-160 WAC). The well was constructed through the hollow portion of the auger using 10 feet of 2 -inch diameter, flush -threaded, Schedule 40, 0.010 -inch -slotted, PVC screen and 5 -feet of blank casing. The base of the casing string was sealed with a PVC, flush -threaded bottom cap, and the top covered with a locking expansion plug - type cap. The screened interval extends from 5 to 15 feet bgs. The well was completed below grade in a watertight, traffic -rated meter monument. Soil descriptions and well construction details are provided on the boring logs in Attachment B. Well MW -1 was developed on the same day of installation by surging and purging. Approximately 30 gallons of groundwater was removed from well MW -1 during development. A hydrocarbon -like odor was present during the development of the well. SECOR conducted two groundwatersampling events on February 17, 1998 and March 3, '1998. Approximately three saturated well casing volumes of groundwater were purged from the well prior to sampling. Following purging, the water level was allowed to recover to greater than 80 percent of the original saturated thickness measured prior to purging. Following recovery, a groundwater sample was collected from the monitoring well using a dedicated disposable bailer. Test Pit Excavation - On February 17, 1998 a SECOR geologist was on-site with a SECOR subcontracted heavy equipment operator from Custom Backhoe & Dump Truck Service, Inc. of Bellevue, Washington. Two test pits were excavated at the site using a CASE backhoe (Figure 3). Test pits were excavated to approximately 10 -feet bsg. Representative soil samples were collected from the bottom of the test pits by removing soil with the backhoe and subsampling the collected soil directly from the backhoe bucket. W:\PROJECT\00296\00-1\02\ VA LLE P2. RPT March 19, 1993 4 SECOR International Incorporated • Drill and Soil Sample One Hand Auger Borings - On February 17,1998 one soil boring was advanced to a depth of approximately five feet below ground surface using a clean stainless steel hand auger. Subsurface soils encountered while hand augering were described as dense sandy gravel with scrap metal parts and other debris. One soil sample was collected in the bottom of the boring and submitted for laboratory analysis. 4.0 LABORATORY ANALYSIS A total of 12 soil samples and two groundwater samples were collected during the field program and submitted for laboratory analysis. Selected samples were submitted under chain -of -custody protocol to a state of Washington accredited laboratory, North Creek Analytical (NCA) in Bothell, Washington for chemical analysis. Additional details regarding sample handling procedures and the laboratory testing program are provided in Appendix A. Chain -of -custody forms and the laboratory analytical reports for the samples are presented in Appendix C. 4.1 SAMPLE ANALYSIS All soil samples collected and groundwater samples were submitted for chemical analysis for the following: • petroleum hydrocarbon identification by Ecology Method NWTPH-HCID; If hydrocarbons were identified in the soil samples the appropriate analytical method was selected to quantify the hydrocarbon concentration. The second groundwater sample collected from MW -1 was analyzed using quantifying laboratory methods to confirm analytes previously identified in the first groundwater sample collected. In this investigation, the following quantifications were performed on the specified samples: • gasoline range hydrocarbons (Toluene to Dodecane) by Ecology Method NWTPH-Gx; • diesel range hydrocarbons (C12 -C24) and Heavy Oil (C24 -C40) by Ecology Method NWTPH-Dx; and • benzene, toluene, ethylbenzene, and total xylenes (BTEX) by EPA Method 8021 B. In addition to the above schedule, samples SB -4@30', SB -8@30', and Hand Sample #1@5' were also analyzed for the following: • total metals by EPA 6000/7000 Series Methods; and • volatile organic compounds by EPA Method 8260B. 4.2 SAMPLE RESULTS Table 1 summarizes the analytical results.. The laboratory analytical results indicate the following: W: \ PROJECT \00296\004 \02\ V A LLE P2. RPT March 19. 1993 5 SECOR International Incorporated • Petroleum hydrocarbons were detected in two soil samples (Hand Sample 1@5'and composite stockpile). Subsequent quantification of these detections indicated that diesel range (C12 to C24) hydrocarbon and heavy oil range (C24 to C40) hydrocarbon concentrations in the composite stockpile sample exceeded their respective MTCA Method A soil cleanup standards. Petroleum hydrocarbons were not identified in the remaining samples analyzed. Gasoline range (toluene to dodecane) hydrocarbon, diesel range (C12 to C24) hydrocarbon, and toluene concentrations quantified in the groundwater samples collected from well MW -1 did not exceed their respective MTCA Method A groundwater cleanup standard. • Metal concentrations (arsenic, cadmium, chromium, lead, and mercury) in samples SB -@30, SB -8@30, and hand sample 1@5' either did not exceed their respective MTCA Method A soil cleanup standards or were not detected above the analytical method reporting limits. • Volatile organic compounds (refer to the laboratory reports in Appendix C for a complete list) in samples SB -4@30, SB -8@30, and hand sample 1@5' either did not exceed their respective MTCA Method A soil cleanup standards or were not detected above the analytical method reporting limits. 5.0 SUMMARY SECOR conducted a Phase II Subsurface Investigation at the site which included drilling six soil borings and collecting soil samples; installing and sampling one groundwater well; digging and collecting samples from two test pits; collecting a soil sample from one hand auger sample; and collecting a composite sample from a soil stockpile on-site. The Phase II Subsurface Investigation was conducted at the site to evaluate for potential contamination from on-site sources identified from a Phase I Environmental Site Assessment (ESA - SECOR, February 27, 1998). SECOR identified seven potential areas of concern on the site in the ESA. Constituents of concern identified include petroleum hydrocarbons in the gasoline, diesel, and oil ranges (TPH-g, TPH-d, and TPH-o, respectively); heavy metals; solvents; and benzene, ethyl benzene, toluene, and xylenes (BTEX). Different subsurface sampling techniques were used to address the special requirements of each sample location which are illustrated on Figure 3. The subsurface lithologies observed in the subsurface sampling efforts were consistent with lithologies described for Vashon Till deposits. There were field observations of petroleum hydrocarbon impacted soil present at locations sampled adjacent to the former service station and swale area. Analytical results of the soil samples indicated that none of the target metal and volatile organic compound analytes were detected above their respective MTCA.Method A soil cleanup levels. Laboratory analytical results of soil samples collected indicate that petroleum hydrocarbons above their respective MTCA Method A soil cleanup levels were detected in the Stockpile Composite sample. Examination of the subsurface soil sample laboratory analytical data indicates that there are not widespread subsurface environmental concerns at the site associated with surface activities at the site. While petroleum hydrocarbons were detected at two areas on the site, the detected concentrations are below MTCA Method A soil cleanup standards and further investigation does not appear to be warranted. W :\PROJECT\00296\004\02\ V ALLEP2. RPT March 19, 1998 6 SECOR International Incorporated Groundwater was encountered during soil boring activities in the location of the former service station. Interpretation of the lithologies encountered during drilling may indicate that groundwater occurs as perched water within more porous fill material. Petroleum hydrocarbon and petroleum hydrocarbon constituent concentrations detected in the groundwater samples collected from well MW -1 did not exceed their respective MTCA Method A groundwater cleanup levels. Perched groundwater or groundwater under water table conditions was not observed during drilling at other locations on the site. The results of this investigation did not identify concentrations of the possible constituents of concern above the MTCA Method A cleanup levels in the subsurface. Areas at the site which were observed to have hydrocarbon -like staining or odors, as described in the SECOR ESA, appear to be confined close to the surface. SECOR recommends that the stockpile and surface areas with observed staining be removed and properly disposed of at a licensed facility. 6.0 STANDARD LIMITATIONS The findings and conclusions documented in this report have been prepared for the specific application to this project and have been developed in a manner consistent with that level of care and skill normally exercised by members of the environmental science profession currently practicing under similar conditions in the area. No warranty, expressed or implied, is made. This report is for the exclusive use of Sabey Corporation and their representatives. A potential always remains for the presence of unknown, unidentified, or unforeseen subsurface contamination. Further evidence against such potential site contamination would require additional subsurface exploration and testing. If new information is developed in future site work (which may include excavations, borings, or other studies), SECOR should be requested to re-evaluate the conclusions of this report, and to provide amendments as required. 7.0 REFERENCES Livingston, Vaughn E., Jr. 1978. Reprint 21 Geology of Washington, Washington Division of Geology and Earth Sciences. SECOR International Incorporated. 1998. Phase I Environmental Site Assessment, Valley Truck and Equipment, 12421 Pacific Highway South, Tukwila, Washington. February 27. Washington State Department of Ecology. 1991. (Revised April 1994), Guidance for Remediation of Petroleum Contaminated Soils, Publication Number 91-30. July. Washington State Department of Ecology. 1991. (Revised December 1993), The Model Toxics Control Act Cleanup Regulation, Chapter 173-340 WAC. January 28. Washington State Department of Ecology. 1990. Minimum Standards for Construction and Maintenance of Wells, Chapter 173-160 WAC. March 13. W:\PROJECIA00296\004\02\VALLEP2.RPT March 19. 1998 7 SECOR International Incorporated FIGURES -7.7.4rCt d•;1''� Duwa s 1 NM WASHINGTON wpm ■ il)North 0 +tri 1/2 1 REFERENCE: USGS 7.5 MINUTE QUADRANGLE; DES MOINES, WASHINGTON; 1995. SCALE (MILES) s:c International Incorporated SITE LOCATION MAP VALLEY TRUCK A EQUIPMENT 12421 PACIF/C HIGHWAY SOUTH TUKWILA, WASHINGTON FIGURE: 1 J08,01:00206-004-01 APPR: MRI DON: SE3 DATE: 02/26/08 DWG: SNt0414 .DWG BOAT STORAGE FORMER SERVICE STATION BUILDING . . . _ . . . . . . . . . . SITE PLAN WITH ADJACENT PROPERTY SECOR International Incorporated VALLEY TRUCK d EQUIPMENT 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON FIGURE: 2 JOB#: 00288-004-0f APPR: MRA/ DWN: SES DATE: 02/08/88 DWG: SABO+OIB.DWG GENE241VI BOAT STORAGE FORMER SERVICE STA77ON BUILDING SECOR International Incorporated SITE PLAN WITH SAMPLE LOCATIONS VALLEY TRUCK & EQUIPMENT 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WASHINGTON FIGURE: 3 JOB, f : 00298-004-01 APPR: MRM OWN: 3E8 DATE : 02/08/98 OWG: SA130401132.0WG TABLES Table 1 Soil and Groundwater Analytical Data -Quantified Petroleum Hydrocarbon Constituents Valley Truck and Equipment 12421 Pacific Highway South Tukwila, Washington Soil Sample Results Sample Identification Sampling Date Gasoline range (Toluene to • Dodecane) (mg/kg) Diesel Range (C12 -C24) (mg/kg) Heavy Oil Range (C24 -C40) (mg/kg) Toluene (Ing/kg) Ethylbeuzene. Total Xylenes (me/kg) Hand Sample 1@5' 2/17/98 ND ND ND ND 0.796 ND ND Composite Stockpile 2/18/98 ND 26,500 4,750 ND ND ND ND Groundwater Sample Results Well Sampling Date Gasoline range (Toluene to Dodecane) (pg/), Diesel Range (C12 -C24) (ugh) Heavy Oil Range (C24 -C40) (u€/1)' Benzene. (ug/l) • Toluene (ug/I) Ethylbenzene (ugn) Total Xylenes (ug/1) MW -1 2/18/98 855 ND ND 1.53 ND ND ND 3/3/98 304 539 ND ND ND ND Notes: ND = Analyte not detected above the laboratory Method Reporting Limit (refer to laboratory reports in Appendix C). — = Analysis not performed. 26,500 = Indicates the concentration exceeds the Ecology MTCA Method A cleanup level. Table includes only detected or selected analytes (refer to laboratory reports in Appendix C). W:\PROJECT\00296\004\02\TABLE1.RPT SECOR International Incorporated March 19. 1998 APPENDIX A TECHNICAL APPROACH Phase II Site Investigation Valley Truck and Equipment 12421 Pacific Highway South Seattle, Washington SECOR PN: 00296-004-02 March 19, 1998 TECHNICAL APPROACH A.1 HEALTH AND SAFETY PLAN A site-specific Health and Safety Plan (HASP) was prepared in accordance with Washington State (Chapter 49.18 of the Revised Code of Washington [RCW] and federal (29 Code of Federal Regulations [CFR] 1910) regulations for performing work at hazardous or potentially hazardous waste sites. The HASP identified potential physical and chemical hazards associated with the investigation, and specify personal protection and safety monitoring requirements. A copy of the HASP was provided to on-site SECOR and subcontractor personnel for review prior to field activities. On-site personnel associated with the field activities were required to be familiar with and comply with provisions set forth in the HASP. Site health and safety meetings were conducted at the beginning of each work day to review aspects of the HASP, and to provide an opportunity for site workers to discuss health and safety issues or concerns. During intrusive field activities, the on-site SECOR representative performed air monitoring using a photoionization detector (PID) equipped with a 10.2 electron-volt lamp. Before use each day, the PID was calibrated to 98 parts per million (ppm) isobutylene. As air is drawn through the PID, volatile organic vapors, if present, are ionized by the 10.2 electron-volt lamp which can cause a response on the digital display of the PID. PID readings are recorded as digital display units (DDUs). The PID was used to monitor the levels of volatile organic vapors in the vicinity of the workers' breathing zone during all intrusive activities. The HASP stipulated that if the PID monitoring in the breathing zone indicated sustainable levels of greater than or equal to 25 DDUs then the level of respiratory protection would be ungraded to include half -face respiratory equipped with organic cartridges. The levels for work stoppage were set at 250 DDUs constant on the PID. During the investigation breathing zone monitoring readings did not exceed the 25 DDUs level. A.2 DRILLING AND SAMPLING The exploratory soil borings were completed by Cascade Drilling, Incorporated (Cascade). Cascade was subcontracted by SECOR and is a licensed Washington State driller. SECOR directed drilling activities and visually classified subsurface soils in accordance with the Unified Soils Classification System (USCS). Geologic and hydrogeologic conditions encountered during drilling were recorded on borings logs. Cascade drilled the soil borings using a CME 55 limited access drilling rig equipped with 8.25 -inch outside -diameter hollow -stem augers. Soil samples for potential chemical analysis and logging purposes were collected from the soil borings using a 2 -inch inside diameter by 24 -inch long split -spoon sampler lined with brass sleeves. At each interval the sampler was driven ahead of the auger using a 140 -pound drop hammer with a 30 -inch fall. The number of blows required to advance the sampler was recorded on the boring logs for each 6 -inch sample interval. From each sampling location, a sample was prepared for submittal to the analytical laboratory and a portion of the soil was prepared for soil vapor head space analysis, logged, and checked for hydrocarbon - like odors and staining. Soil samples for potential chemical analysis obtained from the split -spoon samplers . were recovered by disassembling the sampler and removing one full six-inch brass sleeve containing an W : \PROJECT\00296\004\02\ V A LLEP2. RPT March 19, 1998 A-1 SECOR International Incorporated undisturbed soil sample. The sleeve was then sealed on both ends with Teflon® tape, a plastic cap, and sealed a second time with adhesiveless tape. All samples for chemical analysis were properly labeled and placed in a field cooler on ice pending delivery to the analytical laboratory following chain -of -custody protocol. Soil vapor headspace analysis was conducted by partially filling a resealable plastic bag with soil, agitating the bag with the soil and allowing it to stand undisturbed for a few minutes. A PID was then used to measure the volatile organic vapors within the headspace of the bag. The maximum reading was recorded. Soil sample observations were recorded on boring logs. A.4 MONITORING WELL INSTALLATION Monitoring well installation activities were conducted in accordance with the Minimum Standards for Construction and Maintenance of Wells, as outlined in Chapter 173-160 WAC. The groundwater monitoring well was completed using 10 feet of 2 -inch diameter, flush -threaded, Schedule 40 PVC with 0.010 -inch slotted screen and five feet of blank casing. The screened section extended from the bottom of the borings to approximately four feet above the groundwater level encountered during drilling. The bottom of the casing was sealed with a solid PVC cap, and the top was covered with a locking, water -tight, expansion -type plug. The total depth of the monitoring well extended approximately six feet below the first waterr bearing zone encountered during drilling. The annular space between borehole wall and casing was backfilled with clean filter silica sand from the bottom of the borehole to approximately two feet above the slotted interval. A bentonite seal was placed above the sand filter pack, to approximately two feet bsg and hydrated with potable water. The well was completed by filling the remainder of the annulus with concrete, a traffic - rated monument, and concrete mix. The monument was completed slightly above the ground surface so that surface run-off would be routed away from the wellhead. All well construction activities were performed within the hollow -stem -auger casing, up to the placement of concrete and well monument. A.5 MONITORING WELL DEVELOPMENT Well MW -1 was developed on the day of installation prior to placement of the concrete and monument. Development was accomplished by using a 1.5 -inch diameter decontaminated bailer for surging and bailing. Development was considered complete when the well yield was relatively free of sediment or after approximately ten saturated casing volumes were removed from the well. A.6 GROUNDWATER SAMPLE COLLECTION Prior to sampling, each well was purged (using a decontaminated bailer) until temperature, conductivity, and pH measurements stabilized, and a minimum of three well casing volumes were removed or the well bailed dry. Groundwater samples were collected from the well using a new polyethylene disposable bailer and transferred into laboratory supplied containers. The containers were labeled and placed in a cooler with blue ice pending delivery to the laboratory. A.7 TEST PIT EXCAVATION AND SOIL SAMPLING W:\PROJECT\00296\004\02\VALLEP2.RPT March 19, 1993 A-2 SECOR International Incorporated The test pit samples were obtained directly off the backhoe bucket used for excavation. A decontaminated stainless steel scoop or trowel was used to transfer soil from the backhoe bucket into laboratory prepared and provided glass sample containers. The sample containers were completely filled to minimize headspace and potential loss of volatile organic compounds, immediately covered with Teflon® -lined screw caps, sealed with adhesiveless tape, and put in a field cooler pending delivery to the analytical laboratory. Labels were securely fixed on sample containers. A.8 SAMPLE HANDLING AND ANALYSIS The soil samples were submitted for chemical analysis under strict chain -of -custody protocol, to North Creek Analytical (NCA). The samples were stored and transported in chilled containers and handled in accordance with accepted Washington State and/or U.S. Environmental Protection Agency (USEPA) protocol. Each sample was uniquely identified with tags denoting the job name, job number, boring/sample number, sample matrix, sample depth (if applicable), date, time, and the sampler's initials. A.9 EQUIPMENT DECONTAMINATION AND WASTE HANDLING Before and after sampling at each location, drilling and sampling equipment were decontaminated to prevent potential cross -contamination. The hollow -stem auger was steam -cleaned using Cascade's self-contained decontamination trailer. The split -spoon sampler and sampling equipment were washed in an aqueous solution of Liqui-Nox® cleanser, rinsed with tap water, and rinsed a second time with distilled water. The soil from the soil boring and the decontamination water generated during field activities were contained in 55 -gallon Department of Transportation (DOT) approved drums in a designated area on-site. Based on the results of this investigation, the waste soil and water generated are not affected by petroleum hydrocarbons and can be discarded or placed back on the site without special handling. W : W ROJ ECT\00296\003 \02 \ V A LLE P2. RPT March 19. 1998 A-3 SECOR International Incorporated APPENDIX B BORING LOGS Phase II Site Investigation Valley Truck and Equipment 12421 Pacific Highway South Seattle, Washington SECOR PN: 00296-004-02 March 19, 1998 SECOR International Incorporated PAGE 1 OF 1 FACILITY VALLEY TRUCK 8 EQUIPMENT JOB # 00288-004-02 BORING SB -1 LOCATION 12421 PACIFIC HIGHWAY SOUTH. SEATTLE. WASHINGTON WELL START 8:42 2/18/98 FINISH 10:08 2/18/88 CASING TOP ELEVATION LOGGED BY DJD MONITORING DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 76 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.6' LONG, USING A 140LB. HAMMER WITH A 30'. STROKE - (STM STANDARD - METHODS) PENETRATION RESULTS BLOWS 6%6%6" r 4.� q) q) Lithologic Description Well Construction Schematic ze1s0*- (o 1-s- 1. (.9S-6 �t515o-to g NT 4.1 A.a Q•S — 5 — 0 — 5 — 10 15 - 20 - 25 — 30 — 35 o 4 S -�ee�t : ve vti Cp xrSQ 9 v .vk Cid Via ry S 11 •. "f•5 40 5tLIN S,M,10 4 tOwwv.?k �ra�., Cio WO) A"4)5.15 &.E. +a v «d) Somme St 1 t Co (00%40 o) 1 tnn.e i S•h • N o c are,,A- 6cors. )14 1-0 25 fit: 51 y r w TH StrN D dtwa-- Cit 1.A ( I b \ p, u/i I,kt12 ►'� SCW‘'& moss g41 -t- ( 0 ► ZO, SO1 o) s�5 1 5+ to anwiert 640 +/S. — 5 0 Fit.= SN1- 5 - 10 PAL. -15 - 20 (303A C\ tegwt ' ea as 25 {eat COO COto es) 0 k 7411019R 25 - 30 35 ®Field Screen/Lithologic Description Sample 1"5::Z1 Preserved Sample I I No Recovery Sample Submitted /or Laboratory Analysis Groundwater Level at Time o/ Drilling Static Groundwater Level SD Sheen Detected NS No Sheen Detected NT Not Tested (2.5Y 4/2) Munsell (1990) Soil Color Charts i � ' Gradational Contact i /Contact Located Approximately Contact ♦•• Concrete Bentonite i 10/20 Colorado Silica Sand 2' PVC Blank Casing 2" PVC Prepack Screen Casing (0.010 slots) End Cop DWG:SA8048LDWC SECOR International Incorporated PAGE 1 OF 1 FACILITY ' VALLEY TRUCK 8 EQUIPMENT JOB # 00288-004-02 BORING SB -2 LOCATION 12421 PACIFIC HIGHWAY SOUTH. SEATTLE. WASHINGTON WELL START 10:51 2/16/98 FINISH 11.47 2/18/88 CASING TOP ELEVATION LOGGED BY DJD MONITORING DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 75 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.5' LONG, USING A 140LB. HAMMER WITH A 30' STROKE - (STM STANDARD - METHODS) PENETR4TION RESULTS BLOWS 6"/6'/6" o, o Iv q) Lithologic Description Well Construction Schematic 3:/s-5 3e /50 018 /5a '(so 3-5 x I•� \.0 6 1.5 l� — 5 — — 5 - 10 —15 - 20 —25 — 5 — 35 D - ti fe2-t: e J tzeurse -Pill ovfc.V2,ls. y .I -a 13.5 feet: SI 1%rl SA -1.3.D � ej r2txus1. - ri C5 U y SZ I) 1 -Few gYYu12.Q., rnos5 Yv\ec1 i 0,.1, to - i n e Swv.dartre.. SJ (10160,30)o) 1 Slim tom%st. No S1 e€ s clete.c,-t-cc1. ci -F'e eA : 5i I Scw. d , b 0,w -1N (1O y R �3> o 13.5 -\-a 3 o -f-e1r: e-LA1\-) SILT/ dark teou.A. (2.5 `I `1/i) ) trate. - vt..e ..SaavtrA 1 5o wi e 1.! ( (0)5) '55,4), 5Ii9htb wt.ois4 No o.rt o.t C9 dors . e20"%PA': 51L.T3 9Y6-'-1 (5V , -FrC�C2 -fine. $Cc�,,y� 0 4-1.14 +rac.5� Its -e- o)5) 90) 5 I o Imps+ dr So-wtie -he 25 ke. ScJ.Sa S Ii 9 v.toi st) Some SoNIA Sirnhek s CvWd i rv1ve 1o.ec12d Sei S d ItS I-1 mm . PC) Iniawcc4-4U01.-- ,Q t LQ o do -r S . 8vti ► h� - e -y rr` #e d o -t 30 4e.e t. 50-0 z n ti be w,40,,,e_l th., 2-116 19% n 0 - 5 SM- - 10 ML -15 - 20 — 25 - 30 35 17773 Field Screen/Lithologic Description Sample f 1 Preserved Sample No Recovery Sample Submitted for Laboratory Analysis Groundwater Level at • Time of Drilling • Static Groundwater Level SD Sheen Detected NS No Sheen Detected NT Not Tested (2.5Y 4/2) Mansell (1990) Soil Color Charts i �/ Gradational Contact i Contact Located Approximately Contact IV• Concrete Bentonite 10/20 Colorado %co Sand 2. Pt Blank Casing 2' PICC Prepack Screen Casing (0.010 slots) ® End Cop DWG: SABD4BL.DWG SECOR PAGE 1 OF 1 VALLEY TRUCK 6 EQUIPMENT JOB # 00298-004-02 BORING SB -3 FACILITY LOCATION 12421 PACIFIC HIGHWAY SOUTH. SEATTLE. WASHINGTON WELL MW -1 START 13:20 2/18/98 FINISH 14:05 2/18/98 CASING TOP ELEVATION LOGGED BY DJD MONITORING DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 75 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.6' LONG, USING A 140LB. HAMMER WITH A 30' STROKE - (STM STANDARD - METMODS) PERTN a c o m tt Lithologic Description o y. e 1 o 1g e.c '- Well Construction Schematic BLOWS 67676 • (o S. �cc c h c5 ° h A a4 a y — 5 _- — 5 o o r� — 0 - D -b Li fef-i- '• 6 VO -V4 5 `41 _ GM UN -F.11. 64vo n� 1�uoct rut t> -b ...- -Q.lu o6 Y F� u _ .41 V - 5 4 +p q• S 'Fe -2t'. Skin, W Mi. 6R-M•ct-) — blrxC- (to `1 R i./3 b%& 4- sc�,.ls w�t� — 5p 5 '- /14/1#15 ?_S 12`� = — = 111-11k. bvu va l (_a$, 15) of o). Lc .v e en0u�1" of ° Y760-4 ` C tic-IeS wad woo `V i Slt;,kt t3dtsr, hnoi Si-. _ _ J — - — _ = - r ; • _ _ ` ciA1/ 1° 9.6 40— 13—.5 •fevfi. 5161y 5 maDl vWvr-i ckulz SM . 1° _ • `• t j - _ _ 15 -ID . re 604.4- So -.t Silt (b),'o) 30,5 39 r °Jar )_wd� iv necor Satunao-,2.4. . _ %3.5 -1-015 -f : kND`) GRIL) _ _ 4W _ _-• ' . • r. __ _ = �. L q�(lo `iR- 51, vnos �ihe''% f 9 NT_ = rc»J�l,$Owe CcuSe9 &tcuc. I•to C1.D.re- ode)c'. 715 - 20 = —25 - 30 r 1-1...036 n iPl(rv� eri ex8 IS 'TQQX . 'OtiV (e•r.va-v}e d -4o 0, mt.A..cl - t}ne�Fp�lt Wt e- 2iIlo I1(i. - 20 - _—= _ _ —25 - 30 35 — 35 Litho/o is at / T. x •=- 10/20 2 PVC Tmeno/. Drillinevel r�� Field Screen Oestri bon Sam /e 9 g x� Gradational ' Concrete ;`r; j Co/omdo Blank P P Contact Static Groundwater Level :. '.;'.� Silica sone Casing 9 /� ►�� Preserved Sample —' SD Sheen Detected Contact ��� 2� PVC Prepack I No Recovery Located ���j Bentonite = Screen NS No Sheen Detected Approximately * Sample Submitted NT Not Tested for Laboratory 4/2) Munsell (1990) Soil Color Charts Contact V; ►•�•• • _ = ® Casing (0.010 slots) End Cop Analysis (2.5Y nue!. cAanam MK! SECOR conal Inco+porated PAGE 1 OF 1 FACILITY VALLEY TRUCK A EQUIPMENT JOB # 00298-004-02 BORING SB -4 LOCATION 12421 PACIFIC HIGHWAY SOUTH, SEATTLE. WASHINGTON WELL START 8:27 2/17/98 FINISH 9:08 2/17/98 CASING TOP ELEVATION LOGGED BY DJD MONITORING DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 75 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.5' LONG, USING A 140LB. HAMMER WITH A 30' STROKE - (STM STANDARD - METHODS) PENETRATION RESULTS a g o� o o Lithologic Description ° y r o Well Construction Schematic BLOWS 6"/6'/6' E g ro & 0_$ c .e h o H e o � a 4 h 5 — 5 - o 3 5 J50--1-1�S 1 13/ '30)50 I.2 01 00 5 to 4 f��t : Gvow ti 0.44asami,1 -fin t . 14 +0 8 -f ev t: 51 L(y S ktJ D W 1 61210 tEL, p.ixti., b (OW v% CID YR 6) ), s1�gt mottled, Rite MAL- vow.tdera (rGl' a l,) Wk05i -Fi h e SLLnd 1 S9'W1. , S; 1'i,'1'r1 CI 51 501 3D) &) damn . ►Jo wt- ate g91t3v5. Qi wt 8W d�S J & o{- CSYeM S -tCe (-IG.y� Bu„- SIH / 7' ML_ ..----5 - = -10 ' I a4/50 30/50 >„,..0 3 \ 15 20 (fill-liv-e.�• \— — — — — — — — 7 g - 26. fleet : 5/tN9`l SILT) 4C9 -0c yeoi i some_ vRv -Fl-ze Std (a-5 y H/1)) J t w)osf-1 S;1t, -few tares (0) 30) 60, I o) dam, ID w+ot st. 'O" 15 -fe SliVA}- 1 nEittckse 1v, •lines. e -w -4.,;,A-: $\i8vo3/4- ;h( kSf 1n -ci),tp Sc / - - _ —15 - - - _ 20 0 p. rt . S0 .n S 25 C 25 .k-eain 'moi �Ye�� o� ID 30 -feQ.t : 5>4NDl �tra���s�n -brow" (a.5 Y 5/2-) , rhosMjAvte s tA, uvea.,- si t+ Cogs, s, 0> > — S P — 25 — = _ 30 ' 'i 5 50 zs 0 5 L30 ( r. '112x0,-% ,t -e.4 at 30 -fen.-t-. dovl,.3 Li`00w,davted otn A/11-11%. _ - _ 35 35 Groundwater Level at 10/20 2 PVC field Screen/Lithologic ��� Sample Time o/ Drilling �� Gradational ' Concrete ;�:: Colorado Blank Description Contact Static Groundwater Level : •' ; ; Vico Sand Casing �i ►.1 Preserved Sample SD Sheen Detected Concoct '�� 2" PVC Prepack 1 1 No Recovery Located ���j Bentonite = Screen NS No Sheen Detected Approximately * Sample Submitted Nr Not Tested for Laboratory 4/2) Munsell (1990) Soil Color Charts Contact ►i��i ►���� = — ® Casing (0.010 slots) End Cap Analysis (2.5Y SECOR International Incorporated PAGE 1 OF 1 FACILITY VALLEY TRUCK 8 EQUIPMENT JOB # 00288-004-02 BORING SB -6 LOCATION 12421 PACIFIC HIGHWAY SOUTH. SEATTLE. WASHINGTON WELL START 11.42 2/17/98 FINISH 12:19 2/17/98 CASING TOP ELEVATION LOGGED BY DJD MONITORING. DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 75 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.6' LONGI USING A 140LB. HAMMER WITH A S0' STROKE - (STM STANDARD - METHODS) PENE RESULTSULTS Sample Depth! Interval, feet o� Sheen Depth Below Surface, feet Lithologic Description Unified Soil Classification Depth Below Surface, feet Well Construction Schematic BLOWS 6'/6'/6' 4.2 — 5 — 5 0 _ 0 v 4:5 4v: Ca vewel ei so...d Fisk %� Lf 5 40 9 .feex : Slt.'iy 501.0D)brbwr Sm - a I = 16130150 = _ - Tho ( Io `141 5/'s ), -1YGee CJYtaAle1) w`osrt•t1J -f•t�t Sc ,A, tee, A0__ sl I+ trc& e. c (5, 500-10) 5) � moi 5I-. n dishr.b- �► its, of G�rcurtis C1:,Il - IOr_e_). _ ....-- —10 a i 5P (91/5-0 3p/Sd >.< p.o 1 _ _ 15@ 9 +o 15-fet,#- •, 5 ft'N D � po.le bra w h (to Y fk 61 5) , most -L.3 .1e scwwa) sowv► Stir; d aw. . IS•Ceet : 'cwlINC�0t�2S� SoWtQ CauYSe S nLods. —15_`I.,,,A 7 .—C 20 - 25 - 30 L.35 etivirvJ3 -taxvvi, tu.--4.1 of l5 ••F ( rt 1nc. C60 o 4A, e.d 011 41-19(2 - _ 20 - 25 —30 -.- - 35 ' of �� 10/20 F�� Field Screen/LithologicSaplTmenof Onllinevel '/ Gradational Sample 9 Concrete ; Colorado Blank Description Contact Static Groundwater Level ; .4 '•'.7Z : Silica Sand Casing ►�� Preserved Sample I �/ ;'i SO Sheen Detected Contact 2' PVC Prepack No Recovery Located ���j Bentonite = Screen NS No Sheen Detected Approximately * Sample Submitted NT Not Tested for Laboratory (2.5Y 4/2) Afunsell (1990) Soil Color Charts Contact • i••• t•t4 = _ impEnd Casing (0.010 slots) Cap Analysis SECOR International Incorporated PAGE 1 OF 1 FACILITY VALLEY TRUCK A EQUIPMENT JOB # 00298-004-02 BORING SB -8 LOCATION 12421 PACIFIC HIGHWAY SOUTH. SEATTLE, WASHINGTON WELL START 15:19 2/17/98 FINISH 2/17/98 CASING TOP ELEVATION LOGGED BY DJD MONITORING DEVICE PID SUBCONTRACTOR AND EQUIPMENT CASCADE DRILLING CME 75 COMMENTS SAMPLED WITH A SPLIT -SPOON SAMPLER 2' OD. X 1.5' LONG, USING A 140LB. HAMMER WITH A 30' STROKE - (STM STANDARD - METXODS) PENETRATION RESULTS Sample Depth Interval, feet PID Reading Sheen Depth Below Surface, feet Lithologic Description �° 'o 1Z O V Depth Below Surface, feet Well Construction Schematic 6 LOWS/6'/6' a I/ani50 3° 5O a5/50 a LI/34/ .:90/ co Val i Sam a•- A.5 a -S 3.3 5 5 10 15 20 25 30 35 — 5 0 • \ <,. / /� 0 +0 14- feet : Gmof t, 24,4 Samar l -AI I . N +D Ili feat: SILT ' 5/�N1D1 jorowh (LD y yt s/ 3) , MYD 63 ru`A- C.o'a-r 5 i ►N►oti" r4.o5 The Su,AcL 1 Scwie SowSi It, fire c¢. acul Cad) (05, 3p.) S) AcuAtf. No aifc.rext t7doY9• e ID -fe2fi : bZu.j 5 brow h C 1 D y R `72-), Me e5�-4-t�,e 5a�,di So -. s;1i-)�a ?. Mo 0- M'P cir2.r4- odors . — — — — — 14 +„ 30'1c eQ : SILT) 600Y1t- 9rcL (5Y 4/1), ivac4_ ne_. S ,it1YVtoS 0 -� vt Si It I 5pme... c-(cti (0)S)5, `lc)) cAcon p . e • AO -f etA- : i K v c.4 e i In -ti nes, P 30 -F t . G Lem• ) 54- et -q ) — F u.__ 5M ---s- Mt. - _-. 5 _ - - - 10 - -15 - _<, _ 20 -25 30 - 35 ?G .> 4•S I. (0 yr ftv-Y; 1 Ql1 rvt� vate4 0t"� �,, ' 'iQ2 ?a -v-,- u.\0“4..toor e+. .2-1 -)c B. Groundwater Level A' =' 10/20 2' PVC r A Field Screen/Lithologic of Sample Time of Drilling Gradational Controls; Colorado Blank Description /� i Contact . M ;'• Silica Sand Casing ►.1 Preserved Sample SD Sheen Detected Contact 2' P1� Prepack I No Recovery Located .�� ��.j Bentonite = Screen NS No Sheen Detected Approximately * Sample Submitted NT Not Tested for LaboratotyEnd Analysis (2.5Y 4/2) Munsell (1990) Soil Color Charts Contact lot 04 ►�•.• = = •Casing (0.010 slots) Co p APPENDIX C LABORATORY ANALYTICAL REPORT Phase II Site Investigation Valley Truck and Equipment 12421 Pacific Highway South Seattle, Washington SECOR PN: 00296-004-02 March 19, 1998 NORTH ;di CREEK ANALYTICAL Environmental Laboratory Services BOIHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 ANALYTICAL REPORT FOR SAMPLES: Sample Description Laboratory Sample Number Sample Matrix Date Sampled SB -1®25 SB -2@30 SB -3@5 SB -3@10 SB -4@30 SB -6@10 SB -8@30 TEST PIT1@5 TEST PIT1@8 TEST PIT2@10 COMPOSITE STOCKPILE HAND SAMPLEI @ 5 SLAG PILE MW -1 B802362-01 B802362-02 B802362-03 B802362-04 B802362-05 B802362-06 B802362-07 B802362-08 B802362-09 B802362-10 B802362-11 B802362-12 B802362-13 B802362-14 Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil Soil Water 2/16/98 2/16/98 2/16/98 2/16/98 2/17/98 2/17/98 2/17/98 2/18/98 2/18/98 2/18/98 2/18/98 2/17/98 2/18/98 2/18/98 North Creek Analytical, Inc. Matthew Essig, Projeimager The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report must be reproduced in its entirety. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 I'age 1 of 29 NORTH 41 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -1(25 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP 50.0-150 105 % B802362-01 0280513 2/20/98 2/21/98 Soil 20.0 ND mg/kg dry 50.0 ND 100 ND 100 ND 20.0 ND 20.0 ND 100 ND 100 ND 20.0 ND 100 ND 100 ND 20.0 ND 20.0 ND 50.0 ND 50.0 ND SB -2(,30 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP SB -3A5 Aviation Gasoline Diesel #2 B802362-02 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 0 II II 50.0 ND 100 ND " 100 ND " 20.0 ND " 20.0 ND 100 ND " 100 ND 20.0 ND 100 ND 100 ND 20.0 ND 20.0 ND 50.0 ND II 0 II 50.0 ND " If 50.0-150 103 % B802362-03 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 50.0 ND North Creek Analytical, Inc. vatthcw Lss�, Project Ij6onager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B. Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton, OR 97008-7132 Pave 2 of 29 NORTH . :41 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -3(a,5 (continued) Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP 50.0-150 103 % SB -3(x,10 B802362-04 Soil Aviation Gasoline 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry Diesel #2 " II " 50.0 ND Fuel Oil #2 0 " " 100 ND Fuel Oil #6 (Bunker C) 0 0 100 ND " Gasoline " " II 20.0 ND " Gasoline Range Hydrocarbons 0 " 20.0 ND " Heavy Oil Range Hydrocarbons " 100 ND " Hydraulic Oil " " " 100 ND " Mineral Spirits " " 20.0 ND " Motor Oil " " 0 100 ND Transformer Oil 100 ND " VM&P Naphtha " " " 20.0 ND " Weathered Gasoline " " " 20.0 ND " Kerosene Range Hydrocarbons 50.0 ND II Diesel Range Hydrocarbons " " " 50.0 ND II " " 50.0-150 103 % B802362-03 0280513 2/20/98 2/21/98 Soil 100 ND mg/kg dry 100 ND 20.0 ND 20.0 ND 100 ND 100 . ' ND 20.0 ND 100 ND 100 ND 20.0 ND 20.0 ND 50.0 ND 50.0 ND It Surrogate: 2-FBP SB -4030 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) B802362-05 • Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 0 II 50.0 ND 100 ND " II II II 100 ND " North Creek Analytical, Inc. �atthew Es � �, Projectanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 3 of 29 NORTH • -1f CREEK ANALYTICAL Environmental Laboratory Services BOTHELL o (425) 481-9200 • FAX 485-2992 SPOKANE o (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date . Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -4(x,30 (continued) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP 50.0-150 105 % SB -6A10 B802362-06 Soil Aviation Gasoline 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry Diesel #2 II 0 II 50.0 ND Fuel Oil #2 " 0 " 100 ND " Fuel Oil #6 (Bunker C) II It " 100 ND . " Gasoline " 20.0 ND " Gasoline Range Hydrocarbons II It 20.0 ND " Heavy Oil Range Hydrocarbons " " 100 ND " Hydraulic Oil " " 100 ND " Mineral Spirits 0 " 20.0 ND " Motor Oil " " 100 ND Transformer Oil "0 0100 ND " VM&P Naphtha "II " 20.0 ND Weathered Gasoline " " " 20.0 ND Kerosene Range Hydrocarbons 0 " " 50.0 ND " Diesel Range Hydrocarbons 0 " 50.0 ND " Surrogate: 2-FBP ll " 0 50.0-150 105 % B802362-05 0280513 2/20/98 2/21/98 11 11 11 11 " " 11 11 11 11 11 11 11 11 11 11 11 11 20.0 20.0 100 100 20.0 100 100 20.0 20.0 50.0 50.0 ND ND ND ND ND ND ND ND ND ND ND Soil mg/kg dry It It It SB -8(x,30 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons B802362-07 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 50.0 ND II 0 II 100 ND " /. 100 ND " II II I. 20.0 ND " I• II 20.0 • ND " North Creek Analytical, Inc. i Project Iytanager �gatthcw Ess' *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite 8, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 4 0129 NORTH •Al CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425).481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 1Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -8(30 (continued) Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP II If If 50.0-150 100 % TEST PIT1Q5 B802362-08 Soil Aviation Gasoline 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry Diesel #2 " " 50.0 ND Fuel Oil #2 " " II 100 ND " Fuel Oil #6 (Bunker C) II " II 100 ND Gasoline " " " 20.0 ND " Gasoline Range Hydrocarbons " " " 20.0 ND " Heavy Oil Range Hydrocarbons " " 100 ND II Hydraulic Oil " " 100 ND Mineral Spirits II II " 20.0 ND Motor Oil 0 " II 100 ND " Transformer Oil II " " 100 ND " VM&P Naphtha " " " 20.0 ND " Weathered Gasoline 0 II 0 20.0 ND " Kerosene Range Hydrocarbons " 0 0 50.0 ND " Diesel Range Hydrocarbons " " 50.0 ND " 50.0-150 103 % B802362-07 0280513 2/20/98 2/21/98 100 100 20.0 100 100 20.0 20.0 50.0 50.0 ND ND ND ND ND ND ND ND ND Soil mg/kg dry 11 It Surrogate: 2-FBP " TEST PIT1@ 8 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil B802362-09 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry '. 50.0 ND " II ., I, 100 ND " 100 ND " 20.0 ND 20.0 ND 100 ND 100 ND 11 North Creek Analytical, Inc. N Project 46nager Es ' Matthew , *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton. OR 97008-7132 Page 5 of 29 NORTH ..::�4 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL n (425) 481-9200 • FAX 485-2992 SPOKANE v (509) 924-9200 • FAX 924-9290 PORTLAND o (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* TEST PITI(a,8 (continued) Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP B802362-09 0280513 2/20/98 2/21/98 20.0 100 100 20.0 20.0 50.0 50.0 ND ND ND ND ND ND ND Soil mg/kg dry TEST PIT2(a7,10 Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP 50.0-150 101 B802362-10 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 50.0 ND II II 0 100 ND " ,I II II 100 ND " 20.0 ND " 20.0 ND 0 100 ND " 100 ND " 20.0 ND " 100 ND " 100 ND " 20.0 ND " ,, " 20.0 ND " 50.0 ND " I. 50.0 ND COMPOSITE STOCKPILE Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil ,, II " 50.0-150 103 B802362-11 Soil 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry 0 II II 50.0 DET 100 ND 0 II .I II 100 ND " 20.0 ND " II II II 20.0 DET " 100 DET .. 100 ND " II II 20.0 ND " II I• II 100 ND " 1 North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. Matthew Ess Project oject May(agcr 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 6 of 29 NORTH • 1 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL n (425).481-9200 • FAX 485-2992 SPOKANE o (509) 924-9200.■ FAX 924-9290 PORTLAND u (503) 643-9200 • FAX 644-2202 1Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* COMPOSITE STOCKPILE (continued) Transformer Oil 0280513 VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Surrogate: 2-FBP B802362-11 2/20/98 2/21/98 ) Soil 100 ND mg/kg dry 20.0 ND 20.0 ND 50.0 ND 50.0-150 107 HAND SAMPLE1P,5 B802362-12 Soil Aviation Gasoline 0280513 2/20/98 2/21/98 20.0 ND mg/kg dry Diesel #2 50.0 ND Fuel Oil #2 00 100 ND Fuel Oil #6 (Bunker C) " " 100 ND " Gasoline " 20.0 ND " Gasoline Range Hydrocarbons " II " 20.0 DET " Heavy Oil Range. Hydrocarbons " 0 100 DET " Hydraulic Oil " " 100 ND " Mineral Spirits " 20.0 ND " Motor Oil " " 0100 ND " Transformer Oil " " 100 ND " VM&P Naphtha " " " 20.0 ND " Weathered Gasoline "II II 20.0 ND " Kerosene Range Hydrocarbons " 50.0 ND " Diesel Range Hydrocarbons " " " 50.0 DET " 50.0-150 107 % Surrogate: 2-FBP MW -1 B802362-14 Water Aviation Gasoline 0280532 2/19/98 2/23/98 0.250 ND mg/I Diesel #2 " II 0.630 ND Fuel Oil #2 " II II 0.630 ND " Fuel Oil #6 (Bunker C) II II 0.630 ND Gasoline " " 0.250 ND " Gasoline Range Hydrocarbons 0 0.250 DET " Heavy Oil Range Hydrocarbons " " " 0.630 ND " Hydraulic Oil 0 0 0.630 ND " Mineral Spirits " II 0.250 ND " Motor Oil " II 0.630 ND " Transformer Oil 0 0.630 ND " VM&P Naphtha " "II 0.250 ND " Weathered Gasoline 00 II 0.250 ND " North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. Matthew Esse , Pr oject Iyt inager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Passe 7 of 29 NORTH 41; CREEK ANALYTICAL Environmental Laboratory Services BOTFJELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon Identification by Washington DOE Method NWTPH-HCID North Creek Analytical - Bothell Analyte Batch Number Date Date Surrogate Prepared Analyzed Limits Reporting Limit Result Units Notes* MW -1 (continued) Kerosene Range Hydrocarbons Diesel Range Hydrocarbons B802362-14 0280532 2/19/98 2/23/98 0.630 0.630 Water ND mg/1 ND Surrogate: 2-FBP 50.0-150 North Creek Analytical, Inc. Matthew E ProjecfMlanager 67.9 *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Pu�Sof29 NORTH Vi; CREEK :ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE v (509) 924-9200 • FAX 924-9290 PORTLAND o (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Gasoline Hydrocarbons (Toluene to Dodecane) and BTEX by NWTPH-Gx and EPA 8021B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Number Prepared Analyzed Limits Reporting Limit Result Units Notes* HAND SAMPLE10,5 Aviation Gasoline Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Benzene Toluene Ethylbenzene Xylenes (total) Gasoline Range Hydrocarbons B802362-12 0280622 2/25/98 2/25/98 tt It If It 11 11 fo If 11 11 11 11 5.00 5.00 5.00 5.00 5.00 0.0500 0.0500 0.0500 0.100 5.00 Soil ND mg/kg dry ND ND ND ND ND 0.796 ND ND ND tl It tl It Surrogate: 4 -BFB (FID) Surrogate: 4 -BFB (PID) MW -1 Aviation Gasoline Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Benzene Toluene Ethylbenzene Xylenes (total) Gasoline Range Hydrocarbons 50.0-150 50.0-150 B802362-14 0280637 2/25/98 2/25/98 11 11 11 11 11 11 It 11 11 It 11 It 50.0 50.0 50.0 50.0 50.0 0.500 5.00 0.500 10.0 50.0 95.3 98.5 ND ND ND ND ND 1.53 ND ND ND 855. Water ug/I 11 2 Surrogate: 4 -BFB (FID) Surrogate: 4 -BFB (PID) 50.0-150 50.0-150 109 103 North Creek Analytical, Inc. Matthew Ess P roject M. nager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton. OR 97008-7132 Page 9 of 29 NORTH CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Diesel Hydrocarbons (C12 -C24) and Heavy Oil (C24 -C40) by NWTPH-Dx with Silica Gel Clean-up North Creek Analytical - Bothell• Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* COMPOSITE STOCKPILE Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Heavy Oil Range Hydrocarbons Hydraulic Oil Motor Oil Transformer Oil Kerosene Range Hydrocarbons Diesel Range Hydrocarbons B802362-11 0280624 2/25/98 2/25/98 It Soil 1010 ND mg/kg dry 2530 ND 2530 ND 2530 4750 2530 ND 2530 ND 2530 ND 1010 ND 1010 26500 tl Surrogate: 2-FBP HAND SAMPLEI(7a 5 Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Heavy Oil Range Hydrocarbons Hydraulic Oil Motor Oil Transformer Oil Kerosene Range Hydrocarbons Diesel Range Hydrocarbons 50.0-150 NR B802362-12 0280624 2/25/98 2/25/98 Soil 10.0 ND mg/kg dry 25.0 ND 25.0 ND 25.0 ND 25.0 ND 25.0 ND 25.0 ND 10.0 ND 10.0 ND 3 Surrogate: 2-FBP 50.0-150 102 % North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. . Matthew Essi4roject Man' ger 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 10 of 29 NORTH • 411 CREEK ANALYTI CAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Total Metals by EPA 6000/7000 Series Methods North Creek Analytical - Bothell Analyte Batch Date Date Specific Reporting Number Prepared Analyzed Method Limit Result Units Notes* SB -4(30 Arsenic Cadmium Chromium Lead Mercury B802362-05 0280713 2/27/98 2/27/98 EPA 6020 EPA 6020 " EPA 6020 EPA 6020 0380061 3/3/98 3/4/98 EPA 7471A 0.500 3.38 0.500 ND 0.500 25.6 0.500 2.51 0.0500 0.0570 Soil mg/kg dry SB -8(x,30 B802362-07 Soil Arsenic 0280713 2/27/98 2/27/98 EPA 6020 0.500 6.89 mg/kg dry Cadmium " " EPA 6020 0.500 ND Chromium " 3/3/98 EPA 6020 1.25 86.5 " Lead " 2/27/98 EPA 6020 0.500 10.4 " Mercury 0380061 3/3/98 3/4/98 EPA 7471A 0.0500 0.131 HAND SAMPLE1na,5 B802362-12 Soil Arsenic 0280713 2/27/98 2/27/98 EPA 6020 0.500 6.56 mg/kg dry Cadmium " EPA 6020 0.500 0.533 Chromium " EPA 6020 0.500 32.9 " Lead II II " EPA 6020 0.500 33.3 " Mercury 0380061, 3/3/98 3/4/98 EPA 7471A 0.0500 0.0778 SLAG PILE B802362-13 Soil Arsenic 0280713 2/27/98 2/27/98 EPA 6020 • 0.500 2.62 mg/kg dry Cadmium " " " EPA 6020 0.500 ND " Chromium " " 3/3/98 EPA 6020 50.0 2870 " Lead " 2/27/98 EPA 6020 0.500 31.9 " Mercury 0380061 3/3/98 3/4/98 EPA 7471A 0.0500 ND North Creek Analytical, Inc. Matthew Es g, Project lylanagcr *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 11 u1'29 NORTH Vii; CREEK ANALYTICAL Environmental Laboratory Services BOT.HELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -4(x,30 Acetone Behzene Bromobenzene Bromochloromethane Bromodichloromethane Bromoform Bromomethane 2-Butanone n-Butylbenzene sec-Butylbenzene tert-Butylbenzene Carbon disulfide Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane 2-Chlorotoluene 4-Chlorotoluene Dibromochloromethane I ,2-Dibromo-3-chloropropane 1,2-Dibromoethane Dibromomethane 1,2 -Dichlorobenzene 1,3 -Dichlorobenzene 1,4 -Dichlorobenzene Dichlorodifluoromethane 1,1-Dichloroethane 1,2-Dichloroethane 1,1-Dichloroethene cis-1,2-Dichloroethene trans-1,2-Dich loroethene 1,2-Dichloropropane 1,3-Dichloropropane 2,2-Dichloropropane 1,1 -Dichloropropene cis-1,3-Dichloropropene trans-1,3-Dichloropropene B802362-05 0280722 2/27/98 2/27/98 11 It 11 11 19 11 It 11 11 11 11 11 11 11 11 11 11 11 11 ft 11 11 11 11 11 11 11 Soil 2.00 ND mg/kg dry 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 2.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 1.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 11 11 11 11 11 11 11 11 If tl 11 11 11 11 11 11 North Creek Analytical, Inc. Project tvJ/inager Matthew Es *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B. Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton, OR 97008-7132 Page 12 of 29 • NORTH, 411 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -4Q30 (continued) Ethylbenzene Hexachlorobutadiene 2-Hexanone Isopropylbenzene p-Isopropyltoluene Methylene chloride 4-Methyl-2-pentanone Naphthalene n-Propylbenzene Styrene 1,1,1,2 -Tetrachloroethane 1,1,2,2 -Tetrachloroethane Tetrachloroethene Toluene 1,2,3-Trichlorobenzene 1,2,4-Trichlorobenzene 1,1,1 -Trichloroethane 1,1,2 -Trichloroethane Trichloroethene Trichlorofluoromethane 1,2,3-Trichloropropane 1,2,4-Trimethylbenzene 1,3,5-Trimethylbenzene Vinyl chloride m,p-Xylene o -Xylene B802362-05 0280722 2/27/98 2/27/98 It It 11 It tl It It It It It Soil 0.200 ND mg/kg dry 0.200 ND 2.00 ND 0.200 ND 0.200 ND 1.00 ND 2.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.400 ND 0.200 ND It It 11 11 Surrogate: 2-Bromopropene Surrogate: 1, 2 -DCA -d4 Surrogate: Toluene -d8 Surrogate: 4 -BFB II 1, II /I /I II /I II 1I I/ II I/ 70.0-130 70.0-130 70.0-130 70.0-130 93.2 105 100 105 North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. Matthew L'ssi Project oject M ager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Paec 13 of 29 n- q_ NORTH 41; CREEK ANALYTI CAL Environmental Laboratory Services BOTHELL • (425)481=9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -8W0 Acetone Benzene Bromobenzene Bromochloromethane Bromodichloromethane Bromoform Bromomethane 2-Butanone n-Butylbenzene sec-Butylbenzene tert-Butylbenzene Carbon disulfide Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane 2-Chlorotoluene 4-Chlorotoluene Dibromochloromethane 1,2-D ibromo-3 -chloropropane 1,2-Dibromoethane Dibromomethane 1,2 -Dichlorobenzene 1,3 -Dichlorobenzene 1,4 -Dichlorobenzene Dichlorodifluoromethane 1,1-Dichloroethane 1,2-Dichloroethane 1,1-Dichloroethene cis-1,2-Dichloroethene trans-1,2-Dichloroethene 1,2-Dichloropropane 1,3-Dichloropropane 2,2-Dichloropropane 1,l-Dichloropropene cis-1,3-Dichloropropene trans-1,3-Dichloropropene B802362-07 0280722 2/27/98 2/27/98 It tl If tl to It If 11 If ft It It Soil 2.00 ND mg/kg dry 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 2.00 ND 0.200 . ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 1.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 • ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND If If It It It Of 11 11 North.Creek Analytical, Inc. Matthew 6ssl Project rvi[1.'lager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101. Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 14 of 29 NORTH nal CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 . Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98. Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* SB -8P30 (continued) Ethylbenzene Hexachlorobutadiene 2-Hexanone Isopropylbenzene p-Isopropyltoluene Methylene chloride 4-Methyl-2-pentanone Naphthalene n-Propylbenzene Styrene 1,1,1,2 -Tetrachloroethane 1,1,2,2 -Tetrachloroethane Tetrachloroethene Toluene 1,2,3-Trichlorobenzene 1,2,4-Trichlorobenzene 1,1,1 -Trichloroethane 1,1,2 -Trichloroethane Trichloroethene Trichlorofluoromethane 1,2,3-Trichloropropane 1,2,4-Trimethylbenzene 1,3,5-Trimethylbenzene Vinyl chloride m,p-Xylene o -Xylene Surrogate: 2-Bromopropene Surrogate: 1, 2 -DCA -d4 Surrogate: Toluene -d8 Surrogate: 4 -BFB B802362-07 0280722 2/27/98 2/27/98 1v It It Soil 0.200 ND mg/kg dry 0.200 ND 2.00 ND 0.200 ND 0.200 ND 1.00 ND 2.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0:200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.400 ND 0.200 ND 70.0-130 95.2 70.0-130 106 70.0-130 92.3 70.0-130 94.1 It North Creek Analytical, Inc. Ti. ��tthcw Essit„ ro \l jcct Mynlager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Paec 15 (>129 NORTH 41 CREEK ANALYTI CAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND ■ (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* HAND SAMPLE1t�5 Acetone Benzene Bromobenzene Bromochloromethane Bromodichloromethane Bromoform Bromomethane 2-Butanone n-Butylbenzene sec-Butylbenzene tert-Butylbenzene Carbon disulfide Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane 2-Chlorotoluene 4-Chlorotoluene Dibromochloromethane 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane Dibromomethane 1,2 -Dichlorobenzene 1,3 -Dichlorobenzene 1,4 -Dichlorobenzene Dichlorodifluoromethane 1,1-Dichloroethane 1,2-Dichloroethane 1,1-Dichloroethene cis-1,2-Dichloroethene trans-1,2-Dichloroethene 1,2-Dichloropropane I ,3-Dichloropropane 2,2-Dichloropropane 1.1 -Dichloropropene cis-1,3-Dichloropropene trans-1,3-Dichloropropene B802362-12 0280722 2/27/98 2/27/98 11 11 11 It ft It 11 91 111 11 11 11 11 11 11 It 11 11 11 11 11 It 11 11 11 11 19 If 11 11 II 11 Soil 2.00 ND mg/kg dry 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 2.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 1.00 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND ft 11 11 If If It 11 11 11 11 11 ft It 11 11 11 11 11 North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite 9, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton, OR 97008-7132 Pace 16 of 29 NORTH A- CREEK A ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE ■ (509) 924-9200 • FAX 924-9290 PORTLAND o (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/1948 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B North Creek Analytical - Bothell (Analyte Batch Date Date Surrogate Reporting 1 Number Prepared Analyzed Limits Limit Result Units Notes* HAND SAMPLE1(a�5 (continued) Ethylbenzene Hexachlorobutadiene 2-Hexanone Isopropylbenzene p-Isopropyltoluene Methylene chloride 4-M ethy I-2-pentanone Naphthalene n-Propylbenzene Styrene 1,1,1,2 -Tetrachloroethane 1,1,2,2 -Tetrachloroethane Tetrachloroethene Toluene 1,2,3-Trichlorobenzene 1,2,4-Trichlorobenzene 1,1,1 -Trichloroethane 1,1,2 -Trichloroethane Trichloroethene Trichlorofluoromethane 1,2,3-Trichloropropane 1,2,4-Trimethylbenzene 1,3,5-Trimethylbenzene Vinyl chloride m,p-Xylene o -Xylene B802362-12 0280722 2/27/98 2/27/98 It Pt It It Surrogate: 2-Bromopropene Surrogate: 1,2 -DCA -d4 Surrogate: Toluene -d8 Surrogate: 4 -BFB If 0.200 0.200 2.00 0.200 0.200 1.00 2.00 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.400 0.200 ND ND ND ND ND ND ND ND ND ND ND ND ND 1.71 ND ND ND ND ND ND ND ND ND ND ND ND 70.0-130 93.7 Soil mg/kg dry It 70.0-130 106 70.0-130 96.6 70.0-130 97.0 North Creek Analytical, Inc. Matthew Ess._. Project (ylonager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery. Suite 8, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Pare 17 01-29 NORTH ; CREEK %ANALYTICAL Environmental Laboratory Services BOTHELL o (425) 481-9200 • FAX 485-2992 SPOKANE v (509) 924-9200 • FAX 924-9290 PORTLAND o (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled:• 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Dry Weight Determination North Creek Analytical - Bothell Sample Name Lab ID Matrix Result Units SB -1@25 SB -2@30 SB -3@5 SB -3@1 SB -4@30 S13-6@1 SB -8@30 TEST PIT1@5 TEST PIT1@8 TEST PIT2@10 COMPOSITE STOCKPILE HAND SAMPLEI@5 SLAG PILE B802362-01 B802362-02 Soil B802362-03 Soil B802362-04 Soil B802362-05 Soil B802362-06 Soil Soil 83.8 88.3 79.9 81.6 90.4 81.2 B802362-07 Soil 73.3 % B802362-08 Soil 87.9 % B802362-09 Soil 83.6 % B802362-10 Soil 78.7 % B802362-11 Soil 77.8 % B802362-12 Soil 84.5 % B802362-13 Soil 90.1 North Creek Analytical, Inc. f i Matthew Project lytonager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 .East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page IS of 29 4 � * CREEK ANALYTICAL NORTH Environmental Laboratory Services BOTHELL • (425)481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Hydrocarbon, Identification by: Washington DOE Method NWTPH-HCID/Quality Control North Creek Analytical Bothell Analyte Date Spike Analyzed Level Sample QC Result Result Units Recov. Limits % Limit % Notes* Reporting Limit Recov. RPD RPD Batch: 0280513 Blank Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Date Prepared: 2/20/98 0280513-BLKI 2/21/98 It 11 ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND Extraction Method: HCID (WA) mg/kg dry 20.0 50.0 100 100 20.0 20.0 100 100 20.0 100 100 20.0 20.0 50.0 50.0 It Surrogate: 2-FBP Batch: 0280532 Blank Aviation Gasoline Diesel #2 Fuel Oil #2 Fuel Oil #6 (Bunker C) Gasoline Gasoline Range Hydrocarbons Heavy Oil Range Hydrocarbons Hydraulic Oil Mineral Spirits Motor Oil Transformer Oil VM&P Naphtha Weathered Gasoline Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Surrogate: 2-FBP DET Date Prepared: 2/19/98 0280532-BLKI 2/23/98 It 11 It It 11 DET DET ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND DET 50.0-150 101 Extraction Method: EPA 3520C/600 Series mg/I If 0.250 0.630 0.630 0.630 0.250 0.250 0.630 0.630 0.250 0.630 0.630 0.250 0.250 0.630 0.630 50.0-150 67.8 North Creek Analytical, Inc. Matthew Es Project Manager *Refer to enc/ of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite 8, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 19 of -29 NORTH 1; CREEK _ :ANALYTICAL Environmental 'Laboratory Services BOTHELL o (425)481-9200 • FAX 485-2992 SPOKANE o (509) 924-9200 • FAX 924-9290 PORTLAND o (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Gasoline Hydrocarbons (Toluene to Dodecane) and BTEX by NWTPH-Gx and EPA 8021B/Quality Control North Creek Analytical -Bothell Analyte Date Analyzed Spike Level Sample Result QC Result Reporting Limit Recov. RPD RPD Units Recov. Limits % Limit % Notes* Batch: 0280622 Blank Aviation Gasoline Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Benzene Toluene Ethylbenzene Xylenes (total) Gasoline Range Hydrocarbons Date Prepared: 2/25/98 0280622-BLK1 2/25/98 ND ND ND ND ND ND ND ND ND ND Extraction Method: EPA 5030B (MeOH) mg/kg dry 5.00 5.00 5.00 5.00 5.00 0.0500 0.0500 0.0500 . 0.100 5.00 Surrogate: 4 -BFB (FID) Surrogate: 4 -BFB (PID) LCS Gasoline 4.00 4.00 0280622-BS1 2/25/98 25.0 4.28 4.54 50.0-150 107 50.0-150 113 30.8 mg/kg dry 75.0-125 123' Surrogate: 4 -BFB (FID) 4.00 Duplicate 0280622-DUP1 B802383-01 Aviation Gasoline 2/26/98 ND Gasoline nND Mineral Spirits ND VM&P Naphtha ND Weathered Gasoline ND Gasoline Range Hydrocarbons ND 4.09 ND. mg/kg dry ND ND ND ND ND 50.0-150 102 50.0 50.0 50.0 50.0 50.0 50.0 4 Surrogate: 4 -BFB (FID) Matrix Spike Benzene Toluene Ethylbenzene Xylenes (total) 4.25 0280622-MS1 B802441-02 2/25/98 0.633 ND ND ND ND Surrogate: 4 -BFB (PID) Matrix Spike Dup Benzene Toluene Ethylbenzene 0.633 0.633 1.90 5.06 0280622-MSDI B802441-02 2/25/98 0.633 ND 0.633 ND 0.633 ND 4.44 0.586 0.598 0.596 1.76 4.38 0.614 0.636 0.621 50.0-150 104 mg/kg dry 60.0-140 60.0-140 60.0-140 60.0-140 50.0-150 mg/kg dry 60.0-140 60.0-140 60.0-140 92.6 94.5 94.2 92.6 86.6 97.0 100 98.1 20.0 20.0 20.0 4.64 5.66 4.06 North Creek Analytical, Inc. Matthew Ess. , Project D'tanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nirnbus Avenue. Beaverton, OR 97008-7132 Page 2(1 oI'29 NORTH 41 CREEK A ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bel levue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Gasoline Hydrocarbons(Toluene`to Dodecane) and BTEX by NWTPH-Gx and :EPA 8021B/Quality Control North Creek Analytical - Bothell Analyte Date Analyzed Spike Level Sample Result QC Result Reporting Limit Recov. RPD RPD Units Recov. Limits % Limit % Notes* Matrix Spike Dup (continued) Xylenes (total) Surrogate: 4 -BFB (PID) Batch: 0280637 Blank Aviation Gasoline Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Benzene Toluene Ethylbenzene Xylenes (total) Gasoline Range Hydrocarbons 0280622-MSD1 B802441-02 2/25/98 1.90 ND 5.06 Date Prepared: 2/25/98 0280637-BLK1 2/25/98 1.88 mg/kg dry 60.0-140 98.9 20.0 6.58 4.55 50.0-150 89.9 Extraction Method: EPA 5030B (P/T) ND ug/1 ND ND ND ND ND ND ND ND 9.89 It 5.00 5.00 5.00 5.00 5.00 0.100 0.100 0.100 0.100 5.00 J Surrogate: 4 -BFB (FID) Surrogate: 4 -BFB (PID) LCS Gasoline 48.0 48.0 0280637-BS1 2/25/98 500 Surrogate: 4 -BFB (FID) Duplicate 0280637-DUP1 Aviation Gasoline 2/25/98 Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Gasoline Range Hydrocarbons Surrogate: 4 -BFB (FID) 48.0 Duplicate 0280637-DUP2 Aviation Gasoline 2/25/98 Gasoline Mineral Spirits VM&P Naphtha Weathered Gasoline Gasoline Range Hydrocarbons 48.0 B802253-05 ND ND ND ND ND 3080 B802274-03 ND ND ND ND ND 4050 46.5 45.8 557 ug/I 51.4 ND ug/I ND ND ND ND 2850 5/. 7 50.0-150 96.9 50.0-150 95.4 80.0-120 111 50.0-150 107 25.0 25.0 25.0 25.0 25.0 25.0 7.76 ND ug/I ND ND ND ND 3250 50.0-150 108 25.0 25.0 25.0 25.0 25.0 25.0 21.9 North Creek Analytical, Inc. Matthew Ess' . Project N macer *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton, OR 97008-7132 Paoe 21 of 29 NORTH • 41 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Gasoline,Hydrocarbons`(Toluene to'Dodecane).and BTEX by NWTPH-Gx North: Creek. Analytical - Bothell and EPA 8021B/Quality Control Analyte Date Analyzed Spike Sample Level Result QC Result Reporting Limit Recov. RPD RPD Units Recov. Limits % Limit % Notes* Duplicate (continued) 0280637-DUP2 B802274-03 Surrogate: 4 -BFB (FID) Matrix Spike Benzene Toluene Ethylbenzene Xylenes (total) 2/25/98 48.0 0280637-MS1 B802253-03 2/25/98 10.0 ND 10.0 ND 10.0 0.475 30.0 1.61 42.2 ug/l 10.1 ug/I 10.3 10.5 32.0 50.0-150 87.9 70.0-130 101 70.0-130 103 70.0-130 100 70.0-130 101 Surrogate: 4 -BFB (P1D) Matrix Spike Dup Benzene Toluene Ethylbenzene Xylenes (total) Surrogate: 4 -BFB (P!D) 48.0 0280637-MSD1 B802253-03 2/25/98 10.0 ND 10.0 ND 10.0 0.475 30.0 1.61 48.0 48.3 11.5 ug/1 11.6 11.8 35.7 46.7 50.0-150 101 70.0-130 70.0-130 70.0-130 70.0-130 50.0-150 115 116 113 114 97.3 15.0 13.0 15.0 11.9 15.0 12.2 15.0 12.1 North Creek Analytical, Inc. Matthew Ess ,, Projecttanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 22 of 29 NORTH Vii; CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Diesel,Hydrocarbons'(C12-C24) and Heavy Oil (C24 -C40) by NWTPH-Dx with Silica Gel Clean-up/Quality: Control North Creek Analytical - Bothell Analyte Date Analyzed Spike Level Sample Result QC Result Reporting Limit Recov. RPD RPD Units Recov. Limits % Limit % Notes* Batch: 0280624 Blank Gx Range Hydrocarbons [<C10] Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Transformer Oil Range Hydrocarbons Heavy Fuel Oil Range Hydrocarbons Lube Oil Range Hydrocarbons Date Prepared: 2/25/98 0280624-BLK 1 2/25/98 ft ft ft Extraction Method: EPA 3550B ND mg/kg dry ND ND ND ND ND ft 10.0 10.0 10.0 25.0 25.0 25.0 Surrogate: 2-FBP LCS Diesel #2 Diesel Range Hydrocarbons /0. 7 0280624 -BSI 2/25/98 66.7 66.7 10.6 50.0-150 99.1 51.3 mg/kg dry 50.0-150 76.9 51.2 50.0-150 76.8 Surrogate: 2-FBP Duplicate 0280624-DUP 1 Gx Range Hydrocarbons [<C10] 2/25/98 Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Transformer Oil Range Hydrocarbons Heavy Fuel Oil Range Hydrocarbons Lube Oil Range Hydrocarbons 10.7 B802447-01 ND ND ND 632 ND ND 11.7 ND mg/kg dry ND ND 946 ND ND 50.0-150 109 50.0 50.0 50.0 58.0 39.8 50.0 50.0 Surrogate: 2-FBP Duplicate Gx Range Hydrocarbons [<C10] Kerosene Range Hydrocarbons Diesel Range Hydrocarbons Transformer Oil Range Hydrocarbons Heavy Fuel Oil Range Hydrocarbons Lube Oil Range Hydrocarbons Surrogate: 2-FBP 11.7 0280624-DUP2 2/25/98 B802447-04 ND ND ND 142 ND 83.3 14.7 /3.9 ND mg/kg dry ND ND 121 ND 66.5 11.5 50.0-150 126 50.0 50.0 50.0 50.0 16.0 50.0 50.0 22.4 50.0-150 82.7 North Creek Analytical, Inc. Project IyYanagcr Matthew Es . *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 tvlontgomery, Suite 8, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 23 of29 NORTH 41; CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 - PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bel levue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Total Metals by EPA 6000/7000 Series Methods/Quality Control North Creek Analytical - Bothell Analyte Date Spike Sample QC Reporting Limit Recov. RPD RPD Analyzed Level Result Result Units Recov. Limits % Limit % Notes* Batch: 0280713 Blank Arsenic Cadmium Chromium Lead Date Prepared: 2/27/98 0280713-BLK1 2/27/98 Extraction Method: EPA 3050B ND mg/kg dry 50.0 ND " 0.500 ND 0.500 ND 0.500 LCS 0280713 -BS 1 Arsenic 2/27/98 151 135 mg/kg dry 70.0-130 89.4 Cadmium " 136 129 70.0-130 94.9 Chromium 57.6 52.8 80.0-120 91.7 Lead 84.9 83.2 80.0-120 98.0 Duplicate Arsenic Cadmium Chromium Lead 0280713-DUP1 B802311-12 2/27/98 10.2 9.80 mg/kg dry 4.65 4.0711 50.9 47.2 83.7 75.6 " If Matrix Spike 0280713 -MSI B802311-12 Arsenic 2/27/98 10.9 10.2 19.6 mg/kg dry 70.0-130 86.2 Cadmium 10.9 4.65 14.2 70.0-130 87.6 Chromium II10.9 50.9 61.0 70.0-130 92.7 Lead " 10.9 83.7 97.2 70.0-130 124 Batch: 0380061 Date Prepared: 3/3/98 Extraction Method: EPA 7471A Blank 0380061-BLKI Mercury 3/4/98 0.0500 mg/kg dry 0.0500 LCS 0380061 -BSI Mercury 3/4/98 0.500 0.538 mg/kg dry 80.0-120 108 LCS Mercury Duplicate Mercury 0380061-BS2 3/4/98 1.16 0.943 mg/kg dry 80.0-120 81.3 0380061-DUPI B802362-12 3/4/98 0.0778 0.0648 . mg/kg dry 20.0 4.00 20.0 13.3 20.0 7.54 20.0 10.2 20.0 18.2 North Creek Analytical, Inc. Matthew Ess . Project 'tanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 24 of 29 NORTH •;:41, CREEK Ai ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 - PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Total Metals by. EPA 6000/7000 Series Methods/Quality. Control North Creek Analytical -Bothell Analyte Date Spike Sample QC Reporting Limit Recov. RPD RPD Analyzed Level Result Result Units Recov. Limits % Limit % Notes* Matrix Spike Mercury Matrix Spike Dup Mercury 0380061 -MSI B802362-12 3/4/98 0.586 0.0778 0.583 mg/kg dry 80.0-120 86.2 0380061-MSDI B802362-12 3/4/98 0.586 0.0778 0.581 mg/kg dry 80.0-120 85.9 20.0 0.349 North Creek Analytical, Inc. T Matthew Ess Project nager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgornery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 25 of 29 NORTH CREEK Al ANALYTICAL Environmental Laboratory Services BQTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 - PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile OrganicCompounds by EPA Method 8260B/Quality.Control North Creek Analytical - Bothell _.:. Analyte Date Analyzed Spike Sample Level Result QC Reporting Limit Recov. RPD RPD Result Units Recov. Limits % Limit % Notes* Batch: 0280722 Blank Acetone Benzene Bromobenzene Bromochloromethane Bromodichloromethane Bromoform Bromomethane 2-Butanone n-Butylbenzene sec-Butylbenzene tert-Butylbenzene Carbon disulfide Carbon tetrachloride Chlorobenzene Chloroethane Chloroform Chloromethane 2-Chlorotoluene 4-Chlorotoluene Dibromochloromethane 1,2-Dibromo-3-chloropropane 1,2-Dibromoethane Dibromomethane 1,2 -Dichlorobenzene 1,3 -Dichlorobenzene 1,4 -Dichlorobenzene Dichlorodifluoromethane 1.1-Dichloroethane 1.2-Dichloroethane 1.1-Dichloroethene cis- I.2-Dichloroethene trans-1.2-Dichloroethene 1.2-Dichloropropane 1,3-Dichloropropane 2,2-Dichloropropane 1.1-Dichloropropene cis-1.3-Dichloropropene Date Prepared: 2/27/98 0280722-BLK1 2/27/98 „ It It It If It ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND ND Extraction Method: EPA 5030B ►MeO1-11 mg/kg dry 2.00 0.200 0.200 0.200 0.200 0.200 0.200 2.00 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 1.00 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 „ It It North Creek Analytical, Inc. Matthew Eanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 26 of 29 NORTH 4; CREEK ANALYTICAL Environmental Laboratory Services BOJHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 .- PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds by EPA Method 8260B/Quality Control North Creek Analytical - Bothell Analyte Date Spike Sample QC Reporting Limit Recov. RPD RPD Analyzed Level Result Result Units Recov. Limits % Limit % Notes* Blank (continued) trans- I.3-Dichloropropene Ethylbenzene Hexachlorobutadiene 2-Hexanone Isopropylbenzene p-Isopropyltoluene Methylene chloride 4-Methy I-2-pentanone Naphthalene n-Propylbenzene Styrene 1,1,1.2 -Tetrachloroethane 1,1,2.2 -Tetrachloroethane Tetrachloroethene Toluene 1,2,3-Trichlorobenzene 1,2,4-Trichlorobenzene 1,1,1 -Trichloroethane 1,1,2 -Trichloroethane Trichloroethene Trichlorofluoromethane 1,2.3-Trichloropropane 1,2,4-Trimethylbenzene 1,3.5-Trimethylbenzene Vinyl chloride m,p-Xylene o -Xylene 0280722-BLKI 2/27/98 It ND mg/kg dry 0.200 ND 0.200 ND 0.200 ND " 2.00 ND 0.200 ND 0.200 ND " 1.00 ND " . 2.00 ND 0.200 ND " 0.200 ND 0.200 ND 0.200 ND II 0.200 ND " 0.200 ND " 0.200 ND " 0.200 ND 0.200 ND " 0.200 ND 0.200 ND 0.200 ND 0.200 ND 0.200 ND " 0.200 ND 0.200 ND 0.200 ND 0.400 ND II 0.200 Surrogate: 2-Bromopropene Surrogate: 1, 2 -DCA -d4 Surrogate: Toluene -d8 Stu•rogate: -1-BFB LCS Benzene Chlorobenzene I.1-Dichloroethene •"Toluene Trichloroethene If 2.00 2.00 2.00 2.00 2.25 2.58 2.19 2.18 If PI I1 70.0-130 113 70.0-130 129 70.0-130 110 70.0-130 109 0280722-BS1 2/27/98 1.00 1.09 mg/kg dry 70.0-130 109 1.00 1.06 70.0-130 106 1.00 1.17 70.0-130 117 1.00 1.03 70.0-130 103 1.00 1.04 70.0-130 104 North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. i. Matthew E -_'g. Project onager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 27 of 29 =p_ 11 NORTH ▪ • 4; CREEK • A ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 - PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 ' Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Volatile Organic Compounds byEPA Method 8260B/Quality Control North Creek Analytical - Bothell Analyte Date Spike Sample QC Reporting Limit Recov. RPD RPD Analyzed Level Result Result Units Recov. Limits % Limit % Notes* LCS (continued) 0280722-BS1 Surrogate: 2-Bromopropene Surrogate: 1, 2 -DCA -d4 Surrogate: Toluene -d8 Surrogate: 4 -BFB 2/27/98 2.00 2.00 2.00 2.00 2.12 mg/kg dry 70.0-130 106 2.40 70.0-130 120 2.08 70.0-130 104 2.22 70.0-130 111 Matrix Spike 0280722-MS1 B802362-05 Benzene 2/27/98 1.11 ND 1.08 mg/kg dry 70.0-130 97.3 Chlorobenzene " 1.11 ND 1.08 70.0-130 97.3 1,I-Dichloroethene 1.11 ND 1.02 70.0-130 91.9 Toluene 1.11 ND 1.06 70.0-130. 95.5 Trichloroethene If 1.11 ND 1.05 " 70.0-130 94.6 Surrogate: 2-Bromopropene 2.21 2.24 70.0-130 101 Surrogate: 1,2 -DCA -d4 II2.21 2.15 " 70.0-130. 97.3 Surrogate: Toluene -d8 II2.21 2.14 II 70.0-130 96.8 Surrogate: 4 -BFB 2.21 2.25 " 70.0-130 102 Matrix Spike Dup 0280.722-MSD1 B802362-05 Benzene 2/27/98 1.11 ND 1.07 mg/kg dry 70.0-130 96.4 15.0 0.929 Chlorobenzene 1.11 ND 1.05 70.0-130 94.6 15.0 2.81 I,1-Dichloroethene 1.11 ND 0.971 70.0-130 87.5 15.0 ,4.91 Toluene 1.11 ND 1.01 70.0-130 91.0 15.0 4.83 Trichloroethene " 1.11 ND 1.03 " 70.0-13o ' 92.8 15.0 1.92 Surrogate: 2-Bromopropene 2.21 1.90 70.0-130 86.0 Surrogate: 1,2 -DCA -d4 2.21 2.10 II 70.0-130 95.0 Surrogate: Toluene -d8 II 2.21 2.07 " 70.0-130 93.7 Surrogate: 4 -BFB " 2.21 2.07 II 70.0-130 93.7 North Creek Analytical, Inc. *Refer to end of report for text of notes and definitions. Matthew Es- Project/(vtanager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 28 of 29 NORTH 41 CREEK al ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 SPOKANE • (509) 924-9200 • FAX 924-9290 - PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Dan Dell'Agnese Sampled: 2/16/98 to 2/18/98 Received: 2/19/98 Reported: 3/5/98 07:14 Notes and Definitions # Note J Estimated value. This analyte was detected below the normal reporting limit. 1 Results in the Gasoline Range are primarily due to overlap from a Diesel Range product. 2 The reporting limit for this analyte has been raised to account for interference from coeluting organic compounds present in the sample. 3 The surrogate recovery for this sample is not available due to sample dilution required from high analyte concentration and/or matrix interferences. 4 Analyses are not controlled on RPD values from sample concentrations less than 10 times the reporting limit. DET Analyte DETECTED ND Analyte NOT DETECTED at or above the reporting limit NR Not Reported , dry Sample results reported on a dry weight basis Recov. Recovery RPD Relative Percent Difference North Creek Analytical, Inc. Matthew g, Proje t Manager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 29 of 29 SECOR Chain -of Custody Record S©2 3G z Field Office: 45e//r V 0e 00 1 Additional documents are attached, and are a part of this Record. 7Z Cle a- En, omen.," - P/cfeSe / Job Name• t)erllr'�/ 'L'a SC � tad Address: /5-41 F ? 6cllrL'LC', Z01 qg' 7 —tsy, Location- (�2Lm Wet AYcrEk. Jety JC"k-7-/1 1 vcRfes'iIR-, Lt./ A Project # 60e7 ,Rge, -co./ --eTask # 00 Analysis Request o m TPHg/BTEX/WTPH-G 8015 (modified)/8020 TPHd/WTPH-D 8015 (modified). TPH 418.1/WTPH 418.1 Aromatic Volatiles 602/8020 Volatile Organics Halogenated Volatiles 71 601/8010 Semi -volatile Organics 625/8270 (GC/.MS) Pesticides/PCBs 608/8080 Total Lead 7421 Priority Pollutant Metals (1 3) TCLP Metals J Q V 1— Sampler's <` '` 'k% Comments/ Instructions Number of Containers . Project Manager a: n /Je// • %1 r"Se_ Laboratory A/a.�h Crrr/G Angilv /-/c4 /* Turnaround Time 77 nc avc/cA Sampler's Name ...'� J/fc'S e- Sign. ure L A _ Sample ID Date Time Matrix ---3R- I -Q . , ' 6 1..r 11;11 5 ✓ F3M2_3G7_-01 -03 i I - l7 -,RC- 30' 711q(l 11",Nlv .S _ I 513 -3 C .9/(c• �s )33) l/' - 03 I. S6 --3 L /C0' 4 �0/ l /�� 13jo `, �" -o‘-1 I 5f -q / c :0' 4/7)' 70 3 5 V , ' V 7 --b5 • -cam I . SG - ( /0/ ,0* I A i ij s 5/3 -Fc (30/ ,2//7/g5 /t -5 f/' V ✓ -07 ( i�-,f ? -1 C, f )(8* iv•(15 5 :/ -c i I Special Instructions/Comments: Q o„ n�l �y Q11� C S Lul�h k, j'iart �,,,,ox ,vw _N� to �„�,� ��. �p� P � l rc' -f{\cr1. �/5 124” Re -41' n 0I ( , ��ar "r nl ,0„ Ay/5. CI i 6�/� c:.1/e(r 1/C :lee / arc /5/5iS / 6,-1CC!'/Oi1 k/rnri5 iviv4-- 4/t 4l/ -n{^ ec.k,�, 1,17-e: rl 1"N e y l' e,c) J) e/r” h Li� /evc./5, Reli et is Received by' `. Sample Receipt Si ��l � Sign Total no. of containers: ii� Print i f: ell /g1 `,3�1 v /.. Print /�> at, I" Chain of custody seals: Rec'd. in good condition/cold: ✓ li' ,./e Company 56 UR- Company iveA-- Time Date A I i— � f< Time z/IO Date �` ( Conforms to record: "� / Client. 5,, �`< 7 Relinquished by Ai,t ht--% Received b Sign Sign dS �:,\,..,,a., Client Contact 5�'«'��. Print %f/JGc y�'•-er._ Print v Company / t7(' CompanyC_ Client Phone. IM.S.'-`/n/- 766-1 ( Time /' Q Date 2-t' `1 Time / 1 10 Date 001i SECOR CUSTREC Rev. 1/95 Date: / t / Page / of Chain -of Custody Number: SECOR Chain -of Custody Record bS02:36-z_ %� / [J Field Office: 6e// e v 0 Additional documents are attached, and are a part of this Record. ',WOO SE P/4Cc 5C'llJcr /a::) Job Name• 1/41/c'`-/ Tvvc/ t- EgUrPin et -t-/ Address: .-30L4 eell Pvvr , a/p) `?g-Gb 7- (.5V Location. / a el a l /0a Ci 6/ c. hJ ieA ./ Sorg h 1-1(--r 2 - Z Dc -7 \, -The:/cuff/4 , I -CIA Project # COW‘, -001/ `da Task it OD 4 Analysis Request t 0 m TPHg/BTEX/ WTPH-G 8015 (modified)/8020 AM) PHd/WTPH-D!1. 015 (modified) ?Jµ) TPH 418.1/WrPH 418.1 Aromatic Volatiles 602/8020 Volatile Organics� 6Q4>`e£+6 (GCA4K %0r) Halogenated Volatiles 601/8010 Semi -volatile Organics 625/8270 (GC/MS) Pesticides/PCBs 608/8080 Total Lead 7421 Priority Pollutant Metals (13) TCLP Metals �J C, C Comments/ Instructions Number of Containers Project Manager awl E✓f/i ,Ar /1 1°3 C +a/ Laboratory Na'flt .i-�t � Arpt c (y fc Turnaround Time STaitelnvcli Sampler's Name 0 e ' Ac''.SC Sampler's Signatur- A_ -- - Sample ID,/ Date Time Matrix CO/ I rL Ckr- , - o53 i ✓ P. 61• G L -11 ,,d 5- / f - ` 2/7 -- 150 6, 5v. -12 54?3 l e. a)g/7 - /a a L/ 5 / -13 1 f ptw- / a// rss'i k) 44) -1 5 Special Instructions/Comments: See 0 C CaAcf t'Si LL �c. V Vv A ((944) 0 0 _ ��f h 5 s w( IQ Relin is e. •y• Received by Sample Receipt Sign t_7 t� Sign Total no. of containers: Print !. I ell' A e'Se _A Print ,/7A ✓ V Chain of custody seals: L'''�/ _ Company (of - Company • Rec'd. in good condition/cold: v _ Time Date - i1iJ % Time %L00 Date t Conforms to record: Relinquished. by• ' -- Received by: Client: 5671) y Sign g iv n ��— ��- Client Contact SCCC4e. Print )(%�/.�-✓�i-e/� Print sr lA: L l Company n/64� Company Company Client Phone. Ya/ -5 `y0/' 7666 ( -WO Date .1---/(1 Time 73: 4 0 Date ' SECOFI COSI AEC Rev. 1/95 Date' a / ! 7 / 96 Page of NORTH • Vii; CREEK A ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 - SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 ANALYTICAL REPORT FOR SAMPLES: Sample Description Laboratory Sample Number Sample Matrix Date Sampled MW -1 B803079-01 Water 3/3/98 North Creek Analytical, Inc. atthew E . Project Ivyinager The results in this report apply to the samples analyzed in accordance with the chain of custody document. This analytical report nwst be reproduced in its entirety. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B. Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton. OR 97008-7132 Page I of6 NORTH Vii; CREEK Al ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 - SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 Gasoline Hydrocarbons (Toluene to Dodecane) and BTEX by WTPH-G and EPA 8021B North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* MW -1 B803079-01 Gasoline Range Hydrocarbons 0380078 3/4/98 3/4/98 Benzene Toluene Ethylbenzene Xylenes (total) 50.0 1.50 0.500 0.500 3.00 304 ND ND ND ND Water ug/1 le Surrogate: 4 -BFB (FID) Surrogate: 4 -BFB (PID) 50.0-150 99.4 50.0-150 111 North Creek Analytical, Inc. Matthew Es)ig Project anager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite 6, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton. OR 97008-7132 Pate 2 of 6 NORTH 1 CREEK ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 - SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 Diesel Hydrocarbons (C12 -C24) by WTPH-D North Creek Analytical - Bothell Analyte Batch Date Date Surrogate Reporting Number Prepared Analyzed Limits Limit Result Units Notes* MW -1 Diesel Range Hydrocarbons B803079-01 0380095 3/4/98 3/5/98 Water 0.250 0.539 mg/I Surrogate: 2-FBP 50.0-150 72.1 North Creek Analytical, Inc. Matthew Ess _ Project Man ger *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton. OR 97008-7132 Paye 3 of 6 NORTH 41 CREEK :ANALYTICAL Environmental L.aboratory Services BOTHELL SPOKANE PORTLAND • (425) 481-9200 • FAX 485-2992 _ • (509) 924-9200 • FAX 924-9290 • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 :Gasoline Hydrocarbons (Toluene to Dodecane) and BTEX by WTPH-G and EPA 80 North Creek Analytical - Bothell 21B/Quality Controf Analyte Date Analyzed Spike Level Sample QC Reporting Limit Recov. RPD RPD Result Result Units Recov. Limits % Limit % Notes* Batch: 0380078 Blank Methyl tert-butyl ether Gasoline Range Hydrocarbons Benzene Toluene Ethylbenzene Xylenes (total) Date Prepared: 3/4/98 0380078-BLKI 3/4/98 Extraction Method: EPA 5030B (P/T) ND ug/1 ND ND ND ND ND 5.00 50.0 0.500 0.500 0.500 1.00 Surrogate: 4 -BFB (FID) 48.0 49.1 50.0-150 Surrogate: 4 -BFB (PID) 48.0 49.3 50.0-150 LCS Gasoline Range Hydrocarbons 0380078-BS1 3/4/98 500 541 ug/1 75.0-125 102 103 108 Surrogate: 4 -BFB (FID) Duplicate Gasoline Range Hydrocarbons 0380078-DUP1 3/4/98 48.0 61.4 B802401-01 ND ND ug/I 50.0-150 /28 25.0 2 Surrogate: 4 -BFB (FID) 48.0 52.7 Duplicate 0380078-DUP2 B802520-01 Gasoline Range Hydrocarbons 3/5/98 2060 2100 Surrogate: 4 -BFB (FID) 48.0 56.4 Matrix Spike Benzene Toluene Ethylbenzene Xylenes (total) Surrogate: 4 -BFB (PID) Matrix Spike Dup Benzene Toluene Ethylbenzene Xylenes (total) Surrogate: 4 -BFB (PID) 0380078-MS1 B802395-03 3/4/98 10.0 ND 10.0 ND 10.0 ND 30.0 ND 48.0 0380078-MSD1 11802395-03 3/4/98 10.0 ND 10.0 ND 10.0 ND 30.0 ND 48.0 50.0-150 ug/I 110 25.0 1.92 10.4 ug/I 10.4 9.81 30.0 50.9 50.0-150 70.0-130 70.0-130 70.0-130 70.0-130 118 104 104 98.1 100 10.7 ug/I 10.6 9.73 29.6 50.4 50.0-150 70.0-130 70.0-130 70.0-130 70.0-130 50.0-150 106 107 106 97.3 98.7 105 15.0 2.84 15.0 1.90 15.0 0.819 15.0 1.31 North Creek Analytical, Inc. Matthew Essi ,'roject Ma er *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton. OR 97008-7132 Page4of6 4 NORTH , CREEK ANALYTICAL ■ Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 _ SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 ■ FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 Diesel Hydrocarbons (C12 -C24) by WTPH-D/Quality Control North Creek Analytical Bothell Analyte Date Spike Sample QC Reporting Limit Recov. RPD RPD Analyzed Level Result Result Units Recov. Limits % Limit % Notes* Batch: 0380095 Blank Diesel Range Hydrocarbons Date Prepared: 3/4/98 0380095-BLK1 3/5/98 Extraction Method: EPA 3520C/600 Series ND mg/I 0.250 Surrogate: 2-FBP LCS Diesel Range Hydrocarbons 0.320 0.260 50.0-150 81.2 0380095-BS1 3/5/98 2.00 1.79 mg/1 60.0-140 89.5 Surrogate: 2-FBP 0.320 0.222 50.0-150 69.4 Duplicate 0380095-DUP1 B803079-01 Diesel Range Hydrocarbons 3/5/98 0.539 0.415 mg/1 44.0 26.0 Surrogate: 2-FBP 0.605 .0.455 50.0-150 75.2 North Creek Analytical, Inc. Matthew Essig Project frlanager *Refer to end of report for text of notes and definitions. 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite 8, Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue. Beaverton, OR 97008-7132 Page 5 of 6 NORTH 1; CREEK Al ANALYTICAL Environmental Laboratory Services BOTHELL • (425) 481-9200 • FAX 485-2992 - SPOKANE • (509) 924-9200 • FAX 924-9290 PORTLAND • (503) 643-9200 • FAX 644-2202 Secor-Bellevue 15400 SE 30th Place, Ste. 100 Bellevue, WA 98007 Project: Valley Truck and Equipment Project Number: 000296-004-02 Project Manager: Peter Jewett Sampled: 3/3/98 Received: 3/3/98 Reported: 3/5/98 13:26 Notes and Definitions Note 1 The reporting limit for this analyte has been raised to account for interference from coeluting organic compounds present in the sample. 2 Analyses are not controlled on RPD values from sample concentrations less than 10 times the reporting limit. DET Analyte DETECTED ND Analyte NOT DETECTED at or above the reporting limit NR Not Reported dry Sample results reported on a dry weight basis Recov. Recovery RPD Relative Percent Difference North Creek Analytical, Inc. T! Matthew Ess rojec /Manager 18939 120th Avenue N.E., Suite 101, Bothell, WA 98011-9508 East 11115 Montgomery, Suite B. Spokane, WA 99206-4776 9405 S.W. Nimbus Avenue, Beaverton, OR 97008-7132 Page 6of6 Chain -of Cust SECOR Chain -of Custody Record 53 C3 3 0?q Field Office- lJe I) e V t,te 4JI Additional documents are attaclIhed, and are a part of this Record. 1$400 SE 36-1.4 PICC[ Job Name V Address: I to tePvt , VA Mor 7 Location. Tkktvi • LLQ W% ?kpi-t 1. 5 -6 yl -9f0() ; tX _ Lis -s-- g%fl -9092 Project # OD') -4 .` Do L '-D Task # Analysis Request m TPH TEXMITPH-G 8015 modmea�nt01 TPH PH-D o o Comments/ TPH 418.1/WTPH 418.1 Aromatic Volatiles 602/8020 Volatile Organics 624/8240 (GC/MS) Halogenated Volatiles 601/8010 Semi -volatile Organics 625/8270 (GC/MS) Pesticides/PCBs 608/8080 Total Lead 7421 Priority Pollutant Metals (1 3) TCLP Metals Instructions Number of Containers Project Mana er e.te r etv k�- Laboratory Wr Cvtt riw yUica Turnaround Time . " y Sampler's Name e .l a1 . Sampler's Signature _ Sample ID Date Time Matrix Pit V-1 3-3-96 /0;46 W X X 58'O 507i —o( 1+ Special Instructions/Comments: Relinquished by. 7_ k Received by i / Sample Receipt Sign _AA. .V Sign l .. ��% Total no. of containers: Print eve / k s g ��/ar Print Z4,-- e Chain of custody seals: Company SF -C Company ♦ Rec'd. in good condition/cold: 7 Time /6 '- bb Date 3-3 '�'I S Time ./9-1./0 Date © • Conforms to record: Y Relinquished by. Received by. Client: Sign Sign Client Contact' Print Print Company Company Client Phone. Time Date Time Date SECOR CUSTREC Rev. 1/95 6. 4-1/�G j Date: / Page of Fntn:'ant-o Pacific View :D.f f ice far Zone 205 •• Distribution Percents x;10 1995 :base Model THE.TRANSPO GROUP, Bellevue, WA GEOTECH CONSULTANTS, INC. 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 (425) 747-5618 FAX (425) 747-8561 Sabey Corporation 101 Elliott Avenue West, Suite 330 Seattle, Washington 98119-4220 Attention: Haynes Lund Subject: Preliminary Geotechnical Engineering Study Proposed Pacific View Office Park 12421 Pacific Highway South Tukwila,Washington Dear Mr. Lund: March 16, 1998 JN 98063 We are pleased to present this preliminary geotechnical engineering report for the proposed office complex to be constructed along Pacific Highway South in Tukwila, Washington. The scope of our, work consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, and design criteria for foundations and retaining walls. You authorized our work by accepting our confirming proposal dated February 16, 1998. The subsurface conditions of the proposed building site were, explored with seven test pits and eight borings that encountered a variable thickness of fill and loose soils overlying glacially - compressed soils. Conventional footings can be used for the buildings where the excavation will be close to the glacially -compressed soils. Augercast piers should be planned in areas of deeper fill and for the western extensions of the buildings over the garage ,wall backfill. The marginal stability of the steep slopes, and the possibility of future slope movement, must be considered in the site configuration and final grading. The on-site soils are not acceptable for reuse as structural fill or wall backfill, which will require importing of most fill. The site soils are sensitive to moisture, which will make wet weather grading more costly and difficult. The attached report contains a discussion of the study and our recommendations. Please contact , us if there are any questions regarding this report, or if we can be of further assistance during the design and construction phases of this project. 4.‘, MRM: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E. Associate FILE COPY sLi y. PRELIMINARY GEOTECHNICAL ENGINEERING STUDY Proposed Pacific View Office Park KeLi 12421 Pacific Highway South K-e✓re-)e, a�"e't- Tukwila, Washington G(j ,,i_ Ic, y )0vcAs This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed office complex in Tukwila. The Vicinity Map, Plate 1, illustrates the general location of the site. We were provided with Sheets CO and SK8-1 dated February 13 and 10, 1998, respectively. These plans were developed by the Sabey Corporation Architecture Group. The provided plans showed the property dimensions, existing topography on 5 -foot contours, the location of existing structures, and the location and finish floor 'elevations for the proposed buildings. We anticipate that the site will be developed with four office buildings, each of which will have three floors of tenant space. Beneath the middle two buildings (Buildings B and C) will be a daylight basement parking garage. The northern building (Building D) is to have a daylight basement garage and one more floor of parking beneath the three floors of office space. Paved, on -grade parking will cover most of the remainder of the property. No parking is indicated west of the southern building (Building A), where the building will be cut into the toe of a steep slope. No final grades for the parking areas were available at the time of this report. However, cuts into the toe of the western slope appear likely for construction of the parking west of proposed Buildings B, C, and D. We understand that the configuration of the buildings and pavement areas, as well as final site grading, are still being evaluated, with possible modification from what was indicated on the plans that were provided. SITE CONDITIONS Surface The site is a long, relatively -narrow property that abuts the western edge 'of Pacific Highway South. At the time of this study, the property was developed with several structures and was being used by Valley Truck and Equipment. This business has an address of 12421 Pacific Highway South. Two of the existing buildings are metal structures located west of proposed Building B, and inside the footprint of proposed Building A. A one-story woodfrarine office for the business is situated immediately east of the southern metal building. On the northeastern portion of the site is a small sanitary sewer lift station, with several manholes around it. This lift station is operated by the ValVue Sewer District. While not indicated on the provided plans, we understand from discussion with sewer district personnel that the inlet pipe for this lift station crosses onto the site from Pacific Highway South over 100 feet south of the lift station. The outlet pipe generally follows the north property line, extending up the slope toward the west. We understand that all, or a portion, of the sewer system located on the property will be moved or reconfigured in the near future, but possibly not before starting the proposed office complex. It is our understanding that a gas station may once have existed on the site along Pacific Highway South, in the southern portion of the property east of proposed Building B. The property has obviously undergone significant regrading in the past. The ground surface generally slopes down toward the northeast to Pacific Highway South. Three benches have been 0 Sabey Corporation March 16, 1998 JN 98063 Page 2 constructed on the northern approximately two-thirds of the property. These benched areas provide access and parking for trucks and equipment that are being sold and repaired. Between the lower two benches is a short slope having a height of 5 to 10 feet. Between the upper two benches is a taller slope having a height of 25 to 30 feet and an inclination of 60 to 70 percent. These slopes appear to have been constructed by filling. West of the upper bench, the ground slopes steeply up to the adjacent western property, which is developed with an apartment complex. This slope is covered with small- to moderate-sized deciduous trees. Several shallow ditches have been cut across this slope to carry surface water, in addition to seepage that exits the slope. In the ditch that crosses the southwestern corner of the site, we observed loose, silty sand and fractured silt overlying glacial till and glacially -compressed silt. The ground surface on the southeastern portion of the site, where the existing office is located, slopes gently down to the edge of Pacific Highway South. This area is covered with asphalt and provides access to the property. The site grade rises above Pacific Highway South over the northern approximately one-half of the property. Near the sewer lift station at the northeast property corner, the slope down to Pacific Highway South from the eastern property line is approximately 15 to 20 feet tall and has an inclination of 50 to 60 percent. History of Slope Instability on Site In 1988, a large landslide affected the northern end of the site, extending upslope onto the adjacent western apartment property. We have been provided with a copy of documents prepared previously by Associated Earth Sciences (AES) and GeoEngineers related to the investigation and repair of this landslide. Based on this information, it appears that a large slump occurred on the steep slope northwest of proposed Building D. The headscarp of this landslide was located approximately 70 feet west of the western property line. Test borings conducted by AES in the slide mass found up to 20 feet of slide debris overlying glacially - compressed silt. An inclinometer installed in the upper portion of the slide found that the slope movement extended to a depth of 15 feet. Two borings (EB -4. and EB -5) were drilled at the base of the slide mass, on the northern end of the upper bench of the site. Stabilization of this landslide consisted of constructing a large concrete rubble buttress at the toe of the slide, with unclassified fill being placed upslope of the buttress to create a final slope of approximately 40 percent. The buttress and this regraded area are still visible. As. a part of this slope stabilization, the slope between the upper and middle benches had to be regraded, with a smaller buttress constructed at the toe of this regraded slope in the northern end of proposed Building D. During the course of our site visits, we have observed indications of previous smaller landslides and slope movement elsewhere on the site. The topography on the western slopes above the upper bench is hummocky, and some older tension cracks and scarps were observed. In the vicinity of proposed Building A, there are several small slides at the toe of the slope that have been buttressed with rock fills. In the northern end of the site is a shallow ravine. Downslope of this ravine is a mound of soil that has either resulted from past slope movement or from erosion of soil in the ravine. Subsurface The subsurface conditions. were explored by excavating seven test pits and drilling eight borings at the approximate locations shown on the Site' Exploration Plan, Plate 2. The field exploration Sabey Corporation March 16, 1998 JN 98063 Page 3 program was based upon the proposed construction and required: design criteria, the site topography and access, the subsurface conditions revealed during excavation and drilling, the scope of work outlined in our proposal, and on time and budget constraints. The test pits were excavated on February 18, 1998 with a tracked excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 6. The borings were drilled on February 16 and 17, 1998, using a truck -mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil with a 140 -pound hammer falling 30 inches. The number of blows required to advance 'the sampler a given distance is an indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of the soil encountered. The Test Boring Logs are attached as Plates 7 through 14. Generally, the explorations conducted on the site encountered a varying thickness of loose fill or colluvium overlying dense, glacially -compressed silts. Colluvium is soil that has been deposited by erosion or sloughing from the slopes above. Thorough visual evaluation of the samples of glacially - compressed silts that were retrieved showed no indications of significant fracturing or disturbed zones. Slickensides resulting from either stress relief or small slope movement after the glaciers receded were noted in some of the samples. Several of the explorations (B-1, B-2, and B-5) found remnants of glacial till, a glacially -compressed mixture of gravel, silt, and sand, overlying the dense silts. Boring 3, which was drilled on the eastern side of proposed Building B, revealed loose to. medium -dense fill to the 17 -foot depth of the boring. This fill is apparently the result of backfilling an excavation for removal of underground storage tanks associated with a previous gas station. Test Pits 3, 4, and 5, excavated in the western portions of proposed Buildings C and D, and in the north end of the site, found fill and unsuitable native soils to the maximum depth of 10 to 13.5 feet that could be explored. Explorations conducted near the toe of the western slope, south of Building D, found several feet of loose fill overlying dense silt. Test Pits 4 and 5, and Borings EB -4 and EB -5 conducted by AES,. revealed upwards of 10 feet of old landslide debris overlying dense silt. As discussed previously, borings conducted in the landslide mass northwest of proposed Building D encountered upwards of 20 feet of old slide debris over the glacially -compressed silt: Based on the results of the borings, and our, observations of the soil exposures on the southern portion of the site, it appears that the depth of old landslide debris is greatest on the northern approximately one-half of the property. For clarity, the soil conditions encountered in the explorations are summarized as follows for each of the four buildings: Building A: Up to 4 feet of loose fill or colluvium was encountered overlying dense silt or glacial till. Building B: Test Pit 7, excavated near the northwest building corner, found approximately 5 feet of fill overlying dense silt. The boring drilled east of the building found fill to a depth of 17 feet without encountering competent, native soils. Sabey Corporation March 16, 1998 JN 98063. Page 4 Buildings C and D: The borings conducted in, and near, the eastern portions of these buildings encountered dense silt or glacial till within 5 feet of the existing ground surface. The test pits excavated on the west sides of the buildings were not able to extend through the fill that was encountered to a depth of 10 to 13.5 feet. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations., The logs provide specific subsurface information only at the locations tested. If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted. The relative densities and moisture descriptions indicated on the test pit or boring logs are interpretive descriptions based on the conditions observed during excavation and drilling. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. Groundwater Groundwater seepage was observed in Boring 3, and in Test Pits 1 and 7. The depth of seepage in these explorations varied between 2.5 and 5 feet. The seepage encountered in Boring 3 appears to be groundwater that has filled the previous tank excavation, with the soils being wet over the entire depth of the exploration. Seepage in Test Pits 1 and 7 appears to be the result of groundwater that is perched above the glacially -compressed silt, which is relatively impermeable. The explorations were left open for only a short time period. Therefore, the lack of seepage observed in the remaining borings and test pits, does not necessarily indicate that no groundwater is present. R is common to encounter groundwater perched above the silt and glacial till, and in sandier zones within these soils, particularly following extended periods of heavy rainfall. CONCLUSIONS AND RECOMMENDATIONS General Based on our observations, and the results of the explorations, the proposed development appears feasible from a geotechnical engineering standpoint. Because the final site configuration and grading are still not finalized, the conclusions and recommendations of this report should be considered preliminary. Conventional foundations bearing on the glacial till or dense silt can be used to support a majority of proposed Buildings A, C, and D. Overexcavation will likely be necessary to expose competent soils in portions of these buildings. If these overexcavations are backfilled with lean concrete, instead of structural fill, the higher allowable bearing pressure recommended below can be used for the foundation design. Due to the depth of unsLitable fill encountered by Boring 3 in proposed Building B, it does not appear that overexcavation to expose competent soils will be feasible for this structure. Therefore, we recommend that deep foundations be planned for this building. However, if competent soils are encountered in a majority of this building excavation at the time of th 0 Sabey Corporation March 16, 1998 0 JN 98063 Page 5 construction, it is possible that portions of the foundation could be constructed using conventional footings. Augercast concrete piers appear to be one of the most feasible deep foundation systems for use on this building, considering the potential that caving soil and seepage will be encountered in the drilled holes. The western portions of the four buildings will extend over the backfill placed behind the western walls of the below -grade floors. Footings should not be supported on this backfill, as a Targe surcharge would be exerted on the backfilled walls. For this reason, we suggest that deep foundations consisting of augercast piers be used to support the western extensions of the buildings. The foundation design for all of the buildings should include options for both conventional footings and piers, in order to compensate for varying soil conditions without requiring a redesign of the foundations. Slab -on -grade floors are possible over the existing loose fill or native soils, but some noticeable slab settlement relative to the foundations must be expected. Cracking of the slabs due to settlement can be reduced, but not eliminated, by reinforcing them with a grid of steel bars and by placing at least 12 inches of imported structural fill beneath the slabs. Typically, a grid of No. 4 rebar on 12- to 18 -inch centers is adequate reinforcement. The structural fill should be a well - graded, gravelly fill, such as crushed rock or pit -run sand and gravel. Backfill behind the western basement wall must be well -compacted to limit settlement of the slab floor in the western extensions of the buildings. *the steep slopes west of the proposed development have experienced landslides in the past, and will likely be affected by soil movement again in the future. This will occur regardless whether or not the site is developed as planned. Future slope movement on the southern portion of the site appears most likely to occur as mudflows, as the loose, near -surface soils are observed to be relatively thin overlying the glacial till and dense silt. The western slopes are underlain by a significant thickness of old landslide debris on the northern portion of the site. Based on this, and the landslide that occurred in 1988, it appears that deeper slope movement is possible on this portion of the site. The height and inclination of the western slopes makes stabilization impractical. Therefore, the development should be configured in such a way as to minimize the potential for damage to at least the buildings from slope movement. The northern three buildings appear to be adequately set back (over 30 feet) from the toe of the steep slopes to protect them from serious damage from landslides. If proposed Building A cannot be moved at least this far from the toe of the steep slopes, it will be necessary to construct a catchment wall between the building and the I slope. The purpose of this catchment wall would be to slow and divert a mudflow traveling down the steep slope. The size and design of this wall would depend on the proximity 'of the building to the steep slope, but possibly could be incorporated into the western building wall itself. We can `c provide recommendations for this wall when the final site configuration is determined. The near -surface soils on the western slope are likely standing near their angle of repose. Cutting them at a steeper inclination will likely not be successful for permanent slopes. If it is necessary to grade them steeper, the potential for slope movement and future repair, such as the buttress that `t was constructed in 1988, will be increased. Cuts at the toe of the steep slopes should be retained engineered structures that are designed to resist shallow movement on the south portion oflhe site, and deeper movement on the northern portion. These retaining structures should be founded on the glacially -compressed soils to function properly. Design of retaining structures for these cuts will depend on the final configuration and grading in the parking areas. We understand that rockeries are proposed for these cuts. Generally, rockeries are not intended to retain loose soils, and it is likely that episodes of slope movement would carry away major portions of rockeries over time. Regardless o; the type of retain ng s:ructure utilized soil movernen, upslope is to be zJI 0-1 A 4 Sabey Corporation March 16, 1998 JN 98063 Page 6 anticipated, requiring periodic maintenance, regrading, and revegetation of the slopes. The majority of the steep slope lies on the upslope apartment complex's property, so slope maintenance would likely be conducted in cooperation with the adjacent western property owner. The parking area east of proposed Buildings C and D will extend close to the crest of the steep slope that drops to Pacific Highway South. Soil movement on this slope is possible in the future, but the slope appears to lie entirely on Washington Department of Transportation (WSDOT) property. This would indicate that maintenance of the slope, and repair of landslides, would likely be mainly their responsibility. However, the proposed project must not increase the potential for movement on this slope. Paving the area above the slope, and directing collected surface water to a storm sewer, will have some positive effects on the stability of this slope. No fill or debris should be placed on, or above this slope. The parking lot grading must account for this. Disturbance of the steep slope, and the existing vegetation, must be avoided. Catchb'asins and storm sewer pipes, and other utilities, should be moved as far from the crest of this northeastern slope as possible. This reduces the potential for Teaks and damage in the event of slope movement. -11rAc-k- .510 14Jeat The recommendations of this report are not intended to protect the proposed structures from damage due to falling trees. Attempting to incorporate mitigation for this hazard into the buildings would be very difficult. Wherever possible, sickly or undermined trees should be cut down, and their roots left in place, to reduce the hazard. Water from the existing ditches that extend down the western slope will need to be collected and directed to an appropriate stormwater outfall. This water is originating from groundwater,. and from surface runoff from the upslope property. A swale with catchbasins incorporated into it should be constructed upslope of the retaining structures that will be constructed below the western toe. This will collect other surface runoff not intercepted by the existing ditches. Proper drainage will be important behind the below -grade building walls to reduce the potential for future seepage. Free -draining, imported granular fill should be used as backfill. The silty, on-site soils are not acceptable for use as wall backfill. Performance of all subsurface drainage systems will degrade over time. Therefore, as a minimum, waterproofing should be used for below -grade areas that will be occupied, or for areas that will serve as mechanical, electrical, or storage spaces. The silt encountered in our explorations was originally deposited as lake sediment before being glacially consolidated. These deposits usually contain bedding planes that are often not horizontal. Bedding that dips down into an excavation can sometimes cause localized soil failures in the excavation face. Flatter, temporarily cut slopes, shoring, or buttressing of cut slopes may be necessary, depending on the bedding encountered during excavation. Our personnel can assist with remedial procedures, if the bedding becomes a significant consideration during excavation. The on-site soils will not be suitable for, reuse as structural fill or wall backfill due to their high silt and moisture contents. Imported granular fill should be planned, including for utility trench backfill in pavement or slab areas. Grading and earthwork on this site will certainly be more costly and difficult during wet weather, as the on-site soils are highly sensitive to moisture. Excavated footing subgrades should be protected with a thin (3 to 4 inches) layer of crushed rock or lean concrete to protect them from disturbance during placement of forms and reinforcement for the foundations. All disturbed and softened soils would need to be removed prior to pouring concrete, which can be a difficult process once the reinforcing steel is in place. Sabey Corporation March 16, 1998 JN 98063 Page 7 The silty subgrade soils will soften easily under pavements unless gravelly imported fill is placed beneath pavement sections. Generally, 9 inches of structural fill should be planned beneath pavement sections in parking and light traffic areas. At least 12 inches of imported structural fill should be used in heavy traffic areas, such as main entrances and drivelanes, and around dumpsters and other possible areas of truck traffic. Geotech Consultants, Inc. should be involved in the design of site retaining structures once the sit grading has been finalized. We should also be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. Conventional Foundations Conventional footings to support the proposed buildings must bear on undisturbed, glacial till or dense silt, or on imported, granular structural fill placed above these competent, native soils. Footings bearing on structural fill will need to be designed fora lower allowable bearing pressure. See the 'later sub -section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. They should be bottomed at least 12 inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Overexcavation will likely be required below portions of the foundations in each building to expose competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3 -foot -wide footing must be at least 5 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. The following allowable bearing pressures are appropriate for footings constructed according to the above recommendations: Bearing Condition Allowable Bearing Pressure Bearing directly, or on lean concrete, above competent native soil 5,000 psf Supported on structural fill placed. above competent native soil 1 3,000 psf Where: (i) psf is pounds per square foot. Sabey Corporation March 16, 1998 JN 98063 Page 8 A one-third increase in the above design bearing pressures may be used when considering short- term wind or seismic Toads. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be less than two-thirds of an inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing. Larger differential settlements could occur where more than 5 feet of structural fill is used beneath foundations. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: Parameter Design Value Coefficient of Friction 0.40 Passive Earth Pressure 300 pcf Where: (i) pcf is pounds per cubic foot, and (ii) passive earth pressure Is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above design values. Augercast Concrete Piers Drilled piers should be used to support the buildings in areas of deep fill, such as beneath proposed Building B, or where the western sides of the buildings will extend over backfill for the parking garage walls. These piers should be constructed using augercast methods, which allows pier installation where caving soils or groundwater are present. Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout must be pumped continuously through the auger as it is withdrawn. We recommend that augercast piers be installed by an experienced contractor who is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 40 tons can be attained by installing a 16 -inch -diameter, augercast concrete pier at least 10 feet into dense, native soil. For 15 feet of embedment, an allowable capacity of 50 tons is appropriate. For transient loading, such as wind or seismic loads, the allowable pier capacity may be increased by one-third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required. The minimum center -to -center pier spacing should be three times the pier diameter. We estimate that the total settlement of single piers installed as described above will be on the order of one-half inch. Most of this settlement should occur during the construction. phase as the dead loads are applied. The remaining post -construction settlement would be realized as the live - loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one-quarter inch. Sabey Corporation March 16, 1998 JN 98063 Page 9 We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full-length center bar. Each pier can be assumed to have a point of fixity at 10 feet below the ground surface for the computation of lateral load resistance. The loose soil against the piers can be assumed to have a design passive earth resistance of 150 pounds per cubic foot (pcf) acting on two times the pier diameter. Passive earth pressures on the grade beams will also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 200 pcf. Seismic Considerations The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1994 Uniform Building Code (UBC). In accordance with Table 16-J of the 1994 UBC, the site soil profile is best represented by Profile Type S2. The glacially -compressed silts and silty sands that will support the foundations are not susceptible to seismic liquefaction. Slabs -on -Grade All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free -draining, structural fill with a gradation similar to that discussed later in Permanent Foundation and Retaining Walls. In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used in the fine -grading process to reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking by improving the concrete curing process. We recommend placing concrete slabs over at least 1 foot of structurai.fill to provide more uniform support for the slab where the subgrade is soft or settles more rapidly than the surrounding ground. Isolation joints should be provided where the slabs intersect columns and walls. As discussed above in the General section, rebar should also be used in the slabs to reduce cracking from differential slab settlement. Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one-fourth of the slab. The spacing of control or expansion joints depends on the slab shape and the amount of steel placed in it. Permanent Foundation and Retaining Walls Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: Sabey Corporation March 16, 1998 Parameter Design Value Active Earth Pressure 40 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: (i) pcf Is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. • For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. ' JN 98063 Page 10 The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level, structural fill placed in front of a retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads, such as vehicles, will be placed behind the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also, if sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic Toads behind a wall can typically be accounted for by adding a uniform pressure equal td 2 feet multiplied by the above active fluid density. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backfill Backfill placed behind retaining or foundation walls should be coarse, free -draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The silty, on-site soils are not free -draining and should not be used for retaining wall backfill. Additionally, due to their low compacted strengths, the on-site soils would exert a much higher lateral load on the walls than is recommended above; The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the Sabey Corporation March 16, 1998 JN 98063 Page 11 wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub -section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below -grade walls. If some seepage through the walls or moist conditions are not acceptable, damp -proofing or waterproofing should be provided. This could include limiting cold -joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will only help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. Excavations and Slopes Excavation slopes should not exceed the • limits specified in local, state, and national government safety regulations. Based upon Washington Administrative Code (WAC) 296, Part N, the soil type at the subject site would generally be classified as Type C. Therefore, temporary cut slopes should not be excavated at an inclination steeper than 1.5:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. '.Due to the loose, occasionally wet condition of the near - surface soils, and the likely presence of inclined bedding or fracture . planes in the glacially - compressed silts, it is likely that additional measures may be necessary to provide stable temporary cut slopes in some areas. These measures could consist of flatter cut slopes, shoring, or constructing rock buttresses. The above recommended temporary slope recommendations are based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. All permanent cuts into the near -surface, loose native soil should be inclined no steeper than 2.5:1 (H:V). In areas of excessively poor soil, it may be necessary to use flatter permanent slopes, or to reconstruct and buttress the cut slope using quarry spalls or a similar fill material. Fill slopes constructed of imported granular fill should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of' these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. Sabey Corporation March 16, 1998 JN 98063 Page 12 Drainage Considerations We recommend the use of footing drains at the base of all perimeter footings and at the base of all backfilled, earth -retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch - minus, washed rock and then wrapped in non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation for a building will be close to the expected high groundwater elevations. We can provide recommendations for interior drains, should they become necessary, during excavation and foundation construction. All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 15. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from any slopes. General Earthwork and Structural Fill All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness .of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it .is placed. If the fill is not compacted to specifications, it can be recompacted before another lift is placed. This eliminates Sabey Corporation March 16, 1998 JN 98063 Page 13 the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Location of Fill Placement Minimum Relative Compaction Beneath footings, slabs. or walkways 95% Behind retaining walls 90% Beneath pavements 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed In percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-78 (Modified Proctor). The on-site soils _are not suitable for reuse as structural fill due to their high silt and moisture contents. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test pits and borings is representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits and borings. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the proposed structures from damage due to slope movement. Predicting the effects of development on the stability of slopes is an inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The owner must ultimately accept the possibility that slope movement could occur_, resulting in possible loss of ground or damage to the facilities around the proposed building. This report has been prepared for the exclusive use of Sabey Corporation,. and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No • Sabey Corporation March 16, 1998 JN 98063 Page 14 warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plates 7 - 14 Boring Logs Plate 15 Footing Drain Detail Attachments Previous Boring Logs Sabey Corporation March 16, 1998 JN 98063 Page 15 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. MRM/JRF: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. EXPIRES. 10/25/7 1 Marc R. McGinnis, P.E. Associate James R. Finley, P.E. 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ST 193c 11S144TH ; ESTI o > 0 IS F.5 a VICINITY MAP 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA Iz* 1 if / / / // / /_1 /i / // / i/ ///-_./ // TP -1 7/ 1 / / ,�/ 0, — / / // / /� / / / / / 1( / i i - �' - ' TP -3 TP -2_ - -.® B-4 J // /.' / j P-6 i 7/7 76 / TP,-- - __ ) N., ,..7, , , /-7 7 / - . i i -7 7 - -- 7- , __ _ �/ . 7 i / B-5 J i - ....... / i / `'—i' — /i B-6 / '01 / LEGEND: n PROPOSED BUILDINGS r - -I I EXISTING BUILDINGS L_ _J APPROXIMATE TEST PIT LOCATIONS FOR CURRENT STUDY APPROXIMATE BORING LOCATIONS FOR CURRENT STUDY • APPROXIMATE BORING LOCATIONS BY ASSOCIATED EARTH SCIENCES (MAY 1998) 7' GEOTECH CONSULTANTS SITE EXPLORATION PLAN 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA ✓°b No.: L 98063 Ogle: MARCH 1998 Sco /e: Plate, 2 1 King County Department of Natural Resources Yesler Building 400 Yesler Way, Room 700 Seattle, WA 98104-2637 (206) 296-6500 March 6, 1998 • 000 9 RECEIVED MAR 0 9 1998 vcgROAT TO: Interested agencies and individuals concerned with the Determination of Nonsignificance for Fort Dent Park Reclaimed Water Irrigation Project Enclosed is a copy of the Determination of Nonsignificance (DNS) and the SEPA Checklist for Fort Dent Park Reclaimed Water Irrigation Project, located in Tukwila, King County. The King County Department of Natural Resources prepared the SEPA DNS document and Checklist pursuant to SEPA in compliance with WAC 197-11-340. This DNS is being c' . e . • : • . isdiction. King , . swicrml i . . ct on is pre .. • . or 14 days must be sub • ed by March 19, 199: . Please submit comments to the following address: King County Department of Natural Resources Attn.: Shirley Marroquin, Supervisor Environmental Planning Unit Exchange Building M/S 81 821 2nd Ave. Seattle, WA 98104 CLEAN WATER — A SOUND INVESTMENT King County Wastewater Treatment Division Department of Natural Resources 821 Second Avenue Seattle, WA 98104-1598 DETERMINATION OF NONSIGNIFICANCE (DNS) FORT DENT PARK RECLAIMED WATER IRRIGATION PROJECT e oco5 RECEWIED MAR -0 9 1998 COMMUNITY Y DEVELOPMENT PROJECT DESCRIPTION: The King County Department of Natural Resources Wastewater Treatment Division is proposing to connect and operate an irrigation system to deliver reclaimed water within the boundary of Fort Dent Park. In the first phase, reclaimed water will be used to irrigate four enclosed softball fields and used for compaction and dust suppression in the fenced sand soccer stadium; in the second phase four grass soccer fields, one cricket field, one rugby field and three play areas are proposed to be irrigated with reclaimed water. The proposal includes installation of two segments of irrigation pipelines to connect the Park's existing irrigation system to the existing 16 -inch reclaimed water supply line. Segment One will require installation of about a 60 - linear -foot of 4 -inch diameter pipe laid at an average depth of 2 feet except at the connections to the existing main reclaimed water pipeline which will be 6 feet deep. Segment Two will consist of a 430 -linear -foot, 6 -inch diameter pipe to the existing soccer stadium irrigation system to the existing reclaimed water supply line. This pipe will also be about 2 feet below grade except for the point of connection that will be approximately 6 feet deep. Phase Two would install about 700 to 1200 -linear -foot, 4- to 8 -inch diameter pipe buried at depth of approximately 2 feet to the rest of the playfields. PROPONENT: King County Department of Natural Resources LOCATION OF PROPOSAL, INCLUDING STREET ADDRESS, IF ANY: Fort Dent Park is located in the City of Tukwila, north of I-405 and Interurban Avenue. Legal description: Sections 23 and 24 Townships 23 North, Range 4 East. LEAD AGENCY: King County Wastewater Treatment Division The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. ® This DNS is issued under WAC 197-11-340(2); the lead agency will not act on this proposal for 14 days from the date below. Comments must be submitted by March 19, 1998. RESPONSIBLE OFFICIAL: Donald Theiler POSITION/111LE: Manager, Wastewater Treatment Division TELEPHONE NUMBER: (206) 684-1551 ADDRESS: 821 Second Avenue M.S 82, Seattle, Washington 98104 j DATE: March 6, 1998 SIGNATURE: ® There is no agency appeal. [Statutory Authority: RCW 43.21C.110. 84-05-020 (Order DE 83-39), § 197-11-970, filed 2/10/84, effective 4/4/84.] G:SEPADNSF CLEAN WATER — A SOUND INVESTMENT • • ENVIRONMENTAL CHECKLIST RECECVED A. BACKGROUND 1. Name of proposed project, if applicable: Fort Dent Park Reclaimed Water Irrigation Project 2. Name of applicant: King County Department of Natural Resources 3. Address and phone number of applicant and contact person: King County Wastewater Treatment Division 821 Second Avenue, MS 81 Seattle, WA 98104-1598 CONTACT: Urania Perez -Freedman, Telephone: (206) 689-3705 4. Date checklist prepared: March 3, 1998 5. Agency requesting checklist: King County Department of Natural Resources 6. Proposed timing or schedule (including phasing, if applicable): MAR 0 9 1998 COMMUNITY DEVELOPMENT Construction of the reclaimed water irrigation line to the Fort Dent Park is expected to begin in April/May, 1998 and last approximately 3 weeks. The reclaimed water irrigation system is expected to be operational in the park by June 1, 1998. See phasing information below (item 7). The irrigation season is from May to October, depending on weather conditions. 7. Do you have any plans for future additions, expansions, or further activity related to or connected with this proposal? If yes, explain. The proposed project will be completed in two phases. Phase One is expected to be operational by June 1, 1998. Phase Two has not been scheduled yet and will occur as funds become available. Funding resources are anticipated within the next five years. Phase One includes: Connection of an existing reclaimed water irrigation line to the existing irrigation system for four softball fields as well as installation of a second line to connect the soccer stadium to the existing reclaimed water supply line. Phase Two may include adding other playfields to the existing reclaimed water irrigation system. 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Fort Dent SEPA Checklist 1 3/3/98 • • Metro, Effluent Reuse Baseline Risk Assessment (4/93) Metro, Final Report Addendum to Metro Effluent Baseline Risk Assessment (1994) Metro, Site -Specific Risk Assessment for Boeing Longacres Park Office Complex (12/94) King County, DEIS, Regional Wastewater Services Plan (5/97)• CWC -HDR, Inc., Alki Transfer -CSO Facilities Project, Environmental Analysis, Supplement III (3/92) Metro, DNS/Checklist for Foster Golf Course Effluent Irrigation (4/88) Metro, Addendum to the Final Environmental Impact Statement for the Alki Transfer/CSO Facilities Project, Tukwila Effluent Demonstration Project (3/3/93) Metro, DNS/Checklist for Effluent Reuse at East Section Reclamation Plant (4/95). King County Facilities Management Division, DNS/Checklist Fort Dent Fields Rehab (9/95).. 9. Do you know whether applications are pending for governmental approvals of other proposals directly affecting the property covered by your proposal? If yes, explain. No. 10. List any government approvals or permits that will be needed for your proposal, if known. 11. City of Tukwila, Public Works Permit Give brief, complete description of your proposal, including the proposed uses" and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of your proposal. You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project description). The King County Department of Natural Resources, Wastewater Treatment Division is proposing to connect and operate an irrigation system to deliver reclaimed water within the boundary of Fort Dent Park (see Map 1). Reclaimed water is defined as high quality effluent derived from disinfected wastewater that has been adequately treated. It is suitable for beneficial uses because it is no longer considered wastewater. In the first phase, reclaimed water will be used to irrigate four enclosed softball fields and used for compaction and dust suppression at the fence -enclosed sand soccer stadium; in the second phase four grass soccer fields, one cricket field, one rugby field and three play areas are proposed to be irrigated with reclaimed water. The park would continue to use potab/e water (drinking water) for drinking fountains, restroom sinks and toilets, concession stand uses and spraying of the softball infields between games for dust suppression. The reclaimed water is produced at the Class A reclaimed water facility located at King County's East Section Reclamation Plant (ESRP) in Renton. The reclaimed water facility treats previously disinfected secondary effluent from the treatment plant to a Class A reclaimed water quality standard. The standard is established by the Washington Departments of Health and Ecology in the Water Fort Dent SEPA Checklist 2 3/3/98 • • Reclamation and Reuse Standards (September, 1997). The processes required to reclaim effluent to meet the Class A standard include: chemical coagulation, filtration and disinfection. processes, storage and distribution pumping and piping. Background: In anticipation of producing and delivering reclaimed water in the vicinity of ESRP in 1995 King County installed a 16 -inch reclaimed water supply line from the plant at Renton through the park to the new Interurban Pump Station. The pump station is located directly south of the Foster Golf Links on Interurban Avenue in the City of Tukwila. This reclaimed water line has not been put in service. The line was connected, to the reuse facility located atthe ESRP in September 1997. This project will connect the reclaimed water supply line to part of the park's existing irrigation system at two locations within the park. All pipes carrying treated reclaimed water are and will be appropriately labeled per state standards. King County's National Pollutant Discharge Elimination System Waste Discharge Permit (No. WA -002958-1), Reclamation and Reuse for the ESRP authorizes Class A water reclamation projects of this nature within the county. Fort Dent Park is owned and operated by King County Parks & Recreation Division. Fort Dent Regional Park facilities include a fenced four -diamond softball field, four grass soccer fields, a future grass rugby field and a cricket field, three play areas and one sand soccer stadium. Its potable water is supplied by the City of Tukwila. The park is 52 acres in size and sited adjacent to the Green River (Map 2)_. Project size: Currently the park uses 80 gallons per minute (gpm) of potable city water for irrigation of the playfields during the irrigation season June to October. A greater amount of reclaimed water will be used in place of the city water currently used. Construction of the reuse pipelines: The proposal includes installation of two segments of irrigation pipelines to. connect the Park's existing irrigation system to the existing 16 -inch reclaimed water supply line. Segment One will require installation of about 60 linear feet of 4 -inch diameter pipe laid at an average depth of 2 feet except at the connections to the existing main reclaimed water pipeline which will be 6 feet deep. Segment Two will consist of a 430 linear feet of 6 -inch diameter pipe from the existing soccer stadium irrigation system to the existing reclaimed water supply line (See Map 2). This pipe will also be about 2 feet below grade except for. the point of connection that will be approximately 6 feet deep. Phase Two would install about 700 to 1200 linear feet, 4- to 8 -inch diameter pipe buried at a depth of approximately 2 feet to the rest of the playfields. Reclaimed water irrigation operations: The ballfields would be irrigated on the same schedule that they now follow. Presently irrigation occurs nightly between 10 p.m. to.8 a.m. during the summer months, May through October, depending on weather conditions. Fort Dent SEPA Checklist 3 3/3/98 • • The peak reclaimed water consumption for Phase One is estimated to be 220 gpm. Depending on the method of operation, the total reclaimed water consumption for Phase One and Two ranges from 580 gallons per minute (gpm) to 880 gpm. Quality of water: The reclaimed water proposed for use on this site is rated Class A water by the Washington State Departments of Health and Ecology. When used as described above and in keeping with the Washington State Department of Health's (DOH) and Ecology's (DOE) Water Reclamation and Reuse Standards (1997) there is no adverse affect anticipated for park users, workers or to the environment. Phases: The proposal to irrigate all of the ballfields and play areas of Fort Dent Park with reclaimed water will take place over the course of a few years, as funds become available. King County anticipates the switch over from city water (potable water) to reclaimed water for irrigation purposes will occur in phases. The initial phase, scheduled for summer 1998, will be the four softball fields as well as the soccer stadium. The second phase would install irrigation systems at the five remaining soccer fields, cricket field, new rugby field and three play areas. These new irrigation systems would also use reclaimed water for • irrigation purposes. All soccer fields and the cricket field have irrigation systems but may need new ones. The rugby field is not yet built and will need an irrigation system. Cricket and play areas presently have irrigation systems. Of the remaining four soccer fields, two are irrigated and two are non -irrigated 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any; and section, township, and range, if known. If a proposal would occur over a' range of area, provide the range or boundaries of the site(s). Provide a legal description, site plan, vicinity map, and topographic map, if reasonably available. While you should submit any plans required by the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. Fort Dent Park is located in the City of Tukwila, north of 1-405 and Interurban Avenue (See Map 1). Legal description: Sections 23 and 24 Townships 23 North, Range 4 East. The ESRP treatment plant is located approximately 1/4 of mile•east from Fort Dent Park. B. ENVIRONMENTAL ELEMENTS 1. Earth a. General description of the site (circle one): Flat, rolling, hilly, steep slopes, mountainous, other b. What is the steepest slope on the site? (approximate percent slope)? The site is mostly flat, 0-5% approximately for the entire Park. c. What general types of soils are found on the site? (for example, clay, sand, gravel, peat, muck)? If you know the classification of agricultural soils, specify them and note any prime farmland. Fort Dent SEPA Checklist 4 3/3/98 The type of soils in the Fort bent Park are Sandy loam. d. Are there surface indications or history of unstable soilsin the immediate vicinity? If so, describe. None known. e.. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. Selective native backfill and approximately 35 cubic yards of imported clean bedding materials, including sand and gravel will be used to back fill the pipe trench (see project description in Item A.11). f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe. g. Very little erosion, if any, is likely with this reclaimed water reuse project. In Phase One minor grading activity will occur in conjunction with connection and placement of approximately a 430 -linear -foot and a 60 - linear -foot, 4-6 inch diameter water pipe and valve structures (shallow trenched 2-6 ft). These excavations may remain open only for a few days maximum. Soils disturbed during installation of the buried reclaimed water pipe may temporarily increase the potential for erosion. However, the disturbed soils will be stabilized with seeding immediately after completion of the construction. About what percent of the site will be covered with impervious surfaces after project construction (for example, asphalt or buildings)? N/A. h. Proposed measures to reduce or control erosion, or other impacts to the earth, if any: The application rate and amount of reclaimed water used for irrigation would be designed to avoid excessive watering. Through a computerized system the park staff would monitor site water reuse application and vegetation conditions to prevent erosion and excessive irrigation. Erosion problems during and after construction are expected to be minimal. However, King County Best. Management Practices (BMPs) will be followed during construction of the project. 2. Air a. What types of emissions to the air would result from the proposal (i.e., dust, automobile emissions, odors, industrial wood smoke) during construction and when the project is completed? If any, generally describe and give approximate quantities if known. Fort Dent SEPA Checklist 5 3/3/98 • • Irrigation would likely produce aerosols during spray irrigation. The reclaimed water could have a slightly musty odor during applications. A small amount of emissions to the air will result from the exhaust of vehicles transporting materials to the construction site. b. Are there any off-site sources of emissions or odor that may affect your proposal? If so, generally describe. No. c. Proposed measures to reduce or control emissions or other impacts to air, if any: Users of Fort Dent Park would not be affected by the release of aerosols because irrigation would, mostly, only be carried out at night, after the park is closed for the day. This irrigation system would also allow vegetation to dry before the ballfields open in the morning. Night irrigation would reduce the likelihood of impacts to adjacent areas since people use many of the areas primarily during the day. At the soccer field, very occasionally, there will be a need to sprinkle the sand field with reclaimed water during the day on very hot days for Tess than 2 minutes for dust control purposes. Adverse impacts to users and spectators from .aerosols would be unlikely since the irrigation would occur for such a short time and between games. Potential odor is expected to be minor. Currently the King County Parks Department drains the sprinkler system at the start and end of the irrigation season which reduces odor potential. King County will continue this practice. 3. Water a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including year-round and seasonal streams, saltwater, lakes, ponds, or wetlands)? If yes, describe type and provide names. If appropriate, state what stream or river it flows into. Fort Dent Park is adjacent to the Duwamish-Green River and the Black River (Map 1). There is also a pond located in the park, near the picnic area, forcollection of stormwater drainage. 2) Will the project require any work over, in, or adjacent to (within 200 feet) the described waters? If yes, please describe and attach available plans. Yes, part of the work would be adjacent to the Green and Black Rivers. The connection to the existing reclaimed water line will require work within 200 feet of the Black River (see Map 2). Irrigation with reclaimed water would occur about 50 feet from the Fort Dent SEPA Checklist 6 3/3/98 ' river. Safeguards to prevent Class A reclaimed water from reaching surface waters include operations designed to calibrate the quantity of irrigation water relative to the moisture content of the soil. The state Final Water Reclamation and Reuse Standards (9/97) require that reclaimed water be applied at a rate that does not drain beyond the root zone. No ponding or pooling of water at the surface is allowed by the Standards. 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected.. Indicate the source of fill material. The project would not require any filling or dredging in surface waters. 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities if known. No. Reclaimed water for irrigation will be obtained from the East Section Renton Plant at Renton (a King County wastewater treatment plant). 5) Does the proposal lie within a 100 -year floodplain? If so, note location on the site plan. Yes. 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. N/A b. Ground: 1) Will ground water be withdrawn, or will water be discharged to groundwater? Give general description, purpose, and approximate quantities if known. Minor dewatering (by pumping) during construction may be necessary during installation of the reclaimed water pipelines. It is unlikely that irrigation water could reach groundwater in the site. Excessive irrigation, if any, would be avoided by computerized monitoring of the rate and amount of irrigation. The intent of the irrigation is to wet the plant or grass root zone to support landscape vegetation. The irrigation system operates automatically, 20 minutes per station in each playfield and allowing about 1 -inch of water per. week in the irrigated area for the ballfields. At the sand -soccer stadium irrigation operations allow only 1/4- to 1 /2 -inch of water per week for compaction and dust control. Fort Dent SEPA Checklist 7 3/3/98 • • During the summer season, when reclaimed water would be used for irrigation, the ground water table at the site is about 3 feet deep. No adverse impacts to ground water are expected as a result of this project (see also Items B.7 below). 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewage; industrial, containing the following chemicals...; agricultural; etc.). Describe the general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) are expected to serve. Class A reclaimed water is not considered a waste material. c. Water Runoff (including storm water): 1) Describe source of runoff (including storm water) and method of collection and disposal, if any (include quantities, if known). Where will this water flow? Will this water flow into other waters? If so, describe. Water runoff, if any, would be minimal since reclaimed water would be used when rainfall is insufficient to meet the park's water needs (summer time). Any possible excessive irrigation water would infiltrate to the existing under drainage system of the softball and soccer fields and eventually flow to the outfall to the Green River, adjacent to the site. If runoff were to inadvertently reach surface waters, degradation of surface waters would not likely occur due to the high quality of the reclaimed water (Class A). 2) Could waste materials enter ground or surface waters?. If so, generally describe. Class A reclaimed water is not considered a waste material. d. Proposed measures to reduce or control surface, ground and runoff impacts, if any: To ensure that a Class A reclaimed water standard is always achieved at the ESRP, numerous backup systems were installed to prevent the accidental release of improperly treated reclaimed water from entering the distribution system (Metro, DNS for Effluent Reuse Pilot at EDRP, 1995). All biological treatment systems at the ESRP meet the Department of Ecology's requirements for Class A reliability. Soil baseline data would be taken prior to irrigating the site with the reclaimed water and post -irrigation sampling may occur this year. Fort Dent SEPA Checklist 8 3/3/98 4. Plants a. Check or circle types of vegetation found on the site: X deciduous tree: alder, maple, aspen, other X evergreen tree: fir, cedar, pine, other X shrubs _X_ grass pasture crop or grain X wet soil plants: cattail, buttercup, bullrush, skunk cabbage, other water plants: water lily, eelgrass, milfoil, other X other types of vegetation: Turf b. What kind and amount of vegetation will be removed or altered? Approximately 400 square feet of turf would be removed during excavation to install the pipelines mentioned in the project description (see Item A.11). The disturbed areas would be restored to the original condition with new turf when the project is completed. c. List threatened or -endangered species known to be on or near the site. None known. d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any: None. The intent of irrigationwith reclaimed water is to support the landscape vegetation in the play fields and to serve as dust control at night time at the soccer stadium. 5. Animals a. Circle any birds and animals which have been observed on or near the site or are known to be on or near the site: birds: hawk, heron, eagle, songbirds, other: Canadian geese, ducks mammals: deer, bear, elk, beaver, other: fish: bass, salmon, trout, herring, shellfish, other: b. List any threatened or endangered species known to be on or near the site. A proposal to list the wild Puget Sound Chinook Salmon as a federal threatened species was announced in February 26, 1 998 (National Marine Fisheries Service). Wild Chinook are present in the Green River (fall run). c. Is the site part of a migration route? If so, explain. The site is located along the Pacific Flyway. Fort Dent SEPA Checklist 9 3/3/98 d. Proposed measures to preserve or enhance wildlife, if, any: N/A 6. Energy and Natural Resources a. What kinds of energy (electric, natural gas, oil, woodstove, solar) will be used to meet the completed project's energy needs? Describe whether it will be used for heating, manufacturing, etc. Additional electrical energy will be used to operate the automatic irrigation system. b. Would your project affect the potential use of solar energy by adjacent properties? If so, generally describe. N/A c. What kind of energy conservation features are included in the plans of this proposal? List other proposed measures to reduce or control energy impacts, if any: N/A 7. Environmental Health a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion, spill, or hazardous waste, that could occur as a result of this proposal? If so, describe. Itis unlikely that a health hazard could exist if humans came into contact with reclaimed water because is treated to achieve Class A quality. Direct contact with the reclaimed water (e.g., via touching spray -irrigated vegetation) would probably be the only means of transmission of any pathogens (germs) present in the reclaimed water. However, even if humans were to come into contact with the reclaimed water the health hazard would be low to negligible (Metro, Risk Assessment studies, 1993 and 1994) since the reclaimed water has been treated and ,disinfected to achieve the standards required by DOE and DOH (Class A) . Consequently, the chance of a public health hazard occurring is very remote. Irrigation of playfields with reclaimed water is a common practice in other states, including California, Florida and Arizona. 1) Describe special emergency services that might be required. None due to the measures which would be taken to reduce possibilities of human contact with the reclaimed water. 2) Proposed measures to reduce or control environmental health hazards, if any: 1 Class A Reclaimed Water is defined as "reclaimed water that, at a minimum, is at all times an oxidized, coagulated, filtered, disinfected wastewater" (DOE/DOH Water Reclamation and Reuse Standards, September 1997) Fort Dent SEPA Checklist 10 3/3/98 Several measures would be used to reduce any potential health hazards of irrigation with Class A reclaimed water: Educating the public about reclaimed water by posting advisory signs is a requirement of the DOE and DOH Water Reclamation and Reuse Standards (1997). Signs with pictograms that state "Do not drink this water" would be posted at the site in locations where reclaimed water would or could be discharged from the irrigation piping system. Interpretive signs that depict the reclaimed water cycle would also be posted at th'e site before construction starts. In the softball fields irrigation would only be done at night (about 10 p.m. to 8 a.m.) after the playfields are closed. This would allow vegetation to dry before the first users arrive to use the playfields in the morning. It would also eliminate the possibility of users coming into contact with aerosols drifting away from spray -irrigation sites. Potable water will continue to be used to irrigate the infield area in the softball fields. (See also item B.2.c, Air element). Periodic monitoring of water and soil quality could be used to provide early warning of the presence or accumulation of chemicals or micro- organisms. The automatic irrigation system design monitors the existing irrigation conditions to the optimal irrigation level when the desired soil moisture content is reached. Other irrigation mechanisms are: manual emergency shut-off in the eventof system leaks or rupture, and • implementation of nighttime irrigation scheduling, both to minimize the potential for people to be exposed directly to the spray and to maximize the efficiency of uptake by plants. As a precaution in the fence -enclosed softball fields, a physical barrier over and around the drinking fountains facing the fields (both softball and soccer fields) would be installed to protect the faucets from possibly coming in contact with overspray and/or wind drift coming from the reclaimed water used in irrigation. Common regular hygiene practices (e.g. washing hands after coming into contact with reclaimed water) should be followed by landscape and park workers. Risk assessment studies prepared for King County by a private consultant concluded that "the overall potential for health effects due to exposure from the reuse of alum/sand/chlorination treated reclaimed water [Class Al are low to negligible....Infection is not expected to occur in children and adults who play at the recreational park or golf course and maintenance workers at an industrial complex who accidentally swallow the reclaimed water" (Addendum to Metro Effluent Reuse Baseline Risk Assessment, 1994). No adverse health impacts are expected as a result of this project. Fort Dent SEPA Checklist 11 3/3/98 b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, other)? N/A 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (for example: traffic, construction, operation, other)? Indicate what hours noise would come from the site. Short-term and infrequent noise would be created by the construction vehicles present in the site during construction. 3) Proposed measures to reduce or control noise impacts, if any: None. 8. Land and Shoreline Use a. What is the current use of the site and adjacent properties? Regional King County park is the current use of the site. Adjacent uses are offices, businesses and a hotel. b. Has the site been used for agriculture? If so, describe. Yes. The site was used as pasture before it became a park in the early 1970s. c. Describe any structures on the site. There are two structures at the site: one building with restrooms and concession stands by the softball fields and another small building with public restrooms and maintenance operations by the stormwater detention pond. d. Will any structures be demolished? If so, what? No. e. What is the current zoning classification of the site? RA, Recreational area. f. What is the current comprehensive plan designation of the site? Parks and open space area. g. If applicable, what is the current shoreline master program designation of the site? Urban. Fort Dent SEPA Checklist 12 3/3/98 h. Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. Green. River is classified as Class 1 Stream. i. Approximately how many people would reside or work in the completed project? The park will continue to have the current maintenance staff. j. Approximately how many people would the completed project displace? None. k. Proposed measures to avoid or reduce displacement impacts, if any: N/A. I. Proposed measures to ensure the proposal is compatible with existing and projected land uses and plans, if any: The proposed irrigation of the playfields with reclaimed water is compatible with the current recreational use. As, mentioned above, irrigation would start after recreational activities are over for the day and end before the recreational users arrive in the morning. Enough time to allow the landscape area to dry before the players arrive will be part of the irrigation pattern. 9. Housing a. Approximately how many units would be provided, if any? Indicate whether high, middle, or low-income housing. N/A b. Approximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. N/A c. Proposed measures to reduce or control housing impacts, if any: N/A 10. Aesthetics a. What is the tallest height of any proposed structure(s), not including antennae; what is the principal exterior building material(s) proposed? N/A b. What views in the immediate vicinity would be altered or blocked? Fort Dent SEPA Checklist 13 3/3/98 N/A c. Proposed measures to reduce or control aesthetic impacts, if any: N/A 11. Light and Glare a. What type of light or glare will the proposal produce? What time of day would it mainly occur? None. b. Could light and glare from the finished project be a safety hazard or interfere with views? No. c. What existing off-site sources of light or glare may affect your proposal? N/A d. Proposed measures to reduce or control Tight and glare impacts, if any: N/A 12. Recreation a. What designated and informal recreational opportunities are in the immediate vicinity? As mentioned in the project description the following recreational facilities are present in the Fort Dent Park: a fenced four -diamond softball field, four grass soccer fields, a future grass rugby field and a cricket field, three small play areas near the pond and one sand soccer stadium. Permanent and portable picnic tables are located in a few locations within the park. The Green River trail (west side) borders the park and recreational opportunities there are: bicycling, jogging and walking. b. Would the proposed project displace any existing recreational uses? If so, describe. No. The intent of the project is to support the irrigation system of the playfields with reclaimed water. Construction of the reclaimed water pipelines would occur outside the playfields. Later this year the softball fields will have to be torn up, duringthe off season, to complete the installation of an automatic potable water system spray to the infield. c. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project or applicant, if any: None. Fort Dent SEPA Checklist 14 3/6/98 13. Historic and Cultural Preservation a. Are there any places or objects listed on, or proposed for, national, state or local preservation registers known to be on or next to the site? If so, generally describe; Yes, there are historical and archeological sites present adjacent to the confluence of the Green and Black Rivers near where the installation of the reclaimed pipelines would occur (softball fields). The White Lake Site (45K1458 and 45K1438A) has been determined to be eligible for listing on the National Register of Historical Places and is near one of the proposed pipeline excavation trenches for the north pipeline (Map 2 Phase 1, Seg. 1). This is an area with evidence of hunter -fisher -gatherer occupation. Archaeologists investigated the area for the previous Metro Alki Transfer/Combined Sewer Overflow Control pipeline project and documented their findings in several reports. b. Generally describe any landmarks or evidence of historic, archaeological:, scientific or cultural importance known to be on or next to the site. There is a historic plaque located at the park site. The plaque exists at a location not impacted by this project. c. Proposed measures'to reduce or control impacts, if any: The preferred alignment Phase One, Segment One, located on the north edge of the park, may intersect hunter -fisher -gatherer archaeological deposits of the White Lake Site (45K1438A) in the vicinity of the existing 16 -inch pipeline and may adversely affect the site deposits (LAAS, Memo dated 2/6/98). Installation of the reclaimed pipeline would not affect archaeological sites by the soccer stadium (Phase One, Segment Two). An archaeologist would monitor construction of the reclaimed pipelines for Phase One, Segment One (see Map 2). If archaeological deposits are identified by the professional archaeologist while monitoring construction excavation, work would stop and the archaeologist would determine if the deposits appear to be significant. If the archaeological deposits appear to be significant King County would contact the Washington State Historical Preservation Office (SHPO), the Muckleshoot Tribe and Suquamish Tribe. If archaeological deposits can not be avoided through redesign or rerouting the pipeline, .the archaeologist would prepare a Data Recovery Plan at the direction of King County and in consultation with SHPO, the Muckleshoot Tribe and Suquamish Tribe. Data recovery excavation would be conducted to mitigate potential adverse impacts to the archaeological deposits. Construction would resume after data recovery excavation. 14. Transportation a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. Fort Dent SEPA Checklist 15 3/3/98 • • Vehicle access to the park is available from Interurban Avenue South in Tukwila. There is a pedestrian bridge behind the softball fields that connects to S. 144th Street. b. Is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? - Metro public buses serve Interurban Avenue South. c. How many parking spaces would the completed project have? How many would the project eliminate?. N/A. d. Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe (indicate whether public or private).. N/A. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe. The BNSF Burlington Northern railroad tracks are adjacent to the east of the site. f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. No increase in vehicular trips is expected with this project. g. Proposed measures to reduce or control transportation impacts, if any: None. 15. Public Services a. Would the project result in an increased need for public services (for example: fire protection, police protection, health care, schools, other)? If so, generally describe. The project will increase the need for electricity to run the irrigation control. The project will also decrease the use of potable water. b. Proposed measures to reduce or control direct impacts on public services, if any: None. 16. Utilities a. Circle the utilities currently available at the site: electricity, natural gas, water, refuse service, telephone, sanitary sewer, septic system, other. Fort Dent SEPA Checklist 16 3/3/98 • • The project will use electricity to power the electric control valves and timer that control the application of irrigation water. b. Describe the utilities that are proposed for the project, the utility providing the service, and the general construction activities on the site or in the immediate vicinity which might be needed. See project description for reclaimed irrigation pipelines that would be installed. The purpose is to supply the Park irrigation system with reclaimed water from the ESRP during the summer season. C. SIGNATURE The above answers are true and complete to the best of my knowledge. Signature: upervisor, !' WTD Enviro,ental Planning Unit Date Submitted:!/i .-/t--ait 3 / 59 P Fort Dent SEPA Checklist 17 3/3/98 STA 52+00 8- CONNECTION POINT 1-16 X 8 TEE FLG 1-16- BP/ FLC X MJ 1-8- CV FIG •X FLG 1-16- FLC X MJ ADAPTOR 1-8" BF AND BLOCK PROVIDE RESTR JTS AS REDO 1"! kr G . S �GFNO •— • • — • • — C9STPIC I6'A RECYCLED WATER PPE PWSE 1 PSE 2 (UN-L00PEO) — / / 0,1). F(� \\lr\\ _-R CALL 2 DAYS BEFORE YOU DIG 1-800-424-5555 SURVEYED: BASE NAP PLOT: LT not 0E5101 PLOT: TRAXINCER f NECXED: not 3196 TEED BOOR: XXX APPROVED: EARRY R. CIEBONS, P.E. GATE 319E PROJECT 11ANAG : JACQVEETNN RQSMVEEL GATE 1/98 OESICRED. NIlEJSENG OATS 3/98 ORAWN: TRAX'NCFR L DATE 3/99 PROJECT No •73.40 SURVEY No xXX MAINTENANCE 0MSI0N No SHEET X OF X SHEETS KING COUNTY DEPT. OF NATURAL RESOURCES PAM BISSONNETTE. DIRECTOR SURFACE WATER - ENGINEERING ANO ENVIR0NM ENTAL SERVICES FORT DENT PARK RECLAIMED WATER IRRIGATION PROJECT PLAN MAP -NO 2003-09(X) ON-SITE FLOW OFF-SITE FLOW ENTERS PROPERTY Ow— WA TER FEATURE STORM EVENT < 2 -YEAR NO adEXCESS RUNOFF FROM > 2 -YEAR STORM EVENT RUNOFF RATE < 6 -MONTH PEAK NO YES YES ALL FLOW TO POND DETENTION FACILITY POND 6 -MONTH STORM V EQUALIZA TION PIPE DEAD STORAGE FOR WA TER QUALITY ic- BIOSWALE • FLOW < THE OFF-SITE 6 -MONTH PEAK N ALL FLOWS COMBINE NELSON-BOURDAGES A &Won of Poggemeyer Des9n Croup, Inc COPYRIGHT �N£LSO 4-6OUR0 1998 512 6th Street South, Suite 202 K•cklond, WA 98033 (425) 827 - 5995 FAX (425) 828 - 4850 e -moi: nelsbourOooLcom OUTFALL NO. 3 PACIFIC VIEW OFFICE PARK SABEY CORPORATION ON-SITE AND OFF-SITE DRAINAGE FLOW CHART ON-SITE FLOW OFF-SITE FLOW ENTERS PROPERTY Mow— WA TER FEATURE STORM EVENT < 2 -YEAR NO EXCESS RUNOFF im...." FROM > 2 -YEAR STORM EVENT YES ALL FLOW TO DE TEN TION FACILITY DETENTION FACILITY RUNOFF RATE < 6 -MONTH PEAK YES NO ALL FdOW TO POND POND 6 -MONTH STORM EQUALIZATION PIPE BIOSWALE • DEAD STORAGE FOR WATER QUALITY co 0-3 NELSON-BOURDAGES A Division o1 Poggemeyer Design Group, Inc. COPYRIGIT C 1998 NELSON—DOURD 512 6th Street Scuth, Suite 202 Ki klond, WA 9803.3 (425) 827 - 5995 FAX (425) 828 - 4850 e -moi: nelsbourOool.com ALL FLOWS COMBINE OUTFALL NO. 3 FLOW < THE OFF-SITE 6 -MONTH PEAK EXCESS RUNOFF FROM > 6 -MONTH STORM EVENT PACIFIC VIEW OFFICE PARK SABEY CORPORATION ON-SITE AND OFF-SITE DRAINAGE FLOW CHART PACIFIC VIEW OFFICE PARK t� F E q �` :f' ` 1 17 DRAINAGE CONTROL PLAN CALCULATIONS .... •Krr `-^" G�f t s ��.''� �p pp I. Objective • Present established guidelines used to design the conveyance and detention structures for this project. II. Reference • Overall site plan (drawings C1 through C19) • "King County WA, Surface Water Design Manual" (KCSWDM) • "Stormwater Management Manual for the Puget Sound Basin" (SWMMPS) III. Design Criteria Run-off Conveyance Structures: • All permanent run-off conveyance structures were designed to control peak run-off from the 25 -year storm event. • Pipe systems were designed to convey and contain at least the peak run-off rate for the 25 -year design storm. Structures for pipe systems will provide a minimum of 0.5 feet of freeboard between the hydraulic grade line and the top of the structure for the 25 year peak rate of run-off. • Culverts were designed to convey the peak run-off rate for the 25 -year design storm without surcharge. In addition, culverts will convey the 100 -year design storm under surcharged conditions. • Drainage ditches and channels were designed to convey at least the peak run-off from the 25 -year design storm with a minimum freeboard to overflow of 0.5 feet. In addition, drainage ditches and channels will convey the peak run-off from the 100 - year design storm without overtopping. • Temporary erosion control measures were designed to control peak run-off from the 2 -year storm event. Detention Facilities: • Detention facilities were designed to provide run-off treatment for the 6 -month, 24-hour design storm event. The streambank erosion control standard limits peak flows, discharged from the developed site to 50 percent of the existing condition 2 - year, 24-hour event and will maintain the existing condition peak flow rates for the 10 -year and 100 -year, 24-hour design storms, with appropriate correction factors (see Chapter 111-1, SWMMPS). Pacific View Drainage Calculations IV. Analysis • All existing and proposed conveyance systems were analyzed and designed using the peak flows from developed hydrographs. Exception: For drainage subbasins 25 acres or less, and having a time of concentration of less than 100 minutes, the capacity of conveyance elements were determined using the . Rational Method described in Section 4.3.3, KCSWDM. • Hydrographs were developed using the Santa Barbara Urban Hydrograph (SBUH) method for the SCS Type 1A rainfall distribution as described in Chapter 3, KCSWDM. V. Calculations Ditch and Channel Design: A spreadsheet was used to design the ditches and channels in this section. The spreadsheet calculations are based on Manning's equation. Manning's equation can be stated as: Q1.486 AR 213S"2 =" N Where, Q = Discharge (cfs) n = Manning's roughness coefficient A = Cross-sectional area of flow (SF) R = Hydraulic radius (ft) which equals the cross-sectional area A divided by the wetted perimeter P S = Channel slope (ft/ft) For trapezoidal applications, the following sketch defines some of the variables: w e Nelson-Bourdages a Division of Poggemeyer Design Group, Inc. 2 Pacific View Drainage Calculations where, W= top width of flow (ft) B = bottom width of channel (ft), B = 0 for triangular swales Y = depth of flow (ft) M = average side slope ratio = M, + M2 2 Manning's equation can be rearranged as: AR2'3 = Qn 1.494 or, (By + My2) By + My2 Qn B+2y)1+MZ 1.49/ It can be seen that if Q, N, S, B and M are known then Y can be found. The spreadsheet calculates Qn and separately calculates AR 2/3 in a data base for 1.494 depths ranging from 0 to 3 feet at 0.01 ft increments. The spreadsheet takes the calculated value of Qn and locates the Y value in the data base which makes 1.494 AR 2/3> Qn This Y value is the normal depth. 1.494 After Y is found for a specific channel design, the design must be checked to ensure that the channel lining will not erode. Therefore the spreadsheet calculates the channel water velocity V and liner shear stress T. Nelson-Bourdages a Division of Poggemeyer Design Group, Inc. 3 Pacific View Drainage Calculations These are calculated as: _ Q _ 1.49 157 V A nR213 and T=62.41b/ ft3 (y)(S) VI. The following roughness coefficients were used for ditch, channel and culvert calculations Description of Lining n Earth 0.022 Grass 0.032 RCP & concrete 0 0.013 CMP 0.024 Temporary synthetic channel lining 0.032 Allowable ditch and channel velocities are listed below. for earth Vmax = 2.5 fps for grass, Vmax = 4.5 fps For synthetic liners, refer to manufacturer's specifications for allowable velocities and stresses. Each ditch and channel was checked with the spreadsheet to determine the normal depth, erosion resistance with a temporary earth liner (2 yr storm) , temporary mat liner (2 yr. storm), and with a healthy stand of grass (25 yr. storm). Culvert Design Calculations Required pipe diameter (D) in inches were estimated for pipes and culverts using Manning's equation for pipes flowing full with no surcharge. D- 16 Qn 3/8 S Nelson-Bourdages a Division of Poggemeyer Design Group, Inc. 4 STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN FIGURE III -1.1 Volume Correction Factor to be Applied to Streambank Erosion Control BMPs Based on Site Impervious Cover 50 45 Ao% -r - 40 35 30 25 15 10 0 20 40 60 SITE IMPERVIOUS COVER (ND; 80 100 741% III -1-3 FEBRUARY, 1992 /- , N'' ,-'- /.r // // •/ // // / / .// w ///,'', '- �� •',/r ,/ /„.• r.,/ ' // / // ,,/' / / w' �'� „,,, '! ✓!•/,fJ ��.. ... 11 T l v 0 30 60 120 SCALE: 1`=60' /' • '', .! / ./ .// � �/', .�- - / .�f �.� o"�';-,_„� -p' 000000.00,00, 40 • ' r ,' 1 ' ,r' 0 ” r .2.--- , m ...,... ....../ h0.00000.00 / • • ✓ NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK DETENTION POND STAGE -STORAGE CALCULATIONS Page of DATE: 25 -May -98 BY: BEK CHKD BY: JOB 8 98020C ELEV AREA VOLUME ACC. STAGE LnS LnZ (sf) (cf) (S (Z) 184 514 0 0 0 0.00 0.00 185 931 723 723 1 6.58 0.00 186 1,451 1,191 1,914 2 7.56 0.69 187 2,078 1,765 3,678 3 8.21 1.10 188 2,800 2,439 6,117 4 8.72 1.39 189 3,612 3,206 9,323 5 9.14 1.61 190 4,513 4,063 13,386 6 9.50 1.79 REGRESSION OUTPUT session Statistics Multiple R 0.997666 R Square 0.995338 Adjusted R Squa 0.994172 Standard Error 0.082464 Observations 6 Analysis of Variance df Sum of Squares b = 1.63 Ks = 666 Kean Square F ificance F Regression 1 5.80716086 Residual 4 0.027200916 Total 5 5.834361776 5.80716086 853.9654946 8.164E-06 0.006800229 Coefficients Standard Error t Statistic P. -value Lover 95% Upper 95% Intercept 6.501714 0.069696963 xl 1.626361 0.055654057 D:\SPREADSH.EET\98020C\STORAGE.XLS 5/25/98 11:28 PM 93.2854776. 2.68348E-09 6.3082043 6.695224654 29.22268801 8.79568E-07 1.4718404 1.780881889 NELSON-BOURDAGES a division of Poggemeyer Design Group SUMMARY: ONSITE RETURN PERIOD 6 MONTH 2 YEAR 10 YEAR 100 YEAR PACIFIC VIEW OFFICE PARK POST -DEVELOPMENT AREA (sf) PERV AREA (sf) = 79,200 IMPERV AREA (sf) = 223,835 tc (min) = 6.8 DETENTION VAULT: LENGTH (ft) = 100 WIDTH (ft) = 50 EQUALIZATION PIPE: DIAMETER (in) = 24 LENGTH (ft) = 100 PIPE IE = 187.8 POND: Ks = 666 b = 1.63 AREA (acres) 1.818 5.139 DATE: 25 -May -98 BY: BEK CHKD BY: JOB # 98020C CN 85 98. OUTLET IE = 181 ORIFICE NO 1 EL = 180 OR NO 1 DIA (in) = 1.84 ORIFICE NO 2 EL = 187.80 ORIFICE NO 2 DIA (in) = 7.05 OVERFLOW EL = 200 OVERFLOW DIA = 12 (in) VOLUME CORRECTION FACTOR = 40% PEAK DISCHARGE PRE -DEVELOPMENT POST -DEVELOPMENT (cfs) (cfs) 0.232 0.464 0.980 1.699 0.231 0.921 1.697 D:\SPREADSH.EET198020C\OUTFALL3\[PVPOND.XLWISU MMARY POND IE = 184 EQ PIPE IE = 187.8 PEAK STAGE 187.78 188.08 189.03 PEAK STORAGE REQUIRED W/FACTOR (cf) (d 24,199 25,852 31,381 33,878 36,193 43,934 NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK PRE -DEVELOPMENT OUTFALL NO. 3 2 -YEAR, 24-HOUR STORM INPUT: TOTAL PRECIPITATION (in) = 2.00 BASIN: OUTPUT: AREA (sf) AREA (acres) CN PERV AREA (sf) = 113,760 2.612 85 IMPERV AREA (sf) = 0 0.000 98 tc (min) = 6.8 INFLOW Qp (cfs) = 0.464 Qp (gpm) = 208 Tp (min) = 7.67 VOLUME (cf) = 7,534 DATE: 26 -Apr -98 BY: BEK CHKD BY: JOB # 98020C 0.5000 0.4500 0.4000 LL 0.3500 0 0.3000 ce 0.2500 = 0.2000 fn 0.1500 0 0.1000 0.0500 0.0000 0 0 0 INFLOW A INFLOW J 0 0 0 0 0 0 GD (V TIME (HOURS) D: \ S PEAD S H E. ET\ 98020C\ O UTFALL3 \ [2YR-STM.XLWJ 2YR-PRE XLS NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK PRE -DEVELOPMENT OUTFALL NO. 3 10 -YEAR, 24-HOUR STORM INPUT: TOTAL PRECIPITATION (in) = 2.90 BASIN: OUTPUT: AREA (sf) AREA (acres) CN PERV AREA (sf) = 113,760 2.612 85 IMPERV AREA (sf) = 0 0.000 98 tc (min) = 6.8 INFLOW Qp (cfs) = 0.980 Qp (gpm) = 440 Tp (min) = 7.67 VOLUME (cf) = 14,257 DATE: 26 -Apr -98 BY: BEK CHKD BY: JOB # 98020C 1.0000 0.9000 0.8000 tui 0.7000 0 w 0.6000 ix 0.5000 X 0.4000 0 0.3000 0.2000 0.1000 0.0000 0 0 0 INFLOW INFLOW 0 0 0 0 0 0 V CO N (O O [t TIME (HOURS) D:1 S PEAD S H E. ET198 02 0 C\ O UTFALL3 \ [l 0YR-STM.XLW)10YR-PRE.XLS NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK PRE -DEVELOPMENT OUTFALL NO. 3 100 -YEAR, 24-HOUR STORM INPUT: TOTAL PRECIPITATION (in) = 4.03 BASIN: OUTPUT: AREA (sf) AREA (acres) CN PERV AREA (sf) = 113,760 2.612 85 IMPERV AREA (sf) = 0 0.000 98 tc (min) = 6.8 INFLOW Qp (cfs) = 1.699 Qp (gpm) = 762 Tp (min) = 7.67 VOLUME (cf) = 23,544 DATE: 26 -Apr -98 BY: BEK CHKD BY: JOB # 98020C 1.8000 1.6000 1.4000 in U 1.2000 ui1.0000 Q 0.8000 x 0.6000 ca 0.4000 0.2000 0.0000 INFLOW INFLOW o 0 0 0 0 0 0 O ao N N TIME (HOURS) D:\SPEADSHE.ET\ 98020C\OUTFALL3\[100Y-STM.XLW]100Y-PRE.XLS NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK POST -DEVELOPMENT 2 -YEAR, 24-HOUR STORM AREA (sf) PERV AREA (sf) = 79,200 IMPERV AREA (sf) = 223,835 tc (min) = 6.8 DETENTION VAULT: LENGTH (ft) = 100 WIDTH (ft) = 50 DETENTION PIPE: DIAMETER (in) = 24 LENGTH (ft) = 100 PIPE IE = 187.8 AREA (acres) 1.818 5.139 OUTLET STRUCTURE: CN 85 98 OUTLET IE = 181 ORIFICE NO 1 EL = 180 OR NO 1 DIA (in) = 1.84 ORIFICE NO 2 EL = 187.8 ORIFICE NO 2 DIA (in) = 7.05 RISER EL = 200 RISER DIA (in) = 12 PEAK INFLOW (cfs) = 2.71 PEAK OUTFLOW (cfs) = 0.2314 MAX STAGE (ft) = 187.78 MAX STORAGE (cf) = 24198.8 TIME TO PEAK (hrs) = 0.17 DATE: 25 -May -98 BY: BEK CHKD BY: JOB # 98020C Cd = 0.6 Cw = 3 D:\SPREADSHE. EET\98020C\OUTFALL3\[PVPOND.XLWI2YRVAULT.XLS 5/25/98 11:35 PM NELSON-BOURDAGES a division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK POST -DEVELOPMENT 10 -YEAR, 24-HOUR STORM AREA (sf) PERV AREA (sf) = 79,200 IMPERV AREA (sf) = 223,835 tc (min) = 6.8 DETENTION VAULT: LENGTH (ft) = 100 WIDTH (ft) = 50 DETENTION PIPE: DIAMETER (in) = 24 LENGTH (ft) = 100 PIPE IE = 187.8 AREA (acres) 1.818 5.139 CN 85 98 OUTLET IE = 181 ORIFICE NO 1 EL = 180 OR NO 1 DIA (in) = 1.84 ORIFICE NO 2 EL = 187.8 ORIFICE NO 2 DIA (in) = 7.05 RISER EL = 200 RISER DIA (in) = 12 Qp (cfs) = 4.25 PEAK OUTFLOW = 0.9210 MAX STAGE (ft) = 188.08 MAX STORAGE (cf) = 25852.2 TIME TO PEAK (hrs) = 0.17 DATE: 25 -May -98 BY: BEK CHKD BY: JOB # 98020C Cd = 0.6 Cw = 3 D:ISPREADS HE. EET\98020C\OUTFALLS\[PVPOND.XLW110YVAULT.XLS 5/25/98 11:40 PM NELSON-BOURDAGES e division of Poggemeyer Design Group PACIFIC VIEW OFFICE PARK POST -DEVELOPMENT 100 -YEAR, 24-HOUR STORM AREA (sf) PERV AREA (sf) = 79,200 IMPERV AREA (sf) = 223,835 tc (min) = 6.8 DETENTION VAULT: LENGTH (ft) = 100 WIDTH (ft) = 50 DETENTION PIPE: DIAMETER (in) = 24 LENGTH (ft) = 100 PIPE IE = 187.8 AREA (acres) 1.818 5.139 OUTLET STRUCTURE: CN 85 98 OUTLET IE = 181 ORIFICE NO 1 EL = 180 OR NO 1 DIA (in) = 1.84 ORIFICE NO 2 EL = 187.8 ORIFICE NO 2 DIA (in) = 7.05 RISER EL = 200 RISER DIA (in) = 12 PEAK INFLOW = 6.21 PEAK OUTFLOW = 1.6965 MAX STAGE (ft) = 189.03 MAX STORAGE (cf) = 31,381 DATE: 25 -May -98 BY: BEK CHKD BY: JOB # 98020C Cd = 0.6 Cw = 3 D:\S PREADSH.EET\98020C\OUTFALLS\(PVPOND.XLW]100VAULT.XLS 525/98 11:41 PM "7 INFLOW 6 OUTFLOW DISCHARGE (CFS) O - N W A al in"\C...'""..--4;*.' 0 cr 03 0 TIME (HOURS) 0 N CO 0 N o N D:\S PREADSH.EET\98020C\OUTFALLS\(PVPOND.XLW]100VAULT.XLS 525/98 11:41 PM