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HomeMy WebLinkAboutSWP273531 (11)City of Renton — Hawk's Landing Team Meeting Thursday, March 11, 2010, 11:30 a.m. — 1:00 p.m. Room 720, Renton City Hall Expected Attendance: Chip Vincent, Vanessa Dolbee, David Pargas, Jennifer Henning, Spencer Alpert, Jessica Clawson, Jim Seitz, Ron Straka, Steve Lee, Dave Christensen, Abdoul Gafour, Bob Mahn, Arneta Henninger AGENDA I. Introductions ^ II. Project Status Update — Spencer Alpert 3R HvTei— Gpnoq III. City Updates — Streets/Storm/Water System Improvements Zati3-���F �J&&.ds a. Back of sidewalk ROW easements, - 36&0 5F Be44... s{a► i� b. Water quality treatment for roadway runoff and varying options impacting area VA& needed, oeta6F -1'-,c 6F -,),A,v M r'fzEL c. Existing WSDOT easement, vacationing, compensation, and timeline, kifc..lQer�,l.,1, _ d. Temporary construction easement, work offsite to re-route drainage, and staging location. e. Existingbuilding demolition•and anticipated demolition schedule.*— car f. Schedule for 35% consultant resubmittal for SEPA, Shoreline, DARPA, and use y+�,a�ti PSE/Qwest consideration. IV. Land Use — Vanessa Dolbee V. Next Team Meeting: Thursday, April 8, 2010, Conference Room 720, 7"' Floor, Renton City Hall 11:30 a.m. — 1:00 p.m. �,ul J'0AJ I CIV'W" , mw& 4A('� Ik I 701 Dexter Avenue North, Seattle, WA 98109 - Google Maps http://www.google.com/niaps?f'--q&hl=en&q=70 I +Dexter+Avenue+North,+Seattle,+WA+9... 701 Dexter Ave N I Get Google Maps on yotar phone Google maps Address Seattle, WA 98109 4V Text the word "GMAPS" to 466453 F-i z Z Aloha St Law Group Aloha St S US Bank Lnke U 1. Sit valley St lay St Akdo Howd ELffope Poize Oki 04ft A"o Cero Center z Al, Dm-)i AAusculn. anbswBe Roy St Roe St h- F Comfort $01i Q Seetae 14 Ce" vL I M I.- z =3 c"Ifft""I S t* Lake Union am 1 of 1 09/02/2010 9:37 AM MEMORANDUM FOR CITY OF RENTON LAKE WASHINGTON BLVD NORTH STORM AND WATER SYSTEM IMPROVEMENT PROJECT AT HAWKS LANDING (WATER QUALITY OPTIONS) Background and Purpose: The Lake Washington Boulevard North Storm and Water Improvement Project is located near the NE 441h Street Exit 7 on Interstate 405 and improves surface water facilities along portions of Lake Washington Boulevard North. This project fronts the anticipated Hawks Landing project and discharges into May Creek. This project includes design and construction of approximately 240 lineal feet of pourous concrete sidewalk, curbing and catch basins south of the first phase of the Hawks' Landing project, 1,000 feet of storm trunk -main pipe, and installation of a water quality treatment facility for treating public runoff. Approximately $1,700,000 was approved by the State of Washington for the City of Renton to utilize for non -roadway related improvements that includes improvements to water quality from this project. Based upon contract number LG09-951-121 between the City of Renton and the State of Washington Department of Commerce Public Works Board, $1,200,000 of the appropriated 2009-2011 Washington State Capital Budget Direct Appropriation is allocated to improving water quality with storm and water system improvements for the project site. The purpose of this memorandum is to assist in determining the most viable and recommended water quality alternative that is permit -able, economically feasible, construct -able, and maintain -able through future City operation and maintenance activities. 2010 Renton Water Quality Requirements: The City of Renton Surface Water Drainage Manual requirements stipulate that if new and replaced impervious pollution generating impervious surfaces is over 5,000 square -feet, then water quality treatment is required. This project proposes to increase less than 5,000 square -feet of pollution generating impervious surfaces (see table 1 below). Based upon page 1-4 and Chapter 1.2.8 of the City's Amendments to the King County Storm -water Manual, the project is exempt from water quality treatment. Table 1: Water Quality Related Impervious Area Summary for Proposed Project: Existing New and Difference in (Sq-ft) Overlaid Area (Sq-ft) (Sq-ft) Pollution Generating 18,470 19,950 1,480 Impervious Surface (for roadway only) Non -Pollution Generating 0 7,450 7,450 Impervious Surface (i.e. sidewalk) Total New Impervious Surface = 8,930 • Note: Utility trenches and overlay projects are exempt from having to treat pollution water quality runoff from it's area. Water Quality Analysis Alternatives: The following options are available to treat retrofitted water quality runoff for the total half street project site assuming retrofitted water quality treatment of 19,950 square feet (or 0.46 acres). MISCELLANEOUS INFORMATION Lake Washington Blvd. North Retrofit Area to be Treated (if possible). Includes half street 19,950 Sq-Feet of LWB runoff area runoff treatment from the northern treated entrance to just north of May Creek Bridge A vacation for Spencer Alpert on behalf of the Port Quendall Company for a 12,100 sq. ft. portion of right-of-way was provided with conditions to Port Quendall. This area was a portion of WSDCT turnback (1-405 Renton to Kennydale; see KC#7906251012) to the 12,100 Sq-Feet area vacated in August City and is located east of Lake 2009 via VAC#09-001 Washington Blvd. N and south of N. 44th Street in the Northwest Quarter of Section 32, Township 24 North, Range 5 East, W.M., in the City of Renton. (August 17, 2009 Council Vacation # 09- 001) Water Quality Options Treatment Option Advantages Dis-Advantages Treatment Area Capable and/or Area Required (Sq-ft) Costs {$) 1A. Bio-filtration • Easily maintained if • Need easement area • Full 19,950 Sq-Ft or More than Swale (wet) with access to inlet and asap to move ahead more of runoff $30K but we two sub -options: outlet available. with this option. treatment area is would have capable. cost savings Off-line • Slope can be less • Requires high flow for lesser than 1%. Our bypass structure for • Needs full 7,000 to street existing slope for routing larger flows 12,100 SF of area with restoration inlet to outlet is around the swale for 2:1 and 3:1 side width and can 0.01%. wet swale or the off- slopes to tie in with capture runoff line method. existing elevations. via one storm • Off line Swale would treat for water • On-line bio-swale pipe. quality runoff only. requires larger top width of at least 38-ft • We have City wide at top which vacation language includes an access stating an equivalent road and wall. This amount of area alternative would would be provided include routing all 24- for this type of storm inch pipe flows into treatment facility this swale. when City provided vacationing of upper developable area. • Wet swale does not require lining. • Use of in -line swale reduces 24-inch pipe length and allows for water main to be closer to edge of roadway. This reduces the road restoration to street. 1B. Bio-filtration • Less maintenance • Need easement area Similar to wet swale Similar to wet Swale (dry) needed from City asap to move ahead swale costs Operations and with this option. Maintenance. • More difficult to a.) On-line • Can be used as an utilize this option due b.) Off-line on-line conveyance to slope and GW system and we can limitations. reduce length of 24- inch conveyance • We can design a 1.5% pipe needed. slope Swale, but under -drains would be required • Needs to be out of groundwater table for this option. 2. Wet -vault * Less maintenance • Higher costs due to 19,950 Sq-ft of runoff Costs will required from City pile supports needed. treatment is capable exceed $120K Operations and with this method. Maintenance. • Needs easement area dedicated for O&M. * Can be placed inside Area would be fully a WQ easement within 12,100 Sq- area. feet. 3. Storm -filter * Can be placed in • Requires cartridges 19,950 Sq-ft of runoff Costs will with leaf compost, ROW curb -line and that are maintained treatment capable with exceed perlite, zeolite, separated from by manufacturer. 4 manholes needed. $27,000 and activated carbon storm trunk -line. does not or a combination • Cartridges require include FOB, in the cartridges * Out of view of dedicated installation possible vandalism. maintenance to be costs, or * Does not require effective. taxes. easement area due • Increased yearly to less area needed. maintenance costs due to inspections * Is a DOE GULD and maintenance of approved device that has gone system. through State TAPE testing protocols. 4. Filterra * Is a DOE GULD • Increased yearly Costs will approved device maintenance costs exceed that has passed the due to inspections $40,000 and State TAPE testing and maintenance of does not protocols. system. include FOB, installation costs or taxes. 5. Wet -pond • Larger top width and area needed due to 3:1 sideslopes. 1/ _ 11Pi G l R 11 0 CITY OF RENTON LAKE WASHINGTON BLVD NORTH STORM AND WATER SYSTEM IMPROVEMENT PROJECT AT HAWKS LANDING (WATER QUALITY OPTIONS) Background and Purpose: The Lake Washington Boulevard North Storm and Water Improvement Project is located near the NE 44th Street Exit 7 on Interstate 405 and improves surface water facilities along portions of Lake Washington Boulevard North. This project fronts the anticipated Hawks Landing project and discharges into May Creek. This project includes design and construction of approximately 240 lineal feet of pourous concrete sidewalk, curbing and catch basins south of the first phase of the Hawks' Landing project, 1,000 feet of storm trunk -main pipe, and installation of a water quality treatment facility for treating public runoff. Approximately $1,700,000 was approved by the State of Washington for the City of Renton to utilize for non -roadway related improvements that includes improvements to water quality from this project. Based upon contract number LG09-951-121 between the City of Renton and the State of Washington Department of Commerce Public Works Board, $1,200,000 of the appropriated 2009-2011 Washington State Capital Budget Direct Appropriation is allocated to improving water quality with storm and water system improvements for the project site. The purpose of this memorandum is to assist in determining the most viable and recommended water quality alternative that is permit -able, economically feasible, construct -able, and maintain -able through future City operation and maintenance activities. 2010 Renton Water Quality Requirements: The City of Renton Surface Water Drainage Manual requirements stipulate that if new and replaced impervious pollution generating impervious surfaces is over 5,000 square -feet, then water quality treatment is required. This project proposes to increase less than 5,000 square -feet of pollution generating impervious surfaces (see table 1 below). Based upon page 1-4 and Chapter 1.2.8 of the City's Amendments to the King County Storm -water Manual, the project is exempt from water quality treatment. Table 1: Water Quality Related Impervious Area Summary for Proposed Project: Existing New and Difference in (Sq-ft) Overlaid Area (Sq-ft) (Sq-ft) Pollution Generating 18,470 19,950 1,480 Impervious Surface (for roadway only) Non -Pollution Generating 0 7,450 7,450 Impervious Surface (i.e. sidewalk) Total New Impervious Surface = 8,930 • Note: Utility trenches and overlay projects are exempt from having to treat pollution water quality runoff from it's area. Water Quality Analysis Alternatives: The following options are available to treat retrofitted water quality runoff for the total half street project site assuming retrofitted water quality treatment of 19,950 square feet (or 0.46 acres). MISCELLANEOUS INFORMATION Lake Washington Blvd. North Retrofit Area to be Treated (if possible). Includes half street 19,950 Sq-Feet of LWB runoff area runoff treatment from the northern treated entrance to just north of May Creek Bridge A vacation for Spencer Alpert on behalf of the Port Quendall Company for a 12,100 sq. ft. portion of right-of-way was provided with conditions to Port Quendall. This area was a portion of WSDOT turnback (1-405 Renton to Kennydale; see KC#7906251012) to the 12,100 Sq-Feet area vacated in August City and is located east of Lake 2009 via VAC#09-001 Washington Blvd. N and south of N. 441h Street in the Northwest Quarter of Section 32, Township 24 North, Range 5 East, W.M., in the City of Renton. (August 17, 2009 Council Vacation # 09- 001) Water Quality Options Treatment Option Advantages Dis-Advantages Treatment Area Capable and/or Area Required (Sq-ft) Costs ($) 1A. Bio-filtration • Easily maintained if • Need easement area • Full 19,950 Sq-Ft or More than Swale (wet) with access to inlet and asap to move ahead more of runoff $30K but we two sub -options: outlet available. with this option. treatment area is would have capable. cost savings Off-line • Slope can be less • Requires high flow for lesser than 1%. Our bypass structure for • Needs full 7,000 to street existing slope for routing larger flows 121100 SF of area with restoration inlet to outlet is around the swale for 2:1 and 3:1 side width and can 0.01%. wet swale or the off- slopes to tie in with capture runoff line method. existing elevations. via one storm • Off line swale would treat for water • On-line bio-swale pipe. quality runoff only. requires larger top es �:5 p width of at least 38-ft <;7F • We have City wide at top which vacation language includes an access stating an equivalent road and wall. This amount of area alternative would would be provided include routing all 24- for this type of storm inch pipe flows into treatment facility this swale. when City provided vacationing of upper developable area. • Wet swale does not require lining. • Use of in -line swale reduces 24-inch pipe length and allows for water main to be closer to edge of roadway. This reduces the road restoration to street. 1B. Bio-filtration • Less maintenance • Need easement area Similar to wet swale Similar to wet Swale (dry) needed from City asap to move ahead swale costs Operations and with this option. Maintenance. • More difficult to a.) On-line . Can be used as an utilize this option due b.) Off-line on-line conveyance to slope and GW system and we can limitations. reduce length of 24- inch conveyance • We can design a 1.5% pipe needed. slope swale, but under -drains would be required • Needs to be out of groundwater table for this option. 2. Wet -vault * Less maintenance • Higher costs due to 19,950 Sq-ft of runoff Costs will required from City pile supports needed. treatment is capable exceed $120K Operations and with this method. Maintenance. • Needs easement area dedicated for 0&M. * Can be placed inside Area would be fully a WQ easement within 12,100 Sq- area. feet. 3. Storm -filter * Can be placed in • Requires cartridges 19,950 Sq-ft of runoff Costs will with leaf compost, ROW curb -line and that are maintained treatment capable with exceed perlite, zeolite, separated from by manufacturer. 4 manholes needed. $27,000 and activated carbon storm trunk -line. does not or a combination • Cartridges require include FOB, in the cartridges * Out of view of dedicated installation possible vandalism. maintenance to be costs, or effective. taxes. * Does not require easement area due . Increased yearly to less area needed. maintenance costs due to inspections * Is a DOE GULD and maintenance of approved device that has gone system. through State TAPE testing protocols. 4. Filterra * Is a DOE GULD • Increased yearly Costs will approved device maintenance costs exceed that has passed the due to inspections $40,000 and State TAPE testing and maintenance of does not protocols. system. include FOB, installation costs or taxes. 5. Wet -pond • Larger top width and area needed due to 3:1 sideslopes. PIA i3� s t \ S6 � \ �v La" U>,w, 91-tib tJ . 9Tmm � wwrm Sys. 2008 WSDOT Approved Appraiser List Adams Victoria Terra Valuations, LLC P. O. Box 1415 Edmonds WA 98020 Phone: (425) 776-2725 Fax (425) 776-4903 Allen Greer 118 Eighth Lane Kirkland WA 98033 Phone: (425) 889-8545 Fax Anderson Roger D. R.D. Anderson & Associates PO Box 8026 Portland OR 97207 Phone: (503) 221-5121 Fax (503) 288-4263 Arney John W. Appraisal Group of the Northwest 1980 112th Ave. NE, Suite 270 Bellevue WA 98004-9740 Phone: (425) 453-9292 Fax (425) 455-9740 Arvidson Peter G. Arvidson & Associates 4535 SW 96th Ave., Suite 130 Beaverton OR 97005 Phone: (503) 469-9200 Fax (503) 352-0402 Auble Scot D. Auble & Associates, Inc. 107 S Howard St Suite 300 Spokane WA 99201 Phone: (509) 747-0999 Fax (509) 747-3559 Barclay James L. Day Appraisal Company, Inc. 4535 SW 96th Ave. Beaverton OR 97005 Phone: (503) 469-8854 Fax (503) 469-9630 Page 1 of 26 Designations MSA, Assoc.Al App Rev No Minority No Cent Type General County Snohomish E-Mail vicki@terravalues.com Designations App Rev Yes Minority No Cert Type General County King E-Mail greera@comcast.net Designations MAI App Rev No Minority No Cert Type General County Oregon E-Mail rdamai@aol.com Designations MAI App Rev Yes Minority No Cent Type General County King E-Mail jarney@appraisalgroupnw.com Designations SRPA, SRA App Rev Yes Minority No Cent Type General County Oregon E-Mail petearvidson@yahoo.com Designations MAI App Rev No Minority No Cert Type General County Spokane E-Mail aubles@auble.com Designations MAI App Rev No Minority No Cert Type General County Oregon E-Mail jimbarclay@hotmail.com I Barnes Betty L. Designations ASA Barnes & Co. Real Estate, Inc. App Rev No 6210 Fourth Parallel Rd Minority No Ellensburg WA 98926-5202 Cert Type General Phone: (509) 968-4499 County Kittitas Fax (509) 968-4499 E-Mail barnesinc@elltel.net Barnes Kenneth Designations MAI, CRE McKee & Schalka App Rev No 1200 6th Avenue, Suite 1805 Minority No Seattle WA 98101 Cert Type General Phone: (206) 343-8909 County King Fax (206) 386-5777 E-Mail ken@msreal.com Barrett Stephen L. Designations SR/WA Barrett Associates Real Estate App Rev Yes 1202 E. Sprague Ave., Suite 205 Minority No Spokane WA 99202 Cert Type General Phone: (509) 458-0362 County Spokane Fax (509) 747-8618 E-Mail sbarrett5l@gwest.net Beck David L. Designations Wm. T. Follis, LLC, Realtors App Rev No 108 Prospect St Minority No Bellingham WA 98225-4480 Cert Type General Phone: (360) 734-5853 County Whatcom Fax (360) 734-5894 E-Mail dbeck@follisrealtors.com Bendickson Bruce Designations Pacific Appraisal App Rev No P. O. Box 1607 Minority No Wenatchee WA 98807 Cert Type Generall Phone: (509) 662-8900 County Chelan Fax (509) 664-3260 E-Mail bendicks@pacapp.com Biethan Scott F. Designations MAI C. B. Richard Ellis App Rev No 1420 Fifth Avenue, Suite 440 Minority No Seattle WA 98101 Cert Type General Phone: (206) 292-6198 County King Fax (206) 292-1601 E-Mail scott.Biethan@cbre.com Bird Paul Designations Macaulay & Associates, Ltd App Rev Yes 2927 Colby Ave. Suite 100 Minority No Everett WA 98201-4010 Cert Type General Phone: (425) 258-2611 County Snohomish Fax (425) 252-1210 E-Mail paul@macaulayltd.com Page 2 of 26 Bischof Jack H. Designations MAI Northwest Valuation Group App Rev Yes 408 Sherman Ave., Suite 211 Minority No Coeur d'Alene ID 83814 Cert Type General (I Phone: (208) 667-9561 County Idaho Fax (208) 664-3336 E-Mail jackb@c2bandwidth.net Bonjorni Robert C. Designations MAI, RM The Bonjorni Company App Rev Yes PO Box 1816 Minority No Issaquah WA 98027 Cert Type General Phone: (425) 677-7327 County King Fax (425) 677-7420 E-Mail bonjorni@aol.com Brackett Murray Designations MAI Allen Brackett Shedd App Rev No 12320 NE 8th St., Suite 200 Minority No Bellevue WA 98005 Cert Type General Phone: (425) 450-4040 County King Fax (425) 688-1819 E-Mail mbrackett@absvaluation.com Broughton Charles Designations ara Broughton Farm & Ranch App Rev No P. O. Box 1205 Minority No WallaWalla WA 99362 Cert Type General Phone: (509) 529-3456 County Walla Walla Fax (509) 529-3456 E-Mail cjbrough@bmi.net Brown Bernard T. Designations David Evans & Associates, Inc. App Rev No 2100 SW River Parkway Minority No Portland OR 97201-8009 Cert Type General Phone: (503) 223-6663 County Oregon Fax (503) 223-2701 E-Mail btb@deainc.com Bruner Gary H Designations SR/WA App Rev Yes P. O. Box 30956 Minority No Spokane WA 99223-3015 Cert Type General Phone: (509) 835-4008 County Spokane Fax (509) 835-4008 E-Mail gh@ieway.net Bryan Richard A. Designations Bryan Real Estate & Appraisal App Rev Yes 4911 Summitview Ave Minority No Yakima WA 98902-2853 Cert Type General Phone: (509) 966-0558 County Yakima Fax (509) 972-4774 E-Mail rbryan@transedge.com Page 3 of 26 Chamberlin Gary Designations MAI Chamberlin & Associates, Inc. App Rev No PO Box 4446 Minority No West Richland WA 99353 Cert Type General Phone: (509) 628-9817 County Franklin Fax (509) 628-0440 E-Mail garychamberlin@bentonrea.com Clarke Kevin Designations MAI Clarke, White & Veenstra App Rev No 100 Second Ave S Suite 320 Minority No Edmonds WA 98020-3551 Cert Type General Phone: (425) 774-5954 County Snohomish Fax (425) 672-1818 E-Mail kc@cwv.cc Clendaniel Judson H. Designations MAI Clendaniel Company, Inc. App Rev Yes 10513 NE 190th St Minority No Bothell WA 98011-3023 Cert Type General Phone: (425) 485-0325 County King Fax (425) 489-3023 E-Mail judhc@comcast.net Coffey Susan Designations IFA Coffey Appraisal Inc App Rev No 2607 N. Junett Street Minority Yes Tacoma WA 98407 Cert Type General Phone: (253) 759-0887 County Pierce Fax E-Mail coffeyappraisal@yahoo.com Cummings Michael L. Designations App Rev No 10251 North Rd. Minority No Leavenworth WA 98826 Cert Type General Phone: (509) 548-3036 County Chelan Fax (206) 548-3036 E-Mail trucanoc@yahoo.com Dailey Paul Designations ASA David Evans & Associates App Rev No 2100 SW River Parkway Minority No Portland OR 97201 Cert Type General Phone: (503) 499-0353 County Oregon Fax (503) 223-2701 E-Mail ptd@deainc.com Dang Keith Designations MAI, SR/WA CIC Valuation Group, Inc. App Rev No 2101 112th Ave NE Suite 200 Minority Yes Bellevue WA 98004 Cert Type General Phone: (425) 635-0424 County King Fax (425) 635-0460 E-Mail cicgrp@aol.com Page 4 of 26 Darby Gene Designations App Rev Yes 7063 Signal Ln NE Minority No Bremerton WA 98311-3782 Cert Type General Phone: (360) 613-1772 County King Fax (360) 613-1772 E-Mail mardalee@comcast.net Davis,Sr Kenneth L. Designations MAI,ASA Davis Real Estate Appraisal & App Rev Yes 2414 36th Ave Minority No Longview WA 98632-4708 Cert Type General Phone: (360) 425-3642 County Cowlitz Fax (360) 425-1631 E-Mail das98632@comcast.net Dean Doyle P. Designations MAI App Rev No 11618 139th St. Ct. E. Minority No Puyallup WA 98374 Cert Type General Phone: (253) 841-7237 County Pierce Fax (253) 799-6857 E-Mail dugandean@aol.com Denman Patti L. Designations HDR App Rev Yes 1001 SW 5" Ave Minority No Portalnd OR 97204 Cert Type General Phone: (503) 423-3792 County Oregon Fax (503) 423-3737 E-Mail Patti.Denman@hdrinc.com DeVoe Jay J. Designations SR/WA,MAI J. J. DeVoe & Associates, Inc App Rev yes 4535 SW 96th Ave Minority No Beaverton OR 97005 Cert Type General Phone: (503) 799-4282 County Oregon Fax (503) 469-9630 E-Mail jjdevoe@jjdevoe.com Dickson Clark W. Designations App Rev No 10842 SE 208th St. #111 Minority No Kent WA 98031 Cert Type Residentia Phone: (253) 218-8787 County King Fax (206) 984-4302 E-Mail dicksonappraisal@comcast.net Dinniene Jack Designations MAI Northwest Valuation Services App Rev Yes 15817 25th Dr SE Minority No Mill Creek WA 98012-7892 Cert Type General Phone: (425) 743-6522 County Snohomish Fax (425) 338-4985 E-Mail northwvalu@aol.com Page 5 of 26 Dodge Jim E. Designations Macaulay & Associates, Ltd App Rev Yes 2927 Colby Ave. Suite 100 Minority No Everett WA 98201-4010 Cert Type General Phone: (425) 258-2611 County Snohomish Fax (425) 252-1210 E-Mail jim@macaulayltd.com Donnerberg George W. Designations MAI, SR/WA Real Property Consultants App Rev Yes 17813 NE Marine Drive Minority No Portland OR 97230 Cert Type General Phone: (503) 618-0965 County Oregon Fax (503) 618-0961 E-Mail george@donnerberg.com Donnerberg John V. Designations Real Estate Appraisal App Rev No 4805 SW Oleson Rd. Minority No Portland OR 97225 Cert Type General Phone: (503) 279-9046 County Oregon Fax (503) 279-8908 E-Mail john@donnerberg.com Dosser Kirk R. Designations Pacific Appraisal App Rev No P. O. Box 1607 Minority No Wenatchee WA 98807 Cert Type General Phone: (509) 662-8900 County Chelan Fax (509) 664-3260 E-Mail kdosser@pacapp.com Dreaney Teresa Designations Henderson & Associates App Rev No 8458 W.Gage Blvd, Suite A Minority Non Kennewick WA 99036 Cert Type Residentia Phone: (509) 735-7467 County Benton Fax (509) 735-1134 E-Mail tdreaney@owt.com Duncan Richard Designations MAI, SR/WA Duncan Appraisal App Rev Yes P.M.B 400, 3403 Steamboat Island Rd NW Minority No Olympia WA 98502 Cert Type General Phone: (360) 867-0097 County Thurston Fax (360) 867-1059 E-Mail duncanappraisal@comcast.net Eldred Christopher Designations MAI, SR/WA App Rev Yes 650 S. Orcas Street, Suite 114 Minority No Seattle WA 98108-2652 Cert Type General Phone: (206) 838-1250 County King Fax (206) 903-0648 E-Mail cseldred@hotmail.com Page 6 of 26 Emry Robert A. Designations Apprise Valuation, Inc. App Rev No 112 Oxford Rd. Minority No Longview WA 98632 Cert Type General Phone: (360) 425-2104 County Cowlitz Fax (360) 425-2104 E-Mail emry2104@msn.com Engstrom Kurt Designations App Rev No 201 South Jackson St., Suite 600 Minority No Seattle WA 98104-3855 Cert Type General Phone: (206) 296-7813 County King Fax (206) 296-0192 E-Mail kurt.engstrom@metrokc.gov Evans John N. Designations MAI Appraisal Group Northwest App Rev Yes 1226 N. Argonne Rd., Suite B Minority No Spokane Valley WA 99212 Cert Type General Phone: (509) 324-3555 County Spokane Fax (509) 534-2021 E-Mail jevans@agnw.net Fagernes Christine Designations App Rev No 9111 - 178th Ave. SW Minority No Rochester WA 98579 Cert Type General Phone: (360) 273-5353 County Thurston Fax (360) 273-5353 E-Mail cfagernes@duncanappraisal.net Follis, Jr. Wm. T. Designations MAI Wm. T. Follis, LLC, Realtors App Rev Yes 108 Prospect St Minority No Bellingham WA 98225-4480 Cert Type General Phone: (360) 734-5850 County Whatcom Fax (360) 734-5894 E-Mail info@follisrealtors.com Foreman Deborah A. Designations Allen Brackett Shedd App Rev No 12320 NE 8th St., Suite 200 Minority No Bellevue WA 98005 Cert Type General Phone: (425) 450-4040 County King Fax (425) 688-1819 E-Mail dforeman@absvaluation.com Fredrickson Michael Designations Associated Appraisers of Walla App Rev No 2 West Main St. Minority No Walla Walla WA 99362 Cert Type General Phone: (509) 522-2272 County Walla Walla Fax (509) 529-5821 E-Mail asap@bmi.net Page 7 of 26 Fredrickson J.P. Jack Designations MAI, ARA, SRA Associated Appraisers of Walla App Rev No 2 W Main St Minority No Walla Walla WA 99362-2816 Cent Type General Phone: (509) 522-2272 County Walla Walla Fax (509) 529-5821 E-Mail asap@bmi.net Gallo Gene Designations App Rev No P. O. Box 1814 Minority No Walla Walla WA 99362 Cert Type General Phone: (509) 529-1120 County Walla Walla Fax E-Mail Gaskins Christopher Designations MAI Petroleum Realty Advisors, Inc. App Rev No One Ceterpointe Drive, Suite 130 Minority No Lake Oswego OR 97035-8638 Cert Type General Phone: (503) 670-1600 County Oregon Fax (503) 670-1616 E-Mail cgaskins@petroadvisors.com Genschow William N. Designations App Rev No 2948 Grandview Dr. West Minority No University Place WA 98466-3143 Cert Type General Phone: (253) 565-4715 County Pierce Fax (253) 565-4715 E-Mail billg@shhapp.com Gentry J. Michael Designations MAI Auble, Jolicoeur & Gentry App Rev No 107 S. Howard St., #300 Minority No Spokane WA 99201 Cert Type General Phone: (509) 747-0999 County Spokane Fax (509) 747-3559 E-Mail gentrym@auble.com Gibbons Anthony Designations MAI, CRE Re -Solve App Rev Yes 261 Madison Ave S Suite 102 Minority No Bainbridge Island WA 98110 Cert Type General Phone: (206) 842-4887 County Kitsap Fax (206) 842-5082 E-Mail agibbons@realestatesolve.com Glanville Brian A. Designations MAI, CRE Integra Realty Resources - App Rev No 812 SW Washington, Suite 850 Minority No Portland OR 97205 Cert Type General Phone: (503) 222-7066 County Oregon Fax (503) 274-8630 E-Mail bglanville@irr.com Page 8 of 26 Goggin David Designations MAI, SRA Mulligan & Associates Appraisal, App Rev Yes 914 Esther St Minority No Vancouver WA 98660-3026 Cert Type General Phone: (360) 695-1295 County Clark Fax (360) 695-7205 E-Mail david@mulliganandassociates.com Goodman Gregory L Designations Allen Brackett Shedd App Rev No 12320 NE 8th Street, Suite 200 Minority No Bellevue WA 98005 Cert Type General Phone: (425) 450-4040 County King Fax (425) 688-1819 E-Mail ggoodman@absvaluation.com Granger Joseph Designations SRA the Granger Company App Rev Yes 7312 Meridian Road SE Minority No Olympia WA 98513-8920 Cert Type General Phone: (360) 870-5039 County Thurston Fax (360) 459-8203 E-Mail grangercompany@earthlink.net Greene Robert M. Designations MAI, SRA Integra Real Estate Resources App Rev No 812 SW Washington Street, Suite 850 Minority No Portland OR 97205 Cert Type General Phone: (503) 478-1011 County Oregon Fax (503) 274-8630 E-Mail rgreene@irr.com Greenleaf James A. Designations MAI Greenleaf Valuation Group, Inc. App Rev Yes 600 University St., Suite 310 Minority No Seattle WA 98101 Cert Type General Phone: (206) 621-0504 County King Fax (206) 436-1161 E-Mail jim@greenleafvaluation.com Greer Edward O. Designations MAI Greer, Patterson & Associates, App Rev Yes 7522 W 28th St Minority No Tacoma WA 98466-4112 Cert Type General Phone: (253) 564-1342 County Pierce Fax (253) 566-9560 E-Mail greerp@gwest.net Groth David W. Designations MAI PGP Valuation, Inc. App Rev No 112 W 11th St Suite 250 Minority No Vancouver WA 98660-3143 Cert Type General Phone: (360) 699-4844 County Clark Fax (360) 699-1904 E-Mail david.groth@pgpinc.com Page 9 of 26 Gustin Cliff Designations MAI Cliff Gustin, Inc. App Rev Yes 14100 SE 36th St., #202 Minority No Bellevue WA 98006 Cert Type General Phone: (425) 373-4016 County King Fax (425) 373-4018 E-Mail cgustin@ccim.net Hahn David J. Designations ASA, CCIM Alpha Appraisal & Consulting App Rev No 14644 SE Eastgate Way Minority Yes Bellevue WA 98007 Cert Type General Phone: (425) 644-6200 County King Fax (425) 644-7533 E-Mail hahnccim@gwest.net Haney James L. Designations J.L. Haney Realty & Appraisal App Rev Yes 101 Tanglewood Lane Minority No Selah WA 98942 Cert Type General Phone: (509) 965-5630 County Yakima Fax (509) 452-0972 E-Mail jimh@nwinfo.net Heischman Donald F. Designations MAI Strickland, Heischman & Hoss App Rev No 6419 Lakewood Drive West Minority No Tacoma WA 98467 Cert Type General Phone: (253) 564-3230 County Pierce Fax (253) 564-3143 E-Mail heischman@shhapp.com Herman Richard Designations MAI, SRA RP Herman & Associates App Rev Yes 922 NW Joy Avenue Minority No Portland OR 97229-5552 Cert Type General Phone: (503) 626-8841 County Oregon Fax (503) 641-8591 E-Mail rick@rpherman.com Herndon Deon Designations ARA App Rev No 4514 Independence Rd. Minority No Sunnyside WA 98944 Cert Type General Phone: (509) 830-0653 County Yakima Fax (509) 839-3831 E-Mail dherndon@bentonrea.com Hitchcock Larry Designations LEH Appraisal App Rev Yes P. O. Box 10746 Minority No Spokane WA 99209-1705 Cert Type General Phone: (509) 468-4995 County Spokane Fax (509) 939-2961 E-Mail Iehitch@comcast.net Page 10 of 26 Hoefer Roland James The Hoefer Associates, Inc. 16503 Railroad Way SE Snohomish WA 98296 Phone: (360) 668-4400 Fax (360) 668-4491 Hood Ryan J. CIC Valuation Group, Inc. 2101 112th Ave NE, Suite 200 Bellevue WA 98005 Phone: (425) 635-0122 Fax (425) 635-0460 Hoss James L. Strickland, Heischman & Hoss, 6419 Lakewood Drive W. Tacoma WA 98466-4428 Phone: (253) 564-3230 Fax (253) 564-3143 Hunnicutt David Hunnicutt & Associates, Inc P. O.Box 531 Kirkland WA 98083 Phone: (425) 576-1203 Fax (425) 576-8904 Irish James H. Irish and Associates 10508 Palatine Ave. N Seattle WA 98133-8725 Phone: (206) 355-1226 Fax Ith William Ith, Boydston & Associates PO Box 11335 Olympia WA 98508-1335 Phone: (360) 413-0615 Fax (360) 413-9749 James D. Eric Columbia Valuation Group 202 N. Jackson Rd. Fairfield WA 99012 Phone: (509) 283-2254 Fax (509) 283-2551 Page 11 of 26 Designations MAI, RM, AACI App Rev No Minority No Cert Type General County Snohomish E-Mail rhvalue@verizon.net Designations Assoc. Al App Rev No Minority yes Cert Type General County King E-Mail RyanJHood@aol.com Designations MAI, SR/WA App Rev Yes Minority No Cert Type General County Pierce E-Mail hoss@shhapp.com Designations MAI, JD App Rev Yes Minority No Cert Type General County King E-Mail davidhunnicutt@msn.com Designations SRA App Rev No Minority No Cert Type General County King E-Mail bf777@msn.com Designations SRA, RM App Rev No Minority No Cert Type General County Thurston E-Mail billith@earthlink.net Designations MAI App Rev No Minority No Cert Type General County Spokane E-Mail jamese@columbiavaluationgroup Jarman -Hirsch Mona Designations Jarman -Hirsch Appraisal App Rev No 10214 SE 8th St. Minority No Bellevue WA 98004 Cert Type General Phone: (425) 453-7606 County King Fax (425) 637-1767 E-Mail jarmanhirsch@att.net Jarvis Jo Ellen Designations MAI Jarvis Appraisal Co. App Rev Yes 1909 Norris Rd. Minority No Vancouver WA 98661 Cert Type General Phone: (360) 750-9366 County Clark Fax (866) 371-7268 E-Mail jojarvis@pacifier.com Johnson Dennis S. Designations MAI, Pacific Appraisal Associates, App Rev No PO Box 1607 Minority no Wenatchee WA 98807-1607 Cert Type General Phone: (509) 662-8900 County Chelan Fax (509) 664-3260 E-Mail johnsond@pacapp.com Joki J. Michael Designations MAI, SRA Joki & Associates App Rev No P. O. Box 281 Minority No Helena MT 54624 Cert Type General Phone: (406) 442-2159 County Montana Fax (406) 442-6196 E-Mail mike@jmichaeljoki.com Jolicoeur Bruce C. Designations MAI Auble, Jolicoeur & Gentry App Rev Yes 107 S Howard St Suite 300 Minority No Spokane WA 99201 Cert Type General Phone: (509) 747-0999 County Spokane Fax (509) 747-3559 E-Mail brucej@auble.com Juntila Stephen W. Designations CRA, SR/WA CIC Valuation Group App Rev Yes 4626 Seahurst Ave Minority Yes Everett WA 98203 Cert Type General Phone: (425) 339-8558 County Snohomish Fax (425) 258-1454 E-Mail sjuntila@comcast.net Kilpatrick John A. Designations PhD, MRICS Greenfield Advisors App Rev No 2601 Fourth Ave., Suite 650 Minority No Seattle WA 98121 Cert Type General Phone: (206) 623-2935 County King Fax (206) 623-2985 E-Mail john @greenfieldadvisors.com Page 12 of 26 Kirschbaum Aaron Designations App Rev No 115 110th Ave SE Minority No Bellevue WA 98004-6333 Cent Type General Phone: (425) 223-7332 County King Fax E-Mail akirschbaum@comcast.net Lai Margaret Designations Abacus Appraisal Services App Rev No 16625 Redmond Way Minority Yes Redmond WA 98052 Cert Type Residental Phone: (425) 702-0990 County King Fax (425) 836-0371 E-Mail margaret@abacusappraisal.com Lamb Michael B. Designations MAI, SRA Lamb Hanson Lamb Appraisal App Rev Yes 650 S. Orcas St. #114 Minority No Seattle WA 98108 Cert Type General Phone: (206) 903-1500 County King Fax (206) 903-0648 E-Mail mlamb@lambhansonlamb.com Lawwill Mark M. Designations MAI PGP Valuation, Inc. App Rev Yes 112 W 11th St Suite 250 Minority No Vancouver WA 98660-3143 Cert Type General Phone: (360) 823-5264 County Clark Fax (360) 823-5564 E-Mail mark.lawwill@pgpinc.com Lema James M. Designations MAI, SRWA Lema Consulting Group, Inc. App Rev Yes 2020 McGilvra Blvd E Minority No Seattle WA 98112-3204 Cert Type General Phone: (206) 329-2448 County King Fax (206) 324-7650 E-Mail JMLema45@aol.com Lembeck Jeffrey D Designations MAI Lembeck Appraisal & Consulting App Rev No 111 W. North River Drive, Ste 204 Minority No Spokane WA 99201 Cert Type General Phone: (509) 326-4130 County Spokane Fax (509) 326-4148 E-Mail jell@lembeckappraisal.com Long Carl E. Designations David Evans & Associates, Inc. App Rev No 2100 SW River Parkway Minority No Portland OR 97201-8009 Cent Type General Phone: (503) 223-6663 County Oregon Fax (503) 223-2701 E-Mail cel@deainc.com Page 13 of 26 Lyman Gary D. Designations MAI Richards & Associates, Inc. App Rev No 908 Bertha Ave Minority No Bremerton WA 98312-3514 Cert Type General Phone: (360) 479-2332 County Kitsap Fax (360) 479-2353 E-Mail richardsandassociates@comcast Lyon James Designations MAI Lyon & Associates App Rev No P O Box 625 Minority No West Linn OR 97068 Cert Type General Phone: (503) 636-7711 County Oregon Fax (503) 636-2226 E-Mail rustylyon@aol.com Macaulay Robert Designations Macaulay & Associates, Ltd. App Rev Yes 2927 Colby Ave, Suite 100 Minority No Everett WA 98201-4010 Cert Type General Phone: (425) 258-2611 County Snohomish Fax (425) 252-1210 E-Mail bob@macaulayltd.com Macaulay Charles R. Designations MAI Macaulay & Associates, Ltd. App Rev Yes 2927 Colby Ave Suite 100 Minority No Everett WA 98201-4010 Cert Type General Phone: (425) 258-2611 County Snohomish Fax (425) 252-1210 E-Mail chuck@macaulayltd.com Mackey Gary Designations App Rev Yes PO Box 5672 Minority No Vancouver WA 98668-5672 Cert Type General Phone: (360) 944-9967 County Clark Fax (360) 944-9967 E-Mail gmackey@comcast.net Markel Gregory S. Designations CCRA, REA, Assoc. CV Markel & Associates App Rev No 8911 Grandridge Blvd., #A Minority No Kennewick WA 99336-1035 Cert Type General Phone: (509) 735-2255 County Benton Fax (509) 735-6964 E-Mail McAuliffe Kevin H. Designations MAI Columbia Valuation Group, Inc. App Rev No 2402 NW 195th Place Minority No Shoreline WA 98177 Cert Type General Phone: (206) 364-8580 County King Fax (206) 364-8556 E-Mail kmcauliffe@cvgseattle.com Page 14 of 26 McCallum James D. Designations MAI James D. McCallum & App Rev Yes 8300 Cedarhome Dr. NW Minority No Stanwood WA 98292 Cert Type General Phone: (360) 435-1198 County Island Fax (360) 435-1198 E-Mail mccallum@snohomish.net McFaddin John T. Designations MAI App Rev Yes 20189 S. Eagle Peak Rd. Minority No Cataldo ID 83810 Cent Type General Phone: (208) 689-3156 County Idaho Fax E-Mail mcfaddinj@hughes.net McGowan N. James Designations App Rev No 664 N. Fernside Dr. Minority No Tacoma WA 98406-1017 Cert Type General Phone: (253) 565-4049 County Pierce Fax (253) 276-0376 E-Mail mas@harbomet.com McKee Bates Designations MAI McKee & Schalka App Rev Yes 1200 6th Ave., Suite 1850 Minority No Seattle WA 98101 Cert Type General Phone: (206) 343-8909 County King Fax (206) 386-5777 E-Mail bates@msreal.com McMahon Michael J. Designations MAI Columbia Valuation Group, Inc. App Rev Yes 2402 NW 195th Place Minority No Shoreline WA 98177 Cert Type General Phone: (206) 364-8580 County King Fax (206) 364-8556 E-Mail mmcmahon@cvgseattle.com Meenach TJ Designations T.J. Meenach Company App Rev No PO Box 30363 Minority No Spokane WA 99223-3006 Cert Type General Phone: (509) 217-7687 County Spokane Fax (509) 443-0594 E-Mail tjmeenach@msn.com Mellen Rick Designations MAI The Eastman Company App Rev No 925 N 130th St Minority No Seattle WA 98133-7502 Cent Type General Phone: (206) 363-6611 County King Fax (206) 363-5507 E-Mail rickeastmanco@earthlink.net Page 15 of 26 Melton Donald K. The Eastman Company 925 N 130th St Seattle WA 98133-7502 Phone: (206) 363-6611 Fax (206) 363-5507 Miller Preston O Miller Appraisals P. O. Box 716 Canby OR 97013 Phone: (503) 951-1436 Fax (503) 585-4176 Moe Stanley D. Columbia Valuation Group, Inc. 1602 Sherman Ave., Suite 100 Coeur d'Alene ID 83814 Phone: (208) 667-7940 Fax (208) 666-1474 Monger Christopher The Monger Co jamu 304 W. Lake Sammammish Parkway NE Bellevue WA 98008 Phone: (206) 372-4364 Fax Montgomery Donald G. Wm. T. Follis, LLC, Realtors 108 Prospect St Bellingham WA 98225-4480 Phone: (360) 734-5850 Fax (360) 734-5894 Mundy Bill Greenfield Advisors LLC 2601 Fourth Avenue, Suite 650 Seattle WA 98109 Phone: (206) 623-2935 Fax (206) 623-2985 Munson Wendy CJM Investment Property 10655 NE 4th St Suite 204 Bellevue WA 98004 Phone: (425) 454-6789 Fax (425) 454-3234 Page 16 of 26 Designations App Rev No Minority No Cert Type General County King E-Mail doneastmanco@earthlink.net Designations IFA App Rev No Minority No CertType General County Oregon E-Mail PreOMiller@comcast.net Designations MAI, RM App Rev Yes Minority No Cert Type General County Idaho E-Mail smoe@adelphia.net Designations MAI App Rev Yes Minority No Cert Type General County King E-Mail chrismonger@comcast.net Designations MAI App Rev No Minority No Cert Type General County Whatcom E-Mail dgm@follisrealtors.com Designations Phd, MAI, CRE App Rev No Minority No Cert Type General County King E-Mail bill@greenfieldadvisors.com Designations MAI App Rev No Minority No Cert Type General County King E-Mail cjm@cjmadvisors.com Murray Michael E. Designations Allen Brackett Shedd App Rev No 12320 NE 8th St., Suite 200 Minority No Bellevue WA 98005 Cert Type General Phone: (425) 450-4040 County King Fax (425) 688-1819 E-Mail michael.e.murray@comcast.net Newman Timothy D. Designations MAI, CF S.A. Newman, Forest Engineers, App Rev Yes PO Box 156 Minority No Everett WA 98206-0156 Cert Type General Phone: (425) 259-4411 County Snohomish Fax (425) 258-4435 E-Mail tnewman@sanforest.com Norton, Jr. Richard Designations App Rev No 11824 E. 22nd Ave Minority No Spokane Valley WA 99206 Cert Type General Phone: (509) 928-8186 County Spokane Fax E-Mail rnorton@valuelogic.org Nowadnick James R. Designations MAI, CRE Property Counselors App Rev Yes 270 Madison Ave S Minority No Bainbridge Island WA 98110-2504 Cert Type General Phone: (206) 842-8171 County Kitsap Fax (206) 842-8072 E-Mail nowadnick@msn.com Oddy Peter G. Designations MAI Oddly & Associates, PLLC App Rev No 9757 NE Juanita Dr Suite 100 Minority No Kirkland WA 98034 Cent Type General Phone: (425) 820-8686 County King Fax E-Mail oddy97@aol.com Olafson Carson T. Designations App Rev Yes 909 S. 30th Ave. Minority No Yakima WA 98902 Cert Type General Phone: (509) 453-4194 County Yakima Fax (509) 248-2729 E-Mail colafson2001@charter.net Olson Gene A. Designations SR/WA Olson Appraisal Services, Inc. App Rev Yes 10117 SE Sunnyside Suite F, #1147 Minority No Clackamas OR 97015 Cert Type General Phone: (503) 504-7007 County Oregon Fax (971) 223-4739 E-Mail GENEAOLSON@olsonappraisal- Page 17 of 26 Peerenboom Thomas T. Designations MAI Zenith Appraisal Services, Inc. App Rev Yes 3235 E. Ames Lake Dr. NE Minority No Redmond WA 98053 Cert Type General Phone: (425) 880-6567 County King Fax (425) 880-4065 E-Mail tpzenithap@aol.com Peterson Charles V. Designations MAI, RM Peterson Appraisal App Rev Yes 7320-261st NW Minority No Stanwood WA 98292-6216 Cent Type General Phone: (360) 629-0445 County Skagit Fax (360) 629-0448 E-Mail cvpetersonmai@verizon.net Pinkley Richard Designations GPA Valuation App Rev Yes 7522 28th Street West Minority No University Place WA 98466 Cert Type General Phone: (253) 564-1342 County Pierce Fax (253) 566-9560 E-Mail greerp@gwest.net Pio Stephen Designations MAI Day Appraisal Company, Inc. App Rev No 4535 SW 96th Ave. Minority No Beaverton OR 97005 Cert Type General Phone: (503) 469-8854 County Oregon Fax (503) 469-9630 E-Mail spio4535@yahoo.com Potter Dean Designations MAI, SRA Dean Potter & Associates, Inc. App Rev Yes PO Box 61428 Minority No Vancouver WA 98666-1428 Cert Type General Phone: (360) 693-4482 County Clark Fax (360) 693-3755 E-Mail dean@DeanPotter.com Preppernau Morley S. Designations CA-R Sheltonville Properties App Rev No PO Box 514 Minority No Shelton WA 98584-0514 Cert Type General Phone: (360) 426-9791 County Mason Fax (360) 426-9605 E-Mail prepp@aol.com Price Steven Designations MAI, CRE Terra Property Analytics, LLC App Rev Yes P. 0. Box 31097 Minority No Seattle WA 98103 Cert Type General Phone: (206) 213-0810 County King Fax (206) 299-4464 E-Mail sprice@reresources.com Page 18 of 26 Price James B. Designations MAI, SR/WA Appraisal Group of the Northwest App Rev Yes 1980 112th Ave NE #270 Minority No Bellevue WA 98004-2940 Cert Type General Phone: (425) 453-9292 County King Fax (425) 455-9740 E-Mail jprice@appraisalgroupnw.com Prossick James Designations SR/WA App Rev Yes 1928 5th Ave. SW Minority No Puyallup WA 98371 Cert Type General Phone: (253) 841-7760 County Pierce Fax E-Mail jgprossick@aol.com Pyrah Bruce Designations GPA Valuation App Rev No 7522 28th Street West Minority No University Place WA 98466 Cert Type General Phone: (253) 564-1342 County Pierce Fax (253) 566-9560 E-Mail greerp@gwest.net Reynolds Thomas G. Designations TGR Services Inc App Rev No 4329 210th Place NE Minority No Sammamish WA 98074 Cert Type Genral Phone: (425) 868-5144 County King Fax (425) 868-5144 E-Mail tgrservices@yahoo.com Richards Gregory Designations Richards & Associates App Rev No P.O. Box 6252 Minority No Olympia WA 98507 Cert Type General Phone: (360) 584-8407 County King Fax (360) 802-8920 E-Mail gregory@richards-assoc.com Robinson Andrew T. Designations MAI App Rev No 601 Union Street, Suite 4720 Minority No Seattle WA 98101 Cert Type General Phone: (206) 205-0204 County King Fax (206) 205-0220 E-Mail andyr@gvakm.com Royer Carl E. Designations IFA Appraisal Quick App Rev No 14140 SE Stark St. Minority No Portland OR 97233 Cert Type Residentia Phone: (503) 969-5924 County Clark Fax (503) 445-0248 E-Mail orders@appraisalquick.biz Page 19 of 26 Ryan R. Timothy Designations Tim Ryan Appraisal App Rev Yes 3210 41 st Way SE Minority No Olympia WA 98501-6232 Cert Type General Phone: (360) 943-3278 County Thurston Fax E-Mail rtryan44@hotmail.com Rynearson Steven D. Designations Bi-State Appraisals App Rev No P.O. Box 376 Minority No Clarkston WA 99403 Cert Type General Phone: (509) 758-3375 County Asotin Fax (509) 758-3810 E-Mail bistate9@cableone.net Safer Lori E. Designations MAI Integra Realty Resources - App Rev Yes 600 University Street, Suite 310 Minority No Seattle WA 98101-4196 Cert Type General Phone: (206) 903-6700 County King Fax (206) 623-5731 E-Mail lesafer@irr.com Safer Allen N. Designations MAI Integra Realty Resources - App Rev Yes 600 University Street, Suite 310 Minority No Seattle WA 98101-4196 Cert Type General Phone: (206) 903-6700 County King Fax (206) 623-5731 E-Mail asafer@irr.com Sagner Karl E. Designations MAI Commercial Realty Consulting, App Rev Yes P.O. Box 1081 Minority No Lake Stevens WA 98258-1081 Cert Type General Phone: (360) 691-4727 County Snohomish Fax (360) 691-2117 E-Mail ksagner@comcast.net Sassa Robert Designations Robert Sassa Appraisal Services App Rev No PO Box 80217 Minority No Portland OR 97280 Cert Type General Phone: (503) 244-4507 County Oregon Fax (503) 977-7804 E-Mail rasassa@easystreet.com Savage Terry R. Designations MAI Value Logic, LLC App Rev No 2314 N. Cherry St., Suite 200 Minority No Spokane Valley WA 99216 Cert Type General Phone: (509) 928-8186 County Spokane Fax (509) 928-8161 E-Mail sterry3@gwest.net Page 20 of 26 Schaefer Jo Designations Schaefer Callahan Hernandez App Rev No 3381 Bucklin Hill Road Minority No Silverdale WA 98383 Cert Type General Phone: (360) 613-5528 County Kitsap Fax (360) 613-5530 E-Mail ssh@silverlink.net Schalka John C. Designations MAI McKee & Schalka App Rev No 1200 6th Ave., Suite 2001 Minority No Seattle WA 98101 Cert Type General Phone: (206) 343-8909 County King Fax (206) 386-5777 E-Mail john@msreal.com Scudder Kent M. Designations PhD, CGA Norquest Realty Advisors, Ltd. App Rev Yes 20131 Maplewood Drive Minority No Edmonds WA 98026 Cert Type General Phone: (425) 744-1144 County Snohomish Fax (425) 744-9050 E-Mail kscudder@norquestltd.com Shapiro Stephen Designations MAI RESOLVE App Rev Yes 261 Madison Ave. So., Ste 102 Minority No Bainbridge Island WA 98110 Cert Type General Phone: (206) 855-1020 County Kitsap Fax (206) 842-5082 E-Mail sshapiro@realestatesolve.co Shedd Darin A. Designations MAI Allen Brackett Shedd App Rev No 12320 NE 8th St., Suite 200 Minority No Bellevue WA 98005 Cert Type General Phone: (425) 450-4040 County King Fax (425) 688-1819 E-Mail dshedd@absvaluation.com Shorett Peter K. Designations MAI, CRE, CCIM GVA Kidder Mathews Valuation App Rev No 601 Union #4720 Minority No Seattle WA 98101 Cert Type General Phone: (206) 205-0201 County King Fax (206) 205-0220 E-Mail pshorett@gvakm.com Sidwell Jerry C. Designations Appraisal Group of the Northwest App Rev No 1980 112th Ave NE #270 Minority No Bellevue WA 98004-2940 Cert Type General Phone: (425) 453-9292 County King Fax (425) 455-9740 E-Mail jsidwell@appraisalgroupnw.com Page 21 of 26 Sitler David J. Designations GAA Am-Pac Appraisal Service App Rev No 1375 S Main Minority No Colville WA 99114-9505 Cert Type General Phone: (509) 684-5246 County Stevens Fax (509) 684-8531 E-Mail dsitler@cbsells.com Slupski Vincent Designations MAI, RW-AC App Rev No 513 NE 85th St. Minority No Seattle WA 98115-2928 Cert Type General Phone: (206) 854-4936 County King Fax (425) 795-2863 E-Mail vslupski@comcast.net Smith Gary Designations MAI App Rev No 2950 Tumbleweed Lane SE Unit C280 Minority No Port Orchard WA 98366 Cert Type General Phone: (360) 769-2282 County Kitsap Fax (360) 769-2282 E-Mail bp502@scn.org Steepy James R. Designations MRA Skillings - Connolly, Inc. App Rev No PO Box 5080 Minority No Lacey WA 98509-5080 Cert Type Residentia Phone: (360) 491-3399 County Thurston Fax (360) 491-3857 E-Mail jsteepy@skillings.com Stoknes Kevin Designations Cushman -Wakefield App Rev No 1420 Fifth Ave., Suite 2900 Minority No Seattle WA 98101 Cert Type General Phone: (206) 521-0266 County King Fax (206) 521-0299 E-Mail Kevin.Stoknes@Cushwake.com Stowe Thomas P. Designations SRA, SR/WA Stowe Appraisal, Inc. App Rev Yes PO Box 70 Minority No Medina WA 98039-0070 Cert Type General Phone: (425) 455-0538 County King Fax E-Mail stoweappraisal@msn.com Strickland Fred C. Designations MAI, SRA Strickland, Heischman & Hoss, App Rev Yes 6419 Lakewood Drive W Minority No Tacoma WA 98467 Cert Type General Phone: (253) 564-3230 County Pierce Fax (253) 564-3143 E-Mail (reds@nwiink.com Page 22 of 26 Strohm Gregor M. Designations ASA App Rev No PO Box 100 Minority No Oak Harbor WA 98277-0100 Cert Type General Phone: (360) 679-0839 County Island Fax E-Mail strohmg@verizon.net Stroschein Ruby Designations MAI Gem Valley Appraisal App Rev No 828 s. Washington, Ste D Minority Yes Moscow ID 83843 Cert Type General Phone: (208) 882-7200 County Idaho Fax (208) 882-9788 E-Mail ruby@gemvalleyappraisal.com Succo Lance Designations Alpha & Omega Appraisal App Rev Yes 849-60 Gore Rd. Minority No Onalaska WA 98570 Cert Type General Phone: (360) 985-0839 County Lewis Fax (360) 985-0839 E-Mail lesucco@tds.net Sweitzer John T. Designations Sweitzer Company, Inc. App Rev No 1202 E. Sprague, Suite 211 Minority No Spokane WA 99202 Cert Type General Phone: (509) 325-8514 County Spokane Fax (509) 747-8618 E-Mail jsweitzerco@hotmail.com Terrey Bruce Designations Columbia Valuation Group Inc. - App Rev No 2402 W. 195th Place Minority No Shoreline WA 98177 Cert Type General Phone: (206) 364-8580 County King Fax (206) 364-8556 E-Mail bterrey@cvgseattle.com Thurman Keith Designations Twin Harbors Appraisal Services App Rev No P. O. Box 350 Minority No Westport WA 98595 Cert Type General Phone: (360) 267-1100 County Grays Harbor Fax (360) 267-1110 E-Mail keith@twinharborsappraisal.com Timmers Han Designations Timmers Appraisal Services App Rev Yes 300 S First St Suite 205 Minority No Mount Vernon WA 98273-3895 Cert Type General Phone: (360) 336-5047 County Skagit Fax (360) 336-2975 E-Mail htimmers@verizon.net Page 23 of 26 Trimpe Douglas Designations App Rev No P. O. Box 3082 Minority No Coeur d'Alene ID 83815 Cert Type General Phone: (208) 655-2033 County Idaho Fax (208) 667-3729 E-Mail dougtrimpe@hotmail.com Trueman John R. Designations MAI, SRA Trueman Appraisal Company App Rev Yes 2311 N 30th St Minority No Tacoma WA 98403-3322 Cert Type General Phone: (253) 272-2720 County Pierce Fax (253) 272-2817 E-Mail info@truemanappraisal.com Unzelman Larry Designations App Rev No PO Box 243 Minority No Chehalis WA 98532 Cert Type General Phone: (360) 748-0555 County Lewis Fax E-Mail unzelmanapr@localaccess.com Vahlkamp Dean L. Designations MAI Dean Vahlkamp Appraisals App Rev Yes 1840 Frederickson Drive Minority No Clarkston WA 99403 Cent Type General Phone: (509) 758-6866 County Asotin Fax (509) 758-6866 E-Mail dvahlkamp@lewiston.com Vincent Brian T. Designations Pacific Appraisal Associates App Rev No P. O. Box 1607 Minority No Wenatchee WA 98801 Cert Type General Phone: (509) 662-8900 County Chelan Fax (509) 664-3260 E-Mail bvincent@pacapp.com Waldner Garrett W. Designations MAI, SRA Washington Appraisal Services, App Rev Yes 6947 Coal Creek Parkway SE, Ste. 322 Minority No Newcastle WA 98004 Cent Type General Phone: (425) 453-1456 County King Fax (425) 641-9223 E-Mail Garrett.w40@gmail.com Walker Gary G. Designations IFA Walker Appraisal Services App Rev No 6422 155th Ave. E. Minority No Sumner WA 98390 Cert Type General Phone: (253) 863-8051 County Pierce Fax (253) 276-0172 E-Mail walker@naifa.com Page 24 of 26 Welch Richard Designations SRPA SRA App Rev No 8421 NE 169th Street Minority No Kenmore WA 98028 Cert Type General Phone: (425) 489-0743 County King Fax (425) 482-6578 E-Mail rw.appraisal@verizon.net Wells Rick D. Designations IFAS A.C.E. Professional Services, App Rev No PO Box 3241 Minority No Silverdale WA 98383 Cert Type General Phone: (360) 692-5081 County Kitsap Fax (360) 692-5126 E-Mail acepsinc@yahoo.com Werner Will Designations David Evans & Associates App Rev 2100 SW River Parkway Minority No Portland OR 97201 Cert Type General Phone: (503) 223-6663 County Oregon Fax (206) 223-2701 E-Mail wnw@deainc.com Wessels Gary K. Designations MAI GPA Valuation App Rev Yes 7522 W 28th St Minority No Tacoma WA 98466-4112 Cert Type General Phone: (253) 564-1342 County Pierce Fax (253) 566-9560 E-Mail greerp@gwest.net White Carlos Designations Comida Appraisal App Rev no P. O. Box 1086 Minority no Sand Point ID 83864 Cert Type General Phone: (208) 263-3107 County Idaho Fax E-Mail cwhite@comida-appraisal.com Wick Dennis M. Designations MAI,SRWA,SRA Wick & Associates App Rev Yes 6830 NE Bothell Way, Suite C411 Minority No Kenmore WA 98028 Cert Type General Phone: (206) 417-7880 County King Fax (206) 417-7780 E-Mail wickandassoc@comcast.net Wilde Marvin Brent Designations MAI App Rev Yes 15721 NE 56th Way Minority No Redmond WA 98052 Cert Type General Phone: (425) 883-1357 County King Fax E-Mail 1 b_wilde@msn.com Page 25 of 26 Williams Kurt Designations Associated Appraisers of Walla App Rev No 2 West Main St. Minority No Walla Walla WA 99362 Cert Type General Phone: (509) 522-2272 County Walla Walla Fax (509) 529-5821 E-Mail kurt@webmail.bmi.net Wooden John R. Designations MAI App Rev No 4805 SW Oleson Rd Minority No Portland OR 97225-1420 Cert Type General Phone: (503) 292-0433 County Oregon Fax (503) 297-8908 E-Mail wooden@easystreet.com Zemtseff Paul Designations The Eastman Company App Rev Yes 925 N 130th St Minority No Seattle WA 98133-7502 Cert Type General Phone: (206) 363-6611 County King Fax (206) 363-5507 E-Mail pauleastmanco@earthlink.net Page 26 of 26 Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Wednesday, February 17, 2010 10:27 AM To: Steve Lee Subject: RE: Meeting this week Hi Steve, We will be bringing the draft geotech report, draft wetland reconnaissance report, (you already have both of these), the revised H&H Report. plans Bets with our survey and existing survey, curb alignment and preliminary stormwater and water alignment. Will need to discuss: �R`r"� A"'`� JARPA Detailw sY�re we showing a wetland on the east side of LWB or not? Graham Bunting did not, WSDOT did, Geoengineers reconnaissance likely. Confirm Road/Planter/Sidewalk Cross -Section (currently shown as 10' sidewalk, 2.5' planter Schedule Changes discussed in Meeting request WQ Options/Costs and Direction Other items alluded to in your February 8 e-mail There are some issues I want you to be prepared for prior to the meeting and they will include scheduling items on scope, existing building and how that structure will be affected with our proposed sidewalk construction and filling of the ditch within shorelines. I can help you prepare for this meeting prior to Ron meeting with us and also give you a summary of what the developer is proposing or stalling on based upon their financing. ) See you soon. Barry Baker, P.E. Gray & Osborne, Inc 206-284-0860 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Tuesday, February 16, 2010 11:40 AM To: Barry Baker Subject: Meeting this week Hi Barry, For the meeting this week, can you provide me details of what you will be updating us with? I like to be prepared for questions from Ron and Abdoul. Also, please bring a plan (proposed curb location I provided) with WQ treatment alternatives and proposed waterline location. Thanks, Steve Lee Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Friday, January 22, 2010 9:03 AM To: Steve Lee Cc: 'Stacey Clear' Subject: RE: Survey: Lake Washington Blvd... Attachments: Survey Request_2010-01-05.pdf; Survey Request maps.pdf Steve, Attached are the maps I have provided to the surveyors in addition to the maps from the City provided survey data (which include all the point data from the previous surveys). In summary the numbers correspond with: 1. Overhead Electric Power Transmission and Distribution Power Poles (there is a separate sheet showing the approximate location of the poles based on site visits and aerial photography) 2. Drainage structures and features (confirmation of critical structure and culvert information. 3. Road section (edge of pavement, centerline, etc. I believe I sent the actual survey request out earlier to you. The surveyors are not yet done with the field work. I will have to check to see what the status is and will get back to you. Thanks. Barry Baker, P.E. Gray & Osborne, Inc 206-284-0860 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Friday, January 22, 2010 8:05 AM To: Barry Baker; Stacey Clear Subject: Survey: Lake Washington Blvd... Hi Barry, How are things going? You were going to send me the figure prior to your surveyors heading out to the field? Are they finished with the field work now? I need that information to come up with the HL frontage curb/gutter line and then we can get PSE started. Thanks, Steve CONSULTING ENGINEERS [ ] ROAD [ ] SAN SEWER �jC� STM SEWER Can a Subconsultant be used on this Project? [ ] NO JOB # U `' S 0 _:.i CLIENT �! ) ` I] 1/4-PROJECT: L,4q_ Ci_ -- ILIgl��Gel RGE TWp L7 `� SEC--- -- ---- `-- ------------------------- VICINITY MAP F,IJ REQUEST FOR SURVEY OFFICE K FIELD [x PAGE FEASIBILITY STUDY [ ] DE WATER LINE [ ] OTHER YES Is ROW Information Needed YES h DATE REQUESTED GrREQUESTED BY G'rVY- iREQUESTED COMPLETION DATE Gq tit DESIGN DEADLINE PROJECT MANAGERGi'j' Gi G Horizontal datum --� (. me,/,, r ENGINEER/DESIGNER � �G' ! C _- ' Y Vertical datum %% �-,- - , A CURRENT ASSESSOR MAP WILL BE REQUIRED # SBUDGET ITE DESCRIPTION Lft1e�. i HRS in 9 --- G� C P111 Gi h i RG --- - ----- -- ---- — / sst'c-•%�1 ZT_ID ..,, 'rluATc 'rn ArrrnUDI ICU TWd ARnVF WORK HOURS PM APPROVAL - 1 SEE DETAIL INSTRUCTIONS SHEET [TOPO OR CONSTRUCTIONI COPY TO HS/DOM DATE DO NOT WKI I t t3tLUVV Irma t_uve Crum RESEARCH Dunvci v"r . --, LAYOUT FIELD OFFICE - — PLS BUDGET HRS — — -- -- - -- -- — ---- --- - - - - - — -- DATE STARTED DATE COMPLETED BY ------- REVISED 18 DEC 2000 REQUEST 12/18/00 8:21 AM Surveyrq.xls DETAIL REQUEST FOR DESIGN SURVEY TO BE FILLED OUT IN A MEETING WITH SURVEY GROUP PAGE — OF — REASON FOR SURVEY _[ J ROAD [ j SAN SEWER [- J STM SEWER [ J WATERLINE [ ) OTHER LINEAR FOOT OF SURVEY = REQUIRED MAP SCALE 1"= FEET REQUIRED FIELD DATA - - --- ---- - _ ITEM # DESCRIPTION [ 1 CONTROL SURVEY -2 SET BENCH MARKS ON SITE [ ] 3 SURVEY FOR FOOT CONTOUR INTERVAL [ ] .4 GROUND SHOTS AT ABOUT FOOT MAXIMUM GRID PLUS GRADE BREAKS -- ] _ 5_.._. BUILDING - - - ------..—..- -- ----- -- [ ] FLOOR ELEVATION - (] ADDRESS — 6 WATER LINES (VALVES, BLOW OFF & F HYD) ] -7. - GAS LINES [VALVES ETC.) — ----- — __-- —`-- —' -8 TELEPHONE LINES [VAULTS & CONNECTION BOXES, ETC.) ] 9 - POWER - POWER POLES OVERHEAD LINES UNDER GROUND POWER LINES [VAULTS & CONNECTION BOXES, ETC.] 10 CABLE TV - 11 -STORM DRAINAGE CATCH BASINS, MANHOLES & CULVERTS [RIM & INVERTS ELEVATIONS)--- 12 SANITARY SEWER WITH RIM & INVERTS ELEVATIONS — - — - 13 WETLANDS -- -- -- ------ — 14 TEST 89Rt [) 15 TREES OF 1411 _ H- 16 TREE OUTLINE 17 SIDEWALKS DRIP LINE 18 CURBS - 19 C/L ROAD PROFILE @ _- FOOT STATIONS _ - ] 20 DRIVEWAY PROFILE -- 21 TOPO SHOTS WIDTH OF R/W PLUS FEET_ ON SIDES _ 22 -STRIP TOPO FEET WIDE ALONG — — [) 23- SURVEY TO EXTEND ZQ FEET ON SIDE STREETS FROM INTERSECTION ,�}d/u�/,yG JS, (jib '" -tor 24 SEARCH AND TIE ROAD MONUMENTATION AND RESOLVE R/W WIDTH ALL UNDER GROUND UTILITIES SHOULD BE LOCATED BY UTILITY COMPANY BEFORE SURVEY THE FOLLOWING RATES MAY VARY WITH EACH JOB DEPENDING ON SCOPE OF WORK & SITE CONDITIONS SUCH AS — — _ 1 The availability of Horizontal & Vertical Control Points on the required Datums ----- -- __ _ 2 Traffic — 3 VISIBILITY [BRUSH, TREES, Etc.) _ — — _ 4 Crew Member's Experience —-------- —"- —' -- — 5 Problem Survey Areas [LACK OF PLATS PLAT MONUMENTATION AND ERRORS ON THE PLAT] --- 6 Project Manager's and/or Client's scope of work GENERAL ESTIMATING RATES -- -- — CONTROL 10-15 POINTS A DAY_ SET AERIAL CONTROL POINTS WITH CONTROL - 4 PER DAY ROAD BASED ON A 60 FOOT RfW [SHOTS BEYOND THE R/W WILL BE ADDITIONAL] C/L PROFILE ONLY [50' STATIONS ) IN WELL MONU_MEMTED AREA _2000_T_O_5000 FT_PER _DAY TOPO 2 LANE ROAD UP TO ROW ---- — - — - _-_ 300 to 500 FT PER DAY — TOPO 4 LANE ROAD 100 to 500 FT PER DAY — TOPO for SANITARY SEWER 25 FT STRIP WITH BLDG & FF 300 TO 1300 FT PER DAY__ TOPO for STORM SEWER — 300 TOPO FOR_ WATER SITE SURVEYS WILL BE DETERMINED ON PER SITE PRICE Area to TOPO will be Determined between the'PM and the Surveyor REVISED 17 )AN 2000 DESIGN _ TO 1500 FT PER DAY_ 500 TO 1500 FT PER DAY 6/8/00 11:48 AM Surveyrq.xls # Date To be Misc. Task Description Started Completed Notes 1 Consultant Contract Completed? Notice to Proceed 17-Dec Completed Original signed contract provided to Consultant 2 Contact PSE and Qwest 04-Jan Ongoing Contact made with PSE. They will need our curbing and sidewalk information. 3 Site Plan communication with Site Devel. Engr. To get final site plan. Pat Severin stated that their building elev. Is changing per architect comments. 4 Bus stop to be incorporated or not? Vanessa stated that City would determine if bus stop is needed or wanted. 5 Surveying 07-Jan jR++Zg 6 Geotechnical Field Work 04-Jan Field work completed for initial investigation. 7 Hydrology 04-Jan Completed Flows developed for upstream system discharing on -site, incl. WSDOT area. 8 Hydraulics 13-Jan XP-SWMM modeling begun 9 City portion of the curb, gutter, and sidewalk location provided? Site plan developed off of developer information. Our survey will confirm and add additional information. Easement for Water Quality Structure (raingarden or bioswale needed from Port 10 Quendall/existing property owner. 11 WSDOT existing easement release. 12 24-inch storm pipe easement needed. Need to talk to Dan Mitzel about this need and would include right of entry. Developer to obtain easement release. New drainage easement needed for the re -aligned storm pipe location on private property. H:\File Sys\SWP - Surface Water Projects\SWP-27 - Surface Water Projects (CIP)\27-3531 Lake Washington Blvd -Hawks Landing\1000 Corres City\100112-MeetingProgressNotes.xls City of Renton — Hawk's Landing Team Meeting Thursday, January 14, 2010, 11:30 a.m. — 1:00 p.m. Room 720, Renton City Hall Expected Attendance: Chip Vincent, Vanessa Dolbee, David Pargas, Jennifer Henning, Spencer Alpert, Jessica Clawson, Mel Maertz, Jim Seitz, Peter Hahn, Ron Straka, Steve Lee, Dave Christensen, Abdoul Gafour, Jim Seitz, Bob Mahn AGENDA Introductions Project Status Update — Spencer Alpert III. City Updates — Streets, Storm & Water System Improvements — Jim Seitz, Steve Lee, Abdoul Gafour; Archaeological Assessment — Jennifer Henning; Land Use Permitting — Vanessa Dolbee IV. Future Meeting Dates V. Next Team Meeting: Thursday, February 11, 2010, Conference Room 720, 7`h Floor, Renton City Hall 11: a.m. — 1:00 p.m. Steve Lee From: Stacey Clear [sclear@g-o.com] Sent: Tuesday, January 12, 2010 10:35 AM To: Steve Lee Subject: RE: Some Proposed Curbing information Ok, we'll take a look at it. Thanks Steve. I just finished modeling the hydrologic flows for the area. I am close to finishing the setup of the XPSWMM model as well and will be inputting flows soon. Stacey Clear, P.E. Design Engineer Gray & Osborne, Inc. 3710 168th St. NE, Suite B210 Arlington, WA 98223 Ph(360)454-5490 Fax (360) 454-5491 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore, Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Tuesday, January 12, 2010 10:30 AM To: Stacey Clear Cc: Barry Baker Subject: Some Proposed Curbing information Hi Stacey, Hopefully all is well on your end? Attached is some curbing and sidewalk information that is pretty close to final for our construction work. I have not included the work the developers will construct north of the southern main entrance. We can use what the developer gave us, which is subject to change and just stub -out our storm -water connections to around their curb/gutter line. This cadd file was developed using the apparent centerline information the developer gave me so it may not be 100% correct but should give you enough. The edge of asphalt for the west side is 'assumed` by me since they did not seem to survey that portion well or at all. Let me know if you have problems with this file or have questions... Thanks, Steve Steve Lee From: Stacey Clear [sclear@g-o.com] Sent: Thursday, January 07, 2010 10:37 AM To: Steve Lee Cc: pat@sdg-Ilc.com Subject: FW: Hawks Landing survey points Steve, This is what my technician is telling me in regards to the point descriptions for the point files you gave us for Hawk's Landing. Could you please assist? Thanks. Stacey Clear, P.E. Design Engineer Gray & Osborne, Inc. 3710 168th St. NE, Suite B210 Arlington, WA 98223 Ph(360)454-5490 Fax (360) 454-5491 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore, Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. From: Carole Kirk [mailto:ckirk@g-o.com] Sent: Thursday, January 07, 2010 10:32 AM To: 'Stacey Clear' Subject: RE: Hawks Landing survey points Their point descriptions are different than ours and some are impossible to decipher. Is it possible to get a legend or key so we can know what they are? Carole Kirk Gray & Osborne, Inc 360-454-5490 From: Stacey Clear [mailto:sclear@g-o.com] Sent: Thursday, January 07, 2010 6:49 AM To: 'Carole Kirk' Cc: scooper@g-o.com Subject: FW: Hawks Landing survey points Here are the point files for Renton. Stacey Clear, P.E. Design Engineer Gray & Osborne, Inc. 3710 168th St. NE, Suite B210 Arlington, WA 98223 Ph(360)454-5490 Fax (360) 454-5491 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore, Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, January 06, 2010 4:02 PM To: Stacey Clear; Barry Baker Subject: FW: Hawks Landing survey points From: Pat S [mailto:pat@sdg-Ilc.com] Sent: Wednesday, January 06, 2010 3:32 PM To: Steve Lee Subject: FW: Hawks Landing survey points Here are the two point files you have requested. We are working on the grading plan for you to blend into. We need to do some minor modifications as the structural needed more head room forcing the site up 0.5'. Hopefuly I can get this to you by early next week Pat Severin P.E. Sound Development Group P.O. Box 1705 1111 Cleveland Street Suite 202 Mount Vernon, WA 98273 Email: pat sdcLllc.com Ph: 360-404-2010 Fax: 360-404-2013 From: Dennis Albright Sent: Wednesday, January 06, 2010 1:39 PM To: Pat Severin Subject: Hawks Landing survey points Dennis J. Albright Sound Development Group Phone 360-404-2010 Fax 360-404-2013 dennis(a�Dsdg-Ilc.com C3rv.my 8z: CONSULTING ENGINEERS ]ROAD ]SAN SEWER t1i STM SEWER lCan a Subconsultant be used on this Project? C NO JOB # CLIENT ------------------- 1/41PROJECT: L4G iSEC TWP RGE -------- ------- VICINITY MAP USGS QUAD REQUEST FOR SURVEY OFFICE Of FIELD [ PAGE OF FEASIBILITY STUDY DESIGN'[Xj' WATER LINE OTHER YES Is ROW Information Needed YES NO[ ]I DATE 41 . REQUESTED T �ED JqpI 2 11 "14-EQUESTEDBY IREQUESTED II k -J� COMPLETION DATE,yq DESIGN DEADLINE PROJECT MANAGER 2t: N" Horizontal datum Cl�:ER/DESIGNER A CURRENT ASSESSOR MAP WILL BE REQUIRED Vertical datum BUDGET HRS IM /A y z�a -77�r 5, 21 A/1 A 0r!RA Arr- 'rn AfIrInRADI 1--W Td AnnVP WORK HOUR; PM APPROVAL SEE DETAIL INSTRUCTIONS SHEET fTOPO OR CONSTRUCTION COPY TO HS/DOM DATE DO NU I VVK1 I t t5LLUVV I MO L114M Lrvr-, RESEARCH Ouu% I LAYOUT FIELD ------ — ------ T— OFFICE PLS BUDGET HRS DATE STARTED. -...,.-.-- DATE COMPLETED BY 0 REVISED 18 DEC 2000 REQUEST 12/18/00 8:21 AM Surveyrq.xls DETAIL REQUEST FOR DESIGN SURVEY TO BE FILLED OUT IN A MEETING WITH SURVEY GROUP PAGE ` OF_ REASON FOR SURVEY = ( J ROAD [ J SAN SEWER [- J STM SEWER -[ J—WATERLINE [ ] OTHER - LINEAR FOOT OF SURVEY = REQUIRED MAP SCALE 1"= FEET REQUIRED FIELD DATA ITEM # DESCRIPTION _-1 CONTROL SURVEY ----------- -------------- .-..-- -- _—_ - -�- -. —2 _ SET _BENCH MARKS ON SITE -- ----- —•----------.---------- — --. __.-------- ----•— --- - [ ] 3 SURVEY FOR FOOT CONTOUR INTERVAL —_— — - — - — — [ ] 4­ GROUND SHOTS AT ABOUT FOOT MAXIMUM GRID PLUS GRADE BREAKS — 5.- BUILDING - — — _ _. --- ----------- - [ ] FLOOR ELEVATION - [ ] ADDRESS - 6 WATER LINES (VALVES, BLOW OFF & F HYD] _ 7 - GAS LINES [VALVES ETC.] ---------- -- ---- --------- --- -8 TELEPHONE LINES [VAULTS & CONNECTION BOXES, ETC.] — -] 9. _ POWER POWER POLES OVERHEAD LINES UNDER GROUND POWER LINES (VAULTS & CONNECTION BOXES, ETC.) [ ] 10 CABLE TV ---- `a 11 —STORM DRAINAGE CATCH BASINS, MANHOLES & CULVERTS [RIM & INVERTS ELEVATIONS]-- r 12 SANITARY SEWER WITH RIM & INVERTS ELEVATIONS ..._ 13 WETLANDS I -- -- ----- -- — ] 14 TEST (] _ 15 TREES OF N " A� [ ] f6 TREE OUTLINE _ 17 SIDEWALKS DRIP LINE 18 CURBS —' 19- C/L ROAD PROFILE @ —_ FOOT STATIONS — — ] 20 DRIVEWAY PROFILE — -- 21 __TOPO SHOTS WIDTH OF R/W PLUS FEET ON SIDES ] 22 STRIP TOPO FEET WIDE ALONG — — (] 23- SURVEY TO EXTEND _ ZO FEET ON SIDE STREETS FROM INTERSECTION ,�✓lU�t. '�5 %/ ' i � r 24 SEARCH AND TIE ROAD MONUMENTATION AND RESOLVE R/W WIDTH ALL UNDER GROUND UTILITIES SHOULD BE LOCATED BY UTILITY COMPANY BEFORE SURVEY THE FOLLOWING RATES MAY VARY WITH EACH JOB DEPENDING ON SCOPE OF WORK & SITE CONDITIONS SUCH AS f The availability of Horizontal & Vertical Control Points on the required Datums — __ _ 2 Traffic 3 VISIBILITY [BRUSH, TREES, Etc.] 4 Crew Member's Experience ------------- ------ -- — 5 Problem Survey Areas [LACK OF PLATS PLAT MONUMENTATION AND ERRORS ON THE PLAT] -- — 6 Project Manager's and/or Client's scope of work _ GENERAL ESTIMATING RATES T-- --- - CONTROL 10-15 POINTS A DAY_ SET AERIAL CONTROL POINTS WITH CONTROL 4 PER DAY ROAD BASED ON A_60_FOOT _R/W [SHOTS BEYOND THE BE BE_ADDITIONAL] C/L PROFILE ONLY [50' STATIONS ] INWELL_MONUMEMTED AREA TOPO 2 LANE ROAD UP TO ROW --- - TOPO 4 LANE ROAD TOPO for SANITARY SEWER 25 FT STRIP WITH BLDG & FF TOPO for STORM SEWER TOPO FOR WATER SITE SURVEYS WILL BE DETERMINED ON PER SITE PRICE Area to TOPO will be Determined between the PM and the Surveyor _2000_T_o 5000 FT_PER _DAY _ 300 to 500 FT PER 100 to 500 FT PER DAY — 300 TO 1300 FT PER DAY 300 TO_1500 FT PER_DAY 500 TO 1500 FT PER DAY REVISED 17 )AN 2000 DESIGN 6/8/00 11:48 AM Surveyrq As Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Tuesday, January 12, 2010 2:06 PM To: Steve Lee; 'Stacey Clear' Subject: RE: Geotech... Hi Steve, The boring are complete and I will have a map showing the locations probably by the end of this week. We did not at this time provide the precise location of the vault. It is not overly critical based on the overall geology of the area. The soils are generally poor. We looked at places where the fill would need to be placed in the existing ditch and what will be required to support the road cross section and fill slopes/wall. Wetland review will also occur this week. We are currently reviewing the survey information provided to us to make sure we get what we need but not spend additional time in the field that is not warranted. One other issue that needs to be verified is that the inverts shown on the data provided so far have only a 0.14 ft drop between the WSDOT invert and the 24-inch discharge to May Creek invert. Based on preliminary modeling a 24-inch pipe will not provide adequate capacity. Stacey is actively working on this and will have more information shortly. Whether or not these inverts were surveyed before, we will be checking those elevations very, very carefully. Actual field survey will not occur for at least another week. We are preparing mapping for PSE pole relocation based on the existing and proposed conditions. We are assuming the existing cross slope/crown for the road cross section will be the same as the final and a 2.0% cross -slope on the sidewalk. Barry Baker, P.E. Gray & Osborne, Inc 206-284-0860 From: Steve Lee [ma iIto: Slee@Rentonwa.gov] Sent: Tuesday, January 12, 2010 11:06 AM To: Stacey Clear; Barry Baker Subject: Geotech... HI Barry, You mentioned late last week that the geotech was heading out to the field to gather information via borings. We would like to see the locations where he intends to conduct the bores prior to the field work being done. Could you send me the locations? (If we choose the vault route for water quality, which we probably will not, then we would want to place the bores in a certain location. Thanks, Steve From: Stacey Clear [mailto:sclear@g-o.com] Sent: Tuesday, January 12, 2010 10:35 AM To: Steve Lee Subject: RE: Some Proposed Curbing information Ok, we'll take a look at it. Thanks Steve. I just finished modeling the hydrologic flows for the area. I am close to finishing the setup of the XPSWMM model as well and will be inputting flows soon. Stacey Clear, P.E. Design Engineer Gray & Osborne, Inc. 3710 168th St. NE, Suite B210 Arlington, WA 98223 Ph(360)454-5490 Fax (360) 454-5491 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore, Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. From: Steve Lee [mai Ito: Slee@Rentonwa.gov] Sent: Tuesday, January 12, 2010 10:30 AM To: Stacey Clear Cc: Barry Baker Subject: Some Proposed Curbing information Hi Stacey, Hopefully all is well on your end? Attached is some curbing and sidewalk information that is pretty close to final for our construction work. I have not included the work the developers will construct north of the southern main entrance. We can use what the developer gave us, which is subject to change and just stub -out our storm -water connections to around their curb/gutter line. This cadd file was developed using the apparent centerline information the developer gave me so it may not be 100% correct but should give you enough. The edge of asphalt for the west side is 'assumed' by me since they did not seem to survey that portion well or at all. Let me know if you have problems with this file or have questions... Thanks, Steve Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Wednesday, January 06, 2010 12:37 PM To: Steve Lee Cc: 'Stacey Clear' Subject: RE. Game Plan without Hawks Landing full frontage curb -line Steve, We are working under the game plan outline below. For your information, S&EE has completed the field work for the geotech report and is awaiting the lab tests. GeoEngineers will be completing the field work the end of this week and will have the reconnaissance report following shortly thereafter. Survey is scheduled but will not be out in the field until after the wetland fieldwork is completed (in case there is anything needed there). Stacey is working on the Hydrology/Hydraulics and we have made initial contact with PSE on pole relocation. We will need the proposed pole relocation coordinates to submit to PSE. For that we will need to make sure we have the road cross section so we can see how much we have to move the pole. That is the status for now. Let me know if you have any questions. Barry Baker, P.E. Gray & Osborne, Inc 206-284-0860 From: Steve Lee [maiIto: Slee@Rentonwa.gov] Sent: Tuesday, January 05, 2010 3:15 PM To: Stacey Clear; Barry Baker Subject: Game Plan without Hawks Landing full frontage curb -line Okay.. I have a game plan for us to do some work prior to figuring out the curb -line. We will be responsible for the curb/gutter/sidewalk improvements south of the main southern entrance. So that cross section is easier to figure out since the May Creek Bridge's centerline is very close to the ROW centerline. Which means we have the roadway boundary conditions for the curb -line south of the southern Hawks Landing location. (I am drawing up a cross section for you on the lane width (11'), landscape (10') and sidewalk (12') right now. It will mean we obtain some easement area from the private property owner of course. For the northern curb/gutter, landscaping and sidewalk: The developer is responsible for placing those improvements so we really do not need the exact location of the curbline (just generally locate the storm stub -outs to within a foot or so). What we can do is design the trunk -line system (with proper spacing next to the water -main) and stub -out to the CB locations that the developer will place. We can also start the WQ alternatives analyses and the Stormwater report with determining if we are below the new impervious runoff threshold criteria that Allen explained briefly. The analysis assumes that this project has new sidewalk and asphalt placed along the entire frontage of Hawks Landing. This WQ planning alternative memorandum will be dependent on the backwater from the creek of course. Use the 100-year, winter water levels from the Lake for these scenarios since that is most likely when the heavy rains will coincide with the creek levels. You have the creek levels from the Hec-Ras information I sent you before. Lookup this information from FEMA profile upstream of the May Creek Bridge if you need more information to runoff the 100-year backwater elevation. From the HECRAS you can also determine the 25 year backwater elevation in the creek also. Recently the Filterra system has been approved for GUILD via DOE. We can also use the ZPG cartridges and also a bioswale or rain garden type system (easement area that parallels the street). Alternatives should target these choices (or more if you know more). WQ feasibilities should include constructability, cost, backwater hydraulic capacities, etc. I will get you the cross section soon.... Let me know if I missed anything or you need additional clarification. Thanks! Steve a ,. AIRPORTS (A) DIN INLET DRAIN LBR BUSH RHODODENDRON AAAZ—AP OACIA CITE DMH MANHOLE LCE CONCRETE EDGING ACR COMPASS CAL PAD (ROSE) DP PIPE LCLH HEDGE CL AFAC FAA CONDUIT DPM PAINT MARK LCLT TREELINE CL AHC HANGAR COR DPW PUMP (WELL) LEG EDGE OF GRASS AHL HOLD LINE ORD ROOF DRAIN LEL EDGE OF LANDSCAPING AILS ILS LINE DRR RIP RAP LPL PLANTER ARL RUNWAY LIGHT DSM STUB MARKER LRR RASPBERRY ROW ARS RNd STRIPE DSP STAND PIPE (OVERFLOW) LRT ROCKERY TOP ASA SAFETY AREA DTD TRENCH DRAIN LRTO ROCKERY TOE ASC SEGMENTED CIRCLE DYD YARD DRAIN LSB SPRINKLER CONTROL BOX ATC TERMINAL COR LSH SPRINKLER HEAD ATD TIE DOWN FEATURES TOPO F LSL SPRINKLER LINE ATL TAXI LIGHT FIM15--SAASKE'TB( LUPO-S'T LSV SPRINKLER VALVE ATS TAN STRIPE FBH BORE HOLE LTL TREELINE (DRIPLINE) AVB VASI BOX FBOL BOLLARD LWB WOOD BORDER AWS WIND SOCK FCLC CENTER LINE CREEK AWT WIND TEE FCM CONCRETE MARKER POWER P FCN CONDUIT N BUILDINGS AND STRUCTURES AB FCT CREEK TOP PCP CONTROL PANEL BA I I ANGLE FCTO CREEK TOE PGA GUY ANCHOR BBRA BRIDGE ABUTMENT FDCL DITCH CENTER LIKE PGP GUY POLE BBRB BRIDGE BEAM FDD DITCH DAYLIGHT PGPO GUARD POST BBRC BRIDGE COR FDT DITCH TOP PJB JUNCTION BOX BBRD BRIDGE DECK FDTO DITCH TOE PLJB LIGHT J-BOX BBRL BRIDGE LINE FEA EDGE ASPHALT PLP LIGHT POLE BBRS BRIDGE SUPPORT POST FEC EDGE CREEK PM METER BBWW BRIDGE WINGWALL FECC EDGE OF CONCRETE PMH MANHOLE BC BUILDING CORNER FEE EDGE OF EXCAVATION PMR MARKER BCF CORNER FOUNDATION FEG EDGE OF GRAVEL PP POWER POLE BCL BLDG CURVE LINE FEL EDGE OF LAKE PPHH HAND HOLE BCS CORNER STAIRS FELS EDGE LANDSLIDE PPL PWR POLE Wl STREET LITE BCST CORNER STRUCTURE FEP EDGE OF POND PPM PAINT BCW CORNER CONC. WALL FEPL EDGE OF POOL PS POWER SWITCH BD BUILDING DOOR FERR EDGE OF RIP RAP PSP SERVICE POLE BDCL DOOR CENTER LINE FET EDGE OF TRAIL PT TRANSFORMER BIDE DOOR EDGE FEV EDGE OF VEGETATION PTT TRANSMISSION TOWER BDK DECK FEW EDGE OF WETLANDS PVC VAULT CORNER BE BUILDING EAVE FFB FENCE BARBWIRE PVM VAULT MIDDLE BEN BUILDING ENVELOPE FFC FENCE CHAIN LINK PYL YARD LIGHT BEXJ EXPANSION JOINT FFL FENCE LINE BFF FINISHED FLOOR FFW FENCE WOOD TELEPHONE H BHR BUILDING HAND RAIL FGAR GUARD RAIL MNR BL BUILDING LINE FGB GROUND BREAK PHC CONDUIT BLC LANDING CORNER FGE GATE END PHGA GUY ANCHOR BPC POST CARPORT FGLP GROUND LOW POINT PHGP GUY POLE BPCO POST BUILDING COLUMN FGP GATE POST PHJB J-BOX �kfe,4 BPCR CONC PAD COR FGPO GUARD POST PHM MARKER PIA Lit— �Rr BPCV POST COVERED AREA FGS GROUND SHOT PHMH MANHOLE BPR POST ROOF SUPPORT FGSW GROUND SWALF PHP POLE FGT GROUND TOP PHPD PEDESTAL CHANNELJZATION C FGTO GROUND TOE PHPL TEL E POLE W/ STREET LITE CAL FLD LOG DAM PHPM PAINT CALR ARROW LEFT RIGHT FMB MAIL BOX PHPO POST CALS ARROW LEFT STRAIGHT FOC FUEL OIL CAP PHVC VAULT CORNER CAR ARROW RIGHT FP FUEL PIPE LINE PHVM VAULT CENTER CARS ARROW RIGHT STRAIGHT FPG PLAYGROUND EQUIP. CART ARROW TWO WAY FPI FUEL PUMP ISLAND ROADS AND PARKING CATW ARROW THREE WAY FPO POST _ CLIMB LANE MARKER BUTTONS FPR POST REFLECTOR RCE CURB EXTRUDED (NOT TOP) CLMR LANE MARKER REFLECTORS FRR RIP RAP RCFL CURB FLOW LINE CLMT LANE MARKER TURTLES FS STRIPE RCL CENTER LINE ROAD CPCL PAINT CENTER LINE FSEE SEE NOTES RCLD CENTER LINE DRIVEWAY CPCR PAINT CROSSWALK FSIN SIGN (SEE TRAFFIC SIGNS) RCLE CENTER LINE EASEMENT CPFL PAINT FOG LINE FSM SETTLEMENT MARKER RCLG CENTER LINE GRAVEL CPFR PAINT FIRE LANE FTH TEST HOLE RCL X CENTER LINE INTERSECT CPL PAINT LANE FTP TEST PIT RCSM CONCRETE SEAM CPNP PAINT NO PARKING FWC WHEEL CHAIR RAMP RCT CURB TOP CPP PAINT PARKING FWT WALL TOP RE EDGE ROAD CPYL PAINT DOUBLE YELLOW FWTO WALL TOE REA EDGE ASPHALT CSB SYMBOL BIKE -REC EDGE CONCRETE CSCH SYMBOL SCHOOL REVISED 10 MAY 1994 RED EDGE DIRT CSH SYMBOL HANDICAP REDW EDGE DRIVEWAY CSHO SYMBOL HIGH OCC.VEH. L�IN G� REG EDGE GRAVEL CSO SYMBOL ONLY _GAS GGPO GUA D P= RES EDGE SHOULDER CSRR SYMBOL RR CROSSING GLM LATERAL MARKER RGB GRAVEL BREAK CSS SYMBOL STOP GM METER RGFL GRAVEL FLOW LINE GP GAS PIPE LINE RGR GRAVEL RIDGE STORM DRAIN (D) GPB PAINT BEND RGS GRAVEL SWALE DA A I GPM PAINT RICF ISLAND CURB FL DBC BOX CULVERT CORNER GPT PAINT TEE RICT ISLAND CURB TOP DCB CB TYPE I GPX PAINT CROSS RPB PAVEMENT BREAK DCBS SMALL BOX CB GV VALVE RPE PAVEMENT EDGE DCBT CB TYPE 2 GVT GAS VENT RPFL PAVEMENT FLOW LINE DCC CANNEL CONC. RPR PAVEMENT RIDGE DCD CONCRETE V DITCH LANDSCAPING (L) RPS PAVEMENT SWALE Oct CULVERT IN LSD S17-b�LiD�S RPT PAVEMENT POINT DCO CULVERT OUT LBE BUSH EVERGREEN RS ROAD SUPER DDP DETENTION POND EDGE LBJ BUSH JUNIPER RTE THICKENED EDGE,@ FL =i THICKE'jr. C-:)GE @ BK. TDM MAPLE ROAD),C-(". '.`.CURVE TDO OAK " iVVB VVALK SACK TDP PLUM W.VCL WALK CENTER LINE TDPA PEAR ;.tiE WALK EDGE TDPE PEACH WALK SEAM TDPO POPLAR TDW WILLOW :=-k!LROA�D TDWA WALNUT `2�'Ft�=ff .�RR) L1R r'RAIL TE EVERGREEN TREE RRDT DRILL TRACK TEAC ATLANTIC RRMP MILE POST TEC CEDAR RRS SWITCH ASSEMBLY TEF FIR RRSB SWITCH BOX TEH HEMLOCK RRSG SIGNAL TEHO HOLLY RRSP SPUR TRACK TEMA MADRONA RRST SWITCH TRACK TEP PINE RRT TRACK CENTER LINE TER REDWOOD RRTF TRACK FROG TES SPRUCE RFTP TELEGRAPH POLE TEY YEW RRX INTERSECTION TL TREE LINE SUR%. ,/ (S) TRAFFIC SIGNS & SIGNALS TS B N A ORNER T�TP_ I N SB1.. BASE LINE TSAR ARROW SIGN SCP CONTROL POINT TSBS BUS STOP SIGN SC, CHECK SHOT TSCA CAUTION SIGN SFA FOUND AERIAL TARGET TSCB CONTROL BOX SFB FOUND BENCH MARK TSCH SCHOOL SIGN SFC FOUND CROSS TSCW CROSS WALK SIGN SFGE FOUND GPS POINT TSDE DO NOT ENTER SIGN SFH =OUND HUB TSE SIGN EDGE SFLT OUND LEAD/TACK TSHP SIGN HANDICAP SF M �_OUND MONUMENT TSJB SIGNAL J-BOX SFN FOUND NAIL TSKR SIGN KEEP RIGHT SFNT FOUND NAIL/TAG TSMP MILE POST SIGN SFP FOUND PIPE TSNO NO OUT (DEAD END) SIGN SFPC FOUND PIPE/CAP TSNP NO PARKING SIGN SFR UND REBAR o C TSO ONLY SIGN SFRC FOUND REB/CAP SS��—�c+ TSOW ONE WAY SIGN SFS FOUND SPIKE TSP PARKING SIGN SPC PROPERTY CORNER TSPL SIG POLE W/LIGHT SP!. PROPERTY LINE TSPO SIGNAL POST SSA SET AERIAL TARGET TSRP REFLECTOR POST SSB SET BENCH MARK TSRR RR XING SIGN SSG SET CROSS TSRT ROUTE NUMBER SIGN SSGP SET GPS POINT TSS STOP SIGN SSH SET HUB TSSL SPEED LIMIT SIGN SSLT SET LEADITACK TSSN STREET NAMEJNUMB SIGN SSM SET MONUMENT TSSP SIGNAL POLE SSN SET NAIL TSTL DETECTOR LOOP SSNT SET NAILITAG TSWP FED CROSSING SIGN SSP SET PIPE TSWS WARNING STOP AHEAD SIGN SSR SET REBAR TSXW CROSSWALK SIGNAL POLE SSS SET SPIKE TSY YIELD SIGN SXBT SECTION BEARING TREE SXCC SECTION CENTER CORNER TELEVISION (TV) SXGC SECTION GRANT CORNER NT L BUX— SXIX SECTION SIXTEENTH CORNER TVJB J-BOX SXLT SECTION LINE TREE TVPD PEDESTAL SXMC SECTION MEANDER CORNER TVPM PAINT SXQC SECTION QUARTER CORNER TVs SERVICE CONNECT SXSC SECTION CORNER TVSD SATELLITE DISH SANITARY SEWER (SWL WATERLINE (YID) CU_L _ WAV—AIR T/AG RELIEF VALVE SWDF DRAIN FIELD WBO BLOW OFF SWGV GATE VALVE WER EDGE RESERVOIR SWHU HOOK-UP (TRAILERS) WFA WATER SPIGOT SWLM LATERAL MARKFR WFC FIRE CONNECT SPRINKLER SWLS LIFT STATION WFH FIRE HYDRANT SWMH MANHOLE WFHT FIRE HYD. 3 NOZZLE SWP PIPE WGPO GUARD POST SWPM PAINT MARK WLCL WATERLINE CL SWST SEPTIC TANK WM METER WMAR MARKER TREES U WMH MANHOLE TO DECIDUOUS TREE WMVV "MONITOR WELL TDA ALD-M2E ---- WOP OVERFLOW PIPE (RES) TDAC ACACIA WP PIPE TDAP APPLE WPB PAINT BEND TDAS ASH WPM PAINT TDB BIRCH WPRF PRESSURE RELIEF VALVE TDC COTTONWOOD WPRV PRESSURE REDUCING VALVE TOGA CASCARA WPT PAINT TEE TDCH CHERRY WPX PAINT CROSS TDCN CHESTNUT WSE WATER SURFACE EDGE TDD DOGWOOD WSP WATER SPRINK STAND PIPE TDL LOCUST WSV WATER SERVICE WTB WATER 1HRUST BLOCK WTR TOP RINGWALL WV WATER VALVE WVC VAULT CORNER WVM VAULT CENTER WVPI VALVE POST INDICATOR WVWP VALVE WITNESS POST WW WELL ACAD LAYER CHANGE CODES A AIRPORT LAYER— B BUILDING LAYER C CHANNELIZATION LAYER D STORM DRAIN LAYER F FEATURE LAYER G GAS LAYER L LANDSCAPE LAYER P POWER LAYER PH TELEPHONE LAYER R ROADS LAYER RR RAILROAD LAYER S SURVEYLAYER SW SANITARY SEWER LAYER T TREELAYER TS TRAFFIC LAYER TV TELEVISION LAYER W WATER LAYER t SPAN PIER I BACK OF PAVEMENT SEAT �y 5�2'-1 1/10- POINTS _CLEAR SPAN - 50.5.T - 28.5- VERTICAL DISTANCE FROM SLAB SOFFIT TO C. G. OF A S. FORCE - C.G. OF PRESTRESSING FORCE ®+6' ®•6 7 co 1 ' V1' l0, III -�—_ — -- '-CONN R. io ail ¢�ob�i TYP. o� 1� PIER 2 BACK OF PAVEMENT SEAT -6. ----._-_.--- +04 J04 TOP CORNER BAR O®•1 ! � 255� / I � � �g7 412 C5 PAV' T OR 405 +6 � I �' SEAT TIE o257 +4 TIES 10- 'SEE TIE DETAIL i I' 4g, SLAB TIES. TYP. Q•7 —/ .� NOTE: ®•5 C-) - ;I. SLAB SOFFITS ARE PARABOLIC. Y-0. 001231xl (FT. ),I HORIZONTAL OFtSETS `x- ARE MEASURED;FRON THE'i w E Of THE SPAN:ALow LINES PARALLEL to THE °F ROADWAY. DOWN FROM A LINE jPARALLEL', TOSAND 2�- MEASUREDELO u� THE TOP OF THE SLAB. - - - 1' 6 91 8-0, POST TENSION DETAILS SHOWN REINF. STEEL SHOWN: SYMW. ABOUT C SPAN PIER / REINF.-SIMILAR LONGITUDINAL SECTION AT ROADWAY i -0- - --- 32'_0. PIGMENTED SEALER. rYP. R ROADWAY 0®•II T i DUCTS TENDON �a rtI O. OI ' /FT , \ \ ` 0. 02' /fT I ., _ � � ` D- OZ' /FT � 'N 4- - � - - - - - ri-• i-i-•�i -i-� � • TiiT•-'iTi i2 • I j o 0 o •� i /d• 11 4/0T5 SLAB TIES ! felt` L!. • ABr.' 4'-0' (SPA. TO AVOID EXTERIOR PIT TENDONS) 7*0-It01 -s»o 5 (TYP. ) (E)*6 C-) \ ' -i1®�T POST -TENSION NOTESBACK OF PAVEMENT SEAT - - 1. THE CONCRETE IN SUPERSrRUC7UR£ SHALL BE CLASS 5000 NIX. lc' -. 8• 7 a �'•4 I� 0 4- 2- -0- 5000 PSI. THE MINIMUM COMPRESSIVE 404 C +4 -. -- - STRENGTH OF THE CAST -IN -PLACE \ - �i5 CONCRETE AT AT THE TIME Of POST- 5 7• 407 �l 0 /'-o` TENSIONING SHALL BE 4000 PSI, 2. DESIGN IS BASED ON A FRICTION o CURVATURE COEFFICIENT. U - 0.25, z A FRICTION ►VBBLE COEFFICIENT. 7 407 +5^�0 I`•2'-0' K - 0. 0002. AND A MAX / MUM ANCHOR SET Of '. LONG-TERM LOSSES -i • - -------i AFTER ANCHOR SET ARE ESTIMATED $ TO BE 33.30 KSI. 3. DESIGN !S BASED ON ZO 4-STRAND TENDONS WITH GRADE 270. 0. 6- INCH -- - - - - - - - - --s, 0/A.. SEVEN -WIRE. LOW RELAXATION - L STRANDS. EACH STRAND SHALL BE STRESSED TO A JACKING FORCE OF • ;- : 43.5 KIPS. 4. TENDONS SMALL BE STRESSED BY ONE ^ '^ 4 r o END JACKING OF ALTERNATE STRANDS FROM EACH END OF THE BRIDGE. - o s �¢ JACKING SEQUENCE SHALL BE SYMMETRIC ABOUT THE CENTERLINE OF ROADWAY. 5. THE CONTRACTOR SMALL SUBMIT THE NOTE: STRESSING SEQUENCE. ELONGATION CALCULATIONS. ANCHOR SET, AND FORCE 1. TOP STEEL SHOWN. AFTER ANCHOR SET TO THE ENGINEER FOR APPROVAL. THE FORCE SHALL BE SHOWN FOR THE JACKING END. DEAD END AND THE CENTER OF THE TENDON. 6. THE TENDON DUCTS SHALL HAVE A PLAN AT. INTERIOR TENDON ANCHORAGE MAXIMUM HEIGHT Of I. INCH AND AREA AT LEAST .TWICE THE NET AREA OF THE - EXTERIOR TENDON ANCHORAGES SIMILAR 4 PRESTRESSING STRANDS 7. TENDONS ALL BE GROUTED. TERMINATE ®©•6 AS ® C, •5 ;-� REoUIREQ To ACCOMMVDArf % POST -TENSIONING ANCHORAGES - 4f! •S R-?77009 TYP PAVEMEN TIE — j PEDESTRIAN i RAILING CONSTR. SS +5 4! +4' t F PIT TENDON �OR 402 •8 NOTE: \01' O;•4 1. WALL REINFORCEMENT ' j /fT N07 SHOWN FOR CLARITY. ®-S/•5 I ° O ION AT I TENDON ELEVATION • •'fiiT ia-Ti0. ii07T- • • ENB£DOED 2 - 3`0 RIGID GALV. STEEL o o 0 0 o CONDUITS EACH SIDE �• '• - p POST -TENSION ANCHORAGE DETAILS • • • • • v i • • •� o ` 1 NOTE: I. REINFORCING CAGE SPIRALS AT TENDON ANCHORAGE (TO BE PROVIDED BY POST -TENSIONING SUPPLIER) 402 +8 �- +0 •5 - '�- i#L.CAOUA* - NOT SHOWN FOR CLARITY. HALF SECTION AT MIDSPAN HALF SECTION NEAR PIER 2 ROADWAY SLAB SECTION, II�LL 174 W ® Kr SS,pN/si1L �'� K N CO ; Q• _ »��. C�' SCANNED FEB + S 2002 FR'O 17 10r-0- 62' -0' BACK TO BACK OF PAVEMENT SEATS NW %4 SEC. 32 T. 24N R. 5E W. M. `- 54' -0' BACK of VAULT TO BACK OF VAULT T- WING ALG WALL CORNERS L,_-o,, - _- 36' D CLEAR SPAN /f'-0' CITY OF RENTON Tr - t t SIDEWALK RAMP �- TEMP. PEDESTRIAN BRIDGE 1 I TYP. ALL CORNERS.- 1 SEE SM. 56 FOR DETAILS -- --- - -- PAf�,. -- EXIST. 00 / F0• TYR ALL CONDUIT 'CASING OR - ,CASING ENDS r i kuw o ,cw -EXIST. EDGE PAV'T. PROFILE GRADE SAWCNT E CROWN- -t- - - O W -EXIST. n SEDGE PAV'T. iw- f EXIST. 12' 6' STEEL PIPE I I III EXIST. WATER LINE f 1 III GAS LINE UNDER I UNDER DECK DECK TO BE ABANDONED I I III TO BE ABANDONED II I II I REROUTED I I III (BY OTHERS) -' 195.00 BEGIN SKIPISNGLE II Ili �ROADWAy FOE OF SLOPE I I III YELLOW' TYPE 1 E 11 II I EXIST. BRIDGE I I III TYPE 20 LANE I I I II i TO BE REMOVED FOE Of RIPRAP-\I I III MARKERS 1 :1 I II I SEE SPEC/AL III PROVISIONS _4 EDGE OF.PVY'T, j11 4' WHITE PAINT STRIPE ffYPJH. 3 RGS CONDUIT CAPPED ENDS BO ;�. � i BOTH SIDES 1---�--------- fir^------ -------'---- ---� R/W (118' D: D. STEEL CASING, W/ CAPPED ENDS FOR 5'-0'. TYP. /- FUTURE WATERLINE 25' 0' REINF. CONC. APPROACH SLAB. SEE SHT. S6. WSDOT 51-D. PLAN A-2 BACK OF TYP. EACH END. VAULT EL 31.08- N 54•_0• 17'-O' 35'-0* CLEAR SPAN II'-0' scK EL 3I.03 TEMPORARY PEDESTRIAN BRIDGE �VAULT� EL 29. 0 MIN. EL 30. SI ` FOR PER TION ELEVABRIDGE SOFFIT rr EL 30.44 EXIST. \ J - CONCRETE VAULT / i CONCRETE / l+ APRON -- APPROX. CREEK ELEVATION i 0 64' SAM..SEVER --- ELEVATION AT TEMPORARY PEDESTRIAN BRIDGE MATCH EXIST GRADE EL 25.42 -- EXIST. CONCRETE VAULT - CONCRETE APRON 44 - A •H II BH-I II II M END SKIP SINGLE YELLOW TYPE 1 f II TYPE•2Q LANE IIMARKERS ' II II � IO r - - TEMPORARY PEDESTRIAN PATH 1: - SEE SHT. S4 -`- i;- SAWCUT- EXI Sr. EDGE PAV'T. LAKE WAS.HINGTON &VD 196.00 _ / N30' 57' 44'E - SUGGESTED WALKWAY I - EXIST. ALIGNMENT (BOTH SIDES). � EDGE PAV'T. CONTRACTOR TO FIELD -y LOCATE WALKWAY AROUND - -- - L CONSTRUCTION S7AGING AREA o :SEE SPECIAL PROVISIONS 5 i r� ROADWAY, PAVEMENT SHIM. BOTH -ND6 -.li SIKIINTYP. - / -. .,14' -0• I7 0` i' r' ` TERMINAL- SECTION /`// -- SEE WSDOT SIO. PLAN C-BC FOR EARTH BERM DETAIL TYP. ALL CORNERS' - -- - CONCRETE BARRIER TYPE 2 SEE WSDOT STD. PLAN C-B F SHT. S4 TYP. ALL CORNERS _FL AN BEARING OF PIERS ARE NORMAL TO Q ROAOWAI. - DENOTES APPROXIMATE LOCATION OF SOIL BORINGS. FOR DETAILS ~ 8R10Gf RAIL INC TYPE BP �<IrQi �. SlAT A& PEACH 0,� MATCH EXIST GRADE SHT. S6 TRAFFIC BARRIER .9r 0 f GRADE BREAK yy� an /rGRADE BRfAKI'I. 5 1 -/.290X GRADE _ \ ai arJu! \ GRAD-1.EY $Iv�r'iw fj i~/1L m4W £ - 1. OXta GRADE rr PAVEMENT SHIM, EACH END TYP. -� i TYPE 2 BARRIER NOT SHOWN FOR ' CL AR/TY REFERENCE ELEVATION 10.0' VERTICAL DATUM: Ab"VD 1929 DA M CONTROL BENCHMARK: USGS GAGIRG STATION REFERENCE NARK; 4' BRASS DISK IN CONCRETE APRON BELOW S. W. CORNER OF MAY CREEK BRIDGE EL. 25.32E 78Abe-27f0 100 YR FLOOD £C 25. B' 55 TON CONCRETE LIGHT LOOSE RIPRAP C. 1. P. PILES. TYP. WITH FILTER &ANK£T- ELEVATION I. GRADE ELEVATIONS SHOWN ARE FINISH GRADES ON a,ROADWAY AT TOP OF ROADWAY AND ARE EOVAL TO PROFILE GRADE. 2. FOR EMBANKMENT DETAILS AT BRIDGE .ENDS. SEE WSDOT STANDARD PLAN H-9. IMLL EXISTING GROUND LINE AT EL 19. 0' BOTTOM OF FOOT INC. TYP. L I . TYP. 17.4 BRM 117 / (003) I i GENERAL NOTES 1. ALL MATERIAL AND WORKMANSHIP SMALL BE IN ACCORDANCE WITH THE REOUIREMENTS OF THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAR BRIDGE. AND MUNICIPAL CONSTRUCTION DATED 1994 AND SUPPLEMENTAL SPECIFICATIONS. AS MODIFIED AND ADOPTED BY THE CITY OF RENTON. 2. THIS STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE REQUIREMENTS OF THE AASNTO STANDARD SPECIE ICATIONS FO,f HIGHWAY BRIDGES FIFTEENTH EDITION - 1992 WITH INTERIM SPECIFICATIONS THROUGH 1993. THE POST -TENSIONED STRUCTURE HAS BEEN DESIGNED FOR SERVICE LOAD STRESSES i AND CHECKED FOR THE REQUIREMENTS OF LOAD FACTOR DESIGN. ALL OTHER STRUCTURAL ELEMENTS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RFOU(REMENTS FOR LOAD FACTOR DESIGN. SEISMIC DESIGN OF THIS STRUCTURE HAS BEEN COMPLETED USING AN ACCELERATION COEFFICIENT OF 0.30 AND SOIL PROFILE TYPE /I. 3. FOOTING ELEVATIONS AND SUBSTRUCTURE DETAILS ARE SUBJECT TO CHANGE DEPENDING UPON THE FOUNDATION MATERIAL ENCOUNTERED. REINFORCING STEEL FOR THE FOOTINGS AND ABUTMENT WALLS SHALL NOT BE CUT UNTIL FINAL FOOTING ELEVATIONS HAVE BEEN DETERMINED AND SUBSTRUCTURE DETAILS HAVE BEEN MODIFIED AS REOUIRED. 4. FOOTING SEALS ARE DESIGNED FOR A HATER ELEVATION OF 21 O'. If WATER ELEVATION IS GREATER THAN 23. 0'. COFFER DAMS MUST BE VENTED FOR THIS CONDITION. SEE SPECIAL PROVISIONS. 5. THE CONCRETE IN THE ROADWAY SLAB AND ABUTMENT WALLS SHALL BE CLASS 5000. THE CONCRETE IN THE CAST -IN -PUCE PILES SHALL BE CLASS 4000P. ALL OTHER CAST -IN -PLACE CONCRETE SMALL BE CLASS 4000. 6. PILES SHALL BE DRIVEN TO A LOAD BEARING CAPACITY OF 55 TONS AT PIERS 1 f 2. TWO (2) TEST PILES SHALL BE DRIVEN IN LOCATIONS SHOWN ON THE FOUNDATION LAYOUT. SEE SPECIAL PROVISIONS FOR ESTIMATED PILE TIP ELEVATIONS AND TfST PILE SPECIFICATIONS.. 7. FALSEWORK SHALE'AOT BE RELEASED UNTIL ALL OF THE POST -TENSIONING IS COMPLETED. ,FALSEWORK SHALL BE CAREFULLY RELEASED TO PREVENT IMPACT OR UNDUE STRESS IN THE STRUCTURE. SIDEWALKS AND TRAFFIC BARRIERS SHALL NOT BE PLACED) UNTIL THE FALSEWORK HAS BEEN RELEASED. B. UNLESS OTHERWISE SHOWN ON THE PLANS. THE CONCRETE COVER MEASURED FROM THE FACE OF THE CONCRETE TO THE FACE OF ANY REINFORCING BAR SHALL BE 2f4 INCHES AT THE TOP OF THE ROADWAY SLAB ONE INCH AT THE BOTTOM OF THE ROADWAY SLAB, 76 INCHES AT THE BOTTOM OF FOOTINGS, AND IYr INCHES AT All OTHER LOCATIONS. APPROXIMATE QUANTITIES ITEM UNIT ESTIMATED' aumo TY SPEC. REFERENCE MOBILIZATION CS 1 1-09.7 REMOVING EXISTING STRUCTURE STRUCTURE EXCAVATION. CLASS A -- -- -- - - -- c5 CY - I -- 405 _. SPECIAL PROVISION _.. ._ Z-09 SPECIAL EXCAVATION CY 85 SPECIAL. PROVISION SHORING _OR. EXTRA EXCAVATION. CLASS A _ LS _ /_-, 2-03 _ - -- GRAVEL BORROW CY 30 GRAVEL SACKFILL FOR WALLS Cr 90 -2-�_____-__ LIGHT LOOSE RIP RAP TON 112 FILTER BLANKET CY Z/ FURNISHING E DRIVING CONCRETE TEST PILES EA 2 1 SPECIAL PROVISION FURNISHING CONCRETE PILING 55 TON LF 900 SPECIAL. PROVfSfON DRIVING CONCRETE PILE 55 TON EA 30 SPECIAL- PROVISION CONCRETE CLASS 4WD FOR FOOTING t W/NGWALL CY 57 6-02 _ �. -CONCRETE CLASS 4000W'FOR FOOTING SEAL CY CONCRETE CLASS 5000 FOR ABUTMENT CY 48 6-02 STEEL REINFORCING BARS FOR BRIDGE £PIDXY-COATED STEEL RE/NF. BARS FOR &RIDGE Ld Ld 142W 6-02 _- SU R57/NRCTURE MAY CREEK BRIDGE LS / SPECIAL PROVISION__ _ CAST -IN -PLACE CONCRETE BARRIER LF 164 6-10 PRECAST CONCRETE BARRIER TYPE 2 Lf 68 _ 6-10 BRIDGE RAILING TYPE SP LF 164 BRIDGE APPROACH SLABS EA 2 SPECIAL PROVISION __ _ SPECIAL_ PROVISION _ _ SPECIAL PROVISION _ -__S_PfC/AL_PRWISJON_ CASING PIPE - IS IN. D/A. I LF IZ _ I TRAFFIC CONTROL/DETOURING LS TEMPORARY WATER POLLUTION/EROSION CONTROL 15 f _ EROSION CONTROL LS f_ SPECIAL PAOv1510N TEMPORARY PEDESTRIAN BRIDGE E PATH 15 LS _ r 1 SPEC1_AL_PROVISION 1- 05. 4 CONTRACTOR SUPPL / ED SURVEY POST -TENSIONED CONCRETE RIGID FRAME LOADING HS- 25 FIR 01 2 R-277004 0 r CITY OF RENTON DEPARTMENT Of PULL C WORKS f'rSIONAL f K ,p.,- MAY CREEK 13FtlIXa'E -o__1_s .. �-i LAYOUT • AK NKM M o.rc, 5 - r -15 ru wr. scrf. NO SCALE sus rRai. Pw[, MAwa yue, S3 A. .rnt MR 270a SCANRED FEB15 70Ut I RcP Ohl sa aG .. : 3n"R.GPaCCE.,S ROAD '., •� �. '' 40 TOP OFFi[L-_ - SIrE SHOWN g' S' _ J'� .. EXIST/AG GROUNG I �. <- C l --- I SURFACE - 20 / 2v 5 I 40 30 WASTE J.o' coven, I.E. 2260 4711-24"OM'o 00005 Y /4 GA—� !E 22.36 OI -1 /E. 26.0 F - '- - •20 COVER B 6' ALL I/a MATER4IL SHALL -BE BANK MIN 6RA VEL b EXISTING � I __{. GROUND ELEV - CROSS -SECT/ON 25so I -� * SrA. 0f(9 4 I //+ 69 SCALE: 40 - - '' t �:'• . - - -3.6' COVER t 40 4O 12 .` W,457 s/rE �,`�I; sNGWN ,. ..�-'---__..--•----�` IVJ_- ._ !��-..- l�!,�� 2t1,9 I \ 2 I ,I� ,II _ 3,0'� VER .. 30 -J 'FQ_ _\ 4 �49 � 1� EXr !STING A.. PAVEMENT) 'I 11 II I1, �__�x - I O \�w ✓ .i4 COVER :.... .. ROAD ` w.s. Y4s' coVER I ACCESS — T -. J2' 30 30 _ t C2� VER (D� / F. 24: 7S - •L/M/TS"Ol-f'ANKRUN ' i /44 47 9 1r) , Iz 0. 30 � I / E. '�'25 87 - - • L E 26.50 I _ _ CROSS J - U! C / /O/ V J w+ITER SURFACES WHERE A I' \ — $I.(OWN WERE RECORDED wA- L—MH $JA.O+/2./7 I} '/I ��� SCAL£' /"=/G' r;Ya//�i. I i 1---t--- I i� 4� -X/STING I - NOTE A" - REMOVE AN0 REPL ACE s raucruRE a EXIS71NG RIP —RAP ylr, fLEV a.so I �\ v I I -.x C• /C •'(EXIST/NGJ ' 11 If /2" E. F. (EXISTING) I ° PLAN l Q 'MICROFILMED 3 bbb BU E/.sV 30.50 I I _ELE✓ J0.50 - I IsF `M`-1 1 I - ✓ _h+` 4j ___ ELCV. 25,50 I E�E� 25.50_ . • -rB [>/O" NE WPO '1DISTRI CT 805IA 119TH AVENUE ' lit I_r-..76 - BEVLLEVUE, WASHINGTON ELE✓. 20C 6 RCR- { r-; - : wn roc. R oluulnioN [r. .I /9.76 /! w k SEWER INTERCEPTOR"I ------ wi-H CROUr NtC r CONNECTION I' �tEv /cso-- E/Eu /c,5a r ofy MAY CREE,ETAILS 81 CRO —SECT[ ELEV�iT/ON z SECTION MO�iE,WALLA&K INN IDY 1YALE: /":~•/0' 3.. - SCALE: ajO"s Y•_0" .3 -,1 - �. l '_—__-_ ,L g 11 . ..;'i-_. .. - •_. r. - � ��t•.F<�c_L.. , i i I - ��, hVFNUF[[[>EAT.IS WASHiN6iON�11161 Ills ilAft41 pl I I j; I I I I 1 BREAIr OCT PIPE AS !� k � r`;-- SHOWN 70 A-IATCN INNER FACE SF MANR'OL E 1 lj, t V/s.� 9� L, _TY/D/CAL CONNECT/ON DETA!! MANHOLES STA. 1/f47"s SCALE-' -/,9 L"-O" - --- SCALES s%a'=/-0" NOTE: MANHOLE STA, 16*5622 NAS 48 RISER FROA9 SLAB . TO CONE. /NTEGRALLY CAST BREAKOUT )5 PLIA; FOR ALL FUr"RE Ath' SHELF SLOPE / CONNECT/ON.' MAX. N F1EY5 W ro BE J Q 1 I 1 i y 1 � �A/;LEF P(/F'G.` F/iAME I F CiVEF �i//L /. P_E LO;ATED L/FFC7L" C✓ER CFt/TEFL/NE I . � -.�I OF.11OWNSTK.'A/7 PIPE, 1 FLOW ®_ PIPE C 1 = MANHOLE 1: � I _ �____ _- � �-l.:tA''✓GE WALL TYP/CAL OR/ENTAT/ON FOR __ FRAME € _COVER � MAN_NTLE_ ,RUNGS SCALE: -7/8" _ /'-0" Ia • MAx. +-- -7? v I �. STANDARD MANHOLE LADDER RUNGS TYPICAL SHALLOW MANHOLE (4LL MANHOLES FXCF_ PT Mg //f4765f'/6+55'�� SCALE' -'/B" -/'-0" VE 70P SOLL AS SPEC/F/ED. - MAX. THE N W/OTH AT T -' TOP OF P/' E 6. O' BACKF/L L 6n } BEDOIA6 MATERIAL EASEMENT AREA TYPICAL. TRENCH SECT/ON SCALE %ONE PIC2 BACXFILL 1N/T/AL � a -PROTECT/ON ROC/f MAX. TRENCH W/OTN AT TOP CF P/RE' L�.O' - --- SUBSF_ Q UENT BACHFiLL -- — /.N/T1AL BAC/[F/LL tt---- + -- — --- -- BEDDING MATERNAL ` \ STREAM BEO TYPICAL TRENCH SECT/ON SCALE: NOIYE MAY.. YRENCH W/D7H AT TOP OF PIPE =. G. O' 640r,QUENT_ - ACHFiLG I I BACHF/ZL EATER/AL 6 PAINED SURFACE (108TH AVE SE. ONLY) TYPICAL TRENCH S, C_MON SCALE•' NONE AS � U PAVING 417- PAVEMENT PAT N COURSE. MA7ER/A4 f COURSE A>ATER/AG LICW.9SLl II{ BLYR 7CP 6' SNAGL B= .'ILL VUTN BANK RU.Y GRAVEL SU/TgBGF_ EXCt ., , DRESS '---,VA'---,VATEP, q /AL T� ANOPREAGRDADE TO ORA/N � ELEV. 22 � S TO 24' CMP CVLYERT EX/ST/N GROUNp _ I TYPICAL CROSS. SECT'DN _ '-' SCALE NONE I 1' r I_ "2z. I I 1 I /.2 I r y�. r � gFFROX/ slA7E L/.r1/75 �OF WASTE S/TE { r I' I I EX/ST/NC GR'OU'V: I , / E1E117;'445- 7yF'ICA4 v J � Ali N 70.7 si I I I. �11;.6f MN0+43.27 - A[Cf 55 RORD MH 0+1Z. 7 MAY _ I ilk I G 1 ` MrcltoFrLMEn DES/GNA TFZb� WASTE S/TF � SCALE' SO' a S-20'i i - NEWPORT HILLS SEWER DISTRICT 5806 A 119TH AVENUE S.E. BELLEVUE, WASHINGTON — REVISIONS ao. orscrtmnoN er MAYCREEK SEWER INTERCEPT',JR � TRENCH &WASTE SITE DE AILS P;MOFvEXALLAGE& iuP� vEDY,;Itd� a•_I EATER/AL 6 PAINED SURFACE (108TH AVE SE. ONLY) TYPICAL TRENCH S, C_MON SCALE•' NONE AS � U PAVING 417- PAVEMENT PAT N COURSE. MA7ER/A4 f COURSE A>ATER/AG LICW.9SLl II{ BLYR 7CP 6' SNAGL B= .'ILL VUTN BANK RU.Y GRAVEL SU/TgBGF_ EXCt ., , DRESS '---,VA'---,VATEP, q /AL T� ANOPREAGRDADE TO ORA/N � ELEV. 22 � S TO 24' CMP CVLYERT EX/ST/N GROUNp _ I TYPICAL CROSS. SECT'DN _ '-' SCALE NONE I 1' r I_ "2z. I I 1 I /.2 I r y�. r � gFFROX/ slA7E L/.r1/75 �OF WASTE S/TE { r I' I I EX/ST/NC GR'OU'V: I , / E1E117;'445- 7yF'ICA4 v J � Ali N 70.7 si I I I. �11;.6f MN0+43.27 - A[Cf 55 RORD MH 0+1Z. 7 MAY _ I ilk I G 1 ` MrcltoFrLMEn DES/GNA TFZb� WASTE S/TF � SCALE' SO' a S-20'i i - NEWPORT HILLS SEWER DISTRICT 5806 A 119TH AVENUE S.E. BELLEVUE, WASHINGTON — REVISIONS ao. orscrtmnoN er MAYCREEK SEWER INTERCEPT',JR � TRENCH &WASTE SITE DE AILS P;MOFvEXALLAGE& iuP� vEDY,;Itd� a•_I 0 IV City of Renton — Hawk's Landing Team Meeting MJanuary 19, 2012, 2:00 p.m. — 3:00 p.m. Room 726, Renton City Hall & via Conference Call AGENDA Project Update (Spencer & Dan) Revised Site Plan (Spence/Dan/Mel) Short Plat Issues and Status Report (SEPA Checklist to be completed) A. Proposed Property Lines (Conflict with buildings that will be removed) B. Requirements for Frontage Improvements C. Landscaping Requirements for Lake Washington Blvd. D. Residential Density Transfer (Process?) Quendall Terminals Status 3w +� , wvV •/k - V. Limited Scope EIS (Timing) VI. Impact Fees - 8c'(, VII. Staybridge Suites Plan Changes PrYk'- Vill. Future Agenda Items IX. Next Meeting: Thursday, February , 2012, 10:30 a.m. — 12:00 p.m. (Room 720) STRUCTURE: SQUARE FOOTAGE: HAWKS LANDING HOTEL (185 ROOMS/5 FLRS.) 134.000 SQ. FT. HAWKS LANDING HOTEL GARAGE (BELOW GRADE) 29.428 SQ. FT. / TOTAL: 163,428 SQ. FT. / + RESIDENTIAL CLUBHOUSE 3,500 SQ. FT. TOTAL: 3,500 SO. FT. i RESIDENTIAL MAINTENANCE & STORAGE 1,600 SQ. FT. TOTAL: 1,600 SQ. FT. / �134 NORTH RESIDENTIAL TOWER (94 UNITS/6 FLOORS) 102,302 SQ. FT. NORTH RESIDENTIAL TOWER RETAIL 9,500 SQ. FT. /O NORTH RESIDENTIAL TOWER GARAGE (BELOW GRADE) 33,536 SQ. FT. TOTAL: 145,338 SO. FT. /OPO WEST RESIDENTIAL TOWER (110 UNITS15 FLOORS) 109,660 SQ. FT. WEST RESIDENTIAL TOWER GARAGE (BELOW GRADE) 43,184 SQ. FT. i TOTAL: 152,844 SQ. FT. /e / EAST RESIDENTIAL TOWER (110 UNITS/5 FLOORS) 109,660 SQ. FT. /off EAST RESIDENTIAL TOWER GARAGE (BELOW GRADE) 43,184 SQ. FT. TOTAL: 152,844 SQ. FT. �p� / ^ TOTAL STRUCTURE AREA: 619,554 SQ. FT. PARKING: NO. OF STALLS: HAWKS LANDING HOTEL GARAGE (BELOW GRADE) 68 STALLS HAWKS LANDING HOTEL SURFACE PARKING 130 STALLS j / / 2 000000 HAWKS LANDING RETAIL SURFACE PARKING 18 STALLS j i / oOoC \ \� NORTH RESIDENTIAL TOWER GARAGE (BELOW GRADE) 103 STALLS WEST RESIDENTIAL TOWER GARAGE (BELOW GRADE) 139 STALLS EAST RESIDENTIAL TOWER GARAGE (BELOW GRADE) 121 STALLS RESIDENTIAL SURFACE PARKING 59 STALLS / TOTAL PARKING PROVIDED 638 STALL / HAWK'S LANDING MASTER SITE PLAN 11`0� m M2 ARCHITECTS 20 0 20 40 BO I INCH = 40 FEET j PHASE II WEST -4 RESIDENTIF / TOWER 109,660 SQ. FT. HAWKS'LANDING RENTON,WASHINGTON MASTER SITE PLAN SCALE: 1" = 40' JANUARY 16, 2012 LOW IMPACT DEVELOPMENT TECHNICAL GUIDANCE MANUAL FOR PUGET 5OUND JANUARY 2005 Puget Sound Action Team 0 Washington State University Pierce County Extension C PRESSURE TREATED EDGING Figure 6.3.5 Unpaved RIVERJACKS section (river jacks) provides WHEEL. STOP backup infiltration. POROUS PAVEMENT Graphic courtesy o/ Cahill Associates !_ COARSE AGGREGATE �11J i 1- ANCHOR REBAR F E 1=1 FILTER FABRIC _1,.-111=111=11f— UNCOMPACTED SUBGRADE 11— - -1 F, - I --TT • As with any paving system, rising water in the underlying aggregate base should not be allowed to saturate the pavement (Cahill et al., 2003). To ensure that the asphalt top course is not saturated from excessively high water levels in the aggregate base (as a result of subgrade soil clogging), a positive overflow can be installed. For a sample specification for permeable asphalt paving see Appendix 8. Cost Materials and mixing costs for permeable asphalt are similar to conventional asphalt. In general, local contractors are currently not familiar with permeable asphalt installation, and additional costs for handling and installation should be anticipated. Estimates for porous pavement material and installation are approximately $.60 to .70/square foot and will likely be comparable to standard pavement as contractors become more familiar with the product. Due to the lack of experience regionally, this is a rough estimate. The cost for base aggregate will vary significantly depending on base depth for stormwater storage and is not included in the cost estimate. 2. Portland cement permeable concrete Florida and Georgia use permeable concrete extensively for stormwater management. The material and installation specifications in Washington are derived primarily from the field experience and testing through the Florida Concrete and Products Association. In the Puget Sound region, the cities of Seattle and Olympia and Stoneway Concrete have tested materials and installed several projects including parking lots, sidewalks, and driveways. Permeable Portland cement concrete is similar to conventional concrete without the fine aggregate (sand) component. The mixture is a washed coarse aggregate (3M or 5/8 inch), hydraulic cement, admixtures (optional) and water, yielding a surface with a matrix of pores that conducts water to the underlying aggregate base and soil. Permeable concrete can be used for light to medium duty applications including residential access roads, driveways, utility access, parking lots, and walkways. Permeable concrete can also be used in heavy load applications. For example, test sections in a city of Renton aggregate recycling yard have performed well Practices: Permeable Paving • 107 Figure 6.3.6 Permeable concrete adjacent to stamped concrete in Des Moines. Photo by Curtis Hinman structurally after being subjected to regular 50,000- to 100,000-pound vehicle loads for the past three years (personal communication, Greg McKinnon, March 2004). Properly installed and maintained concrete should have a service life comparable to conventional concrete. Designing the aggregate base to accommodate retention or detention storage will depend on several factors, some of which include project specific stormwater flow control objectives, costs, and regulatory restrictions. However, deeper subgrade to base courses (e.g., 12 to 36 inches) can provide important benefits including significant reduction of above ground stormwater retention or detention needs and uniform subgrade support (FCPA, n.d.). Base courses that are placed above the surrounding grade cannot be used, or given credit for, reducing retention or detention pond sizes. (See Chapter 7 for flow modeling guidance and flow reduction credits.) Design and installation Three general classes of permeable concrete are prevalent: (1) the standard mix using washed course aggregate (3/8 or 5/8 inch), hydraulic cement, admixtures (optional) and water; (2) a Stoneycrete mixture which is similar to the standard mix, but incorporates a strengthening additive; and (3) Percocrete which uses a higher percentage of sand, incorporates an additive to enhance strength and the pore structure, and produces a smoother surface texture. The following design section examines the standard concrete mix. Additional information for Stoneycrete is available at Stoney Creek Materials L.L.C. Austin, Texas and for Percocrete at Michiels International Inc., Kenmore, Washington. Application: parking lots, driveways, sidewalks, utility access, and residential roads. Soil infiltration rate If runoff is not directed to the permeable concrete from adjacent surfaces, the estimated long-term infiltration rate may be as low as 0.1 inch/hour. Soils with lower infiltration rates should have under -drains to prevent prolonged saturated soil conditions at or near the ground surface within the pavement section. Directing surface flows to permeable paving surfaces from adjacent areas is not recommended. Surface flows from adjacent areas can introduce excess sediment, increase clogging, and result in excessive hydrologic loading. 108 • LID Technical Guidance Manual for Puget Sound However, it may be acceptable to direct flows after treatment to the subgrade if storage volume and infiltration rates allow. Subgrade • Soil conditions should be analyzed for load bearing given anticipated soil moisture conditions by a qualified engineer. • After grading, the existing subgrade should not be compacted or subject to excessive construction equipment traffic (U.S. Army Corps of Engineers, 2003). • Immediately before base aggregate and concrete placement, remove any accumulation of fine material from erosion with light equipment and scarify soils to a minimum depth of 6 inches if compacted (U.S. Army Corps of Engineers, 2003). Aggregate base/storage bed • Minimum base depth for structural support should be 6 inches (FCPA, n.d.). • Maximum depth is determined by the extent to which the designer intends to achieve a flow control standard with the use of a below -grade storage bed. Aggregate base depths of 18 to 36 inches are common when designing for retention or detention. • The coarse aggregate layer varies depending on structural and stormwater management needs. Typical placements include round or crushed washed drain rock (1 to 1.5 inches) or 1.5 to 2.5-inch crushed washed base rock aggregate (e.g., AASTHO No. 3). • The concrete can be placed directly over the coarse aggregate or a choker course (e.g., 1.5 inch to US sieve size number 8, AASHTO No 57 crushed washed stone) can be placed over the larger stone for final grading. Installation of aggregate base/storage bed • Stabilize area and install erosion control to prevent runoff and sediment from entering storage bed. • If using the aggregate base for retention in parking areas, excavate storage bed level to allow even distribution of water and maximize infiltration across entire parking area. • Install approved non -woven filter fabric on subsoil according to manufacturer's specifications. Where concrete installations are adjacent to conventional paving surfaces the filter fabric should be wrapped up the sides and to the top of base aggregate to prevent migration of fines from the densely graded base to the open graded base material, maintain proper compaction, and avoid differential settling. • Overlap adjacent strips of fabric at least 24 inches. Secure fabric 4 feet outside of storage bed to reduce sediment input to bottom of storage reservoir. • Install coarse aggregate in maximum of 8-inch lifts and lightly compact each lift (U.S. Army Corps of Engineers, 2003). • If utilized, install a 1-inch choker course evenly over surface of coarse aggregate base (typically No. 57 AASHTO) and lightly compact. • Following placement of base aggregate and again after placement of concrete, the filter fabric should be folded over placements to protect installation from sediment inputs. Excess filter fabric should not be trimmed until site is fully stabilized (U.S. Army Corps of Engineers, 2003). Practices: Permeable Paving • 109 Top course • Parking lots: 4 inches typical. • Roads: 6 to 12 inches typical. • Unit weight: 120 to 130 pounds per cubic foot (permeable concrete is approximately 70 to 80 percent of the unit weight of conventional concrete) (FCPA, n.d.). • Void space: 15 to 21 percent according to ASTM C 138. • Water cement ratio: 0.27 to 0.35. • Aggregate to cement ratio: 4:1 to 4.5:1. • Aggregate: several aggregate specifications are used including: 0 3/8-inch to No. 16 washed crushed or round per ASTM C 33. 0 3/8-inch to No. 50 washed crushed or round per ASTM D 448. 0 5/8-inch washed crushed or round. o In general the 3/8-inch crushed or round produces a slightly smoother surface and is preferred for sidewalks, and the 5/8-inch crushed or round produces a slightly stronger surface. • Portland cement: Type I or II conforming to ASTM C 150 or Type IP or IS conforming to ASTM C 595. • Admixtures: Can be used to increase working time and include: Water Reducing/Retarding Admixture in conformance with ASTM C 494 Type D and Hydration stabilizer in conformance with ASTM C 494 "Type B. • Water: Use potable water. • Fiber mesh can be incorporated into the cement mix for added strength. Installation of top course • See testing section below for confirming correct mixture and proper installation. • If mixture contains excess water the cement paste can flow from the aggregate, resulting in a weak surface layer and reduced void space in the lower portion of surface. With the correct water content, the delivered mix should have a wet metallic sheen, and when hand squeezed the mix should not crumble or become a highly plastic mass (FCPA, n.d.). • Cement mix should be used within 1 hour after water is introduced to mix, and within 90 minutes if an admixture is used and concrete mix temperature does not exceed 90 degrees Fahrenheit (U.S. Army Corps of Engineers, 2003). • Base aggregate should be wetted to improve working time of cement. • Concrete should be deposited as close to its final position as possible and directly from the truck or using a conveyor belt placement. • A manual or mechanical screed can be used to level concrete at 1/2 inch above form. • Cover surface with 6-mil plastic and use a static drum roller for final compaction (roller should provide approximately 10 pounds per square inch vertical force). • Edges that are higher than adjacent materials should be finished or rounded off to prevent chipping (standard edging tool is applicable for pervious concrete). • Cement should be covered with plastic within 20 minutes and remain covered for curing time. • Curing. 7 days minimum for Portland cement Type I and H. No truck traffic should be allowed for 10 days (U.S. Army Corps of Engineers, 2003). 110 • LID Technical Guidance Manual for Puget Sound • Placement widths should not exceed 15 feet unless contractor can demonstrate competence to install greater widths. • High frequency vibrators can seal the surface of the concrete and should not be used. • jointing: Shrinkage associated with drying is significantly less for permeable than conventional concrete. Florida installations with no control joints have shown no visible shrink cracking. A conservative design can include control joints at 60 foot spacing cut to 1/4 the thickness of the pavement (FCPA, n.d. and U.S. Army Corps of Engineers, 2003). Expansion joints can also facilitate a cleaner break point if sections become damaged or are removed for utility work. Testing Differences in local materials, handling, and placement can affect permeable concrete performance. The following tests should be conducted even if the contractor or consultant has experience with the material to ensure proper performance. • The contractor should place and cure two test panels, each covering a minimum of 225 square feet at the required project thickness, to demonstrate that specified unit weights and permeability can be achieved on -site (Georgia Concrete and Products Association [GCPA], 1997). • Test panels should have two cores taken from each panel in accordance with ASTM C 42 at least 7 days after placement (GCPA, 1997). • Untrimmed cores should be measured for thickness according to ASTM C 42. • After determining thickness, cores should be trimmed and measured for unit weight per ASTM C 140. • Void structure should be tested per ASTM C 138. • If the measured thickness is greater than 1/4 inch less than the specified thickness, or the unit weight is not within ± 5 pounds per cubic foot, or the void structure is below specifications, the panel should be removed and new panels with adjusted specifications installed (U.S. Army Corps of Engineers, 2003). If test panel meets requirements, panel can be left in place as part of the completed installation. • Collect and sample delivered material once per day to measure unit weight per ASTM C 172 and C 29 (FCPA, n.d.). Backup systems for protecting permeable concrete systems For backup infiltration capacity (in case the concrete top course becomes clogged) an unpaved stone edge can be installed that is connected to the base aggregate storage reservoir (see Figure 6.3.5). As with any paving system, rising water in the underlying aggregate base should not be allowed to saturate the pavement (Cahill et al., 2003). To ensure that the top course is not saturated from excessively high water levels (as a result of subgrade soil clogging), a positive overflow can be installed in the base. Cost Permeable concrete material and installation is approximately $3.00 to $5.00 per square foot depending on surface thickness and site conditions. Cost for base aggregate will vary significantly depending on base depth for stormwater storage and is not included in the cost estimate. Practices: Permeable Paving `7 1 �,v�s Ga.fJy MEETING ATTENDEES: KC Pleas, Abdoul Gafour, Ron Straka, Steve Lee , (ire-'t- DATE: September 8, 2011 TIME: 9:30AM. CITY HALL RM: 521 ISSUE: KC Equipment believes payment of 'all' excavated materials (i.e. trench and unsuitable foundation) needs to be paid under Bid Item # A25 & # B18 since there is no bid item for unsuitable trench excavation. KC Equipment says that they only bidded for bank run gravel for trench backfill separately from the trench excavation, hauling and disposal. KC Equipment states that the language in special provisions Bid Items A13, A14, A15, A24 & B17 is very clear and the City should review these bid items. The City did not have a bid item for unsuitable trench excavation since trench excavation is either stockpiled for later use or taken away and imported with bank run gravel. This was confirmed by the Consultant who provided quantity estimates and had the correct gravel estimates inserted in Bid Items 4A23, 4A24 and #A26. DISCUSSION: A quick discussion in the field was asked by KC Equipment to the City, prior to the end of the concrete storm pipe construction, about excess 'Unsuitable Foundation Excavation' and it's needing to be approved by the City. This excess unsuitable was allowed to be taken out and KC Equipment asked if the City pays for all unsuitable materials excavated. The response was a 'yes' by the City. (The City pays for it with the gravel bid items A24 & B17 and with the excess under Bid Item A25 & B18.) The question about excavated materials arose again when a large amount of the excavation tickets were submitted for payment on August 15" from the inspector to the engineer for two months of tickets. These submitted haul and disposal tickets included tonnage within the trench excavation limits and not just the 'Unsuitable Foundation Excavation' below and outside of the trench limits. Clarification email about trench excavation materials was sent to KC Equipment shortly thereafter which lead to this meeting. EXHIBITS: • See Sheet 15 of LWB plan set states foundation material to be the " 24-inch Foundation Material per WSDOT 9-03.12(3) if needed. • Bid Items# A13, A14, A15, A16, A24, B17, A25, and B18. • Latest approved pay estimate. a SPECIAL PROVISIONS - Continued i� The lump sum contract price for Clearing and Grubbing shall be full compensation for all work described in Special Provisions 2-01 and shown in the Plans, including removing trees and shrubbery in the work area and as directed by the Engineer. Bid Item Al2 & B7: Removal of Structures and Obstructions (LS) The Contractor shall provide all required Removal of Structures and Obstructions for the Project, including such work as described in Special Provisions Section 2-02.1, and elsewhere in these specifications. This bid item shall also include the removal, replacement, and/or relocation of surface features not included under other bid items. These features include but are not limited to mailboxes, utility boxes and vaults, power poles, driveways, pavement, curbs, concrete panels, concrete headwalls, asphalt grindings, catch basins, pipes and other miscellaneous material that requires removal for project construction. Removal of concrete panels in the roadway shall be anticipated where pipes are crossing the panels. Measurement of Removal of Structure and Obstruction shall be per lump sum. The lump sum contract price for Removal of Structure and Obstruction shall be full compensation for furnishing all tools, labor, equipment, materials and incidentals necessary for removing, relocating, waste hauling disposal and delivery of items as noted on the Plans and as described in Special Provisions Section 2-02.1. Payment for this item will be prorated over the construction period. Bid Item A13: CPEP Storm Sewer Pipe 12-Inch Diameter (LF) The Contractor shall provide all required CPEP Storm Sewer Pipe 12-Inch Diameter for the Project, including such work as described in Special Provisions Section 7-04, and elsewhere in these specifications. Measurement of CPEP Storm Sewer Pipe 12-Inch Dia. shall be per lineal foot along the invert of the pipe from the center of catch basin to the center of catch basin, or similar structure. Where the pipe does not begin or end within a catch basin, the pipe shall be measured from the ends of the pipe. The unit contract price per lineal foot of CPEP Storm Sewer Pipe 12-Inch Dia. shall be full compensation for all labor, materials, equipment, excavation, new pipe, installation, bedding, all appurtenances (such as special fittings, bends connections, catch basin connectors, etc.), placement of trench backfill, compaction, cleaning and testing, etc. Payment for bedding material shall be included in the unit price bid for pipe in place. Pale 66 Project No. SWP 27-3531 SPECIAL PROVISIONS - Continued Bank run gravel shall be used only if native excavated material is found to be unsuitable for use as backfill, after approval by the Owner. If native materials are found to be suitable for backfill then storing and relocating is considered incidental. Payment for trench backfill shall be included in the unit price bid for "Bank Run Gravel for Trench Backfill". Excess and/or unsuitable excavated material will be loaded and disposed of offsite. This includes all soil, existing storm sewer pipe, and other excavated material below the subgrade. Payment to haul and dispose of excess excavated material shall be included in the unit contract price bid for "Unsuitable Foundation Excavation Incl. Haul". Payment to haul and dispose of asphalt and concrete shall be included i the unit contract price for Removal of Structures and Obstructions. cess .,zk Bid Item A14• CPEP Storm Sewer Pine 18-Inch Diameter (LF) The Contractor shall provide all required CPEP Storm Sewer Pipe 18-Inch Diameter for the Project, including such work as described in Special Provisions Section 7-04, and elsewhere in these specifications. Measurement of CPEP Storm Sewer Pipe 18-Inch Dia. shall be per lineal foot along the invert of the pipe from the center of catch basin to the center of catch basin, or similar structure. Where the pipe does not begin or end within a catch basin, the pipe shall be measured from the ends of the pipe. The unit contract price per lineal foot of CPEP Storm Sewer Pipe 18-Inch Dia. shall be full compensation for all labor, materials, equipment, excavation, new pipe, installation, bedding, all appurtenances (such as special fittings, bend cs onnections, catch basin connectors, etc.), placement of trench backfill, compaction, clearing and testing, etc. Payment for bedding material shall be included in the unit price bid for pipe in place. ^- W/w fY Zr ,rk L1.wrij, Bank run gravel shall be used only if native material is found/to be unsuitable for use as backfill, after approval by the Owner. If native materials are found to be suitable for backfill then storing and relocating is considered incidental. Payment for trench backfill shall be included in the unit price bid for "Bank Run Gravel for Trench Backfill". Excess and/or unsuitn Yate will be loaded and disposed of offsite. This includes all soil existi torm sewer pipe, and other excavated material below the subgrade. Payment to haul and dispose of excess excavated material shall be included in the unit contract price bid for "Unsuitable Foundation Excavation, Incl. Haul". Payment to haul and dispose of asphalt and concrete shall be included in the unit contract price for Removal of Structures and Obstructions. Project No. SWP 27-3531 Page 67 SPECIAL PROVISIONS - Continued Bid Item A15 CPEP Storm Sewer Pipe 24-Inch Diameter (LF) The Contractor shall provide all required CPEP Storm Sewer Pipe 24-Inch Diameter for the Project, including such work as described in Special Provisions Section 7-04, and elsewhere in these specifications. Measurement of CPEP Storm Sewer Pipe 24-Inch Dia. shall be per lineal foot along the invert of the pipe from the center of catch basin to the center of catch basin, or similar structure. Where the pipe does not begin or end within a catch basin, the pipe shall be measured from the ends of the pipe. The unit contract price per lineal foot of CPEP Storm Sewer Pipe 24-Inch Dia. shall be full compensation for all labor, materials, equipment, excavation, new pipe, installation, bedding, all appurtenances (such as special fittings, bends, connections, catch basin connectors, etc.), placement of trench backfill, compaction, cleaning and testing, etc. Payment for bedding material shall be included in the unit price bid for pipe in place. Bank run gravel shall be used only if native material is found to be unsuitable for use as backfill, after approval by the Owner. If native materials are found to be suitable for backfill then storing and relodating is considered incidental. Payment for trench backfill shall be included in the unit price bid for "Bank Run Gravel for Trench Backfill". Excess and/or unsuitable excavated material will be loaded and disposed of offsite. This includes all soil, existing storm sewer pipe, and other excavated material below the subgrade. Payment to haul and dispose of excess excavated material shall be included in the unit contract price bid for "Unsuitable Foundation Excavation, Incl. Haul". Payment to haul and dispose of asphalt and concrete shall be included in the unit contract price for Removal of Structures and Obstructions. Bid Item A16: Class V Reinforced Concrete Drain Pipe 24-inch Dia. (incl. bedding) (LF) The Contractor shall provide all required Class V Reinforced Concrete Drain Pipe 24- inch Diameter for the Project, including such work as described in Special Provisions Section 7-04, and elsewhere in these specifications. Measurement of Class V Reinforced Concrete Drain Pipe 24-inch Diameter shall be per lineal foot along the invert of the pipe from the center of catch basin to the center of catch basin, or similar structure. Where the pipe does not begin or end within a catch basin, the pipe shall be measured from the ends of the pipe. Project No. SWP 27-3531 Page 68 SPECIAL PROVISIONS - Continued The unit contract price per lineal foot of Class V Reinforced Concrete Drain Pipe 24-inch Diameter shall be full compensation for all labor, materials, equipment, excavation, new pipe, installation, bedding, all appurtenances (such as special fittings, bends, connections, catch basin connectors, etc.), placement of trench backfill, compaction, cleaning and testing, etc. �. Payment for bedding material shall be included in the unit price bid for pipe in place. Bank run gravel shall be used only if native material is found to be unsuitable for use as backfill, after approval by the Owner. If native materials are found to be suitable for backfill then storing and relocating is considered incidental. Payment for trench backfill shall be included in the unit price bid for "Bank Run Gravel for Trench Backfill". Excess and/or unsuitable excavated material will be loaded and disposed of offsite. This includes all soil, existing storm sewer pipe, and other excavated material below the subgrade. Payment to haul and dispose of excess excavated material shall be included in the unit contract price bid for "Unsuitable Foundation Excavation, Incl. Haul". Payment to haul and dispose of asphalt and concrete shall be included in the unit contract price for Removal of Structures and Obstructions. Bid Item A17: Catch Basin Type 1 (EA) The Contractor shall provide all required Catch Basin Type 1 for the Project, including such work as described in Special Provisions Section 7-05, and elsewhere in these specifications. Measurement of Catch Basin Type 1 shall be per each. The unit contract price per each for Catch Basin Type 1 shall be full compensation for all labor, materials, tools, equipment, concrete base, precast concrete catch basin sections, catch basin frame, grate or lid, appurtenances, adjustments, connections to new and/or existing systems, excavation, foundation material and compaction, loading, and all other items and work necessary to complete this item of work according to the Plans and Specifications. These structures that use temporary shims during placement shall have the shims removed and refilled with CDF at the base. Inspection of each CB/MH prior to backfill being placed, with the base material in plain sight, is required prior to final sign off. This item includes all the different types of frames and grates (standard, vaned, rolled curb, other) for Type 1 CB's that maybe shown on the Plans. Bid Item A18 Catch Basin Type 2 — 48-inch Dia. Basic to 8' (EA) 1 j Project No. SwP 27-3531 Page fig L SPECIAL PROVISIONS - Continued The unit contract price per ton for Gravel Borrow, Incl. Haul shall be full pay for all costs relative to furnishing, hauling, placing, shaping and compacting the material for embankment construction, as indicated on the Plans, or as otherwise required and approved in the field by the Engineer. Bid Item A24 & B17• Bank Run Gravel for Trench Backfill (TN) The Contractor shall provide all required Bank Run Gravel for the Project, including such work as described in Standard Specifications 9-03.19, and elsewhere in these specifications. This item will be used only when material from trench and structural excavation is unsuitable for use as backfill and the use of imported backfill is approved by the Owner. Measurement for gravel trench backfill will be based on actual tonnage weight as determined by measurement from a certified scale. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. Measurement for Bank Run Gravel for Trench Backfill shall be per ton. The unit contract price per ton for Bank Run Gravel for Trench Backfill shall be full compensation for all materials, tools, labor, equipment and incidentals for processing, hauling, placing and compacting the materials as specified or as directed by the Owner. Payment to haul and dispose of excavated material shall be included in the unit bid price �f r Unsuitable Foundation Excavation, Incl. Haul. (Payment for bank run gravel for trench bac i requ' s-measuremen rom a certified scale and submittal of all tickets. Payment shall be made according to payment limits as shown on the Plans. No payment shall be made for costs due to over -excavation and subsequent backfill, unless the Owner determines that the over -excavation could not be avoided. Over -excavation is defined as trenching outside the maximum trench or excavation width. Bid Item A25 & Blk Unsuitable Foundation Excavation, Incl. Haul (CY) The Contractor shall provide all required Unsuitable Foundation Excavation for the Project, including such work as described in Special Provisions Sections 7-04, 7-05, 7-08, and elsewhere in these specifications. This item will be used when the soil in the bottom of the trench is unsuitable, and excavation is approved by the Owner. ,Aw � Page 78 Project No. SAP 27-3531 1 SPECIAL PROVISIONS - Continued All excess and waste material removed from the site shall be disposed of at a Contractor Provided Disposal Site per Standard Specifications Section 2-03.3(7)C. Hauling shall be included at no extra cost. Measurement of Unsuitable Foundation Excavation, Incl. Haul shall be per cubic yard by truck as measured in the hauling vehicle at the point of loading. The contractor shall provide truck tickets for each load removed. Each ticket shall have the truck number, time and date, and be approved by the engineer. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. Measurement may also be by physical measurement of the excavated area by the Contractor in the presence of the Owner or Engineer. Any area measured shall be recorded on the redlined plans maintained by the Contractor, and a copy shall immediately be provided to the Owner. The unit contract price per cubic yard for Unsuitable Foundation Excavation, Incl. Haul shall be full compensation for evaluating and testing unsuitable soil, excavating, loading, hauling and disposing of the material. r',►mels Bid Item A26 & B19: Gravel Backfill for Foundation Class B (TN) L�ri;,, OW - The Contractor shall provide all required Gravel Backfill for Foundation for the Project, including such work as described in Standard Specifications 9-03.12 and elsewhere in these specifications. Measurement for Gravel Backfill for Foundation Class B shall be per ton. Measurement for gravel backfill for foundation will be based on actual tonnage weight as determined by measurement from a certified scale. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit contract price per ton for Gravel Backfill for Foundation Class B shall be full compensation for all materials, tools, labor, equipment and incidentals for processing, hauling, placing, and compacting the materials as specified or as directed by the Owner. No payment shall be made for costs due to over -excavation and subsequent backfill, unless the inspector determines that the over -excavation could not be avoided. Over - excavation is defined as trenching outside the maximum trench or excavation width. Payment to haul and dispose of unsuitable excavated material shall be included in the unit bid price for Unsuitable Foundation Excavation, Incl. Haul. Project No. SWP 27-3531 Pa.-e 79 TO: FINANCE DIRECTOR FROM: PUBLIC WORKS ADMINISTRATOR CONTRACTOR: KC Equipment, LLC CONTRACT NO. CAG 11-030 PO # 18/0001756 PROJECT: Lake WA Blvd N Storm & Water Sys. Improvement Project ESTIMATE NO. 4 1A. CONTRACTOR EARNINGS THIS ESTIMATE (Sch A) $58,417.37 1 B. CONTRACTOR EARNINGS THIS ESTIMATE (Sch B) $166,962.50 2. SALES TAX (Sch. B only) @ 9.50% $15,861.44 3. TOTAL CONTRACT AMOUNT THIS ESTIMATE 4A EARNINGS PREVIOUSLY PAID CONTRACTOR (Sch A) $323,656.46 413 EARNINGS PREVIOUSLY PAID CONTRACTOR (Sch B) $0.00 5A. 'EARNINGS DUE CONTRACTOR THIS ESTIMATE (Sch A) $55,496.50 5B. 'EARNINGS DUE CONTRACTOR THIS ESTIMATE (Sch B) $158,614.38 6. SUBTOTAL - CONTRACTOR PAYMENTS (Sch A) SUBTOTAL - CONTRACTOR PAYMENTS (Sch B) 7A. RETAINAGE ON PREVIOUS EARNINGS (Sch A) $17,034.54 7B. RETAINAGE ON PREVIOUS EARNINGS (Sch B) $0.00 8A. ` RETAINAGE ON EARNINGS THIS ESTIMATE (Sch A) $2,920.87 8B. ` RETAINAGE ON EARNINGS THIS ESTIMATE (Sch B) $8,348.12 9. SUBTOTAL - RETAINAGE (Sch A) SUBTOTAL - RETAINAGE (Sch B) 10. SALES TAX PREVIOUSLY PAID Sales Tax Rule 171 Applies to Sch. A Only $0.00 11. SALES TAX DUE THIS ESTIMATE (tax calculated in bid items for Sch. B) $15,861.44 12. SUBTOTAL - SALES TAX (Sch B) * (95% x LINE 1) ** (RETAINAGE: 5%) GRAND TOTAL (Sch A & Sch B) FINANCE DEPARTMENT ACTION: PAYMENT TO CONTRACTOR (Lines 5 and 11): ACCOUNT # 427.475470.018.595.38.63.000 ACCOUNT # 425.455575.018.595.34.63.000 RETAINED AMOUNT (Line 8): ACCOUNT # 427.475470.01&595.38.63.000 ACCOUNT # 425.455575.018.595.34.63.000 CHARTER 116, LAWS OF 1965 CITY OF RENTON CERTIFICATION $241,241.31 $379,152.96 $158,614,38 $19,955.41 $8,348.12 $15,861.44 $581,932.31 $55,496.50 # 4 $55,496.50 $158,614.38 # 4 $158,614.38 $2,920.87 # 4 $2,920.87 $8,348.12 # 4 $8,348.12 TOTAL THIS ESTIMATE I, THE UNDERSIGNED DO HEREBY CERTIFY UNDER PENALTY OF PERJURY, THAT THE MATERIALS HAVE BEEN FURNISHED, THE SERVICES RENDERED OR THE LABOR PERFORMED AS DESCRIBED HEREIN, AND THAT THE CLAIM IS A JUST, DUE AND UNPAID OBLIGATION AGAINST THE CITY OF RENTON, AND THJ AUTHORIZED TO AUTHENTIC AND CERTIFY 8ASigned: $225,379.87 Ci')I3o 1( y/ yz,;'7 Printed On: 09/01/2011 City of Renton Public Works Department Page 1 Printed On: 09/01/2011 City of Renton Public Works Department Page 1 Project Lake WA Blvd N Storm 8 Water Sys. Improvement Project Contractor. KC Equipment, LLC Item Description No. Pay Estimate Unit Est Quantity 4 Unit Price Contract Number. Closing Date: Previous Previous Quantity Amount CAG 11-030 09/02/2011 This Quantity This Amount Total Quantity Total Amourt A-1 Mobilization, Cleanup and Demobilization LS 1 $55,D00.00 0.700 $38,500,00 0.10 $5,500.00 0.80 $44,000.00 A-2 Construction Surveying, Staking 8 Record Drawings LS 1 $10.ODO.00 0.500 $5,D00.00 0.10 $1,D00.DO 0.60 $6,D00.00 A-3 Re-establish Existing Monuments EA 3 $1,000.00 $0.00 $0.00 0.00 $0.00 A-4 Traffic Control LS 1 $40,070.00 0.250 $10,017.50 0.75 $30,052.50 1.00 $40,070.DO A-5 Temporary Water Pollution I Erosion Control LS 1 $5,000.00 0.750 $3,750.00 0.05 $250.00 0.80 $4,000.00 A-0 Dewatering (non-watermain work) LS 1 $5,000.00 0.750 $3,750.00 0.05 $250.00 0.80 $4,000.00 A-7 Potholing EA 5 $1,500.00 11.000 $16,500.00 $0.00 11.00 $16,500.00 A-8 Temporary Stormwater Bypass Pumping LS 1 $5,000.00 0.850 $4,250,00 0.05 $250.00 0.90 $4,500.00 A-9 Trench Shoring and Excavation Safety Systems LS 1 $6,000.00 0.800 $4.800.00 0.20 $1.200.00 1.00 $6,000.00 A-10 Locate and Protect Existing Utilities LS 1 $10,000.00 0,800 $8.000.00 0.20 $2,000,00 1.DO $10,000.00 A-11 Clearing and Grading LS 1 $15,ODO.00 0.900 $13,500.DO 0.10 $1,500.00 1.00 $15,0DO.00 A-12 Removal of Structures and Obstructions LS 1 $9,000.00 0.900 $8,100.00 OAD $900.00 1.00 $9,000.00 A-13 CPEP Storm Sewer Pipe 12-inch Dia. (incl bedding) LF 144 $75.00 37.000 $2,775.00 $0.00 37.00 $2,775.00 A-14 CPEP Storm Sewer Pipe 18-inch Dia. (incl bedding) LF 70 $100.00 93.D00 $9,3DO.00 $0.00 93.00 $9,300.00 A-15 CPEP Storm Sewer Pipe 24-inch Dia. (incl bedding) LF 470 $100-00 470.000 $47,000.00 $0.00 470.00 $47,000.00 Class V Reinforced Concrete Drain Pipe 24-inch Dia. (ind A-16 bedding) LF 355 $100.00 355.000 $35,500.00 $0.00 355,00 $35,5DO.00 A-17 Catch Basin, Type 1 (incl foundation rock) EA 1 $600.00 3,000 $1,800.00 $0.00 3.00 $1,800.00 A-18 Catch Basin, Type 2-48 inch Dia. EA 7 $1,200.00 7 ODD $8.400.00 $0.DO 7.00 $8,400.00 A-19 Catch Basin, Type 2-Additional Height, 48-in. VF 30 $47.00 30.000 $1,410.00 $0.00 30.00 $1,410.00 A-20 Catch Basin, Type 2-60 inch Dia EA 1 $1,600.00 C.80C $1,280.00 $0.00 0.80 $1,280.00 A-21 Cutout of Ex- 24-inch Storm Pipe LS 1 $1,50C.00 1.000 $1,500.00 $0.00 1.00 $1,500.00 A-22 Flow Splitter Catch Basin Type 2-72 inch Dia. EA 1 $5,000.00 0,750 $3,750.00 $0.00 0.75 $3,750.00 A-23 Gravel Borrow TN 850 $15.00 766.6DO $11,499.00 38.40 $576.00 805.00 $12,075.00 A-24 Bank Run Gravel for Trench Ball TN 4220 $1 C.00 3806.000 . $38,060.D0 223.10 $2,231.DO 4029.10 $40,291.00 A-25 Unsuitable Foundation Excavation, (incl haul) CY 140 $20.00 1636.100 $32,722.00 $0.00 1636.10 $32,722.00 A-26 Gravel BacKil for Foundation Class B TN 260 $15.00 234.500 $3.517.50 13.70 $205.50 248.20 $3,723.00 A-27 Cement Concrete Driveway Entrance 8 Access Pad LS 1 $5,000.00 $0.00 $0.00 0.D0 $0.00 A-28 Cement Concrete Curb and Gutter LF 765 $15.00 $O.DO $0.00 0.DO $0.00 A-29 Pervious Cement Concrete Sidewalk SY 320 $55.00 $0.00 $0.00 0.00 $0.00 Printed On: 09/01/2011 City of Renton Public Works Department Page 2 Project: Lake WA Blvd N Storm & Water Sys. Improvement Project Contractor. KC Equipment, LLC Item Description No Pay Estimate Unit Est Quantity 4 Unit Price Contract Number. Closing Date: Previous Previous Quantity Amount CAG 11-030 09/02/2011 This Quantity This Amount Total Quantity Total Amount A-30 Non -pervious Cement Concrete Sidewalk SY 30 $45.00 $0.DO $O.DO 0.00 $0.00 A-31 Crushed Surfacing Top Coarse TN 180 $20.00 $0.00 130.00 $2,600.00 130.00 $2,600.00 A-32 Sawcutting (Less than 6-inch) LF 520 $4.00 $0.00 $0.00 0.00 $0.00 A-33 Grind Existing Pavement SY 1390 $3.60 $0.00 $0.00 0.00 $0_DO A-34 Temporary Cold Mix Asphalt Concrete Patch TN 50 $110.00 $0.00 $0.00 0.00 $aO0 A-35 Trench/temp HMA Patching Class 1/2" PG 64-22 SY 1087 $27.60 $0.00 85.00 $2,346.D0 85.00 $2,346.00 A-36 HMA Class 1/2" PG 64-22 SY 2670 $13.00 $0.00 $0.D0 0.00 $0.00 A-37 Concrete Panel Repair 5Y 55 $45.DO $0.00 65.00 $2,475.00 55.00 $2,475.00 A-38 Restore Pavement Markings LS 1 $5,000.00 $0.00 $0.00 0.00 $0,00 A-39 Topsoil Type C CY 125 $36.00 $0.00 $O.DO 0.00 $O.DO A 10 Seeding, Fertilizing, and Mulching SY 600 $0.85 $0.00 $0.00 0.00 $0.00 A-41 Bioswale LS 1 $10,000.00 0.800 $8,000.00 $0.00 0.80 $8,000.00 A-42 Debris Barrier LS 1 $3,000.00 $0.00 $0.D0 0.00 $0.00 A-43 Temporary Block Wall BL 130 $38.46 $0.00 70.00 $2,692.20 70.00 $2,692.20 A-44 Project Sign LS 1 $5DO.00 1.000 $500.00 $0.00 1.00 $5DO.00 A-45 Television Inspection LS 1 $1,900.00 $0.00 $O.DO 0.00 $0.00 A-46 Compaction Testing EA 50 $180.00 $0.00 $0.00 0.00 $0,00 A-47 Irrigation, Controller and Irrigation Meter LS 1 $18,000.00 $0.00 $0.00 0.DO $0.00 A-413 Landscape Strip Planting and Sod LS 1 $7,000.00 $0.00 $0.00 0.00 $0.00 A-09 Initial Soils and Foundation Exploration for Building LS 1 $5,000.D0 1.000 $5,000.00 $0.00 1.00 $5,000.00 A-50 Structural Pin Pile Design LS 1 $1,500.00 1.030 $1,500.00 $0.00 1.00 $1,500.00 A-51 Structural Pin Pile Support for Existing Building EA 30 $367.00 30000 $11,010.00 6.51 $2.389.17 36.51 $13.399.17 A-52 Minor Changes (Schedule A.Stomr/Road) LS 1 $15,000.00 $0.D0 $0,00 C.00 $O.D0 B-1 Mobilization, Cleanup and Demobilization LS 1 $25,000.00 $0.00 0.80 $20,000.00 0.80 $20,000.D0 B-2 Construction Surveying, Staking & Record Drawings LS 1 $5,000.00 $0,D0 0.70 $3,500.00 0.70 $3,500.D0 B-3 Traffic Control LS 1 $15,000.00 $0.00 1.00 $15,ODO.00 1.00 $15,DDO.00 B-4 Potholing EA 15 $1,500.00 $0.00 11.00 $16,500.00 11.00 $16,500.00 B-5 Trench Shoring and Excavation Safety Systems LS 1 $500.00 $0.00 1.00 $500.D0 1.00 $500.D0 B-0 Locate and Protect Existing Utilities LS 1 $500.00 $0.00 1.00 $500.00 1.00 $500.00 Printed On: 09/01/2011 City of Renton Public Works Department Page 3 Project Lake WA Blvd N Storm 8 Water Sys. Improvement Project Contract Number. Contractor. KC Equipment, LLC Pay Estimate 4 Closing Date: Item Description Unit Est. Unit Previous Previous No Quantity Price Quantity Amount CAG 11-030 09/0212011 This This Total Total Quantity Amount Quantity Amour B-7 Removal of Structures and Obstructions LS 1 $500,00 $0.00 0.90 " Ductile Iron Water Main, 12-inch Dia. CL52 LF 1470 $40 03 $0 00 1029.00 B-9 Fusion Epoxy Coated Welded Steel Pipe, 12 Inch Dia. LF 80 $150.00 $0 00 60.00 B-10 Megalug Restraint Harness Assembly EA 35 $100.00 $0.00 29.00 B-11 Connection to Ex 12-inch water main (Sta. 11+00) EA 1 $3,5D0.00 $0.00 0.50 B-12 Connection to Ex 12-inch water main (Sta. 22+19) EA 1 $3.500 DO $0.00 0.50 B-13 Concrete Thrust Blocking and Dead -Man Anchor Blocks CY 120 $50,00 $0.00 5.00 B-14 Additional Ductile Iron Fittings LB 500 $6.00 $0.00 B-15 Gate Valve, 12-inch EA 13 $1,600.00 $0.00 10.00 B-16 Fire Hydrant Assembly EA 7 $3,000.00 $0.00 6.00 B-17 Bank Run Gravel for Trench Backfill TN 1560 $15.00 -/ G $0.DO 1122.50 B-18 Unsuitable Foundation Excavation, (incl haul) CY 320 $20.00 $0.00 B-19 Gravel Backfll for Foundation Class B TN 580 $15.D0 $0.00 B-20 Crushed Surfacing Top Coarse TN 150 $15.00 $0,00 191.00 B-21 Sawwtting (Less than 6-inch) LF 2540 $4.00 $0.00 B-72 Sawcutting (Greater than 6-inch) LF 60 $8.00 $0.00 B-23 Minor Changes (Schedule Bi Water) LS 1 $10,000.00 $0.00 Sch A Subtotal (Sale Tax Rule 171 applies) Sch B Subtotal (Sales Tax Rule 170 applies) Sch B Sales Taxes TT Total $340,691.DO $0.00 $0.00 $340,691.00 $450.00 0.90 $450.00 $41,160.00 1029.00 $41.160.00 $9,000.00 60.00 $9.000.00 $2,900.00 29.00 $2,900.00 $1,750.00 0.50 $1,750.00 $1,750.00 0.50 $1,750.00 $250.00 5.00 $250.D0 $0.00 0.00 $0.00 $16,000.00 10.00 $16,000.00 $18,000.00 .6.00 $18,D00.00 $16,837.50 1122.50 $16,83T50 $0.00 0.00 $0.00 $0.00 0.00 $0.00 $2,865.DO 191.00 $2,865.00 $0.00 0.OG $0.00 $0.00 0.00 $0.00 $0.DO 0.00 $0.00 $58,417.37 ,. $399,108.37 $166,962.50 $166,962.50 $15,861.44 $15,B61.44 $241,241.31 $581,932.31 I. - 'l/113 0 1 f SECTION 32N TWP 24 NF R 5 EN W.M. u ..I v - _ u a o HYDRANT m L LENGTH �i ESTABLISHED 13N JUL APPROVED BY ENGINEx 12 CULVERT H A USE 61 DI PIPE, FLANGED, (SHORT RUNS N ONLY). B. IIR 6' DI PIPE, NJ WITH 2-j4• STEE)_ TIE RODS WITH OE HEAVY COAT OF COAL TAR PRESERVATIVE ON TIE RODS, NUTS AND 6' THICK CONE - BELTS BTS AFTER INSTALLATION OR MEGALUGB• PAD h EDGE 13F PAVEMENT HYDRANT x L SHALL BE CLEANSED L PRIME COATED WITH _ z HEAVY DUTY BRUSH TYPE OR APROVED EQUAL ALL HYDRANTS SMALL BE PAINTED WHITE. TWO ++ W TO' COATS SMALL BE OIL RESISTNAT ENAMEL N BRUSH TYPE OR APRQVED EQUAL u 2-STENCIL ON FACE 1F HYDRANT BARREL WITH 2' in BLACK LETTERS, THE DISTANCE FRAM HYDRANT TO GV. IN FEET, 3. SURFACE TO BE GRADED UNIFORMLY AROUND HYDRANT, (Ur RADIUS). SLOPE AWAY V/BRUSH FINISH. FIRE HYDRANT N a J tlQIEi L ROCKERY TYPE RETADNDNG WALL TO BE PROVO)E WHERE NECESSARY IN CUT OR FILL AREAS. ENDS OF CULVERT TO BE BEVELED PER 2. NO GUARD POSTS KING COUNTY ROAD STANDARDS 1987 ,a - (DETAIL DWG. NO. 11) FIRE HYDRANT SHAM BE COREY-TYPE EQUAL TO IOWA F-5110 OR • COMPRESSION TYPE SUCH AS CLOW MEDALUJN; MAH 929 MUELLER PLAN VIEW SUPER CENTURRIN 200. AND WATEROUS PACER 0.TITl 6-MECHANICAL JOINT INLET WITT I LUGS-S- IN' MAIN VALVE OPENING. TWO ?-US'HOSE CONNECTIONS NATIONAL STANDARD THREADS 4' PUFIPER CONNECTTON CITY OF SETTLE TI IRFADS WTOI A STORZ ADAPTOR 4.975- SETTLE THREAD X 5' SIOR7 ATTACIIED WITHI/r STAINLESS STEEL CABLE 1-I/4' PENTAGON OPERATING NUT. FIRE HYDRANT TO B'; I:%INTED WITH TWO COALS OFPAINT. KELLY-MOORVPRESERVATIVEPA,�:'NO-5lW563DTM ACRYLIC G WSS, SAFETY YELLOW OR APPROVLD EQUAL PUMPER CONNECTION TO FACE ROADWAY OR AS DIRECTED BY RENTON FIRE DEPARTMENT- FIRE HYDRANT EX-1-SKJN TO BE USED IF REQUIRED. ROCK WALL SEE N q P. g q ANN CUT - �!� °� "� o�cA �lG� °* u♦ RECOMMMED .. .l ' FOR ����A14PP��R//OV�AL 1' `� • me � �o BY+�1_��I{�tell � ♦ wn BY— s ANAL �� H"ONAL BY Ci>�p � �rborJn�e, Roca CONSULTING ENGINEERS PILL 12Z ONE LANE VIDTHa-OJGITUDINAL) 6.5' MIN (TRANSVERSE) 1' MIN !TRANSVERSE V MIN 1' MIN 3' MIN (LIMMMNDDNAL LANE LINE MARKING FINISHED GRADE 2' SAWCUT AND E OR GRDO, SEAL WITH -4000V 'x °:% < SPECIAL PREC IONS TO PROTECT PIPE T THIS LEVEL. DEPTH TO PE CROWN VARIES, SEE PLANS CPEP FOR STORM / DUCTILE IRON PIPE WITH POLYVRAP FOR �i 1 WATER MAIN 24' - 4'-0' TYPICAL ROAD RESTORATION / - NOT TO SCALE 3' MIN. -EXCEPT-1 CUT/FILL VERTICAL RAKE 6' TFaCK C@i PAD FILTER FABRI (ALL AROUND) Yr YARD 1 W WASHED ROCK FlREHYDRANT ASSEMBLY I 10 NO. I RLVM1SK)N By V MIN (TRANSVERSE XING) 3' MIN (LONGINTUNDINAL XING) 2'HNACLYe'PG 64-22 6' H KA CL if' PG 64-22 6' CRUSHED SURFACING TIIP COURSE PER. WSDOT SPECS 9-IL19(3) CRUSHED SURFACING TIP COLMSE, TRENCH BACKFILL PER WSDOT 9-03.19, OR NATIVE MATERIAL IF APPROVED IN WRITING BY THE ENGINEER, COMPACTED TO 9S/. MODD'IED PROCTER, e.0 \ 41 110.,0/TON IS 10. PIPE ZONE BEDDING PER WSDOT 9-03.12(3) �4�IIUNDATD7N MATERIAL ER WSDOT 2(3)QF NEEDED) 7 SECTION (5 8' MIN. IU' MAX. _ \ �LRUSH S W 1 KING CO. APPROVED 6 a CULVERT (12' DIA.) o f1l x EXISTING DITCH -ASPHALT PAD m o W F 18-24' CAST DUN VALVE H MARKED 'WATER' SERIES 940B OR AS APPROVED BY CITY .9 VARIABLE Ill. PIPE 3 WRAPPED IN POLYETHYLENE 6' GATE VALVE 4'x8'xl6' MIN. CONCRETE CONCRETE THRUST BLOCK BEARING BLOCK W-3531 6 BP8 xa.. ESN " CITY OF � RENTON Planning/Binding/PubGe works Dept LAKE WASHINGTON BLVD NORTH STORM WATER AND WATER MAIN IMPROVEMENTS WATER DETAILS /14/11 .... �•e- B.AG r,Rm �•••_ DATE APPR B P.a Bid Item A24 & B17: Bank'Run Gravel for Trench Backfill (TN) The Contractor shall provide all required Bank Run Gravel for the Project, including such work as described in Standard Specifications 9-03.19, and elsewhere in these specifications. This item will be used only when material from trench and structural excavation is unsuitable for use as backfill and the use of imported backfill is approved by the Owner. Measurement for gravel trench backfill will be based on actual tonnage weight as determined by measurement from a certified scale. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. Measurement for Bank Run Gravel for Trench Backfill shall be per ton. The unit contract price per ton for Bank Run Gravel for Trench Backfill shall be full compensation for all materials, tools, labor, equipment and incidentals for processing, ,hauling, placing and compacting the materials as specified or as directed by the Owner. �q Payment to haul and dispose of excavated material shall be included in the unit bid price, a for Payment for bank run gravel for trench backfill requires measurement from a certified scale and submittal of all tickets. Payment shall be made according to payment limits as shown on the Plans. No payment •�,� shall be made for costs due to over -excavation and subsequent backfill, unless the Owner r� determines that the over -excavation could not be avoided. Over -excavation is defined as trenching outside the maximum trench or excavation width. Y0#1V Bid Item A25 & B18: Unsuitably Foundation Excavation, Incl. Haul (CY) Ift 4" y The Contractor shall provide all required Unsuitable Foundation Excavation for the , 9� i3O Project, including such work as described in Special Provisions Sections 7-04, 7-05, 7-08, 1 and elsewhere in these specifications.' M1 y �y This item will be used when the soil in th bottom �the�isun�suitab�leand P Jo\s - excavation is approved by the Owner. \ __ .Iv All excess and waste material removed from the site shall be disposed of at a Contractor Provided Disposal Site per Standard Specifications Section 2-03.3(7)C. Hauling shall be included at no extra cost. Measurement of Unsuitable Foundation Excavation, Incl. Haul shall be per cubic yard by truck as measured in the hauling vehicle at the point of loading. The contractor shall provide truck tickets for each load removed. Each ticket shall havg-tle- true number, xx x 6` Q'P/ (,-- F V QA ? t Pik . O time and date, and be approved by the engineer. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. Measurement may also be by physical measurement of the excavated area by the Contractor in the presence of the Owner or Engineer. Any area measured shall be recorded on the redlined plans maintained by the Contractor, and a copy shall immediately be provided to the Owner. The unit contract price per cubic yard for Unsuitable Foundation Excavation, Incl. Haul shall be full compensation for evaluating and testing unsuitable soil, excavating, loading, hauling and disposing of the material. Bid Item A26 & B19: Gravel Backfill for Foundation Class B (TN) The Contractor shall provide all required Gravel Backfill for Foundation for the Project, including such work as described in Standard Specifications 9-03.12 and elsewhere in these specifications. Measurement for Gravel Backfill for Foundation Class.B shall be per ton. Measurement for gravel backfill for foundation will be based on actual tonnage weight as determined by measurement from a certified scale. The quantity for this item is included to provide a common proposal for bid purposes. The actual quantity used in construction may vary from that amount. The unit contract price per ton for Gravel Backfill for Foundation Class B shall be full compensation for all materials, tools, labor, equipment and incidentals for processing, hauling, placing, and compacting the materials as specified or as directed by the Owner. No payment shall be made for costs due to over -excavation and subsequent backfill, unless the inspector determines that the over -excavation could not be avoided. Over - excavation is defined as trenching outside the maximum trench or excavation width. Payment to haul and dispose of unsuitable excavated material shall be included in the unit bid price for Unsuitable Foundation Excavation, Incl. Haul. The unit price will not be adjusted if the actual quantity used varies by more than 25 percent. 3 •) L� �}� Ntt.?. 1 \� i �i7 �CTiDN i!• TIMr !4 11. R 6 E, W M t• __ _ _.-_-.. __ ___.._^ � aiI1R RUUNR. `lr Slq RAII TIJ.00 MTl O[YAr01' N b V 0 [AN—,?' Ell- ----------------- RP nATIN%11 (AIS IRF IY 4AN tlb I4YY R N _ .M N, Aq F' t;MrNAf.IM b KRMY lri fi MM I— M(b M V/ IIl nu:4ul. LAKE WAMNIN3i0N OLVD of M'. x _" NAr ROIT f1A IM)f `-- ^-_ ARnR[r-N• III� ...o•Q.:_:�" _ — .----+,,,r =.-... 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WRIRRI t:OHR t 30 O t. 25 20 F� 2 t _ 4 25-00 So 45 ♦0 35 30 25 20 2"" zo• Ilr o x •v CITY OF LAIIE WA-GTOR RLVII-71R 'A RENTON STORM WATER AND WATER MAIN R.s.tl/Wtl•R1W MtlR• •tltlr• MWIOVEMEMTS wAVMM Wr NAM AM MMO/lt � Steve Lee From: KC Equipment [kcequipment@gmail.com] Sent: Thursday, September 08, 2011 9:13 PM To: Steve Lee Subject: Saw Cutting Attachments: KCE LWB Saw Cutting 9.9.2011.pdf Hi Steve, Sorry, forgot to give this to you today. Storm Total: 1,336 LF Over 6 Inches Water Total: 220 LF Under 6 Inches & 1,038 LF Over 6 Inches Please let me know if you have any questions. Thanks, Brett Franceschina 206-399-3687 Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Friday, May 20, 2011 11 55 AM To: Steve Lee, Ronald Straka Cc: 'Tom Zerkel', 'Mike Jauhola' Subject: Lake Washington Blvd Water and Sewer Improvement Project Steve, Thank you for the phone conversation yesterday about the discrepancy in the electronic files we provided to the City. As I promised during that call, we have reviewed the drawings, files, and transmittals to determine the inconsistency of the electronic files. The following is a summary of what we know: 1. The files in the "X-REF" directory (Basemap.dwg, Basemap g-o.dwg, Probase Storm.dwg, Probase Water.dwg) are consistent with the survey information shown on the printed cover sheet. The Northings and Eastings listed for the Catch basins are correctly related to the control points with the exception of CB 9 and CB 10. These two catch basins were relocated during the design process and the survey control table was not updated as it should have been. The correct northings and eastings are as follows: CB 9 196,915.48, 1,303,034.30, and CB 10 196,855.72, 1,303,098.31. 2. Each location of the design features is consistent in the above referenced files with the stated survey control. 3. There is a shift of approximately 2.5 ft east and 2.7 feet south between the electronic files titled "Storm Plan.dwg" and the survey, and basemaps (Probase Storm.dwg). This shift is in the insertion point of the x-ref of the "Probase Storm.dwg into the "Storm Plan.dwg" and the electronic coordinates in "Storm Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 4. There is a shift of approximately 0.74 ft east and 3.6 feet south between the electronic files title "Water Plan.dwg" and the survey and basemap files (Probase Water.dwg). This shift is in the insertion point of the x-ref of the "Probase Water.dwg into the "Water Plan.dwg" and the electronic coordinates in "Storm Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 5. There is a shift of approximately 0.74 ft east and 3.6 feet south between the electronic files title "Curb Plan.dwg" and the survey and basemap files (Probase Storm.dwg). This shift is in the insertion point of the x-ref of the "Probase Storm.dwg into the "Curb Plan.dwg" and the electronic coordinates in "Curb Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 6. These errors occurring during the drafting of the planset and do not change the easement legal descriptions or intended location of the design. 7. Please use the files in the "X-REF" directory and the coordinates listed on the survey control sheet, except as noted in item 1 above. Gray & Osborne regrets the error and we would like to discuss how we can participate in a solution to the problem and impacts on the City. Please give me a call at your earliest convenience. Barry Baker, P.E. Gray & Osborne, Inc. 701 Dexter Ave N. Suite 200 Seattle WA, 98109 Ph(206)284-0860 Fx(206)283-3206 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore. Gray & Osborne. Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. ,) IIPuJ C�� Gi ay Sz: Osb01 114_—, b1C. CONSULTING ENGINEERS Invoice i0 l 1�10001 o 7 (0 � 933.aa September 12, 2011 Invoice No: 09583.00 - 16 City of Renton 1055 South Grady Way Renton, WA 98057 Project 09583.00 Lake Wash Blvd -Hawks Landing Storm/Water Professional engineering services for and at the direction of the City in connection with the Lake Washington Boulevard - Hawks Landing Storm and Water Improvements. Professional Services from March 06, 2011 to July 31, 2011 Consultants Landscape Consultants 7/27/2011 Calvin Jordan Associates, Inc. 4,378.00 Total Consultants 1.1 times 4,378.00 4,815.80 Billing Limits Current Prior To -Date Total Billings 4,815.80 125,166. 8) 129,982.58 Limit 126,100.00 Adjustment 4- -3,882 Total this Invoice $933.22 SEP 12Ui, CITY Of: i?J�i`1 [ON IjTILtTY ;�YSTOMS Avenue IT, Suile 200 Sealtle, wasnington b Fax 283-3206 1.11� Pnnlen M recyaed paper MR aCatvitn Jordan rad an Assoc itates, Inc. - r' Architecture Urban Planning Landscape Architecture Since 1970 Principals Calvin L. Jordan Garry D. Moore AIA INVOICE ON ACCOUNT WITH: Gray & Osborne, Inc. INVOICE 201110.1 3710 168th St. NE, Suite B210 Arlington, WA 98223 DATE: 06/01/11 Attn: Stacy Clear, PE FOR PROFESSIONAL SERVICES RENDERED THROUGH: Bid Plans - Landscape & Irrigation PROJECT NAME: Lake Washington Blvd. Renton, WA In accordance with your request for assistance, the following is a billing for the preparation of landscape and irrigation plans for the above project, as agreed. Staff Time Preparation of Landcape & Irrigations plans and specifications for bidding $ 4,378.00 Total $4, 378.00 Direct Costs None N/C TOTAL DUE THIS INVOICE.................................................................................................... $4,378.00 INTEREST AT THE RATE OF 1.5% PER MONTH WILL BE APPLIED BEGINNING 30 DAYS FROM THE INVOICE DATEFOR ALL UNPAID BALANCES 15049 NE Bel -Red Road • Bellevue, WA 98007-4211 Tel: (425) 643-3123 Fax: (425) 643-4607 - E-Mail: sjordan@cja-inc.com.cwn A Washington Corporation with Licensed & Registered Architects in Idaho, Oregon & Washington Lake Washington Blvd North Storm and Water System Improvement Project @ Hawks Landing Project Management Invoice/Budget Tracking Contract Invoice #11: Invoice #12: Invoice #13: Invoice #14: Invoice 415: Invoice #116 % Bu get ET.s Description SubTotal Labor Oct 19, 2010 Nov 15, 2010 Dec 14, 2010 Feb 9, 2010 Mar 11, 2010 Sep 12, 2010 Remaining & Fees 1 2 Surveying and Base Map Preparation Geotechnical Investigation $ 22,726 $ 922 $ 21,217 $ 8,340 $ 6,806 $ 15,670 $ 12,416 $ 8,826 $ 5,535 $ 2,182 $ 20,986 $ 475 $ 2,940 $ - $ $ - $ 711 $ $ $ $ $ 1,013 $ - $ $ - $ _ $ $ 200 $ - $ $ $9 $ - $ $ $ $ 1,459 $ _ $ $ S $ $ $ $ $ - $ $ nco $ 2,022 $ _ $ $ - $ $ 5,553 $ - $ $ - $ $ $ < 7 S71; $ 2,687 $ $ $ - $ $ $ $ $ - $ S 2.687 M $ 4,816 $ $ 4,816 6% 8% 5% 5% 0% 5% 80% 00%8 41%10 06% 17.94% 2.35% $ (3,882) 3 Hydrologic/Hydraulic Modeling 4 Permit Assistance 5 Electrical Utility Relocate 6 7 Stormwater Design Water System Design Construction Assistance and Observation Project Management 11 QA/QC SubConsultants Direct Non -Salary Cost 12 1L7,.LUU ') 4,vv� " -.,., ,. Renton Budget Tracking 9/14/2011 1 of 1 Invoice September 12, 2011 Invoice No: 09583.00 - 16 City of Renton 1055 South Grady Way Renton. WA 98057 Project 09583.00 Lake Wash Blvd -Hawks Landing Storm/Water Professional engineering services for and at the direction of the City in connection with the Lake Washington Boulevard - Hawks Landing Storm and Water Improvements. Professional Services from March 06, 2011 to July 31, 2011 Consultants Landscape Consultants 7/27/2011 Calvin Jordan Associates, Inc. 4,378.00 Total Consultants 1.1 times 4,378.00 4,815.80 Billing Limits Current Prior To -Date Total Billings 4,815.80 125,166.78 129,982.58 Limit 126,100.00 Adjustment-3,882.58 Total this Invoice $933.22 Please Return With Remittance Thank you! 701 Dexter Avenue N.. Suite 200 Seattle, Washington 98109 (206) 284-0860 Fax (206) 283-3206 DATE: 1;1 "X..My SE Osborne, Inc. CONSULTING ENGINEERS September 14, 2011 TO: City of Renton 1055 South Grady Way Renton, WA 98055 FROM: Barry Baker SUBJECT: Invoice No. 16 WE ARE TRANSMITTING: ® Herewith ❑ Under Separate Cover Number of Copies: 2 COMMENTS: Steve, ATTN: THE FOLLOWING: ❑ Prints ❑ Construction Drawings ❑ Specifications ❑ Shop Drawings ❑ Change Order ❑ Legal Description ❑ Letters ® Invoice 16 Steven Lee, P.E. Project Manager PROJECT #: 09583.00 FOR: ❑ Review & Comment ❑ Approval ❑ Signature ® Your Use & Files ❑ As Requested ❑ Action Noted Below Enclosed are two copies of Invoice No. 16 and the requested budget tracking spreadsheet. The billing for this period included: • Landscape Subconsultant Please note that we have adjusted our invoice by $3,882.58 and have not billed any Gray & Osborne time to address field issues raised during construction. As I stated previously, we will continue to support the construction management per our scope without additional invoices per the agreed scope and fee estimate. Please let me know if you require additional information. Sincerely, BfanyBa7ker 701 Dexter Avenue N., Suite 200 Seattle, Washington 98109 (206) 284-0860 Fax: (206) 283-3206 Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Wednesday, August 31, 2011 4:24 PM To: Steve Lee Subject: RE: excavation& other items Steve, As discussed on the phone this morning, we have reviewed the Contract Specifications and WSDOT Standard Specifications regarding unsuitable materials. At this time I have not received a copy of any progress estimates and do not know what the documentation of the quantities are. However, the Specifications do address the issue and I discuss below. Bid Item Al CPEP Storm Sewer Pipe 24-inch Diameter specifically states: "The unit contract price per lineal foot of CPEP Storm Sewer Pipe 24-Inch Dia. shall be full compensation for all labor, materials, equipment, excavation, new pipe, installation, bedding, all appurtenances (such as special fittings, bends, connections. catch basin connectors, etc.), placement of trench backfill, compaction, cleaning and testing, etc." (emphasis added). Bid Item A25 & B17 Unsuitable Foundation Excavation, Incl. Haul specifically defines what is meant by "Unsuitable Foundation Excavation": "This item will be used when the soil in the bottom of the trench is unsuitable, and excavation is approved by the Owner." (emphasis added) This definition is also consistent with the 201 WSDOT Standard Specifications 2-03.3(14)E Unsuitable Foundation Excavation. This Standard Specification states." The Work will not be considered unsuitable foundation excavation if the materials:... 2. Resulted from Structure excavation Class A or B..." Class B Structure excavation is then defined in 2-09.3(4). The trench work is Class B Structure excavation In addition, the trench detail on Sheet 15 shows the Foundation Material under the pipe bedding as needed. The quantity then for Unsuitable Foundation Excavation would only be that excavation required below the bedding of the pipe. All other excavation is incidental to the placement of the pipe and should not be paid separately. This is not Gray & Osborne's interpretation but is the statement of the WSDOT Standard Specification. Payment should not be made under unsuitable for the entire trench section. Unsuitable is only paid for over -excavation, anything within the trench payment limits is not a part of the unsuitable payment since the contract has payment for the excavation of all the trench for the pipe installation and the excavation and removal is paid under the pipe cost. If you are paying for this as a separate item the City is making double payment for the same work. I would still like to review the Progress Estimate and the quantity estimates for the work to review our quantity and cost estimates. Barry Baker, P.E. Gray & Osborne, Inc 206-284-0860 From: Steve Lee [mailto:SleeCcbRentonwa.govl Sent: Tuesday, August 30, 2011 10:22 AM To: 'Barry Baker' Subject: excavation& other items Hey Barry, Thanks for the recommendation on the CSTC conversation yesterday. Our 40 yr inspector, etc. still disagrees but he said it's up to me. I said to have it built per design since you guys know it all and stamped it. We did end up being 1,200% over on the unsuitable excavation item for the storm. Not 100%. So 12x more than the 140 cy calculated. I should have caught that during my specs preparation. It was 100% muck at 0.5 feet below the asphalt/concrete. This information is just a FYI. Either way we had to pay it. I know you mentioned that G-O would reimburse for the error made on Change Order #1. It was not a large amount. Anyway, Ron and I are figuring out if we will need it later since we might be slightly over budget on that item and also the unsuitable item due to the calcs. Unsuitables also directly influence gravel import, so the totals are changing daily. Most of this email was just FYI. Nothing urgent. Thanks, Steve Lee Steve Lee From: Barry Baker [bbaker@g-o.com] Sent: Friday, May 20, 2011 11:55 AM To: Steve Lee; Ronald Straka Cc: 'Tom Zerkel', 'Mike Jauhola' Subject: Lake Washington Blvd Water and Sewer Improvement Project Steve Thank you for the phone conversation yesterday about the discrepancy in the electronic files we provided to the City. As I promised during that call, we have reviewed the drawings, files, and transmittals to determine the inconsistency of the electronic files. The following is a summary of what we know: 1. The files in the "X-REF" directory (Basemap.dwg, Basemap g-o.dwg, Probase Storm.dwg, Probase Water.dwg) are consistent with the survey information shown on the printed cover sheet. The Northings and Eastings listed for the Catch basins are correctly related to the control points with the exception of CB 9 and CB 10. These two catch basins were relocated during the design process and the survey control table was not updated as it should have been. The correct northings and eastings are as follows CB 9 196,915.48, 1,303,034.30, and CB 10 196,855.72, 1,303,098.31. 2. Each location of the design features is consistent in the above referenced files with the stated survey control. 3. There is a shift of approximately 2.5 ft east and 2.7 feet south between the electronic files titled "Storm Plan dwg" and the survey, and basemaps (Probase Storm.dwg). This shift is in the insertion point of the x-ref of the "Probase Storm.dwg into the `Storm Plan.dwg" and the electronic coordinates in "Storm Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 4. There is a shift of approximately 0.74 ft east and 3.6 feet south between the electronic files title "Water Plan.dwg" and the survey and basemap files (Probase Water.dwg). This shift is in the insertion point of the x-ref of the "Probase Water.dwg into the "Water Plan.dwg" and the electronic coordinates in "Storm Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 5 There is a shift of approximately 0.74 ft east and 3.6 feet south between the electronic files title "Curb Plan.dwg" and the survey and basemap files (Probase Storm.dwg). This shift is in the insertion point of the x-ref of the "Probase Storm.dwg into the "Curb Plan.dwg" and the electronic coordinates in "Curb Plan.dwg" are therefore incorrect. It appears that Gray & Osborne is responsible for this error. 6. These errors occurring during the drafting of the planset and do not change the easement legal descriptions or intended location of the design. 7. Please use the files in the "X-REF" directory and the coordinates listed on the survey control sheet, except as noted in item 1 above. Gray & Osborne regrets the error and we would like to discuss how we can participate in a solution to the problem and impacts on the City. Please give me a call at your earliest convenience. Barry Baker, P.E. Gray & Osborne, Inc. 701 Dexter Ave N. Suite 200 Seattle WA, 98109 Ph(206)284-0860 Fx(206)283-3206 Electronic File Transfer - Note that these electronic files are provided as a courtesy only. Gray & Osborne, Inc. in no way guarantees the accuracy or completeness of the digital data contained within these files. Furthermore, Gray & Osborne, Inc. assumes no liability for any errors or omissions in the digital data herein. Anyone using the information contained herein should consult the approved or certified hard copy drawings or reports for the most current information available. Steve Lee From: Suzanne Dale Estey Sent: Monday, April 12, 2010 3:48 PM To: Leslie A Betlach; Larry Warren Cc: Terry Higashiyama; Chip Vincent; Jennifer T. Henning; Vanessa Dolbee; Alexander Pietsch; Ronald Straka; Abdoul Gafour; Todd Black; Gregg A. Zimmerman; Jim Seitz; Bob Mahn; Neil R. Watts; Steve Lee Subject: RE: Purchase and Sales Agreement Attachments: image001.jpg Yea!!! Congratulations, Leslie and Chip! And FYI for Hawks Landing infrastructure investments team. Suzanne Suzanne Dale Estey Director of Economic Development City of Renton Renton City Hall 1055 South Grady Way, 6th Floor Renton, WA 98057 sdaleestevna rentonwa.aov www.rentonwa.gov phone: 425/430-6591 fax: 425/430-7300 From: Leslie A Betlach Sent: Monday, April 12, 2010 3:39 PM To: Larry Warren Cc: Terry Higashiyama; Chip Vincent; Suzanne Dale Estey Subject: Purchase and Sales Agreement Hi Larry, Greg Fawcett has agreed to sell the property on the west side of 1-405. 1 believe his 2 brothers will also need to agree — they have verbally but I am not sure what signature authority they have. The property is currently under the ownership of the "Rob -Clarissa Partnership and Clarissa M. Fawcett" — see attached Title report for specifics. Would you please draft a preliminary Purchase and Sales Agreement to include the following contingencies? Committed funding Level I Assessment Clear Title Council approval Short Plat Survey Appraised value is $250,000 (we may have to have an update as the appraisal was completed12/08/2009) The total parcel is 3.57 acres. We will survey the parcel to only acquire the property on the north side of May Creek (reason for the short plat) The short — platted parcel we would be purchasing would be 3.0 acres plus or minus. The current tax parcel number for the full 3.57 acres is 322405-9081— we would be creating a new tax parcel. Thanks so much, Leslie zed a o� vdl1 cls Parks Planning and Natural Resources Director City of Renton 1055 South Grady Way Renton, WA 98057 Phone: 425-430-6619 Fax: 425-430-6603 Ibetlach@rentonwa.gov Steve Lee From: cjshin@cablespeed.com Sent: Tuesday, March 16, 2010 8:13 AM To: Steve Lee Subject: Lake WA Storm and Water Hi Steve, Please review the following additional information. I shall send out my final report after I receive your review comments. Thanks. -CJ (page 5) An existing metal building is present to the east of the ditch line. To avoid adverse impacts by the new fill, we recommend that the edge/toe of the new fill be at least 10 feet from the building. If fill has to be placed closer than 10 feet, the support of the building foundation should be explored. The exploration may include potholing next to the building. An evaluation should also be performed to assess the settlement potential that may be induced by the new fill and mitigation options. Conventional solution in such scenario typically involve under -pinning the building foundations with small diameter pipe piles (pin piles). (new) Catch Basin Subgrade Wet and soft soils may be encountered at the subgrade. In this event, the subgrade should be stabilized to avoid excessive structure settlement. Subgrade stabilization can include over -excavation of 12 inches and backfill with compacted crushed rock. Groundwater may be encountered; we anticipate that the seepage reat will be low and the water can be handled by pumping from sumps. (new) 5.5 CONSTRUCTION DEWATERING Depending on the season of the proposed construction, the subgrade of the proposed storm line may be dry or 6 to 12 inches below the groundwater table. We envision that if the construction occurs in the winter months, the storm water that is currently running in the ditch should be collected at an upstream location and discharge at a downstream location using a temporary pipe line. A temporary concrete dam may be needed at the collection point. Assuming an over -excavation depth of 12 inches below the subgrade, our flow net analyses show that a groundwater inflow of about 0.2 to 0.5 gallons per hour per lineal foot of the ditch may occur. We believe that this groundwater flow can be handled by sump pumps spaced at 50 to 100 feet along the ditch. The discharged water from the sumps will be turbid and will required sediment control before discharge. Steve Lee From: Vanessa Dolbee Sent: Tuesday, ebruary 23 2 0 4:22 PM To: Spencer Alpert (spencer@alpertcapital.com) Cc: Suzanne Dale Estey; Steve Lee; Chip Vincent Subject: Easement for Frontage Improvements Attachments: 20100219102631640.pdf; Temp. Construction Easment Location Image.pdf Spencer, The City has been working hard on the capital improvements planned along Lake Washington Boulevard, that are associated with the grant money we received from the State. As you are aware, a part of the City's project includes stormwater improvements with the curb, gutter, landscape strip and sidewalk along the southern portion of the Pan Abode site. In past meetings, we discussed the need for an easement to accommodate these frontage improvements. As our required completion date gets closer for the use of the state funds; and our project moves closer and closer to construction we are looking to acquire these easements. At the time of our discussions, we assumed that Alpert International would be the property owner of the Pan Abode site. Although, this has not come to fruition, the City's need for the easements has not changed. The attached documents are sketches of the necessary easement for the City to complete their capital improvement project. We will need four easements: 1) an easement up to 8-feet in width for the construction of the back section of the sidewalk (this width varies as you move north, the 8-foot width may decrees); 2) a temporary construction easement to complete the work along the east side of the proposed improvements which may include fill at a 2 to 1 slope or the placement of a wall; 3) an easement that would provide land area for the required water quality treatment that's related to the frontage improvements, the granting of this easement was a condition of the street vacation for the property north of the Pan Abode site (see City of Renton File #VAC-09-001); and 4) a second temporary construction easement in the north access driveway to the Pan Abode site that would allow the City to relocate WSDOT's storm drainage line into the roadway, that currently runs north to south across the proposed location for the Hawk's Landing Hotel development. We are requesting your help in acquiring these necessary easements from the property owner. It should be noted, that if the City can not acquire these easements, the improvement project can not move forward. Furthermore, a second issue has come up as it relates to the City's improvements planned for this area. As a part of the infrastructure project the City completed a geotechnical study for the frontage improvements. This report has identified soil conditions that may have an impact on the existing warehouse building on the Pan Abode site. The original development plan proposed for the Hawk's Landing Hotel was to remove this building, and if this was completed the City would not have a concern. Although, at this time we are unaware of the development schedule for the hotel and therefore this issue may need to be handled differently. If the City proceeds with the frontage improvements as planned there may be a negative impact on the existing warehouse structure. Given all this, could you please help the City through these issues with the property owners? Thank you for your time and efforts working together with the City on this project. Which will improve the quality of Lake Washington Blvd. into the future. Sincerely, Vanessa Dolbee (Acting) Senior Planner City of Renton Department of Community & Economic Development 1055 South Grady Way Renton, WA 98057 (425)430-7314 f ,, 42 500 SHEETS. FILLER 5 SQUARE r 42-382 100 SHED EYE -EASE' 5 SQUARE J\ r��lOpBl �Td110 42.389 200 SHEETS EYE-EhSP 5 SQUARE 42-392 100 RECYCLED WHITE 5 SQUARE 42399 200 RECYCLED WHITE 5 SQUARE _ Ss R '3?JJ Cow Za4f3�jt Z� rv-au-.,-2S ssO72 �y Gins/ (V-C-Li5V//-/ ( /V- d'wuj') vazkd -v.%3 vq-'vim-L �iM _f yov H^vav-L -8 Ol -w-O— ruaaa Irl wtQ fi7w-fa 0 � � b 1 I •d wa � 1� -21 Y-- 1 aev�t 3N'0'1 "N4 LA 4 VA 719 t�iei 5 L: 0 2W 655 PEP AN 731100!071 IMOT I >tY OW10E t7eFlf2d _ • t' V� � �_ _ _ _ -- _ - $ � '���.� •,�r;r,\ ` t]P23't!i j' i _ I Is!!M' iJ_ r I :. Ii J / '` t • y' GfW=MH ST. HAW . ` - � 1{ � i , I / ►(atlas 1 `�,,, . t _ Q A9E W L! ul:: r - at 1 1 OF AS RR N4 r . Ht IlE 0a W t •1 7310=73E —� ,n Zcz 4 W 8 I Iz '7 -'It f i'—.far... ------ � < •r ram° •• t r If �' ,f 'i � •• sae}---�_-__--' '- � jr + �� ®DP 4 ._ $ _ 21' M-2&13 �mQ if k �r ®DP 3 0 DP ar^ 4 �pp I °\ J r EXISTING ' r BETLAND 'B' I ° I CATEGORY'3' �`� Ad•� �C r 1 I CALL 48 HOURS li RFFnf?F vnl I nlr. i Sound Developer FNr7NFFPlNC WRVFYWr A. IAA•VJ r EASG-r'k�-- - 2 E UE-ASE Steve Lee From: Dan Mitzel [danmitzel@hansellmitzel.com] Sent: Wednesday, February 17, 2010 7:55 AM To: Steve Lee; Caudill, Sharon A.; Kent Large; spencer@alpertcapital.com Cc: Vanessa Dolbee; Ronald Straka; Jack@mhseattle.com Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Steve. Ron and Vanessa: It is true that the removal of the existing pipe and the extingushment of the easement was a request made on behalf of the Hawks Landing project. That being said I thought that the direction that had been set was that the city of Renton would take the lead with WSDOT and include in the cost of the project the JA account costs and the construction costs for the total storm drainage part of the project. If we are now being asked to take the lead with WSDOT by setting up the JA account then I will be asking the city to include in the project costs all funds that we spend with WSDOT for all JA acount related costs. If I can get approval from the City of Renton regarding all costs related to the relocation of the existing pipe being included in the project costs then I will go ahead and set up the JA account. It is still my opinion that WSDOT should not be asking for compensation for this easement extinguishment because it is being replaced with a new system that will be better equiped to convey WSDOT storm water and will be owned and maintained by the City of Renton. I am simply asking that the City make this point early on with WSDOT to get a detemination regarding if WSDOT should be paid for an easement that will no longer be needed once the new stormwater facility is constructed. I am sure that there is some legal opinion that can be obtained from the City Attorney and WSDOT counsel to see if this issue can be dealt with before the JA account is set up. If it is legally determined that WSDOT should not be compensated for the value of the extinguished easement, the amount needed for the setup of the JA account will be significantly reduced. Dan Mitzel 360-404-5020 office 360-661-2237 cell From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wed 2/17/2010 7:09 AM To: Caudill, Sharon A.; Kent Large; Dan Mitzel Cc: Vanessa Dolbee; Ronald Straka Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Hi Sharon, I talked to various City decision makers about this issue and with Kent Large briefly. Since the easement is needed by the developer for release and not by the City for the project, it shall be the developers' responsibility to start the application, deposit funds, and supply their own JA account. All 'new non-WSDOT' Ci"sement work for the street and storm work will be developed by the City and our consultant in order for us to construct the project. Please feel free to call if you have any questions. Thanks, Steve Lee City of Renton Project Manager 425-430-7205 From: Caudill, Sharon A. [mailto:Caudi]S@wsdot.wa.gov] Sent: Tuesday, February 16, 2010 4:29 PM To: Steve Lee; Kent Large; danmitzel@hansellmitzel.com Subject: FW: Hawks Landing Drainage Easement 1-17-08096 Good afternoon, It's been nearly a month since I sent this application and several months since this conversation started. Since I have not yet received the application form I am assuming the completion of this project is questionable. If this project is not going to move forward and the JA Account is not needed, please let me know so I can close the file. Thank you. Kind regards, Shaven C'allaill Property and Acquisition Specialist Washington State Department of Transportation PO Bx 330310 Seattle, WA 98133-9710 MS 118 206-440-4171 206-440-4810 Fax 888-606-9595 x 4171 From: Caudill, Sharon A. Sent: Wednesday, January 20, 2010 9:27 AM To: 'Steve Lee'; Kent Large; Ronald Straka Cc: 'danmitzel@hansellmitzel.com'; John Donatelli Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Hi Steve, I will attach a request form which will give me the information I need to fill out the JA account form. I will fill out the JA account form and send it to you for a signature. The JA account is just telling WSDOT some one is taking responsibility for the cost of this request. The requester is billed monthly by the State for these charges. Thank you for your help on this. I will look forward to working with you and completing this request in a timely manner. Kind regards, Sharon Caudill Property and Acquisition Specialist Washington State Department of Transportation PO Bx 330310 Seattle, WA 98133-9710 MS 118 206-440-4171 206-440-4810 Fax 888-606-9595 x 4171 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, January 20, 2010 9:08 AM To: Kent Large; Ronald Straka Cc: Caudill, Sharon A.; 'danmitzel@hansellmitzel.com'; John Donatelli Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Thanks for the clarification on the JA account being needed for both public and private requests. -Steve Lee From: Kent Large [mailto:klarge@HNTB.com] Sent: Wednesday, January 20, 2010 9:06 AM To: Steve Lee Cc: 'CaudilS@wsdot.wa.gov'; 'danmitzel@hansellmitzel.com'; John Donatelli Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Steve, This is an email to follow up on our phone conversation earlier this morning. The JA account is needed to pay for WSDOT's review/vacation of the easement. There are technical reviews, appraisals, plan changes, etc. that need to be conducted to release the easement and the JA account is used to pay for this effort. I encourage you to start this process immediately, because if everything goes well it is expected to take 6 months. Please let me know whether you have any questions. Thank you, Kent Large, P.E. Engineer HNTB Corporation 600 108th Avenue NE, Suite #405 Bellevue, WA 98004 Tel (425) 456-8609 Fax (425) 456-8600 www.hntb.com From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, January 20, 2010 7:53 AM To: Kent Large; Kent Large Subject: FW: Hawks Landing Drainage Easement 1-17-08096 Hi Kent, It is the City's future responsibility to maintain that 24-inch storm pipe and our construction project. So the City will be needing the release of the easement. I am not aware of setting up a JA account via the City for the easement release. We will not need a new WSDOT easement since that downstream line will be maintained by the City. The downstream line will require us to get an easement from the property owner dedicated to the City. So do we need to setup this JA account? I do not remember any City projects that have had to setup this JA account? Thanks, Steve Lee From: Caudill, Sharon A. [maiIto: CaudilS@wsdot.wa.gov] Sent: Tuesday, January 19, 2010 4:00 PM To: Steve Lee Cc: danmitzel@hansellmitzel.com; Kent Large Subject: FW: Hawks Landing Drainage Easement 1-17-08096 Hi Steve, I am forwarding an email I received from Dan Mitzel in December 2009 with my response and I copied the email below I sent to him January 6, 2010. These emails will give you an idea of the process of vacating an easement and lengthy time it takes. If this project is not going to move forward, please let me know and I will close the file. If it is going to move forward I will need you to contact me as a JA account needs to be set up showing some one taking responsibility for the charges this will incur. I will look forward to hearing from you. Thank you. Kind regards, Sharon Caudid Property and Acquisition Specialist Washington State Department of Transportation PO Bx 330310 Seattle, WA 98133-9710 MS 118 206-440-4171 206-440-4810 Fax 888-606-9595 x 4171 Hi Dan When WSDOT vacates an easement there is a lot of work involved. It has to be reviewed to be sure none of the many departments involved see a need for it. In this case, it also has to be reviewed to be sure the new drainage being installed to take it's place is sufficient which means they will have to review the city's 60% or more plans. We have to be sure the city standards meet State requirements as they are typically different and State requirements must be met. If their plans don't meet State requirements they will have to change their plans or the request will be denied. Plan changes can take a lot of time. There will be a right of way plan change required as the easement will have to be taken off the current right of way plan. That requires some engineering and several thousand dollars in expense for that step alone. A new legal description of the site will have to be written and recorded without the easement. All of these steps take time and money and that is why the JA account is set up and why I encourage you to get paperwork to me in a timely manner. You can also see by how much work goes into this that it takes a lot of time. WSDOT is entering its busiest project year and State projects take priority. Lots of departments are stacked up under the load so it takes a long time to get through some departments. Please keep these things in mind when you are preparing your schedule. Please note, you or The City of Renton will have to set up a JA account before any more steps are taken toward this. Thank you. From: Caudill, Sharon A. Sent: Tuesday, December 29, 2009 9:32 AM To: 'Dan Mitzel' Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Good morning Dan, Thank you for your email. I will look forward to hearing from the City of Renton so we can get this process started. The wheels of government really do run slow as it's so through so the process on nearly everything takes quite a while so I'm anxious to get started. Once I get a request from them I can begin the process of setting up a JA account with them and get things rolling. Thanks again! Kind regards, Sharon Caud(( Property and Acquisition Specialist Washington State Department of Transportation PO Bx 330310 Seattle, WA 98133-9710 MS 118 206-440-4171 206-440-4810 Fax 888-606-9595 x 4171 From: Dan Mitzel[mailto:danmitzel@hansellmitzel.com] Sent: Tuesday, December 29, 2009 9:11 AM To: Caudill, Sharon A.; jack@mhseattle.com Cc: Slee@Renton.wa.gov Subject: RE: Hawks Landing Drainage Easement 1-17-08096 Sharon there will be correspondence from the City very soon dealing with the easement. If the City's request to WSDOT is granted there will be no need for a JA account being set up. As soon as the letter is sent i will make sure that you recieve a copy and that you are kept in the loop. Dan Mitzel 360-404-5020 office 360-661-2237 cell From: Caudill, Sharon A. [mailto:CaudilS@wsdot.wa.gov] Sent: Mon 12/28/2009 3:21 PM To: Dan Mitzel Subject: Hawks Landing Drainage Easement 1-17-08096 Hi Dan, I noted I sent you an application form on November 9, 2009. That application form must be filled out and a JA account set up before we can begin the review process to vacate the drainage easement for which you have inquired. The review process to determine whether or not WSDOT needs this easement can be lengthy so I encourage you to get the application back to me as soon as possible so as to not hold up any construction dates you may have. I look forward to have this come to a successful conclusion but will need help from you getting me information including the application to make this possible. Thank you. If you have any questions or comments please feel free to email me. Kind regards, Sht1roll C1,7LOItt Property and Acquisition Specialist Washington State Department of Transportation PO Bx 330310 Seattle, WA 98133-9710 MS 118 206-440-4171 206-440-4810 Fax 888-606-9595 x 4171 This e-mail and any files transmitted with it are confidential and are intended solely for the use of the individual or entity to whom they are addressed. If you are NOT the intended recipient or the person responsible for delivering the e-mail to the intended recipient, be advised that you have received this e-mail in error and that any use, dissemination, forwarding, printing or copying this e-mail is strictly prohibited. 6 A -TIW&X4-1 e0>-rme�-rsN 'b`TZs Steve Lee From: Ronald Straka Sent: Monday, February 01, 2010 1:30 PM To: Allen Quynn; Steve Lee; Daniel W Carey; Hebe Bernardo Subject: FW: Trench Restoration Standards Attachments: image002.jpg Please make sure that you adhere to the City's trench restoration standards when constructing Surface Water Utility CIP projects. From: Gregg A. Zimmerman Sent: Monday, February 01, 2010 12:40 PM To: Neil R. Watts; Kayren K. Kittrick; Michael Stenhouse; William Wressell; Jayson Grant Cc: Linda Moschetti; Bob M Hanson; Lys L. Hornsby; David Christensen; Abdoui Gafour; Ronald Straka Subject: Trench Restoration Standards Neil, thanks for meeting with me regarding some concerns that have come up on application of the City Trench Restoration Standards. With the changing of inspection personnel effective Jan. 1, 2010, it has been reported to me that there appears to be a relaxing of the standards in some cases. Specifically in certain cases the contractor has been allowed to restore the trench to less than the full width of the travel lane as required by the Standards. I understand that the contractors/franchise utilities have raised protests about the cost and usefulness of replacing pavement beyond the prism of the trench. I am requiring that the Trench Restoration Standards be implemented as adopted, and that less than full lane replacement not be allowed upon merely economic considerations. This is my reasoning. 1) Longitudinal pavement joints located in the middle of travel lanes experience more repetitive tire loads than joints located between lanes because most drivers do not drive on the lane dividing line except to change lanes. Repetitive tire loads lead to fatigue of the joint and therefore quicker deterioration of the joint, to include differential settlement causing seams and break down of the pavement. This contributes to reduced safety and drivability, and the need for more frequent and more costly maintenance by the City. 2) 1 do not support reducing costs to contractors by reducing our adopted standards in a way that will increase costs over time to the City. 3) The safety concern about differential settlement along longitudinal joints is a real one, particularly to cyclists. Even driving a car, I have experienced catching my tire in a raised seam and having this push my vehicle to the left or right. Once again, reduced safety and deteriorated pavement ratings are not an acceptable consequence of lowering construction costs for the contractor/franchise utility. I recognize that potholing has its own section in the Standards, and restoration should be pursuant to this section. I also understand that Section 4 of the standards includes a modification or exemption process that is initiated by written request by the permittee. This section requires demonstration of an equivalent alternative. I do not consider less than full width patches to be equivalent to full width patches, although there may be cases in which a less than full width patch would perform equally well. During our meeting, you mentioned that the city does not uniformly use the Standards regarding full lane width restoration on our own maintenance and capital projects. I concur with you that we need to use these standards on our "own projects as well, for the same reasons that I have discussed and also to present a consistent example to the Im"rs and franchise utilities who are required to use these standards. Please pass this along to your staff members who use and require implementation of these standards. Thank you. .-f,o yri- - l.avik- .4 Gregg Gregg Zimmerman, P.E. Public Works Administrator City of Renton 1055 South Grady Way Renton, WA 98057 Phone: (425) 430-7311 Fax: (425) 430-7241 E-mail: gzimmerman@rentonwa.gov 'Note new e-mail address' -- �� ri r J rf Washington State .' Department of Transportation Paula J. Hammond, P.E. Secretary of Transportation Name of Requester: City of Renton Address: 1055 S. Grady Way City Zip: Renton, WA 98057 Subject: IC 1-17-08890 Dear Mr. Steve Lee APPLICATION FOR JA ACCOUNT Northwest Region Property Management 15700 Dayton Ave. N MS 118 P.O. Box 330310 Seattle, WA 98133 Parcel No.: N/A Date: February 24, 2010 A charge account number, JA7051, has been opened by this office to cover our costs for reviewing and commenting on your request, attending meetings directly related to your request, site inspections of the property being requested, revising right of way plans, creating a legal description and preparing conveyance documents for eventual signing and recording. RIGHT OF WAY PLAN TITLE: SR 405 Renton to Kenn dale (sheet 6 of 6 approved June 4, 1963 LOCATION: SR 405 May Creek Interchange DESCRIPTION OF WORK: All necessary work required to surplus the drainage easement including but not limited to regional and Headquarters review, plan revision, legal description, document preparation, deed signing and recording. ESTIMATE COST: Approximately: S5,000 (actual costs may vary; approval required for exceeding cost estimate) By filling out and signing the application ,The City of Renton, agrees to pay, all WSDOT costs related to your request, including administrative costs, until this request is accepted by WSDOT as complete. Please do not send funds at this time, an invoice will be submitted to you each month with the charges that have been incurred. Payment is due within 30 days of receipt of each invoice. Interest of 1% per month may be charged on past due accounts. The City of Renton Name 1055 S. Grady Way Billing Address Suite or Office Number Renton, WA 98057 'S INFORMATION 425-430-7205 Phone Number 91-6001271 Federal ID Number or SSN Steve Lee Authorized Representative ( Please Print or Type) City of Renton Surface Water Utility Project Manager City, State, Zip code _ � Title Signature To avoid delays, please return this completed application as soon as possible, to the following address: Washington State Department of Transportation Attention: Peter Alm Property Management, MS 118 P.O. Box 330310 Seattle, WA 98133 If you have anuestions, please feel free to contact Peter Alm, Supervisor Property Management section at (206) 440-4 M. Sincerely, John Jensen Real Estate Services Manager For Department Use Only Sharon Caudill /413001 JA7051 0910 WSDOT Representative / Org Number Job Number Work Op JA Account Application (2).doc Aldnlkhlh Washington State wo Department of Transportation Real Estate Services Application For Department Use Only IC Number Lease Number 1-17-08890 N/A If you wish to PURCHASE, check here ❑ and complete If you wish to LEASE, check here ❑ and complete Sections 1, 5, and 6. Vacate Draina a Easement Sections 1, 2, 3, 4, 5, and 6. Section 1. To Be Completed By Applicant Last Name First Middle Initial Marital Status Lee Steve Tin -I Birth Date Business Name If Applicable City of Renton Mailing Address City State Zip Code 1055 S. Grady Way Renton WA 98057 E-Mail Address Phone Number Social Security Number Tax ID Number slee@rentonwa.gov 425430-7205 n/a 91-6001271 Name Of Employer Or Business (If Unemployed Show Last Employer) Immediate Supervisor Work Phone Number Ron Straka 1 425430-7248 Employer Or Business Address Monthly Salary (Only If Purchasing) How Long In Present Position City of Renton Contact Person & Title Phone Number E-mail Address Steve Lee, City of Renton Surface Water Utility Project 425-430-7205 slee@rentonwa.gov Manager Additional Contact Person & Title Phone Number E-mail Address Mailing Address City State Zip Code Any Additional Parties Involved in Construction or Email Address Maintenance Mailing Address City State Zip Code Contact Person & Title Phone Number E-mail Insurance: NSelfInsured ElCommercial Liability Policy Section 2. Proposal Information Proposed Use(s) Vacation of non-contiguous WSDOT easement on private property. Location I-405 Exit 7 — NE 44" Street along Lake Washington Boulevard North, west of I405 and south of NE 44'h Street or 4350 LAKE WASHINGTON BLVD N, Renton, WA Requested Lease Period (Years) County Or City Tax Parcel Number I Vacation request... Parcel #3224059049 Section 3. Site Improvements Necessary for Applicant's Use mark all that areapplicable) ❑ Minor Leveling (Filling Of Pot Holes, Etc.) ❑ Vertical Construction ❑ Sanitary Sewer ❑ Substantial Cut Or Fill ❑ Electrical Power ❑ Lighting ❑ Paving ❑ Storm Sewer ❑ Fence Relocation ® Other Describe Abandon Existing 24-inch WSDOT storm pipe easement through parcel number provided above. Note: Please attach map showing Trail location and provide evidence the Trail is part of a Comprehensive Trail Plan adopted by a federal, state or local governmental authority. Section 4. Trails or Paths Information Note: Please attach a map showing trail location and provide evidence the trail is part of a Comprehensive Trail Plan adopted by a federal, state or local governmental authority. Who Is To Use Trail? ❑Pedestrians I ❑Bic clists I ❑E uestrians []Other: Comprehensive Trail Plan Title Is Trail located within Limited Access? El Yes ❑No Is the Trail located within City limits? ❑ Yes ❑ No If Yes, City Name Estimated Construction Ad Date Additional Information Section 5. Additional Information To Be Supplied By Applicant Map showing location of property. (See ATTACHED) RIW plan sheet showing property location. The level of environmental documentation required is dependent on the proposed use of the requested property. In some cases an Environmental Classification Summary (ECS), State Environmental Protection Act (SEPA), National Environmental Policy Act (NEPA), the National Historic Preservation Act, or the Endangered Species Act will be required. To accelerate the lease /disposal process you may include the environmental documentation at the time the application is submitted. Submittal of the application does not euarantee aDnrovall of the lease/disposal request. Section 6. Applicant's Statement I certify that this information is true and accurate to the best of my knowledge. I understand that you may check my credit records and any statements I have made. I give all my creditors, employers, banks, and previous Landlord's permission to give you any information you need to determine whether you want to yrant me tenancy. Signature Of Applicant v� ,Q Title City of Renton Surface Water Utility Project Manager for Lake Washington Blvd N. Storm and Water Improvement Project at Hawks Landing Date (February 22, 2010) Type Or Print Name Tin -I Steve Lee For Department of Transportation Use Only Date Control Section Number Federal Aid Number RW Plan Sheet Title RW Plan Sheet Numbers Site Location Parcel Number RW Number Rental Agreement Number State Route Milepost Property Management Agent Assigned Date Assigned Charge Codes if Applicable Property Agents Remarks sMAP M.Z11Ls F—f. ._.. _. _.._ _.___ __.......__. ...... ... .. ......... ._........ Ktp:JfM"JGWM*Y4WOWIJI—.K+^>rn.P.et kgKkv cmmty 4P - Property Information om ' p �JJ I J� T DW��aII IC]I O KObR Lake WasMngf— Renton M p �w vM �+ Help pr \ ` T M Pascals w< .w m. c.,,, ' 1 atlaMOOK ltl0 Mp taaallalaygl aLw M _.. Sated a ddtewt Map Set— . - - ...... ... At - ' Styles -i Sets. ' w.w r PPraacppnty layers V = Pac.1 nnba wbek U -j P-w address wb., a i ] FrgP yWe n[he _ 3yeas O J K.qC s FrDDertY InbreNs _ bodDug Lab U ..1 ✓ ' bslirds Jba�v..Rh Mea .ne -N-�wcastle avedbe.1 Reauct�D- 'e aaaLLeB—d" DWMfttday U:e � .t.aRc Id Zoreq lebek V Conmercs.e .ad Us. .:. ankta Df uw.ras: B Mw" � Zp codes � C IncuporKed Arse IrcerPer.ted a, W C ieeeb I r Reaeatlon Lapp Dtstrkts ✓ H#kograalw Layers Eleyatton Data [Ii,a(jery W rn k.fr.sli � Property with existing WSDOT storm easement vacation needed. Storm replacement project will include constructing a new storm pipe to drain existing WSDOT drainage. Parcel #3224059049 GAogle Maps http://maps.google.com/niaps?hl=en&tab=wl&q=imap Go o& maps To see all the details that are visible on the screen,use the "Print' link next to the map. N 11S DA Imap I of 1 02/08/2010 1:35 PM Steve Lee From: Pat S [pat@sdg-Ilc.com] Sent: Wednesday, September 02, 2009 12:55 PM To: Steve Lee Cc: Patrick@sdg-Ilc.com; Pat S Subject: RE: Exit 7 - Lake Washington Blvd Infrastructure Impr Prj (@ Hawks Landing) Steve here is a list of the players I had coversations with regarding the WSDOT pipe and PSE. Hope this helps. The grading revisions and should be done and shipped the first part of next week WSD OT Contact Alan D. Black, PE St< rmN� atcr Discipline Lead 1-405 Corridor Program 600 108th Ave NE, Suite 405 Bellevue, WA 98004 Tel (425) 450-2515 Fax (425) 456-8600 Alan. Black-consultant(�i405.wsdot.wa.gov 'WSDO'T'Contact Kent Large, P.E. Engineer HNTB Corporation 600 108th Avenue NE, Suite #405 Bellevue, WA 98004 Tel (425) 456-8609 Fax (425) 456-8600 www.hntb.com WSDOT Realestate Patrick SuCCivan +o t(� `'",-- �� ,fir ,�' •3 S�'f 1 Headquarters Real Estate Services 243 Israel Rd SE Tumwater, WA 98501 PO Box 47338 Olympia, WA 98504 MS: 47338 (360) 709-8229 (360) 705-6811 Fax PSE Contact elocation Contracts Sorry I didn't get back to you on this. To underground the 650' of distribution that fronts Lake Washington BLVD N would be around $130,000. The remainder on the property may run about $90,000. To relocate the transmission poles to the other side would be roughly $70,000 per pole and would take 6 months to 1 year to relocate. Let me know if you have any further questions. Thank you! Nate Linville Engineering Assistant Customer Construction Services SKC-SVC Ofc: (253) 395-6911 Cell: (253) 970-7284 Fax: (253) 395-6882 Pat Severin P.E. Sound Development Group P.O. Box 1705 1111 Cleveland Street Suite 202 Mount Vernon, WA 98273 Email. pat@sdg-Ilc.com Ph: 360-404-2010 Fax: 360-404-2013 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, September 02, 2009 11:01 AM To: Pat S Subject: RE: Exit 7 - Lake Washington Blvd Infrastructure Impr Prj (@ Hawks Landing) I would say go for it. If it does not get to me, I will set you up on our buzzsaw ftp.. From: Pat S [mailto:pat@sdg-Ilc.com] Sent: Wednesday, September 02, 2009 10:48 AM To: Steve Lee Subject: RE: Exit 7 - Lake Washington Blvd Infrastructure Impr Prj (@ Hawks Landing) Most likely I have however received 125mb file before... there are limits to everything go figure we figure that its around 12 meg worth of electronic data can you can receive Pat Severin P.E. Sound Development Group P.O. Box 1705 1111 Cleveland Street Suite 202 Mount Vernon, WA 98273 Email: pat(d.sdg-Ilc.com Ph: 360-404-2010 Fax: 360-404-2013 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, September 02, 2009 10:52 AM To: Pat S Subject: RE: Exit 7 - Lake Washington Blvd Infrastructure Impr Prj (@ Hawks Landing) Supposedly it is unlimited on our end, but your email server may have limits. I have had files more than 8megs come in at times. Yahoo does up to 10 megs. Again it is up to your server limits. -Steve From: Pat S [mailto:pat@sdg-llc.com] Sent: Wednesday, September 02, 2009 10:36 AM To: Steve Lee Subject: RE: Exit 7 - Lake Washington Blvd Infrastructure Impr Prj (@ Hawks Landing) How large of file can you swallow Pat Severin P.E. Sound Development Group P.O. Box 1705 1111 Cleveland Street Suite 202 Mount Vernon, WA 98273 Email: pat _sdg-Ilc.com Ph: 360-404-2010 Fax: 360-404-2013 From: Steve Lee [mailto:Slee@Rentonwa.gov] Sent: Wednesday, September 02, 2009 10:33 AM To: Pat S Cc: Dan Mitzel Subject: Exit 7 - Lake Washington Blvd Infrastructure Impr P6 (@ Hawks Landing) Pat, Good meeting you and Dan Mitzel the other day. When you get a chance, can you send over the following? 1. WSDOT personnel contact name(s) and phone number. I would like to get them to meet asap. 2. Final Grading files (after you fix the 1-foot proposed grading). 3. Alta Survey dwg. 4. Latest basemap information, on -site wet utilities plan, etc. I will setup a meeting with WSDOT with City & HL personnel present for September 10`h (if possible). If any of the files are too large, I can set up Pat with our City buzzsaw to transfer entire cadd project directories, etc. Thanks, Steve Lee City of Renton L. is L L i PREPARED FOR WELLS DEVELOPMENT COMPANY rrrl ry�J MAY CREEK BUSINESS PARK RENTON, WASHINGTON GEOTECHNICAL ENGINEERING STUDY E-5144 February 6, 1991 Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 101 Bellevue, Washington 98005 (206) 643-3780 222 East 26th Street, Suite 103 Tacoma, Washington 98411-9998 (206) 272-6608 1' -� r TABLE OF CONTEI\" TS E-5144 6d PA E INTRODUCTION General................................................................................................................................................ 1 LI Project Descriution.......................................................................................................................... 1 2 SITECONDITIONS................................................................................................................................. 2 Surface.................................................�...... �.� Subsurface............ .............................._......................................... Groundwater...................................................................................................................................... 2 SeismicConsiderations...................................................................................................................... 3 J DISCUSSION AND RECOMMENDATIONS..................................................................................... IGeneral.............................................................................................................................................. Site Preparation and General Earthwork ................... Pre -Load and Surcharge Pro;ram................................................................................................. Foundations.......................................................................................................................... Slab -on -Grade Floors...................................................................................................................... Excavationsand Slopes .................................................................................................................... SiteDrain22e...................................................................................................................................... Utilities................................................................................................................................................ PavementAreas.................................................................................................................................. LIMITATIONS.......................................................................................................................................... AdditionalServices............................................................................................................................ APPENDICES LW Appendix A - Field Exploration Appendix B - Laboratory Testing L w L 3 3 4 5 6 7 7 9 9 9 10 Earth Consultants. Inc. r Plate 1 Plate 2 Plate 3 Plate 4 C Plate S Plate Al Plate A2 through A13 Plates Bl and B2 Plate B3 It t Plates B4 and B5 Lj 4 WA ILLUSTRATIONS E-5144 Vicinity Map Test Boring Location Plan Typical Monitoring Plate Detail Typical Footing Subdrain Detail Typical Utility Trench Fill Legend Boring Logs Grain Size Analyses Atterberg Limits Test Data Consolidation Test Data Earth Consultants, inc. February 6, 1991 Wells Development Company 11100 Northeast Eighth Street Suite 300 Bellevue, WA 98004 Attention: Mr. David Grein Gentlemen: I✓-1l-th Consultants Inc. � IwYNrY}>1lie .141 f11:11'{i'I1 11111'111.I/!N M'[IIItI• E-5144 We are pleased to submit our report titled "Geotechnical Engineering Study, May Creek Business Park, Renton, Washington." 'This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. The purpose and scope of our study was outlined in our November 30, 1990 proposal and authorized by Mr. Wells on January 8, 1991. Our study indicates that the site is underlain by approximately one to three feet of loose to medium - dense fill consisting of silty sand and sand with gravel. Underlving the fill, a soft saturated sandy silt, loose to dense silty sand and some organic silt was encountered to depths of 12 to 16 feet. Below these strata, dense to very dense silty sand and stiff silts were encountered to a maximum exploration depth of 24 feet below the existing ground surface. Based on our understanding of the proposed construction, and the soil conditions encountered, it is our opinion that the proposed structures can be supported on conventional spread footing foundations, provided that a preload and partial surcharge program is completed firs:. All the foundation footings should bear upon at least two feet of compacted structural fill after the fill induced settlements have been completed. t805. 136th Place N E , Suite 101. Bellevue, V1asn4ngtcn 98005 222 E. 261h Stieet, Suite 101 71cMa.'':ashlrnlcn 98--11 9998 GEOTECHNrICAL ENGINEERING STUDY ;Aay k:reek Business Park February 6, 1991 E-5144 Page 2 We appreciate this opportunity to have been of service to you during this initial phase of project development, and we look forward to working with you in the future phases. In the meantime, should you or your consultants have any questions about the content of this report, or if we can be of further assistance, please call. Very truly yours, EARTH CONSULTANTS, INC. /01�N -&,/&kid Aaron McMichael Staff Engineer Theodore J. Schepper, P.E. Director, Geotechnical Services DB/AM/TJS/ah (FS144-RO1] Enclosure ,`�p stilttlt •�. a. Sch'SA s cr,= 9 0FFSS '�j�1111111/�� Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY MAY CREEK BUSINESS PARK Renton, Washington E-5144 INTRODUCTION General This report presents the results of the Geotechnical Engineering Study completed by ECI for the proposed May Creek Business Park. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and, on this basis, to develop geotechnical recommendations for the proposed site development. 4 Proiect Description At the time our study was performed, the site, proposed building locations, and our exploratory locations were approximately as shown on the Boring Location Plan, Plate 2. From our discussions and review of the project site plan we understand that you intend to construct three warehouse/office buildings. The proposed buildings will consist of first -floor warehouse facilities with second -story office space. The project will also include paved parking areas and paved access roadways to all the warehouse facilities. Based on the preliminary design, the buildings will be constructed at finished floor elevation 32. The site's present grade ranges from approximately 26.0 to 34.0 feet in elevation from west to east. Based on the building information provided to us, maximum total dead plus live loads are expected to be as follows: , o WalI loads - 3 to 4 kips per lineal foot, dead plus live o Maximum Column loads - 150 kips, dead plus live o Warehouse Slab loads - 250 pounds per square foot (psf) If any of the above design criteria change, we should be consulted to review the recommendations contained in this report. In any case, we recommend that Earth Consultants, Inc. (ECI) be retained to perform a general review of the final design. GEOTECHNICAL ENGINEERING STUDY E-J144 -ek Business Park Pane ' February 6, 1991 SITE CONDITIONS Surface The proposed site is situated on a parcel of land that is east of Lake Washington Blvd. North, west of interstate 405, north of May Creek, and south of the intersection of Northeast 4 tth Street and Lake Washington Blvd. The property is approximately 720 feet in length along the west, 745 feet along the east 310 feet along the north, and 730 feet along the south. The site is presently occupied' by Pan Abode Inc., as a lumber processing facility. An office, model home, three warehouses, and a production building are located on the site. The remaining area is paved predominantly with asphalt; isolated sections are paved in concrete. The asphalt is in poor to fair condition. Some areas of the asphalt have numerous cracks and show signs of a soft soil subgrade. It is our understanding that the existing structures will be removed in sequence as construction of the new facilities begins. The site is relatively flat and slopes gently from the north and east to the west sides of the property. Elevations at the site range from 26 to 34 feet above sea level. The adjacent roadways that border the property to the north, east, and west are all higher in elevation than the subject site. The south side of the property parallels May Creel: and is several feet higher in elevation than the creek. Subsurface The site was explored by drilling 12 borings at the approximate locations shown on Plate 2. Please refer to the Boring Logs, Plates A 4 through A 13, for a more detailed description of the conditions encountered at each location explored. A description of the field exploration methods and laboratory testing program is included in the appendix of this report. The following is a generalized description of the subsurface conditions encountered. In general, during our field study we encountered two to three inches of asphalt pavement that is underlain by one to three feet of loose to medium dense silty sand and sandy silt fill. Below the asphalt pavement and fill, a saturated silty sand with soft seams of sandy silt and organic silt was encountered to a depth of about 12 to 16 feet below the ground surface. Dense to very dense silty sand and stiff silt were encountered below these soils to a maximum exploration depth of 24 feet below the existing ground surface. Groundwater The groundwater seepage level observed while drilling ranged from approximately 22.0 to :.5 feet below the existing surface and are shown on the boring logs. Groundwater levels were measured at 4 to 7 feet below the ground surface during an earlier Hart Crowser, Inc. geotechnical study of the site. The Hart Crowser, Inc. study was completed during September of 1985. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY ,reek Business Park February 6, 1991 E-5 144 Page 3 The groundwater seepage level is not static; thus, one may expect fluctuations in the flow and level depending on the season, amount of rainfall, surface water runoff, and other factors. However, fluctuations in the groundwater seepage flow should be expected, with higher levels typically developing during the wetter winter months. Seismic Conditions The Puget Sound region is classified as Zone 3 by the (UBC) Uniform Building Code. In their present condition, the upper ten feet of some on -site soils do have the potential for liquefaction during a seismic event. However, with addition of the proposed preload fill, we have calculated that the potential for soil liquefaction would be minimal. Our liquefaction analysis was based on an analytical procedure presented in "Soil Dynamics" by Shamsher Prakash. Additionally, soil conditions are classified as a type S3 by the UBC with a corresponding S factor of 1.5. DISCUSSION TO RECOMMENDATIONS General Based on the results of our geotechnical study, it is our opinion that the proposed warehouse buildings can be supported on conventional spread footings bearing upon a compacted structural fill, provided that a preload and partial surcharge program is completed first. The preload and surcharge program is designed to induce settlements equivalent to those that are anticipated due to the slab and column loading. These recommendations are based on the amount of structural fill necessary to bring the finished floor slab surface to Elevation 32. With current grades, the site will require approximately one to five feet of structural fill to attain the proposed subgrade elevation. A small section of the parking area in the southeastern portion of the property will require excavation of approximately two feet. No other site cuts appear necessary. If the finish floor elevation of the buildings change, ECI should be notified and allowed to re-evaluate our recommendations. Due to the poor condition of the site's near surface soils, we recommend that a minimum of two feet of compacted structural fill be placed below all footings. A minimum of one foot of compacted structural fill will be required beneath all slab -on -grade and pavement areas. The majority of the site will require more than two feet of structural fill to obtain the proposed subgrade elevation. Only in the southeast sections of the east and south buildings does it appear necessary to over excavate and replace with structural fill. This requirement should be verified by observation at the time of construction. Earth Consultants, Inc. GEOTECHNICAL ENGI1v'EERING STUDY eel; Business Park February 6, 1991 E-5144 Page 4 After the required structural fill has been placed, two feet of surcharge material should be applied to the southeast building areas. The surcharge will be required on areas where less than two feet of fill material will be needed to bring the building pads to subgrade elevation. Groundwater seepage was encountered during our field study from 2.0 to 3.5 feet below the existing ground surface. Therefore, a subfloor capillary break and perimeter footing drains should be installed. Additionally, the pavement area located centrally between the three buildings and the southeast section of the site should be provided with subsurface drainage to increase the long-term stability of the pavement subgrade soils. Specific details concerning the parking area subsurface drainage is presented in the subsequent Site Drainage Section of this report. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of the Wells Development Corp. and their representatives. No other warranty, expressed or implied, is made. We recommend that this report, in its entirety, be included in the project contract documents for the information of the contractor. Site Preparation and General Earthwork The building and pavement areas should be stripped and cleared of all structures, foundations, slabs, existing utilities lines, surface vegetation, all organic matter, and any other deleterious material. Stripped materials should not be mixed with any materials to be used as structural fill. Where structural fill depths will be two feet or greater, it is our opinion that removal of existing asphalt from below slab -on -grade areas would not be necessary. It will be necessary, however, to remove the asphalt from below interior and perimeter footing locations. In these areas the asphalt removal should extend laterally a distance of two feet from the edge of the footing. Following the stripping and excavating operation, the ground surface where structural fill, foundations, or slabs are to be placed should be proofrolled. All proofrolling should be performed under the observation of a representative of ECI. Loose or soft areas, if recompacted and still yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the general structural fill. The optional use of a aeotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or any other load bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts and compacted to a minimum 90 percent of its maximum dry density in accordance with ASTM Test Designation D-1557-78 (Modified Proctor). The fill materials should be placed within +2 percent of their optimum moisture content. Fill under pavements and walks should also Earth Consultants. Inc. GEOTECHNICAL ENGINEERING STUDY _ _.eek Business Park February 6, 1991 E-5 144 Page 5 be placed in horizontal lifts and compacted to 90 percent of their maximum dry density, as determined by ASTM D-1557-78. Beneath pavements, the upper 12 inches should be compacted to a minimum of 95 percent per this same standard. Based on our laboratory test results, the moisture content of the on -site soils at the time of our exploration was well above optimum. 'Therefore, unless the moisture content can be reduced, it will be necessary to use imported granular soil as structural fill. Ideally, particularly during wet weather conditions, structural fill should consist of a free -draining granular material. This material should have a maximum size of three inches and no more than 5 percent fines passing the No. 200 sieve, based on the minus 3/4-inch fraction. Given the fine-grained nature of the native soils, it is strongly recommended that earth work operations be undertaken and completed during the dry summer months. Pre -load and Surcharge Program As discussed, we recommend that pre -load and partial surcharge program be implemented prior to construction of the facilities. As indicated earlier in this report, we recommend that two feet of surcharge material be placed above the southeastern building slab areas where less than two feet of fill will be necessary to bring the pads up to the subgrade elevation. In other areas, where the fill depth will range from three to five feet, additional surcharge would not be necessary. The program is designed to pre -consolidate the compressible soils, in a manner that will limit post construction movements to within a tolerable range. Based on our analyses, we estimate that the preload and surcharge fill material will induce approximately two to three inches of settlement across the building foundation area. Based on the results of our laboratory testing of the site soil samples, we estimate that this settlement should take about four weeks to occui. The surcharge material, where placed, may be removed when the required settlement rate has been reached. A smaller settlement than estimated could indicate that the soil conditions are better than anticipated. Conversely, -a larger settlement than that estimated could be interpreted as indicating the soil conditions are worse than anticipated, and additional measures, such as more surcharge or a longer surcharge period will be needed to obtain satisfactory results. As stated, it is important to note that surcharge fill is in addition to the fill required to bring the site to subgrade. The surcharge and fill should extend, at full height, a minimum of five feet from the building perimeters, and then slope outward at IH:IV (Horizontal:Vertical). Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY .:reek Business Park February 6, 1991 E-5 143 Page 6 Surcharge fill does not have to meet any specific requirements except that the material should have a total density of one -hundred -twenty (120) pcf. However, if the surcharge material is to be used for structural fill in other areas after completion of the surcharge program, it should meet the requirements for structural fill. The definition for structural fill can be found in the site preparation and general earth work section of this report. Prior to placement of the fill and surcharge, we recommend installation of six settlement markers within each building surcharge area to monitor the magnitude and rate of such settlement. A typical settlement monitor is illustrated on Plate 3. These markers should be protected from disturbance by construction equipment. The settlement markers should be surveyed, as soon as the markers are installed, by Earth Consultants, Inc. personnel or a licensed surveyor. Monitoring should be done during preload fill and surcharge placement at daily intervals, depending on the progress of the filling operation. Readings should then be taken on a weekly basis after completion of the preload fill and surcharge placement until the settlement has stabilized. The initial reading should also show the natural ground elevation, and readings taken during preload, and surcharge placement should also show the changing around elevation.. Settlement readings should be evaluated by Earth Consultants, Inc. if a licensed surveyor performs the settlement monitoring. Foundations Following successful completion of the preload and surcharge program, it is our opinion that the proposed buildings can be supported on conventional, continuous, or individual spread footings. These footings should bear on at least two feet of compacted structural fill. The compacted fill material should extend at least one foot bevond the footing perimeters. For frost protection and support considerations, we recommend that foundation elements be bottomed at a minimum depth of eighteen (18) inches below final exterior grade. Interior foundations should be provided with a minimum of twelve (12) inches of final cover. -The foundation elements can be dimensioned for an allowable bearing capacity of 3,000 pounds per square foot. With foundation elements obtaining support as described, and with structural loading as expected, estimated total post construction settlement falls in the range of one-half inch for the slab areas, and three-quarters inch for the column areas. A one-third increase in the allowable soil -bearing pressure can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing soil or backfilled with a compacted fill meeting the requirements of structural fill. Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 7 Passive earth pressures may be assumed to be equal to 350 pcf equivalent fluid weight. To calculate base sliding resistance, a coefficient of friction equal to 0.36 may be used. Lateral resistance has been calculated for compacted granular fills. Additionally, since movement is required to mobilize full lateral resistance, we have applied a factor of safety of 1.5 and 2.0 for the passive resistance and coefficient of base sliding, respectively. All footing excavations should be examined by a representative of ECI, prior to placing forms or rebar, to verify that soil conditions are as anticipated in this report. Slab -on -Grade Floors With site preparations completed as previously described, suitable support for slab -on -grade construction should be provided. The slab should be provided with a minimum of six (6) inches of free draining sand or gravel. In areas where slab moisture is undesirable, a vapor barrier such as a 6-mil plastic membrane may be placed beneath the slab. Two inches of damp sand should be placed over the membrane for protection during construction and to aid in curing of the concrete. Excavations and Slopes Based on the preliminary grading plans, the site would not require cuts except for a small area located in the parking area of the southeast section of the site. We anticipate that this area will require approximately two feet of excavation and will have enough room to create a gentle slope to the property line. Soil conditions at the site fall into category "C' in accordance with current OSHA regulations. Therefore, temporary cuts greater than four feet in height must be sloped at a minimum inclination of 1.5:1 (Horizontal:Vertical). If slopes of this inclination, or flatter, cannot be constructed, temporary shoring may be necessary. This shoring will help protect against slope or excavation collapse, and will provide protection to workmen in the excavation. If temporary shoring is required, we will be available to provide shoring design criteria, if requested. Site Drainage The site must be graded such that surface water is directed off the site. Water must not be allowed to stand in any area where buildings, slabs, or pavements are to be constructed. During construction, loose surfaces must be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage awav from the building foundations. We suggest that the ground be sloped at a gradient of three percent for a distance of Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Part: February 6, 1991 E-5144 Page S at least ten feet away from the buildings, except in areas that are to be paved. In paved areas, a minimum drainage gradient of one and one-half percent should be used. We recommend the appropriate locations of subsurface drains, if needed, be established during grading operations by SCI's representative, at which time the seepage areas, if present, be more clearly defined. It is likely that seepage will be encountered in utility trenches excavated approximately two feet below the existing ground surface. If seepage is encountered, we recommend your contractor slope the bottom of the excavations to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive discharge point, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump by a system of permanent connector trenches. We recommend you install footing drains around the building perimeter just below the invert of the footing, with a gradient sufficient to initiate flow. A typical detail is provided on Plate 4. Under no circumstances should roof downspout drain lines be connected to the footing drain system. All roof downspouts must be separately tightlined to discharge. We recommend you install cleanouts at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. As previously mentioned, the parking area centrally located between the three proposed buildings and towards the southeast site corner should be provided with subsurface drainage. This drainage will increase the long-term stability of the pavement subgrade soils. The system should consist of an excavated trench at the base of which a four -inch perforated drain pipe wrapped in fabric is placed. The pipe should be slotted and have a smooth interior surface, and sloped at not less than one-half percent to a permanent discharge point. The fabric wrap should consist of Mirafi 140-N filter fabric or equivalent. The pipe should be bedded and bacl:filled in a clean, free draining aggregate meeting the grading requirements for a class 2 fine concrete aggregate per the Washington State Department of Transportation (WSDOT) specifications. The drain pipe invert should be set at a minimum of four feet below the final pavement elevation. The drainage aggregate should extend a minimum of four inches below the pipe and laterally a minimum of twelve inches to either side of the pipe. Additionally, the drainage aggregate backfill should continue to the pavement subgrade elevation. The proposed grading plan indicates that the storm sewer system includes three lines which span most of the area of concern. Consideration could be given to installing the subdrain system in the same trenches excavated for the storm sewer. Alternativelv, a single separate line can be constructed Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 9 with collected water taken to a point of permanent discharge. With cuts required in the southeast section of the site, and considering the groundwater level, it would be prudent to install the subdrain in this area prior to excavation. Utilities Trench backfill beneath building, parking, and roadway areas may consist of native granular soils or imported materials provided they are near optimum moisture content as determined by our field technician. During wet weather, we recommend using an imported structural fill, as described earlier. Compaction requirements for bedding and backfill are described in detail on Plate 5, Typical Utility Trench Fill. Pavement Areas The adequacy of site pavements is related to the condition of the underlying subgrade. To provide a properly prepared subgrade for pavements, we recommend the top one foot of the existing site fills and any structural fill that will be added to the site should be compacted to 95 percent of the maximum dry density (per ASTM D-1557-78), as described in the Site Preparation section of this report. ' It is possible that some localized areas of soft, wet, or unstable subgrade may exist. Therefore, a greater thickness of structural fill or crushed rock may be needed to stabilize these localized areas. We recommend the following pavement section for lightly -loaded areas: Two inches of AC over three inches of Asphalt Treated Base (ATB) material. Heavier truck -traffic areas will require thicker sections depending upon site usage, pavement life, and site traffic. As a general rule, you may consider for truck -trafficked areas the following sections: Three inches of AC over four and one-half inches of ATB. We will be pleased to assist you in developing appropriate pavement sections for heavy traffic zones, if needed. LIMITATIONS Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided to us by you, and our experience Earth Consultants, Inc. GEOTECHNICAL ENGINEERING STUDY May Creek Business Park February 6, 1991 E-5144 Page 10 and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and shill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and to the extent of variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services We recommend that ECI be retained to pe specifications to verify that the earthwork and interpreted and implemented in the design and form a general review of the final design and foundation recommendations have been properly in the construction specifications. We also recommend that ECI be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications, or recommendations, and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. Earth Consultants, Inc. 6ROMAND PAA2 DEERfDRD/ SnTN v�O e O PL eurtEN��r t I 5�,ST cq � / T � I � PLFASUAf P01hr / , 5••• o r • 2. t A. S Or ..i. ST `ST ST A + SSt s N as r sr ST`NIOE ..f / I "IN 9E ®Tri Si 4 � 1 , F T' S T I i it ST i • I SE o � 22LD Sr w l fir . S1 E ,Q 2{ST I Na '• ST � I � T ST I• CL.urkE 6EACH NF S h 11 + PAX I it aT r SE TN SY 1 r 2 .. 3 r 1��•i > ` I ,� 1�1 NE y ( '��• NrT ST • • i o SOUTH Po2+YT + C 1 D 1'. 0 KfNNY AEAC E Reference : King county / Map 27 Sy Thomas Brzy',hers Maps Dated 1990 ,•�- Vicinity Map iI I Earth Consultants Inc. May Creek Business Park 11 I r f �� IruMv.rd I�n4+��. G.rr11�� l F/T�yn+r+rYv.Y �[rTM�v. ��� Renton, Washington 3roj. No. 5144 Drwn GLS � Date Jan. T91 � Checked DH Date 1/24/91 � Plate + e i B_2 r 4_ r PfLWrly Lne -- r =� r --J 13 6 �. r ` 1-j / r / i r B"7 r / r r r r r r , r �♦ MT/ CepC•M LEGUID Atli mirole Locolm, of [(I Jknrr}, mom Pk7 J rr..rdkI f1'nl(JlrKj J'll�ll•:d�J J1�1���1•ri(� ►., ry.) rjg1 j,nrfw,C ru:,i By �klrtkF a�A d:•rxares pint H/K1,85 B(xang LL.rat Un Flan MUy CrC-ek BaSiness Prsk Fenion, Woshrng" SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING NOTES: • Base consists of 3,� - inch thick, 2 toot by 2 foot plywood with center drilled Sig - inch diameter hole. • Bedding material, if required, should consist of Traction Sand. • Marker rod is lit- inch diameter steel rod threaded at both ends. • Marker rod is attached to base by nut and washer on each side of base. • Protective sleeve surrounding marker rod should consist of 2 - Inch diameter plastic tubing. Sleeve is not attached to rod or base. • Additional sections of steel rod can be connected with threaded couplings. • Additional sections of plastic sleeve can be connected with press - fit plastic couplings. • Steel marker rod should extend at least 6 inches above top of plastic sleeve. • Marker should extend at least 2 feet above top of fill surface. I- r TYPICAL SETTLEMENT MARKER DETAIL I/ Earth Consuli-111t5 Inc. PLAY CREEK BUSINESS PARK F�ENTON, t•:ASHINGTON i Proj. No. 5144 1 Drwn. GLS f Date Feb' 9! t Checked AM ! Dated 2-1-91 1 Plate 3 ' SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 4'I• b0 SLOPE TO DRAIN �01, 6 inch min. Trr; � :-Y'-r• r.--. •--, •r---r-, .. � ° ' °moo - -: 18 inch min, °• ._�' .� ° .e, ' ter' : �. e � c 4 inch min. diameter �"�" °' ° ° ° •e o ° •e �'• ' _ ,;' :; o 0 0 - ° _° a°° e° a °o '• •'.. • ••• '. ° 2 inch min. 2 inch min. / 4 inch max. 12 inch min. LEGEND Surface seal; native soil or other low permeability material. Gravel backfitl for walls; WDOT Standard Specifications, Section 9 -03.12 t21 , or Fine Aggregate for Portlind Cement Concrete ; Section 9 -03.1 12) . O Drain pipe ; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight jointed ; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains into footing lines. -- -- — impermeable visqeen barrier or other impermeable material approved by Geotechnical Engineer. 1�•II Earth Consultants Inc. 1 � 11 r 1 � � I l N J7J C....cinw Ua...+e• Gawapnv. ♦ M.�.�mr+vM �,n+.vs Pro}. No. 5144 Drwn. GLS Date Feb' 91 TYPICAL FOOTING SUBDRAIN DETAIL MAY CREEK BUSINESS PART: RENTON, WASXINGTON Checked AM I Dated 2-1-91 1 Plate 4 Non -Load Supporting Floor Slab or Areas Roadway Areas Backfill 1 Bedding i T TVaries 1 Foot Minimum Varies Varies LEGEND: V�'!'=' rT Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Backfill; Compacted On -Site Soil or Imported Select Fill Material as Described in the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined try ASTM Test Method D 1557-78 (Modified Proctor), Unless Otherwise Specified in the Attached Report Te)t. Bedding Material; Material Type Depends on Type of Pipe and L9,'Jooao-. Laying Conditions. Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected. TYPICAL UTILITY TRENCH FILL .:.. ,` l Earl} C�I�iS��t��s Inc. RAY CREEK BUSINESS PARK f\L'lit./"•,�+! t�,....nrrna.,.,,�i.,.weN.arn..�w.,u.....,,.. RENTON, WASH:NGTON Proj. No. 5144 Drwn, GLS Date Feb' 91 Checked AM Date 2-1-91 Plate 5 APPENDIX A E-5144 FIELD EXPLORATION Our field exploration was performed on January 15 through January 17, 1991. Subsurface conditions at the site were explored by drilling 12 borings to a maximum depth of 24.0 feet below the existing grade. The borings were drilled by Subterranean Drilling, Inc., using a truck mounted mobile B-61 drilling. Continuous -flight, hollow -stem augers were used to advance and support the boreholes during sampling. Approximate boring locations were determined by taping from existing buildings on the site. Approximate boring elevations were determined by a topographic map provided by Wells Development, Inc. The locations and elevations of the borings should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered and maintained a log of each boring obtained representative samples, measured groundwater levels, and observed pertinent site features. All samples were visually classified in accordance with the Unified Soil Classification System which is presented on Plate A3, Legend. Logs of the borings represented in the Appendix on Plates A4 through A13. The final logs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. In each boring, Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation D-1586. The split spoon samples were driven 'Mth a one - hundred -forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N-value". This value helps to characterize the site soils and is used in our engineering analyses. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Earth Consultants. Inc. GRAPH LETTER MAJOR DIVISIONS SYMBOL SYMBOL TYPICAL DESCRIPTION ,;'.". , G1N we::-Graoee Gravels. Grave $ano GraAnd s°p _ gyy A•6xiutes. _t a Or No Fines And Clean Gravels •° • • GP Poorly - Graded Giaveis. Gravel - Gravelly (little or no lines' Coarse Sods • Sand M,xiwes, L,tt)e Or No F,nes Gra,nea • Silly Gravels. Gravel• Sand - Sods More Than 501, Coarse Gravels With • • IsGM gm Silt M,xtvres Fract-on Retaonec On Fines( appreeiiDle amount o! •ines I 5gC GC Clayey Gravels. Grave, • Sana - No 4 Sieve 4 Clay Mixtures Sand °°,e ° SW Well-Graaec Sands, GJaveny Sands. L,ttte Or No Fines And I°°°e Clean Sand °° SW SP P Dotty - Gtaaed Sands. Gravelly Sanoy 1 little or w lines 1 core Than 501., Material Soils Sp Sands. Lott:e Or No Fines - . '•' ' !' I "''•:° SM Sm Silly Sands, Sand- Sri M x;ures Latger Yhan No 200 Sieve More T r,an 5C•. Coarse Size Fraction Sands yr th Fines SaoareC,abte . :; .SC SC Clavey Sands, Sand - Clay Mixtures assi1 Sieven0 No 4 amount of lines! ML inorganic Sons d Very Fine Sands. Aacx FI01-r.Sotty- 1 rpI Clayey Fine Sands: Clayey Sins w/ Shant Plasticity Flne Sits Ltoua L,mt CL inorganic Clays Of Low ,o Medium plasticity, Grained And Less Tnan 50 C1 Gravelly C,ays. Sancy Cays. Silty Clays, Lean Soils Clays II i QL SetsO S i OI Sly Clays LowP;ast cuy MH Inorganic Spits. Micaceous 0- O,aiomaceous Fine More Than mh Sand Of Silly Sods 501. Material Smaller ran S,?75 L,ou,C Umil And C)i Inov arwG Clays OI H gn g No. 200 5,eve G.oL,,d Than 50 Clays Cij Plasticity. , at Clays Size Q! I Organic Clays Of Medium To H,gll %' oh Plastic,ty. Organic Sins }� r Peat, Humus. Swamo Soots Highly Organic Soils With Karl Organic Contents Toosoll •. Humus Ana Duff Layer Fill H:gnly Variable Constauents The Discussion In The Text Of This Reoert is Necessary For A Prober Uncers[anaing Of The Nature Of The Mateew Presented in The Attacnod Logs Notes : Dual symbols are used to indicate borderline soil classification. Upper ease letter symbols designate sample classifications based upon lab— oratory testing; lower case letter symbols designate classifications not verified by laboratory testing. 1 2-0.0. SPLIT SPOON SAMPLER 7+ 2.4" I.D. RING SAMPLER OR 1L SHELBY TUBE SAMPLER P SAMPLER PUSHED SAMPLE NOT RECOVERED Q WATER LEVEL (DATE) WATER OBSERVATION WELL " '►'`, j��1 Earth Consultants Inc. \'''J. \Its. j1� � r.•n.r.r. ,r t�gt•••ir 1.�LI�tMf L1'/,vNUM..�0.�15. °'n11f1� C. TORVANE READING, tsf qu PENETROMETER READING, tsf W MOISTURE, percent of dry weight pcf DRY DENSITY, pounds per cubic ft. LL LIQUID LIMIT, percent PI PLASTIC INDEX L EGEE�D Proj. No. 5144 1 Date Feb i 91 Plate Al BORING NO. Lagged By nH Date 1-15-91 Bev. 26 ` : Graph US Soil Description Depth (ft) Sample (N) Blows W igL} CS Ft SP Gray brown fin, to nedium SAND with 23 13 Sraveitrace silt, dense, wet 5 11 i 0 29 nl ;,:ay SILT, medium stiff, saturated 1 10 18 sm Gray silty medium SAND, dense, saturated :. < �:•:•. 50 oh Organic SILT, log 15 sn I Gray silty nediun SAND, locse, saturated with organics, dense ++ 6 ZO I Boring terminated at 24 feet below existing grade. Groundwaer encountered at 2 feet during drilling. Sorinc back_`illed with cuttings, bentonite and concrete. Subsurface CorrCAWM otorCrao rowesem our Oaoenreuorrs ar lre tern ano tocargn of mrf esaroratary Pore, moadrao ay arrpn«nnp rasa. anoy". anC wagerr»nt. Trey are rror neceasarry teoras Wroo or error Umee ono xmmpw4 we cannar aCcav't rasGOns.oday Par :rm vse or rnrarprat&WM by orrers or rnrommoon of"amoo on mes fos —x BORING LOG .II Earth Consultants Inc. MAY CREEK BUSINESS i'AIM �t!1/ �r %L(irwThniiMkvptvwnlwtrkntWSlF�rrnernereytira+u.r. REN'TON, WASHINGTON Proj. No. 5144 Drwn. GLS Date Farb' 91 LChecked D9 Daie 2-1-91 Plate A2 BORING NO. 3--2 Logged By tip Date ] -' 5 - 91 Elev. 2 7 ' ' Graph US Soil Description Depth (ft) Sample (N) Blows W CS Ft. 2' asphalt concrete sp Light brown fine to coarse SMD, trace 15 silt and gravel, mediur:, dense, ! saturated 5 1 l 40 -very dense with gravel -grades to gray, dense I I ! 21 it MIr Gray sandy SILT, medium stiff, 14 saturated 9 it 11 I� ro 15 so I Gray :tedium to coarse SAND with 59 gravel, trace silt, very dense 20 sP tV y dense) Es Boring terminated at 24 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings, bentorite and concrete. SUMWnstte Wndnrons eeaeted nenlse- our esservetwn, et tree tert,e ereo IOCefren et tries seepicrinary nac. ngdded by engwroerene I&TU Ares"es. enc pagenlenl iney en real n.Cessarny re4resarniprve cf olner t,mms end W,&twns. VW Cenndt &=Oat rea0a ScCed IY tDr Irbil we Of M11erpre1eLpn uy M"rs of enlonnel,on pre"rrlM irn furs ids 1�� BORING LOG Earth Consultants Inc. Nz,Y cKEF►: strsT:�Ess r.Rt: ISII�l� .e"'J��,;• CA-C"%Tvuoel"WWVrs. l:eoroYt�.t t•nv~ww"w!r:"w% i�.�.t`:T�TI, S:r1SHI�IGT'�N Proj. No. 5144 Drwn. GLS Date Feb' 91 Checked n3 (Date ?-) -91 , Plate �,3 BORING NO. g--3 Logged By Date t _ o - - F . E1eV. - Graoh us Soil Descripbon Depth Sample (N) Blows i%1 CS FL sn Gray -brown medium to coarse SAND with craytal and sait, SAturated l .I;IIi•l�' M1 Gray sander SSL: , trace gray(-1, medium, T 9 25 saturated -1- $ �jl, ; -lenses of neat 7 43 l l II nl Gray sandy SILT, median stiff, I 15 saturated 10 23 :) sc Grav medium to coarse SAND with gravel, } +> i:i�• sn Gray silty medium SPUD, nediun dense, 12 saturated 15 j SD Grav medium SAND with grave:., necium I dense, saturated r j 20 :...r.,• sLt Gray silt�r medium SAND, trace gravel, z: • .,.•A ` <�•�t'``j' iocce at urared nl Gray sandy SILT, medium stiff, saturated) sn Gray silty ned,ur.. SAND dense �4tara-ec' race a_avel ' Boring terminated at 24 feet below existing grade. Groundwater encountered at 2 feet during drilling. Boring backfilled with cuttings, henr_or.ite and concrete. 13 6 17 Suhaurace oonoalona cep ceo moresent at ens time &" locatoon of this oxaorat" ho o. moOnuo enpineer,np rasa, analyfw. anc luagement They are no. neceasanly evwseraglM O1 other Wnei an* IOCil)ona t/'.e Cannot aCCOpt reloonsIdlny tat St" Vae or WO[orN{1gn Oj others 01 intotmai ah ptelemea on Inn b9 BORING LOG 'l Earth Consultants Inc. !,.AY CREEK ROSINESS PARK {'�;f�.l'/1(,ra�l�•e.rl�ealkJt��.rres.Gn�k+ltc+�atn.vswt�.+u:ll �rr�t�vs R)::NTON, WASHING :'nN Proi. No. 5144 1 Drwn. GLS Date Feh' 91 1 Checked Da 1 Date 2-1-91 1 Plate A4 BORING NO. B-a Logged By n^ Date 1-iS-91 dev. Graph us Soil Description D(ftj� Sample (N) Blows (0/ Ft. SM Brown fine to medium silty SAND with 23 +-rave_, medium dense, saturated -grades to dense 20 t �`# -grades to gray with gravel %:•.. 10 T 5 20 III (I I 14 ml Gray sandy SILT, trace gravel, - 1 medium dense,,saturated - T-i Sm Gray silty medium SAND, trace gravel, L 10 tt::.I medium dense, saturated 15 -grades to gray brown with gravel, very sense IT I 41 Boring terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. t Boring bacrfilled with c-attincs and •aentonite. sutnunact eonanaris den=" nonsem ow aasan•atrons a, the lime end gcu%on of tMs tuaaratory not. madded W enp~hnq teas. ans"as. aria tuogernent. They are no necetsanq,tanrst,ns,M a oner limes and Uwwns, vie Cannot aataet resoonsrouay to• the use a imer000iaton by amen or .ntarml -an o,esenttd on the log BORING LOG . I)) _ ' Earth Consultants 1nC. �!! MAY c��r �; BUSINESS rAR4: Ir%FNTJh, WASHII:GTON i{ � � ' , .. � ' �c.,c��.7,n�w hltAnrrn. C•v4MtN� R t•1+.•M,l\ntT/Ml tilv,uw. Proj. No. 5144 1 Drwn. CLS Date F'eb191 `Checked OR ' Date 2-1-91 1 Plate A5 BORING NO..�-� Logged By np Date 1-15-0! Eev. Graph CS Soil Description Depth) Sample SNl BlowsS �l -is,z concrrtr 3rwn si1r. coarse S,%*.ii with gravel, vet co C 1 4 27 ML ,ra_ >andy SILT, rc)ft, saturated, !I trace gravel r _ � 2 4 5 LL-52 PI,=51 organic SILT, soft, saturated _oh ., _Brown _ Pi= 1 nl Gray SILT, medium, dense, saturated T II 10 I, III` —j sp Gray medium to coarse SAND with gravel, trace silt, very dense, saturated 15 r sn IGray silty medium SAND with gravel, dense, saturated 27 Boring terminated at 18 feet below exist.na grade. Groundwater encountered at 1.5 feet during drilling. Boring backfilled w;th cuttings and bentonite. S,JbWAce eonaa.ons oemnea monmer" our Oose/Y.I+OM es the lane eno locauon of In's eaplonaory hoe. noc$md by engo "onq 10M. sn.Mts, anC Wo men:. They ate no; neCpasanly reorasemtl" OI Mar hmaa ena feu[ans. We Cannol ac[Oot eesoOns.Way IOr Ina use a Inlerorerel-On q Ohara of rnlomal/on oresemea on tn6 log. BORING LOG F.21t'tiZ Consulta-its Inc. MAY CREEK BUSINESS �, '1...� �!r?1/ uevrrmcarrsl�r..+ye.raun�watn.,n..nn+wvwrniw. RENTON, WASHI\GTQN Proj. No. 5144 Drwn. G L S' Date reb' D1 I Checked DR Date 2-1 -:' i 1 Plate A BORING No. Logged By Date -1 c _ o c�. E1ev. = - Graph US Soii Descripvon Sample iN1 Blows {%) CS F�. <' asphalt concrete sp Red brown medium to coarse SP.ND wit". I gravel, sat..=ated — 36 :-,1 Gray SILT, --.z( sar:d, -offt, saturated 5 Graces to bro(rri1— SfI:D, cnars, satracce..Sr T 7 52 j nl ( Grades to gray with sand, medium s_a .uratPc. wrr 1 crcar.-cs •s4:j� sn Gray silty medium SAND, trace organics, li �:�;,;},•.;>, medium dense, saturated IIII�ji II I II ra Gray SILT,.medium, saturated I g . E -gzaries to sti�z is I I EI 15 1 I sm Gray silty medium to cuarse SAND, trace gravel, dense, saturated Boring terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Bczing Dac).!-, Iled with cuttings, bentonite and concrete. 16 Swusamace r4m.ionA aep.mee moramm wr Ov""homl at Inc l,me en0 roclach CI lrns axworarory ode. mpar4w0 W onpmeer,nC Tem anawsrl. and 1Ydpemam. They are ra: necessarly fro, eferaal,re oI aner limes Ana �OCAi.Oru. we oannal aCcaat r"DOns4p4m/ IOr tM usa or imaWe(Alran g' Clrwri d )nrprrnaron prexme0 on tors as BORING LOG F�arth Consultants Inc. ,r,r cRrElc i3,aslxESs P:,Rt: f J(mrTnn.f:Yfn0.u,..r•n i.rtiu,;w�A fJ,��urnnrny,i �rr,a.t� R NTON, WAS[iii.-TMJ •v' Proi. No. 5144 1 Drwn. GLS I Date Pr.h'c 1 1 Checked 1 Date 2-1-91 1 Plate A7 BORING NO. Logged By DF Date 1-16-91 Elev. (N) Graph C8 Soil Description Depth Sample Slows �) Fi };.;.;:;; 2" asphalt concrete sn Gray silty mediunn SAND with gravel, T '}•::�:•:'>�� loose, saturated ::ct�•rs:r_t•t �tl II nl Gray brown sandy SILT, trace organics, jj ri! soft, saturated 4 39 ....:•.: �:: r.:;::;:;i;• LL= 4 4 Gray SILT , loose, saturated PL=29 40 PI=15 it I till 10 ml Gray -brown SILT, trace sand and organics, soft, saturated 4 50 {{ ililil .I r. sm Gray Silty nedium SAND, trace gravel, ~ I 14 n :edium dense, saturatedL`f:f ::+ 15 ! i -grades to dense sm IGray silty SAND with gravel, very dense, saturated T 15 20 T 36 Suosurtaee mnonwa oeproea noresem our ooservalronf n the tome %nC tocetan a tNn IM"retpry none. mom .0d by, ong.neerrng rests. eneysoa, uu tuoge" wee Tn, are Na nessaray reoras»raatn� p es finer tuncaw a. lmauonS. we cann■=00% resoor"Ofty Ior 1M use a utserprer&1*- W orners or rnro"W*A presergea ern m's loq. r ot BORING LOG l i ��Furth Consultants Inc. :1AY CREED: BUSINESS PARK tt 4 , , ('"W% nb.tr lww""t ,,.p�+..l,t.,. .r .rN�.• Rct`TOty, WASHINGTr)\1 '.. Pro!. No. 5144 Drwn. GLS Date 1'eb'91 Checked DR Date2'1-91Plate A; BORING No.-� Logged By Date -2h-a� Elegy. - Graph us Soil Description Depth Sample IN! Blows (�) CS Y- Gray brown silty coarse SANL.`, loose, sm wet ml Gray sandy SILT, soft, saturated 4 32 t, 1 27 19 sp Gray medium SAND, dense, saturated 10 ril Gray brown SILT, trace sand, medium 1 9 stiff, saturated I { 1 13 J I 15 I !� (grades tc stiff? 16 Boring terminated at 19 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring backfilled with cuttings and bentor.ite. Subatrrtace eondrimM oeaaea np+um our odsar,rauons a, IF* lane and roaaUon of tors asptoratory r a.. mw,teed by arq.r»anng tars, enarysn. and ruogenwm. Tney are nm wecessamy revreeamatne of aner umas ana focatraeu. ws cannot accoot rasoonsrod ty for Ina use or .meraretaten Dr others of ensar moon pt"wned on toes top BORING LOG Earth Consultants Inc. ?4A CREEK BUSINESS PARK ,1,,: , ;t. %\,.,�� r ratr„a•�ers cr.,r, .r.�r,,, en+n. ti ..r.,t�t. RENTOh. WASHINGTON Prof. No. 5144 1 Drwn. GLS Date Feb' 91 `Checked DE Date 2-1-91 Plate R9 BORING NO. Logged By 05 Date 1-16-91 Bev. Graph US I Soil Descripdon Depth h) Sample Blows CS Ft. 2" asphalt concrete Red -brown coarse SAND with gravel, 100SP to medium oensF, wet Brown sil-y medium to coarse SAND, loose, saturated 13 5 -grades to gray brown, trace 8 silt Jill Brown SILT, trace organics, medium6 stiff, saturated 10 sm Brown silty medium SAND, loose, saturza t"A 25 nl Gray nt!di%= SILT, trace sand, medium stiff, saturated 28 15 sm Gray silty riediun, SAND, dense, 27 saturated 20 Gray nedi= coarse SAND, very dense, saturated 63 Boring terminated at 21.5 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. Boring backfilled with cuttings and bentonite. subsuflhcll 00MMOM4 aeolct" non sent owl atmeVWORZ gl frW t.Me " MeW,0A Cl. this §K:$0MjQfY "Ok, M4dd.90 21, 2(V1M"(.ftQ WIS. IL""111. " waperrwm. Toy sit w rwcessanty reot"onwive al cmer times &no i=4.vu. Vft cannot accov, rosoolwoaAV to' V* use IN Iffieltwelplon by oners of inlonnoon pre"r1l" on Inn by BORING LOG Earth Consultants Inc. RAY CREEK BUSINESS PARK RENTON, WASHINGTON' Proj. No. 5145 1 Drwn. GLS Date Feh'91 I Chocked DR Date 2-1-91 1 Plate A10 BORING NO. Logged By VE Date1-16-51 Elev. US Depth (N) Graph Soil Description (ft) Sample Blows CS Ft. aspriai., concrete Sr, Srown SAND wiLh s! I r and crnvel, loose, we: m I Gray -brown sand), SILT, soft, saturated I ' Iifij:l 5 22 Gra-,­;jrc;wn silt' medium.. SAND, i.onse' sazarazad M, F5rown SILT, soft, saturatt�d F. n Brown silty medium SAND, loose, saturated s-') Brown medium SAND with silt, nediun dense, saturated 10 h Brown organic SILT, soft, saturated, trace wood 7 89 sm Gray -brown silty medium ShND, trace gravel, loose, saturated T 91 oz Brown organic SILT,so!t, saturated Grav silty medium SAND, medium dense, sm saturated 15 oh Brown organic SILT, dense rriii MI Grav SUIT, medium stiff, saturated 20 sm Grav silty SAND, dense, saturated 23 Boring terminated at 24 feut aglow existing Grade. Groundwater encountered at 3.5 feet during drillinq. Boring backfilled with cuttinq.-,, bentonitp and concrete. suasurlaft conaftons dea.M" 'Vore"M ov, mi",val-OnS At Ilse ItMe " 10CRIlon Of this excmaraivy rxg4. modifoa try ono~eing 1.1u, K49enwn-.. They sit not r-cessaNy rew~w�" or ciner urnes "d .0calv.s. V'C e4nno Acceer (5100U.00ty &M It" use oi thtsioretat-an by viners of miamwan plessenva 0. Ins kn, BORING LOG 00f Earth Consultants Inc. MAY CREEK TUSINESS PAR); RENTON, WASHINGTON Pro. No. 5144 1 Drwn, G:,3 Date Fla*-'911 Chocked DS I (Date 2-1-91 I Plate BORING No. -_ Logged By 0P Date 1=Jev. z",r} Graph US Soil Description Dew Depth Sample (N) Blows W CS FL 2" a3:halt concrete ar Cray -brown silty fins: to tedium SAND, 25 with lenses of silt, loose, saturated --grades to brown T E3 } r I mI f Brown SILT, trace peat, soft, saturated 10 T ` I 5 28 ' sp Brown nedium SAND, loose, saturated � ml :ray SILT, medium stiff, saturated iIlf�III�� 9 •k :} sm Gray silt aedium SAND, loose, Y saturates;15 -- ):�' Gray SILT, soft, saturated and I brown � 14 ::•rl:s:;:; sn Gray silty medium SAND, very dense, 20 ! '.r;,t•_.,.,• saturated 90 Boring terminated at 21.5 feet below existing grade. Groundwater encountered at 3 feet during drilling. Boring back -filled with cuttings and bentoni:.e. Subsurlace condox ui oewmed r>f[7 w" our Wna"tions at IMe INna a" bcahon 01 leN euRlormory Mac, modA.ed b/ er1pMM/rM tens. anvols. anC Iu"emem They are no: neCesi4/0y reprs"M81tre Ot oSMI Ilnei ano socaLons. We canntlt acccln resoonMlsnnv tot IMe use w UtlelorelllOn P/ otf-m o' mbrmalpn oresenteo on tors" BORING LOG CC�7 Consultants Inc. r"a�' CREEK BUSINESS PARK i; RENTON, WASHINGTON �• �'�` � tnxtTTrwrt�lnR+rey.C.nMt,lttshakn•,rtrm.nu !aw'+bws r►% Proi. No. 5:44 Drwn. GLS Date F*eb' 91 Checked DA Date 2-1-91 Plate Al2 BORING No.B-1-2 Logged By Date Bev.us Depth (N) Graph CS Soil Description Sample Blows i a? Ft. 2" asphalt c:onr•rnte brown-ara% silty medium SAND with Travel, saturated Gray sandy SILT, mLdiun so?_Stiff, o tiff, I ? 24 saturated ,.>._ sm Brown SILT, loose, saturated ml Brown GILT, soft, saturated L 38 LL=38 I PL=29 PI= 9 so Brown mediun SAND, dense, saturated 13 10 lit Gray and brown sandy SILT:', so"t, � 3 II��i saturated Sri Gray nifty mer ium SAND, nedium dense, �:I:i{.�•. i �:S : 5i..: llr1 te C. t 15 r. nl Gray sandy SILT, stiff, saturated Boring terminated at 19 feet below existing grade. Groundwater encountered at 2.5 feet during drilling. Boring back`illed with cutt-ngs, bentonite and concrete. 23 . ^+.—s:e �_'•.:1 :f_._ e: lez+esem ow, o;""hons e' the time and wallon of in4 eltolorilory ry e. modifac W ergw%ewmg tests. in*".z. NIC >^�'�' �'�• s•, Qner iin"s eno kO"ions we crone icc001 ,esoonsicany fop the use of Interpretitlon DY ptners of i BORING LOG y EZinh Consultants InLOG c. M r 1.._,.,,,,/.Itli.UfYY11..IMRB11{h RENTON, 1;ASHINGTON Ptoj. Na. Drwn. Date :'eb'?1I Checked OB Date -1-9= 1 Plate 7,13 APPENDIX B E-5 144 LABORATORY TESTING General We conducted laboratory tests on several representative soil samples to verify or modify the field soil classification of the units encountered and to evaluate the material's general physical properties and engineering characteristics. Visual classifications were supplemented by index tests, such as sieve analyses and Atterberg Limits, on representative samples. Moisture determinations and consolidation tests were performed on representative samples. A brief description of each of the tests performed for this study is provided below. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring log or on a separate data sheet contained in this Appendix. However, it is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgement. Earth Consultants, Inc. (ECI) cannot be responsible for the interpretation of these data by others. In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of thirty (30) days following completion of this report unless we are otherwise directed in writing. Soil Classification As mentioned earlier, all soil samples are visually examined in the field by our representative at the time they are obtained. They are subsequently packaged and returned to our Bellevue office, v►,here they are independently reexamined by one of our engineers and the original description is verified or modified, as necessary. With the help of information obtained from classification tests, the samples are described in general accordance with the Unified Soil Classification System, ASTM Test Method D-2487-83. The resulting descriptions are provided at the appropriate sample location on the individual boring log and are qualitative only. The attached Legend Plate A3, provides pictorial symbols that match the written descriptions. Moisture Density Moisture content and tests were performed on several samples obtained from the borings. The purpose of these tests is to approximately ascertain the existing in -pace moisture content of the soil sample tested. The moisture content is determined in general accordance with ASTM Test Method. Earth Consultants, Inc. The information obtained assists us by providing qualitative information regarding soil strength and compressibility. The results of these tests are presented at the appropriate sample depth on the boring logs. Particle Size Analvsis Detailed grain size analyses were conducted on several of the shallow soil samples to determine the size distribution of the sampled soil. The test is performed in general accordance with ASTM, Test Method D-422-63. The information gained from this combined analysis allows us to provide a detailed description and classification of the in -place materials. The results are presented on Plates BI through B2, and classification symbols are provided as part of the appropriate individual sample descriptions on the boring logs. Several consolidation tests were conducted on two relatively undisturbed representative samples taken with the Shelby Tube sampler to evaluate the consolidation characteristics of the site soil. In addition, the time readings were taken at several points of loading to evaluate the time rate of settlement. The results of this test are shown on Plates B4 and B5, Consolidation Test Data. Earth Consultants, Inc. E� !1c -V 80 m m 70 Z -n Go Z m m ,0 ca :E 40 m_ G) 30 z0 SIEVE ANALYSIS ENING IN INCIILS I NUMIIEI{ OF MESH PEII INCIC U.S. STAN M." r] n O oo nR _- HYDROMETER ANALYSIS GIiAIN SIZE IN MM o rc a m ry - o v zl a 0 0 10 ZO q, 30 0 In Z 40 0 50 D w W rn 60 lA 70 m so 0 IGO CHAIN SIZE IN MILLIMETERS o 0 0 0 0 0 C01313LES COARSE FINE COARSE I MEDIUM FINE FINES GRAVEL SAND KEY Boring or Test Pit No. DEPTH fl. USCS DESCRIPTION Moisture Content LL p U--1 5 SP Cray poorly graded SAND wiLh gravel 13 d------- B-2 10 ML Gray sandy SILT 31 U""""' I3-4 2.5 Sm Gray silty SAIJD 23 PI -SIEVE ANALYSIS SIZE OF OPENING IN INCIIES NUM{; R OF MESII PER INCH. U.S. STAR 0 I I1f fit) rn m70 2 -n Go z rn 03 +o tp 4o ill 0 _ 30 20 HYDROMETER ANALYSIS GRAIN SIZE IN NIaM 0 10 20 v m Io n m a 40 _U C) 0 So D cn rll GO Ell 70 rn z oo - — _ V — — -- _ 1L ._ . - - � - -. —U - {{pp- -- — Sao G O O O OOD q IO'1 N b m to It Cl N �-' CO �? M O O O O O 0 0 0 O O Q O N - GRAIN SIZE IN MILLIMETERS $ o R 0 0 0 COBBLES COARSE rINF. COARSE I MEDIUM FINE FINES GRAVEL SAND Boring or DEPTH Moistmc KEY Test Pit No. It. USCS DESCRIPTIONColltcui {9L) LL fl. O� B--5 2.5 tiL Gray sandy SILT 27 B-12 5 Brown SILT 38 Ii• I 2 4 u 6 m c 0 $ w a 10 0 U 12 14 16 lil I li! I I'. 0.1 0.2 0.4 0.8 1.6 3.2 6.4 12.8 25.6 n pA��roil �III�w�Ell PRESSURE,hips = ! Deot7 1 USCS Soil Description LiQuid Lima Plasuc . Limit Pizst1c,ty' Moisture lndex Content. W % eeiore • Atter Dry Density Spcf} i -6 1 --• - � mar}; Bray. SILT 44 29 15 41.0 30.0 80.43 CONSOLIDATION TEST DATA ; t A IIAY CREEK BUSINESS PARK Earth P RENTON, WASHINGTON Consultants Iric. `•""' • •'• _ _ . ;�r:rtwiNc & CCOLoGY Proj. No. 5144 Date Feb'91 Plate B4 I 1"T, I III hill III i�11111 0.1 0.2 0.4 0.8 1.6 3.2 6.4 12.8 25.6 kips 0.8 1.6 3.2 6.4 12.6 25.6 PRESSURE, Boring Depth Liquid Plastic . Plasucay Moisture Dry Key No �1t.i USCS Soil DescriDtion I Limit Lima Index Content, W o' Density e Before I Atter 0 B-12 5-7� ML Brown SILT 138 29 9 41.0 21.2 83.22 CONSOLIDATION TEST DATA ! XAY CREEK BUSINESS PARK Earth ,' RENTON, WASHINGTON Consultants Inc. GEOTECHNiCAL ENGINEERING & GEOLOGY Proj. No. 5144 Date Feb'91 Plate B5 MCCULLQUGH H ILL, Ps September 24, 2009 Renton City Clerk Renton City Hall 1055 South Grady Way Renton, WA 98057 RE: Applicant's appeal to City Council/request for reconsideration LUA-09-060, ECF, SA-M, SA-H Hawk's Landing Hotel Dear City Clerk: Enclosed with this letter is a request for reconsideration, as weU as an appeal to City Council, along with the $75.00 appeal fee, for the Hawk's Landing Hotel. We are simultaneously filing the request for reconsideration and the appeal to City Council, because the Renton Municipal Code is not clear as to whether filing a request for reconsideration tolls the time period for filing an appeal to the City Council. Please do not hesitate to contact us with any questions regarding this matter. Sincerely, Jes, a M. Clawson 701 Fifth Avenue • Suite 7220 • Seattle, Washington 98104 • 206.812.3388 • Fax 206.812.3389 • www.mhseattle.com APPEAL TO RENTON CITY COUNCIL OF HE, EXAMINER'S DECISION/RECOMMENDATION APPLICATION NAME 11aWIZ5 ` FILE NO. StO M, s)q` The undersigned interested party hereby files its Noti of Appeal from the decision or recommendation of the Land Use Hearing Examiner, dated W 10 > 20�. IDENTIFICATION OF PARTY APPELLANT: Name: i 4 ik rYvx( d rt,1,l Address: Z a I ff a l c� Phone Number: Email: REPRESENTATIVE (IF ANY): Name: Address: T l i�n W�'`�� sol,-v qa,-)_D Phone Number: ZD�nl 3 �D Email: 2. SPECIFICATION OF ERRORS (Attach additional sheets, if necessary) Set forth below are the specific errors or law or fact upon which this appeal is based: Finding of Fact: (Please designate number as denoted in the Examiner's No. Error: Conclusions: No. Error: Correction: Other: No. Error: Correction: 3. SUMMARY OF ACTION REQUESTED The City Council is requested to grant the following relief: (Attach explanation, if desired) o l 01 Reverse the decision or recommendation and grant the following relief: _/ Modify the decision or recommendation as follows: PW UeOT, k� Remand to the Examiner for further consideration as follows: CC Other: - t Appel ep s ntative Signature Type/Printed Name Date NOTE: Please refer to Title IV, Chapter 8, of the Renton Municipal Code, and Section 4-8-110F, for specific. appeal procedures. MCCULLOUGH HILL, PS September 24, 2009 The Honorable Fred J. Kaufman City of Renton Hearing Examiner Renton City Hall 1055 South Grady Way Renton, WA 98057 RE: Applicant's request for reconsideration LUA-09-060, ECF, SA-M, SA-H Hawk's Landing Hotel Dear Mr. Examiner: We are writing on behalf of the applicant for Hawk's Landing Hotel to respectfully request reconsideration of two conditions placed on the Master Site Plan and Site Plan Review approvals granted by you on September 10, 2009. RMC 4-8-100 allows an interested person to make a written application for reconsideration of the Examiner's decision when the person feels that the decision is based on an erroneous procedure, errors of law or fact, error in judgment, or the discovery of new evidence which could not be reasonably available at the prior hearing. The Hearing Examiner's conclusions and conditions regarding landscaping were a result of an error of law, fact, and judgment. The applicant requests reconsideration of the following portions of Conclusion 6 and Condition 10: Conclusion 6: "The Master Plan process does include `master planning' for the entire subject site. While the applicant is trying to confine its footprint, the spare nature of the remaining site will detract from what appears to be a quality image. Therefore, the remaining acreage should be incorporated at least minimally. The Master Plan cannot escape that there is a much larger site that suffers from old, deteriorating buildings that will reflect on the current proposal. This office believes that the applicant and staff can work on a plan that accommodates additional landscaping, even temporary landscaping in planter boxes with some larger trees to screen or breakup the view of the background unsightly portions of the site east and west of the parking areas. Additionally, the applicant should plant additional street trees along the remaining Lake Washington Boulevard frontage at the same ratio and species as on the north frontage." Condition 10: "The applicant and staff shall work on a plan that accommodates additional landscaping, even temporary landscaping in planter boxes with some larger trees to screen or breakup the view of the background unsightly portions of the site east and west of the parking areas. Additionally, the applicant should plant additional street trees along the 701 Fifth Avenue • Suite 7220 • Seattle, Washington 98104 • 206.812.3388 • Fax 206.812.3389 • www.mhseattle.com Page 2 of 5 remaining Lake Washington Boulevard frontage at the same ratio and species as is planted along the north frontage." The applicant requests reconsideration of this conclusion and this condition because: • The applicant is already significantly improving the site by redeveloping it and landscaping it. See Conclusion 12: "Redevelopment of the site will counter the neighborhood deterioration and blight that the current site represents." The property to which this condition applies lies outside the boundaries of the subject master site plan and site plan application, and the applicant has proposed no development on this section of the site. Therefore, this condition is not within the scope of the application and may not properly be imposed under this application. When the applicant proposes development in this portion of the site as part of a site plan and master site plan approval for the remainder of the larger property, street trees would be required by code. In addition, requiring street trees along Lake Washington Boulevard when there is no plan for redevelopment may interfere with the future redevelopment of this portion of the site —trees may need to be removed or relocated in order to accommodate the future development (construction access, sidewalks, driveways, etc.). The City of Renton has received an appropriation from the State of Washington for .improvements along Lake Washington Boulevard associated with the redevelopment of the entire area (including the Hawk's Landing site, the Barbee Mills site, the Quendall Terminals site, and the Seahawks site). These facts were not reasonably available at the time of hearing as the appropriation was still in process at the time. It is out understanding that the appropriation includes funds for street trees and other street improvements on the southern portion of the Hawk's Landing site. As the City has already taken responsibility for this improvement, the improvement cannot be part of this approval. The applicant therefore requests that the following portions of Conclusion 6 and Condition 10 should be revised to read: Conclusion 6: "The Master Plan process does include `master planning' for the entire subject site. While the applicant is trying to confine its footprint, the spare nature of the remaining site will detract from what appears to be a quality image. Therefete, The Master Plan cannot escape that there is a much larger site that suffers from old, deteriorating buildings that will reflect on the current proposal. This office believes that the applicant and staff can work on a plan that accommodates additional landscaping within the boundaries of the current site plan application, even temporary landscaping in planter boxes with some larger trees to screen or breakup the view of the background unsightly portions of the site east and hest of the parking areas. Additionally, Future redevelopment of the southern portion of the site not proposed for development with this application will require consistency with City of Renton landscaping requirements, including the planting of street trees." Page 3 of 5 Condition 10: "The applicant and staff shall work on a plan that accommodates additional landscaping within the boundaries of the current site plan application, even temporary landscaping in planter boxes with some larger trees to screen or breakup the view of the background unsightly portions of the site east and west of the parking areas. AdditienftUy VES FKW.fi\i/�S�Rfa��iS��Sl��l•SSla��.f:1\l�Le1�,��lla�l�IfT The Hearing Examiner's conclusions and conditions regarding stormwater were a result of an error of law, fact, and judgment. The applicant requests reconsideration and clarification of the following portions of Conclusion 5 and Condition 9: Conclusion 5: "Those waters should be handled with respect and appropriately treated by whatever water retention, detention, or "rain garden" feature is used. The applicant should use best available science in treating stormwater before conveying it to the roadside ditch. There is no reason to jeopardize May creek and/or Lake Washington with pollutants created or collected on this site's paved or treated landscaping areas." Condition 9: "The applicant shall use best available science in treating stormwater before conveying it to the roadside ditch. The stormwater shall be treated by whatever means including water retention, detention, or "rain garden" feature in order to reduce pollution entering the ditch and then May Creek. The development shall not jeopardize May Creek and/or Lake Washington with pollutants created or collected on this site's paved or treated landscaping areas." The applicant requests reconsideration of this conclusion and condition because: • The City of Renton has not adopted "best available science" as a standard for stormwater treatment. The Hearing Examiner is therefore without jurisdiction to impose such a standard. The City of Renton has adopted the 2005 King County Surface Water Design Manual as its accepted method for treatment of stormwater, which includes the use of "best management practices (BMPs)". The applicant will comply with these standards, including the use of best management practices in its stormwater system design. The City of Renton has determined, through adoption of this manual, that compliance with the manual is sufficient to properly treat and convey stormwater. Thus, compliance with these adopted standards will ensure that "development shall not jeopardize May Creek and/or Lake Washington with pollutants created or collected on this site's paved or treated landscaping areas." • The factual record, including the Hearing Examiner's own findings of fact, does not support this conclusion or condition. There was no evidence submitted into the record for the Site Plan/Master Plan hearing showing that the applicant's stormwater plan, or its plan to comply with the 2005 King County Surface Water Design Manual, would result in harm to May Creek or Lake Washington (see hearing record page 12—no evidence was submitted into this application's record by Mr. Scully showing any stormwater impacts warranting the Page 4 of 5 use of best available science). The Hearing Examiner found that "The proposal will not be exacerbating any issues with pollutants from the Quendall Terminals site discharging into Lake Washington. The applicant will be governed by City, State, and Federal regulations regarding discharge from the subject site." (Site Plan approval, Finding 27). In addition, the Hearing Examiner concluded as part of the SEPA appeal that the stormwater "will not travel the downhill gradient toward and to Lake Washington. It will not exacerbate pollutants leaching from the contaminated soils into the lake." (SEPA Appeal, conclusion 6). As such, the facts of the case do not support conclusion 5 or condition 9. The conclusion and condition are vague and may be implied to establish a new, non - regulatory standard for stormwater discharge quality (i.e., that the "development shall not jeopardize May Creek and/or Lake Washington with pollutants created or collected on this site's paved or treated landscaping areas").. No impacts are shown to warrant such a new standard, and the Hearing Examiner does not have authority to create or impose such a standard in the absence of such impacts. The law presumes that compliance with the City's applicable stormwater regulations will adequately address issues of stormwater quality, so this regulatory standard should suffice. We assume that it was not the Hearing Examiner's intention to establish a new standard for water quality separate and apart from the City's storinwater regulations, so we are seeking reconsideration and clarification of this issue. The applicant therefore requests that the following portions of Conclusion 5 and Condition 9 should be revised to read: Conclusion 5: "Those waters should be handled with respect and appropriately treated by whatever water retention, detention, or "rain garden" feature is used. The applicant must comply with die City of Renton's standards regarding stormwater (the 2005 King County Surface Water Design Manual). There is no evidence in the record that would suggest May Creek or Lake Washington would be -jeopardized as a result of the application. T -te " Condition 9: "The applicant shall comply with the 2005 King County Surface Water Design Manual use best gwrtil ` le -- eftee in treating stormwater before conveying it to the roadside ditch. >, Schedule for response. We understand that the other party involved with this matter, Brad Nicholson, may respond to our request for clarification. We have spoken with Mr. Nicholson's attorney, Keith Scully, and have settled upon the following response schedule: Page 5 of 5 Response due: September 30 Reply due: October 5 We hope that this schedule is acceptable to the Hearing Examiner. We appreciate the opportunity to provide this request for reconsideration. Please do not hesitate to contact us with any questions or requests for additional information. Sincerely, n C. McCuIIough cc: Ann Nielsen, Renton City Attorney Keith Scully, Attorney for Brad Nicholson PUBLIC WORKS - UTILITY SYSTEMS DIVISION ANNUAL CONSULTANT ROSTER FOR 2009* 'Valid from January 2009 to January 2010, with the option of extending the roster in 2010 and 2011. Category A - General Engineering •BHC Consultants 1601 Fifth Ave, Suite 500 Seattle, WA 98101 Phone: 206-505-3400 Contact Name: Gary R. Bourne, PE and Jeffrey S. Kreshel, PE Carollo Engineers 1218 Third Ave, Suite 1600 Seattle, WA 98101 Phone: 206-684-6532 Contact Name: Lara Kammereck, PE lkammereck@carollo.com Gray and Osborne, Inc—!z I • Parametrix 411 108th Ave NE, Suite 1800 Bellevue, WA 98004 Phone: 425-458-6200 Contact Name: Dwight Miller, PE and Tom Atkins, PE R.W. Beck 1001 Fourth Ave, Suite 2500 Seattle, WA 98154 Phone: 206-695-4700 Contact Name: Michael Giseburt, PE mgiseburt@rwbeck.com R112 Engineering 12100 NE 195th St, Suite 100 Bothell, WA 98011 701 Dexter Ave N, Suite 200 5}° CQIaK�' �""v` ; Phone: 1-800-720-8052 0 Seattle, WA 98109 1 Contact Name: Tony Pardi, PE Phone: 206-284-0860 tpardi@rh2.com HDR Engineering, Inc 500 108th Ave NE, Suite 1200 Bellevue, WA 98004-5549 Phone: 425-450-6200 Contact Name: Greg Pierson, PE greg.pierson@hdrinc.com Kennedy/Jenks Consultants 32001 32nd Ave S, Suite 100 Federal Way, WA 98001 Phone: 253-874-0555 Contact Name: Milton D Larsen, PE miltlarsen@kennedyjenks.com PACE 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 Phone: 425-827-2014 Contact Name: Martin Penhallegon, PE Martyp@paceengrs.com Roth Hill Engineering Partners 2600 116th Ave NE, # 100 Bellevue, WA 98004 Phone: 425-869-9448 Contact Name: Erik Waligorski, PE Ewaligorski@rothhill.com Tetra Tech 1420 Fifth Ave, Suite 600 Seattle, WA 98101 Phone: 206-883-9300 Contact Name: Jeffrey W Lykken, PE jeffrey.lykken@tetratech.com Category B - Hydraulics/Hydrolo(y Herrera Environmental Consultants 2200 Sixth Ave, Suite 1100 Seattle, WA 98121 Phone: 206-441-9080 Contact Name: Carlos E. Herrera, PE Northwest Hydraulic Consultants (NHC) 16300 Christensen Road, Suite 350 Seattle, WA 98188 Phone: 206-241-6000 Contact Name: Jeff P. Johnson, P.E. JJohnson@nhc-sea.com Otak, Inc 10230 NE Points Drive, Suite 400 Kirkland, WA 98033 Phone: 425-822-4446 Contact Name: Russ Gaston, PE Parametrix 411 108th Ave NE, Suite 1800 Bellevue, WA 98004 Phone: 425-458-6200 Contact Name: Julie Brandt R.W. Beck 1001 Fourth Ave, Suite 2500 Seattle, WA 98154 Phone: 206-695-4700 Contact Name: Michael Giseburt, PE mgiseburt@rwbeck.com Tetra Tech 1420 Fifth Ave, Suite 600 Seattle, WA 98101 Phone: 206-883-9300 Contact Name: Jeffrey W Lykken, PE jeffrey.lykken@tetratech.com Category C - Soils/Geotechnical Golder Associates, Inc 18300 NE Union Hill Road, Suite 200 Redmond, WA 98052 Phone: 425-883-0777 Contact Name: Scott D. Zajac, PE and Andrew J. Walker, PE Kleinfelder 14710 NE 87`h Street, Suite 100 Redmond, WA 98052 Phone: 425-636-7900 Contact Name: Marcus B Byers, PE Krazan & Associates, Inc. 922 Valley Ave. NW, #101 Puyallup, WA 98371 Phone: 253-939-2500 Contact Name: Selena Frederick SelenaFrederick@krazan.com Landau Associates 950 Pacific Ave, Suite 515 Tacoma, WA 98402 Phone: 253-926-2493 Contact Name: Edward J Heavey, PE eheavey@landauinc.com Otto Rosenau and Associates 6747 ML King Way S Seattle, WA 98118-3216 Phone: 206-725-4600 Contact Name: Judi Rosenau-Payseno and Anthony G. Coyne, PE judi@ottorosenau.com anthony@ottorosenau.com ZZA-Terracon 21905 64th Avenue W, Suite 100 Mountlake Terrace, WA 98043 Phone: 425-771-3304 Contact Name: James B Thompson, PE Page 2 of 7 H \File Svs\USA - Utility Systems Division .Administration\USA-12 -Annual Consultant AgreemeWUSA-12-0027 - General Engineering Roster\2009 - 2011`2009 Annual Consultant Roster doc Category D - Geohydrology Golder Associates, Inc 18300 NE Union Hill Road, Suite 200 Redmond, WA 98052 Phone: 425-883-0777 Contact Name: Michael P. Klisch, R.G., L.HG and David Banton, R.G., L.HG Kleinfelder 14710 NE 87`" Street, Suite 100 Redmond, WA 98052 Phone: 425-636-7900 Contact Name: Lawrence M. West, LHG Landau Associates 130 2nd Ave S Edmonds, WA 98020 Phone: 1-800-552-5957 Contact Name: Rebekah Brooks, L.Hg rbrooks@landauinc.com Pacific Groundwater Group 2377 Eastlake Ave E Seattle, WA 98102 Phone: 206-329-0141 Contact Name: Charles (Pony) Ellingson pony@pgwg.com Parametrix 411 108th Ave NE, Suite 1800 Bellevue, WA 98004 Phone: 425-458-6200 Contact Name: Mike Warfel Robinson, Noble and Saltbush 3011 South Huson Street, Suite A Tacoma, WA 98409 Phone: 253-475-7711 Contact Name: Joseph E. Becker mail@robinson-noble.com Category E - Plan Review KPFF Consulting Engineers 1601 Fifth Ave, Suite 1600 Seattle, WA 98101 Phone: 206-622-5822 Contact Name: Brian Vanderburg, PE brian.vanderburg@kpff.com PACE 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 Phone: 425-827-2014 Contact Name: Martin Penhallegon, PE Martyp@paceengrs.com Pacific Engineering Design 15445 53rd Ave S, Suite 100 Seattle, WA 98188 Phone: 425-251-8811 Contact Name: Greg A Diener, PE greg@paceeng.com Parametrix 1231 Friar Ave Sumner, WA 98390 Phone: 253-863-5128 Contact Name: Nathan Mozer Roth Hill Engineering Partners 2600 116th Ave NE, # 100 Bellevue, WA 98004 Phone: 425-869-9448 Contact Name: Jeremy S. De1Mar, PE Page 3 of 7 H Tile Svs\USA - Utility Svslerns Division AdministrationTSA-12 -Annual Consultant Agreetnent'USA-12-0023 - General Engineering Roster`,2009 - 2011 .2(09 .Annual Consultant Roster doc Category F - Construction/ Inspection Services Gray and Osborne, Inc 701 Dexter Ave N, Suite 200 Seattle, WA 98109 Phone: 206-284-0860 Contact Name: Thomas M. Merkel, PE Harris & Associates 1800 112th Ave NE, #210 W Bellevue, WA 98004 Phone: 425-453-0999 Contact Name: Sam Yaghmaie, PE syaghmaie@harris-assoc.com HDR Engineering, Inc 500 108th Ave NE, Suite 1200 Bellevue, WA 98004-5549 Phone: 425-450-6200 Contact Name: Greg Pierson, PE greg.pierson@hdrinc.com Kleinfelder 14710 NE 871h Street, Suite 100 Redmond, WA 98052 Phone: 425-636-7900 Contact Name: Jeremy M. Mason, PE Otto Rosenau and Associates 6747 ML King Way S Seattle, WA 98118-3216 Phone: 206-725-4600 Contact Name: Judi Rosenau-Payseno and Walter C Hansen judi@ottorosenau.com walt@ottorosenau.com Category G - Corrosion Control Services Coffman Engineers 1601 Fifth Ave, Suite 900 Seattle, WA 98101-1620 Phone: 206-623-0717 Contact Name: Scott Mohr, AIA HDR Engineering, Inc 500 108th Ave NE, Suite 1200 Bellevue, WA 98004-5549 Phone: 425-450-6200 Contact Name: Greg Pierson, PE greg.pierson@hdrinc.com Kennedy/Jenks Consultants 32001 32nd Ave S, Suite 100 Federal Way, WA 98001 Phone: 253-874-0555 Contact Name: Milton D Larsen, PE miltlarsen@kennedyjenks.com Norton Corrosion Limited 8820 222nd Street SE Woodinville, WA 98077 Phone: 425-483-1616 Contact Name: Jerry Weiser jweiser@nortoncorrosion.com Tinnea and Associates PO Box 22349 Seattle, WA 98122-0349 Phone: 206-328-7872 Contact Name: Jean Tinnea jeant@tinnea.net Page 4 of 7 H Tile Svs\USA - Utility Systems Division Administration\U'SA-12 -Annual Consultant Agreemem\USA-12-0023 - General Engineering Roster\2009 - 201 1 Q009 Annual Consultant Roster doc Category H - Critical Areas (Geologic Hazards, Wetlands, and Streams) ESA Adolfson 5309 Shilshole Ave NW, Suite 200 Seattle, WA 98107 Phone: 206-789-9658 Contact Name: Molly Adolfson Kleinfelder 14710 NE 87`h Street, Suite 100 Redmond, WA 98052 Phone: 425-636-7900 Contact Name: Bob L. Plum, PE Otak, Inc 10230 NE Points Drive, Suite 400 Kirkland, WA 98033 Phone: 425-822-4446 Contact Name: Dyanne Sheldon Parametrix 1231 Friar Ave Sumner, WA 98390 Phone: 425-458-6200 Contact Name: David Sherrard The Watershed Company 750 Sixth Street South Kirkland, WA 98033 Phone: 425-822-5242 Contact Name: A. William Way Category I - Archaeological Reconnaissance and Surveys Landau Associates 130 2nd Ave S Edmonds, WA 98020 Phone: 1-800-552-5957 Contact Name: Linda C Naoi Goetz lgoetz@landauinc.com Category J - Land Surveying Services APS Survey and Mapping 13221 SE 26th Street, Suite A Bellevue, WA 98005 Phone: 425-746-3200 Contact Name: Tyler J. Sweet, PLS Bush, Roed and Hitchings, Inc 2009 Minor Ave E Seattle, WA 98102-3513 Phone: 206-323-4144 Contact Name: Jeffrey McManus, PLS Duane Hartman and Associates 16928 Woodinville -Redmond Road, B-107 Woodinville, WA 98072 Phone: 425-483-5355 Contact Name: Duane Hartman, PLS Gray and Osborne, Inc 701 Dexter Ave N, Suite 200 Seattle, WA 98109 Phone: 206-284-0860 Contact Name: Thomas M. Merkel, PE Otak, Inc 10230 NE Points Drive, Suite 400 Kirkland, WA 98033 Phone: 425-822-4446 Contact Name: William C. Lawrence, PLS Page 5 of 7 H Tile Svs\IJSA - Util it Svstems Division Adtninistration''lSA-12 - Annual Consultant Agreement\USA-12-0023, - General Engmcrnng Ruste0200) - 2011\2009 Annual Consultant Roster dm PACE 11255 Kirkland Way, Suite 300 Kirkland, WA 98033 Phone: 425-827-2014 Contact Name: Martin Penhallegon, PE Martyp@paceengrs.com Pacific Geomatic Services, Inc 6608 216th St SW, Suite 304 Mountlake Terrace, WA 98043 Phone: 425-778-5620 Contact Name: Kerrel Bell, PLS Parametrix 1231 Friar Ave Sumner, WA 98390 Phone: 253-868-5128 Contact Name: David Ironmonger Perteet Inc 2707 Colby Ave, Suite 900 Everett, WA 98201 Phone: 1-800-615-9900 Contact Name: Mike Yeoman, PLS Roth Hill Engineering Partners 2600 116th Ave NE, # 100 Bellevue, WA 98004 Phone: 425-869-9448 Contact Name: Bill Holladay Triad Associates 12112 115th Ave NE Kirkland, WA 98034-6929 Phone: 425-821-8448 Contact Name: Richard Tomkins, PE Category K - Telemetry and SCADA Systems Brown and Caldwell One Convention Place, 701 Pike Street, Suite 1200 Seattle, WA 98101 Phone: 206-624-0100 Contact Name: Linnea Lubke, PE llubke@brwncald.com Casne Engineering, Inc 10604 NE 38th Place, Suite 205 Kirkland, WA 98033 Phone: 425-522-1000 Contact Name: Kenneth L. Albinger, P.E. ken.albinger@casne.com Harris Group Inc 200 W. Thomas Street, Suite 200 Seattle, WA 98119 Phone: 206-494-9583 Contact Name: Gilbert Kwan, P.E. Gilbert.Kwan@Harrisgroup.com HDR Engineering, Inc 500 108th Ave NE, Suite 1200 Bellevue, WA 98004-5549 Phone: 425-450-6200 Contact Name: Greg Pierson, PE greg.pierson@hdrinc.com Parametrix 1231 Friar Ave Sumner, WA 98390 Phone: 253-863-5128 Contact Name: Daniel McReynolds Reid Instruments 6824 St. Andrews Dr. Mukilteo, WA 98275 Phone: 425-349-3882 Contact Name: Tom Reid reidinst@msn.com RH2 Engineering 12100 NE 195th St, Suite 100 Bothell, WA 98011 Phone:1-800-720-8052 Contact Name: Tony Pardi, PE tpardi@rh2.com Page 6 of 7 H Tile SYs\USA -Utility Systems Division Administration\USA-12 - Annual Consultant .Agreement\USA-12-0023 General Engineering Roster\2009. Mil'2009 Annual Consultant Roster. doc Category L - Photogrammetry 3Di West 3400 W 11 th Ave Eugene, OR 97402 Phone: 541-343-8877 Contact Name: Bret Hazell, CP, RPP bhazell@3diwest.com Aero-Metric 12652 Interurban Ave S Seattle, WA 98168-3314 Phone: 206-244-2300 Contact Name: Jeffrey A. Keener Category M - Environmental Services (Fisheries, Wetlands, & Water Quality) ESA Adolfson 5309 Shilshole Ave NW, Suite 200 Seattle, WA 98107 Phone: 206-789-9658 Contact Name: Molly Adolfson Herrera Environmental Consultants 2200 Sixth Ave, Suite 1100 Seattle, WA 98121 Phone: 206-441-9080 Contact Name: Carlos E. Herrera, PE Integrated Aquatics 16706 NE 106th St Redmond, WA 98052 Phone: 206-788-6842 Contact Name: Paul Conrecode pconrecode@gmail.com Otak, Inc 10230 NE Points Drive, Suite 400 Kirkland, WA 98033 Phone: 425-822-4446 Contact Name: Dyanne Sheldon Parametrix 1231 Friar Ave Sumner, WA 98390 Phone: 253-863-5128 Contact Name: Peter Leon The Watershed Company 750 Sixth Street South Kirkland, WA 98033 Phone: 425-822-5242 Contact Name: A. William Way Page 7 of 7 H Tile SYs\USA -Utility Systems D—win .Administration\USA-12 -Annual Consultant AgreemenvUS.A-12-023 - General Engineering Roster\2r09 - 201 10009 .Annual Consultant Roster drw