The URL can be used to link to this page

Home My WebLink AboutSWP272952(8) Draft Design Report n r , Duvall Avenue NE/ Coa l Creek Parkway SE r y Reconstruction Project 1 Volume 2 of 3 - Appendixes Submitted to City of Renton Renton, Washington Submitted by R BERGS /ARAM E N G I N E E R S I N C. Job No. FAPWT-04-032 10 September 2004 APPENDIX A Preliminary Geotechnical Engineering Services Report r i 1 i 1 1 1 Report Geotechnical Engineering Services Duvall Avenue Northeast Improvements Renton, Washington March 22, 2004 For City of Renton and Berger/ABAM File No.0693-058-00\032204 March 22, 2004 City of Renton c/o Berger/ABAM, Inc. 33301 —9th Avenue South, Suite 300 Federal Way,Washington 98003 Attention: Gary L. Phillips, P.E. GeoEngineers is pleased to submit eight copies of our draft geotechnical engineering report for the rproposed Duvall Avenue Northeast Improvements in Renton and unincorporated King County, Washington. Our services have been performed in accordance with our contracts with Berger/ABAM Engineers, Inc. dated October 1 and 2, 2003. We appreciate the opportunity to provide geotechnical engineering services on the project. Please call if you have any questions regarding the information presented in this report or if you require additional information. Yours very truly, GeoEngineers, Inc. Thomas A. Tobin, PE Principal MAM:MWS:TATJa Redm:\00\F1n a1s\069305 800 R.doc Eight copies submitted i i 1 rCONTENTS Page No. INTRODUCTION..............................................................................................:...............................1 PROJECTDESCRIPTION...............................................................................................................1 PREVIOUSSTUDIES ......................................................................................................................2 FIELD EXPLORATIONS AND LABORATORY TESTING...............................................................2 FIELD EXPLORATIONS 2 LABORATORY TESTING 2 SITECONDITIONS..........................................................................................................................2 SETTING 2 GEOLOGY 3 SENSITIVE AREAS DELINEATION 3 SURFACE CONDITIONS 4 City of Renton Segment 4 King County Segment 4 SUBSURFACE CONDITIONS 5 General 5 Subsurface Soil Conditions 5 GROUNDWATER CONDITIONS 6 City of Renton Segment 6 King County Segment 7 PAVEMENT CONDITIONS 7 CONCLUSIONS AND DESIGN RECOMMENDATIONS... ......... ................................................7 SUMMARY OF GEOTECHNICAL CONSIDERATIONS 7 SENSITIVE AREAS IMPACTS 8 SLOPE STABILITY ANALYSES 9 General 9 Soil Models 9 Static Stability 9 Seismic Stability 9 EARTHQUAKE ENGINEERING 9 AASHTO Seismic Design Criteria 9 Liquefaction 10 Ground Rupture 10 Seismically Induced Landsliding 10 EARTHWORK 10 Earthwork Considerations 10 Clearing and Grubbing 11 Subgrade Preparation 11 Structural Fill Materials 11 Underground Utilities 14 Temporary Slopes 15 Benching 15 Permanent Slopes 15 Site Drainage 15 G e o E n g i n e e r s 1 File No.0693-058-00\032204 r rCONTENTS (Continued) ' Page No. NEW RETAINING WALLS 16 General 16 Cut Retaining Walls 16 Soldier Pile and Tieback Walls 16 Rockeries. 18 Fill Retaining Walls 20 Concrete Cantilever Walls 20 Mechanically Stabilized Earth Walls 21 Gabion Walls 22 Wall Drainage 22 PAVEMENT DESIGN 23 Pavement Alternatives 23 Pavement Design Criteria 23 New Asphalt Concrete Pavements 24 Asphalt Concrete Overlays 24 DRAINAGE 25 SIGNAL POLE FOUNDATIONS 26 STORMWATER DETENTION VAULT 26 General 26 Allowable Bearing Pressure and Settlement 26 Construction Considerations 27 Excavation 27 Lateral Pressures 27 ADDITIONAL GEOTECHNICAL SERVICES 28 4 LIMITATIONS... ........:.... . .:.. .......:. .......:. .......:. ......... ......... ..............................................28 REFERENCES...............................................................................................................................30 FIGURES Figure No. VICINITY MAP 1 SITE PLAN 2...8 LATERAL EARTH PRESSURES— PERMANENT SOLDIER PILE SHORING WALLS 9...10 APPENDICES Page No. APPENDIX A— FIELD EXPLORATIONS ....................................................................................A-1 GENERAL A-1 BORINGS A-1 APPENDIX A FIGURES Figure No. KEY TO EXPLORATION LOGS A-1 LOGS OF BORING A-2...A-17 G e o E n a i n e e r s 11 File No.0693-058-00\032204 CONTENTS (Continued) APPENDICES Page No. APPENDIX B—LABORATORY TESTING ..................................................................................B-1 GENERAL B-1 Moisture Content Testing B-1 Sieve Analyses B-1 Percent Passing U.S. NO. 200 Sieve B-1 Atterberg Limits Testing B-1 CBR Tests B-1 APPENDIX B FIGURES Fiqure No. SIEVE ANALYSIS RESULTS B-1...B-2 ATTERBERG LIMITS B-3...B-4 APPENDIX C—TIEBACK LOAD TESTING AND SHORING MONITORING PROGRAM..........C-1 TIEBACK TIN LOAD TESTING C-1 O S G Performance Tests C-1 Proof Tests C-2 SHORING MONITORING C-2 Pre-Construction Survey C-2 Optical Survey C-3 APPENDIX D— FALLING WEIGHT DEFLECTOMETER TESTING APPENDIX E— REPORT LIMITATIONS AND GUIDELINES FOR USE ...........................E-1...E-4 P G e o E n g i n e e r s 111 File No.0693-058-00\032204 REPORT GEOTECHNICAL ENGINEERING SERVICES DUVALL AVENUE NORTHEAST IMPROVEMENTS RENTON, WASHINGTON FOR CITY OF RENTON AND BERGER/ABAM INTRODUCTION This report presents the results of our geotechnical engineering services for the Duvall Avenue Northeast Improvement project. The project consists of improvements to the existing Duvall Avenue Northeast roadway between Sunset Boulevard (SR 900) and Southeast 100"' Street in Renton, Washington and widening and realignment of the roadway between Southeast 100'h Street and Southeast 95"' Way in unincorporated King County. Duvall Avenue Northeast becomes Coal Creek Parkway within the King County portion of the project alignment. The project location is shown on the Vicinity Map, Figure 1. Our understanding of the project is based on information provided by Berger/ABAM Engineers, Inc. and the City of Renton through telephone conversations, email and project meetings. The purpose of our services is to assist the project team with the geotechnical aspects of the road improvement project. We performed a geotechnical exploration program to provide geotechnical recommendations for earthwork activities,new and overlaid asphalt concrete pavement sections, retaining structures and other geotechnical aspects related to the project. Our services have been provided in accordance with our contracts with Berger/ABAM Engineers,Inc. The contract for the City of Renton portion of the alignment was executed on October 1, 2003. The contract for the Kin Coun ty my portton.of the alignment was executed on October 2, 2003. Results of our study have been provided to the project team through telephone conversations, correspondence, and a project meeting as the results became available. PROJECT DESCRIPTION The Duvall Avenue Northeast Improvement project consists of developing the roadway to City of Renton minor arterial design specifications between Sunset Boulevard and Southeast 95"' Way. This project will require acquisition of right-of-way for parcels located along the alignment. We understand that the roadway improvements will improve the existing two-lane road into a four- ` ` lane roadway with median, turn and bike lanes, improved lighting, signage and signalization, curbs, gutters and sidewalks. Associated improvements will include storm drainage enhancements and possible wetland mitigation. New embankments and/or retaining walls are to be included along the realigned portions of the project between Southeast 100'h Street and Southeast 95"'Way. Based on cross-sections provided by Berger/ABAM, the widened roadway section within the City of Renton right of way will consist of 4, 11-foot wide travel lanes, a 12-foot wide center turn lane, a 5-foot wide bike path along each curb and 6'/2-foot wide sidewalks. The roadway section within the King County right of way will be the same as for the City of Renton section except that the center turn lane will be replaced with an 8-foot wide median. G e o E ❑ g i ❑ e e r s )I File No.0693-058-00\032204 PREVIOUS STUDIES As part of our services, we researched previously prepared geotechnical soils reports prepared for sites within the project vicinity. Our research shows that GeoEngineers conducted an exploration program for a new residence upslope of the project alignment at approximately Station 215+00. The geotechnical soils report prepared for this site is titled, "Report, Geotechnical Consultation Services, Proposed McGrath Residence, Renton, Washington," dated May 30, 1995. The subsurface conditions documented in this report were used to confirm the subsurface conditions observed within the project alignment. FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface conditions along project alignment were evaluated by completing 9 borings with a truck- mounted drill rig and 7 borings with man-portable limited access drilling equipment. The subsurface explorations were completed at the locations shown on the Site Plan,Figures 2 through 8. The explorations were observed by a geotechnical engineer from our firm who examined and classified the soils encountered, obtained representative samples and prepared a detailed log of each exploration. Disturbed samples obtained from the explorations were placed in plastic bags and returned to our laboratory for further evaluation. Appendix,A includes logs of the explorations and details of the subsurface exploration procedures. LABORATORY TESTING Soil samples obtained from the explorations were transported to GeoEngineers' laboratory in Redmond, Washington and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil. Representative samples were selected for laboratory testing consisting of moisture content, percent passing the U.S. No. 200 sieve, sieve analyses, Atterberg limits, and CBR testing. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Appendix B includes a brief discussion of the laboratory tests and test results. SITE CONDITIONS SETTING The Duvall Avenue Improvement project is located in west central King County, Washington approximately 2 miles southwest of Cougar Mountain and approximately 2 miles east of Lake Washington. The southern two-thirds of the project alignment is located within the City of Renton while the remainder of the alignment is located in unincorporated King County. The City of Renton portion is located within an upland area. The King County portion of the alignment descends into the May Creek Valley. Within the Renton city limits, the roadway alignment ranges in elevation from Elevation 410 feet to Elevation 428 feet. Within unincorporated King County, the roadway alignment ranges in elevation from approximately Elevation 350 feet in the north to Elevation 422 feet in the south. G e o E n g i n e e r s 2 File No.0693-058-00\032204 GEOLOGY Published geologic information for the project vicinity includes an U.S. Geological Survey Map titled "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington" (Yount, 1993). The native soils in the vicinity of the site are the result of glacial and post glacial processes. Landforms within the area are primarily the result of recent glaciation, erosion, sedimentation,.and modification by road building activities. The glacial deposits are derived from several regional glaciations, the most recent of which occurred from about 13,500 to 15,000 years ago and is called the Vashon glaciation. Deposits within the area associated with Vashon glaciation include the following deposits, listed in descending order from most recent to oldest: recessional outwash, glacial till, advance outwash and glaciolacustrine silts and clays. Recessional outwash generally consists of loose to dense, moderately well sorted sands and gravels with a relatively low fines content. Glacial till typically consists of medium dense to very dense, non-stratified deposits of clay, silt, sand and gravel with occasional cobbles and boulders. The glacial till has been glacially overridden, but the upper 2 to 5 feet is often weathered and is typically medium dense to dense. The glacial till grades to dense and very dense below the weathered g zone. Advance outwash generally consists of moderately to well-sorted and well-stratified sand and gravel deposits with irregular lenses of fine gravel, silt and clay. The advance outwash was deposited by meltwater streams emanating from the advancing glacier, has been glacially overridden, and generally varies from dense to very dense. The glaciolacustrine deposits generally consist of stiff to hard silts and clays with interbedded sands and occasional gravels. These soils were deposited in pro-glacial lakes and have been glacially consolidated. Also expected within the project area are deposits of colluvium. Colluvium is a soil unit that mantles a hill slope and is derived from the native geological units that underlay the hill slope. Colluvium is generally very loose to loose and is generated by erosional processes through time. Colluvium may range in thickness from a few inches to several feet depending on the slope angle, age, vegetation, geologic origin and other factors. SENSITIVE AREAS DELINEATION As part of our investigation of the project site, we reviewed the available sensitive areas maps published by the City of Renton and King County. The maps delineate environmentally sensitive (critical) areas as defined in Chapter 4-3 of the Renton Municipal Code and in Chapter 21 of the King County code. These areas include areas at high risk of earthquake, landslide, flood and erosion hazards, wetlands or lands adjacent streams,rivers and other bodies of water, and aquifer protection areas. Our review of the sensitive areas maps indicates that a portion of the project site is located adjacent an area delineated as an erosion hazard area within the King County segment. The erosion hazard area is located downslope of Duvall Avenue (Coal Creek Parkway) between Southeast 100`h Street and Southeast 95`h Way. The project area within the City of Renton is delineated as an Aquifer Protection Area Zone 2. No geologic hazard areas are delineated within the City of Renton project area. ' G e o E n g i n e e r s 3 File No.0693-058-00\032204 SURFACE CONDITIONS The project site is located along Duvall Avenue Northeast/Coal Creek Parkway between Sunset Boulevard and Southeast 95th Way in Renton, Washington (Vicinity Map, Figure 1). The road alignment and project area are oriented approximately north to south. The majority of the property adjacent to the alignment is residential or currently undeveloped. The portion of the alignment located between Sunset Boulevard (SR-900) and approximately Southeast 100'' Street is located within the City of Renton City Limits and is referred to hereafter as the City of Renton segment. The portion of the alignment located between Southeast 100`h Street and Southeast 95 h Way is located in unincorporated King County and is referred to hereafter as the King County segment. City of Renton Segment The present configuration of the road consists of two paved traffic lanes with dedicated turning lanes/center turn lane between Sunset Boulevard (SR-900) and Northeast 23rd Street. These lanes combine for a total paved road surface ranging from approximately 34 to 60 feet in width. Right turn lanes and merging lanes are located on the east side of Duvall Avenue at the intersections of Northeast 19`' Street and Northeast 21" Street. Paved shoulders are adjacent to most of the paved roadway. Road surface gradients are less than 1 percent. A 6-foot wide sidewalk is located along the;east;side of Duvall Avenue between Sunset Boulevard (SR-900) and 185+50, between Stations 188+85 and 192+00 and between Stations 193+10 and 196+30. �n A 5 to 6-foot wide sidewalk is located along the west side of Duvall Avenue between Sunset Boulevard (SR-900) and Station 179+10, between Stations 187+50 and 190+25 and between 192+00 and 195+10. ' Shallow unlined ditches are located on the west side of the roadway for stormwater runoff collection. These ditches are located between Stations 180+50 and 186+10 and between Station 196+10 and Southeast 100'h Street. The topography of the surrounding areas is generally flat with the roadway alignment ranging in elevation from Elevation 410 feet to Elevation 428 feet. The majority of the property adjacent to the alignment consists of residential properties. Commercial properties are located on the east side of Duvall Avenue between Sunset Boulevard (SR-900) and Station 182+50 and on the west side of Duvall Avenue between Sunset Boulevard (SR-900) and Southeast 107ffi Place. The vegetation observed along the alignment consists primarily of ornamental landscaping and natural vegetation. Several large conifer trees are located on the west side of Duvall Avenue along the entire length of this segment. No surface water features were observed within this segment of the project. King County Segment The present configuration of the road consists of two paved traffic lanes. These lanes combine for a total paved road surface of approximately 34 feet wide. A 4-foot wide paved shoulder is located along each side of the roadway. Road surface gradients range from 2 to 8 percent within the King County segment. A shallow unlined ditch is present on the west side of the roadway for stormwater runoff collection. G e o E n g i n e e r s 4 File No.0693-058-00\032204 The roadway alignment traverses the southern flank of the May Creek Valley. The road was likely constructed by cut and fill earthwork methods. The slopes of the valley upslope of the alignment within this segment range from 1.5H:1V (Horizontal to Vertical) to 5H:1V. The fill embankment along the east side of Duvall Avenue/Coal Creek Parkway ranges in inclination from 1.5H:1 V to 3H:IV. No evidence of slope instability was observed along the slopes in the vicinity of the project during our field explorations. A culvert crosses under the road section at approximately Station 208+25. This culvert provides drainage for stormwater runoff from the system of ditches along the west side of the alignment between Northeast 2151 Street and the culvert inlet. A ditch conveys the stormwater runoff towards the north. The outfall of the culvert is protected with a layer of rip-rap. The ditch banks immediately downstream of the culvert outfall range in inclination up to 1H:1V. Erosion of the southern ditch bank due to undercutting was observed during the performance of our explorations. Ground surface elevations along the alignment range from Elevation 360 feet near Northeast 95`h Way to Elevation 422 feet in the south. The adjacent property in this segment is largely undeveloped residential property; a City of Renton property lies adjacent the east side of alignment between Stations 211+00 and 216+50. Vegetation along this segment consists primarily of native underbrush. Large conifer as well as maple and alder trees are located along both sides of the alignment. SUBSURFACE CONDITIONS General Sixteen borings (13-1 through B-16) were completed to evaluate subsurface soil and ground water conditions along the project alignment. The logs of the explorations are'presented in Appendix A. A description of the subsurface` conditions along the project alignment is presented in the following paragraphs. Subsurface Soil Conditions City of Renton Segment. Six borings (borings B-11 through B-16) were completed within the City of Renton segment to depths of 8'/2 to 21'/2 feet. Borings B-12 and B-13 were completed near planned signal pole locations at NE 19`h Street while the remainder of the borings were completed within the Duvall Avenue alignment. The soil units observed within this segment included fill, recessional outwash, glacial till and glaciolacustrine deposits. Fill. Fill consisting of loose to medium dense silty sand with gravel was encountered near the surface in borings B-12, B-14 and B-16 to depths of up to about 5 feet. Recessional Outwash. Recessional outwash consisting of medium dense to dense gravel with sand and variable silt content was observed below the asphalt in borings 13-I1 and B-15 to depths of 4'/2 and 7 feet, respectively. ' G e o E n g i n e e r s 5 File No.0693-058-00\032204 Glacial Till. Glacial till consisting of medium dense to very dense silty sand with gravel was observed in each of the borings below either the fill or recessional outwash where present. The glacial till F was encountered to a depth of 10 feet in boring B-11. Borings B-12 through B-16 were completed in the glacial till. The upper 2 to 3 feet of the glacial till was observed to be weathered in borings B-13 and B- 14 with densities ranging from medium dense to dense. Glaciolacustrine Deposits. Glaciolacustrine deposits consisting of hard silt with lenses and interbeds of silty sand was encountered at a depth of 10 feet in boring B-11, below the glacial till. Boring B-11 was completed in this unit at a depth of 21'/2 feet. King County Segment. Ten borings (borings B-1 through B-10) were completed within the King County segment. Borings B-1, B-3, B-6 and B-9 were completed in the northbound lane of Duvall Avenue/Coal Creek Parkway. Borings B-2, B-5 and B-8 were completed upslope of the existing roadway alignment, while borings B-4, B-7 and B-10 were completed downslope of the existing roadway alignment. The soil units observed within this segment included fill, colluvium, advance outwash and glaciolacustrine deposits. Fill. Fill consisting of very loose to medium dense silty sand with variable gravel content and very soft sandy silt was encountered in borings B-1, B-3, B-6 and B-9. The fill ranged up to 11'/2 feet thick. Occasional organic matter was observed in the fill soils. Colluvium. Colluvium consisting of very loose to medium dense silty sand with variable gravel content was encountered in borings B-2, B-4, B-5 and B-10. The colluvium ranged in thickness from 2 '/2 to 8 feet in these borings. Advance Outwash. Advance outwash consisting of medium dense to dense silty sand and sandy silt was encountered in borings B-2, B-3, B-5, B-8, B-9 and B-10 and ranged in thickness from 6 to ' 35 feet. Borings B-5 and B-8 were completed in advance outwash at depths of 29 and 23'/2 feet, respectively. Glaciolacustrine Deposits. Glaciolacustrine deposits consisting of stiff to hard silts and clays with occasional gravel and lenses of fine sand were encountered in borings B-1, B-2, B-3, B-4 B-6, B-7, B-9 and B-10 and ranged in thickness from 4 to 29'h feet. Theses borings were completed in the glaciolacustrine deposits. GROUNDWATER CONDITIONS City of Renton Segment We observed perched ground water at depths of 2 and 4 feet below the existing ground surface in borings B-11 and B-12, respectively. Groundwater was not observed during drilling in borings B-13 through B-16. Ground water levels are expected to fluctuate as a result of season, precipitation, and other factors. G e o E n g i n e e r s 6 File No.0693-058-00\032204 King County Segment We observed perched ground water borings in each of the borings during drilling except in boring B-7. The table below summarizes groundwater levels observed at the time of drilling. The depths to groundwater represent conditions observed during drilling and may not represent the true static groundwater level because it can take hours or even days for the groundwater level observed in a boring to reach equilibrium. Ground water levels are expected to fluctuate as a result of season, precipitation, and other factors. Downslape of Alignment Within'Alignment" UPslope of Alignment Boring " Depth(ft) Boring Depth(ft): Boring.' Depth(ft) B-4 1 B-1 5 B-2 8 B-7 N/A B-3 3 B-5 14 B-10 3 B-6 7 B-8 19 B-9 15 PAVEMENT CONDITIONS The existing pavement throughout the project consists of asphalt concrete of varying age and condition. Pavement thickness ranges from 4 to 5'h-inches at the roadway boring locations. A 4-inch thick base course layer was observed beneath the pavement in boring B-16 but not in the other roadway borings. Generally, the existing pavement is in fair condition; however, there are many areas of distressed pavement resent along the alignment. We observed numerous areas of alligator cracking P P g i� g b, transverse and longitudinal cracks, and areas of patched pavement. A detailed visual pavement survey was performed by one of our representatives as part of this study between Sunset Boulevard (SR-900) and Southeast 100 Street. Falling weight deflectometer (FWD) testing was also performed at approximately 150-foot intervals along the project alignment. The results of the FWD testing are presented in Appendix D. Areas of significant pavement damage were marked on a site plan, from which the approximate Station locations were determined. Qualitative observations were made to assess the condition of damaged pavement. These observations were correlated with the FWD test results. The results of our visual survey indicate that the pavement surface between Sunset Boulevard (SR-900) and Southeast 100`h is largely in fair condition. Our survey noted extensive longitudinal cracking and utility patches. The severity of the cracking was observed to be moderate. Occasional transverse cracking was noted as well but the severity of the cracking was relatively minor. Occasional alligator cracking was also observed along the section surveyed. The most significant alligator cracking was observed between stations Station 193+00 and Station 196+00. CONCLUSIONS AND DESIGN RECOMMENDATIONS SUMMARY OF GEOTECHNICAL CONSIDERATIONS In our opinion, the proposed roadway improvement project is geotechnically feasible at this site provided that the considerations and recommendations presented in this report are incorporated in the project planning. The primary geotechnical considerations for the project are as follows: G e o E n g i n e e r s 7 File No.0693-058-00\032204 1. Groundwater seepage is anticipated in cuts made upslope of the existing roadway in the King County segment. This groundwater seepage should be captured by means of a permanent ditch or interceptor trench. 2. Where glaciolacustrine silt soils are present near subgrade elevation, the subgrade may need to be stabilized with a separation geotextile and a layer of crushed rock or quarry spalls. This condition exists throughout most of the King County segment. 3. Much of the on-site soils will not be suitable for reuse as structural fill, especially during wet weather construction. In many areas, the on-site soils have natural moisture contents far above the optimum moisture content for structural fill placement. Grading will be most economical if performed during periods of extended dry weather. 4. Soft subgrade soils conditions are likely to be encountered along the roadway alignment. Measures for stabilizing theses areas may be required. Prior to placing new fills, sub-base or base course materials, subgrade areas should be proofrolled to locate any soft or pumping soils. Proofrolling can be completed using a piece - p g p of heavy tire-mounted equipment or a loaded dump truck. If soft or pumping soils are observed, such unsuitable subgrade soils should be overexcavated and replaced. 5. Cuts in excess of 20 feet will be required along the west side of Coal Creek Parkway within the King County segment. Due to the groundwater seepage expected from such cuts, we recommend that cantilevered soldier pile and soldier pile and tieback walls be constructed to retain these cut slopes. 6. Retained fill embankments are geotechnically feasible at the site. We expect that loose fill and colluvial soils will be encountered near the surface where fill embankments are planned. It will be necessary to remove and replace loose soils from below the retained embankment locations in order to limit the amount of settlement of the embankments. These and other geotechnical considerations are discussed further, and recommendations pertaining to the geotechnical aspects of the project are presented in the following sections of this report. These recommendations include considerations regarding construction of new sloped embankments, retained embankments, cut slopes, pavement sections, utility trenches, and drainage. SENSITIVE AREAS IMPACTS The planned improvements along Duvall Avenue have the potential to impact the erosion hazard area delineated by King County along the east side of Coal Creek Parkway between Southeast 100'h Street and Southeast 95"' Way. The project's impact on this area may be mitigated through the implementation of temporary sedimentation and erosion control measures during the course of the project and the establishment of permanent erosion control measures at project completion. The project impact on erosion-prone areas can be reduced by implementing an erosion and sedimentation control plan. The plan should be designed in accordance with applicable city and/or county standards. Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help limit erosion and reduce transport of sediment to adjacent areas and receiving waters. Permanent erosion protection should be provided by re-establishing vegetation by hydroseeding or landscape planting. G e o E n g i n e e r s 8 File No.0693-058-00\032204 F Until the permanent erosion protection is established and the site is stabilized, site monitoring should t be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and repair and/or modify them as appropriate. SLOPE STABILITY ANALYSES General Slope stability analyses were performed to evaluate the stability of the existing slopes and the final slope configuration after the realignment of Duvall Avenue. For our analyses we used the slope stability program XSTABL Version 5.2. Analyses were performed at Stations 208+75 and Station 212+25. The topographic information used to generate the cross-sections was obtained from drawings prepared by W&H Pacific. Soil Models Soil strength parameters for the slope stability analyses were selected by reviewing the blowcount information from the borings along the project alignment and from our professional judgment based on the geologic origin of the soil units. We used the soil strength parameters shown in the following table for our analyses: Cohesion(Psf1 ' 'degrees Fill/Colluvium 0 32 Outwash Sand 0 35 Glaciolacustrine Silt 250 34 Static Stability We evaluated the local and global static slope stability of the existing and proposed slopes along the current and proposed alignments. Based on our analyses, the slopes along the existing and proposed alignments have adequate factors of safety against sliding. The minimum factor of safety against sliding was 1.1,which was generated from our analysis at Station 208+75. Seismic Stability We also evaluated the local and global seismic slope stability of the existing and proposed slopes j, along the current and proposed alignments. A horizontal acceleration coefficient of 0.16g was used in each of the slope models. This acceleration coefficient corresponds to 50 percent of the predicted peak ground acceleration for an earthquake with a 10 percent probability of exceedance in 50 years. Our analyses indicate that for the conditions evaluated, the minimum factor of safety against sliding was 1.1 from our analysis at Station 208+75. EART HQUAKE ENGINEERING AASHTO Seismic Design Criteria We have reviewed the AASHTO Standard Specifications for Highway Bridges, Seventeenth Edition, 2002. Our review indicates that the provisions outlined in Division 1A, Section 3 apply to this project. G e o E n g i n e e r s 9 File No.0693-058-00\032204 Acceleration Coefficient. We have reviewed data available from the 1996 USGS National Seismic Hazards Mapping Project. The USGS data indicates that the peak ground acceleration with a 10 percent probability of exceedance in 50 years is approximately 0.32g for the site vicinity. ,. Soil Profile Type. The AASHTO specifications express the effects of site-specific subsurface conditions on the ground response in terms of the soil profile type for the site. Based on the soil conditions in the immediate vicinity of the site, we recommend that a Soil Profile Type II be used for this project. The soils at the site fit the general description of `a profile of deep stiff cohesive or stable cohesionless soil conditions where the soil depth exceeds 200 feet.' For Site Profile Type II, the corresponding site coefficient, S, is 1.2. Liquefaction Liquefaction refers to the condition where vibration or shaking of the ground, usually from earthquake forces, results in the development of excess pore pressures in saturated soils with subsequent loss of strength in the deposit of soil so affected. In general, soils that are susceptible to liquefaction include very loose to medium dense clean to silty sands that are below the water table. Based on review of the boring logs along the project alignment, it is our opinion that there is a low potential for the site soils located below the groundwater table to liquefy under a magnitude 7.5 design earthquake with a horizontal ground acceleration of 0.32g. Ground Rupture Based on USGS maps of active faults in the Puget Sound region, the site is located approximately 2 miles south of the Seattle Fault Zone' Because of the site is outside of the mapped Seattle Fault Zone, it is our opinion that the potential for surface fault rupture is low. Seismical) Induced Landslidin Y 9 The potential for seismically induced landsliding along the project alignment is relatively low as the soils that comprise the slopes along the existing roadway alignment are anticipated to consist of relatively stable deposits of dense to very dense glacially consolidated soils. We performed seismic slope stability analyses at two sections along the alignment at stations Station 208+75 and Station 212+25. Our analyses indicate factors of safety of about 1.1 or greater for seismic r slope stability at these two locations. EARTHWORK Earthwork Considerations Fill, colluvium, glacial till, advance outwash and glaciolacustrine soils were observed in the explorations. We anticipate that these soils can be excavated with conventional excavation equipment, such as trackhoes or dozers. Localized areas of the glacial till may require "ripping" to aid in excavation. Cobbles and boulders are frequently encountered in glacial soils and the contractor should be prepared to deal with them. G e o E n g i n e e r s 10 File No.0693-058-00\032204 Clearing and Grubbing The existing ground surface within the embankment areas is typically vegetated, paved, or currently occupied by residential properties and structures as discussed in the surface conditions portion of this report. Existing storm drainage structures that will be decommissioned as part of the project such as catch basins and culverts should be removed and replaced with compacted structural fill. Embankment areas covered with vegetation should be cleared and grubbed in accordance with Section 2-01 of the WSDOT Standard Specifications. Subgrade Preparation Prior to placing new fills, sub-base or base course materials, subgrade areas should be proofrolled to locate areas of loose, soft or pumping soils. Proofrolling can be completed using a piece of heavy tire- mounted equipment or a loaded dump truck. If soft or pumping soils are observed, such unsuitable Subgrade soils should be recompacted or overexcavated and replaced. The depth of overexcavation ` should be determined by the Geotechnical Engineer. If deep pockets of soft or pumping soils are encountered, it may be possible to limit the depth of overexcavation by placing a structural geotextile fabric such as Mirafi 50OX (or similar fabric) on the overexcavated subgrade and covering the geotextile with structural fill. The geotextile will provide additional support by bridging over the soft material, and will help reduce fines contamination into the structural fill. The need for geotextile fabric and overexcavation should be evaluated by the Geotechnical Engineer. Groundwater seepage is anticipated at the proposed subgrade elevation and in cuts for portions of the King County segment of the alignment. The groundwater:seepage should be captured by means of a ditch, interceptor drain or drainage blanket, where encountered. See the Drainage section of this report for recommendations regarding ditches and interceptor trenches. In order to stabilize the roadway subgrade in areas where seepage or wet soils are present, a drainage layer consisting of geotextile fabric, such as Mirafi 140N, overlain by 12 inches of shoulder ballast or 2-4 inch quarry spalls may be necessary. The Geotechnical Engineer should monitor the subgrade preparation operations to help determine the depth of removal of soft or pumping soils, and to evaluate if subgrade disturbance or progressive deterioration is occurring. Subgrade disturbance or deterioration could occur if the subgrade is wet and can not be dried. If the subgrade deteriorates during proofrolling or compaction, it may become necessary to modifythe roofrollin or compaction criteria or methods. P g P Backfill in old utility trenches that exhibit surface settlement or pavement distress should be tested and recompacted if necessary. The uppermost 2 feet supporting the pavement structure should be compacted to at least 95 percent of the maximum dry density (ASTM D 1557). Material below this level should be compacted to at least 90 percent. Structural Fill Materials �A General. Materials used to construct roadways, placed to support retaining structures or foundations, or placed behind retaining structures is classified as structural fill for the purpose of this report. Structural fill material quality varies depending upon its use as described below: G e o E n g i n e e r s I<1 File No.0693-058-00\032204 f 1. As a minimum, structural fill placed to construct embankments and roadways, to backfill utility trenches and retaining walls and to support foundations should meet the criteria for common borrow as described in Section 9-03.14(3) of the 2004 WSDOT Standard Specifications. Common borrow will be suitable for use as structural fill during dry weather conditions only. If structural fill is placed during wet weather, the structural fill should consist of gravel borrow as described in Section 9- 03.14(1) of the 2004 WSDOT Standard Specifications. 2. Structural fill placed immediately behind concrete cantilever or gravity walls (drainage zone) should meet the criteria for gravel backfill for walls as described in Section 9-03.12(2)of the 2004 WSDOT Standard Specifications. 3. Structural fill placed to construct interceptor trenches (drain rock) should meet the criteria for gravel backfill for drains as described in Section 9-03.12(4)of the 2004 WSDOT Standard Specifications. 4. Structural fill placed as crushed surfacing base course below pavements should conform to Section 9- 03.9(3) of the 2004 WSDOT Standard Specifications. 5. Structural fill placed as a drainage blanket below pavements and fills should meet the criteria for shoulder ballast as described in Section 9-03.9(2)of the 2004 WSDOT Standard Specifications. 6. Structural fill placed as working pad material should conform to Section 9-13.6 of the 2004 WSDOT Standard Specifications (quarry spalls). 7. Structural fill placed within the reinforced zone of mechanically stabilized earth (MSE) walls should .. consist of gravel borrow as described in Section 9-03.14(l) of the 2004 WSDOT Standard Specifications. On-site Soils. The soils observed in the explorations generally contain a high percentage of fines (silt and clay) and are moisture-sensitive. A small portion of the granular on-site soils may meet the criteria for common borrow and may be suitable for use during dry weather construction only provided + the soil has a moisture content near optimum. The native fine-grained soils silt and clay) do not meet the op m g ( y) criteria for common borrow and should not be used. The on-site soils will not be suitable for use during wet weather construction. It is important to note that the majority of these on-site soils have natural moisture contents well over the optimum moisture content required for proper compaction. Thus, these materials would need to be dried to achieve the recommended compaction criteria. Fill Placement and Compaction Criteria. Structural fill should be mechanically compacted to a firm, non-yielding condition. Structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: 1. Structural fill placed behind concrete cantilever retaining walls should be compacted to 90 to 92 percent of the maximum dry density (MDD) in accordance with ASTM D 1557. Care should be taken when compacting fill near the face of retaining walls to avoid over-compaction and hence overstressing the walls. 2. Structural fill placed as MSE wall reinforced zone fill should be compacted to 95 percent of the MDD in accordance with ASTM D 1557. f G e o E n g i n e e r s 12 File No.0693-058-00\032204 3. Structural fill in embankment and new pavement areas, including utility trench backfill, should be compacted to 90 percent of the MDD in accordance with ASTM D 1557, except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD. 4. Structural fill placed below foundations should be compacted to 95 percent of the MDD in accordance with ASTM D 1557. 5. Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MDD in accordance with ASTM D 1557. We recommend that the Geotechnical Engineer be present during proof-rolling and/or probing of the exposed subgrade and pavement subgrade soils, and placement of structural fill. The Geotechnical Engineer will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture-density tests in the fill to evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedure which may be appropriate for the prevailing conditions. Weather Considerations. The on-site soils generally contain a high percentage of fines (silt and clay) and are moisture sensitive. When the moisture content of these soils is more than a few percent above the optimum moisture content, these soils become muddy and unstable, operation of equipment on these soils will be difficult, and it will be difficult or impossible to meet the required compaction criteria. Additionally, disturbance of near surface soils should be expected if earthwork is completed during periods of wet weather. It will be preferable to schedule site preparation and earthwork activities during extended periods of dry weather when the soils will (1) be less susceptible to disturbance, (2) provide better support for construction equipment, and (3)more likely to meet the required compaction criteria. The wet weather season generally begins in October and continues through May in western Washington; however, periods of wet weather may occur during any month of the year. The optimum earthwork period for these types of soils is typically June through September. If wet weather earthwork is unavoidable, we recommend that: • The ground surface in and around the work area should be sloped so that surface water is directed away from the work area. The ground surface should be graded such that areas of ponded water do not develop. Measures should be taken by the contractor to prevent surface water from collecting in excavations and trenches. Measures should be implemented to remove surface water from the work area. • Erosion control techniques should also be implemented to prevent sediment from leavi ng the site. • Earthwork activities should not take place during periods of heavy precipitation. i • Slopes with exposed soils should be covered with plastic sheeting. • The contractor should take necessary measures to prevent on-site soils and soils to be used as fill from becoming wet or unstable. These measures may include the use of plastic sheeting, sumps with pumps, and grading. The site soils should not be left uncompacted and exposed to moisture. Sealing the surficial soils by rolling with a smooth-drum roller prior to periods of precipitation will help reduce the extent that these soils become wet or unstable. • Construction activities should be scheduled so that the length of time that soils are left exposed to moisture is reduced to the extent practical. G e o E n g i n e e r s 13 File No.0693-058-00\032204 Underground Utilities Temporary Shoring. The installation of the new underground utilities may require some type of shoring system to support the temporary excavations and maintain the integrity of the surrounding undisturbed soils, reduce disruption of adjacent improvements, as well as to protect the personnel working within the excavations. Because of the diversity of available shoring systems and construction techniques, the design of temporary shoring is most appropriately left up to the contractor proposing to complete the installation. The following paragraphs present recommendations for the type of shoring system and design parameters that we conclude are appropriate for the subsurface conditions at the project. The soils within the project area can be retained using conventional trench shoring systems such as trench boxes. The design of temporary shoring should allow for lateral pressures exerted by the adjacent soil, surcharge loads due to traffic, construction equipment, and temporary stockpiles adjacent to the + excavation, etc. Temporary shoring used to support trench excavations typically uses internal bracing such as hydraulic or fixed braces. Temporary trench shoring using internal bracing can be designed using active soil pressures. We recommend that temporary shoring be designed using a lateral pressure equal to an equivalent fluid density of 35 pounds per cubic foot (pcf), for conditions with horizontal backfill adjacent to the excavation. If the ground within 5 feet of the excavation rises at an inclination of 11/2H:IV or steeper, the shoring should be designed using an equivalent fluid density of 75 pcf. For adjacent slopes flatter than 11/2H:IV, soil pressures can be interpolated'between this range of values. Other conditions should be evaluated on a case by case basis. These lateral soil pressures do not include traffic or construction surcharges that should be added separately, if appropriate. Shoring should be designed for a traffic influence equal to a uniform lateral pressure of 100 pounds per square foot(psf) acting over a depth of 10 feet from the ground surface. More conservative pressure values should be used if the designer deems them appropriate. These soil pressure recommendations are predicated upon the construction being essentially dewatered; therefore, hydrostatic water pressures are not included. Dewatering Considerations. Based on the available subsurface information, the proposed excavations will not likely extend below the regional groundwater table. However, perched groundwater will most likely be encountered throughout the site. In general, we anticipate that groundwater seepage in ' the proposed excavations can be controlled with in-trench pumping from sumps. Trench Dams. The sand and gravel bedding material around the new utility pipes will act as a conduit for groundwater flow in areas where groundwater is present. Groundwater flowing along the �,. beddingmaterial into open sections of the trench may need to be controlled tomaintain' p y suitable working conditions in the trench. Groundwater flowing through the bedding material may also need to be controlled to prevent the migration and piping of the utility trench backfill. G e o E ❑ g i ❑ e e r s 14 File No.0693-058-00\032204 R� 6 We recommend placing fine-grained soil or control-density fill (CDF) trench dams, spaced about every 100 feet along the pipe, within the bedding and backfill to reduce the flow of water into active work areas and to lower elevations along the alignment following project completion. The trench dams should extend along at least 5 feet of the trench at each location. The native glacial till and glaciolacustrine soils ' are considered to be suitable for trench dam construction provided the specified compaction criteria is achieved. Temporary Slopes We recommend that temporary unsupported cut slopes greater than 4 feet deep be inclined no steeper than 11/211:IV. This applies to fully dewatered conditions. Flatter slopes may be necessary if seepage is present on the cut face. Temporary cut slopes should encroach no closer than 5 feet laterally from roadways,pavements, structures or other improvements. Some sloughing and raveling of the cut slopes should be expected. Temporary covering, such as heavy plastic sheeting, should be used to protect these slopes during periods of rainfall. Surface water runoff from above cut slopes must be prevented from flowing over the slope face by using curbs, berms, drainage ditches, swales or other appropriate methods. If temporary cut slopes experience excessive sloughing or raveling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing excessive sloughing or raveling can be flattened, re-graded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to groundwater seepage. Benching In the area where fill will be placed against existing slopes, the fill should be effectively keyed into the existing slope as described in Section 2-03.3(14) of the 2004 WSDOT Standard Specifications. Permanent Slopes We recommend that permanent cut and fill slopes be constructed no steeper than 214:1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly (I to 2 feet) and subsequently cut back to expose properly compacted fill. We recommend that the finished slope faces be compacted by track walking with the equipment running perpendicular to the slope contours so that the track grouser marks help provide an erosion resistant slope texture. To reduce erosion, newt constructed slopes should be planted or h droseeded shortly after Y P P Y Y completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, loose straw, or excelsior or straw/coconut matting should be used to protect the slopes during periods of rainfall. Site Drainage Permanent drainage systems should intercept surface water runoff at the top and/or bottom of cut and fill slopes to prevent it from flowing in an uncontrolled manner across or off of the site. The finished G e o E n g i n e e r s IJ File No.0693-058-00\032204 ground surface adjacent to new retaining walls should be sloped so that surface water runoff flows away from the structures. NEW RETAINING WALLS General We understand that cut and fill retaining walls are being considered for the planned roadway improvements. The following table summarizes the approximate retaining wall locations and geometries for the project. The following sections provide recommendations for each type of retaining wall system considered for this project. Station(Approximate) Cut/Fill Height(ft) .. 208+50 to 209+50 Cut 2-10 209+50 to 211+50 Cut 10-20 211+50 to 213+50 Cut 20-25 213+50 to 215+00 Cut 10-20 215+00 to 218+50 Cut 3-10 212+00 to 214+00 Fill 8-15 214+00 to 219+00 Fill 2-8 Cut Retaining Walls Based on the information provided to us with regards to the proposed new alignment within the King County segment of the project,cuts in excess of 20 feet will be required along the west side of Coal Creek Parkway. Due to the groundwater seepage expected from such cuts and loose near surface soils, we recommend that cantilevered soldier pile and soldier pile and tieback walls be constructed to retain the majority of the cut slopes within the King County segment. Rockeries may be used where cut slope heights are no more than 6 feet. The following sections provide design recommendations for cut retaining walls suitable for this project. Soldier Pile and Tieback Walls Soldier Piles. We recommend that soldier pile walls be designed using the earth pressure diagrams presented in Figures 9 and 10. The earth pressures presented in Figure 9 are for full-height cantilever soldier pile walls or full-height soldier pile walls with one level of tieback anchors. The earth pressures presented in Figure 10 are for full-height soldier pile walls with multiple tieback levels. The earth pressure diagrams presented in Figures 9 and 10 include the effects of varying backslope inclinations. Other surcharge loads, such as foundations, construction equipment, or construction staging areas, should be considered on a case-by-case basis. We recommend that the embedded portion of the soldier piles be at least 2 feet in diameter and extend a minimum distance of 10 feet below the base of the excavation to resist "kick-out." The axial capacity of the soldier pile must resist the downward component of any vertical loads, as appropriate. We recommend using an allowable end-bearing value of 25 kips per square foot (ksf) for piles supported on G e o E n g i n e e r s 16 File No.0693-058-00\032204 the very dense advance outwash or very stiff to hard glaciolacustrine soils. The allowable end bearing value should be applied to the base area of the drilled hole into which the soldier pile is concreted. This value includes a factor of safety. Boulders may be encountered in the glacially consolidated soils. The contractor should be prepared to address the presence of boulders during construction. Lagging. Permanent lagging should be installed between the soldier piles to retain the soils. Permanent lagging may consist of timber or concrete. If timber is used, it must be adequately treated for protection against water and decay. We recommend that the lagging be designed for uniform pressures equal to the full static earth pressure depicted on Figure 9 or 10. This pressure reduction is based on a maximum center-to-center pile spacing of 8 feet. If a wider spacing is desired, we should be requested to review the lagging pressures. The space behind the lagging should be packed with a geotextile filter fabric or be filled with soil as soon as practical. Placement of this material will help reduce the risk of voids developing behind the wall. Tiebacks. Tieback anchors can be used for wall heights where cantilever soldier pile walls are not cost effective. Tieback anchors should extend far enough behind the wall to develop anchorage beyond the "no-load" zone and within a stable soil mass. The anchors should be inclined downward at 15 to 25 degrees below the horizontal. We recommend that the tiebacks be double-corrosion protected because they will support load on a permanent basis. Centralizers should be used to keep the tieback in the center of the hole during grouting. Structural grout or concrete should be used to fill the bond zone of the tiebacks. The no-load zone of the tieback should be filled with a non-cohesive material such as sand slurry. Loose soil and slough should be removed from the holes drilled for tieback anchors prior to installing the tieback. The contractor should take necessary precautions to minimize loss of ground and prevent disturbance to previously installed anchors and existing improvements in the site vicinity. Holes drilled for tiebacks should be grouted/filled promptly to reduce the potential for loss of ground. Boulders may be encountered in the glacially consolidated soils. The contractor should be prepared to address the presence of boulders during construction. Tieback anchors should develop anchorage in the very dense advance outwash or very stiff or hard glaciolacustrine soils. We recommend that spacing between tiebacks be at least 3 times the anchor hole diameter to minimize group interaction. We recommend a preliminary design adhesion value between the anchor and soil of 1 ksf. Higher adhesion values may be developed depending on the anchor installation technique. The contractor should be given the opportunity to use higher adhesion values by conducting performance tests prior to the start of the production tiebacks anchor installation. If post-grouting or pressure grouting is used, no post-grouting or pressure grouting should take place within the no-load zone �j of the tiebacks. Caution should be exercised when post-grouting or pressure grouting to prevent deflection of the shoring system or damage to existing improvements, such as utilities. G e o E n g i n e e r s 17 File No.0693-058-00\032204 The tieback anchors should be performance and proof tested to confirm that the tiebacks have adequate pullout capacity. The pullout resistance of tiebacks should be designed using a factor of safety of 2. The pullout resistance should be verified by completing at least two successful performance tests in each soil type. Each tieback should be proof tested to 130 percent of the design load. Performance and proof tests should be completed as described in Appendix C, Tieback Load Testing and Shoring Monitoring Program. The tieback layout and inclination should be checked by GeoEngineers and the contractor to confirm that the tiebacks do not interfere with foundation elements for adjacent structures or other existing improvements such as buried utilities. Drainage. Seepage zones will likely be encountered behind the soldier piles. This seepage usually will either pass through the lagging or will drain behind the lagging to the bottom of the excavation. A drainage system may be needed to prevent the buildup of hydrostatic groundwater pressures behind the soldier pile and lagging wall. We recommend the installation of a full coverage drainage blanket constructed of a material such as Miradrain. The Miradrain should be installed in front of the lagging. In addition to the installation of the drainage blanket, we recommend a vertical spacing between the timber lagging boards of approximately 3/8-inch. The space behind the timber lagging should be filled with free draining material as soon as practical as described in "Lagging"above.` Seepage flows at the at the base of the wall should be contained and controlled with the installation of a collector drain. The drain should consist of 4-inch-diameter perforated collector pipe enveloped within a minimum thickness of 6 inches of gravel backfill for drains conforming to Section 9-03.12(4) of the 2004 WSDOT Standard Specifications. A non-woven geotextile such as Mirafi 140N should be placed between the gravel backfill and the native soils to prevent movement of the soils into the drainage backfill. We recommend using either heavy-wall solid pipe (SDR-35 PVC) or rigid corrugated polyethylene pipe (ADS N-12, or equal) for the collector pipe. We recommend against using flexible tubing for wall drain pipe. The pipes should be laid with a minimum slope of one-half percent and discharge into the stormwater collection system to convey the water to a suitable disposal location. The pipe installations should include cleanouts to allow for future maintenance. Rockeries. General. In our opinion, the shorter cut slopes requiring walls may be suitably faced with rockeries, provided certain limitations are understood as discussed below. It is important to realize that rockeries do not provide soil retention and are not intended as retaining structures. The primary purpose of a rockery is to protect the slope face from erosion and raveling, while providing limited soil retention. Rockeries are an alternative wall type which are usually less costly than structural walls but involve more risk of slope failure. There is always some risk of rockery movement or failure even when the foundation and retained material are satisfactory and the rockery materials and construction are satisfactory. G e o E ❑ g i n e e r s 18 File No.0693-058-00\032204 Observations made during our exploration program suggest that the required cut slopes along the west side of Duvall Avenue may retain loose colluvial soils overlying dense, native glacially over-consolidated soils. Rockeries should not be used to retain loose colluvial soil. Rockeries are typically used to face cuts in dense to very dense native soils to heights of about 6 feet. The following section provides our recommendations for design of the various rockeries and recommendations for rockery construction. Design and Construction. An experienced and skillful craftsman in rockery construction should install the rockeries. We recommend that rockeries be constructed in accordance with the Associated Rockery Contractors (ARC) — Standard Rockery Construction Guidelines, including placement of the bedding layer and the rocks. The rock sizes and materials should also be selected in accordance with ARC Standard Rockery Construction Guidelines. Rockery rock must be sound, durable and free of weathered portions, seams, cracks and other defects. The rocks should generally be tabular and rectangular, and should be obtained from an established source that has demonstrated that it produces good rock. We also recommend that the contractor submit rock quality test results to the Geotechnical Engineer for acceptance of the proposed rock materials to see that high quality rock is used. The Geotechnical Engineer should observe the construction of rockeries so that the cut slope conditions may be evaluated. This will be important if soil conditions are different than that anticipated and/or if groundwater is encountered. Our field observations suggest that groundwater seepage will most likely be encountered during construction of the rockeries. The contractor should be prepared, at the direction of the Geotechnical Engineer, to install a non-woven geotextile separator and/or gravel drains in areas where ground water seepage is encountered. The preparation of all cut slopes and base course excavations should also be observed to see that they are in accordance with ARC guidelines and our recommendations. ` The lowest course of rock should be embedded at least 18 inches below the lowest ground round J surface and should bear on firm undisturbed soils. The rockery face should be constructed with a batter of between 1H:5V and 1H:6V. Rock courses should be gradational in size from top to bottom with the largest rocks of uniform size being placed for the lowest course. We recommend that the lowest course consist of four or five-man rock. The contact between each rock course should slope downward to the back side of the rockery. Each course-of rocks should be seated tightly and evenly on the course beneath so each rock rests on two rocks below. Rock selection and placement should limit voids in the exposed face of the wall and allow no open voids of over 6 inches across in any direction. After seating each course of rock, all voids between the rocks should be chinked on the back with quarry spalls to eliminate passage of backfill material. Backfill between the rockery and the adjacent cut slope should consist of washed and screened crushed rock ranging from about 3/4-inch minimum to 4-inch maximum gradation, with the majority about 3 1'/2 inches in particle size. The crushed rock fill should be placed to a width of not less than 24 inches. A non-woven geotextile should be used for soil separation between the cut slope and crushed rock fill at all rockeries. Mirafi 140N and Amoco 4545 are two suitable geotextiles for this application. Similar geotextiles are available from other manufacturers. A 4-inch perforated drain pipe should be installed at the base of the backfill where the control of groundwater seepage through the face of the rockery is G e o E n g i n e e r s 19 File No.0693-058-00\032204 ' important. This will be especially important along cut slopes where the rockeries will lie adjacent the planned sidewalk along the west side of the road. Additional recommendations for wall drainage are given in a later section entitled "Wall Drainage." Fill Retaining Walls For fill sections along the east side of the roadway alignment between Stations 212+00 and 215+50, we recommend that retaining walls be employed to retain new fills rather than extending conventional fill slopes onto the adjacent properties. Retaining walls along this section of the alignment will reduce the project's impact on the adjacent City of Renton property by reducing the footprint of the project within the adjacent property as compared to a conventional fill slope. The following sections provide design recommendations for types of fill walls suitable for this project. Concrete Cantilever Walls Concrete cantilever walls are retaining structures used in fill conditions that are economical for walls up to about 10 to 15 feet in height and use readily available construction equipment. Concrete retaining walls above about 10 to 15 feet become less economical than other retaining systems because they require large amounts of reinforcing steel and concrete,to support,the earth pressures of the retained soil. Concrete cantilever retaining walls typically have a heel that extends on the order of '/2 the wall height behind the wall. This type of retaining structure is relatively settlement-sensitive and suitable foundation support is important. We anticipate that some overexcavation of the loose fill and colluvial soils may b required t P P Ye re q o achieve suitable foundation support for concrete cantilever retaining walls along the east side of the alignment. It is difficult to predict the amount of overexcavation'at this time. To better identify the depth of suitable bearing soils. We recommend that the City of Renton consider completing additional explorations along the wall alignment, when the wall alignment has been finalized. Alternatively, a force account or contingency can be considered for overexcavation during construction. For design purposes, we recommend using an equivalent fluid density of 35 pounds per cubic foot(pcf) to calculate active earth pressures acting on the wall. This value of active earth pressure assumes a level back-slope. For a back-slope with an inclination of 2H:IV, we recommend using an equivalent fluid density of 50 pcf. We do not recommend back-slope inclinations greater than 211:1V. Interpolation between these two values can be used for intermediate backslope inclinations. If the walls will be subjected to the influence of surcharge loading (for example, traffic loading) within a horizontal distance equal to the height of the wall, the walls should be designed for the additional horizontal pressure using an appropriate design method. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading; we consider this method appropriate for typical situations. The design lateral pressures from uniform surcharge loads can be modeled as a uniformly distributed lateral load equivalent to 0.30 times the surcharge pressure. Where large surcharge loads such as from heavy trucks, cranes, or other construction equipment are anticipated G e o E ❑ g i ❑ e e r s 20 File No.0693-058-00\032204 in close proximity to the retaining walls, the walls should also be designed to accommodate the additional lateral pressures resulting from these concentrated loads. The retaining walls may be supported on the very stiff to hard glaciolacustrine soils or on structural fill. We recommend that wall footings be founded a minimum of 18 inches below the lowest adjacent grade for level ground conditions. Where the adjacent slope descends below the wall, we recommend the footing be embedded 30 inches below the adjacent ground. Retaining wall footings supported on native glacially consolidated soils or structural fill may be designed using an allowable average soil bearing value of 3,000 psf, with a maximum toe bearing pressure of 4,500 psf. These allowable soil bearing values apply to the total of dead and long-term live ' loads and may be increased by up to one-third for seismic loads. Lateral wall loads can be resisted by a combination of friction between the footing and the supporting soil, and by the passive lateral resistance of the soil surrounding the embedded portions of the footings. A coefficient of friction between concrete and soil of 0.40 and a passive lateral resistance corresponding to an equivalent fluid density of 300 pcf(pounds per cubic foot) may be used for design. We recommend that the upper 2 feet of passive resistance be ignored. The friction coefficient and passive lateral resistance are allowable values and include a suitable factor of safety. If soils adjacent to footings are disturbed during construction, the disturbed soils must be recompacted; otherwise the lateral passive resistance value must be reduced. We recommend that the condition of all retaining wall footing excavations be observed by the Geotechnical Engineer to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as expected. Recommendations for wall drainage are given in the section below titled "Wall Drainage. Mechanically Stabilized Earth Walls MSE (mechanically stabilized earth) retaining walls are often a cost-effective method for support of fill embankments, and theican be used to support cut slopes provided sufficient space is available for the back-cut required for placement of the reinforcing materials. Design of such a wall system must be based on site-specific conditions and geotechnical parameters. Pre-cast concrete members (panels or blocks) are widely used as facing elements. Principal advantages of MSE walls include relatively low unit cost and tolerance of relatively large differential settlements. MSE walls consist of alternating layers of backfill soil and reinforcing material with facing elements. Commonly used reinforcing elements include steel strips and various geosynthetic products such as geogrid and geotextile sheets. The vertical spacing of the reinforcing elements is typically on the order of 1 to 3 feet,depending on the reinforcing material specified and other parameters. If geosynthetic products are selected, long term creep characteristics should be taken into consideration in product selection. We recommend the design parameters summarized in following table for use in design of MSE walls. The values shown below assume the backfill soil is compacted as recommended in the Earthwork section of this report. �� G e o E n g i n e e r s 21 File No.0693-058-00\032204 1 Recommended Design Parameters for MSE Walls Reinforced Zone Soil Retained Soil Foundation BearFng Soil Soil Pro er Gravel:Borraw S p ties . Native�Soils, Structural kill : Native oils WSDOT 9`-03.140) Unit Weight(pcf) 135 130 130 125 Friction Angle (degrees) 36 32 35 34 Cohesion(psf) 0 0 0 0 ' Allowable Bearing Pressure(psf) N/A N/A 3,000 3,000 WSDOT 9-03.14(1) MSE walls should be designed for a minimum factor of safety of 1.5 against sliding and pullout of reinforcing elements and 2.0 against overturning. Global slope stability should have a minimum static factor of safety of 1.5. Many MSE proprietary wall systems are available. If proprietary wall systems are used, the wall supplier is responsible to design the wall for adequate internal and external stability. ' However, we recommend that proprietary wall system designs be reviewed by the Geotechnical Engineer to confirm that valid assumptions were made relative to material properties, site conditions and other factors. ' If the MSE walls will be subjected to the influence of surcharge loading (for example, traffic loading) within a horizontal distance equal to the height of the wall, the walls should be designed for the additional horizontal pressure using an appropriate design method. A common practice is to assume a surcharge loading equivalent to 2 feet of additional fill to simulate traffic loading; we consider this method appropriate for typical situations. Where large surcharge loads such as from heavy trucks, cranes, or other construction equipment are anticipated in close proximity to the retaining walls, the walls should also be designed to accommodate the additional lateral pressures resulting gn p s s res ing from these concentrated loads. Gabion Walls Gravity wall such as gabions and bin walls may also be considered for this project. These wall ' systems act as gravity retaining structures. They require that a temporary excavation cut slope be made to allow for construction. They generally have a relatively wide base width (roughly 50 percent of the height) and they generally have a face batter at about 1H:4V. The units are backfilled with compacted granular soil. These walls should also be designed with back drainage. The temporary cut slope and width of the structures should be considered in planning and design so that easements and other constraints are adequately addressed. We can provide design recommendations for gabion walls, if ' necessary. ' Wall Drainage Positive drainage should be provided behind conventional cast-in-place, MSE, and gravity walls by placing a minimum 2-foot wide zone of gravel backfill for walls immediately adjacent to the walls. ' Gravel backfill for walls should conform to Section 9-03.12(2) of the 2004 WSDOT Standard Specifications. The gravel backfill for walls zone should extend from the base of the wall to within 1 foot ' G e o E n g i n e e r s 22 File No.0693-058-00\032204 of the finished ground surface behind the wall. The top 1-foot of fill should consist of relatively impermeable soil to prevent infiltration of surface water into the wall drainage zone. ' The drains should consist of 4-inch-diameter perforated collector pipe enveloped within a minimum thickness of 6 inches of gravel backfill for drains conforming to Section 9-03.12(4) of the 2004 WSDOT Standard Specifications. A non-woven geotextile such as Mirafi 140N should be placed between the gravel backfill and the native soils to prevent movement of the soils into the drainage backfill. We recommend using either heavy-wall solid pipe (SDR-35 PVC) or rigid corrugate_d polyethylene pipe (ADS N-12, or equal) for the collector pipe. We recommend against using flexible tubing for wall drain pipe. The pipes should be laid with a minimum slope of one-half percent and discharge into the stormwater collection system to convey the water to a suitable disposal location. The pipe installations should include cleanouts to allow for future maintenance. Permanent drainage systems should intercept surface water runoff at the top and/or bottom of cut and fill slopes to prevent it from flowing in an uncontrolled manner across the site. PAVEMENT DESIGN Pavement Alternatives The need to widen and realign the existing roadway along the project alignment will require the construction of new asphalt concrete pavement sections. It is our understanding that, where possible, the existing road section will receive a new asphalt concrete overlay. This would include the majority of the alignment between Sunset Boulevard (SR-900) and Southeast 100`h Street. The portion of the alignment ' between Southeast 100`h Street and Southeast 95`h Way will require the construction of a new road section. The following paragraphs;,outline the recommended pavement sections for new asphalt concrete sections and for overlay 1 y sections. The design criteria we used are based on information provided by the City of Renton, our field observations and explorations, FWD test results, laboratory test results, and our professional judgement. The design pavement sections given below were generated using the 1993 AASHTO "Guide for Design of Pavement Structures." Pavement Design Criteria We evaluated new pavements using the procedures of the AASHTO Guide for Design of Pavement Structures. The pavements were evaluated using traffic loading information provided by the City of Renton. The traffic loading information provided by the City of Renton included: • Average Daily Traffic (ADT) volume is 7,600 vehicles (each direction); • Growth factor of 3 percent per year; • 4 percent of the ADT consists of trucks; • 25 year design life; • Initial serviceability of 4.5; • Terminal serviceability of 3.0; • Reliability of 90 percent; and • Overall standard deviation of 0.44. G e o E n g i n e e r s 23 File No.0693-058-00\032204 ' In our pavement design analyses, we assumed the following: • The traffic split is 40 percent in the left lane and 60 percent in the right lane. ' • For the new pavement design option, California Bearing Ratios (CBR) for subgrade soils of 10 and 25 for the King County and City of Renton right of ways, respectively. These CBR values correspond to resilient subgrade Modulus (Mr) values of 9.2 and 17.5 kips per square inch (ksi), respectively. • For a pavement overlay design option, a resilient subgrade modulus of 10 ksi and an equivalent ' pavement thickness of 4 inches were assumed based on the results of our field explorations, FWD test results, and engineering judgment. ' Using the information presented above we developed pavement recommendations for 2.5 million 18-kip equivalent single axle loads (ESAL's). New Asphalt Concrete Pavements Using the input parameters described above and the methodology presented in the AASHTO Guide, ' we recommend the hot mix asphalt (HMA) pavement section alternatives presented in the following table. These pavement sections are consistent with the City of Renton minimum standard pavement section for arterial roadways, which consists of a minimum of 4 inches of asphalt concrete over a minimum of 6 inches of crushed rock base course(City of Renton, 2003). Pavement Section Thickness: WSDOT'Standard Material (inches) Specifications City of Renton Segment 'King County Segment Option 1 Option 2 Option 1 Option ' AC' 5 4 6 4 5-04 and 9-03 ATBZ - 4 - 4 4-06 ' Crushed Rock Base Course 6.5 3 9.5 8 9-03.9(3) 'AC=Asphalt Concrete Pavement,WSDOT PG 58-22 binder with a nominal maximum aggregate size of'h inch (HMA Class'/2 inch)per WSDOT Specifications 5-04 and 9-03. 2ATB=Asphalt Treated Base,per WSDOT Specifications 4-06 and 9-03. 3WSDOT=Washington State Department of Transportation,2004, Standard Specifications for Road, Bridge and Municipal Construction. New pavement at the intersection of SR-900 should match the existing pavement section. Based on information provided by WSDOT, we understand that the existing pavement at SR-900 consists of 0.4 feet (4.8 inches)of HMA over O:-6-€eet47-2-in(cite )-ZftkffilLplaced over a�tl�compacted subgrade. - t Asphalt Concrete Overlays' "Most of the existing roadway from Sunset Boulevard (SR-900) to Southeast 100"' Street is at or near the proposed roadway elevation. Therefore, we understand that the travel lanes of the existing road may ' receive an overlay. At the subsurface exploration locations, the existing pavement within the travel lanes varies in thickness from 4 to 5'/2 inches. The variation in thickness is likely the result of patches and overlays that ' G e o E n g i n e e r s 24 File No.0693-058-00\032204 have been placed in some areas when residential developments were constructed. The wearing surface is currently in fair condition. We observed areas of fatigue or load-related cracking, longitudinal and transverse cracking and the development of pot holes. Because of the uncertainties of the stiffness of the underlying asphalt concrete, Falling Weight Deflectometer(FWD)testing was performed from Station 180+00 (SE 107`h Place) to the north end of the project at about Station 218+00 (SE 95`h Way) on February 2, 2004. The FWD testing was performed by Pavement Engineers as a subconsultant to GeoEngineers. The FWD testing provides more detailed information about variations in pavement stiffness along the length of the roadway. The Pavement Engineers report is attached as Appendix D. We have reviewed the FWD test results for Duvall Avenue/Coal Creek Parkway. The tests were ' performed at 150-foot intervals for both the north and southbound traffic lanes. The equivalent pavement thickness and resilient subgrade modulus as estimated from the FWD test results varied throughout the project area. We selected appropriate single values of each for the overlay designs. For design purposes we used an equivalent pavement thickness of 4 inches and a resilient subgrade modulus of 10 ksi. Based on our analysis, an overlay thickness of 4 inches should be used. Based on information provided by Larry McLeod of WSDOT, the intersection of Sunset Boulevard (SR-900) and Duvall Avenue will most likely be overlaid in the year 2007 or 2008. It is our understanding that WSDOT intends to overlay or inlay (mill and fill) the existing pavement section with their standard overlay section of 0.15 feet for a service live of approximately 15 years. If a pavement overlay is incorporated in the design, we recommend the following: 1. Areas of severe fatigue cracking must be repaired by,full-depth patching. 2. Ruts and depressions must be leveled prior to placing the overlay. 3. Longitudinal and transverse cracks must be cleaned and sealed. 4. Existing utilitypatches that have settled should be repaired as discussed in the Earthwork P p section of this report 5. A stress absorbing geotextile, such as Petromat, is recommended to be placed between the existing pavement and the overlay in those areas that required patching or crack sealing to help reduce and delay reflection cracking and retard moisture infiltration. DRAINAGE Pavement surfaces should be sloped to drain to the edge of the roadway to curbs and gutters or to other suitable disposal points. The pavement subbase layer should extend to daylight at the edge of the roadway, wherever possible. If this cannot be done, we recommend that a series of pavement edge drains ' consisting of perforated pipes surrounded on all sides by at least 6 inches of free-draining sand and gravel be used to collect water that enters the subbase layer. Utility trenches backfilled with pea gravel or similar soil might act as seepage collection features. We recommend that weep holes be provided in the sides of storm drain catch basins, where feasible, to allow collected seepage water to enter the storm drain system. Alternatively, perforated drain pipes similar to the pavement edge drains and extending to catch basins may be used. We recommend that an interceptor trench be constructed along the west side of Coal Creek Parkway within the King County segment of the project due to the anticipated groundwater seepage from the G e o E n .- i n e e r s 25 File No.0693-058-00\032204 planned cut slopes. The interceptor trench should be constructed to a depth of at least 2 feet below finished grade. The trench should be lined with a non-woven geotextile, such as Mirafi 140N, and backfilled with Gravel Backfill for Drains as described in Section 9-03.12(4)of the 2004 WSDOT Standard Specifications. SIGNAL POLE FOUNDATIONS This section of the report presents foundation design recommendations for traffic signal poles. We understand that new traffic signal poles are planned for either the intersection of Northeast 19`h Street and Duvall Avenue or Northeast 21" Street and Duvall Avenue Northeast. Pole dimensions and loading had not been finalized; however, we anticipate that all project signal poles and foundations will comply with WSDOT pre-approved signal pole and foundation designs. Our recommendations are based on the following design standards: 1. WSDOT Standard Plans for Road, Bridge and Municipal Construction. 2. WSDOT Sign, Signal and Illumination Foundation Design Summary, WSDOT Geotechnical Branch. 3. WSDOT Design Manual, M22-01 The subsurface conditions near the traffic signal pole locations are anticipated to consist of fill overlying glacial till soils. Groundwater is not anticipated above a depth of about 12 feet below the existing ground surface. We recommend that for preliminary design, the new signal pole foundations be designed using a soil unit weight of 130 pounds per cubic foot, a soil friction angle of 34 degrees, and an allowable lateral bearing pressure of 2,500 pounds per square foot. Signal pole foundation designs determined in 'accordance with WSDOT design charts will likely result in about 1 meter diameter drilled shaft foundations, 2 to 5 meters in depth. The existing fill soils may be susceptible to sloughing. The contractor should be prepared to install temporary casing to prevent sloughing or caving if needed.` As noted previously, glacial till soils often contain cobbles and boulders; thus, the contractor should be prepared to address encountering over-sized materials in the drilled shaft excavations. Drilled shaft excavation and concrete placement should be observed by the geotechnical engineer to verify that appropriate bearing soils are exposed and not unduly disturbed. STORMWATER DETENTION VAULT General We understand that a stormwater detention facility will be required as part of the planned improvements along Duvall Avenue. Geotechnical engineering recommendations for the proposed stormwater vault are presented in the following sections. ' Allowable Bearing Pressure and Settlement Although the location and elevation of the stormwater detention vault have not yet been determined, we anticipate that it will be situated within the dense to very dense granular soils or stiff to hard cohesive soils in the vicinity of SE 95t' Way. The vault foundation may be designed using an allowable soil bearing value of 4 kips per square foot (ksf) for properly compacted structural fill or undisturbed native soils. The allowable soil bearing values apply to the total of dead and long-term live loads and may be increased by up to one-third for seismic loads. G e o E n g i n e e r s 26 File No.0693-058-00\032204 Provided all loose soil is removed and the subgrade is prepared as recommended under"Construction Considerations" below, we estimate the total settlement of vault foundations will be on the order of or less. The settlements will occur rapidly, essentially as loads are applied. Differential settlements measured along 25 feet of the vault are expected to be less than inch. Construction Considerations Subgrade disturbance may occur if foundation excavations are completed during wet weather. A working mat of lean concrete or compacted crushed rock should be placed over the vault subgrade immediately following excavation to reduce softening and disturbance of the subgrade if construction occurs during wet weather. If soft areas are present at the subgrade elevation, the soft areas should be removed and replaced with structural fill at the direction of the Geotechnical Engineer. In such instances, the zone of structural fill should extend laterally beyond the vault foundation edges a horizontal distance at least equal to the thickness of the fill. The condition of the vault subgrade should be observed by the Geotechnical Engineer to evaluate if the work is completed in accordance with our recommendations and that the subsurface conditions are as anticipated. Excavation We assume that the excavation will be completed using temporary cut slopes and that no shoring will be necessary. Temporary cut slopes should be constructed as described in "Temporary Slopes," above. Perched groundwater seepage may be encountered depending upon the location and time of-year that the excavation is completed. We anticipate that groundwater seepage can be removed from the excavation by means of sumps and pumps, if necessary. Lateral Pressures If the stormwater detention vault walls are rigid (restrained against rotation), we recommend that the walls be designed for an at-rest earth pressure taken as an equivalent fluid density of 55 pounds per cubic foot (pcf). Rigid walls are walls that deflect less than about 0.001H under the at-rest pressure loading, where H is the height of the wall measured from the bottom of the vault to the ground surface. Once the wall moves approximately 0.001H, the active pressure state is achieved. Walls that are allowed to deflect more than about 0.001H under loading may be designed for the active earth pressure taken as an equivalent fluid density of 35 pcf. Both the at-rest and active pressures presented above require that the soils surrounding the vault are well drained. If drainage of the backfill surrounding the vault is not provided, the vault should be designed using an equivalent fluid density of 80 pcf. Note, that if drainage is not provided, uplift forces on the vault will need to be considered. Uplift forces may be resisted by widening the vault footing such that the weight of the backfill over the footing exceeds the uplift force. If drainage within the vault backfill is feasible and desired, GeoEngineers should be contacted to provide additional recommendations for vault drainage. To account for light construction traffic surcharge loading, we recommend that the vault walls be designed for a uniform surcharge pressure determined by increasing the height of the fill behind the walls by 2 feet. Other surcharge loads should be included as appropriate. G e o E n g i n e e r s 27 File No.0693-058-00\032204 r Seismic earth pressure should be used as a check in the wall design. We recommend that a rectangular seismic earth pressure distribution equal to 7H in pounds per square foot (where H is the wall height) be added to the static lateral earth pressures presented above for the rigid wall or active earth pressure condition, whichever is appropriate. P PPriate.P ADDITIONAL GEOTECHNICAL SERVICES Throughout this report, recommendations are provided where we consider additional geotechnical ' services to be appropriate. These additional services are summarized below: • GeoEngineers should be retained to review the project plans and specifications when complete to confirm that our design recommendations have been implemented as intended. • GeoEngineers should review proprietary MSE wall designs to confirm that valid assumptions were made relative to site conditions, material properties and other factors. • During construction, GeoEngineers should observe the installation of the shoring systems, review/collect shoring monitoring data, evaluate the suitability of the foundation and pavement subgrades, observe installation of subsurface drainage measures, evaluate the condition of temporary erosion control measures as required by the City of Renton, and provide a letter summarizing our construction observation services. The purposes of GeoEngineers construction phase services is to confirm that the subsurface conditions are consistent with those-observed in the explorations and other reasons described in Appendix F, Report Limitations and Guidelines for Use. LIMITATIONS We have prepared this report for the exclusive use of TheCity Ren ton, Berger/ABAM Engineers and their authorized agents for the Duvall Avenue improvements project located in Renton, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Appendix E, titled Report Limitations and Guidelines for Use, for additional information pertaining to use of this report. G e o E n g i n e e r s 28 File No.0693-058-00\032204 We trust this provides the information you require at this time. We appreciate the opportunity to be of service to you on this project. Please contact us if you have any questions concerning our recommendations,or should you require additional information. Yours very truly, GeoEngineers,Inc. Mark Miller Geotechnical Engineer Matthew W. Smith, PE Senior Engineer Thomas A.Tobin,PE Principal re= i MAM:TAT:ja Redm:\069305 800R.doc IL L* G e o E n g i n e e r s 29 File No.0693-058-00\032204 REFERENCES AASHTO, 1993, "AASHTO Guide for Design of Pavement Structures." City of Renton, Sensitive Areas Maps, 1992. GeoEngineers, Inc., "Report, Geotechnical Consultation Services, Proposed McGrath Residence, Renton, Washington,"May 30, 1995. �Y King County, Sensitive Areas Maps. Post Tensioning Institute, "Recommendations for Prestressed Rock and Soil Anchors," 1995. WSDOT(1989). "Design Manual,M22-01,"includes updates through 1999. WSDOT, 2004, "Standard Specifications for Road,Bridge and Municipal Construction." WSDOT, 1999, "WSDOT Pavement Guide." WSDOT (undated). "WSDOT Sign Signals and Illumination Foundation Design Summary," prepared by the Geotechnical Branch, Yount, 1985, "Map Showing Depth to Bedrock in the Seattle 30' by 60' Quadrangle,Washington." OKI F. L G e o E n g i n e e r s 30 File No.0693-058-00\032204 "-. ez.}, " �d• `. 139TH AVS PL Y n " v-^� ly 'o d) It 79T� w I "� # 44jh, Tr( SE r 6!f4 Wt NAM Lam ., F 34 91ST' ST- a=£ � �' p 12200 `�r r"A s 91 N SE ,v '` 91ST ST Ln 114 -C VgttEv xs mow` 95N 12700 8 -9sl o: a 4N s'a RO - (it N _ 1+ r. ��' �f 7 Sir sETH r"e a'Srva� SIERRA - a `~ 004 SITE °e� r / ' CT. st 99tX Sr HEIGHTS �• PARK V N"25TH PL r<IH 100TN' ST: x 1H ET HE 25 'aT^ hf g E 'T— < SE IWIN 100T t 5E =`100TH Pl St PL Min 102ND T 8 M`E LT NE HE 23R0 y ,ozn0 STI g .i- SE- 103R0 ST 9< �\ 22HD pL p C T SE 102NO ST . _ 1 400 2900 ST „x, .L mT<s NE 20Tx ; 2:� 9 2 NE < SE 0 4`W*' it•'.\ r SF 110 t N v`�i '� z HE ' 20THi ST HE ?; >20TH 104TN \ lC1N 'CREEK' i 4 0 3E104TH St ST I l _ t ^? 5 -ATH ST 19TN Nl.. �•�� flREfPi10E i SE 06TH ST %WE tC' ' 1 -TM a W ? SE 105TH PL 105TH \ � -`'K`.' '`�� 13000 0 PL SE,n SE wp,en 1m 1 n �� SE _ > SE107TH ici S NE 1 TH sE lam.. SE ?H PL 107TH o ST ST P ` IW _ 3600 ET`-.\Y 'n z Y, c1 ' ., `� < �,.`SE NE 147% <I. �Fy 4 x<tSTM nr 1O V J• J�'"' NE 13TI4 ST 12TH ST 2j sl SE o I TOry ASS�O m Se iI1Tx vL f LL- y�y _ I'Ls 37ao r �� ' 112 43�ST u}uEH sc -f-SE 112TH ST jsF } + 11TH NE 11Tx. 3�"' i' `OUV N si „i.w ri �` 15500 .1 n �. (!� NE " se SE`W"1131'N c < IITN Cr 11TX Si H47 N 2 111N 5T jinx a ST .� ,yam 'TH Q "z N lOTX IL s ,IE NC 11 1 er I Y I I i > s 1 SE < �,< "W <t - '.= o SE 114TH ST fS 10Tx YL �,.1 t SE 1 Tx LN m Mn,� _tis+TM 14100 SE ,��1 6TH ST '< i NE 1OTH ST ^I SE 1ib1H sT 1480D SW �N PL r,. E < 9TH ST N yTx Pl j SE 117TH ST N 1�8T 1 KIIJANIS N[nx h ST PARKz x Q p� _ 4 K''#T ST 9 d5 f K 6TH z 7 0 _ >< S� NE 9TH <NEi 1 7TH NE N 7TH CT �' v' > ��o c HE 7TH S.T<I ST =HE 7L S ,SE 1215i yi ST SE 12OTH ST Y- z 3300 z gg $�7TH ST NE�n-x1g i' I ` O °E g �,�}a 8� l-K UH 7 ST sSE:.122ND_, W ST COA 00 y W� U 0 Q1 1 0 a 0 2000 4000 N U o SCALE IN FEET 0 s 00 0 Reproduced with permission granted by THOMAS BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. 0) It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resale, without permission. a VICINITY MAP GMENGINEERS LAJ FIGURE 1 'S I I• 4 i o t s r OF f— I y+• IN 5169700129 M P. DEW , I I A I W e:l 5169700142 CHARLES h RAREN GRASS I °0 C Q W I-.I STEWART HARRISON 5169700137 KATHLEEN h LARRY POWELL - •\`.'��-. I Ja50000010 WILLIAM MERRIMAN Ego - _ _ r cn I I ! I 1Ty� LINTY r-. '� 410 TYPICAL � � GT W RENTON _s'IAI I �•/ \ — _ Y J N w /— _ - - a W c Of B-16 DUVALL AVE y pi ® A20 IeJ e 4"� 5• $ +9 7 NE; - " LLJ - - - _ m BASIS OF BEARINGS 11.E /410.3 \ I -- — ® LLJ —®— —a a a�e e e e a Et ,ORtWWAY .^T (— — RIVE IVaY p W_r_�_ -__ / SPHALT PATCH �! �. ® A B 1 CL Q / A T 5169700040 - SHANNON VILLAGE G.P. 'V� ryM�I II A h j l _ \\ I 5169700041 fl' I I CD 0 co rn 0) (D 0 0 U o ��Z� Ln Notes: 1. The locations of all features shown are approximate. 00 EXPLANATION: 0 40 80 tn 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING discussed in a related document. Data were compiled from sources as listed in this figure. The data SCALE IN FEET sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN a_ data since the publication of this figure. This figure is a copy of a master document. The master hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. G EO E NG I N E E RS ' o w Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 4 by W&H Pacific. FIGURE 2 1 -- --------- 1 9 00140 ROBERT&CAROLYN SLUNK JOTW COLETTE CRAYBEAL f�l+ 5126500270 .A7HN&.A/LIET iHARP I CHARL 0152 I _ ___.-- LAM HAO&LISA HUYNH ° CNARCES&SONJA BABCOCIc _----- - M dam � 12"HIGH F 5169700153 W000 DECK BLOCK WALLHOUSE x 1420 I I EARL&ROSE NELSON 6*wow 55_ w N 'lam` It �' Iy —�� /I ® r✓ l DRIVEWAY n W 10C11 Li At C11 W s 8 \ DUVALL AVE. NE.gto s - - - - - - W cn - - - m —�—-�- - - - - -� - - - —�— _ _ o w , _B-15 ® \a'� / _ m ww W ®�— Z m J �— y _ o —J o 0 o o a o 0 0 o' o a —0 0 S — o ��_ 0 D 0 0 0 r Q ` %T/ry ® v/r/rYY OO.n _ +4y 6•WUOO At T U r c �'"��'.__—__, -__--_ � �23��- � I` F�,��— u�— C4g°_ `46" ..FF•icl�Cs.�.}'V°•.��_,___— ,.�,�«.r d\�--a�x .. .f:'- T r o cQ CONCRETE WALK 1 P/r/ — _, WALt. Q •♦ CHAINLINK _ CONCRETE \GRA VEL f25 ORIVEWAY u 5169700026 + N +` P / �+ 1091310010 KURT&SUSAN BAXTER f �• W N DRIVEWAY 5'WOOD FENCE ` TC EL 5I69700020 O BRIERE ENT IN _ r OIL AP T KENNETH G.LEE // -- —.—__ ^A 0 00 Ln O 11) (0 0 Z—�— O O 0 40 80 00 Notes: 1. The locations of all features shown are approximate. EXPLANATION: a 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING SCALE 1N FEET CD discussed in a related document. Data were compiled from sources as listed in this figure. The data 0 sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN jdata since the publication of this figure. This figure is a copy of a master document. The master hard G EO E NG I N E E RS copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 5, by W&H Pacific. FIGURE 3 1 1 1 ' �` 2JORDAN DILLARO LL,J ANTHONYB _ ANTHO BERGANO \ sce 51697001 6IUnl IO4I300120 �e EMIL A'ROSE NELSON GREGORY d KIM PRIESTLEY �.., Q723059074 I ^2 I ARADHNA CHETAL wlm nET wul W .. (V � ,� •CINOER BLOCK WALL 16'SOUARE COLUMNS KEYSTONE Z t _ RWfT WALL 6 - 'o CONCRETE WALK L Lio o - -°- - - - - -�_ — ° -° ° N 5 S S S 5 _ S 5 5 5 S 5 �-° 5 ° S ° 5 ° 5 ° 5 - ----- w — _ a N w --_" _ B-14 a - DUVALL AVE.NEB - DUVALL AVE. NE o _ cn Cn +20.42 w 12'0.1. w w -__ --x - W v ® ® ® ® w CONCRETE WALK I ��./A I 1 x CONCRETE wALK _ _- - CONCRETE WALK F- D�w�r 1 o c ,..�f�• � f i�a o ® '\� � pr N .��' �'" � oj CONCRETE BLOCK — /;� RETAINING WALL Q / ^� A I _�- •o I \ ( 1 4'r4 6•WOOD PRIVATE 'r7•W000 POST ONE STORY I j I I I ASPHALT L' •WOO W `\ EAVE HOUSE �I I \ \ I I DRIVEWAY ✓ •<. " y HOUSE NO.2018 10 I GARAGE 1091310180 6•WOOD w I�,a I \ 1 I ° I \: V' - �� BRIERE ENT 1 v. I8.0� U 1 0 O O tf) O K) 0) O F- 0 Q O -- / EXPLANATION: 0 40 SO In Notes: 1. The locations of all features shown are approximate. n0 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING SCALE 1N FEET discussed in a related document. Data were compiled from sources as listed in this figure. The data 0 sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN a data since the publication of this figure. This figure is a copy of a master document. The master hard G EOE NG I N E E RS_ copy is stored by GeoEngineers, Inc. and will serve as the official document of record. a Reference. Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 6, by W&H Pacific. FIGURE 4 O 4624 CJ05926 RA 2 RACHEL PEDERSON a i 22 6000190 44 o= a GARY LOUCKS W y I 23 76000010 j ,°z _ l;I KEWN A FUHRER I 709�000180 h0 x - I BEVERLY JEAN DANES 2205 DUVAL // AVE.NE I 1 vJ I m LLl k._., S TOREI HOUS } --18 /; e1N i { I I I I _HIGH \ E I I I ;I �. �-�'AOPE ,�a��^� __.`,cy I l r .l.,t•(�JF rx ^.. 5.8'WOOD - 6WoaD` I WIo II - - - — W W _ � i I J a '`> I KEYSTONE --- I / 'm __ 6'MOODx - � RE. WALL, .. <;.�I -_ '`� 6'WOOD i 424 W —...— rnN UJ LLJ \ w - 04 w w - / ,< Uj z s s ©UVALL AVE. NE �• o g 8-11 s z _ J C) 12• w w w w w • w w __ w w w w w c 57EEL POST ED BIMP ° o 0 _ AN ° -w ° DRIVEWAY - ro P — — —� _ - — —°nip— — / nm--=-- — — t--- 0323059083 \,,. / �- — — — — \-L — ——'-�-- A _ \ , ^ L &HONG NGUYEN y OJ2.S059158 - ° NH I GRAVEL LF-� GAGIK NAZARYAN - s' a7.7 ASPHALT I �/� ___ ,• .>< --' / /� / t 3 ` \..-� LU21NE GNAMBAN I ✓ed'M007777 \ C Y C o_�. GRAVE_DRIVEWAY 3 6'WOOD 4'Ntl00 4"tNJ00,' 6 MOOD r \ •� �� 9 � / Q P� A / /-� OJ2305911. i \ -- \ 1� �� Il OJ23059199 AVEDIS NAZARIAN I J 1I RICHARD&LAILA C UNS � OJ2JO59210 -- v ..ems„1-. A 4 -VA`A.�� AA: S\ I I j4. RCNAI.p GIRIOERSON - I S r ,r a I ` I P23059TNG T&P�1UNC CHUNQ'DO \ PA I10 CANOPY I �`��'`��\.`�.\\`�� \ W O SLOG.NO. 4700 "G.N0. 121I '`�\ N I 1 Q 0 L() O n 0) 0 O Q O O —`Z co c EXPLANATION: 0 40 80 In Notes: 1. The locations of all features shown are approximate. 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 * BORING SCALE IN FEET discussed in a related document. Data were compiled from sources as listed in this figure. The data sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN n. data since the publication of this figure. This figure is a copy of a master document. The master hard G EOE NG I N E E RS acopy is stored by GeoEngineers, Inc. and will serve as the official document of record. w Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 7, by W&H Pacific. FIGURE 5 I I I o I . I I --—�' / D WLd I - ASPHALT DRIVEWAY- I / !',/ _ 4! �Y 1 r DAN h STACH OHLMAN I / �✓ _ r�� i o 0323059051 JAMES MCDONELL 1 HOUSE NO. 4316 LL.I I; I 475 G - Cr R AVEL. GRAVEL DRIVEWAY 'l --- $ YEWAY \ '^ GRAVEL / \ N w /� I '" 6 5'WOOD II - �� / - � w - _ J LLI 'LLj of rr. I �„ \ i ,/ f mac Ld r T �GATE POST -`_ G 202.86.54 / - ...\.., Q OSCAR DANIELS - OJ2J059003 \\ \ C \ ` 7LU .23---__�_ --_.'-_-.._ �"__\. � I FOSTER _ _ !. I \ > J,0323059136 N JULIE ANNA <2: I 0 CD r� I Q00 I I N Ln OJ23059245 LLJ DIR1 DRIVEWAY I Q AMBER N. B AUTUMN L MCOOWELLto Q I 123 O 1-1�, Notes: 1. The locations of all features shown are approximate. EXPLANATION: 0 40 80 CD2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING SCALE IN FEET 0) discussed in a related document. Data were compiled from sources as listed in this figure. The data 0 sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN t 0- data since the publication of this figure. This figure is a copy of a master document. The master hard G EOE NG I N E E RS copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 8, by W&H Pacific. FIGURE 6 7312000220 / WLLIAM P. AiKINS/ ��.. `\\ 73120002N30 `\ 6 OA NO .NCCRA 7H l f _ F�GVR� B-8 0323059052 DAMES M000M£LL r� �• / �J - — — —_ � i n20 /_-- _ � � — /�>�_ �gib�ye�rrafia 00 LL- 04 Lij J >. _ _ _ _ 1111 1 � L=210.y�R 572.96 Q I� it ,� v ti v I.OAL CREEK PARKWAY ^ _ �bati'� �<.� ,}9� 39, < B—10 \\�• \ --� _ — — _—— --— __ rim -- _—_'-_--- ySCArr-6aN17-s% .L - / �� I� / i� -� GTY OF00 - �— / Q� 0 M 0 O N 0 / 1-O / O EXPLANATION: 0 40 80 ,Ln Notes: 1. The locations of all features shown are approximate. 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING SCALE IN FEET discussed in a related document. Data were compiled from sources as listed in this figure. The data 0 sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN a data since the publication of this figure. This figure is a copy of a master document. The master hard G EOE NG I N E E RS copy is stored by GeoEngineers, Inc. and will serve as the official document of record. Uj Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 9, W&H Pacific. FIGURE 7 - -- _ l 1_ pn NO M.-NCCRATH 11-2060260 `- - _ W"RA k A-SANKRITNI� f/ - Nd MAI 365 ------------ " B-3 RAARAL pA ._D COAL CREEK / / \\. RK - SE : 04 O v — j OJ2J059287 __ �: / ' ' Jq \ ( ' /�' CITY aF RENTON \ s d / ,/ _ /— ��— i GTY OF, Ir —r- 0 23 dsa„6 /' // -`,_��' "� /-A,,(( �' /" 'a�� // \�• OARRELTT L GRANT \. ;�_ 7 �♦ 7 �h� _ \ / / RLA/YTER METAL BARN GU— RAIL \�\ 00 METAL SNEO t\/ Q U O i EXPLANATION: 0 40 80 °Ln° Notes: 1. The locations of all features shown are approximate. 0 2. This figure is for informational purposes only. It is intended to assist in the identification of features B-1 BORING SCALE �N FEET 0 discussed in a related document. Data were compiled from sources as listed in this figure. The data 0 sources do not guarantee these data are accurate or complete. There may have been updates to the SITE PLAN a_ data since the publication of this figure. This figure is a copy of a master document. The master hard copy is stored by GeoEngineers, Inc. and will serve as the official document of record. G M E NG I N E E RS w Reference: Undated drawing entitled "Duvall Ave. NE Topographic Survey," Sheet 10, by W&H Pacific. FIGURE 8 Backslope Inclination Varies / x / 2 (Max.) / 2' Min. / No Load Zone H Tieback Soldier Pile Wall / Base of 0 Excavation / 60' CN _ f M 2' H 0 4 33H•A 240 6H•B r p 1 Seismic Earth Pressure Static (psf) < j Earth Pressure ---LLL1 1 (Psf) Passive Earth Pressure Static Seismic Backslope Factor Factor Inclination A B 0 = 2H:1V 1.5 3.0 0 3H:1V 1.3 1.8 0 00 Horizontal 1.0 1.0 0 L0 NOT TO SCALE to CANTILEVER OR SINGLE ROW OF TIEBACKS i Notes: 1. Passive pressures are assumed to act over 3 times the soldier pile diameter or the pile spacing, whichever is less, and include a factor of safety of 1.5. 0 2. Static and seismic earth pressures are assumed to act over pile spacing above 0 base of excavation. Co 3. These pressures are appropriate for cantilever walls or walls with one row of 0 tiebacks. rn 4. Refer to text for further discussion. LATERAL EARTH PRESSURES GEOENGINEE PERMANENT SOLDIER PILE SHORING WALLS R� �' FIGURE 9 r 1 Backslope / Inclination Varies � 1 / / 2 Max. / 2' Min. / �- No Load Zone�� / Tieback / rH Soldier Pile Wall / Tieback / Base of Excavation / / 60' cNv 2 0 44 �-- 22H•A �' Static 240 Earth(P Pressure 6H•B Seismic p 1 � Earth Pressure (psf) rBackslope Fatctor Fac orc 240•D Inclination A B Passive Earth Pressure 2H:1V 1.5 3.0 (psf) 3H:1V 1.3 1.8 3 Horizontal 1.0 1.0 0 r CD 0 0 00 Ln 0 NOT TO SCALE 0 MULTIPLE ROWS OF TIEBACKS < Notes: 1. Passive pressures are assumed to act over 3 times the soldier pile diameter or j the pile spacing, whichever is less, and include a factor of safety of 1 .5. 0 2. Static and seismic earth pressures are assumed to act over pile spacing above C base of excavation. 0 3. These pressures are appropriate for walls with multiple rows of tiebacks. 4. Refer to text for further discussion. rn r LATERAL EARTH PRESSURES a PERMANENT SOLDIER PILE SHORING WALLS GWENGINEER� Ld FIGURE 10 rof I i 1 1 f 1 F F 1 1 1 A 1 1 i i i APPENDIX A FIELD EXPLORATIONS r APPENDIX A FIELD EXPLORATIONS GENERAL Subsurface soil and ground water conditions for the Duvall Avenue Northeast Improvements project area were explored by drilling 16.borings. Nine of the borings were completed with truck mounted (Mobile B-59) drilling equipment while seven of the borings were completed with limited access, hand portable (Acker) drilling equipment. The explorations have been designated B-1 through B-16. The locations of the explorations are shown on the Site Plan, Figures 2 through 8. The locations of explorations were determined in the field by taping and/or pacing from existing site features and should be considered to be approximate. Ground surface elevations at the boring locations were estimated from contours shown on the project topographic base survey map prepared by W&H Pacific. BORINGS Borings B-1,B-3, B-6, B-9,B-11 and B-13 through B-16 were completed with truck mounted drilling equipment between January 20, 2004 and February 3, 2004. The borings were completed to depths ranging from 14 feet to 50 feet. Borings B-2, B-4, B-5, B-7, B-8, B-10 and B-12 were completed with limited access drilling equipment between January 23, 2004 and January 27, 2004. These borings were completed to depths ranging from 8'/2 to 29 feet below existing ground surface. The soil encountered in the borings were sampled at various vertical intervals with a 1.4-inch inside diameter (ID) split barrel sampler. A 140-pound hammer free-falling 30-inches was used to drive the split barrel sampler 18 inches into the soil. The number of blows required for each 6 inches of penetration is recorded. The blow count ("N-value") of the soil is calculated as the number of blows required for the final 12 inches of penetration. This resistance, or N-value, provides a.measure of the relative density of granular soils and the relative consistency of cohesive soils. Where very dense soil conditions preclude driving the full 18-inches, the penetration resistance for the partial penetration is entered on the logs. The blow counts are shown on the boring logs at the respective sample depths. The borings were logged by a representative from our firm who identified the exploration locations, classified the soils encountered, obtained representative soil samples and maintained a detailed log of each boring. The soils encountered during boring operations were visually classified in the field in general accordance the system described in Figure A-1, Soil Classification System. A key to the boring log symbols is also shown in Figure A-1. Representative soil samples were obtained from the borings, logged, placed in plastic bags, and transported to our laboratory. The field classifications were further ' evaluated in our laboratory. In addition, pertinent information including soil sample depths, stratigraphy, and ground water were recorded. Ground water levels were estimated by observing soil samples and the drill rods. The drilling operation was also monitored for indication of various drilling conditions, such as hard and soft drilling. G e o E n i n e e r s A-1 File No.0693-058-00\032204 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS ' MAJOR DIVISIONS SYMBOLS TYPICAL SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS WELL-GRADED GRAVELS,GRAVEL- CLEAN 0 3o c GW SAND MIXTURES .�-� _ CC Cement Concrete ' GRAVEL GRAVELS AND GRAVELLY (LITTLE OR No FINES) 0000 GP POORLY-GRADED GRAVELS. SOILS O O GRAVEL-SANDMIXTURES AC Asphalt Concrete COARSE SILTY GRAVELS.GRAVEL-SAND- GRAVELS WITH O SILT MIXTURES GRAINED "1ORETHASE GM CR - Crushed Rock/ OF COARSE FINES solLs FRACTION Quarry Spalls RETAINED ON NO. (AppREOF FINES)AMOUNT GCr a SIEVE CLAYEY GRAVELS.GRAVEL-SAND- CLAY MIXTURES Topsoil/ TS Forest Duff/Sod i� CLEAN SANDS SW WELL GRADED SANDS,GRAVELLY MORE AN NO SAND RETAINED SIEVE NO. AND (LITTLE OR NO FINEST 200 SIEVE SANDY SP POORLY-GRADED SANDS, SOILS GRAVELLY SAND _�z Measured groundwater level in _ exploration,well,or piezometer MORE THAN 50% SANDS WITH SM SILTY SANDS.SAND-SILT OF COARSE FINES MIXTURES Groundwater observed at time of FRACTION exploration PASSING NO.d — P SIEVE (APPRECIABLE AMOUNT S.G. CLAYEY SANDS,SAND-CLAY OF FINES) MIXTURES Perched water observed at time of INORGANIC SILTS,ROCK FLOUR exploration MIL CLAYEY SryTSWITH SLIGHT Measured free product in well or INORGANIC CLAYS OF LOW TO — piezometer SILTS MEDIUM PLASTICITY,GRAVELLY LIQUID LIMIT CL CLAYS,SANDY CLAYS,SILTY CLAYS, FINE AND LESS THAN 50 GRAINED CLAYS LEAN CLAYS SOILS ORGANIC SILTS AND ORGANIC OL SILTY CLAYS OF LOW PLASTICITY Stratigraphic Contact MORE THAN 50% I I I INORGANIC SILTS,MICACEOUS OR Distinct contact between soil strata or PASSING NO.200 MH DIATOMACEOUS SILTY SOILS SIEVE geologic units SILTS Gradual change between soil strata or LIQUID LIMIT INORGANIC CLAYS OF HIGH g AND GREATER THAN SO X C'H PLASTICITY geologic units CLAYS Approximate location of soil strata DROIMUM CLAYS AND SILTS OF �d CH change within a geologic soil unit MEDIUM TO HIGH PLASTICITY 9 g g HIGHLY ORGANIC SOILS PT, PEAT.HUMUS,SWAMP SOIL$WITH HIGH ORGANIC CONTENTS NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Laboratory!Field Tests Sampler Symbol Descriptions %F Percent fines AL Atterberg limits ■ 2.4-inch I.D.split barrel CA Chemical analysis CP Laboratory compaction test Standard Penetration Test(SPT) CS Consolidation test DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content ® Piston MD Moisture content and dry density OC Organic content Direct-Push PM Permeability or hydraulic conductivity PP Pocket penetrometer ® SA Sieve analysis Bulk or grab TX Triaxial compression UC Unconfined compression VS Vane shear Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches(or Sheen Classification distance noted). See exploration log for hammer weight and drop. NS No Visible Sheen SS Slight Sheen A"P"indicates sampler pushed using the weight of the MS Moderate Sheen drill rig. HS Heavy Sheen NT Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made;they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GEOENGINEERS FIGURE A-1 Dates) 01/30/04 Logged MAM Checked MAM Drilled By By Drilling Drilling Sampling Holt Drilling Method Hollow-stem Auger SPT Contractor Methods Auger 4-inch ID Hammer 140 (lb) hammer/30 (in)drop Drilling B-59 Truck Data Data Equipment ' Total 19 Surface 369 Groundwater 5 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES C MATERIAL DESCRIPTION -2 OTHER TESTS - _ AND NOTES 0 a>i� a�i a) Z E 3 a Ww Ow , d 0 `20 ° E 0 Z � 0 S Z X m � (D� Urn AC 5/2 inches asphalt ' SM Brown silty sand with gravel(loose,moist)(fill) SM Gray silty sand with gravel and wood fragments(loose 1 6 14 to medium dense,_rroist 365 SM Gray with orange mottling silty sand with occasional gravel(loose,wet) ' 5 2 18 7 19 SM Gray brown silty sand with gravel(very dense,moist to ' 3 18 50/5" wet)(glaciolacustrine) 360 10 4 12 50/6" 355 15 5 18 65 350 ' o N N M H L7 N N u1 a �^ o 0 m 0 rn 0 U) Z LL O O ID N O f'1 m 0 'o ra ' N Note:See Figure A-1 for explanation of symbols Z z 0 m ' LOG OF BORING B-1 Project: Duvall Avenue NE Improvements G M E N G I N E E R5 Project Location: Renton, Washington ' -�"� Figure: Project Number: 0693-058-00 Sheet 2 of 1 0 ' Date(s) 11121114 Logged MAM Checked MAM Drilled By By Drilling Geologic Drill Drilling Hollow-stem Auger Sampling SPT Contractor Method g Methods Auger 225-inch ID Hammer 140 (lb)hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment Total 24 Surface 390 Groundwater $ Depth(ft) Elevation(ft) Level(ft.bgs) [Datum/ tem SAMPLES 2 c MATERIAL DESCRIPTION OTHER TESTS O L O m_ _ �, °; o - AND NOTES N Q ; O (/7 - L Q L w w 7 N O (0 N 0 O T (0 O �+N Z of in � C9� 0 Cn U 390 0 TS Forest duff/topsoil ' SM Gray brown with orange mottling silty sand with gravel (very loose,moist to wet)(colluvium) 1 4 4 24 $A ' 385 5 ' 2 18 15 SM Gray brown silty fine sand with lenses of silt(medium 21 %F=37 dense to very dense,wet)(advance outwash) 380 10 3 18 53 375 15 4 18 59 ML Gray sandy silt(hard,moist)(glaciolacustrine deposits) 370 20 ' 5 0 60 0 N N F N N J W C7 a o 0 m 0 in m co 0 Z LL O O ' m N O m _o 3 a Note:See Figure A-1 for explanation of symbols Z z 0 0 m ' LOG OF BORING B-2 Project: Duvall Avenue NE Improvements G M E N G I N E E RS Project Location: Renton, Washington ' R Figure: A-3 Project Number: 0693-058-00 Sheet 1 of 1 Dale Logged ' Drilled) 01/30/04 By MAM Byecked MAM Drilling DrillingSampling Contractor Holt Drilling Metho i Hollow-stem Auger p g SPT Methods Auger 4-inch ID Hammer 140 (lb)hammer!30 (in)drop Drilling Data Data Equipment B 59 Truck ' Total 33 Surface 380 Groundwater 3 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES 2 MATERIAL DESCRIPTION a OTHER TESTS _ _ �, _� o o .0 AND NOTES 0 N L ❑.� L a 7 d � F LLI w 0 v 7 N 0 4 O E @ O N 380 0 c z M in (9� U rn c� o AC 5 inches as2halt ' — SM Dark brown silty sand with gravel(very loose,moist)_— (fil]) 1 18 1 SM Red brown silty sand with organic matter and 40 SA occasional gravel(very loose,moist to wet) ' 375 5 SM Gray brown with orange mottling silty sand with gravel 2 16 23 (medium dense to dense,wet)(advance outwash) 16 %F=21 3 1 47 370 10 CH Gray clay with partings of fine sand(hard,moist) (glaciolacustrine deposits) 4 18 38 18 AL i 365 15 _ ML Gray stltwith occasional sand and gravel(very stiff to hard,moist) 5 18 25 360 20 ' 6 12 50/6" Becomes hard 0 355 25 0 c� N > 7 18 45 W 350 30 0 m 0 M (n m 0 Q Z lL 0 0 m N O t7 O O a N Note:See Figure A-1 for explanation of symbols Z z s 0 m LOG OF BORING B-3 Project: Duvall Avenue NE Improvements G M E N G I N E E R5 Project Location: Renton, Washington Figure: A-4 Project Number: 0693-058-00 Sheet 1 of 1 Date(s) 01/26/04 Logged MAM Checked MAM Drilled By By Drilling Drilling Sampling ' Contractor Geologic Drill Method Hollow-stem Auger Methods SPT Auger 2,25-inch ID Hammer 140 (lb) hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment ' Total 18 Surface 374 Groundwater 3 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES c MATERIAL DESCRIPTION a OTHER TESTS m 2 3 - - AND NOTES W �w Is 0 p � ° o ° E mp �'Z z G� m 3: 0-1 0cn 0 TS Dark brown top soil — SM Red brown silty sand(loose to medium dense,wet) (colluvium) 1 14 17 CL Gray and brown with orange mottling clay with sand 31 SA 370 and occasional gravel(stiff,moist)(glaciolacustrine 5 deposits)— — — ------ ray ---- ML G brown sandy silt with occasional gravel(dense, moist to wet) 365 2 14 46 CL Gray sandy clay with occasional gavel(dense,moist to 28 AL 10 wet) SM .Gray brown silty sand with gravel and lenses of gray --r 3 6 50/6' fine to medium sand(very dense,moist to wet) 360 15 -- NIL Gray silt with occasional gravel(hard,moist) 0 N N N N N W a 0 0 m 0 n m m 0 N Q z 0 0 m N O O O IL ' Note:See Figure A-1 for explanation of symbols 0 z E 0 m ' Q LOG OF BORING B4 Project: Duvall Avenue NE Improvements Project Location: Renton, Washington GMENGINEER� Figure: A-5 0 Project Number: 0693-058-00 Sheet 1 of 1 ' Dates 01127/04 Logged Checked MAM g MAM Drilled By y Drilling Drilling Sampling Contractor Geologic Drill Method Hollow-stem Auger Methods SPT Auger 2.25-inch ID Hammer 140(lb) hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment Total Surface Groundwater Depth(ft) 29 Elevation(ft) 412 Level(ft.bgs) 14 Datum/ System ' SAMPLES C ° _ _ MATERIAL DESCRIPTION o � OTHER TESTS @ s o ) - AND NOTES > @ o c. a>� �a� 0 3 o a� W 0°� °' m a m0 2E, mo Zap Z E m C0_J 0(n 0 DUF Forest duff/topsoil SM Gray brown with orange mottling silty sand with gravel 410 and trace organic matter(very loose,moist) — _colluvium 1 1 2 SM L---� ---------------� 28 %F=50 Light brown with orange mottling silty sand with gravel (very loose,moist) 5 SM Gray brown silty fine sand(dense to very dense,moist 405 to wet)(advance outwash) Z 1 33 10 400 ' 3 4 66 — 25 SA Becomes wet 15 395 4 12 36 20 390 5 18 40 0 Q 25 385 > 6 18 25 w Y c� a �M1 �0 m m 0 M rn 1 0 Q Z LL O O '- m N O O O O O a N Note:See Figure A-1 for explanation of symbols c� Z 0 m LOG OF BORING B-5 Project: Duvall Avenue NE Improvements Ca EO E N G 1 N E E R� /J� Project Location: Renton, Washington ' m --w Figure: A-6 m Project Number: 0693-058-00 Sheet 1 of 1 a Dates) 01/29/04 Logged MAM Checked MAM Drilled By By Drilling Holt Drilling Drilling Hollow-stem Auger Sampling SPT ' Contractor Method g Methods Auger 4-inch ID Hammer 140 (lb)hammer/30 (in)drop Drilling B-59 Truck Data Data Equipment ' Total 38.5 Surface 394 Groundwater 7 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES o o n OTHER TESTS c 2 g J _ MATERIAL DESCRIPTION __ _- AND NOTES E > . Qw m > - a° z ct a� ai 0 3 a� a �� a��' m aoi ° iu m o ° E m o Z � z � 0 AC 5'/2 inches asphalt SM Gray with orange mottling silty sand with gravel (medium dense to dense,moist)(fill) l 8 41 390 ML Dark brown sandy silt with occasional charcoal 5 —2 8 18 fragments(very soft,wet) 20 %F=56 ' 385 3 18 1 30 AL ML Gray brown sandy silt with gravel(stiff,wet) 1071 4 8 13 (glaciolacustrine deposits) ------------------------ ' I MH Gray/brown with orange mottling silt with fine sand 5 12 21 I (very stiff,moist) 20 SA 380 15 -- — ——— -- -- -- ML Gray silt with occasional fine sand(very stiff to hard, moist) 375 20 6 18 32 �1 7 18 31 0 370 F 25 0 N W8 12 41 Becomes hard with occasional gravel c� 365 a 30 o m 0 m 0 9 18 50 a 360 LL 35 s 0 0 rn 0 10 6 50/6" 0 a Note:See Figure A-1 for explanation of symbols z it 0 m LOG OF BORING B-6 Project: Duvall Avenue NE Improvements Project Location: Renton, Washington GMENGINEERS ,� Figure: A-7 o Project Number: 0693-058-00 Sheet 1 of 1 ' Date(s) 01/23/04 Logged MAM Checked MAM Drilled By By Drilling Drilling Sampling ' Contractor Geologic Drill Method Hollow-stem Auger Methods SPT Auger 2.25-inch ID Hammer 140(lb) hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment ' Total 19 Surface 375 Groundwater None Observed Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES c MATERIAL DESCRIPTION a OTHER TESTS c o J AND NOTES j a) a°i a) ? E 0 3 m _a n�E �m w p� °' = U o m `° o o T m o 2:"5 375 0 c z T m 6, 6Uc �U (2� ML Dark brown sandy silt with organic matter(soft,moist) CL' _(glaciolacustrine deposits)________Gray brown sandy clay with orange mottling(stiff, 1 4 18 moist) 17 AL 370 5 ML Gray brown silt with occasional gravel nic and orga matter(hard,moist) ' 2 11 54 —— — —— —— — — ———— 365 10 Gray silt with lenses of fine sand(hard,moist) 3 18 57 360 15 4 18 85 o 0 N M r N N W a c7 �I o 0 m 0 c' m m O Q Z LL O O m N O O O a N Note:See Figure A-1 for explanation of symbols z it 0 m ' 0 LOG OF BORING B-7 Project: Duvall Avenue NE Improvements G M E N G I N E E R5 Project Location: Renton, Washington -�� Figure: A-8 Project Number: 0693-058-00 Sheet 1 of 1 ' Date(s) 01/27/04 MAM Logged Checked MAM Drilled By By Drilling Drilling Sampling Contractor Geologic Drill Method Hollow-stem Auger Methods SPT Auger 2.25-inch ID Hammer 140 (lb)hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment ' Total 23.5 Surface 416 Groundwater 19 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES c MATERIAL DESCRIPTION a OTHER TESTS @ o - AND NOTES 0 3 a� o m Z) CM 73 aa) o m `ao oT � o Z 0 S z � Ei UJ 6(n �U 03: TS Forest duff/topsoil 415 SM Gray brown with orange mottling silty sand with occasional gravel(medium dense,moist)(advance 1 8 15 outwash) 21 %F=46 S -- ——— — — ————-- 410 MI Gray with orange mottling silt(hard,moist) 2 18 45 24 AL SM Gray brown silty fine sand(very dense,moist to wet) 10 405 3 12 54 15 400 4 18 86 Becomes wet 20 395 5 12 50/6" 0 N N !7 H 0 (7 N 111 a 0 m m 0 M m m 0 zZ LL O O m m O CI O O O a ' Note:See Figure A-I for explanation of symbols Z z c 0 m ' LOG OF BORING B-8 Project: Duvall Avenue NE Improvements G M E N G I N E E R Project Location: Renton, Washington Figure: A-9 Project Number: 0693-058-00 Sheet 1 of 1 Date(s) Logged Checked Drilled 01/29/04 By MAM By MAM Drilling Drilling Sampling Contractor Holt Drilling Method Hollow-stem Auger Methods SPT Auger 4-inch ID Hammer 140 (lb)hammer/30 (in)drop Drilling B-59 Truck Data Data Equipment Total 49 Surface 409 Groundwater 15 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES _ MATERIAL DESCRIPTION OTHER TESTS ' > � -- _ AND NOTES > .. p_.. m � > N L CL c C r LLJ) w °� a0i o '° p o p Z 0 0 z 0� m C7_J C7cn AC 4'/2 inches asphalt SM Dark brown siltvand with gravel loose moist fill ML Gray brown sandy silt with occasional gravel(medium 1 8 14 dense to dense,moist)(advance outwash) 15 SA 405 5 2 8 19 With orange mottling 3 16 27 400 10 ' 4 16 35 395 15 Becomes dense,wet SM Gray brown silty fine sand(dense to very dense,wet) 5 16 42 27 %F=28 390 20 0 385 6 16 63 Becomes very dense N 25 0 c? � N > 7 18 52 LU 380 a� 30• o 0 m 0 n (n 8 12 50/6"375 Becomes gray LL 35 `o 0 oML Gray silt with fine sand(hard,moist)(glaciolacustrine deposits) 0 9 18 49 y 370 40 ---------------------- N Note:See Figure A-1 for explanation of symbols c� z 0 0 m LOG OF BORING B-9 Project: Duvall Avenue NE Improvements G W E N G I N E E R S /// Project Location: Renton, Washington ' -��' Figure: A-10 0 IL Project Number: 0693-058-00 Sheet 1 of 2 SAMPLES > MATERIAL DESCRIPTION M OTHER TESTS w o - s�_ AND NOTES �> ? � o aa o s a Doo ° m o o Z'a r m _3 (O q 40 Z c U p ML Gray silt(hard,moist) 10 18 44 1 365 --- ---- -- — -- — 45 ML Gray sandy silt with occasional gavel(hard,moist) 11 18 1 40 360 Q 0 N N M F N N J W C7 a o 0 m 0 m rn 0 U) z LL O O_ m N O O O a o. R O m LOG OF BORING B-9 (continued) P o roject: Duvall Avenue NE Improvements G M E N G I N E E RS Project Location: Renton, Washington ' Project Number: 0693-058-00 Fig heel tzo 0 pale) 01/26/04 Logged MAM gy Checked MAM Drilling Drilling Sampling Contractor Geologic Drill Method Hollow-stem Auger Methods SPT Auger 2.25-inch ID Hammer 140 (lb)hammer/30 (in)drop Drilling Acker Limited Access Data Data Equipment Total Surface Groundwater Depth(ft) 8'S Elevation(ft) 426 Level(ft.bgs) 3.5 Datum/ System SAMPLES c MATERIAL DESCRIPTION o � OTHER TESTS o � L - - AND NOTES a� a� z o t a �, t Ww 0 � (D a `° o ° > o m Z x m C565 0 TS 8 inches grass/topsoil 425 SM Dark brown silty sand with gravel and root matter — Jloose,moisgLlR------------- SM Gray brown with orange mottling silty sand with gravel 1 4 5 = loose moist 24 %F=25 SM Gray brown silty sand with gravel(dense to very dense, 5 moist to wet)(glacial till) 420 2 10 33 3 10 50/4" e 0 N N M 0 N N Ul a o 0 m 0 rn 0 Z LL 0 0 m 0 M rn 0 s a Note:See Figure A-1 for explanation of symbols U z E 0 m LOG OF BORING B-12 Project: Duvall Avenue NE Improvements G EO E N G!N E E RS Project Location: Renton, Washington m ��---++�� Figure: A-13 0 Project Number: 0693-058-00 Sheet 1 of 1 Date(s) 01/22/04 Logged MAM Checked MAM Drilled By By Drilling Drilling Sampling Contractor Holt Drilling Method Hollow-stem Auger SPT Methods Auger Hammer Drilling Data 4-inch ID Data 140 (lb) hammer/30 (in)drop Equipment 8-59 Truck ' Total 20.5 Surface 426 Groundwater None observed Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System ' SAMPLES c ' _ MATERIAL DESCRIPTION cn OTHER TESTS > a`) m o - AND NOTES a) N Z O 3 (0 O1 O E C O) 1 U o cv � m � (7� 0U) �U 0 AC 4 inches halt 425 SM Dark brown silty fine to coarse sand with gavel(loose, SM moist fll Gray/brown with orange mottling silty sand with gavel t 8 24 (medium dense,moist)(weathered glacial till) SM Gray silty sand with gavel(very dense,moist)(glacial 5 till 420 2 8 50/6" ) 8 SA 10 415 3 12 50/6" 15 4 6 50/6" 410 20 5 1 6 1 50/2" 0 N N 0 N W 0 'a o 0 m 0 n m 0 z 0 0 m 0 n w 0 0 a N Note:See Figure A-1 for explanation of symbols c� z s 0 m 0 LOG OF BORING B-14 FU Project: Duvall Avenue NE Improvements 9 G EO E N G I N E E RS //,/ Project Location: Renton, Washington ' m -ter Figure: A-15 0 Project Number: 0693-058-00 Sheet 1 of 1 Dates) Logg ed Checked Drilled 01/22/04 By MAM By MAM Drilling Drilling Sampling Contractor Holt Drilling Method Hollow-stem Auger Methods SPT Auger 4-inch ID Hammer 140 (lb) hammer/30 (in)drop Drilling B-59 Truck Data Data Equipment Total 14 Surface 422 Groundwater 4 Depth(ft) Elevation(ft) Level(ft.bgs) Datum/ System SAMPLES _ MATERIAL DESCRIPTION a OTHER TESTS in_ _ a) �, o J 0 - AND NOTES W w vim- O J N O tU N o O E, t0 p Z+N 0 Z of m 0_J (D cn AC 4 inches asphalt -_ GM Brown fine to coarse gravel with sand and silt(medium 420 d dense to dense,moist to wet)(recessional outwash) 1 4 21 = 10 %F= 13 o 5 2 4 34 " 0 415 SM Gray silty sand with gravel(very dense,moist)(glacial 3 7 50/5" till) 10 410 4 4 50/5" 0 N N N W a m 0 in rn 1 � 0 Z LL O O_ m N M T O O a 0 N Note:See Figure A-1 for explanation of symbols 0 Z 0 m LOG OF BORING B-15 Project: Duvall Avenue NE Improvements G EO E N G I N E E R5 Project Location: Renton, Washington Figure: A-16 MIL 10 Project Number: 0693-058-00 Sheet 1 of 1 Dates) 02/03/04 Loygged MAM Checked MAM Drilling Drilling Sampling Contractor Holt Drilling Method Hollow-stem Auger p g SPT Methods ,auger 4-inch ID Hammer 140(lb)hammer/30 (in)drop Drilling B-59 Truck Data Data Equipment Total Surface Groundwater Depth(ft) 18 Elevation(ft) 418 Level(ft.bgs) None observed Datum/ System SAMPLES MATERIAL DESCRIPTION a OTHER TESTS a) ai ° -� _ AND NOTES W y o co 2 oa �° o r' 0 Z X m 0_' CO co �0 AC 4 inches halt GP 4 inches base course sm Brown silty sand with gravel(loose to medium dense, \ _m_oist 511 ____ __________ 415 1 10 I 1 SM Red brown silty sand with gravel(loose,moist to wet) J 12 5 SM Gray brown silty sand with gravel(very dense,moist 2 10 50/4" Y tY ( rY ) 17 (glacial till) 410 3 10 50/4" 10 405 4 6 50/2" Becomes gray 15 400 -DO 5 4 50/4° 0 N N (7 Q N N 1 W U a m 0 c� rn 0 Z LL O O O f'J m O O a 0 N Note:See Figure A-1 for explanation of symbols cD z 0 m LOG OF BORING B-16 Project: Duvall Avenue NE Improvements G M E N G I N E E R /f/ Project Location: Renton, Washington 0 -■�� Figure: Project Number: 0693-058-00 7 Sheet of 1 APPENDIX B LABORATORY TESTING r r APPENDIX B LABORATORY TESTING GENERAL Soil samples obtained from the borings were transported to our laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing consisting of moisture content, percent passing the U.S. No. 200 sieve, sieve analyses, Atterberg Limits and California Bearing Ratio (CBR). 1 The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. The results of the laboratory tests are presented in Figures B-1 through B4. The results of the moisture content and percent passing the U.S. No. 200 sieve determinations are presented on the exploration logs at the respective sample depth in Appendix A. Moisture Content Testing Moisture contents tests were completed in general accordance with ASTM D 2216 for samples obtained from the borings. The results of these tests are presented on the exploration logs in Appendix A at the depths at which the samples were obtained. Sieve Analyses Grain-size analyses were performed on selected samples in general accordance with ASTM D 422. The wet sieve analysis method was used to determine the percentage of soil greater than the U.S. NO. 200 mesh sieve. The results of the particle size analyses were plotted, classified in general accordance with the Unified Soil Classification System(USCS), and presented in Figures B-1 and B-2. Percent Passing U.S. NO. 200 Sieve Selected samples were "washed" through the U.S. No. 200 mesh sieve to determine the relative percentages of coarse and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to determine the fines content for analysis purposes. The tests were conducted in general accordance with ASTM D 1140, and the results are shown on the exploration logs at the respective sample depth. Atterberg Limits Testing Atterberg limits testing was performed on six fine-grained soil samples. The tests were used to classify the soil as well as to evaluate index properties. The liquid limit and the plastic limit were estimated through a procedure performed in general accordance with ASTM D 4318. The results of the Atterberg limits tests are summarized in Figures B-3 and B4. CBR Tests CBR (California Bearing Ratio) tests were performed on two composite samples obtained from the explorations. The CBR tests were performed in general accordance with the ASTM D1883-87 test procedure. The results of the CBR tests are presented in the following table. Exploration Sample Depth(feet) Soil Type CBR B-6,B-9 0-5 SM 10 B-14,B-15,B-16 0-5 SM 25 G e o E n i n e e r s B-1 File No.0693-058-00\032204 M Mao M M M A mop m I m 0693-058-00 MWS :JVJ :jvj 2-18-04 (Sieve.ppt) U.S. STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #I00 #200 M 100 M Z 90 Gl = 80 Z M U' 70 m � ILA m 60 CD -- z 50 cn U) a 40 w 30 v _ 20 10 Cn 0 < 1000 100 10 1 0.1 0.01 0.001 m -n z GRAIN SIZE IN MILLIMETERS c M U)m U) GRAVEL SAND ;u COBBLES SILT OR CLAY COARSE I FINE COARSE MEDIUM FINE C r In SYMBOL EXPLORATION DEPTH SOIL CLASSIFICATION NUMBER ft B_2 2.5 Gray brown with orange mottling silty sand with gravel(SM) B-3 2.5 Red brown silty sand with organic matter and occasional gravel(SM) 0 B-4 2.5 Gray and brown with orange mottling clay with sand and occasional gravel(CL) B-5 12.5 Gray brown silty fine sand(SM) IIIIIIIIIIIIIIIIIIIN 0693-058-00 MWS :JVJ :jvj 2-18-04(Sieve.ppt) U.S. STANDARD SIEVE SIZE m u l 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 O 100 m Z 90 GlIT = 80 Z � rn w 70 rnIq 60 c� - z 50 W a 40 I— w 30 4�z4 20 10 0 m 1000 100 10 1 0.1 0.01 0.001 -n z GRAIN SIZE IN MILLIMETERS C m 03 to GRAVEL SAND tv %U COBBLES SILT OR CLAY M COARSE FINE COARSE MEDIUM FINE C r U) SYMBOL EXPLORATION DEPTH SOIL CLASSIFICATION NUMBER ft B-6 12.5 Gray brown with orange mottling silt with fine sand(MH) B-9 2.5 Gray brown sandy silt with occasional gravel(ML) 0 B-14 5.0 Gray silty sand with gravel(SM) M MNO s r ow- + M Mw we me W M 0693-058-00 MWS :RST:jvj 2-18-04(Atterbergs.ppt) PLASTICITY CHART M 60 0 M z M 50 - Z m CH or OH x 40 Z U 30 Fn // J� OH or MH n 20 CL jr OL D 10 M MIL or OL rn - M Cu 0 m 0 10 20 30 40 50 60 70 80 90 100 C LIQUID LIMIT m cn M SYMBOL EXPLORATION SAMPLE MOISTURE LIQUID PLASTICITY .-f NUMBER DEPTH CONTENT(%) LIMIT(%) INDEX(%) SOIL DESCRIPTION m to c B-3 12.5' 18.4 55 32 Gray clay with partings of fine sand(CH) B-4 7.5' 28.2 36 17 Gray sandy clay with occasional gravel (CL) B-6 7.5' 30.3 36 8 Dark brown sandy silt with occasional charcoal fragments(MIL) 0693-058-00 MWS : RST:jvj 2-18-04(Atterbergs.ppt) P LASTIC ITY C HA RT Gl m 60 O M z - z M M CH or X x 40 N W Z �' P U 30 � — CCO g OH or MH a 20 CL or OL �P D 000l 10 m ML or OL M W 0 m 0 10 20 30 40 _ 50 60 70 80 90 100 C LIQUID LIMIT m (n ao —I A (A SYMBOL EXPLORATION SAMPLE MOISTURE LIQUID PLASTICITY -r NUMBER DEPTH CONTENT(%) LIMIT(%) INDEX(%) SOIL DESCRIPTION m cn C B-7 2.5' 17.1 38 18 Gray brown sandy clay with orange mottling(CL) (A B-8 7.5' 23.7 41 14 Gray with orange mottling sill(ML) B-10 12.5' 28.1 33 6 Gray silt(ML) 9 ' APPENDIX C TIEBACK LOAD TESTING AND SHORING MONITORING PROGRAM t r r i- APPENDIX C TIEBACK LOAD TESTING AND SHORING MONITORING PROGRAM TIEBACK LOAD TESTING Performance Tests Performance tests should be completed on at least two tiebacks within each soil type encountered. Performance test locations should be selected by the Geotechnical Engineer. Performance anchors must be installed with the same equipment, crew, materials and techniques as the production anchors. Additional performance anchors should be installed for each combination of equipment, crew, materials and drilling techniques. We recommend that the performance tests be completed in each soil type prior to installing production anchors in that soil type. Performance tests should be completed as follows: 1. Performance tests should not be completed until the tieback grout has attained at least 50 percent of the specified 28-day compressive strength. 2. Performance tests should be completed such that measurements of load and tieback displacement can be taken at increments of 25 percent of the design load up to 200 percent of the design load. The anchor movement shall be measured and recorded to the nearest 0.001 inch with respect to an independent fixed reference point at the alignment load and at each increment of load. The scheduling of hold times shall be as follows: AL 1 minute 025DL 5 minutes 0.50DL 5 minutes 0.75DL 5 minutes 1.00DL 5 minutes 1.25DL 5 minutes 1.50DL 5 minutes 1.75DL 5 minutes t2.00DL 60 minutes AL=Alignment Load DL=Design Load The load-hold period shall start as soon as the load is applied and the anchor movement shall be measured and recorded at 1 minute, 2, 3, 5, 6, 107 20, 30, 50, and 60 minutes. 3. The Geotechnical Engineer will evaluate the results of each performance test and make a determination of the suitability of the test and of the Contractor's proposed production anchor design and installation system. Tests which fail to meet the design criteria will require additional verification testing or an approved revision to the Contractor's proposed production anchor design and installation system. If an anchor fails in creep, retesting will not be allowed. A performance tested anchor with a 60 minute load held at 2.ODL is acceptable if: a) The anchor carries the test load with a creep rate that does not exceed 0.08 inch per log cycle of time and is at a linear or decreasing creep rate. b) The total movement at the test load exceeds 80 percent of the theoretical elastic elongation of the non- bonded length. G e o E n g i n e e r s C-1 File No.0693-055-00\032204 Furthermore, a pullout failure must not occur for the performance test anchor at the 2.ODL maximum load. Pullout failure load is defined as the load at which attempts to increase the test load result only in continued pullout movement of the test anchor without a sustainable increase in the test load. Proof Tests Proof tests shall be performed on each production anchor. Proof tests shall be performed by incrementally loading the anchor in accordance with the schedule below. The anchor movement shall be measured and recorded to the nearest 0.001 inch with respect to an independent fixed reference point in the same manner as for the performance tests at the alignment load and at each increment of load. The scheduling of hold times shall be as follows: AL 1 minute 0.25DL 1 minute or until stable 0.50DL 1 minute or until stable 0.75DL 1 minute or until stable 1.00DL 1 minute or until stable 1.30DL 5 minutes AL=Alignment Load DL=Design Load The maximum load in a proof test shall be held for 5:minutes. The load hold period shall start as soon as the maximum load is applied and the anchor movement with respect to an independent fixed reference shall be measured and recorded at 0.5, 1, 2, 3, 4, and 5 minutes. The anchor movement between 0.5 minute and 5 minutes shall not exceed 0.04 inches. If the anchor movement between 0.5 and 5 minutes exceeds 0.04 inches, the maximum load shall be held an additional 55 minutes. If the load hold is extended, the anchor movement shall be recorded at 20, 30, 50, and 60 minutes. If an anchor fails in creep, retesting will not be allowed. A proof tested anchor is acceptable if: a) The anchor carries the maximum load with less than 0.04 inches of movement between 0.5 minute and 5 minutes, unless the load hold extended to 60 minutes, in which case the anchor would be acceptable if the creep rate does not exceed 0.08 inches per log cycle of time and is at a linear or decreasing creep rate. b) The total movement at the maximum load exceeds 80 percent of the theoretical elastic elongation of the non-bonded length. 1 c) A pullout failure does not occur. d) Anchor movements exceeding 3 inches should be reviewed by the Geotechnical Engineer to assess the available capacity. SHORING MONITORING Pre-Construction Survey A shoring monitoring program should be established to monitor the performance of the shoring system and to provide early detection of deflections that could potentially damage nearby improvements. G e o E n g i n e e r s C-2 File No.0693-058-00\032204 We recommend that a pre-construction survey of adjacent improvements, such as streets and buildings, be performed prior to commencing construction. The pre-construction survey should include a video or photographic survey of the condition of existing improvements to establish the pre-construction condition, with special attention to existing cracks in streets or building walls, foundations and floor slabs. Optical Survey ' The shoring monitoring program should include an optical survey monitoring program. Monitoring of the survey points should be completed twice weekly during construction of the shoring system, or more or less often depending upon the progress of the excavation and at the Geotechnical Engineer's direction. Monitoring should include vertical and horizontal survey measurements accurate to at least 0.01 feet. A baseline reading of the monitoring points should be completed prior to beginning shoring installation. The survey data should be provided to the Geotechnical Engineer for review within 24 hours. For shoring walls, we recommend that optical survey points be established at the top of each soldier pile. If horizontal movements are observed to be in excess of '/2 inch between successive readings, construction of the shoring walls should be stopped to determine the cause of the movement and to establish the type and extent of remedial construction. G e o E n g i n e e r s C-3 File No.0693-058-00\032204 APPENDIX D FALLING WEIGHT DEFLECTOMETER TESTING PAVEMENT ENGINEERS WBE#W2F47o7915 1 1 February 26, 2004 15226 12th Drive S.E Mill Creek,WA 98012-3082 (425)337-5222 Mr. Mark Miller (888)446-5222 (425)337-6084 FAX Geo-Engineers, Inc. website:pvmtengr.com Re: Pavement Evaluation Duvall Ave (SR-900—SE 951h Street) City of Renton, Washington Dear Mr. Miller: This report discusses our finding on the testing and evaluation Duvall Ave from SR-900 to SE 95th Street in the City of Renton, Washington. We understand this two-lane asphalt concrete street will be widened to four lanes. Our testing and evaluation is used to determine an overlay thickness for the inner lanes and a new pavement structure for the new outer lanes. Our analysis follows. Non-Destructive Deflection Testing Non-destructive deflection testing was conducted with the KUAB Falling Weight Deflectometer which impacts the pavement surface with loads from 5,000 to 36,000 pounds depending on the configuration of the equipment. For this project, the equipment was configured to apply three impact loads of approximately 11,000, 19,000, and 26,000 pounds. These loads are intended to simulate heavy truck Testing was done on an approximate 150 foot intervals in both directions. At each test location the deflection tests were recorded at four locations (0", 12", 24", and 36")out from the impact load which will be used to determine the strength and thicknes s ss of the asphalt layer, and the strength of the base and subgrade below at each deflection location. Traffic Analysis We were provided with the following traffic information: 1. Traffic volumes for each lane: ADT= 7,600 2. Growth: 3% per year 3. Design Life: 20 years 4. Percent Trucks: 4% 5. Lane Loading: 60% in outer lanes Because the traffic is not balanced across all lanes, a design Equivalent Singe Axle Load, ESAL, was calculated for the inner lanes at 40% loading to determine and overlay thickness and for the outer lanes at 60% loading to design a new pavement structure. Inner Lanes: ESAL = 7,600 (ADT) x 0.4(% inner lanes) x 0.04 (% trucks) x 2.0 (Truck Factor) x 365 (days) x 26.8704 (20 years with 3% growth) = 2,385,232 Duvall Ave (SR-900 — SE 951h Street) February 26, 2004 Outer Lanes: ESAL = 7,600 (ADT) x 0.6(%outer lanes) x 0.04 (% trucks) x 2.0 (Truck Factor) x 365 (days) x 26.8704 (20 years with 3% growth) =3,577,848 Analysis and Report The deflections were used to calculate the resilient modulus of the pavement layers and subgrade. Since a simplified three layered system (Surface, Base, Subgrade) is used to represent a highly complex and variable pavement structure, some inaccuracies in the final overlay thicknesses are expected. The back-calculated modulus values and thicknesses of the pavement surface may be higher or lower than what actually exists. Changing soil conditions such as moisture content or density can also cause a dramatic effect on the back-calculated strength of the base and Subgrade layers. Appendix A contains the listing of recorded deflections and comments on the conditions at each test location. Once the deflections were normalized to an 18,000 pound impact load,the strengths of the surface, base and subgrade were calculated. The profile of the deflections are plotted in Figure 1. The profile of the modulus of the surface, base and subgrade are plotted in Figure 2. Figure 3 is a plot of the Equivalent Thickness of the asphalt surface. Equivalent Thickness is determined by assuming the asphalt layer modulus is 450,000 psi at the design temperature of 68°F. The true thickness is then adjusted to match the deflection profile recorded with the FWD. The Equivalent Thickness approach takes into account fatigue cracking, and therefore weakening, of the asphalt layer. Figure 4 is the calculated overlay thickness at each test location based on the design ESAL of 2,385,232. In order to select the 90 percentile overlay thickness the data in Figure 4 was sorted from low to high and re-plotted in Figure 5. This chart provides the ability to select the 90 percentile overlay thickness, which is 3.87". Figure 6 displays the back-calculated base modulus values from Figure 2 sorted r w gg o from to to high. Again the average modulus can be easily determined, which is 64,547 psi. �. Figure 7 displays the back-calculated subgrade modulus from Figure 2, sorted from low to high. The average modulus is easily determined to be 10, 359 psi. This value was used to design a new pavement in accordance with the AASHTO Guide. The following input data was used with the AASHTO Guide: 1. Design Traffic: 3,577,848 2. Subgrade Modulus: 10,359 psi 3. Reliability Level: 90% 4. Overall Standard Deviation: 0.44 5. Initial Serviceability Index: 4.5 6. Terminal Serviceability Index: 3.0 With the use of Figure 3.1 of the AASHTO Design Guide, the new pavement structure is: 6.6" (use 7.0") ACP plus 12" Aggregate Base. Duvall Ave (SR-900—SE 95 h Street) February 26, 2004 CLOSING This report was prepared in accordance with generally accepted professional engineering principles and practice. There is no other warranty, either expressed or implied. Should you have any questions regarding the findings or recommendations, please do not hesitate to contact us. �P1K A. �O Pavement Engine �Of WASh `cS Didrik A. Voss .o tziso � Chief Engineer �s'S/(NAL a� EXPIRES P644 Deflection 70 Deflection, mils Sensor Location, in. 60 p„ 36" - - 50 - ------- ------ 40 --------------- - ------ --- -- = ----- ------------------------- 30 ---- --- ------ ----- 20 =----------- - -- - - -- - -- -- - - -- - -- 1 p =-------- - ---- - 0 170+00 180+00 190+00 200+00 210+00 220+00 Station Figure 1. Deflections owl Modulus Modulus, psi 1,000,000 - -- - -- --- - ---- 100,000 .: - -- -- - - - - ----- --- - -- ---- -_ ----- --------- 10,000 - - ---- - Surface Base �Subgrade — - 1,000 170+00 180+00 190+00 200+00 210+00 220+00 Station Figure 2. Modulus of Layers Equivalent Thickness 10 Thickness, in. g - -- - ------ - ---------- - - = - ---- ----------------- --------- 8 - - - -----= -- --- ----------- --- - 7 ------ ---- - -- - -- - -_ -- ------ --- --- ----- - 5 ----- ---- - ----- ------ - -Avg ----- -4 -3 -- - - ----- ----- .-. .. ......- - 2 ---- - --- --- - -------- -- . .. . -..---- -- ----- 1 -- ---- -- --- --------- ---- --- --------- —Thickness WCores 0 170+00 180+00 190+00 200+00 210+00 220+00 Station Figure 3. Equivalent Thickness of Asphalt Layer Overlay 10 Overlay, in. g =-- -- ------------ ---- -_- - - - « -- ------- - -- ------ 8 7 6 5 .. . .-.--.- ..---- 4 = ----- - - - -- - - --- - ------ ----- 3 - ---.--------------------------------------- 2 - -------- ------- 0 170+00 180+00 190+00 200+00 210+00 220+00 Station Figure 4. Overlay of Center Lanes Overlay 100 Cum. Rel. Freq., % 90 -- - - ----------- - - --- ---- 80 =- - - --- ---- ---- — -- -- 70 - ---- ----- ----- 60 ------------ ----- ------- --- -- - 50 ------ ----- ----- - :r 40 =-- ---- - -- -- ------- - --.... - ----- -- ------ - -------- }--------------- 30 20 ------- ---- --- -- ----- .. . 10 --- ------------------------------------------- ---- - - 3.87" 0 0 2 4 6 8 Overlay, in. Figure 5. 90% Overlay Base Modulus Cum. Rel. Freq, % 100 90 ----- - - ---- --- - -------- --- 80 ----- -- - - ------- --- ---- --- 70 --- - - --- ---- - --- 60 -- - ---- -- ---- --- -- - - 50 ------ =- - 40 = - ------- - ------ -- - ------ -- ---- - . ---- - ---- - 30 2 0 - - - - ------ ..-- - --- 10 - -- - -- ----- 64,547 psi 0 0 50 100 150 200 250 Modulus, psi (Thousands) Figure 6. Base Modulus Subgrade Modulus 100 Cum. Rel. Freq. 90 - 80 --- --- ------------------- ---- 70 -- --------- - -- ---- --- — =- 60 ------- ---------- 50 ---------- --- - ---------- ------- --- 40 --- --- --- ----- - - 3 0 -------- - --- --- ------ --...- ---- 20 ------ - ------ ------- ------ 1 p -- -- - ---- -- ------- ----- -- ---- ---------- - --�--- - -- - 10,359 psi 0 0 5 10 15 20 25 30 Modulus, psi (thousands) Figure 7. Subgrade Modulus Q x a� a n. Q �■r rr r r rr r� r rr r r ;Sr �r rr � �r rr rr r� rr �I ' IKUAB FWD FILE DUVALL HAgency Renton HProject Number HRoad Name Duvall HTest Section HDirection HStart Point SR900 H End Point SE 95th St ' HLane Number HOperator D. A. Voss H HSurface Type acp HPoisson Ratio HWeather wet HComment IDate Created 02-02-2004 ILoad Mode 2 (8 + 8 buffers, 7 plates) IPlate Radius 8.86 (in) ' IExtra Field Set KUAB STANDARD IDrop Sequence 1123 INo of drops 1111 IRecord Drop? NYYY IDrop Height 1 2 3 4 IImpact Load 10500 18500 25000 30036 lbf ISensor Number 0 1 2 3 4 5 6 ISensor Distance 0.00 11.81- 17 .72 23.62 35.43 47.24 82.68 (in) ISensor Position CENTER BEHIND} BEHIND'BEHIND BEHIND ?????? ?????? IReference Offset 17900 ft ITestpoint spacing: 111 ft JDistance Imp Load DO D1 D2 D3 D4 Air E Mod J ft Num lbf mils mils mils mils mils °F Mpa J-------- --- ----- ------ ------ ------ ------ ------ ----- ------ D 17904 2 11241 6.71 5.84 5.09 4.49 3.16 38 635 D 17904 3 19889 11.79 10.10 8.84 7.83 5.62 38 640 D 17904 4 26479 15.58 13.43 11.79 10.38 7.49 38 644 ' D 18054 2 11379 7.88 6.91 6.16 5.55 4.20 38 547 D 18054 3 19941 13.23 11.60 10.44 9.40 7.16 38 571 D 18054 4 26566. 17.53 15.31 . 13.81 12.39 9.52 38 575 D 18204 2 11169 12.66 9.11 6.87 5.28 3.06 38 334 D 18204 3 19766 20.51 14.88 11.27 8.84 5.27 38 365 D 18204 4 26251 26.75 19.48 14.94 11.79 7.13 38 372 D 18354 2 11027 14.34 10.27 7.62 5.79 3.31 38 292 D 18354 3 19771 21.68 15.83 12.09 9.46 5.62 38 346 D 18354 4 26284 27.13 19.97 15.46 12.00 7.37 38 367 D 18506 2 11061 14.46 10.73 7.99 6.06 3.45 39 290 D 18506 3 19746 21.55 16.15 12.28 9.52 5.71 39 347 D 18506 4 26194 26.52 19.92 15.26 11.94 7.43 39 374 D 18653 2 11066 14.95 10.53 7.40 5.40 2.62 38 281 D 18653 3 19709 21.80 15.48 10.99 8.10 4.03 38 343 D 18653 4 26399 26.83 19.04 13.61 10.09 5.05 38 373 D 11111 2 11073 13.14 11.52 10.13 8.70 6.11 38 311 D 18805 3 19640 20.92 18.21 16.02 13.98 9.83 38 356 D 18805 4 26239 26.88 23.21 20.41 17.64 12.47 38 370 D 18955 2 10982 13.52 10.97 8.92 7.28 4.49 38 308 r D 18955 3 19617 20.94 16.95 13.84 11.26 7.15 38 355 ' D 18955 4 26269 26.52 21.43 17.52 14.31 9.11 38 375 D 19107 2 10963 15.07 12.10 9.40 7.25 4.00 38 276 D 19107 3 15476 23.57 18.80 14 .65 11.43 6.62 38 313 D 19117 4 26144 30.07 23.91 18.53 14.54 8.63 38 330 ' D 19255 2 11038 18.43 13.16 5.29 4.48 3.06 38 227 D 19255 3 19536 26.86 19.37 8.53 7.26 4.89 38 276 D 19255 4 26213 33.24 23.98 11.01 9.28 6.34 38 299 ' D 19400 2 11045 9.74 8.09 6.78 5.73 3.71 38 430 D 19400 3 19701 16.19 13.44 11.31 9.52 6.28 38 461 D 19400' 4 26270 21.15 17.50 14.71 12.33 8.15 38 471 D 19550 2 10938 11.80 9.99 8.48 7.24 4.76 37 352 D 19550 3 19506 18.72 15.80 13.54 11.61 7.87 •37 395 D 19550 4 26161 23.84 20.05 17.22 14.73 10.07 37 416 D 19699 2 10963 11.11 9.53 8.14 7.11 4.92 38 374 D 19691 3 19428 18.41 15.77 13.54 11.73 8.26 38 401 D 19699 4 25971 24.07 20.72 17.80 15.37 10.89 38 409 D 19851 2 10997 14.26 12.24 10.75 9.33 6.64 38 292 D 19851 3 19441 23.40 20.11 17.74 15.61 11.13 38 315 D 19851 4 25925 30.33 26.17 23.02 20.16 14.46 38 321 D 20001 2 11066 11.80 9.13 7.02 5.61 3.40 38 356 D 20001 3 19615 18.29 14.19 11.07 8.98 5.55 38 407 D 20001 4 26301 23.20 18.03 14.13 11.46 7.27 38 430 D 20149 2 11031 12._41 8.59 6.03 4.0.9 1.82 39 337 D 20149 3 19536 17.98 12.50 8 .89 6.24 2.86 39 412 D 20149 4 26303 22.15 15.41 11.13 7.75 3.72 39 450 D 20301 2 10965 11.67 8 .19 5.83 4.06 1.97 39 356 D 20301 3 19471 17.96 12.70 9.19 6.65 3.21 39 411 D 20301 4 26207 22.71 16. 17 11.81 8.51 4 .30 39 437 D 20450 2 10880 14.90 _ 11.49 9. 15 7.31 4 .47 39 277 D 21451 3 19344 23.88 18.57 14 .91 12.02 7.61 39 307 D 20450 4 25956 30.68 23.84 19.17 15.53 10.00 39 321 D 20600 2 10802 18.56 1`3.49 10.1a 8.02 4`.42'''' : 43 221 D 20600 3 19175 30.43 22.48 17.49 13.72 7.67 43 239 D 20600 4 25649 39.09 29.08 22.74 17.77 10.17 43 249 D 20750 2 10739 16.14 11.80 8.82 6.62 3.55 44 252 D 20750 3 19178 26.05 19.17 14.59 11.12 6.20 44 279 D 20750 4 25643 33.37 24.74 18.93 14.48 8.26 44 291 D 20904 2 10721 12.96 9.67 7.62 6.15 4.18 44 313 D 20904 3 19127 21.68 16.37 13.20 10.91 7.45 44 334 D 20904 4 25694 28.00 21.46 17.34 14.33 9.96 44 348 D 21049 2 10624 19.98 15.65 12.25 9.86 6.17 44 202 D 21049 3 18916 31.69 25.22 20.03 16.49 10.71 44 226 D 21049 4 25317 40.11 32.23 25.78 21.28 14.21 44 239 D 21206 2 10859 15.84 11.80 9.18 7.22 4.70 44 260 D 21206 3 19308 25.27 18.99 15.02 12.18 8.09 44 290 D 21206 4 25815 31.99 24.22 19.19 15.61 10.57 44 306 D 21349 2 10916 9.43 7.76 6.50 5.55 3.95 44 439 D 21349 3 19337 15.76 12.84 10.79 9.25 6.73 44 465 D 21349 4 25802 20.59 16.80 14.19 12.12 8.91 44 475 ' D 21501 2 10535 30.28 23.32 16.74 12. 14 7.97 43 132 D 21501 3 18656 47.68 37.19 27.24 20.63 13.58 43 148 D 21501 4 24915 60.75 47.56 35.35 27.03 17.93 43 155 c Comment at 21501 ft :fcrkg bwp. on fill D 21650 2 11045 12.48 9.63 7.71 6.24 3.94 43 335 D 21650 3 19285 20.31 15.89 12.84 10.55 6.85 43 360 D 21650 4 25860 26.19 20.75 16.86 13.94 9.21 43 374 D 21111 2 11111 11,11 11,11 1*11 7.69 1*61 43 240 D 21800 3 19128 28.61 21.53 16.74 13.25 8.19 43 253 D 21800 4 25566 36.79 28.23 22.10 17.65 11.04 43 263 D 21724 2 10877 11.59 8. 99 7 .18 5.79 3.51 42 356 D 21724 3 19304 19.02 14.94 12.11 9.81 6.12 42 385 ' D 21724 4 25790 24.76 19.52 15.90 12.89 8.18 42 395 D 21574 2 10787 14.16 10.51 8.02 6.12 3.37 42 289 D 21574 3 19116 23.17 17.25 13.28 10.17 5.81 42 313 ' D 21574 4 25662 30.25 22.47 17.38 13.22 7.77 42 322 D 21425 2 10649 11.41 8.25 6.12 4.78 3.10 42 354 D 21425 3 19127 17.58 12.93 9.79 7.74 5.22 42 412 D 21425 4 25662 22.20 16.29 12.41 9.92 6.82 42 438 D 21275 2 10759 10.50 7.49 5.52 4.36 2.76 42 388 D 21275 3 19261 16.24 11.82 9.04 7.20 4.85 42 450 D 21275 4 25924 20.57 15.15 11.65 9.44 6.47 42 478 D 21125 2 10719 12.66 10.39 8.69 7.34 5.03 42 321 D 21125 3 19117 21.55 18.05 15.22 13.04 8.95 42 336 D 21125 4 25629 28.49 23.95 20.37 17.28 12.00 42 341 D 20960 2 10261 39.45 27.85 18.60 13.30 6.20 42 99 D 20960 3 11451 60,45 43, 19 29.46 21,60 10,84 42 116 D 20960 4 24692 76.42 53.75 36.99 27.08 14.05 42 122 c Comment at 20899 ft :fcrkg D 20823 2 10733 13.22 10.47 8.17 6.47 3.88 42 308 D 20823 3 19152 21_.98 . 17. 61 13.88 11.09 6.93,,, 42 330 D 20823 4 25521 29. 13 23.21 18 .38 14.65 9.32 42 332 D 20676 2 10797 16.40 12. 42 9.67 7.57 4.47 42 250 D 20676 3 19221 26.05 19. 80 15.62 12.39 7.48 '= 42 280 D 20676 4 25771 32. 98 25.39 20.19 16.03 9.83 42 296 D 20524 2 10879 13.91 10.88 8 .48, :, 6.66 3.94 42 297 D 20524 3 19391 21.42 16.73 13.10 10.46 6.30 42 343 D 21524 4 25188 27,01 11.02 16*12 13,21 8,12 42 361 D 20377 2 11125 12. 10 9.27 7.40 5.96 3.62 39 349 D 20377 3 19770 18.'46 1`4 .13 11 .3`6 9.19 5.75 "39 406 D 20377 4 26336 23.15 17.77 14 .31 11.52 7.28 39 431 D 20225 2 10885 15.28 12.26 10.09 8.49 5.85 39 270 D 20225 3 19415 23.95 19.34 16.14 13.84 9.66 39 307 D 20225 4 25975 30.33 24. 66 20.69 17.61 12.47 39 325 D 20075 2 10976 13.04 9.69 7.74 6.15 3.86 39 319 D 20075 3 19469 19.50 14.68 11.81 9.52 6.28 39 378 D 20075 4 26162 24.45 18.46 15.00 12.06 8.13 39 406 D 19923 2 10949 14.03 11. 14 9.16 7.65 5.14 40 296 D 19923 3 19461 22.66 18.19 15.14 12.70 8.60 40 326 D 19923 4 26053 29.51 23.67 19.61 16.47 11.23 40 335 D 19775 2 10931 21.48 16.49 11.81 9.03 5.32 41 193 D 19775 3 19224 33.84 26.13 19.06 14.84 9.06 41 215 D 19775 4 25663 43.10 33.44 24 .80 19.35 12.01 41 226 D 19621 2 11097 10.80 8.57 7-.16 5.94 4.08 41 389 D 19621 3 19686 17.83 14.10 11.67 9.87 6.85 41 419 D 19621 4 26334 23.27 18.29 15.16 12.74 8.84 41 429 D 19474 2 11032 14.41 11.34 9.12 7.42 4.87 42 290 D 19474 3 19498 23.35 18.59 15.20 12.64 8.45 42 317 D 19474 4 26053 30.07 24.10 19.77 16.49 11.25 42 328 D 19331 2 11041 14.64 10.70 7.76 5.85 3.18 41 286 D 19331 3 19616 21.98 16.23 12.01 9.21 5.33 41 338 D 19331 4 26193 27.49 20.41 15.32 11.79 7.00 41 361 D 19172 2 11154 5.59 4.92 4 .35 3.92 3.01 42 756 D 19172 3 19580 9.61 8.41 7.55 6.77 5.28 42 772 '4 D 11172 4 11251 12.93 11.25 10.01 9.04 7.11 42 771 ' D 19022 2 11097 8.95 7.20 6.01 5.10 3.49 41 470 D 19022 3 19509 14.95 12.09 10.22 8.72 6.10 41 495 D 19022 4 26238 19.72 16.03 13.52 11.50 8.12 41 504 D 11175 2 11154 4.86 4.11 3.57 3.12 2.16 42 131 D 18875 3 19837 8.14 6.94 6.04 5.23 3.66 42 923 D 18875 4 26570 10.86 9.22 8.00 6.93 4.85 42 928 D 18725 2 10957 9.94 7.32 5.43 4.28 2.72 43 418 ' D 18725 3 19525 15.35 11.34 8.58 6.80 4.37 43 482 D 18725 4 26214 19.77 14.53 11.01 8.62 5.70 43 503 D 18575 2 10854 13.91 9.73 7.16 5.20 2.65 43 296 D 18575 3 19245 20.56 14.64 10.99 8.15 4.23 43 355 D 18575 4 25969 25.65 18.43 13.87 10.40 5.50 .43 384 ,. D 18425 2 10999 14.21 9.55 6.82 5.05 2.63'- 42 293 D 18425 3 19440 20.87 14.39 10.56 8.16 4.48 42 353 D 18425 4 26046 25.83 18.11 13.46 10.36 5.93 42 382 D 18276 2 10707 18.43 12.87 8.96 6.27 2.73 42 220 D 18276 3 19203 28.23 19.86 14.03 9.95 4.58 42 258 D 18276 4 25643 36.18 25.15 17.89 12.78 6.08 42 269 D 18124 2 10915 8.01 6.86 5.90 5.16 3.69 42 520 ' D 18124 3 19528 13.46 11.45 9.95 8.75 6.22 42 550 D 18124 4 26053 17.65 15.09 13.09 11.47 8.29 42 559 D 17974 2 10899 6.51 5.33 4.49 3.75 2.35 43 635 D 17974 3 19375 11-05 9.07 7.68 6.36 4.Q9 43 664 D 17974 4 26053 14.72 12. 12 10.29 8.50 5.46 43 671 BSurf Thick, in. 0 -,w t r APPENDIX E REPORT LIMITATIONS AND GUIDELINES FOR USE APPENDIX E ' REPORT LIMITATIONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks with respect to the use of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report has been prepared for the exclusive use of the City of Renton, Berger/ABAM Engineers and their authorized agents. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared.. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS This report has been prepared for the planned improvements to Duvall Avenue Northeast in Renton, Washington. GeoEngineers considered a number of unique,project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: P g PP Y P • the function of the proposed improvements; • elevation, configuration, location, orientation or weight of the proposed improvements; • composition of the design team; or • project ownership. ' 1 Developed based on material provided by ASFE,Professional Firms Practicing in the Geosciences;www.asfe.org . G e o E n g i n e e r s E-1 File No.0693-058-00\032204 If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where ' subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over-rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. ' G e o E n 2 i n e e r s )f+-2 File No.0693-058-00\032204 DO NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, ' give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre- bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be_included in your project budget and schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. P J P P READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic 1 concerns regarding a specific project. G e o E n g i n e e r s E-3 File No.0693-058-00\032204 BIOLOGICAL POLLUTANTS GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term"Biological Pollutants"includes, but is not limited to, molds, fungi, spores,bacteria,and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. G e o E n g i ❑ e e r s E-4 File No.0693-058-00\032204 APPENDLY B Design Criteria 1 1 Table B-1: Design Criteria for Intersection of Duvall Avenue NE and Northeast Sunset Blvd. iDesign Element Standard Criteria/Proposed Criteria Design Control Design Class Existing: Urban Principal Arterial Proposed: Urban Principal Arterial Design Year Proposed: 2030 Terrain Existing: Rolling Design Speed Standard: 40 mph Proposed: 40 mph Posted Speed Standard: 40 mph Proposed: 40 mph ADT Existing: 12,600 Proposed: Not available Trucks Existing: 4 percent Proposed: Assumed to match existing Design Vehicle Bus Roadway Number of Lanes Proposed: Two through lanes on each leg of intersection, dedicated left-turn lane on all legs with two left-turn lanes from eastbound Northeast Sunset Blvd. to northbound Duvall Avenue NE, right-turn pocket on southbound Duvall Avenue NE Lane Width Proposed: 11-foot lanes Edge Conditions Curb Type Proposed: Concrete cement curb and gutter along entire length of project, match to existing Bike Lane Proposed: One 5-foot northbound bike lane, one 5-foot southbound bike lane Sidewalk Proposed: 6-foot concrete cement sidewalk along entire length of project, match to existing Table B-2: Design Criteria for Duvall Avenue NE (City of Renton) Design Element Standard Criteria/Proposed Criteria Design Control Design Class Existing: Urban Principal Arterial Proposed: Urban Principal Arterial Design Year Proposed: 2030 Right-of-Way Width Standard: 60 to 150 feet [Renton Municipal Code F4] Proposed: Varies from 82 to 100 feet Design Speed Standard: 35 mph [WSDOT Design Manual 440-41 Proposed: 35 mph Posted Speed Standard: 35 mph Proposed: 35 mph ADT Existing: 14,900 Proposed: Not Available Heavy Vehicle Existing: 1.2 percent Percentage Proposed: Assumed to match existing Roadway Geometrics ' Sight Distance Stopping Sight Standard: 260 feet (35 mph) [WSDOT Design Manual 650-3] Distance (SSD) Proposed: Use standard distances Entering Sight Standard: 480 feet(35 mph) [WSDOT Design Manual 650-3] Distance (ESD) Proposed: Use standard distances Passing Sight Standard: 1,280 feet(35 mph) [WSDOT Design Manual 650-11 Distance (PSD) Proposed: Does not apply Horizontal Curvature Standard: 4,380 feet radius (35 mph) [WSDOT Design Manual 640-5] Proposed: 6,000 feet radius ' Max. Superelevation Standard: 6 percent [WSDOT Design Manual 640-4] Proposed: 2 percent normal crown Vertical Maximum Grade Standard: 7.5 percent [WSDOT Design Manual 440-10] Minimum Grade Standard: 0 percent, meet drainage requirements [WSDOT Design Manual 630-2] Roadway Number of Lanes Existing: One lane northbound, one lane southbound, with turn lanes/pockets provided intermittently Proposed: Two lanes northbound, two lanes southbound, one two-way left-turn lane with turn pockets as needed Lane Width Standard: 11-foot lanes [WSDOT Design Manual 440-10] Proposed: 11-foot through lanes 12-foot two-way left-turn lanes (turn pockets) Design Element Standard Criteria/Proposed Criteria Lane Transitions Lane Reduction Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-4] Proposed: Use standard transitions Lane Expansion/Addition Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-41 Proposed: Use standard transitions Edge Conditions Curb Type Provide curb and gutter along entire length of project. City of Renton Standard Plants F001 (Cement Concrete Barrier Curb and Gutter) Bike Lane Standard: 5 feet minimum for bike lane along outer portion of an urban-type curbed street with no parking [WSDOT Design Manual 1020-16] Proposed: One 5-foot northbound bike lane, one 5-foot southbound bike lane Sidewalk Provide sidewalk along entire length of project. Six-foot concrete cement sidewalk Fill Slopes Standard: Varies between 6H:1V and 2H:1V, depending on height of fill [WSDOT Design Manual 640-11] Proposed: 2H:1V maximum or walls where 211:1V is not sufficient Cut Slopes Standard: Varies between 4H:1V and 2H:1V, depending on height of cut [WSDOT Design Manual 640-111 Proposed: 2HJV maximum or walls where 2HAV is not sufficient Traffic Control Turn Pockets Standard: 100 feet minimum [WSDOT Design Manual 910-27] Proposed: 50 feet as recommended by traffic analysis(turn pockets on side streets vary from 50 to 100 feet) Table B-3: Design Criteria for Coal Creek Parkway SE (King County) Design Element Standard Criteria/Proposed Criteria Design Control Design Class Existing: Urban Principal Arterial Proposed: Urban Principal Arterial Design Year Proposed: 2030 Right-of-Way Width Standard: 100 feet minimum Proposed: Varies from 82 to 119.5 feet Design Speed Standard: 45 mph 1 Proposed: VARIANCE for 40 mph Posted Speed Standard: 35 mph Proposed: 35 mph ADT Existing: 14.900 Proposed: Not Available Heavy Vehicle Existing: 1.2 percent Percentage Proposed: Assumed to match existing Roadway Geometrics Sight Distance Stopping Sight Standard: 325 feet(40 mph) [King County Road Standards 2.05] Distance (SSD) Proposed: 340 feet provided Entering Sight Standard: 555 feet(40 mph) [King County Road Standards 2.051 Distance (ESD) Proposed: VARIANCE required for Northeast 24th Street and McDowell property relocated driveway Passing Sight Standard: 1,500 feet (40 mph design speed Distance (PSD) Proposed: Does not apply Horizontal Curvature Standard: 509 feet (6 percent superelevation) Proposed: 509 feet (6 percent superelevation) Max. Superelevation Standard: 8 percent maximum [King County Road Standards 2.05] Proposed: 6 percent maximum Vertical Maximum Grade Standard: 10 percent [King County Road Standards 2.021 1 Minimum Grade Standard: 0.5 percent [King County Road Standards 1-001] Roadway Number of Lanes Existing: One lane northbound, one lane southbound Proposed: Two lanes northbound, two lanes southbound, one two-way left-turn lane with turn pockets as needed until midway along King County alignment where center lane transitions into"median" with extruded curb Design Element Standard Criteria/Proposed Criteria Lane Width Standard: 11-foot lanes [King County Road Standards 2.05] Proposed: 11-foot through lanes 12-foot two-way left-turn lanes (turn pockets) 3-foot"median" (1-foot extruded curb, 1-foot shy, each side) Lane Transitions Lane Reduction Transition Standard: 1:25 or flatter (less than 45 mph) [WSDOT Design Manual 620-4] Proposed: Use standard transitions Lane Expansion/Addition Transition Standard: 4:1 minimum— 15:1 maximum, aesthetics are main consideration [WSDOT Design Manual 620-4] Proposed: Use standard transitions Edge Conditions Curb Type Vertical curb and gutter required [King County Road Standards 2.02] King County Standard Plan 3-002 (Cement Concrete Curb and Gutter) Bike Lane Standard: 5 feet minimum for bike lane on curbed [King County Road Standards 3.10] Proposed: One 5-foot northbound bike lane, one 5-foot southbound bike lane Sidewalk Required on both sides of street; 5-foot width, minimum [King County Road Standards 3.02] Fill Slopes Standard: 2H:1V maximum [King County Road Standards 5.02] Proposed: 2HJV maximum or walls where 2H:1V is not sufficient Cut Slopes Standard: 2H:1V maximum [King County Road Standards 5.02] Proposed: 2H:1V maximum or walls where 2H:1V is not sufficient Traffic Control Turn Pockets 50 feet as recommended by traffic analysis (turn pockets on side streets vary from 50 to 100 feet) i APPENDIX C Preliminary Hydraulics Calculations 1 r ************************************************************************ MGS FLOOD PROJECT REPORT Program Version: 2.2.5 Run Date: 09/07/2004 10:46 AM ************************************************************************ Input File Name: FAPWT-04-032_detention only.fld Project Name : Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title: City of Renton-Pond D1 Live Storage Only Comments : This analysis is to size the pond to be located on the Bales property. This analysis checks to make sure the live storage & orifices are sufficient. Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station : 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) ********** Watershed Definition ********** Number of Subbasins: 1 *******x** Subbasin Number: 1 ********** ' ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres) ------------- ------Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 3.230 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 0.530 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No Wetland 0.000 0.000 0.000 No Impervious 0.000 2.700 0.000 SUBBASIN TOTAL 3.230 3.230 0.000 C�._tlf�.t`•.t,,J'b� € t3=}-i��W t..,:�v{:�1�. 5}: t.._1� € }i�'i)Z 1ii?_lL.� �1tr>1='Itii?ci 1-luy t..��a(:`.1'c;r3i€ t7I *** Subbasin Connection Summary *** Subbasin 1 -------------->Node 1 *** By-Pass Area Connection Summary *** No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 ********** Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- Prismatic Pond Option Used Pond Floor Elevation 103.50 ft Riser Crest Elevation 112.00 ft Maximum Pond Elevation 113.00 ft Maximum Storage Depth 8.50 ft Pond Bottom Length 104.0 ft Pond Bottom Width 54.0 ft Side Slope 2.00 ft/ft Infiltration Rate 0.00 in/hr Pond Bottom Area : 5616. sq-ft Area at Riser Crest El . 12144. sq-ft 0.279 acres Volume at Riser Crest : 73719. cu-ft : 1.692 ac-ft Area at Max Elevation . 13064. sq-ft 0.300 acres Volume at Max Elevation : 86277. cu-ft : 1.981 ac-ft ----------------- Riser Geometry ----------------- Riser Structure Type : Circular Riser Diameter : 18.00 in Common Length : 0.014 ft tRiser Crest Elevation : 112.00 ft ---------- Hydraulic Structure Geometry ----------- rNumber of Devices: 2 ---Device Number 1 --- Device Type : Circular Orifice ' Invert Elevation : 103.50 ft Diameter : 0.75 in Orientation : Horizontal Elbow : No --- Device Number 2 --- Device Type : Vertical Rectangular Orifice Invert Elevation : 110.00 ft Length : 0.2 in Height : 44.0 in Orientation : Vertical Elbow : No ***** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 103.50 0.129 0.000 0.000 0.000 103.56 0.130 0.008 0.004 0.000 103.62 0.131 0.016 0.005 0.000 103.74 0.132 0.031 0.007 0.000 103.86 0.134 0.047 0.009 0.000 103.98 0.136 0.064 0.010 0.000 104.10 0.138 0.080 0.012 0.000 104.22 0.140 0.097 0.013 0.000 104.34 0.141 0.113 0.014 0.000 104.46 0.143 0.131 0.015 0.000 104.58 0.145 0.148 0.016 0.000 104.70 0.147 0.165 0.016 0.000 104.82 0.149 0.183 0.017 0.000 104.94 0.151 0.201 0.018 0.000 105.06 0.152 0.219 0.019 0.000 105.18 0.154 0.238 0.019 0.000 105.30 0.156 0.256 0.020 0.000 105.42 0.158 0.275 0.021 0.000 105.54 0.160 0.294 0.021 0.000 105.66 0.162 0.314 0.022 0.000 105.78 0.164 0.333 0.023 0.000 O.`,"-1004`.f',1PW T'-0 4_{j;_.E. .N6R SEI.. :),i t s:i,' \t. i t�. `..1 i.>r h) d klay C:xc.A'. and DI Detenflon.doc 105.90 0.166 0.353 0.023 0.000 106.02 0.168 0.373 0.024 0.000 106.14 0.170 0.393 0.024 0.000 106.26 0.172 0.414 0.025 0.000 106.38 0.174 0.434 0.025 0.000 106.50 0.176 0.455 0.026 0.000 106.62 0.178 0.477 0.027 0.000 N 106.74 0.180 0.498 0.027 0.000 106.86 0.182 0.520 0.028 0.000 106.98 0.184 0.542 0.028 0.000 107.10 0.186 0.564 0.028 0.000 107.22 0.188 0.586 0.029 0.000 107.34 0.190 0.609 0.029 0.000 107.46 0.192 0.632 0.030 0.000 107.58 0.194 0.655 0.030 0.000 107.70 0.196 0.679 0.031 0.000 107.82 0.198 0.702 0.031 0.000 107.94 0.201 0.726 0.032 0.000 108.06 0.203 0.750 0.032 0.000 108.18 0.205 0.775 0.032 0.000 108.30 0.207 0.800 0.033 0.000 108.42 0.209 0.825 0.033 0.000 108.54 0.211 0.850 0.034 0.000 108.66 0.214 0.875 0.034 0.000 108.78 0.216 0.901 0.034 0.000 108.90 0.218 0.927 0.035 0.000 109.02 0.220 0.953 0.035 0.000 109.14 0.222 0.980 0.036 0.000 109.26 0.225 1.007 0.036 0.000 109.38 0.227 1.034 0.036 0.000 109.50 0.229 1.061 0.037 0.000 109.62 0.231 1.089 0.037 0.000 109.74 0.234 1.117 0.037 0.000 109.86 0.236 1.145 0.038 0.000 109.90 0.237 1.153 0.038 0.000 109.93 0.237 1.161 0.038 0.000 I 109.97 0.238 1.170 0.038 0.000 110.00 0.239 1.178 0.038 0.000 110.03 0.239 1.185 0.039 0.000 110.06 0.240 1.192 0.039 0.000 110.09 0.240 1.200 0.040 0.000 110.12 0.241 1.207 0.040 0.000 110.24 0.243 1.236 0.043 0.000 110.36 0.246 1.265 0.047 0.000 110.48 0.248 1.295 0.052 0.000 110.60 0.250 1.325 0.057 0.000 s 110.72 0.253 1.355 0.063 0.000 110.84 0.255 1.386 0.069 0.000 110.96 0.258 1.416 0.076 0.000 111.08 0.260 1.447 0.083 0.000 111.20 0.262 1.479 0.090 0.000 111.32 0.265 1.510 0.098 0.000 111.44 0.267 1.542 0.106 0.000 111.56 0.270 1.575 0.115 0.000 111.68 0.272 1.607 0.124 0.000 111.80 0.275 1.640 0.133 0.000 111.85 0.276 1.654 0.137 0.000 111.90 0.277 1.667 0.141 0.000 111.95 0.278 1.681 0.145 0.000 112.00 0.279 1.695 0.149 0.000 112.03 0.279 1.704 0.234 0.000 112.06 0.280 1.712 0.387 0.000 112.09 0.281 1.720 0.584 0.000 112.12 0.281 1.729 0.816 0.000 112.15 0.282 1.737 1.077 0.000 112.18 0.283 1.746 1.363 0.000 112.21 0.283 1.754 1.670 0.000 112.24 0.284 1.763 1.992 0.000 112.36 0.286 1.797 3.356 0.000 112.48 0.289 1.831 4.631 0.000 112.60 0.291 1.866 5.586 0.000 112.72 0.294 1.901 6.161 0.000 112.84 0.296 1.937 6.699 0.000 112.96 0.299 1.972 7.158 0.000 113.08 0.302 2.009 7.590 0.000 113.20 0.304 2.045 7.999 0.000 113.32 0.307 2.082 8.389 0.000 I113.44 0.309 2.119 8.763 0.000 113.56 0.312 2.156 9.122 0.000 ******************* Annual Maxima Flow Data *********************** Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (cfs) Date Annual Max (cfs) 1940 04 30 0.103 11939 1210 0.034 19410131 0.043 11941 0118 0.027 1941 12 15 0.111 11941 1220 0.032 1943 02 10 0.041 11942 1123 0.037 1944 01 23 0.035 11943 1017 0.025 1945 02 07 0.130 11945 0207 0.034 1946 02 05 0.079 11946 0107 0.029 1947 02 02 0.078 11946 1205 0.034 1948 03 21 0.135 11947 1019 0.034 1949 02 22 0.074 11949 0222 0.032 1950 03 03 0.282 11950 0305 0.036 1951 02 09 0.114 11951 0210 0.042 1952 0124 0.032 11951 1003 0.028 1953 01 11 0.050 11953 0122 0.039 1954 01 22 0.073 11954 0122 0.032 1955 04 12 0.032 11954 11 19 0.031 1956 0106 0.074 11956 0106 0.076 1957 02 25 0.066 11957 0226 0.032 195801 16 0.076 11958 0117 0.033 1959 01 12 0.085 11959 01 13 0.037 1959 12 15 0.093 11959 1216 0.034 1961 02 14 0.074 11960 1125 0.038 1962 03 04 0.045 11961 1224 0.030 1963 02 03 0.049 11962 1130 0.030 1964 01 01 0.074 11963 1125 0.032 1965 02 26 0.085 11964 1201 0.033 1966 04 11 0.059 11966 0114 0.035 1967 01 19 0.133 11966 1216 0.038 1968 02 03 0.070 11968 0120 0.033 1968 12 03 0.076 11968 1211 0.035 1970 01 13 0.063 11970 0127 0.037 1970 12 06 0.073 11970 1210 0.035 1972 02 28 0.178 11972 0305 0.129 1973 01 13 0.067 11972 1227 0.065 1974 02 18 0.095 11973 1227 0.036 1974 12 26 0.126 11975 0113 0.032 1976 01 27 0.078 11976 0227 0.034 1977 06 03 0.026 11977 0604 0.028 197712 15 0.071 11977 1215 0.037 1979 03 04 0.071 11979 0305 0.030 1979 12 15 0.111 11979 1218 0.111 t 1980 12 26 0.049 11980 1230 0.034 1981 10 06 0.162 11981 1008 0.052 1983 01 05 0.084 11983 0310 0.035 1984 0314 0.074 11984 0326 0.030 1985 02 11 0.055 11984 1111 0.031 1986 01 18 0.160 11986 0123 0.035 1986 1124 0.150 11986 1127 0.059 1988 04 06 0.072 11988 0406 0.032 1989 04 05 0.081 11989 0405 0.035 1990 0109 0.253 11990 0109 0.054 1990 1124 0.221 11990 1124 0.098 1992 0127 0.072 11992 0202 0.036 1993 03 23 0.059 11993 0411 0.029 1994 03 03 0.048 11994 0305 0.030 1995 02 19 0.095 11994 1227 0.038 1996 02 08 0.212 11996 0209 0.131 1997 01 02 0.132 11997 0102 0.120 1998 03 23 0.050 11997 1008 0.030 1998 1125 0.127 11998 1126 0.104 2000 02 06 0.078 12000 0301 0.036 2001 05 05 0.057 12001 0505 0.028 2002 05 03 0.178 12001 1220 0.029 2003 03 31 0.153 12002 1208 0.112 2004 01 23 0.044 12003 1024 0.032 2005 02 05 0.077 12005 0208 0.029 2006 02 27 0.084 12005 1129 0.037 2006 12 14 0.064 12006 1127 0.034 2008 03 21 0.109 12008 0108 0.035 2009 02 17 0.151 12009 0219 0.083 2010 01 10 0.102 12010 0110 0.035 2010 11 17 0.140 12010 1117 0.051 2012 0131 0.088 12011 1205 0.033 2013 0120 0.197 12013 0120 0.131 2013 12 06 0.092 12014 0129 0.034 2015 03 30 0.057 12015 0423 0.029 2016 01 04 0.142 12016 0106 0.107 2017 03 07 0.042 12016 1101 0.033 2018 01 31 0.080 12018 0131 0.033 2019 02 14 0.078 12019 0112 0.036 2020 03 30 0.061 12020 0421 0.030 2021 02 10 0.125 12020 1125 0.038 2021 12 20 0.052 12021 1221 0.031 2023 03 30 0.095 12023 0330 0.032 2024 01 19 0.077 12024 0125 0.036 2024 12 22 0.156 12024 1224 0.081 2026 03 09 0.092 12026 0105 0.052 i° 1�a31"l L� Jf ,i 2027 01 27 0.083 12026 1213 0.032 2028 02 19 0.103 12028 0223 0.033 2028 12 04 0.082 12029 0115 0.035 2030 02 16 0.098 12030 0126 0.088 2030 12 30 0.100 12031 0304 0.034 2032 0120 0.154 12032 0122 0.035 2033 03 01 0.049 12032 1224 0.032 2034 01 15 0.171 12034 0116 0.113 2035 02 19 0.091 12035 0219 0.034 2035 12 04 0.089 12036 0227 0.035 2037 03 08 0.016 12037 0309 0.026 2037 1124 0.065 12037 1217 0.037 2039 02 07 0.045 12038 1211 0.028 2040 01 14 0.169 12040 0114 0.034 2040 12 25 0.093 12040 1227 0.035 2042 02 20 0.094 12042 0415 0.035 2043 03 31 0.140 12043 0226 0.036 2044 05 01 0.065 12044 0321 0.032 2045 02 11 0.070 12044 1129 0.034 2046 02 16 0.083 12046 0223 0.033 2047 02 01 0.056 12047 0202 0.032 2048 04 21 0.050 12047 1210 0.040 2049 03 16 0.055 12049 0317 0.032 2049 12 04 0.103 12050 0209 0.031 2051 04 06 0.061 12051 0409 0.029 2052 04 16 0.042 12052 0417 0.027 2053 06 04 0.157 12052 1210 0.030 2054 02 24 0.028 12053 1211 0.031 ' 2055 02 17 0.125 12054 1102 0.056 2056 02 07 0.236 12056 0208 0.137 2056 11 19 0.270 12057 0102 0.125 2058 01 24 0.096 12057 1125 0.033 2059 01 17 0.107 12058 1202 0.069 206001 19 0.044 12060 0123 0.030 2061 01 10 0.085 12061 0222 0.036 2062 02 03 0.321 12062 0103 0.033 2062 12 29 0.075 12063 0102 0.034 2063 12 23 0.125 12063 1223 0.042 2064 11 30 0.064 12064 1202 0.031 2066 01 13 0.038 12065 1104 0.027 2067 01 19 0.081 12066 1217 0.055 2068 01 18 0.164 12068 0120 0.038 2069 01 04 0.049 12069 0924 0.028 2070 04 09 0.046 12069 1214 0.028 2071 02 14 0.044 12070 1219 0.029 2072 02 27 0.046 12071 1103 0.031 2072 12 25 0.187 12072 1226 0.143 2074 03 16 0.101 12073 1216 0.037 2075 0123 0.029 12074 1124 0.029 2076 03 24 0.108 12075 1030 0.043 2077 02 12 0.017 12077 0826 0.024 20771125 0.054 12077 1202 0.031 2079 02 25 0.060 12079 0306 0.029 2079 12 17 0.217 12079 1219 0.107 2080 1121 0.097 12080 1202 0.050 2082 02 13 0.117 12082 0220 0.040 2083 02 11 0.070 12083 0223 0.038 2083 1126 0.090 12083 1126 0.112 2084 12 14 0.062 12084 1214 0.036 2086 01 18 0.088 12085 1101 0.034 2086 12 21 0.084 12087 0104 0.035 2088 01 14 0.057 12087 1210 0.033 208811 05 0.127 12088 1112 0.035 2090 01 07 0.048 12089 1110 0.035 209012 04 0.084 12090 1209 0.109 2092 04 28 0.170 12092 0131 0.043 2093 03 22 0.049 12092 1107 0.028 2094 03 01 0.036 12093 1214 0.030 2094 12 27 0.056 12094 1227 0.035 2096 01 14 0.068 12095 1215 0.038 2097 0129 0.138 12097 0130 0.045 Ranked Annual Maxima Data******************* Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr rs cfs rs cfs �Y ) Q� ) Tr�Y ) QC ) 1.00 0.016 1.00 0.024 1.01 0.017 1.01 0.025 1.02 0.026 1.02 0.026 ' 1.02 0.028 1.02 0.027 1.03 0.029 1.03 0.027 1.04 0.032 1.04 0.027 1.04 0.032 1.04 0.028 1.05 0.035 1.05 0.028 1.06 0.036 1.06 0.028 1.06 0.038 1.06 0.028 1.07 0.041 ( 1.07 0.028 1.08 0.042 1.08 0.028 1.09 0.042 1.09 0.028 1.09 0.043 1.09 0.029 1.10 0.044 1.10 0.029 ' 1.11 0.044 1.11 0.029 1.12 0.044 1.12 0.029 1.12 0.045 1.12 0.029 ' 1.13 0.045 1.13 0.029 1.14 0.046 1.14 0.029 ' 1.15 0.046 1.15 0.029 1.16 0.048 1.16 0.029 1.17 0.048 1.17 0.030 1.18 0.049 1.18 0.030 1.18 0.049 1.18 0.030 1.19 0.049 1.19 0.030 ' 1.20 0.049 1.20 0.030 1.21 0.049 1.21 0.030 1.22 0.050 1.22 0.030 ' 1.23 0.050 1.23 0.030 1.24 0.050 1.24 0.030 1.25 0.052 1.25 0.030 ' 1.26 0.054 1.26 0.031 1.27 0.055 1.27 0.031 1.28 0.055 1.28 0.031 1.29 0.056 1.29 0.031 1.30 0.056 1.30 0.031 1.31 0.057 1.31 0.031 1.32 0.057 1.32 0.031 1.33 0.057 1.33 0.031 1.35 0.059 1.35 0.032 ' 1.36 0.059 1.36 0.032 1.37 0.060 1.37 0.032 1.38 0.061 1.38 0.032 ' 1.39 0.061 ( 1.39 0.032 1.40 0.062 1.40 0.032 1.42 0.063 1.42 0.032 1.43 0.064 1.43 0.032 1.44 0.064 1.44 0.032 1.46 0.065 1.46 0.032 1.47 0.065 1.47 0.032 1.48 0.066 1.48 0.032 1.50 0.067 1.50 0.032 ' 1.51 0.068 1.51 0.032 1.53 0.070 1.53 0.033 1.54 0.070 1.54 0.033 ' 1.56 0.070 1.56 0.033 1.57 0.071 1.57 0.033 ' 1.59 0.071 1.59 0.033 _r30- ' 1.60 0.072 1.60 0.033 ' 1.62 0.072 1.62 0.033 1.64 0.073 1.64 0.033 1.65 0.073 1.65 0.033 ' 1.67 0.074 1.67 0.033 1.69 0.074 1.69 0.033 1.71 0.074 1.71 0.034 ' 1.73 0.074 1.73 0.034 1.75 0.074 1.75 0.034 1.77 0.075 1.77 0.034 1.79 0.076 1.79 0.034 1.81 0.076 1.81 0.034 1.83 0.077 1.83 0.034 1.85 0.077 1.85 0.034 1.87 0.078 1.87 0.034 1.89 0.078 1.89 0.034 ' 1.92 0.078 ( 1.92 0.034 1.94 0.078 1.94 0.034 1.96 0.079 1.96 0.034 ' 1.99 0.080 1.99 0.034 2.01 0.081 2.01 0.034 2.04 0.081 2.04 0.035 ' 2.07 0.082 2.07 0.035 2.09 0.083 2.09 0.035 2.12 0.083 2.12 0.035 ' 2.15 0.084 2.15 0.035 2.18 0.084 2.18 0.035 2.21 0.084 2.21 0.035 2.24 0.084 2.24 0.035 2.27 0.085 2.27 0.035 2.31 0.085 2.31 0.035 2.34 0.085 2.34 0.035 2.38 0.088 2.38 0.035 2.41 0.088 2.41 0.035 2.45 0.089 2.45 0.035 2.49 0.090 2.49 0.035 2.53 0.091 2.53 0.035 ' 2.57 0.092 2.57 0.035 2.61 0.092 2.61 0.036 2.65 0.093 2.65 0.036 ' 2.70 0.093 2.70 0.036 2.75 0.094 2.75 0.036 ' 2.80 0.095 2.80 0.036 2.85 0.095 2.85 0.036 2.90 0.095 2.90 0.036 2.95 0.096 2.95 0.036 ;ix`.t.(!.), _ D I.A.A SAICIS I lood.Ma t.r�ek:.'oild Dl ' 3.01 0.097 3.01 0.036 3.07 0.098 3.07 0.037 ' 3.13 0.100 3.13 0.037 3.19 0.101 3.19 0.037 3.26 0.102 3.26 0.037 3.32 0.103 3.32 0.037 3.40 0.103 3.40 0.037 ' 3.47 0.103 3.47 0.037 3.55 0.107 3.55 0.038 3.63 0.108 3.63 0.038 ' 3.72 0.109 3.72 0.038 3.80 0.111 3.80 0.038 3.90 0.111 ( 3.90 0.038 ' 4.00 0.114 4.00 0.038 4.10 0.117 4.10 0.038 4.21 0.125 4.21 0.039 ' 4.32 0.125 4.32 0.040 4.45 0.125 4.45 0.040 4.58 0.126 4.58 0.042 4.71 0.127 4.71 0.042 4.86 0.127 4.86 0.043 5.01 0.130 5.01 0.043 5.17 0.132 5.17 0.045 . 5.35 0.133 5.35 0.050 5.54 0.135 5.54 0.051 5.74 0.138 5.74 0.052 5.95 0.140 5.95 0.052 6.19 0.140 6.19 0.054 ' 6.44 0.142 6.44 0.055 6.71 0.150 6.71 0.056 7.01 0.151 7.01 0.059 ' 7.33 0.153 7.33 0.065 7.69 0.154 7.69 0.069 8.08 0.156 8.08 0.076 8.52 0.157 8.52 0.081 9.00 0.160 9.00 0.083 9.55 0.162 9.55 0.088 10.16 0.164 10.16 0.098 10.86 0.169 10.86 0.104 11.66 0.170 11.66 0.107 ' 12.59 0.171 12.59 0.107 13.68 0.178 13.68 0.109 14.97 0.178 14.97 0.111 16.54 0.187 16.54 0.112 18.47 0.197 18.47 0.112 20.92 0.212 20.92 0.113 ' 24.10 0.217 24.10 0.120 28.44 0.221 28.44 0.125 34.68 0.236 34.68 0.129 44.42 0.253 44.42 0.131 ' 61.77 0.270 61.77 0.131 101.36 0.282 101.36 0.137 282.36 0.321 282.36 0.143 Flow Frequency Data for Selected Recurrence Intervals Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr(Years) Flow(cfs) Flow(cfs) Flow(cfs) ' 6-Month 0.047 0.580 2-Year 0.081 0.762 0.034 5-Year 0.126 0.993 0.043 ' 10-Year 0.160 1.169 0.095 25-Year 0.209 1.422 0.121 50-Year 0.251 1.633 0.131 ' 100-Year 0.297 1.866 0.137 200-Year 0.349 2.123 0.141 * Predeveloped Recurrence Interval Computed Using Gringorten Plotting Position Due to High Skew Coefficient * Postdeveloped Recurrence Interval Computed Using Generalized Extreme Value Distribution ' ** Computed Using Gringorten Plotting Position ******************* Flow Duration Performance*************************** ' Predevelopment Postdevelopment ' Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 1.605E-03 2.6394E-01 7.144E-04 7.5726E-01 3.210E-03 2.0728E-01 1.429E-03 7.3584E-01 4.815E-03 1.7149E-01 2.143E-03 7.2197E-01 ' 6.420E-03 1.4556E-01 2.858E-03 7.1165E-01 8.025E-03 1.2518E-01 3.572E-03 7.0328E-01 9.630E-03 1.0874E-01 4.286E-03 6.8784E-01 0.011 9.4670E-02 5.001E-03 6.7292E-01 0.013 8.2497E-02 5.715E-03 6.5573E-01 ' 0.014 7.2312E-02 6.430E-03 6.3869E-01 .�#:,LUC s :EIYI:)RA(A .'S.1N,GS FitiodAIa. 'reek,Pond DI Devnition,doc 0.016 6.3685E-02 7.144E-03 6.2293E-01 0.018 5.6317E-02 7.858E-03 6.0514E-01 1 0.019 4.9951E-02 8.573E-03 5.8711E-01 0.021 4.4447E-02 9.287E-03 5.6901E-01 ' 0.022 3.9566E-02 0.010 5.5016E-01 0.024 3.5392E-02 0.011 5.3184E-01 0.026 3.1686E-02 0.011 5.1347E-01 0.027 2.8341E-02 0.012 4.9467E-01 0.029 2.5396E-02 0.013 4.7604E-01 0.030 2.2759E-02 0.014 4.5675E-01 0.032 2.0426E-02 0.014 4.3750E-01 0.034 1.8374E-02 0.015 4.1806E-01 0.035 1.6531E-02 0.016 3.9801E-01 0.037 1.4901E-02 0.016 3.7798E-01 0.039 1.3457E-02 0.017 3.5762E-01 0.041 1.1825E-02 0.018 3.4228E-01 ' 0.042 1.1075E-02 0.019 3.1668E-01 0.043 1.0059E-02 0.019 2.9585E-01 0.045 9.1846E-03 0.020 2.7521E-01 0.047 8.3925E-03 0.021 2.5446E-01 0.048 7.6597E-03 0.021 2.3458E-01 0.050 6.9817E-03 0.022 2.1574E-01 0.051 6.4222E-03 0.023 1.9777E-01 0.053 5.9233E-03 0.024 1.7999E-01 0.055 5.4699E-03 0.024 1.6284E-01 ' 0.056 5.0071E-03 0.025 1.4658E-01 0.058 4.6064E-03 0.026 1.3146E-01 0.059 4.2620E-03 0.026 1.1724E-01 ' 0.061 3.9255E-03 0.027 1.0392E-01 0.063 3.6158E-03 0.028 9.1669E-02 0.064 3.3349E-03 0.029 8.0411E-02 ' 0.066 3.0685E-03 0.029 7.0129E-02 0.067 2.8404E-03 0.030 6.0712E-02 0.069 2.6367E-03 0.031 5.1898E-02 ' 0.071 2.4534E-03 0.031 4.4231E-02 0.072 2.2721E-03 0.032 3.7318E-02 0.074 2.1111E-03 0.033 3.0913E-02 ' 0.075 1.9602E-03 0.034 2.5220E-02 0.077 1.8137E-03 0.034 2.0480E-02 0.079 1.6866E-03 0.035 1.5343E-02 ' 0.080 1.5675E-03 0.036 1.3875E-02 0.081 1.5009E-03 0.036 1.1194E-02 0.083 1.3725E-03 0.037 8.6467E-03 0.085 1.2859E-03 0.038 6.2829E-03 0.087 1.2195E-03 0.039 4.7941E-03 0.088 1.1487E-03 0.039 4.4497E-03 0.090 1.0779E-03 0.040 4.1753E-03 0.091 1.0231E-03 0.041 3.9789E-03 ' 0.093 9.6676E-04 0.041 3.8114E-03 0.095 9.1261E-04 0.042 3.6411E-03 ' 0.096 8.5485E-04 0.043 3.4506E-03 0.098 8.0647E-04 0.044 3.3306E-03 0.100 7.6171E-04 0.044 3.2057E-03 0.101 7.1622E-04 0.045 3.0772E-03 0.103 6.8012E-04 0.046 2.9566E-03 0.104 6.4836E-04 0.046 2.8324E-03 ' 0.106 6.1587E-04 0.047 2.7364E-03 0.108 5.7904E-04 0.048 2.6259E-03 0.109 5.5233E-04 0.049 2.5335E-03 ' 0.111 5.2273E-04 0.049 2.4252E-03 0.112 5.0323E-04 0.050 2.3306E-03 0.114 4.8302E-04 0.051 2.2339E-03 ' 0.116 4.6569E-04 0.051 2.1292E-03 0.117 4.4331E-04 0.052 2.0483E-03 0.119 4.2093E-04 0.053 1.9783E-03 0.120 4.0071E-04 0.054 1.9162E-03 0.122 3.7544E-04 0.054 1.8592E-03 0.124 3.5089E-04 0.055 1.8072E-03 ' 0.126 3.2543E-04 0.056 1.7451E-03 0.127 3.1263E-04 0.056 1.7003E-03 0.128 2.9746E-04 0.057 1.6505E-03 ' 0.130 2.8736E-04 0.058 1.6007E-03 0.132 2.7147E-04 0.059 1.5530E-03 0.133 2.5848E-04 0.059 1.4996E-03 0.135 2.4620E-04 0.060 1.4512E-03 0.136 2.3537E-04 0.061 1.3985E-03 0.138 2.2382E-04 0.061 1.3610E-03 ' 0.140 2.1299E-04 0.062 1.3220E-03 0.141 2.0433E-04 0.063 1.2844E-03 0.143 1.9133E-04 0.064 1.2455E-03 0.144 1.8194E-04 0.064 1.2072E-03 0.146 1.7184E-04 0.065 1.1733E-03 0.148 1.5812E-04 0.066 1.1451E-03 ' 0.149 1.5234E-04 0.066 1.1126E-03 0.151 1.3501E-04 0.067 1.0852E-03 0.152 1.2707E-04 0.068 1.0570E-03 0.154 1.2202E-04 0.069 1.0289E-03 0.156 1.1552E-04 0.069 9.9997E-04 0.157 1.0830E-04 0.070 9.7398E-04 0.159 1.0397E-04 0.071 9.4727E-04 0.160 9.5304E-05 0.071 9.1911E-04 0.162 9.0250E-05 0.072 8.9817E-04 _: ' 0.164 8.3030E-05 0.073 8.7362E-04 0.165 7.8698E-05 0.074 8.4835E-04 0.167 7.7254E-05 0.074 8.2308E-04 0.169 7.2200E-05 0.075 7.9709E-04 0.170 6.3536E-05 0.076 7.7687E-04 0.172 6.1370E-05 0.076 7.5232E-04 0.173 5.7038E-05 0.077 7.2778E-04 ' 0.175 5.1984E-05 0.078 7.0900E-04 0.177 4.8374E-05 0.079 6.8951E-04 0.178 4.2598E-05 0.079 6.7579E-04 ' 0.180 3.8988E-05 0.080 6.5846E-04 0.181 3.8266E-05 0.081 6.4330E-04 0.183 3.1768E-05 0.081 6.2381E-04 ' 0.185 2.9602E-05 0.082 6.1009E-04 0.186 2.6714E-05 0.083 5.9421E-04 0.188 2.3826E-05 0.084 5.8265E-04 ' 0.189 2.1660E-05 0.084 5.6894E-04 0.191 1.9494E-05 0.085 5.5811E-04 0.193 1.8772E-05 0.086 5.4728E-04 0.194 1.6606E-05 0.086 5.3356E-04 0.196 1.5884E-05 0.087 5.2128E-04 0.197 1.5162E-05 0.088 5.0396E-04 ' 0.199 1.3718E-05 0.089 4.9096E-04 0.201 1.2274E-05 0.089 4.7796E-04 0.202 1.1552E-05 0.090 4.6641E-04 0.204 1.0830E-05 0.091 4.5342E-04 0.205 1.0830E-05 0.091 4.4403E-04 0.207 9.3860E-06 0.092 4.2237E-04 0.209, 9.3860E-06 0.093 4.1154E-04 0.210 9.3860E-06 0.094 3.9782E-04 0.212 9.3860E-06 0.094 3.8483E-04 ' 0.213 8.6640E-06 0.095 3.7183E-04 0.215 8.6640E-06 0.096 3.5883E-04 0.217 8.6640E-06 0.096 3.4656E-04 0.218 7.9420E-06 0.097 3.3790E-04 0.220 7.9420E-06 0.098 3.2418E-04 0.221 7.2200E-06 0.099 3.1118E-04 ' 0.223 7.2200E-06 0.099 2.9891E-04 0.225 7.2200E-06 0.100 2.8519E-04 0.226 7.2200E-06 0.101 2.7292E-04 0.228 7.2200E-06 0.101 2.6064E-04 0.230 7.2200E-06 0.102 2.4404E-04 0.231 7.2200E-06 0.103 2.2960E-04 1 0.233 7.2200E-06 0.104 2.1804E-04 0.234 7.2200E-06 0.104 2.0288E-04 0.236 6.4980E-06 0.105 1.9133E-04 0.238 5.7760E-06 0.106 1.7906E-04 0.239 5.7760E-06 0.106 1.6606E-04 0.241 5.0540E-06 0.107 1.5812E-04 0.242 5.0540E-06 0.108 1.4945E-04 0.244 5.0540E-06 0.109 1.4296E-04 0.246 5.0540E-06 0.109 1.3068E-04 0.247 5.0540E-06 0.110 1.2202E-04 1 0.249 5.0540E-06 0.111 1.1408E-04 0.251 5.1505E-06 0.111 1.0325E-04 0.252 5.0540E-06 0.112 9.8192E-05 0.254 3.6100E-06 0.113 9.1694E-05 0.255 3.6100E-06 0.114 8.8084E-05 0.257 3.6100E-06 0.114 8.4474E-05 0.258 3.6100E-06 0.115 8.0142E-05 0.260 2.8880E-06 0.116 7.7976E-05 0.262 2.8880E-06 0.116 7.6532E-05 ' 0.263 2.8880E-06 0.117 7.2200E-05 0.265 2.8880E-06 0.118 6.7868E-05 0.266 2.8880E-06 0.119 6.3536E-05 ' 0.268 2.8880E-06 0.119 5.9926E-05 0.270 2.8880E-06 0.120 5.6316E-05 0.271 2.1660E-06 0.121 5.4150E-05 0.273 2.1660E-06 0.121 5.0540E-05 0.274 2.1660E-06 0.122 4.9096E-05 0.276 2.1660E-06 0.123 4.8374E-05 0.278 1.4440E-06 0.124 4.4764E-05 0.279 1.4440E-06 0.124 4.3320E-05 0.281 1.4440E-06 0.125 3.9710E-05 0.282 7.2200E-07 0.126 3.6822E-05 0.284 7.2200E-07 0.126 3.3212E-05 0.286 7.2200E-07 0.127 3.2490E-05 0.287 7.2200E-07 0.128 2.9602E-05 0.289 7.2200E-07 0.129 2.7436E-05 0.290 7.2200E-07 0.129 2.5270E-05 0.292 7.2200E-07 0.130 2.0938E-05 0.294 7.2200E-07 0.131 1.6769E-05 0.295 7.2200E-07 0.131 1.5162E-05 ' 0.297 7.2200E-07 0.132 1.2996E-05 0.299 7.2200E-07 0.133 1.2996E-05 0.300 7.2200E-07 0.134 1.2274E-05 ' 0.302 7.2200E-07 0.134 1.0830E-05 0.303 7.2200E-07 0.135 1.0108E-05 0.305 7.2200E-07 0.136 9.3860E-06 ' 0.307 7.2200E-07 0.136 8.6640E-06 0.308 7.2200E-07 0.137 7.2200E-06 0.310 7.2200E-07 0.138 3.6100E-06 0.311 7.2200E-07 0.139 2.8880E-06 0.313 7.2200E-07 0.139 2.8880E-06 ' 0.315 7.2200E-07 0.140 2.8880E-06 0.316 7.2200E-07 0.141 2.1660E-06 0.318 7.2200E-07 0.141 2.1660E-06 0.319 7.2200E-07 0.142 7.2200E-07 0.321 7.2200E-07 0.143 7.2200E-07 **** Flow Duration Performance According to Dept. of Ecology Criteria **** Excursion at Predeveloped '/2Q2 (Must be Less Than 0%) -65.9% PASS Maximum Excursion from '/2Q2 to Q2 (Must be Less Than 0%): -58.3% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) : -56.6% PASS ' Percent Excursion from Q2 to Q50 (Must be less than 50%) 0.0% PASS * POND MEETS ALL DURATION DESIGN CRITERIA: PASS *4**F**�ckYoF+cie***9r**�c* F*�e�nEY*�c*Yka'ekF9tF*9e*F**E�c9cFFY9eFYrc*ie�r'ec*�cFF* ******************* Water Quality Facility Data *************** Basic Wet Pond Volume (91% Exceedance): 13277. cu-ft - Computed Large Wet Pond Volume, 1.5*Basic Volume: 19916. cu-ft 2-Year Stormwater Pond Discharge Rate: 0.034 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance): 0.00 cfs "v Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs ` f� ix* F*c�c*ic*Y 'cF3c$r�c9c*9c'c*Fdc*�c`cE9eF*'rFciciF*z*ie�rnFirEY*kk*k* FY**c*:F*k�cFckF Y� _ r r ;J-i 9 .�. �' 1,44 #...: .;�.�I�t..�. _•.t1a )f�.<ji. ,_ L. •:°vi i 3 4it 7 $i3ti'l,i't:;�`'�.�lond D! 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 CONVEYANCE SYSTEM FOR POND D1 iAppended on: 11:40:55 Tuesday, August 31, 2004 Layout Report: Pond D1 1 Event ,Precip (in) 2 _ year.. _ 1.0000 other 2.1000 �10 year , 3.0000 25 year l3.6000 100 year 4.0000 Reach Records Record Id: R-H008 Section Shape: Circular ,Uniform Flow Method: 'Manning's Coefficient: 0.0130 Routing Method: ITravel Time Translation Contributing Hyd j jDnNode CB-H009 jUpNode . CB-H008 MaterialConc-SpunSize F12" Diam ;Ent Losses Groove End w/Headwall Length 68.3600 ft Slope0.50% Up Invert 412.5700 ft ,Dn Invert 1412.2282 ft 1 Conduit Constraints `IMin Vel x Velµ(Mi Slope;Max Slope Min Cover'± 12.00 ft/s 15.0 0-50�/0 2.00/0 2.00 ft I I I o Drop across MH 0.0000 ft Ex/Infil Rate_ 10.0000 in/hr' 1Up Invert ft 1Dn Invert 412.5700 ft lHold down invert. _ 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond D1 System 8_31_04.doc Page 1 of 43 Record Id: R-H009 !Section Shape: Circular .... .. . ..... .... ..... . . rUniform Flow Method:Manning's Coefficient: [9.0l31011111 Ro�utinng Method: Travel Time Translation Contributin H d 1 g- . _. � g Y . DnNode CB-HOII UpNode CB-H009 Material Conc-Spun Size (12" Diam Ent Losses IGroove End w/Headwall Length 1150.0100 ft Slope Up Invert 1i412.2282 ft jDn Invert {4-1-1.4477-82 ft Conduit Constraints Min Vel Max Vel Min Slo a Max Slo e Min Cover' 2.00 ft/s , 5.0 l0.50% .00°r__.jo 2.00 ftft Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr' _ Up Invert 411.4782 ft jDn Invert 412.2282 ft Hold up invert. Match inverts. ......_....... r Record Id: R-HO10 Sec tion Shape: !Circular Uniform Flow Method: Manning's Coefficient: 0.0130 ~' r IRouting Method: Travel Time Translation lContributing Hyd j DnNode GCB-H012 JUpNode GCB-HO10 MaterialConc-Spun Size 12" Diam [Ent Losses .Groove End w/Headwall Length 140.0000 ft Slope 10.50% Up Invert F414.7 333 ft jDn Invert 414.0633 ft r _ Conduit Constraints m Ve1,Max el 'Min Slope Max Slope in Cover M � V �I . r 2.00 ft/s j15.00 ft/s0.50 2.00% 2.00 ft I Drop across MH0.0000 ft Ex/Infil Rate 10.0000 in/hr ' ,Up Invert 414. 6633 ft , Invert 414.7633 ft }Match inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\I-Ioney Creek Pond DI System 8_31_04.doc Page 2 of 43 r r Record Id: R-HO11 Section Shape: . Circular ;Uniform Flow Method:,Manning's lCoefficient: 10.0130 lRout Method:, ]Travel Time Translation lContributing Hyd; _ .._p _ .e iCB-HO11 DnNode jC B-H013 U Nod.. . . IMaterial Conc-Spun Size 1 12" Diam Ent Losses [Groove End w/Headwall Length 5 140.0000 ft Slope 10.50% Up Invert 411.4782 ft Dn Invert 410.7782 ft Conduit Constraints Min Vel EMIax Vel Min Slope,Max Slope Min Cover F2.00 sft/sft/ F 1 0&s€0 50% i2.00°� /0 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr' Up Invert 4 W.7782 ft _ �Dn Invert 1411.4782 ft ;[M—atch inverts. Record Id: R-HO12 Section Shape: Circular 16niform Flow Method:fM—anning's — Coefficient: 0,0130 ;Routing Method: Travel Time Translation[Contributing Hyd.F DnNode ICB-HO15 UpNode CB-HO12 iMaterial Cone-Spun Size 12" Diam Ent Losses _Groove End w/Headwall Len h 150.0000 ft S ' _ o 1 _ -�gt lope 0.50/o Up Invert 414.0633 ft Dn Invert 413.3133 ft Conduit Constraints _ �_ __ _ Min Vel Max Vel ;Min Slope;Max Slope[Min Cover r2 00 ft/s 115.00 ft/s 10 50% 2 00% 2.00 ft ----- - - � ,Drop across MH '0.0 000 ft ;Ex/Infil Rate 10.0000 in/hr IjUp Invert —ft ---- JDn Invert 1414.0633 ft (Match inverts. r0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8 31_04.doc Page 3 of 43 r Record Id: R-HO13 ,Section Shape: Circular Uniform Flow Metho.&Manning's Coefficient: F0.0130 Routing Method: TTravel Time Translation lContributing Hyd DnNode_ (CB-H014 jUpNode ICB-HO13 _ r . Material 116onc-Spun ISize 112" Diam I Ent Losses jGroove End w/Headwall Length �88.8400 ft ISlope 0.50% Up Invert F410.7782 ft ,Dn�� 41�—ft Conduit Constraints Min Vel Max Vel EMI Max Slope]Min Mi C r 2.00 ft/s 15.00 ft/s 0.50% �2.00% 112.00 ft 116rop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 0.7782 ft Match inverts. Record Id: R-HO14 ,Section Shape: Circular Uniform Flow Method:"�ng's Coefficient: 0.0130 _ _ Routing Method: Travel Time Translation lContributing Hyd'F— .__ rj ode FOUTFALLUpNode GCB-H014 Material &nc-Spun ISize 18" Diam Ent Losses ove End w/Headwall Length 115.0090 ft ISlope 10.5� 500% Up Invert410.3057 ft Dn Invert _ F410 307 ft Conduit Constraints _ I Min Vel jM V'Mi p lMMi x Slope Min Cover 2 00 ft/s 15.00 ft/s�0.50% j2 00% 2.00 ft jDrop across MH O.000O ft Ex/Infil Rate F0.0000 in/hr. jUp Invert 410.2307 ft [Dn Invert 1-410.3057 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\Stom1SHED\Honey CreekUHoney Creek Pond DI System 8_31_04.doe Page 4 of 43 i Record Id: R-HO15 Section Shape !Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation'[Contributing Hyd ode CB-H016 UpNode FCB-HO15 _ _ 'I—Mate6a-1 CC -Spun Size 18" Diam Ent Losses Groove End w/Headwall ILength 64.0000 ft Sloe 5/o Up Invert i413.3133 ft ,Dn Invert '412.9933 ft Conduit Constraints [Min Vel Max Vel Min Slope Max Slope`Min Cover'. l2.00 ft/s 15.00 sft/sft/ 0.50�% 2.00r�%o2.00 ft Drop across MH0 0000 ft _ IEx/Infil Rate 0 000 n/hr' U Invert 1412.9933 ft„ Dn Invert E . . _ p j 413.3133 ft Match inverts. Record Id: R-HO16 Section Shape: Circular Uniform Flow Method: Manning's Coefficient: 0.0130 .Routing Method: ^:Travel Time Translation!Contributing Hyd'� DnNode [CB-H014 jUpNode CB-H016 Material Conc-Spun Size 24"u Diam _ _ _ _ Ent Losses Groove End w/Headwall ^i Length �[61.1000 ft Slope ,0.5�0%� Up Invert �^4 993 ft Dn Invert 3. _ �4 6878 ft Conduit Constraints Min Vel i Max Vel ;Min Slope Max Slope[Min Cover; 2.00 15.00 ft/s 10.50% 12.00 Drop across MH 6.6000 ft Ex/Infil Rate _ _0.0000 in/hr; UInvert 412.6878 ft On Invert '412.9933 ft , !Match inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\I-Loney Creek\lioney Creek Pond DI System 8-31-04.doc Page 5 of 43 Record Id: R-HO17 Section Shape: Circular ;Uniform Flow Method:,[Manning's Coefficient: 0.0130 _ Boutin Method: Travel Time Translation Contributin H d �-- DnNode I B-H015 jUpNode FCB� H017 Material �Conc-Spun ize 112" Diam S' Ent Losses lGroove End w/Headwall iLength 1150.0000 ft ISlope 0.75% Up Invert 418.2500 ft jDn Invert 1417.1250 ft Conduit Constraints Min Vel Max Vel Min Slope M S Min Cover 2.00 ft/s 15.00 ft/s 0.50% r2.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr �I Up Invert 1417.1250 ft Dn Invert 418.2500 ft Match inverts. Record Id: R-HO18 Section Shape: Circular [Uniform Flow Method: [Manning's CCoefficient: ,0 30 Routing Method: Travel Time Translation contributing Hyd j--� DnNode 1CB-1-1016 (UpNode CB-1-1018 Material [Conc-Spun !Size 112" Diam Ent Losses Groov--_ e End w/Headwall Length 150.0000 ft Slope 0.75% Up Invert 417.6800 ft !Dn Invert 1416.5550 ft Conduit Constraints �Mi V IM —Vel Min Slope,Max Slope'IMin Cover] �2 00 ft/s 15.00 ft/s10.50% 12.00% 12.00 ft Drop across MH 0.0000 ft jEx/Infil Rate 110.0000 in/hr [Up Invert ,416.5 550 ft [Dn Invert 1417.6800 ft [Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StonnSHED\Loney Creek\Honey Creek Pond DI System 8_31_04.doc Page 6 of 43 Record Id: R-HO19 Section Shape: pe [Circular jUniform Flow Method: iManning's Coefficient: ]0.0130 Routing Method: Travel Time Translation,Contributing Hyd (DnNode ,CB-H017 UpNode JCB-H019 �M erial �Conc-Spun Size 12" Diam _ _ FEnt Losses (Groove End w/Headwall Length 1150.0000 ft Slope 0.75% Up Invert419.3750 ft Dn Invert 418.2500 ft Conduit Constraints Min Vel Max Vel ;FNiin Slope 1M S ope'Min Cover'; 2.00 ft/s' 15.0 s0 ft/ 0.50�%M 2.0�0% 2.00 ft ' Drop across MH 0.0000 ft lEx/Infil Rate 0.0000 in/hr Up Invert 418.2500 ft Dn Invert 419 3750 ft Match inverts. Record Id: R-H020 Section Shape FCircular Uniform Flow Method: Manning's Coefficient: O.Olr 30 Routing Method: Travel Time Translation'Contributing Hyd F iDnNode CB-H018 UpNode !CB-HO20 Material � �Conc-Spun Size 18" Diam Ent Losses lGroove End w/Headwall� Length 150.0000 ft ISlope 10.75% Up Invert 1418.8050 ft Invert 417.6800 ft V-� Conduit Constraints Min el;Max Vel jMin Slope,'Max Slope'Min Cover' 2.00 ft/s 15.00 ft/s 0.50% 2.00% iE00 ft Drop across MH 10.0000 ft lEx/Infil Rate I10.0000 in/hr' Up 1417.6800 ft Dn Invert 11418.8050 ft jMMatch inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 7 of 43 Record Id: R-H021 Section Shape: . Circular f Uniform Flow Method: Manning's jCoefficient: 10.0130 `outing Method: Travel Time Translation lContributing Hyd j DnNode CB-H019 UpNode !CB-H02TY 1 _. _ �aterial Conc-Spun Size 18" Dim FEnt Losses jGroove End w/Headwall Length 150.0000 ft Slope u 0.75% Up Invert 1420.50,00 ft Dn Invert 4193750 ft Conduit Constraints Min Vel Max Vel [Min Slope IM S Min Cover;; _ P r�; 2.0 _-_ _ 0 ft/s 15.00 ft/s�O.SU% I2r 00% �00 ft I Drop across MH =0.0000 ft Ex/Infil Rate 0.0000 in/hr` Up Invert 419. 7750 ft �Dn Invert (420.5000 ft .Match inverts. Record Id: R-H022 Section Shape: Circular jUnir— form Flow Method:[Mmni ng's !Coefficient: F0.0130 Routing Method: IITravel Time Translation Contributing Hyd F—� DnNode rv';�CB-H020 UpNode CB-HO22 Material Conc-Spun Size 1 r Dim Ent Losses —Groove End w/Headwall Length 150.0000 ft ._..._ _._ 1Slope0.75% _ Up Invert 419.9300 ft bn Invert 418.8050 ft Conduit Constraints Min Vel'Max Vel IMin Slope(Max Slope IMin Cover (2.00 ft/s 115.00 ft/s 10.50% 12.00% 12.00 ft Drop across MH OA000 ft !Ex/Infil Rate (O.000O in/hr Up Invert 418.8050 ft IDn Invert 1419.9300 ft 'IMatch inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 8 of 43 Record Id: R-H023 'Section Shape: --�-na Circular Uniform Flow Method:Mannin s Coefficient: !0.0130 Routing Method: Travel Time Translation jContributing Hyd FDnNode GCB-H021 UpNode GCB-H023 Material �Conc-Spun Size 12" Diam _ _ _ Ent LossesGroove End w/Headwall Len g 150.0000 ft Slope 10.75% � .. _ . U Invert 421.8812 ft Dn Invert 420.7562 ft =' P _ ^-� Conduit Constraints ,[Min �M V( m Slope Max Slope Mm Cover �2.00 ft/s 115.� 0.50% '2.00% 2 00 ft jD p cross MH j0.0000 ft Ex/Infi1 Rate ;0 000 in/hr , �� Up Invert 420.7562 ft Dn Invert �421.8812 ft Hold up invert. IMatch inverts. Record Id: R-H024 ISection Shape: Circular Uniform Flow Method: IManning's Coefficient: 10.0130 !Routing Method: ;Travel Time Transl—ation lContributing Hyd DnNode CB-H022 UpNode CB-H024 Material Conc-Spun Size 1 18" Diam Ent Losses Groove End w/Headwall Length 150.0000 ft Slope 0.750/o p Invert 421.055o ft Dn Invert 71419.9300 ft Conduit Constraints Min Vel'jMa� x Vel ;Min Slope Max Slope Min Cover; ��2.00�15.00.50% 2.00% 12.00 ft j Drop acrosssMMH 0.0000 ft � Ex/I l Rate 0 0000 in/hr ;Up Invert 419.9300 ft I .Dn Invert 421.0 ft Match inverts. 0:12004\FAPWT-04-0321ENGR\SELOVE\I-IYDRAULICS4StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 9 of 43 Record Id: R-H025 Section Shape: Circul �Uniform Flow Method: Manning is Coefficient:—_ 0 0130 Routing Method: Travel Time Translation lContributing Hyd DnNode CB-H030 UpNode 4C 0 lMa erial Conc-Spun Size12" Diam Ent Losses Groove End w/Headwall Len 64.0000 ft Sloe ( ? I p _ ,U Invert F423.0000 ft Dn Invert 422.6800 ft --7-7 Conduit Constraints lMln Vel M V Min Slope'Max Min Cover 2.00 ft/s 15.00 ft/s 0.50% 12.00% 2.00 ft Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr _ Up Invert _ 1422.6800 ft ?Dn Invert ft Hold up invert. jMatch inverts. Record Id: R-H026 1Section Shape. jCircular Umfo rm Flow Method: IManning's Coefficient: �� 0.0130 Routing Method: Travel Time Translation'Contributing Hyd I ---- DnNode CB-H024 jUpNode � ICB H026 Material Conc-Spun ISize 12" Diam jEnt Losses Groove End w/Headwall ILeng 150.0000 ft ISlope 10.751% Up Invert 422.1800 ft Dn Invert 1421.0550 ft Conduit Constraints F Min Vel EMax Vel [Min e'Max Slope[Min Cover' ,2.00 i/s t15 ft/s; .50% 2.00°/o � ]2.00 (Drop across MH � 0.0000 ft11 Rate 10.0000 in/hr 'Up Invert 1421.0550 ft Dn Invert 1422.1800 ft ' ,Match inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\tiYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond D l System 8_31_04.doc Page 10 of 43 Record Id: R-H027 Section Shape: lCircular lUniform Flow Method: Manning's (Coefficient: O O 30 Routing Method: ITravel Time Translation Contributing Hyd DnNode ICB-HO28 jUpNode C 0 i Material �Conc-Spun Size 118" Diam s. _ Ent Losses ,Groove End w/Headwall Length 64.0000 ft Slope 10.50% '[Up Invert 423.2500 ft Dn Invert 422.9300 ft Conduit Constraints Min Vel Max Vel Min Slope, Max Slope Min Cover; 2.00 ft/s 15.00 ft/s 0.56% 2.00% 2.00 ft Drop across MH 10.0000 ft lEx/M 1 Rate '€0.0000 in/hr? Fiji Invert 422.9300 - Dn Invert 1423.2500 ft Match inverts. Record Id: R-H028 Section Shape: lCircular EE [Uniform Flow Method:I Manning's Coefficient: 1'- 0.0130 Routing Method: ITravel Time Translation Contributing Hyd DnNode CB-HO26 'UpNode CB-H028�' Material Conc-Spun ISize 18" Diam Ent Losses [Groove End w/Headwall Length 1150.0000 ft Slope 10.75% Up Invert 422.9300 ft Dn Invert [42 050 ft Conduit Constraints j [Mi V Max Vel [in Slope,Max Slope Min Cover 12.00 ft/s C15.00 ft/s 10.50% 12.00% 0 ft Drop across MH 0 0000 ft !Ex/Infil Rate 0.0000 in/hr FUp Invert 421.8050 ft^' - jDn Invert 1422.9300 ft Match inverts. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StonnSHED\Honey Creek\Honey Creek Pond D1 System 8_31_04.doc Page 11 of 43 r Record Id: R-H029 ar Section Shape., Ca,rcul _.._ .. .._ _.. . .. Uniform Flow Method:'jManning's Coefficient: 10.0130 ,Routing Method: Travel Time Translation Contributing Hyd F DnNode 1CB-H030 UpNode CB-H029 Material Conc-Spun ISize, 12" Diam Ent Losses IGroove End w/Headwall ILength �64 0000 ft Slope 0.50% Up Invert 4 _ a 25.0000 ft Dn Invert 424 6800 ft FConduit Constraints Min Vel Max Vel Min Slope Max Slope Min Cover 1 I2.00 ft/s Fl5.00 ft/s',0.50% 12.00% 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr _ i jUp Invert j424.6-1 . ft �Dn Invert 425 0000 ft old up invert. IMatch inverts. Record Id: R-H030 ;Section Shape. Circular Uniform Flow Method: !Manning's Coefficient: 0.0130 ko g Method: travel Time Translation Contributing Hyd DnNode jCB-H028 UpNode GCB-H030 Material Uonc-Spun ,Size 12" Diam jEnt Losses _ ~ Groove End w/Headwall Length i 150.0000 ft Slope 0.75% jUp Invert 425.1800 ft 1Dn Invert 1424.0550 ft Conduit Constraints Min Vel fjM V IMin Slope Max Slope zMiCover 2.00 sft/sftl 15.00 ft/s 0. 0.50% 2 00% . 2.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr _ u �J Up Invert _ ,424.0550 ft �Dn Invert 42� 5.1800 ft Match inverts. 0:120041FAPWT-04-032\ENGR\SELOVE\HYDRAULICS1StormSHED\Honey Creek\E-Ioney Creek Pond DI System 8_31_04.doe Page 12 of 43 Node Records Record Id: CB-H008 Descri Prototype Record ;Increment 10.10 ft Start El. 1412.5700 ft Max El. 415.5700 ft Classification lManhole Structure Type [CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)'Channelization.Curved or Deflector 1 Catch 2.0000 ft lBottom Area 19.6350 sf Condition Existing Record Id: CB-H009 Descrip: Prototype Record llnc m t —0.10 ft jS E 412.2282 ft IMax El. 415.7000 ft jClassification[Manhole Structure Type' CB-TYPE 148 Ent Ke Groove End w/Headwall (ke=0.20) Channelization lCurved or Deflector; Catch 2.0000 ft !Bottom Area r19.6350 sf I _ __ .Condition jExisting Record Id: CB-HO10 Descrip: (Prototype Record Increment 10.10 ft (Start El. 414.7633 ft (Max El. 417.7633 ft 1 jClassification Manhole Structure Type [�—B-TYPE 1-48 [Entl Ke ;Groove End w/Headwall (ke=0.20)jChannelization lCurved or Deflector ;Catch �12.0000 ft ;Bottom Area 19.6350 sf Condition Existing 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond Dl System 8_31_04.doc Page 13 of 43 Record Id: CB-HO11 IDescrip: Prototype Record jilicrement, f0 10 ft Start El. IjMax El. 1417.1244 ft tbasssification Manhole Structure Type CB-TYPE 1 48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector i Catch 2.0000 ft 113ottom Area 119.6350 sf Conditio —Existing n Record Id: CB-HO12 p: yp Increment0 10 ft Desch Protot e Record __ Start El. 1414.0633 ft IMax El. 418.8834 ft I. w Classification Manhole IStructure Type ;CB-TYPE 1-48 II. 1 Ent Ke Groove End w/Headwall (ke=0.20)IChannelization Curved or Deflector'I _� ___ _ _ Catch 2.0000 ft :Bottom Area 19.6350 sf jCondition Existing Record Id: CB-HO13 Descrip: Prototype Record Increment 10.10ft i Start El. _ [41_0.7782 ft � ;Max El. If418.2440 ft ± Classification Manhole Structure Type ;[B-TYPE 1-48 Ent Ke Groove End w/Headwall ke=0.20 Channelization Curved or Deflector 2.0000 ft Botto 'Catch. m Area sf {Condition Existing Record Id: CB-HO14 ;Descrip: (Prototype Record lIncrement ,0.0 Start El _410.3057 ft Max El. 1418. 5558 ft Classification Manhole Structure Type CB-TYPE 1-48 ;Ent Ke I Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector'; !Catch 2.0000 ft jBottom Area 19.6350 sf ,Condition Existing 0:\2004\FAPW"T-04-032\ENGR\SEL,OVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doe Page 14 of 43 ' Record Id: CB-HO15 �Descrip: Prototype Record lIncrement I0.10 ft Start El. 413.3133 ft Max El. 419.4424 ft Classification Manhole IStructure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20).Channelization Curved or Deflector � ;Catch {{2.0000 ft Bottom Area 19.6350 sf Condition Existing Record Id: CB-HO16 �Descrip: 'Prototype RecordIncrement 0.10 ft !Start El. 1412,9933 ft. _ _........... . 'Max El........ . 418.7293 ft ,C I a s s ification-I Manhole Structure Type CB-TYPE 1-48 ;Ent Ke lGroove End w/Headwall (ke=0.20) Channelization Curved or Deflector' Catch 2.0000 ft Bottom Area 19.6350 sf , Condition lExisting Record Id: CB-HO17 IDescrip: ;Prototype Record Increment �,0.1-Oft !Start El.Classi 418.2500 ft Max El. 421.2826 ft _cati_on_ anhl _ _ ' [ fi _ TYPE MoeStructure Type FCB- 1-48 _._ _- _ I ;Ent Ke Groove End w/Headwall (ke=0___.20) Channelization ICurved or Deflector; Catch 2.0000 ft Bottom Area 19.6350 sf Condition Existing j Record Id: CB-HO18 Descrip: Prototype Record Increment 10.10 ft jSt rt El. —�417.6800 ft Max El. [421.2826 ft I !Classification!Manhole Structure TypeCB-TYPE 1-48 ;Ent Ke i roove End w/Headwall(ke=0.20)jChannelization,Curved or Deflector �i !Catch 2.0000 ft 'Bottom Area 119.6350 sf ,Condition Existing _ O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond D1 System 8_31_04.doe Page 15 of 43 ' Record Id: CB-HO19 Descrip: Prototype Record !Increment 0.10 ft Start EL 419.3750 ft �El 422.4821 ft Classification[Manhole (Structure Type [&-TYPE 1-48 Ent Ke (Groove End w/Headwall ke=0.20 jChannelization Curved or Deflector Catch (2.0000 ft (Bottom Area [19.6350 sf `Condition -- Existing ' Record Id: CB-H020 ' (Descrip: Prototype Record lincrement 0.16 ft Start El. 418.8050 ft Max El. 422.4821 ft Classification IManholes crut ture Type CB-TYPE 1-48 Ent Ke — Groove End w/Headwall (ke=0.20);Channelization Curved or Deflector s Catch 12.0000 ft jBottom Area J19.63M sf (Condition ,Existing Record Id: CB-H021 D s p: ,Prototype Record jIncrement 0.10 ft Start El. 418.8050 ft Max El. 422.4821 ft rr_ s _ ' JClassification�ole iSt�ructure Type CB-TYPE 1-48 t Ke lGroove End w/Headwall (ke=0.20),Channelization�Cu�ed or Deflector'` Catch [2.0000 ft lBottomArea 119.6350sf Condition Existing Record Id: CB-H022 Descrip: Prototype Record Increment 0.10 ft 419.Start El .9300 ft 423.6816 ft _ i Max El. _ jClassification jManhole .Structure Type CB-TYPE 1-48 Ent Ke '[Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector ;Cad tch 12.0000 ft Bottom Area 1�9.6350 sf Condition lExisting j ' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StonnSHED\Honey Creek\Honey Creek Pond Dl System 8_31_04.doc Page 16 of 43 ' Record Id: CB-H023 Descrip: Prototype Record Increment 0.10 ft �) Start El. 421.8812 ft Max E1. F424.8812 ft [Classification]Manhole Structure Type''FCB-TYPE 1-48 , . ... Ent Ke G_roove End w/Headwall (ke=0 20)IChannelization lCurved or Deflector Catch _ 2.0000 ft EB om Area 19.6350 sf Condition Existing ' Record Id: CB-H024 ' Descn YP Protot a Record Increment 0.10 ft p I Start El. 421.0550 ft Max El. 424.8812 ft Classification Manhole Structure Type CB-TYPE 1-48 jEnt Ke lGroove End w/Headwall (ke=0.20)lChannelization[Curved or Deflector l Catch 2.0000 ft Bottom Area [19.6350 sf Condition __Existin Record Id: CB-H025 Descrip: ___ Prototype Record Increment 10.10 ft Start El. 423.0000 ft Max El. �-F26. 7798 ft I'! ' Classification JM�iloleStructure Type JCB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)rCh annelization I Curved or Deflector', 11 lCatcr--c hll— , 2.0000 ft lBottorn Area 19.6350 sf Condition �xisting Record Id: CB-H026 jDescrip: ( JIncrement — j0.10 ft ,Sta El. '1422.1800 ft �IMax El. 426.0798 ft Classification IManhole I Structure Type -CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20)CC annelization Curved or Deflector'E ' Catch �j2.0000 ft ':Bottom Area 119.6350 sf (Condition jExisting j 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 17 of 43 Record Id: CB-H027 iDescrip: Prototype Record Increment 0.10 ft IStart El. 423.3500 ft Max El. 426.8799 ft ;Classification Manhole Structure Type CB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20) Channelization Curved or Deflector Catch _.� 2.6660 ft Bottom Area .6350 sf ' 'Condition Existing ' Record Id: CB-H028 Descrip: Prototype Record Increment 10.10 ft Start El `,422.9300 ft ;Max El. 1426.8799 ft Classification!Manhole Structure Type CB-TYPE 1-48 1 'JEnt Ke jGroove End w/Headwall (ke=0.20)=Cn hannelization JCurved or Deflector' Catch ]2.00 0 -Bottom Area 19.6350 sf 16ondition—!Existing I Record Id: CB-H029 Descrip: Prototype Record Increment 10.16 ft Start El. 1423.3500 ft Max EL 428.0794 ft ' FClassification Manhole Structure Type GCB-TYPE 1-48 Ent Ke Groove End w/Headwall (ke=0.20);1Channelization Curved or Deflector; Catch 2.0000 ft Bottom Area 19.6350 sf Condition _Existing Record Id: CB-H030 -Descri Pro o e Record Increment I0.10 ft p' F i Start El. 425.1800 ft Max El, 1528.0794 ft Classification iManhole Structure Type ICB-TYPE 1-48 jEnt Ke Groove End w/Headwall (ke=0.20) ,Channelization Curved or Deflector, r , Catch l2.0000 ft jBottom Area 119.6 550 sf (Condition Existing i 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 18 of 43 Record Id: OUTFALL Descrip:,jPrototype Record Increment'0.10 ft E �St E I441.0000 ft Max El. �445.0000 ft j Dummy Type Node ' Contributing Drainage Areas Record Id: B-H008 Design Method S H Rainfall type TYPE2 Hyd Intv jPeaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) ! 0.03 ac ��CIA 0.18 ac Pervious CN 85.00DC CN �98.00 Pervious TC 1.76 min DC TC 2.81 min Pervious CN Cale Description ! SubArea A Sub Open spaces, lawns,parks (50-75% grass) 0.03 ac ' 85.00 ^� Pervious Composited CN(AMC 2) 85.00 Pervious TC Cale Ty Description Length Slope , C e Misc ,T ' Sheet ;Short prairie grass and lawns.: 0.15 10.00 ft 2.00 0.1500 2.50 in 1.76 min I _ Fes . Pervious TC 1.76 min Directly Connected CN Cale Description I SubArea j Sub cn Impervious surfaces (pavements, roofs, etc) 0.18 ac F 98.00 } DC Composited CN(AMC 2) 9 0 I' Directly Connected TC Cale Type Description ; Length Sloe Coeff Misc TT f �---___ I 1� _ Sheet :IMP Smooth Surfaces.:0.011 150.00 ft 0.75% 0.0110 2.50 in 2.81 min Directly Connected TC 2.81 min 0:1,2004\FAPWT-04-032\ENGRISELOVE\I-IYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 19 of 43 Record Id: B-H009 IDesign Method SBUH �IRainfall type TYPE2 _- . IPeakm H d Inty Factor 484.00 _ jAbstraction Coeff i 0.20 Pervious Area (AMC 2) 0.03 ac !DCIA 0.18 ac Pervious CN 5.00 'DC,CN 98.00 Pervious TC 1.76 min DC TC 2.81 min Pervious CN Cale -- - Description SubArea j Sub FOpen spaces, lawns,parks (50-75% grass) F.-03 ac ^j 00 Pervious Composited CN(AMC 2) I 85.00 Pervious TC Cale _------------- . I Type Description I Length Slope Coeff Misc TT Sheet IShort prairie grass and lawns.: 0.15 10.00 ft �2.00% 0.1500 [2.50 in 1.7_ min Pervious TC 1.76 min _ Directly Connected CN Cale Descri tion SubArea Sub cn FImpervious surfaces (pavements,roofs, etc) F 0.18 ac 98.00 DC Composited CN (AMC 2) 98.00 F Directly Connected TC Cale Ty! DescriptionLength Slope CoeffMisc TT IDS et ;IMP Smooth Surfaces.: 0.011 150.00 ft 0.75% 0.0116 2.50 in 2.81 min i _ �` Directly Connected TC 2.81 min ' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\.StormSHED\Honey Creek\Honey Creek Pond Di System 8-31-04.doc Page 20 of 43 Record Id: B-HOIO .Design Method SBUH �kamfall type F TYPE2 H d Inty 10.00 min Peakin Factor 484.00 y _ [W g Coeff r 0.20 _ .. ]Abstraction_ ......r ..._. ._.. Pervious Area (AMC 2) 0.03 ac DCIA 0.13 ac _._ - _. Pervious CN ! 85.00 DC CN 98.00 Pervious TC 1.76 min DC TC �2.88 min Pervious CN Calc Description SubArea ; Sub �—O ens aces, lawns, parks (50-75% grass) -_0._0_3 ac F 85.00 Pervious Composrted CN(AMC 2) 85.00 Pervious TC Calc ;Type Description jLength Slope Coeff Misc TT _ _ ;__5 _ _ 01Short prairie grass and lawns.: 0.1 [ 0 _ ft2 i 50n .76 minSheet ' Pervious TC 1.76 min Directly Connected CN Calc Description SubArea I Sub cn } Impervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 DC Composited CN (AMC 22) 98.00 ' Directly Connected TC Calc _ Description M ��TTI YP ' Len h tto Coef � isc ' Sheet�JIMP Smooth Surfaces.: 0.011 154.75 ft 0.75% 0. 110 2.50 in 2.88 min _._ — -- _ ' Directly Connected TC �2 88min ' 0:\2004\FAPWT-04-032\ENGRISELOVE�HYDRAULICS\StormSHED\Honey Creek\ffoney Creek Pond D1 Y,stem 8_31_04.doc Page 21 of 43 Record Id: B-HOII Design Method S�BUH lRainfall type TYPE2 Hyd Intv 10 00 min eaking Factor 484.00 Abstraction Coeff 0 20 Pervious Area (AMC 2) ;( 0.03 ac DCIA 0.13 ac Pervious CN 85.00 FD-Z-6i 98.00 Pervious TC 1.76 min DC TC 2.8 n j Pervious CN Cale ( Description SubArea Su n open s aces, lawns,parks 50-75% grass) 0.03 ac 5.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Cale Type Description .Length (Slope Coeff, Misc (� TT �Sheet;;Short prairie grass and lawns.:0.15 10.00 ft 2.00% 0.1500 2.SO in �1.76 min __ Pervious TC 1.76 min Directly Connected CN Cale Description SubArea Sub cn��`� Impervious surfaces (pavements,roofs, etc) 7F 0.13 ac 98.00 DC Composited CN(AMC 2) 98.00 Directly Connected TC Cale I'i Type Description Length Slope Coeff Misc TT !Sheet GIMP Smooth Surfaces.: 0.011 15475—ft 0.75% 0.0110 2.50 in 2.88 min j Directly Connected TC 2.88min ' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULTCS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 22 of 43 Record Id: B-HO12 Design Method FSBUH lRainfall type TYPE2 Hyd Intv 10.00 min Peaking Factor 484.00 •Abstraction Coeff 0.20 'Pervious Area (AMC 2) r 0.03 ac DCIA 0.13 ac Pervious CN ) 85.00 [DC CN 88.00 Pervious TC 1.76 min DC TC_ 2.88 min Pervious CN Cale Description SubArea Sub cn Open spaces, lawns,parks(50-75% grass) 0.03 ac� 85.00 !F -'- Pervious Composited CN(AMC 2) 85.00 '' Pervious TC Cale I Type ! Description Length Slope.j Coeff ( Misc F TT ISheet Short prairie grass and lawns.: 0.15 `�10.00 ft 2A0% 0.1500 uo in 0.00 min Pervious TC 1.76 min �._ Directly Connected CN Cale Description ��SubArea Sub cn _ Impervious surfaces (pavements, roofs, etc) 0.13 ac [—98A0 j DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale ~`^ Type j y _ Description ; Length Slope Coeff .Misc TT Sheet 'IMP Smooth Surfaces.: 0.011 !154.75 ft 0.75% 0.0110 0.00 in 0.00 min E ___! _ �� Directly Connected TC 2.88min 0:\2004\FAPWW'f-04-032\ENGR\SELOVE\HYDRAULICS\StonnSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 23 of 43 Record Id: B-HO13 Design Method SBUH Rainfall type YPE2 Hyd Intv 10.00 min Peaking Factor 484 00 Abstraction Coeff w 0.20 Pervious Area (AMC 2) I 0.03 ac �DCIA �0 13 ac ._ _ .. Pervious CN 85.00 DC CN 98.00 (Pervious TC 1.76 min jDC TC 2.88 min Pervious CN Calc Description F SubArea � Sub nc Open spaces, lawns,parks (50-75% grass) 0.03 ac 8 0 Pervious Composited CN(AMC 2) ; 85.00 Pervious TC Calc FE ype Description ,Length]Slope ; Coeff ',� Misc � TT Sheet SShor prairie grass and lawns.: 0.15 10.0 00% 0.1500 �0.00 in 0.00 min Pervious TC 1.76 min`' F— Directly Connected CN Calc Description SubArea Sub cn ! Impervious surfaces(pavements, roofs,etc) 0.13 ac 98.00 p DC Com osited CN AMC 2 — - r 98.00— �. I -- - Directly Connected TC Calc T i Description Length Fslope ,Coeff F Misc TT jSh GIMP Smooth Surfaces.: 0.011 154.75 ft— 0.75% 0.0110 ; 0.00 in 0.00 min Connected TC 2 Directly .88min ��— 0:\20041,FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8-31-04.doc Page 24 of 43 Record Id: B-HO14 Design Method SBUH Rainfall type T7TYPE1A H d Inty 10 00 min Peakm Factor 484.00 `Abstraction Coeff„ 0.20 1Pery Area (AMC 2) "0.00 ac DCIA ... � 0.00 ac Pervious CN 85.00 .._ DC CN_ . 98.00 Pervious TC 0.00 min DC TC ( 0.00 min ' Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks(50-75% grass) 0.00 ac 85.00 Pervious Composited CN(AMC 2) �85.00 Pervious TC Calc [Type f Description Length'Flope [Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 ,TOAO ft 2.00% 0.1500 0.00 in 0.00 min �._---F------F_____ .. _ Pervious TC �0.0 Directly Connected CN Calc Description ~SubArea— j Sub cn ....................... - - Impervious surfaces(pavements, roofs, etc) 0.00 ac _ 9.00 == - - DC Composited CN(AMC 2) �98.00 :_ . . Directly Connected TC Calc Type F__..._ Description Length hh ! .Slope 1 Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 ;0.00 ft 10 663% 0.0110 0 n 0.00 min Directly Connected TC O.00min r 0:\2004\FAPWT-04-032\ENGR\SELOVEIHYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 25 of43 Record Id: B-HO15 ;Design Method SBUH Rainfall type TYPE2 �w... _ Ayd Intv 10.00 min Peaking Factor 484.00 !Abstraction Coeff F 6.20 Pervious Area (AMC 2) 0.03 ac DCIA 0.13 ac P ervious CN m 85.00 DC CN E 98.00 Pervious TC 1.76 min JDC TC 2.88 min Pervious CN Cale Description SubArea Sub IF Open s aces lawns arks 50-75% ass 0.03 ac 85.00 F— Pervious Composited CN(AMC 2) 85.00 Pervious TC Calc Type Description Length Slope j Coeff Misc F TT Sheet `Short rairie ass and lawns.: 0.15 10.00 ft 2.00% 1500 2.50 in 1.76 min Pervious TC 11.76 min Directly Connected CN Cale Description SubArea Sub en Impervious surfaces (pavements, roofs, etc) 0.13 ac _ F 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc ` _ ,-----------...—_ Type Description Length FSlope Coeff Misc TT Sheet ;IMPS i Surfaces.: 0.011 1154.75 ft 0.75% 10.0110 2.50 in 12.88 min ' Directly Connected TC 2.88min ' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 26 of 43 Record Id: B-HO16 !Design Method UH ;Rainfall type TYPE2 �iyd Intv 10.00 min jPeaking Factor 484 00 Abstraction Coeff 0 20 Pervious Area (AMC 2) 0 03 ac jDC1A 0.13 ac 1Pervious CN 85.00 DC CN 98.00 Pervious TC 1.76 min '[DC TC �2.88 min -� - Pervious CN Cale I Description SubArea Sub cn Open spaces, lawns,parks (50-75% grass) 0.03 ac 85.00 Pervious Composited CN(AMC 2) Pervious TC Cale j Type Description FL eng 71 Slope Coeff Misc I TT Sheet Short prairie grass and lawns.: 0.15 �0.00 ft 2.00% 10. O.00 in �0 00 min F.-" _ Pervious TC 1.76 min --- --___--__ Directly Connected CN Cale Description SubArea I Sub cn Impervious surfaces(pavements,roofs,etc) 0.13 ac �� 98,00 f DC Composited CN(AMC 2) 98.00 Directly Connected TC Calc ff Description TT- ,Le Sheet JMP Smooth Surfaces.: 0.011 1154.75 ft 0.75/0 6.6110 0.00 in 0.00 min Directly Connected TC 2..88min - _..... _ —W ._ r O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doe Page 27 of 43 Record Id: B-HO17 Design Method j SBUH Rainfall type TYPE2 d Intv 1.00 min lieaking Factor 484.00 H Abstraction Coeff -0.20 Pervious Area (AMC 2) 0.03 ac `DCIA 0.13 ac_. . .... ._ .- Pervious CN ' 85.00 FDC CN 98.00 Pervious TC j 1.76 min JDC TC 2.88 in _.,...... .._. ..,. ... __,. f IF Pervious CN Calc Description SubArea I Sub cn Open spaces, lawns,parks (50-75%grass) 0.03 ac �� 85.00 Pervious Composited CN(AMC 2) E 8 OS 0 Pervious TC Calc Type ( Description Length Slope Coeff, Misc TT Sheet Short prairie grass and lawns.: 0.15 10.00 ft2.00% 0.1500 O.00 in0.00 min Pervious TC 1.76 min'' . Directly Connected CN Calc Description Sub Area r Sub cn ._ _ Impervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 DC Composited CN(AMC 2) 98.00 _.. Directly Connected TC Calc [Type F Description 1 Length Slope Fcoeff F Misc F TT Sheet GIMP Smooth Surfaces.: 0.011 154.75 ft 0.00 in 0 min — ----`-� Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 3_31_04.doc Page 28 of 43 Record Id: B-HO18 Design Method r SBUH Rainfall type TYPE2 Hyd Intv I 10.00 min , Peaking Factor 484.00 _ _ . Abstraction Coeff --- 0.20 Pervious Area AMC 2 0 03 ac JDCIA 0.13 ac Pervious CN 85.00 [DC CN 98.00 Pervious TC 77 1.76 minim DC TC 2.88 min Pervious CN Calc Description FSubArea j Sub Open spaces, lawns, parks(50-75% grass) F 0.03 ac 85.00 Pervious Composited CN(AMC 2) f 85.00 k Pervious TC Calc Type Description 1 Length FSlope Coeff Misc TT ,Sheet 'Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 0.1500 0.00 in r0.00 min ' Pervious TC1.76 min' Directly Connected CN Calc Description SubArea f Sub cn Impervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc Type Description ;L h Slope Coeff Misc TT . Sheet JIMP Smooth Surfaces.: 0.011 1154.75 ft 0.75010 0110 ; 0 00 in 0.00 min € Directly Connected TC — 2.88 in 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8-31_04.doc Page 29 of 43 Record Id: H019 IDeesign -Method SBUH Rainfall type TYPE2 ,H I tv 10.00 min jPeaking Factor 484.00 Abstraction Coeff 0.20 _..__. Pervious Area 2 0.03 ac DCIA 0.13 ac i. _e (AMC( .. ..- ..........I _.___. ___ _...W_... ._ .._..._ ...._ Pervious CN 85.00DC CN 98.00 Pervious TC j 1.76 min DC TC 2.88 min _ _ Pervious CN Calc Description j SubArea FSub cn 'Open spaces, lawns,parks (50-75% grass) 0.03 ac 85.00 Pervious Composited CN(AMC 2) 85.00 Pervious TC Calc Type ; DescriptionLength Slope Coeff Misc TT Sheet jShort prairie grass and lawns.: 0.15 10.00 ft 2.00% j0.1500 1'0.00 in 0.00 min". Pervious TC 1.76 min Directly Connected CN Calc Description SubArea Sub cn . __ -- -Impervious surfaces (pavements,roofs, etc) 13 ac 98.00 IF _. DC Composited CN(AMC 2) [ 98.00 Directly Connected TC Calc r,I—T i Description Length Slope Coeff (M TT__ Sheet 1IMP Smooth Surfaces.: 0.011 j 154.75 ft [0.75% 10.0110 (0 00 in 0.00 min _ - _� �... Directly Connected TC 2.88min _ I 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 30 of 43 Record Id: H020 Design Method , SBUH Rainfall a TYPE2 IHyd Intv 10 im0 n ;Peaking Factor 484.00 - _ !Abstraction Coeff T 0.20 ery ous Area (AMC 2) 0.03 ac ,DCIA 0.13 ac Pervious CN 85.00 [DC CN 98.00 Pervious TC 1.76 min DC TC I 2.88 min ��- Pervious _ s CN Calc Description SubArea Sub cn �- Open spaces, lawns, parks (50-75%grass) 0.03 ac 85.00 F----^— - Pervious Composited CN(AMC 2) j 85.00 Pervious TC Calc Type , Description Len th Slo e I Coeff I Misc TT Sheet iShort prairie grass and lawns.: 0.15 10.00 ft 2.00% .0.1500 ,0 00 in .00 min _ F Pervious TC 11.76 min Directly Connected CN Calc Description SubArea j Sub cn Impervious surfaces (pavements,roofs, etc) T 0.13 ac 98.00 DC Composited CN (AMC 2) �98.00 Directly Connected TC Calc Type j DescriptionLength Slope Coeff F Misc TT Sheet ;IMP Smooth Surfaces.: 0.011 115435 ft 0.750/o 0.0110 10.00 in 6- min _ Directly Connected TC F2.88min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond D1 System 8_31_04.doc Page 31 of 43 Record Id: H021 - _ typ Design Method SBUH ;Rai<nfall a TYPE2 .. IHyd Intv 10.00 min Peaking Factor �484.00 Abstraction Coeff 0 _ v_. _... ._. lervious Area (AMC 2) "�0.03 ac DCIA 0.13 ac Pervious CN 0DC CN 98.00 Pervious TC j 1.76 min DC TC 2.88 min Pervious CN Cal,c Description SubArea Sub cn _ _ - Open spaces, lawns,parks (50-75% grass) 3 ac 85.00 --- -- Pervious Composited CN(AMC 2) 85.00 Pervious TC Calc �Type.j Description Length 1 Slope 1 Coeff Misc TT '. Sheet 'Short prairie grass and lawns.:0.15 10.00 ft 2.00% 0.1500 0.00 in0.00 min r Pervious TC 11.76 min: Directly Connected CN Calc �—_ � Description - -Sub cn _— -- �'� Impervious surfaces (pavements, roofs, etc) [-0.13 ac I 98.00 DC Composited CN(AMC 2) 98.00 ' j FT Directly Connected TC Calc Type ; Description Length Slope Coeff Misc F TT -Sheet ;IMP Smooth Surfaces.: 0.011 1154.75 ft 0 75% 0.0110 0.00 in 0.00 min . �— Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 32 of 43 Record Id: H022 Design Method SBUH IRainfall type TYPE2 #yd Intv 10.00 min Peaking Factor �484.00 _.. _ jAbstraction Coeff 0.20 Pervious Area (AMC 2)_ . 0.03 ac ,DCIA 0.13 ac..,._. Pervious CN 85.00DC CN �98.00 Pervious TC 1.76 min JDC TC 2.88 min Pervious CN Calc Description... _ _.._ ... _ _ �SubArea Sub Open spaces, lawns arks 50-75% ass 0.03 ac 85.00 P P ,p grass) � - j _ T�-- Pervious Composited CN(AMC 2) i 85.00 Pervious TC Cale Type ; Description j Length Slope Coeff, Misc ° TT 'Short prairie grass and lawns.: 0.15 10.00 ft2.00% {0.1500 0.00-in �0.00 min Pervious TC 11.76 min Directly Connected CN Cale Description SubArea ; Sub cn Impervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 l _ DC Composited CN(AMC 2) .. 1 98.00 —_ Directly Connected TC Calc ',;ype Description � LeLe g Slope ( Coeff ,Misc F TT ;Sheet ;IMP Smooth Surfaces.: 0.011 ;154.75 ft 0.75% 0.01100.00 in 0.00 min Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond Dl System 8_31_04.doc Page 33 of 43 Record Id: H023 .'Design Method ,F SBUH Rainfall type TYPE2 Hyd Intv 1.00 min Peaking Factor 484.00 _ ... _ Abstraction Coeff 0.20 Pervious Area AMC 2) F 0.03 ac {#DCIA 0.13 ac Pervious CN 85.00 DC CN 98.00 Pervious TC ; 1.76 min DC TC 2.88 min Pervious CN Cale Description SubArea Sub cn Open spaces, lawns,parks(50-75%grass) 03 ac �� 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Cale ___.__.... .- _--- _-.:_ _____ _..._.._ _.. __-____________.__ Type Description Length Slope Coeff ! Misc TT 10.00 2.00 Sheet ,Short prairie grass and lawns.: 0.15 —Oft % 0.1500;�0.0 0 0 0 min r --- � Pervious TC 1.76 min .. . _ Directly Connected CN Calc Description SubArea� Sub cn Impervious surfaces(pavements, roofs, etc) F 0.13 ac 98.00 _ — ' j DC Composited CN (AMC 2) I 98.00 Directly Connected TC Calc 'jType ;' --_� Description -- L h-I Slope F C f Misc TT Sheet 'IMP Smooth Surfaces.: 0.011 1154.75 ft 10.75% 10.01100 00 in .00 C0 min Directly Connected TC 2.88min �! O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8-31-04.doc Page 34 of 43 Record Id: H024 (Design Method SBUH Rainfall type TYPE2 Hyd Intv ' 10.00 min Peaking Factor 484 00 Abstraction Coeff 0 20 'Pervious Area (AMC AMC 0.03 D ac CIA 0 13 ac _,I_ rvious CN 85.00 DC CN 98.00 Pervious TC 1.76 min �I'DC TC 2.88 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns arks 50-75% ass 0 03 ac 8 0 ��P P ,P � grass) � I Pervious Composited CN(AMC 2) I 85.00 Pervious TC Calc Type ' Description Length Slope i Coeff Misc ~� TT Sheet Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 0.0 F0 00 in.0.00 min t - Pervious TC 1.76 min f i Directly Connected CN Calc Descri tion SubArea Sub cn Impervious surfaces (pavements, roofs, etc) ----0.13 ac ( 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc Type . Description Length Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 154.75 ft 0.75% 10.0110 [0.00 in �0.00 min Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond D1 System 8_31_04.doc Page 35 of43 I Record Id: H025 Design Method i SBUH Rainfall type TYPE2 _ , . H d Intv 10.00 in FP—eaking Factor 484.00 Abstraction Coeff F 0.20 Pervious Area (AMC 2) 1 0.03 ac DCIA . . .._. 0.13 ac Pervious CN � 85.00 1DC CN —98.00 ___� _ _ _ _ 88 min Pervious TC 1.76 min DC TC 2 Pervious CN Calc Description SubArea F Sub cn Open spaces, lawns,parks (50-75%grass) F0.03 ac (�85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc _ .Type Description Length SlopeI Coeff Misc I TT Sheet ;Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 10.1500 0.00 in;{0—.00 min � . 1 . . Pervious TC 1.76 min].. �_— -� -- -- Directly Connected CN Calc Description T SubArea Sub cn Impervious surfaces (pavements,roofs, etc) 0.13 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc Ty; Description ' Length Slope C f �Misc TT _ IS�heet ;IMP Smooth Surfaces.: 0.011 154.ft 0.75% i0 0110 0.00 in _ _- Directly Connected TC F2.88min 1 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StonnSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 36 of 43 I Record Id: H026 :Design Method f SBUH 'Rainfall—type, TYPE2 Hyd Intv 10.00 min Peaking Factor 484.00 jAbstraction Coeff 0.20 Pervious Area (AMC 2) 0.03 ac jDCIA 0.13 ac . . ...__.. _._.._.___.__..... Pervious CN 85 00 'DC CN 98.00 Pervious TC 7 1.76 min DC TC 2.8 m8 in Pervious CN Calc Description SubArea Sub cn Open spaces, lawns,parks 50-75% ass 0.03 ac 85.00 Pervious Composited CN(AMC 2) i 85 00 _ Pervious TC Calc _ :Type Description Length Slope Coeff' Sheet 'Short prairie grass and lawns.: 0.1510.00 ft2.00% 10.1500 0.00 in0.0 m .� Pervious TC 1.76 min Directly Connected CN Calc SubArea F Description ^^ Sub cn Impervious surfaces (pavements, roofs, etc) [-0.13 ac--F98.00 } DC Composited CN (AMC 2) 98.00 I { Directly Connected TC Calc I Type ' Description E Le h Slope Coeff Misc TT _ [beet ,IMP Smooth Surfaces.: 0.011 j 154.75 ft 0.75% i 110 0.00 in 0.00 min -- Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31 04.doc Page 37 of 43 Record Id: H027 Design Method j SBUH Rainfall type TYPE2 Hyd Intv 7 k 10.00 min ]Peaking Factor 484.00 -- Abstraction Coeff T-7�-20 ac 0 Pervious Area (AMC 2..__. ..._........ ..E.. . 0.03 JDCIA_. ........ ... ....._. ,._..� 13 ac.._ _ . _._._.. Pervious CN 85.00 [DC CN 98.00 Pervious TC 1.76 min— OC TC 2.88 min Pervious CN Cale i Description SubArea Sub cn Open spaces, lawns, parks(50-75% grass) 0.03 ac 85.00 Pervious Composited CN(AMC 2) 85.00 Pervious TC Cale_ Type Description Length Slope Coeff �Misc TT Sheet (Short prairie ass and lawns.: 0.15 10.00 ft r2.00% 0.1500 0.00 in 0.00 min ' P ( a _ F— Pervious TC 1.76 min Directly Connected CN Cale Description SubArea _ Sub cn F— Impervious surfaces (pavements, roofs, etc) V_3 ac 98.00 DC Composited CN (AMC 2) 98.00 Directly Connected TC Cale Type ! Description Length Slope C e Misc TT Ii Sheet ;IMP Smooth Surfaces.: 0.011 1154.75 ft F0.75 IDo [60110 ;(0.00 in [0 00 min ' Directly Connected TC �[ 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 38 of 43 Record Id: H028 Desi< n Method _SBU�y Il_.__- H [Rainfall type �TYPE2 I g i� Hyd Intv ! 10.00 min [Peaking Factor 484 00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 1 0.03 ac [DCIA 0.13 ac Pervious CN ; 85.00 DC CN 98.00 — Pervious TC T; 1.76 min JDC TC 2.88 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks(50-75% grass) 0.03 ac 85.00 -F Pervious Composited CN (AMC 2) t 85.00 Pervious TC Calc Type Description Len h Slo a Coef Misc - TT Sheet Short prairie grass and lawns.: 0.15 10.00 ft 00% :0.1500 00 in 0.00 min F Pervious TC 1.7� 6 min'.: y _ Y �Calc Description - F SubArea Directly Connected _ P � � Sub cn j Impervious surfaces (pavements,roofs,etc) 0.13 ac 98.00 _ . DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc Type ; Description Length [Slope Coeff Misc r TT Sheet LIMP Smooth Surfaces.: 0.011 154.75 ft C 350/. [0.0� 110 0.00 in [0.00 min Directly Connected TC 2.88min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31-04.doc Page 39 of 43 Record Id: H029 -~ ]Design __ __._ H -' Rainfall T type Y PE2 Method _- - SBU _. .. . Hy d Intv 10 00 min Peaking Factor 484.00 _ �.. . ._ Abstraction Coeff 0.20 Pervious Area (AMC 2) j 0.03 ac DCIA 0.13 ac~ Pervious CN 85.00 DC CN �8.00 Pervious TC 1.76 min ,D TC 2.88 min Pervious CN Cale Description SubArea 1 Sub cn Open spaces, lawns,parks(50-75% grass) 0.03 acj 85.00 L' ----�� Pervious Composited CN(AMC 2) ! 85.00 Pervious TC Cale Type Description Length Slope Coeff Misc TT Sheet Short prairie grass and lawns.: 0.15 10.00 ft,F 00% 0.1500-�0 00 in'0.00 min Pervious TC 1.76 min' Directly Connected CN Cale Description SubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 1 DC Composited CN (AMC 2) 98.00�. ---� Directly Connected TC Cale 'IFTYpe Description Length Sloe Coeff fMisc TT ,Sheet !IMP Smooth Surfaces.: 0.011 !154.75 ft 0.75% .j0.0110 O.00 in 0.00 min --- Directly Connected TC 2.88min '' 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond Dl System 8_31_04.doc Page 40 of 43 Record Id: H030 Design Method SBUH Rainfall type TYPEIA ;,Hyd Intv 10.00 min Peaking Factor 484.00 — --'�J� FAbstrachon Coeff 0.20 Pervious Area (AMC 2) 0.03 ac DCIA 0.13 ac Pervious CN 85.00 FD CN 98.00 Pervious TC I 1.76 min '�C TC 2.88 min Pervious CN Calc Description SubArea I Su n Open spaces, lawns arks 50-75% ass 0.03 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc [Type j Description Length Slope"� Coeff Misc TT ;Sheet 1Short prairie grass and lawns.:0.15 110.00 ft 2.00% 0.1500'10.00 in 10.00 min Pervious TC 1.7� 6 min', Directly Connected CN Calc Description SubArea Sub cn L� Impervious surfaces (pavements, roofs, etc) ;F 0.13 ac F98.00 DC Composited CN (AMC 2) f 98.00 - _ Directly Connected TC Calc ' Type , Description Length Slope Coeff Misc TT --I-IMP Smooth Surfaces.: 0.011 j 154.75 ft 0.75% ;0.0110 '�0 00 m0.00 min Directly Connected TC � 2.8� 8min 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 41 of 43 ' Layout Hydrographs Hydrograph ID: OUTFALL-25 year � Area 3.8019 ac i Hyd Int 10.00 minBase Flow Pending tt translation F6 47 min Peak flow 3. 44 cfs Peak Time 7.83 hrs �j Hyd Vol `0.98 03 70 acft' 'FT -�a(hr Flow cfs Time hr Flow cfs Time hr . Flow cfs 0.67 0.0050 8.67 , 1.1427 X� 0.3988 0.83 0.0282 8.83 0.9940 :1 .50 ( 0.3988 1.00 0.0585 9.00 1.0398 7 :) 0.3990 �1.17 0.0921 9.17 . 0.8609 :'I6.83 0.3991 1.33 0.1236 9.33 0.7499 17.00 0.3993 1.50 0.1440 9.50 0.7843 T7.17 Y�0 3820 iK 1.67 0.1706 9.67 0.7244 17 33 0 701 1.83 0.1929 9.83 0.6937 _ 1.7 50� 0.3738 2.00 0.2063 10 00. 0.703817.67 0.3728 2.17 0.2288 10.I7 0.6509 17.83 0.3733 2.33 0.2473 10.3 0.6173 1, 18.00 . 1 0.3732 2.50 i 0.2560 10.5 0.6281 18.17 2.67 0.2654 10.67 0.5915 18.33 0.3440 2.83 0.2730 10.83 0.5696 18.50 i 0.3478 i 3.00 j 0.2798 11.00 i 0.5767 $67 0.3467 3.17 0.2858 11.17 0.5581 8 83 0.3472 __,__._ _ _ _ 3.3.' 0.2910 a 11.33 0.5474 9.00 ' 0� .3471 , 3.50 0.2957 P 11.50 f 0.5511 1917 0.3298 3.67 1 0.3119 € 11.67 0.5334 19.33 1 0.3178 3.83, 0.327_ 11.83� f < 0.5223 I9 50 1 0.3215 4 00 � 0.3 12.00 0.5261 19.67 0.3204 _ _ 4.17 0 k 12.17 0.5082 19.83 0.3209 ` - - 4.33 0.3869 12.33- 0.4970 20.00 0.3208 4.50 j 0.3876 12.50 0.5007 20.17 j 0.3209 4.67 .: --�_� _ ��0.4209 1267 0.4828 20.33 ,�0.3210 '. 4.83 0.4453 12.83 0.4716 20.50 i 0.3210 5.00 0.4456 13.00 0.4752 20.67 0.3211 5.17 0.4799 13.17 0.4744 20.83 j 0.3212 5.33 0.5046 13.33 0.4750 21.00 0.3212 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek` coney Creek Pond DI System 8_31_04.doc Page 42 of 43 1 ' 5.50 r 0.5044 0 47511.17 0.3213 _ __ 5.67 0.5395 0.4582 ¢; 21.33 �l0.3213 5.83 h.- 0.5645 0.4465 21 50 0.3214 .. F 6.00 F 0.5639ffiffiWi F9.4503 `6.17 0.6291 0.4494 0.3215 6.33 0.6758 fi _§0 4499 6.50 0.6695 14 ��,l 0.4500 ys - - - . 0�3041 6.67 0.7688 i ;; 14_T- i 0�_ -4330. x, .:r 0.2921-- E m6.83 0.8380 14.83 0.4212 = 0.2958 7.OQ 0.8263 v 15 QQ' 0.4250 n 0.2947 7.`17 0.9461 15.17 0.4240 0.2951 7.33 1.0278 '15.33 ' 0.4245 " 0.2950 7.50 1.0135 i 15.50 0.4245 � � 0.2951 7.67 2.1912 15.6T 0.4074 i` 23.33 I 0.2952 7.83 3.0344 4' 15.83 0.3956 : 23.5 ~' 0.2952 8.00 2.8350 16.00 0.39933 67 0.2953 F.� $.11k: 1.94061617 0.3983 23 83 0.2953 t 8.33 1.2385 i 16.33 0.3988 FO.2954 8.50 1.4542 F 16.50 0.3988_- 24 17 0.1022 Licensed to: BERGER/ABAM Engineers Inc. 0:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\Honey Creek\Honey Creek Pond DI System 8_31_04.doc Page 43 of 43 1 1 1 1 1 1 1 1 1 t 1 1 ************************************************************************ ' MGS FLOOD PROJECT REPORT ' Program Version: 2.2.5 Run Date: 09/07/2004 10:53 AM ************************************************************************ ' Input File Name : FAPWT-04-032_Pond_Bl.fld Project Name : Duvall Ave/Coal Creek Parkway Reconstruction Project Analysis Title : Pond B1 Comments : This analysis is to size the pond to be located on the Brant property. ' Extended Timeseries Selected Climatic Region Number: 12 Full Period of Record Available used for Routing Precipitation Station : 960044 Puget East 44 in MAP 10/01/1939-10/01/2097 Evaporation Station : 961044 Puget East 44 in MAP ' Evaporation Scale Factor : 0.750 HSPF Parameter Region Number: 1 ' HSPF Parameter Region Name : USGS Default ********** Default HSPF Parameters Used (Not Modified by User) Watershed Definition ********** Number of Subbasins: 1 Subbasin Number: 1 ********** ***Tributary to Node: 1 ***Bypass to Node : None ---------Area(Acres) ------------- ' ------Developed----- Predeveloped To Node Bypass Node Include GW Till Forest 3.730 0.000 0.000 No Till Pasture 0.000 0.000 0.000 No Till Grass 0.000 1.550 0.000 No Outwash Forest 0.000 0.000 0.000 No Outwash Pasture 0.000 0.000 0.000 No Outwash Grass 0.000 0.000 0.000 No ' Wetland 0.000 0.000 0.000 No Impervious 0.000 2.180 0.000 ' SUBBASIN TOTAL 3.730 3.730 0.000 ' *** Subbasin Connection Summary *** Subbasin 1 -------------->Node 1 ' *** By-Pass Area Connection Summary ***y ass A ry ' No By-Passed Areas in Watershed Pond Inflow Node : 1 Pond Outflow Node: 99 ********** Retention/Detention Facility Summary ********** Hydraulic Structures Add-in Routines Used ----------------- Pond Geometry ----------------- User Specified Elevation Volume Table Used -Elevation (ft) Pond Volume (cu-ft) --------------------------------------- .00 0000. 101.00 11297. 102.00 23014. 103.00 35159. 104.00 47738. 105.00 60758. 106.00 74227. ' 107.00 88150. ' ----------------- Riser Geometry ----------------- Riser Structure Type : Circular Riser Diameter : 18.00 in Common Length : 0.000 ft Riser Crest Elevation : 107.00 ft ---------- Hydraulic Structure Geometry ----------- Number of Devices: 2 ' --- Device Number 1 --- Device Type : Circular Orifice Invert Elevation : 100.00 ft ' Diameter : 0.75 in Orientation : Horizontal Elbow : No lr''v (�3_ i �I:)tc Et.�H DRAT. .t( S Nk;C >Flood i May C reell-lotid B ' --- Device Number 2 --- Device Type : Vertical Rectangular Orifice Invert Elevation : 104.00 ft Length : 0.2 in ' Height : 24.0 in Orientation : Vertical Elbow : No ' ***** Computed Pond Hydraulic Table ***** Elev Surf Area Volume Discharge Infilt (ft) (acres) (ac-ft) (cfs) (cfs) 100.00 0.078 0.000 0.000 0.000 100.09 0.079 0.022 0.004 0.000 100.17 0.080 0.043 0.006 0.000 100.34 0.082 0.087 0.009 0.000 100.51 0.084 0.131 0.011 0.000 100.68 0.086 0.175 0.012 0.000 100.85 0.088 0.220 0.014 0.000 101.02 0.090 0.265 0.015 0.000 101.19 0.092 0.310 0.016 0.000 101.36 0.094 0.355 0.018 0.000 ' 101.53 0.096 0.401 0.019 0.000 101.70 0.099 0.447 0.020 0.000 101.87 0.101 0.493 0.021 0.000 102.04 0.103 0.539 0.021 0.000 102.21 0.105 0.586 0.022 0.000 102.38 0.107 0.633 0.023 0.000 ' 102.55 0.110 0.680 0.024 0.000 102.72 0.112 0.728 0.025 0.000 102.89 0.114 0.776 0.026 0.000 103.06 0.117 0.824 0.026 0.000 103.23 0.119 0.873 0.027 0.000 103.40 0.121 0.921 0.028 0.000 ' 103.57 0.124 0.970 0.028 0.000 103.74 0.126 1.020 0.029 0.000 103.81 0.127 1.039 0.029 0.000 103.87 0.128 1.058 0.030 0.000 103.94 0.129 1.077 0.030 0.000 ' 104.00 0.130 1.096 0.030 0.000 104.04 0.130 1.108 0.031 0.000 104.09 0.131 1.121 0.031 0.000 ' 104.13 0.132 1.133 0.032 0.000 104.17 0.132 1.146 0.033 0.000 104.34 0.135 1.196 0.039 0.000 104.51 0.137 1.247 0.046 0.000 1.1C:S\:1MGS Fioocl`,klav Cree;.I and 131 104.68 0.140 1.298 0.055 0.000 ' 104.85 0.142 1.349 0.064 0.000 105.02 0.145 1.401 0.074 0.000 105.19 0.148 1.453 0.085 0.000 105.36 0.150 1.505 0.097 0.000 105.53 0.153 1.557 0.110 0.000 105.70 0.155 1.610 0.123 0.000 105.87 0.158 1.663 0.137 0.000 106.04 0.161 1.717 0.152 0.000 106.21 0.163 1.770 0.167 0.000 106.38 0.166 1.824 0.183 0.000 106.55 0.169 1.879 0.199 0.000 106.72 0.172 1.933 0.216 0.000 106.79 0.173 1.956 0.223 0.000 106.86 0.174 1.978 0.227 0.000 106.93 0.175 2.001 0.231 0.000 ' 107.00 0.176 2.024 0.235 0.000 107.04 0.177 2.037 0.376 0.000 107.09 0.178 2.051 0.633 0.000 107.13 0.179 2.065 0.963 0.000 107.17 0.179 2.079 1.350 0.000 107.21 0.180 2.093 1.780 0.000 107.26 0.181 2.107 2.241 0.000 107.30 0.181 2.121 2.723 0.000 107.34 0.182 2.135 3.211 0.000 107.51 0.185 2.191 4.988 0.000 107.68 0.188 2.247 6.080 0.000 107.85 0.191 2.304 6.809 0.000 108.02 0.194 2.361 7.439 0.000 108.19 0.197 2.418 8.020 0.000 108.36 0.200 2.475 8.561 0.000 ' 108.53 0.203 2.533 9.069 0.000 108.70 0.206 2.591 9.549 0.000 108.87 0.209 2.650 10.007 0.000 ' 109.04 0.212 2.709 10.444 0.000 109.21 0.215 2.768 10.864 0.000 109.38 0.218 2.827 11.267 0.000 109.55 0.221 2.887 11.657 0.000 109.72 0.224 2.947 12.034 0.000 ' 109.89 0.228 3.008 12.399 0.000 110.06 0.231 3.068 12.754 0.000 110.23 0.234 3.129 13.100 0.000 110.40 0.237 3.191 13.436 0.000 110.57 0.240 3.252 13.764 0.000 110.74 0.244 3.314 14.085 0.000 ' 110.91 0.247 3.377 14.398 0.000 11 1.08 0.250 3.439 14.704 0.000 ' 111.25 0.254 3.502 15.005 0.000 111.42 0.257 3.566 15.299 0.000 111.59 0.260 3.629 15.588 0.000 1 111.76 0.264 3.693 15.871 0.000 111.93 0.267 3.758 16.150 0.000 112.10 0.271 3.822 16.424 0.000 ' 112.27 0.274 3.887 16.693 0.000 112.44 0.278 3.952 16.958 0.000 112.61 0.281 4.018 17.219 0.000 ' 112.78 0.285 4.084 17.476 0.000 112.95 0.288 4.150 17.729 0.000 113.12 0.292 4.217 17.979 0.000 ' 113.29 0.295 4.284 18.225 0.000 113.46 0.299 4.351 18.468 0.000 113.63 0.303 4.419 18.708 0.000 113.80 0.306 4.487 18.945 0.000 113.97 0.310 4.555 19.178 0.000 114.14 0.314 4.624 19.409 0.000 1 114.31 0.318 4.693 19.638 0.000 ******************* Annual Maxima Flow Data *********************** ' Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Date Annual Max (efs) Date Annual Max (efs) 1940 04 30 0.118 11939 12 10 0.029 1941 0131 0.050 11941 0201 0.023 ' 1941 1215 0.128 11941 1222 0.028 1943 02 10 0.048 11942 1123 0.046 1944 0123 0.041 11944 0123 0.020 1945 02 07 0.150 11945 0209 0.028 1946 02 05 0.091 11946 0107 0.027 1947 02 02 0.090 11946 12 14 0.034 ' 1948 03 21 0.156 11948 0110 0.029 1949 02 22 0.085 11949 0223 0.028 1950 03 03 0.325 11950 0305 0.072 1951 02 09 0.131 11951 02 09 0.109 1952 01 24 0.038 11952 0204 0.023 ' 1953 01 11 0.058 11953 0118 0.058 1954 01 22 0.084 11954 0124 0.029 1955 04 12 0.037 11954 1125 0.025 1956 01 06 0.086 11956 0106 0.103 1957 02 25 0.076 11957 03 11 0.027 195801 16 0.088 11958 0226 0.028 ' 195901 12 0.098 11959 0113 0.060 ' 19591215 0.107 11959 1216 0.030 ' 1961 02 14 0.085 11960 1125 0.054 1962 03 04 0.052 11962 0106 0.026 1963 02 03 0.057 11962 1202 0.025 1964 01 01 0.085 11963 1125 0.029 1965 02 26 0.099 11964 1201 0.028 1966 0411 0.069 11966 01 14 0.043 ' 196701 19 0.154 11967 0128 0.066 1968 02 03 0.081 11968 0121 0.033 1968 12 03 0.087 11968 1211 0.048 1970 01 13 0.073 11970 0127 0.055 1970 12 06 0.084 11970 1210 0.042 1972 02 28 0.206 11972 0305 0.137 ' 197301 13 0.077 11972 1226 0.078 1974 02 18 0.109 11973 1227 0.054 1974 12 26 0.145 11975 01 14 0.029 1976 01 27 0.090 11976 0228 0.045 1977 06 03 0.030 11977 0604 0.023 1977 12 15 0.082 11977 1215 0.054 1979 03 04 0.083 11979 0306 0.026 1979 12 15 0.128 11979 1218 0.137 1980 12 26 `0.057 11980 1231 0.030 1981 10 06 0.188 11981 1008 0.069 1983 01 05 0.097 11983 0310 0.055 1984 03 14 0.086 11984 0326 0.028 1985 02 11 0.063 11984 1113 0.025 1986 01 18 0.185 11986 0123 0.031 1986 11 24 0.173 11986 1127 0.081 ' 1988 04 06 0.083 11988 0407 0.027 1989 04 05 0.094 11989 0406 0.046 1990 01 09 0.293 11990 0109 0.091 ' 1990 11 24 0.255 11990 1124 0.147 1992 01 27 0.083 11992 0202 0.042 1993 03 23 0.068 11993 0411 0.026 1994 03 03 0.055 11994 0305 0.026 1995 02 19 0.109 1 1994 1227 0.071 1996 02 08 0.245 11996 0209 0.192 1997 01 02 0.152 11997 0102 0.154 1998 03 23 0.057 11997 1009 0.025 ' 1998 11 25 0.147 11998 1126 0.134 2000 02 06 0.090 12000 0301 0.049 2001 05 05 0.066 12001 0506 0.022 ' 2002 05 03 0.205 12001 1222 0.026 2003 03 31 0.176 12002 1126 0.115 2004 01 23 0.051 12003 1025 0.025 1 2005 02 05 0.089 12005 0213 0.025 i ' 2006 02 27 0.097 2005 1129 � 0.048 2006 12 14 0.074 12006 1127 0.029 2008 03 21 0.126 12008 0108 0.030 2009 02 17 0.175 12009 0219 0.108 2010 01 10 0.118 12010 0127 0.042 2010 11 17 0.161 12010 1117 0.090 2012 0131 0.102 12011 1205 0.029 ' 2013 0120 0.228 12013 0120 0.163 2013 12 06 0.107 12014 0129 0.044 2015 03 30 0.065 12015 0423 0.027 ' 2016 01 04 0.164 12016 0104 0.124 2017 03 07 0.049 12017 0315 0.028 2018 0131 0.092 12018 0217 0.031 2019 02 14 0.090 12019 0112 0.034 2020 03 30 0.070 12020 0421 0.028 2021 02 10 0.144 12021 0327 0.054 2021 12 20 0.060 12021 1224 0.026 2023 03 30 0.110 12023 0401 0.027 202401 19 0.089 12024 0125 0.045 2024 12 22 0.180 12024 1224 0.109 2026 03 09 0.106 12026 0105 0.074 2027 0127 0.096 12026 1213 0.028 2028 02 19 0.119 12028 0223 0.029 2028 12 04 0.095 12029 01 11 0.056 2030 02 16 0.114 12030 0126 0.102 ' 2030 12 30 0.116 12031 0304 0.045 2032 01 20 0.178 12032 0123 0.042 2033 03 01 0.056 12032 1228 0.027 ' 203401 15 0.198 12034 0116 0.148 2035 02 19 0.106 12035 0220 0.030 2035 12 04 0.102 12036 0228 0.032 2037 03 08 0.018 12037 0312 0.022 2037 11 24 0.075 12037 1216 0.058 2039 02 07 0.052 12038 1211 0.024 i2040 01 14 0.195 12040 0115 0.030 2040 12 25 0.108 12040 1227 0.039 2042 02 20 0.109 12042 0415 0.043 2043 03 31 0.162 12043 0226 0.050 2044 05 01 0.075 12044 0328 0.029 2045 02 11 0.081 12044 1129 0.033 2046 02 16 0.096 12046 0223 0.029 2047 02 01 0.065 12047 0202 0.028 2048 04 21 0.057 12047 1210 0.051 2049 03 16 0.064 12049 0328 0.029 2049 12 04 0.119 12050 0209 0.028 ' 2051 04 06 0.070 12051 0409 0.026 .). ... ;:.-t .id ',2` .) :i,.i L�•i'.. { t P e S s i 3)d..%,Iav creei o ' 2052 04 16 0.048 12052 0418 0.022 2053 06 04 0.181 12053 0426 0.027 ' 2054 02 24 0.033 12053 1212 0.025 2055 02 17 0.144 12054 1102 0.064 1 2056 02 07 0.272 12056 0208 0.186 2056 11 19 0.312 12057 0102 0.138 2058 0124 0.111 12057 1125 0.028 ' 2059 01 17 0.124 12058 1202 0.078 2060 01 19 0.050 12060 0124 0.026 2061 01 10 0.098 12061 0221 0.061 2062 02 03 0.371 12062 0107 0.030 2062 12 29 0.086 12063 0102 0.036 2063 12 23 0.145 12063 1223 0.087 2064 1130 0.074 12064 1203 0.027 2066 01 13 0.044 12065 1105 0.022 2067 01 19 0.094 12066 1215 0.081 ' 2068 01 18 0.190 12068 0120 0.071 2069 01 04 0.056 12068 1210 0.026 2070 04 09 0.053 12069 1215 0.022 2071 02 14 0.051 12070 1219 0.024 2072 02 27 0.053 12071 1209 0.027 2072 12 25 0.216 12072 1226 0.156 2074 03 16 0.117 12073 1216 0.048 2075 01 23 0.033 12074 1125 0.025 2076 03 24 0.125 12075 1030 0.066 2077 02 12 0.019 12077 0309 0.019 2077 1125 0.062 12077 1202 0.027 2079 02 25 0.069 12079 0306 0.026 2079 12 17 0.251 12079 1219 0.138 2080 1121 0.112 12080 1121 0.076 2082 02 13 0.135 12082 0219 0.079 2083 02 11 0.081 12083 0220 0.074 2083 11 26 0.104 12083 1127 0.112 2084 12 14 0.072 12084 1214 0.061 2086 01 18 0.101 12085 1103 0.028 2086 12 21 0.097 12087 0103 0.044 208801 14 0.065 12087 1210 0.028 ' 2088 11 05 0.147 12089 0118 0.035 2090 01 07 0.056 12089 1208 0.041 2090 12 04 0.097 12090 1209 0.124 2092 04 28 0.196 12092 0131 0.087 2093 03 22 0.056 12092 1107 0.023 2094 03 01 0.041 12093 12 14 0.025 2094 12 27 0.064 12094 1227 0.050 2096 01 14 0.079 12095 1214 0.073 2097 01 29 0.159 12097 0319 0.094 ******************* Ranked Annual Maxima Data******************* ' Recurrence Interval Computed Using Gringorten Plotting Position Subbasin 1 Runoff Pond Outflow Node Predevelopment Runoff Postdevelopment Runoff Tr(yrs) Q(cfs) Tr(yrs) Q(cfs) ' 1.00 0.018 1.00 0.019 1.01 0.019 1.01 0.020 1.02 0.030 1.02 0.022 1.02 0.033 1.02 0.022 1.03 0.033 1.03 0.022 1.04 0.037 1.04 0.022 1.04 0.038 ( 1.04 0.022 1.05 0.041 1.05 0.023 1.06 0.041 1.06 0.023 1.06 0.044 1.06 0.023 1.07 0.048 1.07 0.023 1.08 0.048 1.08 0.024 1.09 0.049 1.09 0.024 1.09 0.050 1.09 0.025 1.10 0.050 1.10 0.025 1 1.11 0.051 1.11 0.025 1.12 0.051 1.12 0.025 1.12 0.052 1.12 0.025 1.13 0.052 1.13 0.025 1.14 0.053 1.14 0.025 1.15 0.053 1.15 0.025 1 1.16 0.055 1.16 0.025 1.17 0.056 1.17 0.026 1.18 0.056 1.18 0.026 1.18 0.056 1.18 0.026 1.19 0.056 1.19 0.026 1.20 0.057 1.20 0.026 1.21 0.057 1.21 0.026 1.22 0.057 1.22 0.026 1.23 0.057 1.23 0.026 1.24 0.058 1.24 0.026 1.25 0.060 1.25 0.026 1.26 0.062 1.26 0.027 1.27 0.063 1.27 0.027 1.28 0.064 ( 1.28 0.027 1.29 0.064 1.29 0.027 1.30 0.065 1.30 0.027 1.31 0.065 1.31 0.027 1.32 0.065 1.32 0.027 1.33 0.066 1.33 0.027 1.35 0.068 1.35 0.027 1.36 0.069 1.36 0.027 1.37 0.069 1.37 0.028 1.38 0.070 1.38 0.028 1.39 0.070 1.39 0.028 1.40 0.072 1.40 0.028 1.42 0.073 1.42 0.028 1.43 0.074 1.43 0.028 1.44 0.074 1.44 0.028 1 1.46 0.075 1.46 0.028 1.47 0.075 1.47 0.028 1.48 0.076 1.48 0.028 1.50 0.077 1.50 0.028 1.51 0.079 1.51 0.028 1.53 0.081 1.53 0.028 ' 1.54 0.081 1.54 0.028 1.56 0.081 1.56 0.029 1.57 0.082 1.57 0.029 1.59 0.083 1.59 0.029 1.60 0.083 1.60 0.029 1.62 0.083 1.62 0.029 1.64 0.084 1.64 0.029 1.65 0.084 1.65 0.029 1.67 0.085 1.67 0.029 1.69 0.085 1.69 0.029 1.71 0.085 1.71 0.029 1.73 0.086 1.73 0.029 1.75 0.086 1.75 0.030 1.77 0.086 1.77 0.030 1.79 0.087 1.79 0.030 1.81 0.088 1.81 0.030 1.83 0.089 1.83 0.030 1.85 0.089 1.85 0.030 1.87 0.090 1.87 0.031 1.89 0.090 1.89 0.031 1.92 0.090 1.92 0.032 1 1.94 0.090 1.94 0.033 1.96 0.091 1.96 0.033 1.99 0.092 1.99 0.034 ' 2.01 0.094 2.01 0.034 2.04 0.094 2.04 0.035 2.07 0.095 2.07 0.036 2.09 0.096 2.09 0.039 2.12 0.096 2.12 0.041 2.15 0.097 ( 2.15 0.042 11 ' 2.18 2.18 0.097 � 0.042 ' 2.21 0.097 ( 2.21 0.042 2.24 0.097 2.24 0.042 2.27 0.098 2.27 0.043 2.31 0.098 2.31 0.043 2.34 0.099 2.34 0.044 2.38 0.101 2.38 0.044 2.41 0.102 2.41 0.045 2.45 0.102 2.45 0.045 2.49 0.104 2.49 0.045 1 2.53 0.106 2.53 0.046 2.57 0.106 2.57 0.046 2.61 0.107 2.61 0.048 2.65 0.107 2.65 0.048 2.70 0.108 2.70 0.048 2.75 0.109 2.75 0.049 ' 2.80 0.109 2.80 0.050 2.85 0.109 2.85 0.050 2.90 0.110 2.90 0.051 1 2.95 0.111 2.95 0.054 3.01 0.112 3.01 0.054 3.07 0.114 3.07 0.054 3.13 0.116 3.13 0.054 3.19 0.117 3.19 0.055 3.26 0.118 3.26 0.055 3.32 0.118 3.32 0.056 3.40 0.119 3.40 0.058 3.47 0.119 3.47 0.058 1 3.55 0.124 3.55 0.060 3.63 0.125 ( 3.63 0.061 3.72 0.126 3.72 0.061 3.80 0.128 3.80 0.064 3.90 0.128 3.90 0.066 4.00 0.131 4.00 0.066 4.10 0.135 4.10 0.069 4.21 0.144 4.21 0.071 4.32 0.144 4.32 0.071 ' 4.45 0.145 4.45 0.072 4.58 0.145 4.58 0.073 4.71 0.147 4.71 0.074 4.86 0.147 4.86 0.074 5.01 0.150 5.01 0.076 5.17 0.152 5.17 0.078 5.35 0.154 5.35 0.078 5.54 0.156 5.54 0.079 5.74 0.159 5.74 0.081 5.95 0.161 5.95 0.081 6.19 0.162 6.19 0.087 6.44 0.164 6.44 0.087 6.71 0.173 6.71 0.090 7.01 0.175 7.01 0.091 7.33 0.176 7.33 0.094 7.69 0.178 7.69 0.102 8.08 0.180 8.08 0.103 8.52 0.181 8.52 0.108 9.00 0.185 9.00 0.109 9.55 0.188 9.55 0.109 10.16 0.190 ( 10.16 0.112 10.86 0.195 10.86 0.115 11.66 0.196 11.66 0.124 12.59 0.198 12.59 0.124 13.68 0.205 ( 13.68 0.134 14.97 0.206 14.97 0.137 16.54 0.216 16.54 0.137 18.47 0.228 18.47 0.138 20.92 0.245 20.92 0.138 24.10 0.251 24.10 0.147 28.44 0.255 28.44 0.148 34.68 0.272 34.68 0.154 44.42 0.293 ( 44.42 0.156 61.77 0.312 61.77 0.163 101.36 0.325 101.36 0.186 282.36 0.371 282.36 0.192 ************** Flow Frequency Data for Selected Recurrence Intervals ************* Subbasin 1 Runoff Subbasin 1 Runoff Pond Outflow Node Predevelopment* Postdevelopment* Postdevelopment** Tr(Years) Flow(cfs) Flow(cfs) Flow(cfs) 6-Month 0.054 0.503 2-Year 0.094 0.680 0.034 5-Year 0.145 0.913 0.076 10-Year 0.184 1.094 0.111 25-Year 0.241 1.361 0.147 ' 50-Year 0.290 1.589 0.158 100-Year 0.343 1.845 0.185 200-Year 0.403 2.134 0.190 * Recurrence Interval Computed Using Generalized Extreme Value Distribution ** Computed Using Gringorten Plotting Position s_ o 9 2 04,di_L ******************* Flow Duration Performance*************************** Predevelopment Postdevelopment Discharge Exceedance Discharge Exceedance (cfs) Probability (cfs) Probability 0.000E+00 1.0000E+00 0.000E+00 1.0000E+00 1.853E-03 2.6394E-01 9.606E-04 8.1096E-01 3.707E-03 2.0728E-01 1.921E-03 7.7744E-01 5.560E-03 1.7149E-01 2.882E-03 7.5535E-01 7.414E-03 1.4556E-01 3.842E-03 7.3834E-01 9.267E-03 1.2518E-01 4.803E-03 7.1628E-01 0.011 1.0874E-01 5.763E-03 6.8798E-01 0.013 9.4670E-02 6.724E-03 6.5804E-01 0.015 8.2497E-02 7.685E-03 6.2751E-01 0.017 7.2312E-02 8.645E-03 6.0080E-01 0.019 6.3685E-02 9.606E-03 5.7113E-01 0.020 5.6317E-02 0.011 5.4373E-01 0.022 4.9951E-02 0.012 5.1406E-01 0.024 4.4447E-02 0.012 4.8423E-01 0.026 3.9566E-02 0.013 4.5303E-01 0.028 3.5392E-02 0.014 4.2192E-01 0.030 3.1686E-02 0.015 3.9014E-01 0.032 2.8341E-02 0.016 3.5834E-01 0.033 2.5396E-02 0.017 3.2730E-01 0.035 2.2759E-02 0.018 2.9675E-01 0.037 2.0426E-02 0.019 2.6580E-01 0.039 1.8374E-02 0.020 2.3337E-01 ' 0.041 1.6531E-02 0.021 2.0652E-01 0.043 1.4901E-02 0.022 1.8053E-01 0.044 1.3457E-02 0.023 1.5584E-01 0.047 1.1825E-02 0.024 1.3169E-01 0.048 1.1075E-02 0.025 1.0914E-01 0.050 1.0059E-02 0.026 8.8932E-02 i0.052 9.1846E-03 0.027 7.1391E-02 0.054 8.3925E-03 0.028 5.5724E-02 0.056 7.6597E-03 0.029 4.0890E-02 0.057 6.9817E-03 0.030 2.8899E-02 0.059 6.4222E-03 0.031 2.3254E-02 0.061 5.9233E-03 0.032 2.1021E-02 0.063 5.4699E-03 0.033 1.9275E-02 0.065 5.0071E-03 0.034 1.7851E-02 0.067 4.6064E-03 0.035 1.6787E-02 0.069 4.2620E-03 0.036 1.5741E-02 0.070 3.9255E-03 0.037 1.4768E-02 0.072 3.6158E-03 0.037 1.3858E-02 0.074 3.3349E-03 0.038 1.298 7E-02 0.076 3.0685E-03 0.039 1.2190E-02 0.078 2.8404E-03 0.040 1.1465E-02 0.080 2.6367E-03 0.041 1.0894E-02 0.082 2.4534E-03 0.042 1.0305E-02 0.083 2.2721E-03 0.043 9.7225E-03 0.085 2.1111E-03 0.044 9.1333E-03 0.087 1.9602E-03 0.045 8.6099E-03 0.089 1.8137E-03 0.046 8.1131E-03 0.091 1.6866E-03 0.047 7.7081E-03 0.093 1.5675E-03 0.048 7.3630E-03 0.094 1.5009E-03 0.049 7.0272E-03 0.096 1.3725E-03 0.050 6.7168E-03 0.098 1.2859E-03 0.051 6.3702E-03 0.100 1.2195E-03 0.052 6.0446E-03 0.102 1.1487E-03 0.053 5.7370E-03 0.104 1.0779E-03 0.054 5.4526E-03 0.106 1.0231E-03 0.055 5.2006E-03 0.107 9.6676E-04 0.056 4.9782E-03 0.109 9.1261E-04 0.057 4.7645E-03 0.111 8.5485E-04 0.058 4.5428E-03 0.113 8.0647E-04 0.059 4.3190E-03 0.115 7.6171E-04 0.060 4.1233E-03 0.117 7.1622E-04 0.061 3.9371E-03 0.119 6.8012E-04 0.061 3.7248E-03 0.120 6.4836E-04 0.062 3.5450E-03 0.122 6.1587E-04 0.063 3.3768E-03 0.124 5.7904E-04 0.064 3.2266E-03 0.126 5.5233E-04 0.065 3.0692E-03 0.128 5.2273E-04 0.066 2.9198E-03 0.130 5.0323E-04 0.067 2.7888E-03 0.132 4.8302E-04 0.068 2.6548E-03 0.133 4.6569E-04 0.069 2.5227E-03 0.135 4.4331E-04 0.070 2.4086E-03 ' 0.137 4.2093E-04 0.071 2.2989E-03 0.139 4.0071E-04 0.072 2.1898E-03 0.141 3.7544E-04 0.073 2.0931E-03 0.143 3.5089E-04 0.074 2.0129E-03 0.145 3.2543E-04 0.075 1.9422E-03 0.146 3.1263E-04 0.076 1.8743E-03 0.148 2.9746E-04 0.077 1.8064E-03 0.150 2.8736E-04 0.078 1.7335E-03 0.152 2.7147E-04 0.079 1.6462E-03 0.154 2.5848E-04 0.080 1.5747E-03 0.156 2.4620E-04 0.081 1.5176E-03 0.158 2.3537E-04 0.082 1.4606E-03 0.159 2.2382E-04 0.083 1.4115E-03 1 0.161 2.1299E-04 0.084 1.3487E-03 0.163 2.0433E-04 0.085 1.3039E-03 0.165 1.9133E-04 0.085 1.2592E-03 0.167 1.8194E-04 0.086 1.2166E-03 0.169 1.7184E-04 0.087 1.1711E-03 0.171 1.5812E-04 0.088 1.1314E-03 0.172 1.5234E-04 0.089 1.0938E-03 0.174 1.3501E-04 0.090 1.0534E-03 0.176 1.2707E-04 0.091 1.0195E-03 0.178 1.2202E-04 0.092 9.9059E-04 0.180 1.1552E-04 0.093 9.5665E-04 0.182 1.0830E-04 0.094 9.2922E-04 0.183 1.0397E-04 0.095 9.0322E-04 0.185 9.5304E-05 0.096 8.7362E-04 0.187 9.0250E-05 0.097 8.5124E-04 0.189 8.3030E-05 0.098 8.2741E-04 0.191 7.8698E-05 0.099 8.0720E-04 0.193 7.7254E-05 0.100 7.8193E-04 0.195 7.2200E-05 0.101 7.5810E-04 0.196 6.3536E-05 0.102 7.3139E-04 0.198 6.1370E-05 0.103 6.9384E-04 0.200 5.7038E-05 0.104 6.7435E-04 0.202 5.1984E-05 0.105 6.5052E-04 0.204 4.8374E-05 0.106 6.2236E-04 0.206 4.2598E-05 0.107 5.9998E-04 0.208 3.8988E-05 0.108 5.7038E-04 0.209 3.8266E-05 0.109 5.4583E-04 0.211 3.1768E-05 0.110 5.2562E-04 0.213 2.9602E-05 0.110 5.1045E-04 0.215 2.6714E-05 0.111 4.9529E-04 0.217 2.3826E-05 0.112 4.7652E-04 0.219 2.1660E-05 0.113 4.6352E-04 0.221 1.9494E-05 0.114 4.4981E-04 0.222 1.8772E-05 0.115 4.3320E-04 0.224 1.6606E-05 0.116 4.2165E-04 0.226 1.5884E-05 0.117 4.0937E-04 0.228 1.5162E-05 0.118 3.9782E-04 0.230 1.3718E-05 0.119 3.8122E-04 0.232 1.2274E-05 0.120 3.6678E-04 0.234 1.1552E-05 0.121 3.5089E-04 0.235 1.0830E-05 0.122 3.4078E-04 0.237 1.0830E-05 0.123 3.2851E-04 0.239 9.3860E-06 0.124 3.1263E-04 0.241 9.3860E-06 0.125 2.9891E-04 0.243 9.3860E-06 0.126 2.8808E-04 0.245 9.3860E-06 0.127 2.7797E-04 0.247 8.6640E-06 0.128 2.6353E-04 0.248 8.6640E-06 0.129 2.5487E-04 0.250 8.6640E-06 0.130 2.4043E-04 0.252 7.9420E-06 0.131 2.2454E-04 0.254 7.9420E-06 0.132 2.1227E-04 0.256 7.2200E-06 0.133 1.9999E-04 0.258 7.2200E-06 0.134 1.8772E-04 0.259 7.2200E-06 0.134 1.7833E-04 0.261 7.2200E-06 0.135 1.6750E-04 0.263 7.2200E-06 0.136 1.5667E-04 0.265 7.2200E-06 0.137 1.4801E-04 0.267 7.2200E-06 0.138 1.3935E-04 0.269 7.2200E-06 0.139 1.3357E-04 0.271 7.2200E-06 0.140 1.2996E-04 0.272 6.4980E-06 0.141 1.2635E-04 0.274 5.7760E-06 0.142 1.2130E-04 0.276 5.7760E-06 0.143 1.1624E-04 0.278 5.0540E-06 0.144 1.0974E-04 0.280 5.0540E-06 0.145 1.0758E-04 0.282 5.0540E-06 0.146 1.0108E-04 0.284 5.0540E-06 0.147 9.3138E-05 0.285 5.0540E-06 0.148 8.5918E-05 0.287 5.0540E-06 0.149 8.2308E-05 0.290 5.1505E-06 0.150 7.7976E-05 0.291 5.0540E-06 0.151 7.5810E-05 0.293 3.6100E-06 0.152 7.2200E-05 0.295 3.6100E-06 0.153 6.5702E-05 0.297 3.6100E-06 0.154 6.2092E-05 0.298 3.6100E-06 0.155 5.7038E-05 0.300 2.8880E-06 0.156 5.5594E-05 0.302 2.8880E-06 0.157 5.2706E-05 0.304 2.8880E-06 0.158 5.0540E-05 0.306 2.8880E-06 0.158 4.8374E-05 0.308 2.8880E-06 0.159 4.5486E-05 0.310 2.8880E-06 0.160 4.4042E-05 0.311 2.8880E-06 0.161 4.0432E-05 0.313 2.1660E-06 0.162 3.8266E-05 0.315 2.1660E-06 0.163 3.6822E-05 0.317 2.1660E-06 0.164 3.4656E-05 0.319 2.1660E-06 0.165 3.3212E-05 0.321 1.4440E-06 0.166 3.1768E-05 0.322 1.4440E-06 0.167 3.0324E-05 0.324 1.4440E-06 0.168 2.9602E-05 0.326 7.2200E-07 0.169 2.8158E-05 0.328 7.2200E-07 0.170 2.5992E-05 0.330 7.2200E-07 0.171 2.3826E-05 0.332 7.2200E-07 0.172 2.1660E-05 6.334 7.2200E-07 0.173 2.0938E-05 0.335 7.2200E-07 0.174 2.0216E-05 0.337 7.2200E-07 0.175 1.9494E-05 0.339 7.2200E-07 0.176 1.9494E-05 0.341 7.2200E-07 0.177 1.8772E-05 0.343 7.2200E-07 0.178 1.7328E-05 0.345 7.2200E-07 0.179 1.6606E-05 0.347 7.2200E-07 0.179 1.6163E-05 0.348 7.2200E-07 0.181 1.5162E-05 0.350 7.2200E-07 0.182 1.2996E-05 0.352 7.2200E-07 0.183 1.1552E-05 0.354 7.2200E-07 0.183 1.0830E-05 0.356 7.2200E-07 0.184 9.3860E-06 0.358 7.2200E-07 0.185 7.2200E-06 0.360 7.2200E-07 0.186 4.3320E-06 0.361 7.2200E-07 0.187 4.3320E-06 0.363 7.2200E-07 0.188 2.8880E-06 0.365 7.2200E-07 0.189 2.8880E-06 0.367 7.2200E-07 0.190 2.1660E-06 0.369 7.2200E-07 0.191 2.1660E-06 0.371 7.2200E-07 0.192 7.2200E-07 **** Flow Duration Performance According to Dept. of Ecology Criteria **** Excursion at Predeveloped '/ZQ2 (Must be Less Than 0%) -34.5% PASS Maximum Excursion from '/ZQ2 to Q2 (Must be Less Than 0%): -33.6% PASS Maximum Excursion from Q2 to Q50 (Must be less than 10%) : -35.9% PASS Percent Excursion from Q2 to Q50 (Must be less than 50%) 0.0% PASS *************************************************************** * POND MEETS ALL DURATION DESIGN CRITERIA: PASS *************************************************************** ******************* Water Quality Facility Data *************** Basic Wet Pond Volume (91% Exceedance): 12262. cu-ft Computed Large Wet Pond Volume, 1.5*Basic Volume: 18393. cu-ft 2-Year Stormwater Pond Discharge Rate: 0.034 cfs 15-Minute Timestep, Water Quality Treatment Design Discharge Discharge Rates Computed for Node: 1 On-line Design Discharge Rate (91% Exceedance): 0.00 cfs Off-line Design Discharge Rate (91% Exceedance): 0.00 cfs, �1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 t CONVEYANCE SYSTEM FOR POND B 1 Appended on: 11:55:29 Friday, August 27, 2004 Layout Report: May Creek Basin '�Ev ri jPrecip—(in)'� other -11.0000 ___ __ 2 year �2.1000 10 year '13.000 '125 year 3.6000 100 year 4.0000 rj Reach Records ■ Record Id: DUMMY 1 ection Shape: 'Circular ,Uniform Flow Method: IManning's Coefficient: 0.0130 _ _._. Routing Method: iTravel Time Translation Contributing Hyd ;DnNode ICB-M001 UpNode DUMMY1 !material Cod nc-Spun_ Size Ent Losses ,Groove End w/Headwall jLength 10.0000 ft Slope �0.00% . ... �.._.-_. _ iUp Invert 426.0000 ft JDn Invert 1424.4955 ft Conduit Constraints 3Mi el Max Vel [Min Slope iMax Slope Min Cover 2.0� 0-ft%s 15.00 ft/s,0.501 "/o 2.00% 13.00 ft Drop across MH �0.0000 ftEx/Infil Rate 0.0000 in/hr Up Invert 424.4955 ft JDn Invert 426.0000 ft Mold down invert. jAllow smaller size. ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Men men tation\�IayCreek Onsite System new 8-27-04.doc Page I of 65 Record Id: R001 IS tion Shape: ,Circe cular Uniform Flow Method: Manning s 0 Coefficient: .0130 lRouting Method: jTravel Time Translation Contributing Hyd DnNode jCB-M002 UpNode CB-M001 Material Conc-Spun 1§ize —'112" Diam ,EnLosses Groove End w/Headwall Length64.0000 ft dope 1.00% Up Invert 423.9955 ft _ jDn Invert `423.3555 ft F&ndui Constraints Vel ' --Max SlopeMiMin Vel[MaxMm Slo _ JF2.00 ft/s15.00 ft/s1.00 ' 10.00% 12.00 ft {-Drop across MH I0.0000 ft [Oinfil Rate —� 10.0000 in/hr' Up Invert 1423.3555 Dn Invert423.9955 ft ft Match inverts. _ Record Id: R002 !Section Shape: ICircular jUniform Flow Method:;IManning's Coefficient: 0.0130 5 Routing Method: ;Travel Time Translation'Contributing Hyd, DnNode 'CB-M005 (UpNode �CB-M002 Material lConc-Spun Isize 12" Diam jEnt Losses ;Groove End w/Headwall _ I Length '1 0 000 ft Slope 11.00% I jUp Invert 423.3555 ft Dn Invert �421.8555 ft lConduit Constraints I _ f Min Vel IMax Vel Min Slope Ma a jMin Cover l2.0 f 15.00 ft/s 11.00 10 000/0 2 0000 t jDrop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr'j Up Invert '421.8555 ft ID ert 423.3555 ft � jMatch inverts. — O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAUL[CS\StormSHED\NiayCreek\iNlay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 2 of 65 Record id: R004 Section Shape: Circular Uniform Flow Method: ;Manning's Coefficient: 10.0130 Routing Method: ITravel Time Translation Contributing Hyd r jDnNode FCB-MOOS — UpNode CB-M004 Material Conc-Spun Size 12" Diam Ent Losses rGroove End w/Headwall Length v1132.0000 ft ISlope 1.00% Up Invert ,422.61,71 ft Dn Invert 421.2971 ft jConduit Constraints ! I Min Vel Max Vel FMin Slope Max Slope'I'Min over 2.00 ft/s 15.00 ft/s;F1.00% 5.000/6 1'2.00 ft ,Drop across MH ;0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert „421.2971 ft Dn Invert 422.6171 ft Hold up invert. Record Id: R005 ISec Shape: ;Circular Uniform Flow Method: ,Manning's ,Coefficient: [0.0130 Routing Method: !Travel Time Translation!Contributing Hyd I _ j,DnNode CB-M006 UpNode �CB-MOOS IMaterlal ,Cone Spun FSlze r12" Dlam Ent Losses !Groove End w/Headwall }Length 164.0000 ft Slope 1.00% 'Up Invert 1421.2971 ft 15 n Invert .420.6571 ft Conduit Constraints Min Vel Max Vel ,Mi�Max Slope'Min Cover, 2.00 ft/s 15.00 ft/s 1.00'� ft/s o 10.00% 2.0 ft �! ;Drop across MH 0.0000 ft E f Rate 10.00 in00 /hr jUp Invert 1420.6571 ft Dn�Invert 421.2971 ft Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlavCreek\Nlay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 3 of 65 Record Id: R006 Section Shape: Circular _ Uniform Flow Method: Manning's I Coefficient: 0.0130 ;Routing Method: ITravel Time Translation lContributing Hyde OnNode -MO11 jUpNode CB-MO06 Material Conc-Spun Size12" Diam .Ent Losses ]Groove End w/Headwall Length 150.0000 ft Sloe Up Invert 1420.6571 ft Dn Invert 419.1571 ft '. Conduit Constraints Min Vel IMax Vel ;Min Slope' Max Slope IMin Cover 2-0 ft/s 115.00 ft/s j1.00�^ % 10.000% 12.00 ft iDrop across MH ;0.0000 ft jEx/Infil Rate ,0.0 in/hr'; Up Invert ,419.1571 ft jDn Invert i420.6571 ft Match inverts. Record Id: R007 _ - -- -- . .. ......... ..........-..._ .. !Section Shape: 'Circular I 'Uniform Flow Method: !Manning's Coefficient: 10.0130 Routing Method: ITravel Time Translation Contributing Hyd DnNode ]FCB-M 0 e _. 7, . � O11 UpNode CB-M007 Material Conc-Spun ISize 12" Diam Ent Losses lGroove End w/Headwall Length 164.0000 ft Slope jUp Invert '1421.8756 ft Dn Invert 421.2356 ft Conduit Constraints 1Min Vel Max Vel jMi pe FMar x S1ope Min Cover' �2.00 115.00 ft/s/s E 1.00% '�8.00% 2.0 f 'Drop across MH j -0 0 ft Ex/Infil Rate 0000 in/hr Up Invert 4 2 56 ftDn Invert 421.8756 ft lHold up invert. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\May Creek Documentation\MayCreek Onsite System new 5-27-04.doc Page 4 of 65 0 Record Id. R 10 Section Shape: ;Circular Uniform Flow Method: :Manning's Coefficient: 0.0130 Routing Method: lTravel Time Translation Contributing Hyd I IDnNode CB-MO13 �UpNode CB-MO10 [Material Cone-Spun Size 12" Diam _..._ _ ;Ent Losses IGroove End w/Headwall Length -172.0 0 ISlope 1.00% ,Up Invert 1418.5171 ft [Dn Invert 417.7971 ft Conduit Constraints EMin Vel Max Vel Min Slope:_MaxSlope�Min Cover 2.00 ft/s 15.0 1.00/o 15.00/a2.00 ft ;Drop across MH 0.0000 ft ,E f Rate I-0.0000 in/hr ' jUp Invert v1417.7971 ft Dn Invert 418.5171 ft Match inverts. Record Id: R011 Section Shape ICircular jUniform Flow Method: IManning's 1 oefficient: 0.0130 'Routing Method: Travel Time Translation,Contributing Hyd � _ DnNode (CB-MO10 1UpNode C�B-M011 ,Material ,Size- a T-- 12" Diam t Losses lGroove End w/Headwall Length64.0000 ft pe 1.00% _ _ _ Up Invert 419.1571 ft }Dn Invert 418.5171 ft Co�_ nduit Constraints — Min Vel Max Vel Min Slope IMa p Min Cover. 2. 11 ,1.00% 5.00 2.00 ft 5.00 ft/s % 'Drop across MH 10.0 ft ;Ex/Infil Rate0.0000 in/hr 418.5171 ft Dn Invert 4191571 ft Up Invert _ _ 'Match inverts. ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NiayCreek\:tilay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 5 of 65 Record Id: R012 Iection Shape: Circular Uniform Flow Method: ,Manning's Coefficient: 11.0130 Routing Method: ^'Travel Time Translation lContributing Hyd „DnNode jCB-M012 FMaterio [COnc-Spun FSize 12" Diam Ent Losses lGroove End w/Headwall _.. r_ _ _�_ ILength 181.0000 ft Slope 1.00% 1U Invert 1419.9860 ft jDn Invert 1419.1760 ft —_— - _ Conduit Constraints Vel NMax el FMin Slope Max Slope;Min over j 12.00 ft/s 15.00 ft/s 1.00% ;5.00 2.00 ft [ p across MH ,0.0000 ft Ex/Infil Rate 10.0000 in/hr 'Up Invert 419.1760 ft jDn Invert 419.9860 ft Hold up invert. j Record Id: R013 Section Shape: 1Circular _ --,— - _ Un _ iform Flow Method: Manning's ,Coef iic ent: VO130 Routing Method: .Travel Time Translation!Contributing Hyd --� jDnNode ICB-MO15 jUpNode CB-MO13 IMaterial Conc-Spun Size 12" Diam t Losses Groove End w/Headwall _ _ _ _— Length 106.0000 ft FSlope Up Invert ___ i417.7971 ft �Dn Invert 1416.7371 ft Conduit Constraints M axVelMin axSlopeeM M IMin Cover, t r- -- -- 2 00 ft/s15.00 ft/s`1.00% 05 0% 2.00�ft Drop across MH 0.0000 ftEx/Infil Rate0.0000 in/hr Up Invert 1416.7371 ft On Invert 1417.7971 ft ;Match inverts. ' O:\2004\FAPWT-04-032\EVGR\SELOVEUIYDRAUL[CS\StormSAED\MayCreek\May Creek Documentation\.N[ayCreek Onsite System new 8-27-04.doc Page 6 of 65 Record Id: R015 Section Shape: Circular ;Uniform Flow Methods Manning's ]Coefficient: 0.0130 T 'Routing Method: Travel Time Translation lContributing Hyd F DnNode CB-M016 UpNode CB-MO15 Material Conc-Spun ��Size 12" Diam Ent Losses _______ Groove End w/Headwall Length �6.0000 ft FSlope1.00% Up Invert ,416.7371 ft JDn Invert 416.3771 ft Conduit Constraints �— — Min Vel Max Vel EMi�IMax Slope IMi o 2.00 ft/s 15.00 ft/s 1.00% 5.00%° 2.00� ft Drop across MH 0.0000 ft jEx/Infil Rate 0.0000 in/hr Up Invert 1416.3771 ft IDn Invert 416.7371 ft rMatch inverts. Record Id: R016 ...... __...... _M Section Shape ICircular _ _ jUniform Flow Method: Manning's Coefficient: 0.0130 ,Routing Method: 'Travel Time Translation tC n buting Hyd DnNode �C M 17 UpNode CB-MO16 Material FConc-Spun Size 12" Diam lEn� t Losses Groove End w/Headwall .Length 136.0000 ft Slope 11.00% !Up Invert416.3771 ft jDn Invert 416.0171 ft ,Conduit Min Vel 1Max Vel !Min Slope?Max Slope Min Cover ,2.0_ 0 ft/s 0 1.00% 5 00% 12.00 ft ;Drop across A H 0.0000 ft lE fil Rate 10.0000 in/hr' Up Invert 46.0171 ft Dn Invert ,416.3771 ft IMatch inverts. E O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\A4ayCreek\,titay Creek DocumentationmayCreek Onsite System new 5-27-04.doc Page 7 of 65 1 ' Record Id: R017 Section Shape: �,jCircular jUniform Flow Method: IManning's Coefficient: J0.0130 ,Routing Method: Travel Time Translation lContributing Hyd iDnNode pNodeCB-M017 Material ;iConc-Spun Size 12" Diam�' Ent Losses Groove End w/Headwall ;Length 36.0000 ft Slope 11.00% _ _ jUp Invert ;416.0171 ft Dn Invert s415.6571 ft Conduit Constraints Max Vel jMi p�Ma p.Min Cover ;2.0 f 15.00 ft/s j1.00%5.000/6 12.00 ft ,Drop across MH ,0.0000 ft Ez/Infil Rate 0.0000 in/hr jUp Invert '415.6571 ft Dn Invert 1416.0171 ft ' Match inverts. ' Record Id: R018 !Section Shape. ;Circular _ — --------- Uniform Flow Method: IManning's Coefficient: _ - 0.0130 j Routing Method: ITravel Time Translation Contributing Hyd DnNode [CB-M019 UpNode CB-MO18 Material IConc-SpunSize r12" Diam !Ent Losses FGroove End w/Headwall Length 136.0000 ft Slope1.00% Up Inve 1415.4971 ft Dn Invert �415.1371 ft Cond Constraints i'Min Veluit Max Vel n Slope Max Slope Min Cover 1 j2.00 sft/ 15.00 ft/s;1.00° ;5.00�— /6 y-- 2.00 ft ;Drop across MH 0 0000 ft�— li nfil Rate 10.0000 in/hr l jUp Invert 415.1371 ft jDn Invert ri,5.4971 ft ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAUL[CS\StormSHED\MayCreek\N[ay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 8 of 65 Record Id: R019 Section Shape: Circular Uniform Flow Method: Manning's !Coefficient: V.0130 ,Routing Method: _Travel Time Translation Contributing Hyd r jDnNode CB-M020 r Node CB-MO19 -- -'I 'F,� aterlal FConc-Spun Size 18" Diam ' Ent Losses Groove End w/Headwall Length 36.0000 ft Slope 1.00% ' Up Invert '415.1371 ft IDn Invert 1414.7771 ft J!Conduit Constraints 1 jMi V Max Vel [Min Slope' Max Slope[Min j2.0 f 15.0-Of t/s 1.00 5.00°/a 2.00 ft 1 _ _ Drop across MH 0.0000 ft iE f 1 Rate 10.0 in/hr Up Invert 414.7771 ft Dn Invert ��415.1371 ft Match inverts. ' Record Id: R020 Section Shape: {Circular ,[Uniform Flow Method:'{Manning's Coefficient: 0.0130 Routing Method: !Travel Time Translation lContributing Hyd jDnNode jCB-M021 lUpNode ICB-M020 !Material COnc-Spun ;jize 18" Diam }} !Ent Losses IGroove End w/Headwall I 'Length36.0000 ope1.00% ft d Up Invert j414.7771 ft Dn Invert 414.4171 ft Conduit Constraints � I 1'�Mi V IMax Vel iMin Slope[Ma p�Mi�---n Cover ? 1 !'j 02 0 ft/s 115.00 ft/s 11.00% 5.00% 12.00 ft !Drop across MH 10.0000 ft Ex/Infil Rate 0 0000 in/hr 'Up Invert 414.4171 ft Dn Invert 414.7771 ft ,Match inverts. ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 9 of 65 Record Id: R021 ' Section Shape: lCircular !Uniform Flow Method:+Manning's Coefficient: 0.0130 ^� IRou g Method: Travel Time Translation Contributing Hyd _ - _ _� . _ jDnNode CB-M022 FpNode CB-MO21 Material Conc-Spun [Size 18" Diam Ent Losses Groove End w/Headwall ;Length 36.0000 ft �Sl p_ 1.00%" ' U Invert �'414.4171 Dn Invert . f ft 414.0571 ft ,Conduit Constraints Min Vel Max Vel [Min Max Slope Min Cover -_ _ 2.00 ft/s 15.00 ft/s E1� .00% 5.00% �(2.00 ft ,Drop across MH ,0.0000 ft Ex/Infil Rate ,0.0 0/hr ,Up Invert 14 4.0571 ft jDn Invert ,414.4171 ft E IM ch inverts. ' Record Id: R022 ISection Shape CCircular ' SU orm Flow Method: Mannin 's Coefficient: 0.0130 g of ____ Routing Method: ITravel Time Translation Contributing Hyd t DnNode jCB-M023 jUpNode� -M022 ;Material ]one-Spun ;,Size 118" Diam ' Ent Losses 'Groove End w/Headwall ILength 36.0000 ft Slope 11.00% jUp Invert 1414.0571 ft Dn Invert 413.6971 ft jW` _ Condult Constraints Mi Ven 1 Max Vel [Min Slope FMax Slope jMi Con ver' i12.00 ft/s 15.f j1.00r-- "/o 5.00%02.00 ft 1 € , Drop across MH0 0000 ft Ex/Infil Rate 0.0000 in/hr jUp Invert 1 13.6971 ft Dn Invert ;414.0571 ft Match inverts. ' O:\2004\FAPWT-04-032\ENGR\SELOVEUHYDRAULICS\StormSHED\N[ayCreek\May Creek Documentation\,NIayCreek Onsite System new 8-27-04.doc Page 10 of 65 Record Id: R023 ;Section Shape: lCircular lUniform Flow Method: Mannin 's g Coefficient: 10.0130 lRouting Method: ITravel Time Translation lContributing Hyd 1 1DnNode ,GCB-M024 IUpNode CB-M023 $4aterial Conc-Spun Size _ 18" Diam jEnt Losses IGroove End w/Headwall ,Length 7 36.0000 ft Slope _ J1.00% U Invert 413.6971 ft Dn Invert 41 . P ,. I _ ,�3 3371 ft � Conduit Constraints ' +Min Vel Max Vel ,Mi p Max Slope,Mi o er 2.00 ft/S 115.00 ft/s,1.00 5.00% 12.00— ft ;Drop across MH 10.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 1413.3371 ft On Invert ,413.6971 ft "Match inverts. Record Id: R024 ISection Shape: ICircular Uniform Flow Method: IManning's Coefficient: 0.0130 Routing Method: $Travel Time Translation!Contributing Hyd F— (DnNode CB-M025 UpNode — CB-M024 . - - — Material ,Conc-Spun Size 18" Diam FEnt Losses Groove End w/Headwall Length 36.0000 ft Slope 1.00% Up Invert 1413.3371 ft Dn Inrvert 1412.9771 ft Conduit Constraints jMin Vel IMa V Min Slope Max Stop e'M Cover 112.00 ft/s �15.00 ft/s€1.00% {5.00�i[2.00 ft jDrop across MH 0.0000 ft ,Ex/Infil Rate j0.0000 in/hr Up Invert '412.9771 ft lDn Invert 1413.3371 ft !Match inverts. O:\2004\FAPWT-04-032\]ENGR\SELOVEWVDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 11 of 65 Record Id: R025 rcu ' Section Shape: Cilar__ 1 jUniform Flow Method:'IManning's Coefficient: 0.0130 ,Routing Method: ITra a Time Translation lContributing Hyd jDnNode iCB-M026 UpNode CB-MO25 FMaterial Conc-Spun Size 18" Diam Ent Losses Groove End w/Headwall Length [36.0000 ft Slope 1.50% Up Invert 1412.9771 ft Dn Invert 412.4371 ft Conduit Constraints ' IMI I Max Vel Min Slope jMa S!Min Cover 2.00 ft/s 1 5A0 ft/s 1.00%_FAO% 2.00 ft —J ,Drop across MH ! 00 000 ft `Ex/Infil Rate � p oss _. _ � 0.0000 in/hr 1Up� Invert — 412.4371 ft fin Invert 412.9771 ft ' Match Inverts. � Record Id: R026 . ._ _ ._. ..._.._ .. ._-_ ,Section Shape: Circular-_ jUniform Flow Method: Manning's [Coefficient: 10.0130 lRouting Method: —FT—ravel Time Translation lContributing Hyd DnNode CB-M027 jUpNode CB-MO26 [Material Conc-Spun ISize 18" Diam lEnt Losses Groove End w/Headwall length ISlope Up Invert ,412.4371 ft Dn Invert 411.4471 ft _ ;,lConduit Constraints I Min Vel Max Vel Min Slope[Max Slope n Cover E 12 �2.00 ft/s- 15.00 ft/s�1.00�--- "%u ---'5.00�% �2.00 ft Frop across MH 0.0000 ft Ex/Infil Rate 0.0000 in/hr Up Invert 1411.4471 ft [Dn Invert -1412.4371 ft ' [Match inverts. O:\2004\FAPWT-04-032\]ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\:NiayCreek Onsite System new 8-27-04.doc Page 12 of 65 Record Id: R027 iSection Shape: Circular _ Uniform Flow Method: 'Manning s Coefficient: 0.0130 Routing Method: Travel Time Translation lContributing Hyd [DnNode CB-M028 Up de ICB-MO27 Material �Conc-Spun ;Size 118" Diam _ _ ........ _ Ent Losses Groove End w/Headwall Length 36.0000 ft Slope F3.25% _ I Up Invert �411.4471 ft Dn Invert 410.2771 ft _ _ . Co�ndu^it Constraints ,JMin Vel Max Vel IMin Slope �. Slopej,Nlin Cover' 2.00 ft/s 15.00 ft/s 4.00% 5.00%° � 0 f_ { 1D p across MH 0.0000 ft 'Ex/Infil Rate 0.0 in/hr jUp Invert 410.2771 ft On Invert 1411.4471 ft Match inverts. Record Id: R028 ._ ............... _ w _.._ �. _� :.I Section Shape „Circular jUniform Flow Method:,IManning's (Coefficient: 0.0130 1 .Routing Met hod: Travel Time Translation[Contributing Hyd DnNode ,CB-M031 TM!UpNode ;CB-M028 "Material ------ [c-Spun 'S a 18" Diam t Losses ^Groove End w/Headwall Length 98.0000 ft jUp Invert �10.2771 ft Invert r406. 0 i f ft Conduit Constraints [Mi el;Ma V iMi p Max Slope!Min Cover _ I 12.00 ft/s 115.00 ft/s,1.00 5.00% '2.00 ft ` 16rop across MH 10.0000 ft Ex/Infil Rate [0.0000 in/hr� Up Invert406.6021 ft Dn Invert 1410.2771 ft Match inverts. O:\2004\EAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\M1lay Creek Doe umentation\MayCreek Onsite System new 8-27-04.doc Page 13 of 65 Record Id: R031 Section Shape: Circular __ Uniform Flow Method: Manning's Coefficient: 0.0120 Routing Method: ITravel.Time Translation Contributing Hyd FDnNode ;CB-'MO 32 UpNode JCB-M031 Material Conc-Spun Size 118" Diam . t Losses Groove End w/Headwall Length �v �98.0000 ft jSlope Up Invert 406.6021 ft IDn Invert 1402.1921 ft (Conduit Constraints ' Min Vel Max Vel Min Slope Max Slope Mi C r 2.00 ft/s 115.00 ft/s 11.00% 15.00% 12.00 ft Drop across MH ,0 0000 ft Ex/Infil Rate 0.0000 in/hr ,[4 Up Invert 2.1921 ft_ Dn Invert _406.6021 ft Record Id: R032 'Section Shape:-� Circular r-.____: __ ___ IUniform Flow Method: !Manning's Coefficient: � 0.0130 .Routing Method: Travel Time Translation Contributing Hyd F DnNode CB-MO33 UpNode CB-MO32 Material ;Conc-Spun Size 18" Diam ,Ent Losses iGroove End w/Headwall Length 198.0000 ft ISlope 5.00% JUp Invert ,402 19 1 ft �Dn Invert 397.2921 ft Conduit Constraints in Vel 11VIax Vel Min Slope Max Slope Min Cover ';2.0 15.00 ft/s�1.-00% 5 00%° 2.00 ft j D r o p x/Infil Rate i0.0000 in/hr' across MH 0.00 00 ft E _ a jUp Invert 1397.2921 ft Dn Invert 402.1921 ft _ O:\2004\FAPWT-04-032\ENCR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 14 of 65 Record Id: R033 Section Shape: Circular Uniform Flow Method:'Manning's Coefficient: 10.0130 Routing Method: (Travel Time Translation Contributing Hyd DnNode FCB-M035 FUpNode jCB-M033 Material ^Conc-Spun Size �18" Diam Ent Losses Groove End w/Headw all Length 20.0000 ft Slope - 5.00% jUp Invert 397.2921 ft Dn Invert 386.2921 ft .Conduit Constraints Ve—� in Cover Max Vel [Min Slo e IMax Slo MMin ` I 2.00 ft/s 15.00 ft/s'1.00�~%- 5.00% 2.00 ft Drop across MH 0.0000 ft nfil Rate 0.0000 in/hr 11up Invert 1386.2921 ft jDn Invert 397.2921 ft iMatc h inverts. ' Record Id: R034 .......... .. ;Section Shape ICircular Uniform Flow Method: Manning's Coefficient: 0.0130 'Routing Method: Travel Time Translation lContributing H d DnNode ,CB-MO33 UpNode CB-MO34 Material '[Conc.-Spun ISize 12" Diam Ent Losses ,Groove End w/Headwall Length 29.0000 ft Slope �1.00// _ _ _ 1Up Invert 99.0662 ft jDn Invert 398.7762 ft Conduit Constraints Min Vet(Max Vel (Min Slope;Max Slope,',Min Cover 2.00 ft/s 15.00 ft/s 11.00% 5.00% 12.0 I _ rop across MH 0.0000 ft Ex/Infil Rate 0.0060 in/hr UInvert 1398.7762 ft jDn Invert �599.0662 ft Hold up invert. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\,NlayCreek Onsite System new 8-27-04.doc Page 15 of 65 Record Id: R 035 Section Shape: ]Circular Uniform Flow Method: Manning is Coefficient: 0.0130 lRouting Method: ,Travel Time Translation M Contributing Hyd IDnNode CB- 036 UpNode _ICB-MO35 'F4aterial Conc-Spun Size 18" Diam Ent Losses jGroove End w/Headwall jLength '29.0000 ft 'Slope 1.75/° Up Invert386.2921 ft Dn Invert 385.7846 ft lConduit Constraints ' M.inT {M-a._x Tel ,MIS_ p Max Sloe i Coven 00-ft/s 15.00 fts 10_ // S.00 2.00�' jDrop across MH 110.0000 ft E—dn—fil Rate 0.0000 in/hr. _. _ �Up Invert 13851.7846 ft jDn Invert ft ' Match inverts. Record Id: R036 'Section Shape. Circular !Uniform Flow Method: Manning's Coefficient: 0.0130 lRouting Method: ,Travel Time Translation Contributin H d _ � g Y [— DnNode CB-M037 UpNode CB-M036 !Material Spun Size 18" Diam Ent Losses Groove End w/Headwall Length 92.3000 ft Slope 6.00% Up Invert 385.7846 ft Dn Invert 380.2466 ft _ . : ?{Conduit Constraints Min Vel 1Ma V fl4in SlopejMax Slope[Min Cover 'I'' 00 ft/s 15 00 ft/s j1.00% 15.00% I2.00 f I Drop across MH j0 0000 ft IEx 1—nfil Rate O O000 in/hr _ _ _ pi nvert I380.2466 ft Dn Invert385.7846 ft ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HVDRAELICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 16 of 65 Record Id: R037 Section Shape Circular Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: Travel Time Translation Contributing Hyd _ DnNode GCB-M039 [UpNode CB-MO37 Material Conc-Spun Size 18" Diam _Ent Losses jGroove End. __ .w/Headwall Length128.4400 ft Slope 6.00% Up Invert 1380.2466 ft jDn Invert 372.5402 ft 'lConduit Constraints ' Min Vel Max Vel ,MI p Max Slope IMi�' 12.0 f 15.00 ft/s;1.00�5.00% 2.00 ft ,Drop across MH ft fEx/Infil Rate 0 00 in/hr'E Vp Invert 372.5402 ft Dn Invertt 1380.2466 ft (Hold down invert. Match inverts. Record id: R038 -- ._. .. _ ..:_: 'Section Shape: Circular Uniform Flow Method: 'Manning's lCoefficient: 0.0130 Routing Method: !Travel Time Translation lContributing Hyd )nNode CE-M039 [UpNode [CB-M038 Material jConc-Spun Fsize 18" Diam Ent Losses Groove End w/Headwall Length98.0000 ft Slope1.50% iUp Invert 374.3300 ft Invert [372.8600 ft jConduit Constraints ;Min Vel;Max Vel ;Min SlopejMax Slope Mi' n Cover 112.00 ft/s 15.0/ss'1.00% 5.00% j2.00 ft ,Drop across MH 0.0000 ft [Ex/Infil Rate 0 00 in/hr' Up Invert '372.8600 ft jDn Invert 1374.3300 ft ;Match inverts. ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\iLlayCreek\May Creek Documentation\11IayCreek Onsite System new 8-27-04.doc Page 17 of 65 Record Id: R 039 Section Shape: . Circular Uniform Flow Method:;Manning's Coefficient: 0.0130 lRou Method: ITravel Time Translation�ntributing Hyd'� '-^— FDnNode jCB-M040 UpNode CB-MO39 Material '�Conc-Spun Size 18" Diam ; _ . _ Ent Losses 16roove End w/Headwall ,FL e-nit-h 136.2500 ft ,Slope ',Up Invert 372.5402 ft !Dn Invert 364.0246 ft Conduit Constraints IMiin Vel FMa V IMi p Max Slope IMin Cover 2.00 ft/s 15.00—ft/s 11.00% j5.00% 12.00�ft — jDrop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr; Up Invert 364.0246 ft Dn Invert 1372.5402 ft Record Id: R040 ;Section Shape: Circular 'Uniform Flow Method: [Manning's Coefficient• �0.0130 lRouting Method: ITravel Time Translation I Contributing Hyd jDnNode JOUTFALLUpNode CB-M040 ,Material C Si onc-Spun ' ze 24" Diam 'Groove - 1Ent Losses ,;Grooveve End w/Headwall Length ' 136.2500 ft Slope 1.000 Up Invert 358.8927 ft fin Invert 357.5302 ft Conduit Constraints IMin Vel[Max Vel EMin Slope IMax Slope€Min Cover 2.00 ft/s 15.00 ft/s 1.00/0 5.00/o �2.00 ft Drop across MH �0.0000 ft Ex/Infil Rate 0.0000 in/hr' !up Invert 1357.53 22 ft Dn Invert 3 88.8927 ft Hold up invert. Match inverts. O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\May Creek Documentation\iMayCreek Onsite System new 8-27-04.doc Page 18 of 65 Record Id: R043 iSection Shape: Circular ,Uniform Flow Method: Manning's Coefficient: 0.0130 Routing Method: ITravel Time Translation Contributing Hyd �DnNodeCB-M040 [UpNode CB-M043 .Material lConc-SpunSize 12" Diam Ent Losses Groove End w/Headwall Length l72 6700 ft ISlope0.50% UInvert 359.2561 ft Dn Invert 1358.8927 ft 1 Conduit Constraints Min Vel Max Vel [Min Slope Max-Slope![MI o er 2.00 ft/s 15.00 ft/s 1.00% 15.00�% 12.00 ft Drop across MH 0.0000 ft Ex/Infil Rate 10.0000 in/hr !Up Invert 1358.8927 ft Dn Invert — 3 99.2561 ft IMatch inverts. Node Records Record Id: CB-M001 IDescrip: -Increment ft ;Start El. 1423.9955 ft Max El. 426.9955 ft ._ — _ IClassification;Catch Basin Structure Type CB-TYPE 1-48 ,Ent Ke 'Headwall (ke=0.50)IChannelization Curved or Deflector'; ~ Catch 2.0000 ft Bo tom Area 19.6350 sf !Condition Existing Record Id: CB-M002 IDescrip: May Creek Basin ;Increment i0.0 Start El. 423.3555 ft Max x E1.A 426 955 ft jClas f on Catch Basin !Structure Type ICB-TYPE 1-48 : lEnt Ke Headwall (ke=0.50)lChannelization!Curved or Deflector Catch 2 0000 ft !Bottom Area 19.6350 sf - _ .Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\hlayCreek\May Creek Documentation\YlayCreek Onsite System new 8-27-04.doc Page 19 of 65 Record Id: CB-M004 jDescrip: i 'Increment 0.10 ft Mart El. '414.6780 ft (Max El. 1425.8671 ft� Classification!Catch Basin (Structure Type CB-TYPE 1-48 I Ent Ke :Headwall ke=0.50 FChannelization Curved or Deflector : ( )E _ ,C� atch 12.0000 ft Bottom Area i 9.6350 sf _._. Condition ;Existing , Record Id: CB-M005 IDescrip: ' Increment 0.10 ft IStart El. j421.2971 ft Max El. 425.8671 ft � [C assification Catch Basin (Structure Type CB-TYPE 1-48 Ent Ke lHeadwall (ke=0.50)jChannelization Curved or Deflector' lCatch 12.0000 ft j�Bottom Area [19.6350 sf ,Condition ... Existing Record Id: CB-M006 IDescrip: Prototype Record !Increment 0.10 ft Start El. `420.6571 ft Max El. 424.8756 ft Classification.'Catch Basin Ntructure Type CB-TYPE 1-48 Ent Ke ;Headwall(ke=0.50),C a elization' Curved or Deflector; Catch i4.0000 ft lBottom Area 119.6350 sf iCondition ;Existing i Record Id: CB-M007 IDescrip: :Prototype Record jIncrement �0.10 ft (Start El. 421.8756 ft jMax El. 424.8756 ft Classification:Catch Basin (Structure Type CB-TYPE 1-48 Ent Ke �Headwall (ke=0.50) Channelization Curved or Deflector ;Catch 2.0000 ft 'Bottom Area 119.6350 sf ,Condition Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\itilay Creek Doe umentation\.NlayCreek Onsite System new 8-27-04.doe Page 20 of 65 Record Id: CB-MO10 Descrip: ;Prototype Record lIncrement 0.10 ft Start El. 1418.5171 ft IMax El. -423.7457 ft Classification- ;Catch BasinStructure Type CB-TYPE 1-48 Ent Ke i adwall ke=0.50ChannelizationCurved or Deflector; ICatch 12.000 ft Bottom Area r11 6350 sf Condition ;Existing Record Id: CB-M011 !Prototype Record Increment loft Descri . p• t3'p IStart El. 1419.1571 ft Max EL423.7457 ft Classification'Catch Basin IStructure Type�CB-TYPE 1-48 ,Ent Ke Headwall (ke=0.50)!Channelization°,Curved or Deflector:, .Catch 12.0000 ft 'Bottom Area 1149.6350 sf Condition 'Existing Record Id: CB-MO12 e rip Prototype Record Increment 10.10 ft ;Start El. '419.9860 ft Max El. 422.9860 ft ;Classification;Catch Basin IStructure Type[CB TYPE 1-48 jEnt Ke `Headwall (ke=0.50)lChannelization lCurved or Deflector 'Catch 12.0000 ft Bottom Area 19.6350 sf ,Condition lExisting Record Id: CB-MO13 [Descrip: Prototype Record Increment0.10 ft�� 'Start El. 417.7971 ft 'Max El. 422.6180 ft !Classification;Catch Basin ]Structure YP F cture Type CB-TYPE 1-48 ,Ent Ke Headwall (ke=0.50) Channelization lCurved or Deflector' ,Catch :2.0000 ft !Bottom Area 19.6350 sf i ;Condition `Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\iltay Creek Documentadon\MayCreek Onsite System new 8-27-04.doc Page 21 of 65 i Record Id: CB-MO15 Descrip: lPrototype Record Increment 0.10 ft Start EL �1416.7371 ft (Max El. 421.8200 ft ,Classification';Catch Basin Structure Type CB-TYPE 1-48 FEnt Ke 'Headwall ke=0.50 Channelization Curved or Deflector _ 350 sf l Catch _2.0000 ft Bottom Area 1 Condition 'Existing Record Id: CB-MO16 Descrip: Increment 0.10 ft i Start E. 416.3771 ft IMax El. �421.4348 ft Classification'Catch Basin Structure Type�CB-TYPE 1-48 _ Ent Ke ;Headwall(ke=0.50)lChannelization,Curved or Deflector ----- — --- - Catch 2.0000 ft Bottom Area 19.6350 sf lCondition ;Existing Record Id CB-MO17 Descrip: `Prototype RecordIncrement 0.10 ft _ _ .Start El. 416.0171 ft jMax El.� ~ ^�420.8700 ft — Classification Catch Basin (Structure TypeCB-TYPE 1-48 lEnt Ke !Headwall (ke=0.50),h nelization [Curved or Deflector; (Catch 2.0000 ft lBottom Area 19.6350 sf lCondition 'Existing i Record id: CB-MO18 Descrip: Prototype Record jIncrement 0.10 ft Start El. 415.4971 ft (Max El 420 3048 ft lClassification:Catch Basin (Structure Type;CB-TYPE 1-48 ?Ent Ke Headwall(ke=0 50) Channelization lCurved or Deflector, ,Catch � `2.0000 ft ;Bottom Area ,19.6 f ,Condition ;Existing O:\2004\FAPWT-04-032\]ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\Nlay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 22 of 65 Record Id: CB-MO19 �D c ip: !Prototype Record [Increment 0.10 it f� Start El.— :415.1371 ft IM E. 1419.7510 ft Classification,Catch Basin Structure Type[B-TYPE 1-48 'Ent Ke "Headwall(ke=0.50) Channelization Curved or Deflector 'Catch 2.0000 ft ,Bottom Area ,1 3 0 sf f _ _._ . . Condition - Existing I Record Id: CB-M020 jDesc: !Prototype Record ;Increment 10.10 ft F tart El. 414.7771 ft EMax El. '419.1780 ft Classification:Catch Basin 'Structure Type CB-TYPE 1-48 Ent Ke Headwall (ke=0.50)'Channelization !Curved or Deflector' lCatch ,2.0000 ft 'Bottom Area 119.6350 sf Condition ;Existing Record Id: CB-M021 jDescrip: Prototype Record 11increment 0.10 ft Start El. -�- 414.4171 ft 'Max EL 1418.8893 ft z _ _ Classification Catch Basin .Structure Type CB-TYPE 1-48 jE_ _ Ke Headwall (ke=0.50)Channelization. Curved or Deflector'f Catch 2.0000 ft !Bottom AArea '19.6350 sf Condition !Existing Record Id: CB-M022 Desc riP Prot o a Record Increment 00 ft _ tyP. �--- ---- i --------- _._ IStart El. 414.0571 ft !Max _ 418.5746 ft I ;Classification Catch Basin 'Structure Type CB-TYPE 1-48 ;Ent Ke :Headwall(ke=0.50),Channelization Curved or Deflector; ;Catch 2.0000 ft Bottom Area 19.6350 sf !Cod ,Existing _ _ O:\2004\FAPWT-04-032\ENGR\SELOVE\IFIVDRAULICS\StormSHED\MayCreek\M1lay Creek Documentation\ layCreek Onsite System new 8-27-04.doc Page 23 of 65 r Record Id: CB-M023 Descrip: 'Prototype Record Increment 0.10 ft Start El. �413.6971 ft 'Max El. �418.1329 ft Classification Catch Basin IStructure Type CB-TYPE 1-48 'Ent Ke Headwall(ke=0.50) 6hannelization Curved or Deflector' Catch 2.0000 ft (Bottom Area (19.6 350 sf (Condition Existing Record Id: CB-M024 Descrip: ;Prototype Record Increment 0.10 ft j ;Start El. '413.3371 ft IMax El. 417.5547 ft Classification!Catch Basin (Structure Type JCB-TYPE 1-48 [Ent Ke 'Headwall (ke=0.50),FChannel zzation Curved or Deflector, ,Catch `2.0000 ft 'Bottom Area C19.6350 sf Condition ;Existing r Record Id: CB-M025 ,Descrip: Prototype Record ;Increment loft _ 'Start El. 412.9771 ft Max El. [416.8378 ft ' Classification Catch Basin CStructure TypeCB-TYPE 1-48 Ent Ke fleadwall(ke=0.50) Channelization: Curved or Deflector'; Catch 2.0000 ft Bottom Area 19.6350 sf Condition ;Existing r Record Id: CB-M026 Descrip 'Prototype Record Increment IV 10 ft (,Start El. 412.4371 ft [Max 5.9854 ft ;Classification;Catch Basin 'Structure Type CB-TYPE 1-48 f 'Ent Ke Headwall (ke=0.50)EChannelization 'Curved or Deflector, ;Catch 2.0000 ft 'Bottom Area 119.6350 sf lCondition ;Existing r ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 24 of 65 Rec ord Id: CB-M027 IDescrip: Prototype Record Increment 0.10 ft Start El. ,411.4471 ft IMax El. 414.9963 ft _. ,Classification Catch Basin (Structure Type CB-TYPE 1-48 Ent Ke lHeadwall ke=0.50 Channelization Curved or Deflector ( ) Catch 12 0000 ft Bottom Area 19.6350 sf r _ C___________ I^ i Condition 'Existing ! Record Id: CB-M028 IDescrip: !Prototype Record (Increment 0.10 ft E 'Start El. 410.2771 ft IMax El, 413.8705 ft I jClassification;Catch Basin Structure Type}C-TYPE 1-48 Ent Ke— ;Headwall(ke=0.50)rChannelization ICurved or Deflector! Catch 12.0000 ft Bottom Area 19 6350 sf Condition 'Existing Record Id: CB-M031 IDescrip: ;Prototype Record (Increment [0.10 ft ;Start El. '406.6021 ft Max El. 410.1102 ft jClassification Latch Basin !Structure Type CB-TYPE 1-48 1 lEnt Ke ,Headwall (ke=0.50) Channelization Curved or Deflector. F19 i Catch 2.0000 ft Bottom Area .6350 sf FgCo-in-dition ;Existing i t Record Id: CB-M032 Descrip Prototype Record Increment 0.10 ft _ ---- _ Start El 402.1921 ft (Max El. 405.8895 ft Classification Catch Basin �tructure Type KB-TYPE 1-48 ,Ent Ke Headwall (ke=0.50)lChannelization Curved or Deflector; iCatch 2.0000 ft ,Bottom Area 19.6350 sf f { jCondition 'Existing O:\2004\FAPWT-04-032\ENGR\SELOVE\HVDR4ULICS\StormSHED\MayCreek\Niay Creek Documentation\MayCreek Onsite System new 8-27-04.doe Page 25 of 65 Record Id: CB-M033 Descrip: 'Prototype Record lIncrement 0.10 ft Start El. 1397.2921 ft Max El. 401.4649 ft Classification Catch Basin Structure Type'CB-TYPE 1-48 Ent Ke Headwall (ke=0.50)FChannelizationCurved or Deflector lCatch 2.0000 ft jBottom Area 9.6350 sf �Con� dition � Existing Record id: CB-M034 i'D c ip: Prototype Record Increment 0.10 ft Start.El.� 1399.0662 ft Max El. �402.0662 ft Classification Catch Basin (Structure Type CB-TYPE 1-48 [Ent Ke ;Headwall(ke=0.50) Channelization Curved or Deflector Catch 2.0000 ft Bottom Area19.6350 sf Condition !Existing Record Id: CB-M035 Descrip• Prototype Record 'Increment 0.10 ft ___ _ FStart EI. '386.2921 ft Max El. 390.1908 ft !Classification;Catch Basin Structur e Type CB-TYPE 1-48 Ent Ke Headwall (ke=0.50)IChannelization.Fcurved or Deflector' ,Catch J2.0000 ft 1B^ottom Area 19.63 00 sf !Condition lExisting _ Record Id: CB-M036 Descrip: ;Prototype Record lincrement 0.10 ft jStart El. 385.7846 ft !Max El 389.3435 ft 1 sification Catch Basin EStructure Type'CB-TYPE 1-48 jEnt Ke Headwall (ke=0.50)[Channelization lCurved or Deflector Catch 2.0000 ft jBottom Area 119.6350 sf ;Conk dition�Existing O:\2004\FAPWT-04-032\ENGR\SELOYE\HYDRAULICS\StormSHED\lVIavCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 26 of 65 1 Record Id: CB-M037 Descrip: !Prototype Record ;Increment 10.10 ft Start El. 380.2466 f jMax El. 385.3435 f ,Clan fication;Catch Basin IStructure Type CB-TYPE 1-48 !Ent Ke !Headwall(ke=0.50) ChannelizationCurved or Deflector Catch ,2.0000 ft Bottom Area 19.6350 sf _ -—— ^T (Condition ;Existing Record Id: CB-M038 Descrip: ;Prototype Record Increment 010 ft s Start El. 1374.3300 ft Max El. 377.8300 ft Classification;Catch Basin Structure Type CB-TYPE 1-48 - a1 .__---_- _ Ent KeHeadw-- all-1(ke=0 50)jChannelization Curved or Deflector 'Catch 12.0000 ft Bottom Area 19.6350 sf Condition ;Existing t Record Id: CB-M039 'Descrip Prototype Record 'Increment 10.10 ft ,Start El 11372 5402 ft !Max El 376 1048 ft ' 'Classification;Catch Basin 'Structure Type CB-TYPE 2-48 Ent Ke Headwall (ke=0.50)IChannelization Curved or Deflector-' .._ ,C t 12.0000 ft !Bottom Area 112.5664 sf ,Condition Existing _ Record Id: CB-M040 besscrip: ;Prototype Record ,Increment 0.10 ft ' 'Start El. 358 8927 ft 'Max El. 367 5788 ft i --- -___ --_ lClassification'Catch Basin 'Structure Type�CB-TYPE 1-48 Ent Ke Headwall(ke=0.50)[Channelization Curved or Deflector !Catch 2.0000 ft Bottom Area 19.6350 sf ,Co ;Existing O:\2004TAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\:NIayCreek\i�Iay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 27 of 65 Record Id: CB-M043 (Descrip: Prototype Record Incr�i 10.10 ft I Start El. 359.ft 1Max El. 1362.2561 ft I lClassification- Catch Basin Structure Type CB-TYPE 1-48 Ent Ke .Headwall ke=0.50 C nah nelization lCurved or Deflector'] Catch 12.0000 Bottom Area 119.6350 sf ,Condition ,Existing Record Id: DUMMY1 best trip ;Prototype Record IIncrement W.10 ft Start EL ,426.0000 ft „Max El. 1430.0000 ft !Dummy Type Node Record Id: OUTFALL Descrip ;Prototype Record ;Increment 0.10 ft !Start EI 441.0000 ft rMax El. ~j445.0000 ft ]Dummy Type Node Record Id: Pond B {D—es crip• May Creek Pond lincrement 10.10 ft tart El. 332.6000 ft ;Max El. 348.7080 ft ,Storage Node Trap Pond Discharge Node'EOrIf and B Record Id: Orifice Pond B ;Descrip Prototype Structure Increment 0.10 ft (Start El. 332.6000 ft Max El. 335.6000 ft, ;Orif Coeff A.62 Lowest Orif El 0.00 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 28 of 65 i i Contributing Drainage Areas Record Id: M001 Design Method ISBUH 1Rainfall type iTYPE2 jHyd Intv 110.00 min jPeaking Factor 1484.00 --- Abstraction Coeff 0.20 _. jPe u Area (AMC 2) 0.07 ac IDC A $.13 ac Pervious CN 85.00 DC CN �198.00 - ,Pervious TC 11.76 min 1DC TC 2.81 min IPions CN Calc (Description KubArea Sub cn Open spaces,lawns, parks (50-75% grass) 10.07 ac 85.00 j Pervious Composited CN (AMC 2) —r85.00 I' Pervious TC Calc jType :Description Length Slope Coeff Misc TT !Sheet-Short prairie grass and lawns.: 0.15 j2.0 0.10.00 it 150012 50 in 4.76 min E !Pervious TC 11.76 min!' 'Dir y Connected CN Calc r Description SubArea — Sub cn (Impervious surfaces (pavements, roofs, etc) �0 13 ac 98.00 IDC Composited CN (AMC 2) 98.00 _ _ Directly Connected TC Calc ' Type Description Length Slope ' Coeff '�Misc A ITT Sheet JIMP Smooth Surfaces.: 0.011 1150.00 ft 10.75% 10.0110 2.50 in 2.81 min IDirectly Connected TC 2.8=mi ' ------------- O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\May Creek Docu men tation\f.NIavCreek Onsite System new 8-27-04.doc Page 29 of 65 Record Id:o M002 Design Method ISBUH Rainfall type ITYPE2 E Hyd Intv 10.00 min IPeaking Factor ;484.00 Abstraction Coeff 110.20 Pervious Area AMC 2 0.07 ac 1DCIA 10.13 ac Pervious CN �85.00 ,DC CN 98.00 Fpervious TC 1.76 min DC TC 2.81 min .. ,jPervious CN Cale Description SubArea Sub cn }Open spaces, lawns, parks (50-75% grass) --Fo—'7 ac 85.00 Pervious Composited CN (AMC 2) 85.00 FPervious TC Cale jType ;Description iLength jSlope iCoeff IMisc ;TT Sheet Short prairie grass and lawns.: 0.15 110.00 ft 2.00% 0 1500 '2.50 in '1.76 min' _.. jPervious TC 11.76 min Directly Connected CN Cale { Description FsubArea !Sub cn Impervious surfaces (pavements, roofs, etc) 0.13 ac ____ 98.00 1 DC Composited CN (AMC 2) ,98.00 Directly Connected TC Calc ITypeDescription Length ISlope Coeff Misc ,TT Sheet JIMP Smooth Surfaces.: 0.011 150.00 ft 10.5 ;0.0110 2.50 in 2.81 min Directly Connected TC 2.81min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NiayCreek\Nlay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 30 of 65 i Record Id: M004 i'Design Method 1SBUH ,Rainfall type , YPE2 �Hyd Inty 10.00 min-- I Peaking Factor C484.00 — ---(Abstraction Coeff ;0 Pervious Area (AMC 2) 0.07 acDCIA i0 13 ac Pervious CN 185.00 IDC CN 98.00 Pervious TC 11.76 min IDC TC !2 81 min ,Pervious CN Cale 'Description ISu —;Su n . . 85.IO ens aces lawns, (50-75% grass) 10.07 ac 00 7[ Pervious Composited CN (AMC 2) 85.00 Pervious TC Cale jT p Description ;Length 'Slope Coeff (Mi c ,TT Sheet Short prairie grass and lawns.: 0.15 40.00 ft 12.0 0.1500 f2.5 .1.76 min Pervious TC 1.76 min Directly Connected CN Calc ;Description ISubArea Sub cn Impervious surfaces (pavements, roofs, etc) 0.13 a 198.00 f' IDC Composited CN (AMC 2) F9!.00 i(Directly Connected TC Cale Type DescriptionLength ,Slo Coeff Misc TT ,.,'Sheet IMP Smooth Surfaces.: 0.011 150.00 ft 0.75% 10.0110 2.50 in 2.81 min �IDirectly Connected TC 12.81min ' � i O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\i�layCreek\Nlay Creek Documentation\iNlayCreek Onsite System new 8-27-04.doc Page 31 of 65 Record Id: M005 Design Method SBUH (Rainfall type 1TYPE2 Hyd Intv j10.00 min Peaking Factor ;484 00 ^� [Abstraction Coeff 10.20 ;Pervious Area (AMC 2) 0.07 ac� �DCIA ;j0.13 ac ;Pervious CN �85.00 DC CN 198 00 jPervious TC 1.76 min DC TC 12.81 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75/o grass) 0.07 ac 85.00 0 Pervious Composited CN (AMC 2) 85.00 ,Pervious TC Calc IType ,Description Length ;Sl p IC f=Mi c TT _ Sheet;Short prairie grass and lawns.: 0.15 110.00 ft 12.00% 10.150012.50 in 11.76 Pervious TC Directly Connected CN Calc I _ Description jSubArea Sub cn j jImpervious surfaces (pavements, roofs, etc) 10.13 ac j98.00 (I �j i ADC Composited CN (AMC 2) 198.00 Directly Connected TC Cale 1 IType Description Length ,S!a;Coeff IMisc jTT ISheet JIMP Smooth Surfaces.: 0.011 150.00 ft 10.5,0. 110 0 12.50 in 12.8�81 min Directly Connected TC 12.8 m O:\2004\EAPW'T-04-032\ENGR\SELOVE\HYDRAL'LICS\StormSHED\MayCreek\Nlay Creek Doe umentation\NlayCreek Onsite System new 8-27-04.doc Page 32 of 65 ' Record Id: M006 Design Method SBUH �FRainfall type =TYPE2 Hyd Into 10.00 min Peaking Factor E484.00 ,Abstraction Coeff 0.20 [Pervious Area (AMC 2) j0.07-a— c DCIA 10.13 ac IPervious CN r 5.00 �'DC CN A j9 08 0 Pervious TC 11.76 min FDC TC 12.53 min [Pervious CN Calc Description SubArea Su-- b cn_� Open spaces, lawns, parks (50-75% grass) 10.07 ac 85.00 Pervious Composited CN (AMC 2) 185.00 I'IPervious TC Calc �T p Description (Length 'Slope Coeff €Mist TT Sheet ;Short prairie grass and lawns.: 0.15 010.00 ft 2.0 0.150012.50 in J1.76 min Pervious TC .1.76 min IDirectly Connected CN Calc jDescription SubArea 'ISub en Ilimpervious surfaces (pavements, roofs, etc) 0.13 ac 98.00 DC Composited CN(AMC 2) 198.00 i0irectly Connected TC Calc !,Type ,Description Length Slope Coeff Misc TT Sheet JIP Smooth Surfaces.: 0.011 1 0 ft32.0 I0. b.0110 2.50 in ,2.5 Directly Connected TC 2.53min M O:\2004\FAPWT-04-032\ENGR\SELOVEUiYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 5-27-04.doc Page 33 of 65 Record Id: M007 IDesign Method ISBUH lRainfall type 1TYPE2 Hyd Intv 110.00 min Peaking Factor 1484.00 �- Abstraction Coeff 0.20 FPervious Area AMC 2 0.07 ac bCIA ^� 0.13 ac Pervious CN 185.00 1DC CN 198.00 ,Pervious TC I1 7 n [DC TC 2.53 min Pervious CN Calc iD ription GSubArea Sub cn Open spaces, lawns, parks (50-75% grass) 10.07 ac 185.00 �F_ Pervious Composited CN (AMC 2) 185.00 .Pervious TC Calc _ _� .. J�.._- _.._....� 1_�___,.._...._.-._: .- +;Type ;Description (Length 'Slope CoeffMisc jTT I °Sheet;Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 0.1500 �2.0�1.76 ,Pervious TC I1.76 jDirectly Connected CN Calc I ;;Description SubArea ISO cn jImpervious surfaces (pavements, roofs, etc) 10.13 ac 198.00 DC Composited CN (AMC 2) 98.00 '� ,Directly Connected TC Calc Type Description Length ;Slope Coeff Misc TT Sheet IMP Smooth Surfaces.: 0.011 [132.00 ft 10.75% 0.0110 2.50 in 12.53 min � Directly Connected TC 2.53min ' O:\2004\FAPWT-04-032\ENCR\SELOVE\HYDRAULICS\StormSHED\,MayCreek\May Creek Documentation\ IayCreek Onsite System new 8-27-04.doc Page 34 of 65 ' Record Id: M010 Design Method SBUH Rainfall type (TYPE2 Hyd Intv 10.00 min Peaking Factor 4.00 [Abstraction Coeff 0.20 ,Pervious Area (AMC 2) 0.07 ac +DCIA ~ '0.13 ac [Pervious CN 85.00DC CN ,98.00 IPervious TC 1.76 min rk TC 12.81 min Pervious CN Calc T (Description _ (Sub— Area Sub cn ' !;Open spaces, lawns, parks (50-75% grass) 0.07 ac W.00 ' ,Pervious Composited CN (AMC 2) 185.00 FPervlous TC Calc jT� ype-,Description Length Slope (Coeff jMisc ITT Sheen Short prairie grass and lawns.: 0.15 110.00 ft]2.M,0.0,2.5 1.76 min Pervious TC 11.76 min 'E (Directly Connected CN Calc ' (Description ISubArea (Sub cn f l "Impervious surfaces pavements, roofs, etc) 0.13 ac 198.00 .__ DC ComP (AMCosited CN 2) 198.00 s ''Directly Connected TC Calc Type Description Length ;Slope Coe MiscTT [Sheet IMP Smooth Surfaces.: 0.011 150.00 ft 10.75% 0.0110 12.50 in 12.81 min ' Directly Connected TC 2.81min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\ktayCreek Onsite System new 8-27-04.doc Page 35 of 65 Record Id: M011 Design Method ISBUH ,Rainfall type ITYPE2 IHyd Intv 110.00 min (Peaking Factor 484.00 _ Abstraction Coeff 110.20 P__ ____ (AMC ervious Area 2 0.07 ac DCIA 10.13 ac _ - Pervious CN 85.00 DC CN 98.00 _ �____.___-____ Pervious TC 1.76 min —,DC T '2.81 min Pervious CN Calc ' Description ISubArea ESub cn Open spaces, lawns,parks (50-75% grass) 0.07 ac 185.00 Pervious Composited CN (AMC 2) 185.00 �ervious TC Calc Type ;Description Length ;Slope Coeff 1Misc ITT Sheet'Short prairie grass and lawns.: 0.15 j 10.00 ft 2.00% 10.150012.5 1.7min ' Pervious TC 1,1.76 min' jDirectly Connected CN Calc ' SubArea �Sub cn IDescription jImpervious surfaces (pavements, roofs, etc) F0.13 ac 198.00 I;DC mposited CN (AMC 2) 198.0;� ,Directly Connected TC Calc lTYPe [Description : . Len th� ,Slope ;Coef [M-iiss-c-- TT 0 f 07 // 2.50 in 2.81 minSheet IMP Smooth Surfaces. 0011 15005 � ' IDirectly Connected TC 2.81min ' O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NfayCreek\May Creek DocumentationmayCreek Onsite System new 8-27-04.doc Page 36 of 65 ' Record Id: M012 Design Method SBUH Rainfall type ITYPE2 Hyd Intv [10.00 min Peaking Factor '484.00 Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.07 ac IDCIA0.13 ac Pervious CN85.00 ID C� 198.00 Pervious TC 1.76 min DC TC (2.03 min CN Calc Description SubArea Sub en _. _- open spaces, lawns, parks (50-75% grass) 10.07 ac 85.00- 0 ' Pervious Composited CN (AMC 2) °85.00 Pervious TC Calc ' jType :Description Len h Slo a Coeff M>c;TT Sheet :Short prairie grass and lawns.: 0.15 10.00 ft,2.0 j0.1500 2.50 in 11.76 min' Pervious TC 1.76 min IDirectly Connected CN Calc (Description IS.ubArea Sub cn jImpervious surfaces (pavements,roofs,etc) 10.13 ac ' ;DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc � T e Descri tion Len hSlo a 'Coeff Misc 'TT I! YP � P � lrt P � � � Sheet JIMP Smooth Surfaces.: 0.011 100.00 it � .5 0.0110 2.50 in 12.03 min ' ,Directly Connected TC ;2.0 n O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 37 of 65 1 Record Id: M013 'Design Method [SBUH Rainfall type ITYPE2 1 Hyd Intv 110.00 min 'Peaking Factor 484.00 'Abstraction Coeff 0.20 Pervious Area (AMC 2) 0.05 ac 10.19 ac � D�.CIA________________ Pervious CN 185.00 DC CN V8.00 Pervious TC !1 776 min DC TC ,2.81 min Pervious CN Calc ' Description jSubArea Sub cn Opens aces lawns arks 50-75% grass) 0.05 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Cale IType :Description Length ;Slope [Coeff 1Misc TT [S t;Short prairie grass and lawns.: 0.15 110.00 ft,2.0 0.1500 '2.50 in 11.76 min 1 Pervious TC 11.76 min 'Directly Connected CN Cale Description I SubArea ESub limp us surfaces (pavements, roofs, etc) 10.19 ac 198.00 IDC posited CN (AMC 2) 198.00 Directly Connected TC Calc 1 !Type Description Length ,S10 Coeff Imisc ITT Sheet JIMP Smooth Surfaces.: 0.011 1150.00 ft 10.75% iO.0110 12.50 in 12.81 min Directly Connected TC 12.81min i 1 1 1 1 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAtfLICS\StormSHED\NlayCreek\.tilay Creek Documentation'tMayCreek Onsite System new 8-27-04.doc Page 38 of 65 Record Id: M015 ;Design Method BUH lRainfall type jTYPE2 IHyd Intv 110.00 min (Peaking Factor 1484.00 Abstraction Coeff 0 "Pervious Area (AMC 2) J0.05 ac Pervious CN 85.00 JDC CN 198.00 ,Pervious TC 1.76 min DC TC j2.13 min Pervious CN Calc ' IDescription CSubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.05 ac 85.00 ;Pervious Composited CN (AMC 2) �85.00 Fervious TC Calc 1 jType 'Description Length (Slope �Coeff jMisc TT C ..... E - - .. " . ISh Short prairie grass and lawns.: 0.15 110.0;2.0 0.1500 O.00 in 0.00 min Pervious TC 11.76 min C(Directly Connected CN Calc (Description SubArea Sub cn ',Impervious surfaces (pavements, roofs, etc) 0.19 ac98.00 DC Com posited CN (AMC 2) 98.0�-�"0 Directly Connected TC Calc Type IDescription Length ;Slope Coeff Misc 1TT jSheet 1IMP Smooth Surfaces.: 0.011 106.00 ft j0.75% 10.0110 2.50 in^2.13 min (Directly Connected TC 2.13min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 5-27-04.doc Page 39 of 65 Record id: M016 ,Design Method SBUH .Rainfall type 11TYPE2 1Hyd Intv 10.00 min Peaking Factor .48 0 jA�bstraction Coeff 10.20 Pervious Area AMC 2 0.02 ac DCIA 0.64 ac ,Pervious CN 85.00DC CN 198.00 ;P ry us TC y 1.76 min IDC TC 11.80 min _ ' Pervious CN Cale I...Description ' Subi rea jSub cn !Open spaces,lawns, parks (50-75% grass) 10.02 ac 185.00 ,.Pervious Composited CN (AMC 2) 85.00 Vervious TC Cale Type Description ,Length ;Slope Coeff Misc TT I ' .Sheet ;Short prairie grass and lawns.: 0.15 110.00 ft 12.00% 10.150012.50 in 1.76 min .Pervious TC 1.76 min Pirectly Connected CN Cale ---------------- .Description ISubArea ;Su n .,Impervious surfaces (pavements, roofs, etc) 0.64 ac 9 00 ,DC Composited CN (AMC 2) 98.00 Directly Connected TC Calc j, cMi TTT e IDescription ILength !Slope !Coeff Sheet IIIMP Smooth Surfaces.: 0.011 86.00 f ;0.75% 0.011_0-I250in 1.80 min ' ;Directly Connected TC 1.80min 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRaULICS\StormSHED\iMayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 40 of 65 ' Record id: M017 ,Design Method ;SBUH ;Rainfall type iTYPE2 [,Hyd Intv 10.00 min 'Peaking Factor 1484.00 Abstraction C 0.20 _ oeff ;Pervious Area (AMC 2) �.02 ac ,DCIA 0.64 ac `Pervious CN 185.00 JDC CN ;98.00 Pervious TC 7 min DC TC i 1.80 min _N Pervious CN Calc FDescription ISubArea ISub cn FOpen spaces,lawns, parks (50-75% grass) 0.02 ac 85.00 Pervious Composited CN(AMC 2) 185.00 IPervious TC Calc ��Type Description jLe�ngthSl� ope Koeff jMisc ,TT j Sheet ;Short prairie grass and lawns.: 0.15 110.00 ft 2.00% 0.1500 2� SO m 1.76 min Pervious TC .1.76 min; IDirectly Connected CN Calc jDescription - SubArea Sub cn lImpervious surfaces (pavements, roofs, etc) 0.64 ac198.00 j W Composited CN (AMC 2) 18.00 .Directly Connected TC Calc - jType IDescription length Slope ,Coef Misc TT j ISheet JIMP Smooth Surfaces.: 0.011 186.00ft 10.75% 10.01102.50 in 1.8 n jDirectly Connected TC 11.80min r O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\tilayCreek Onsite System new 8-27-04.doc Page 41 of 65 Record Id: M018 Design Method SBUH ~[Rainfall type ITYPE2 �Hyd Intv 10.00 min ,lPeaking Factor 1484.00 I Abstraction Coeff 0.20 IPervious Area (AMC 2) r0.02 acDCIA E0.64 ac Pervious CN 85.00 rDC CN 198.00 Pervious TC _ 1.76 min DC TC 1.80 min Pervious CN Cale Description IsubArea Sub cn Open spaces, lawns, parks (50-75% grass) 0.02 ac 185.00 Pervious Composited CN (AMC 2) 85.0�0 Pervious TC Cale T p Description jLength SlopeCoeff jMis TT ,S t Short prairie grass and lawns.: 0.15 10.00 ft 12.0 0.1500,12.50 in 11.76 min ;;Pervious TC 11.76 min {'Directly Connected CN Cale ';Desc p [SubArea Sub en (Impervious surfaces (pavements, roofs, etc) 10.64 a 198.00 DC Composited CN (AMC 2) 198.00 ,Directly Connected TC Cale __ N [Type Description (Length ;Slope Coeff Misc [TT �,S t IMP Smooth Surfaces.: 0.011 86.00 ft 10.75% 0 10 2.50 in 11.80 min JDirectly Connected TC 1.80m—in O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\:Nlay Creek Documcntation\iNlayCreek Onsite System new 8-27-04.doc Page 42 of 65 Record Id: M019 Design Method SBUHRainfall type 1TYPE2 € i _ Hyd Intv 10.00 min IPeaiing Factor 484.00 _ .. — --- �- — T ' Abstraction Coeff Pervious Area AMC 2 0.02 ac JDCIA 10.64 ac Pervi 85.00 IDC CN ous CN 48.00 �� ' Pervious TC 1.7 n DC TC 1.80 min Pervious CN Calc Description ISubArea Sub cn Open spaces,lawns, parks (50-75% grass) 0.02 ac 185.00 IPervious Composited CN(AMC 2) I85.00 .Pervious TC Calc Type Description Length [Slope jC f=Mist jTT jSheet ,Short prairie grass and lawns.: 0.15 i10.0 F2.0 0.150012.50 in 11.76 min Pervious TC 1.76 min' [Directly Connected CN Calc [Description ,S b rea Sub cn jImpervious surfaces (pavements, roofs, etc) 0.64 ac 48.00 IDC Composited CN (AMC 2) 198.00 Directly Connected TC Calc jType Description Length Slope sCo eff �Misc TT IMP Smooth Surfaces.: 0.011 1186.00 ft C0.75% 10.0110 2[Sheet .50 in 11.80 min {,IDirectly Connected TC 1.1.80min O:\2004\FAPWT-04-032\ENGR\SELOVE\HY7DRAULICS\StormSHED\btayCreek\May Creek Documentation\.NlayCreek Onsite System new 8-27-04.doc Page 43 of 65 Record Id: M020 Design Method ISBUH ;Rainfall type 1TYPE2 jHyd Intv 110.00 min jPeaking Factor i484.00 j Abstraction Coeff 0.20 !Pervious Area (AMC 2) 0.02 ac� IDCIA 10.64 ac Pervious CN � CN l98.00 Pervious TC [1.76 min JDC TC 11.80 min �_ - !Pervious CN Calc !Description ISubArea Sub cn A �O paces, lawns, parks (50-75/° grass) (0 02 ac W.00 ,Pervious Composited CN (AMC 2) 185.00 I f FPervious TC Calc Type Description jLength jSlope (Coeff EMisc IT !Sh ttee Short prairie grass and lawns.: 0.15 40. 00 ft 2.00/ ' 0.1500 2.50 In 1.76 min Pervious TC 1.76 min Directly Connected CN Calc i ;Description SubArea Sub cn !Impervious surfaces (pavements, roofs, etc) 10.64 ac �8.0� 0 jDC Composited CN (AMC 2) 98.00 FDirectly Connected TC Calc I I Length [Description Slope ICoeff IMisc TT _ Sheet IMP Smooth Surfaces.: 0.011 86.00 ft :0.75% 10.0110 2.50 in �1.80 min .; !Directly Connected TC 1.80min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NlayCreek\Nlay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 44 of 65 Record Id: M021 Design Method SBUH �Rainfall type ITYPE2 Hyd Intv 110.00 min (Peaking Factor 1484.00 Abstraction Coeff ,0.20 Pervious Area (AMC 2) acDCIA 10.64 ac Pervious CN �85A0DC CN !98.00 _ _ Pervious TC 1.76 min [DC TC— 1.80 min jPervious CN Calc Description '_S Area _Sub cn O ens aces, lawns, parks (50-75% grass) 0.02 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Cale Type Description j Length jSl�_ope ]C ff M isc TT Sheet;Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 0.1500 12.50 in 1.7611 Pervious TC 176 min'; :.Directly Connected CN Cale ;,Description jSubArea !Sub ,Impervious surfaces (pavements, roofs, etc) 0.64 ac 198.00 �;DC Composited CN (AMC 2) 198.0� 0 Directly Connected TC Cale jType IDescription 'Length iSlope ICoeff Misc TT ' �S t IMP Smooth Surfaces.: 0.011 86.00 ft 10.75% FO.0110 12.50 in 1.80 min Directly Connected TC 1.80min O:\2004\FAPWT-04-032\ENGR\SELOVE\HVDRAULICS\StormSHED\MayCreek\Ntay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 45 of 65 Record Id: M022 ,Design Method ISBUH ^Rainfall type ITYPE2 Hyd Intv 10.00 in Peaking Factor '1484.00 ,Abs raction�Coeff 10.20 ;Pervious Area (AMC 2) 10.02 ac DCIA 0.64 ac Pervious CN 185.00 ADC CN 98.00 Pervious TC _ 1.76 min DC T1.80 min -- — .. Pervious CN Calc (DescriptionSubArea Sub cn lopen spaces, lawns, parks (50-75%grass) 85.00 - - I Pervious Composited CN (AMC 2) 85.00 (Pervious TC Calc (Type ,Description lLength jSlope Coe 1TT t Sheet :Short prairie grass and lawns.: 0.15. 10.00 ft 2.00% � .150012 50 in 1.76 min Pervious TC v 4.76 min''. ;Directly Connected CN Calc ,Description IS Area Sub cn Impervious surfaces (pavements, roofs, etc) 10.64 ac 148.00 E IDC Composited CN (AMC 2) 98.00 (Directly Connected TC Calc !Type Descri tion Len h Sloe Coeff Misc TT I yP .p T I p Sheet JIMP Smooth Surfaces.: 0.011 ,86.00 ft ,0.75% j0.0 2.50 in 1.80 min I'Directly Connected TC 1.80min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\NtayCreek\May Creek Documentation\MayCreek Onsite System new 5-27-04.doc Page 46 of 65 Record Id: M023 Design Method SBUH Rainfall type TYPE2 jHyd Intv 10.00 min Peaking Factor 1484.00 Abstraction Coeff 10.20 0.02 ac Pervios 2 DCIA '0.64 ac [ _u__ AMC Area_ ) �- -- P—e- ious CN 85.00 DC CN 18.00 Pervious TC 1.76 min ADC TC 11.80 min Pervious CN Cale Description iSu A ,Open spaces, lawns, parks (50-75% grass) J.0 a `185.00 I Pervious Composited CN(AMC 2) 85.00 Pervious TC Cale, iT p Description gth jSlope oeff Misc TT �. r r �;t;Short prairie grass and lawns.: 0.15 110.011.00% i0.150012.50 in 1.76 min' jPervious TC �1 76 min Directly Connected CN Cale Description ISubArea ;Su b cny j lImpervious surfaces (pavements, roofs, etc) 10.64 ac 198.00 ! DC Composited CN (AMC 2) 98.00 ,Directly Connected TC Cale j- - (Type ,Description ,Leg(Slope Coeff Misc TT (Sheet ,IMP Smooth Surfaces.: 0.011 86. 00 ft 10.75% 0.0110 2.50 in 11.80 min E (Directly Connected TC 1.80min i 1 1 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\,tilay Creek Documentation\iNlayCreek Onsite System new 8-27-04.doc Page 47 of 65 Record Id: M024 Design Method [SBUH IRainfall tYPa TYPE2 _ I Hyd Inty 10.00 min ,Peaking Factor . 1484.00 Abstraction Coeff0.20 ,Pervious Area (AMC 2) 10.02 ac DCIA 10.64 ac Pervious CN 185.00 DC CN Pervious TC j1.76 minDC TC 11.80 min Pervious CN Cale C Description [SubArea Sub cn Open spaces, lawns,parks (50-75% grass) 0.02 ac 85.00 "' ;Pervious Composited CN(AMC 2) 85.00 [Pervious TC Cale ;Type ;Description jLength ;Slope 'jCoeff jMi c TT 1 aSheet;Short prairie grass and lawns.: 0.151110.00 ft 122.00% 10.150012.50 in 11.76 min j IPervious TC 1.76 min ,Directly Connected CN Cale jDescription jSu Area Sub cn jImpervious surfaces (pavements, roofs, etc) [0.64 ac "98.00 ,DC Composited CN (AMC 2) 198.00 Directly Connected TC Cale T e Descri tlon � :ength_ �f�__ -_ � YP P � Length Slope €Coe f �Misc TT Sheet IMP Smooth Surfaces.: 0.011 j86.0:0.75% '0.10 ,2.5 1.8 n Directly Connected TC 1.80min O:\2004\FAPN'T-04-032\ENGR\SELOVE\IIYDRAULICS1.StormSHED\MayCreek\May Creek Documentation\MMayCreek Onsite System new 8-27-04.doc Page 48 of 65 Record Id: M025 Design Method SBUH ,Rainfall type ITYPE2 $yd Intv 110.00 min Peaking Factor 1484.00 ;Abstraction Coeff i0.2� 0 T� Pervious Area (AMC 2) ��0.02 ac IFDCIA 10.64 ac Perv>ous CN 85.00 DC CN ,98.00 E Pervious TC 1.76 min IDC TC 11.80 min Pervious CN Calc Description SubArea Sub cn Open spaces, lawns, parks (50-75% grass) 10.02 ac '85.00 ,Pervious Composited CN (AMC 2) 185.00 IPervious TC Calc i ype ;Description Length ;Slope Coeff imisc ITT ° Sheet Short prairie grass and lawns.: 0.15 10.00 ft;2.00/° 0.1500 ;0.00 in ;0.00 min','j 1 Pervious TC 1.76 min j jDirectly Connected CN Calc j!Description ISubArea Sub cn IlImpervious surfaces (pavements,roofs, etc) 0.64 ac 98.00 j DC Composited CN (AMC 2) 198.00 jDirectly Connected TC Calc T e Description iLen th� Sloe Coeff Misc TT YP �P ,� g P i I Sheet IMP Smooth Surfaces.: 0.011 186.f'0.75% 0.0110 0.00 in 0.00 min j _ I Directly Connected TC 11.80min O:\2004\FAPWT-04-032\ENGR\SELOVE\HVDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 49 of 65 Record Id: M026 IDesign Method ISBUH lRainfall type 1TYPE2 ,Hyd Intv 110.00 in Peaking Factor E484.00 -^ �T -{Abstraction Coeff 0.2 IPervious Area (AMC 2) �.02 ac M1DCIA 10.64 ac Pervious CN 5-.00 FIDC CN 198.00 IP� envious TC 1.76 min {DC TC i1.80 Pervious CN Calc TI I D pti escrion SubArea Sub cn Open spaces, lawns, parks (50-75% grass) IO62 ac85.00 Pervious Composited CN(AMC 2) 85.00 '(Pervious TC Calc �jT p Description �ngthSlope jC�_ oeff_!Misc� JTT� ,'Sheet ,Short prairie grass and lawns.: 0.15 510.00 ft!2.00/o '0.150012.0 11.76 min _--__�� IPervious TC 1.76 min' rI�irectly Connected CN Calc j,Description SubArea _ Sub cn !Impervious surfaces (pavements, roofs, etc) 198.00 f IDC Composited CN (AMC 2) 198.00 __ -- —__ �._..—:_�.--- ._— - __- ��j rectly Connected TC Calc j,jType Description ,Length ,Slope Coeff Misc TT ,' jSheetF IMP Smooth Surfaces.: 0.011 [86.0!0.75% 10.01 00 ';2.SO inln 1.80 min ff 1 'IDir y Connected TC 1.80m—in O:\2004\FAPWT-04-032\ENGR\SELOVEUIYDRAULICS\StormSHEDUI[ayCreek\May Creek Documentation\biayCreek Onsite System new 8-27-04.doc Page 50 of 65 Record Id: M027 Design Method ISBUH ;Rainfall type 1TYPE2 jHyd Inty 40.00 min jPeaking Factor ,48 0 Abstraction Coeff 10.20 Pervious Area (AMC 2) 0.02 ac DCIA0.64 ac IPervious CN 00 DC CN 198.00 ,Pervious TC 11.76 min JDC TC 10.81 min Pervious CN Calc ,Description SubArea 1Sub cn ;Op spaces,lawns, parks(50-75% grass) 10.02 ac j85.00 Pervious Comp osited CN (AMC 2) Pervious TC Calc 1'-----._e:_ —______--�--- �___:_��.__'___.. r jType Description jLength jSlope �Coeff �M c TT Sheet IShort prairie grass and lawns.: 0.15 10.00 ft j2.0 0.150012.50 in1.76 min Pervious TC ;1.76 min Directly Connected CN Calc ,Description SubArea �Su n !Impervious surfaces (pavements, roofs,etc) 0.64 ac 98.00 I IDC Composited CN (AMC 2) 98.00 a-- irectly Connected TC Calc Type IDescription FL ;Slope jCoeff Misc TT Sheet JIMP Smooth Surfaces.: 0.011 186.00 ft 15.44% 110.0110 2.50 in 10.81 min FDirectly Connected TC 10.81min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED4YIayCreek\May Creek Doe umentation\,NlayCreek Onsite System new 8-27-04.doc Page 51 of 65 Record Id: M028 Design Method SBUH Rainfall type ITYPE2 Hyd Inty 10.00 min ;Peaking Factor 1484.00 'Abstraction Coeff 10.2 ;Pervious Area (AMC 2) C0.02 ac IBCIA 10.64 ac rvious CN 85.00 IDC CN 98.00 Pe Pervious TC 1.76 min �DC TC 1.10 min Pe� rvious CN Calc Description jSubArea [Sub cn ,Open spaces, lawns, parks (50-75% grass) 10.02 ac 85.00 iP ous Composited CN (AMC 2) 85.00 Pervious TC Ca lc iT p e cripti!on iLe g!Slope Coeff jM c TT 1 1 Sheet Short prairie grass and lawns.: 0.15 i10.0 12.00% 0.1500 2.50 in 11.76 min J]P irve ous TC 11.76 min ■ iDirectly Connected CN Cale E' Description ISubArea, Sub cn ! JImpervious surfaces (pavements, roofs, etc) 10.64 ac ;198.00 I DC Composited CN (AMC 2) 98.00 ;Directly Connected TC Cale —-- ,Type Description .Length iSl p Coeff Mlsc TT j ,Sheet IIMP Smooth Surfaces.: 0.011 125.00 ft 15.44°0/ 0. 10 10 2.50 in [1.10 min i Directly Connected TC 1.10min ! O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\Nlay Creek Doc u mentation\MayCreek Onsite System new 8-27-04.doe Page 52 of 65 Record Id: M031 Design Method ISBUH Rainfall type TYPE2 ,lHyd Intv 10.00 min ---Peaking Factor 484.00 Abstraction Coeff 10.20 '[Pervious Area (AMC 2) �0.05 ac `1DCIA 10.18 ac Pervious DC CN 98.00 [Pervious TC 11.76 min FDC TC 1.10 min PPervious CN Calc (Description SubArea ISOcn Open spaces, lawns, parks (50-75% grass) ;r0.05 ac '[85.00 Pervious Composited CN (AMC 2) 185.00 'Pervious TC Calc I'Type!Description �L g '[Slope Coeff ;jW isc�ITT I i Sheet :Short prairie grass and lawns • 0.15 110.0 i2.00% 0.150012.0 11.76 min' ! ,Pervious TC 11.76 mini j Directly Connected CN Calc llbescription SubA-re a Sub cn i '!Impervious surfaces (pavements, roofs, etc) 10.18 ac 198.00 �;DC Composited CN (AMC 2) '[98.00 'Directly Connected TC Calc '[Type !Description L ; l pff ength 1Coe Misc TT h et !IMP Smooth Surfaces.: 0.011 125.00 ft 15.4 10.01 00 F2.5 n 1.10 min !;Directly Connected TC O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRACLICS\StormSHED\MayCreek\Nlay Creek Documentation\,%IayCreek Onsite System new 8-27-04.doc Page 53 of 65 Record Id: M032 Design Method SBUH Rainfall type ITYPE2 'Hyd Intv ,1 min Peaking Factor 1484.00 F ;Abstraction Coeff 10.20 Pervious Area AMC 2 6.05 ac ;DCIA 10.18 ac r Pervious CN 85.00 DC CN ;98.00 jPervious TC 1.76 min DC TC i1.10 min Pervious.-_CN____C-__a�lc —._ ___-_- _.�: �___- :--------- ,Description (SubArea Sub cn [open aces, lawns, parks (50-75% grass) 0.05 ac 185.00 jPervious Composited CN (AMC 2) `85.00 Pervious TC Cale Type Description Length jSlopeCoeff IMisc TT _ _ _ Sheet ,Short prairie grass and lawns.: 0.15 10.0;2 00% j0. O51 012.50 in 1.76 min' _ Pervious TC 1.76 min Directly Connected CN Cale Descrlption SubArea 'Sub 4. jImpervious surfaces (pavements, roofs,etc) 0.18 ac _ 98.00 1DC Composited CN (AMC 2) 98.0 0 A ,FDlrectly Connected TC Cale �_ TY Type Description Length jSlope toeff Misc �TT Sheet IMP Smooth Surfaces.: 0.011 125.00 ft 15.44% 10.0110 ,2.5 n 11.10 min Directly Connected TC —� 1.10min O:\2004\FAPWT-04-032\ENGR\SELOVEM'V'DRAL'LICS\StormSHED\MayCreek\tNlay Creek Documentation\NlayCreek Onsite System new 8-27-04.doc Page 54 of 65 Record Id: M033 ,Design Method ISBUH Rainfall type ITYPE2 Hyd Intv 110.00 min jPeaking Factor ,484.0 Abstraction Coeff 10.20 Pervious Area AMC 2 0.05 ac DCIA '0.14 ac Pervious CN 85.00 DC CN98 Pervious TC �6 min IDC TC 1,110 min IPervious CN Calc Description ISubArea Sub cn Open spaces, lawns, parks (50-75%grass) 10.05 ac 185.00 (Pervious Composited CN(AMC 2) 85.00 jPervious TC Calc ,jT p"Description jL g h ;Slope Coeff 'Misc ITT ,Sheet Short prairie grass and lawns.: 0.15 10.00 ft,a2.0 0.1500 i2.50 in 1.76 min (� Pervious TC 11.76 min IDirectly Connected CN Calc I [Description iSubArea Sub cn 'Impervious surfaces (pavements, roofs, etc) 10.14 ac ,98.00 iDC Composited CN (AMC 2) 98.00 FDirectly Connected TC Calc i T e Descrl tion Len h Sloe iCoeff Misc TT YP �P � Irt I P �� _. ,Sheet [IMP Smooth Surfaces.: 0.011 125.00 ft ,5.4 0.01102.50 in i1.10 min I bireectly Connected TC 1.lOmin O:\2004\FAPWT-04-032\ENGR\SELOVE\HY'DRAtiLICS\StormSHED\DlayCreek\flay Creek Documentation\ IayCreek Onsite System new 8-27-04.doc Page 55 of 65 Record Id: M034 Design Method I§BUH ;Rainfall type fTYPE2 Hyd Intv IPeaking Factor '484.00 Abstraction Coeff j0.20 Pervious Area A-- 10.24 ac Pervious CN 85.00 - ��DC CN 198.00 'Perviouss TC 11.76 min �DC TC 1.74 min ;Pervious CN Cale ;Description SubArea Sub cn 1pen spaces, lawns, parks (50-75% grass) 0.10 ac 185.00 jPervious Composited CN (AMC 2) ,85.00 1 Pervious TC Cale #Type Description Length Slope ' Coeff 'Misc IT p g lawns.: 0.15 j 10.f 12.00% 0.150012.50 in '1.76 min Sheet Short rairie grass and law Pervious TC 11.76 min [Directly Connected CN Cale _ ;Description SubArea Sub cn f .,Impervious surfaces (pavements, roofs,etc) 10.24 ac ��8.00 I JDC Composited CN (AMC 2) 98.00 FDirectly Connected TC Calc r_:�_ .._. Type Description :Length !Slope Coeff Misc ITT jS t IMP Smooth Surfaces.: 0.011 1221.83 (5.4 0.0110 '2.50 in 1.74 min Directly Connected TC (1.7 n O:\2004\FAPWT-04-032\ENGR\SELOVE\Hl DRAULICS\StormSHED\MayCreek\ lay Creek Documentation\.tilayCreek Onsite System new 8-27-04.doc Page 56 of 65 Record Id: M035 Design Method SBUH Rainfall type 1TYPE2 Hyd Intv 10.00 min Peaking Factor �484.00 —� [7 Abstraction Coeff 10.20 ac C !0 IPervious Area (AMC 2) 0.10 ,DCIA .17 ac Pervious CN 85.00 IDC CN 198.00 Pervious TC —;1.76 min DC TC 11.74 min Pervious CN Calc Description ISubArea Sub cn Open spaces, lawns, parks (50-75%" grass) O.lO ac 185.00 Pervious Composited CN (AMC 2) 185.00 p ervious TC Calc tT p ,Description jLength,'Sl p Coeff Misc �ITT ,S t;Short prairie grass and lawns.: 0.15 10.00 ft 2.00%/a 0.1500 12.50 in ,1.76 min ; Pervious TC 1.76 min ` Directly Connected CN Calc t, jD c iption SubArea Sub cn , Impervious surfaces (pavements, roofs, etc) 0.17 ac 198.00 J DC Composited CN (AMC 2) 198.00 Directly Connected TC Calc Type escription Length iSl 'Coeff D Misc TT Sheet JIMP Smooth Surfaces.: 0.011 �21.83 ft 15.44// 0.0110 2.50 in 1.74 min Directly Connected TC 1.74min O:\2004\FAPV1'T-04-032\ENGR\SELOVEUHYDRAULICS\StormSHED\NlayCreek\:stay Creek Doeumentation\NlayCreek Onsite System new 8-27-04.doc Page 57 of 65 Record Id: M036 Design Method SBUH Rainfall type TYPE2 Hyd Intv 10.00 min 'Peaking Factor ;484.00 — lAbstraction Coeff 0.20 Pervious Area (AMC 2) 0.10 ac DCIA 1,0.14 ac Pervious CN 85.00 ADC CN 8 00 Pervious TC 11.7 min DC TC 10.94 min Pervious CN Calc # Description SubArea Sub cn 'Open paces, lawns, parks (50-75% grass) ;'0.10 ac 85.00 Pervious Composited CN (AMC 2) 85.00 Pervious TC Calc (' n_-___.__.. Type Description 'Length aSl p Coed EMlsc TT jS t;Short prairie grass and lawns.: 0.15 10.00 ft 12.0 0.1500 2.50 in ;1.76 Pervious TC 1.76 min 'Directly Connected CN Calc �cnDescription ''.SubArea ,Sub cn „1 'Impervious surfaces (pavements, roofs, etc) [0.14 a 198.00 i IDC Composited CN(AMC 2) 98.00 Directly Connected TC Calc I ITT p(Description Length ;Slope Coeff Misc TT S t IMP Smooth Surfaces.: 0.011 j92.30 ft 5.44% 0.0110 2.10 in .94 min Directly Connected TC0.94min O:\2004\FAPWT-04-032\ENGR\SELOVEUHYDRAULICS\StormSHED\NlayCreek\Ylay Creek Documentation\,YlayCreek Onsite System new 8-27-04.doc Page 58 of 65 Record Id: M037 IDesign Method ISBUH Rainfall type iTYPE2 Hyd Intv 10.00 minPeaking Factor 1484.00 —Y� jAbstraction Coeff 10.20 Pervious Area (AMC 2) 0.10 ac �DCIA j0.24 ac Pervious CN 85.00 DC CN 98.00 __ Pervious TC 1.92 min TC 1.22 min Pervious CN Cale (Description SubArea (Sub Open spaces,lawns,parks (50-75% grass) 10.10 ac 185.00 Pervious Composited CN (AMC 2) 85.00 r Pervious 1 TC Calc YaP 'Description _. 'Length�h , l , �Coe � TT i S t,Short prairie grass and lawns.: 0.15 E10.00 ff 2. 0.1500 j2.10 In 1.92 min Pervious TC `1.92 mini iDirectly Connected CN Cale 'Description ISubArea Sub en :(Impervious surfaces (pavements, roofs, etc) 0.24 ac98.00 DC Composited CN (AMC 2) 98.00 iD><rectly Connected TC Calc Type Description Length— Slope CoeffMisc TT [Sheet,IMP Smooth Surfaces.: 0.011 128.44 ft i5.44% 0.0110 ;2.10 in 1.22 min Directly Connected TC 11.22 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\,NlayCreek\,Niay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 59 of 65 Record Id: M038 Design Method SBUH T Rainfall type !TY E2 Hyd Intv 110.00 min IPeaking Factor '484.00 !Abstraction Coeff 10.20 .Pervious Area (AMC 2) F0.10 ac— (DCIA 10.14 ac Pervious CN 185.00 DC CN €98.00 1Pervious TC �11.6 in DC TC 11.74 min . .. _ - 1'Pervious CN Cale Description -,Sub a Sub cn Open spaces,lawns, parks (50-75% grass) 0.10 ac85.00 Pervious Composited CN (AMC 2) 185.00 Pervious TC Cale jT p;Description ,Length Slope FCoeff `Misc ITT Sheet Short prairie grass and lawns.: 0.15 10.00 ft 12.00% 10.1500 2.50 in 11.76 {Pe�ious TC _ 11.76 min'. Directly Connected CN Calc Description SubArea w'Sub cn j Impervious surfaces (pavements, roofs,etc) 0.14 ac 198.00 ' ID Composited CN (AMC 2) j98.00 Directly Connected TC Calc `I ShYePTe tDescription [Length I[Sllo-P-e-�,Coeff Misc T IMP Smooth Surfaces.: 0.0_11221.83 ..ft 5.44% 0.0110 2.50 in 11.74 min II Directly Connected TC 11.74min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\N1ayCreek\:Nlay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 60 of 65 Record Id: M039 ITYPE2 �J Design Method SBUH � Rainfall type i � _ Hyd Intv 10.00 min jPeaking Factor 484.00 _ _ Abstraction Coeff l0.20 Pervious Area (AMC 2) 10.10 ac {DCIA _ 10.14 ac ,Pervious CN 85.00 DC CN 198.00 6. ,_ — — Pervious TC -�1.76 min DC TC 11.74 min _._ _ _ . _ Fiervious CN Calc Description jSubArea Sub cn 10pen spaces,lawns, parks (50-75% grass) 10.10 ac 185.00 jPervious Composited CN (AMC 2) 85.00 ' jPervious TC Cale T p Description ile g'Slope oeff Misc JTT Sheet'iShort prairie grass and lawns.: 0.15 10.00 ft 2.0 0.1500 2.50 in 11.76 min g j � F . Pervious TC 11.76 min ,Directly Connected CN Calc 1,FDescription ISubArea, Sub cn Impervious surfaces (pavements, roofs, etc) '....�014 ac 98.00 JDC Composited CN (AMC 2) 98.00 iDirectly Connected TC Calc T e Descri tion Le i p •p � ngth Slope ';Coeff Misc ITT Sheet IMP Smooth Surfaces.: 0.011 221.83 ft 5.44% 0.0110 2.50 in 11.74 min IFDirectly Connected TC - 1.74min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\blayCreek\;Nlav Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 61 of 65 Record Id: M040 Design Method ISBUH lRainfall type 'TYPE2 Hyd Intv f 10.00 min Peaking Factor 484.00 Abstraction Coeff „0.20 IPervious Area (AMC 2) �0.10 ac-- DCIA j0.14 ac Pervious CN 85A0 IDC CN 198.00 Pervious TIC i 1.7 m nDC TC ! — in �---- Pervious CN Calc Description SubArea Sub cn v Open spaces, lawns, parks (50-75% grass) 0.10 ac 'Pervious Composited CN (AMC 2) 85.00 Fiervious TIC Calc Type ;Description jLength Slope �C f;Misc ,TT Sheet;Short prairie grass and lawns.: 0.15 i10.00 ft 12.00% 0.1500 2.5?1.76 min 3 Pervious TIC 1.76 min 11 I ;Directly Connected CN Calc Description jSubArea Sub cn jImpervious surfaces (pavements, roofs, etc) 10.14 ac 198.00 ;DC Composited CN (AMC 2) �8�-001 !I irectly Connected TIC Calc Type Description Length jSl ;Coeff Misc iT T 1S t JIMP Smooth Surfaces.: 0.011 221.83 ft „5.44% 0.0110 2.50 in 1.74 min ;jDirectly Connected TC _ Fl.74min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\i�lay Creek Docu men tation\;�fayCreek Onsite System new 8-27-04.doc Page 62 of 65 Record Id: M043 Design Method ISBUH , Rainfall type ITYPE2 Hyd Intv 110.00 min Peaking Factor 1484.00 jAbstraction Coeff 10.20 Pervious Area (AMC 2) ,0.1 ac DCIA 10.14 ac ,Pervious CN 85.00 JDC CN „98 00 r Pervious TC 11.76 min 1DC TC 1.74 min Pervious CN Calc T Description !SubArea jSub cn� Open spaces, lawns, parks (50-75% grass) 0.10 ac 85.00 Pervious Composited CN (AMC 2) (85.00 "Pervious TC Calc I IType 'Descri'Description ' n th Slo a Cff c ILe oe p g ":.TT .. _ ! P 'Sh Short prairie grass and lawns.: 0.15 10.00 ft 2.00% 0.1500 0.0 0.00 min' Pervious TC 11.76 min Directly Connected CN Calc r ''Description SubArea —[Sub `) jImpervious surfaces (pavements, roofs, etc) 0.14 ac 98.00 IUD- Composited CN(AMC 2) 198.00 Directly Connected TC Calc Type jDescriptionLe h Slope 'Coeff Misc �T T Y` Sheet iIMP Smooth Surfaces.: 0.011 221.83 ft 15.44% 0.0110 0.00 in 0.00 min Directly Connected TC 11.74min O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\iMayCreek Onsite System new 8-27-04.doc Page 63 of 65 Layout Hydrographs Hydrograph ID: OUTFALL -25 year ;Area 13.7214 ac (Hyd Int 10.00 min Base Flow IPending tt translation 16.08 min !Peak 11.3840 cfs Peak Time 17.83 hrs jHyd Vol 13.6529 acft� (Time(hr) Flow (cfs) Time(hr) Flow (cfs)' Time (hr) Flow (cfs) 10.67 ;0.0229 8.67 9446 46.33 11.4560 �0.83 10.1231 8.83 i3.7147 16.50 �1.4539 1.00 0.2403 !9.00 � 3.81 8 _ 16.67 1.4556 4.17 A.3739 1.17 , 3.0801 46.83 1.4552 1.33 0.4936 _ `9.33 ,2.7380 47.00 µ 1.4559 _ 4.50 ' A.5675 9.50 [2.9076 47.17 1.3839 ;1.67 0.6778 9.67 2.6149 17.33 1.3477 1.83 10.7581 9.83 1.5534 117.50 1.3652 2.00 0.8080 10.00 "25830 17.67 11.3571 ! _ 2 17 �0 9028 1017 12.3609 17.83 1.3616 2.33 0.9684 10.33 '12.2595 18.00 1.3596 2.50 0.9989 10.50 12.3104 1817 1.2889 2.67 j1.0376 10.67 2.1455 18.33 1.2518 2.83 1.0650 10.83 2.0873 18.50 11.2698 3.00 1.0922 11.00 2.1160 18.67 ?1.2612 3.17 11.1144 11.17 2.0331 48.83 � 1.2659 _ 3.33 1.1350 11.33 10045 '19.00 1.2638 _.. 3.50 11.1527 311.50 Ii0196 19.17 1.1930 �3 67 11.2248 11.67 1.9426 19t33 11557 '3.83 1.2738 11.83; 1.9107 19.50 �1.1737 4.00 1.2813 12.00 1.9271 19.67 1.1651 4.17 1.4204 12.17 L8491 19.83 1.1698 4.33 14946 42.33 1.8174 20.00 1.1676 _ 4.50 ��1.4878. 12.50 �1.8 5 ---------- _ i 20.17 1.1691 4.67 1.6364 12.67 1.7554 20.33 1.1685 4.83 J-7086 12.83 ;1.7234 20.50 11.1691 5.00 1.7012 13.00 111.7394 10.67 14.1690 ! 5.17 1.8521 13.17 �1.7327 20.83 4.1693 W.. ____ �__-- _ _ '5.33 E1.9253 13.33 1.7371 21.00 `1.1694 5 50 '1.9156 13.50 4.7358 .21.17 1.1696 O:\2004\FAPWT-04-032\ENGR\SELOVE\HYDRAULICS\StormSHED\MayCreek\May Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 64 of 65 5.67 , 2 069 Y & 1.6 8 _ 1.1698 . s 3.83 2.1424 1.6294 : 1.1699 j6 00j2.1310 �1.6475 11.1701 17 �2.4152 .�... :_. . , (1.6394 ____.� I� 1703 _ - -- -- �_ 6.33 I2.5554 ,�1.6444 lm 1.1704 , H _ G.50 i2.5138 .._._ �1.6426 ,x 1.0981 - �� 1.5725 22.33 1.0614 6.6? "� -2.9501 6.83 i3.1537 1.5358 2.50 - 4.0790 7 00-'- [3.0859 � v�i�� F1.5539 �2.67 1.0705 7.17 t'F3.6117 11.5456 F2i83� �1.0750 1' 7 33 3.8480 1.5505 � ..00 10728 7 50 13.7681 IS SQ �1.5486 1,23.17 11.0742 7.67 8.8001 15.67 1.4784 0.33 1.0736 1.83 83 11.3840 45.83 83 1 1.441423.50 1.0742 j23.67 E 1.0740 8.00 110.3127 16.00 11.4595 $.17 1,6.7777 16.17 j 1.4511 23.$3 . ;1.0743 � 33 4 3905 E16.33 1.4560 4a ;1.0743 S.50 15.5580 46.50 14539 4.17 10.2765 Licensed to: BERGER/ABAM Engineers Inc. O:\2004\FAPWT-04-032\ENGR\SELOVE\HI'DRAL'L[CS\StormSHED\NlayCreek\ lay Creek Documentation\MayCreek Onsite System new 8-27-04.doc Page 65 of 65 A � W � a � c� a� o W ��' 3M 11■ DRAFT June 16, 2004 City of Renton c/o Berger/ABAM, Inc. 33301 —9th Avenue South, Suite 300 Federal Way,Washington 98003 Attention: Gary L. Phillips, PE Subject: Corridor Level Environmental Reconnaissance Study Duvall Avenue Northeast Improvements Renton, Washington File No. 0693-058-01 INTRODUCTION This report presents the results of our environmental services for the Duvall Avenue Northeast Improvements project. The project consists of improvements to the existing Duvall Avenue Northeast roadway between Sunset Boulevard (SR 900) and Southeast 100`s Street in Renton, Washington and widening and realignment of the roadway between Southeast 1001h Street and Southeast 951s Way in unincorporated King County. Duvall Avenue Northeast becomes Coal Creek Parkway within the King County portion of the project alignment. The project location is shown on the Vicinity Map,Figure 1. Our understanding of the project is based on information provided by Berger/ABAM Engineers, Inc. and the City of Renton through telephone conversations, email and project meetings. The purpose of our services was to complete a screening level evaluation of recognized environmental conditions for 45 parcels located along the alignment to evaluate the potential presence of hazardous substances from on, or off-site sources that may affect long term liability related to parcel ownership and/or impacts during construction. We understand that typically a strip of property approximately 15 to 20 feet wide will be acquired from each parcel along the roadway alignment. Approximately, 7 parcels will be acquired in their entirety. The 45 parcels that we evaluated are shown in Figure 2. Our services have been provided in accordance with our contracts with Berger/ABAM Engineers, Inc. The contract for the City of Renton portion of the alignment was executed on October 1, 2003. The contract for the King County portion of the alignment was executed on October 2, 2003. PROJECT DESCRIPTION The Duvall Avenue Northeast Improvement project consists of developing the roadway to City of Renton minor arterial design specifications between Sunset Boulevard and Southeast 95"' Way. This project will require acquisition of right-of-way for parcels located along the alignment. We understand that the roadway improvements will expand the existing two-lane road into a four-lane roadway with median, turn and bike lanes, improved lighting, signage and signalization, curbs, City of Renton and Berger/ABAM DRAFT June 16, 2004 Page 2 gutters and sidewalks. Associated improvements will include storm drainage enhancements and possible wetland mitigation. New embankments and/or retaining walls are to be included along the realigned portions of the project between Southeast 100`h Street and Southeast 95`'Way. Based on cross-sections provided by Berger/ABAM, the widened roadway section within the City of Renton right of way will consist of 4, 11-foot wide travel lanes, a 12-foot wide center turn lane, a 5-foot wide bike path along each curb and 61/z-foot wide sidewalks. The roadway section within the King County right of way will be the same as for the City of Renton section except that the center turn lane will be replaced with an 8-foot wide median. GeoEngineers completed geotechnical engineering services in support of the roadway expansion construction. The results of our geotechnical services are presented in a separate report. SCOPE OF SERVICES Our scope of services for this study consisted of the scope items outlined in the City of Renton contract document, Exhibit B, dated June 5, 2003. Our study was a screening level study only. Although elements common to a Phase I Environmental Site Assessment (ESA) were evaluated, this study does not constitute an ASTM Standard E1527-00 Phase I ESA. Follow-up Phase I ESAs or other evaluation including soil and groundwater testing for individual parcels will require a supplement to the contract. The specific scope of services completed for this study include the following: 1. Review the results of a federal, state and local environmental database search provided by a subcontracted environmental data service for listings of known or suspected environmental problems at the site or nearby properties within the search distances specified by ASTM. 2. Review historical aerial photographs, fire insurance maps, city directories, chain-of-title reports, and tax assessor records, as available and appropriate, to identify past development history on and adjacent to the 45 parcels relative to the possible use, generation, storage, release or disposal of hazardous substances. Attempt to identify uses of the site from the present to the time that records show no apparent development of the site, or to 1940,whichever is earlier. 3. Conduct a visual reconnaissance of the site (45 parcels) and adjacent properties to identify visible evidence of potential sources of contamination. 4. Provide a letter report summarizing the results of the study. Discuss the project activities including a table ranking the parcels (low, moderate,high)by their potential for contamination from either onsite or offsite sources. Our scope of services did not include an ASTM Standard E1527-00 Phase I ESA, an environmental compliance audit, an evaluation for the presence of lead-based paint, toxic mold, termite damage, polychlorinated biphenyls (PCBs) in light ballasts, radon, lead in drinking water, asbestos-containing building materials or urea-formaldehyde foam insulation in on-site structures. Soil, surface water or groundwater sampling and chemical analysis, were not included as part of this scope of services. G e o E ❑ g i n e e r s File No. 0693-058-01 City of Renton and Berger/ARAM DRAFT June 16, 2004 ' Page 3 SUMMARY OF FINDINGS GeoEngineers reviewed historic tax assessment records obtained from Puget Sound Archives dated from the 1940s to 1970s, historic aerial photographs dated from 1936 to 2000 and historic Kroll maps dated 1936, 1958 and 1971. We reviewed City Directories dated 1964, 1970 and 1975, however, the site parcels either were not listed or the directories did not provide a business name associated with the address. Additionally, there was no coverage in this portion of King County and City of Renton for Sanborn fire insurance maps. In April and May 2004 we reviewed chain-of-title reports for each parcel that were provided by the City. Historic tax assessment records and aerial photographs are presented in Attachment A. Kroll maps and chain-of-title information is on file at GeoEngineers or with the City of Renton. GeoEngineers reviewed the search results of pertinent environmental regulatory lists and databases for current or previous facilities listed at addresses located within ASTM-specified distances from the subject site. The information we reviewed was provided by a subcontracted regulatory list search service, Environmental Data Resources (EDR). The EDR report is presented in Attachment B. The report includes details regarding the listed facilities identified and maps showing the approximate locations of the listed facilities relative to the site. We conducted reconnaissance site visits on April 10, April 11 and May 6, 2004. A summary of our research and site reconnaissance is presented in Table 1. In general the project site is located in a residential area. Heating oil underground storage tanks (USTs) and aboveground storage tanks (ASTs) were identified with many of the residences within the study area. Based on the information that we reviewed and our site reconnaissance, there was no evidence of commercial activity within the study area with potential for environmental issues/impacts. This includes parcels with "evidence of service stations, battery shops, chemical establishments; those with storage tanks or drums present; or those with strong pungent or noxious odors" as stated in the contract scope. Two adjacent properties, located south and southeast of the study area, may have the potential to impact the project. An ARCO service station was identified about 150 feet south of the project area (south of GeoEngineers map ID number 1, see Figure 2). The Washington State Department of Ecology's (Ecology's) Leaking UST list indicates that this site has contaminated soil and is awaiting cleanup. A former 7-11 service station located about 150 feet southeast of the project area (southeast of GeoEngineers map ID number 1, see Figure 2) was identified in the EDR report. The former 7-11 service station site is listed as being cleaned up and received a no further action determination from Ecology. No other evidence of known or suspect environmental conditions was identified. Additional summary details are outlined in Table 1. SCREENING AND RANKING CRITERIA Each parcel was ranked low, medium or high based on its relative potential for the presence of hazardous substances in soil or groundwater. The relative rankings are outlined in Table 1. The following criteria were used to rank the environmental risk relative to each site: ' G e o E n g i n e e r s File No. 0693-058-01 City of Renton and Berger/ABAM DRAFT June 16,2004 1 Page 4 ' • The presence of Recognized Environmental Conditions (RECs) as defined in ASTM E-1527-00. RECs are defined as "the presence or likely presence of any hazardous substances or petroleum products on a property under conditions that indicate an existing release, a past release:, or a material threat of a release of any hazardous substances or petroleum products into structures on the property or into the ground, groundwater or surface water of the property. The term includes hazardous substances or petroleum products even under conditions in compliance with laws. The term is not intended to include de minimis conditions that generally do not present a material risk of harm to public health or the environment and that generally would not be the subject of an enforcement action if brought to the attention of appropriate governmental agencies." • The presence of any USTs or ASTs. • Historic property ownership or activities that may have been, or are suspected to have been, sources of hazardous substances. • The presence of recognized environmental conditions and/or current or past businesses on adjacent properties that may have impacted one or more of the subject parcels. • The May site reconnaissance was conducted to measure the distance between residences and Duvall Avenue. This was completed because the historic tax records and site reconnaissance identified heating oil USTs on many parcels with residences. For the purposes of this screening evaluation, any residence located within a distance of 50 feet of the edge of the existing roadway pavement that had, or was suspected to have, a UST or AST would be considered a parcel of concern. Any residence with a UST greater than 50 feet from the right of way expansion would be considered a low to moderate risk. CONCLUSIONS AND RECOMMENDATIONS ' The potential for soil and groundwater contamination within the project boundary is low with the following exceptions: At least 16 of the 45 parcels have USTs or ASTs based on our study results. The following six parcels received a high ranking in Table 1 because a residence with a UST or AST was within 50 feet of the existing road; GeoEngineers parcel ID numbers 1, 8, 19, 20, 39 and 40. o Recommendation: If a significant release occurred from one of these tank systems, it is possible that soil and/or groundwater could be impacted within the project area. We recommend that either (1) a soil handling and disposal plan be incorporated into construction planning and that contingencies be included in the construction budget to accommodate soil sampling and testing, excavation monitoring and contaminated soil transport and disposal. Or, (2) soil and possibly ' groundwater testing (for petroleum hydrocarbons) be completed in the portion of these six parcels that will be acquired prior to construction to evaluate the potential presence of petroleum ' contamination and end use options for excavated soil. • Ten parcels received a moderate ranking because they contained or were suspected to contain USTs or ASTs, but were located at distances greater than 50 feet from the existing road; GeoEngineers G e o E n g i n e e r s File No. 0693-058-01 ' City of Renton and Berger/ABAM DRAFT June 16, 2004 Page 5 parcel ID numbers 2, 3, 4, 5, 6, 7, 29, 31, 35, and 44. The remaining 29 parcels received a low ranking. o Recommendation: It is unlikely that releases from these tank systems, if any, would impact the ' project because of the distance of these tank systems from the project site. We do not recommend any additional action to evaluate these parcels, including the parcels ranked low, with the possible ' exception of parcel 29 as described below. • An ARCO service station and a former 7-11 service station are located about 150 feet south and southeast of the project site, respectively. Although the 7-11 site received a no further action clearly ' determination from Ecology, it is our opinion that petroleum releases at this station, as well as documented petroleum releases at the ARCO station, have contaminated soil and/or groundwater at _ the south end of the project site. The potential for contamination from these service stations is highest for GeoEngineers parcel ID number 1 because it is located closest to these service station sites. ' o Recommendation: We recommend that additional research (such as an Ecology file review) be completed to identify the magnitude of the releases at each of these sites. Alternatively, soil and ' possibly groundwater testing could be conducted in the vicinity of parcel 1. • We evaluated the geologic logs for the 16 borings that GeoEngineers completed for geotechnical engineering purposes for fill type and thickness. Fill was concentrated in 7 out of 16 borings. The fill generally consists of silty sand and gravel. No petroleum odors or visibly stained soil were noted by our field engineer during drilling activities. In our opinion, the potential for uncontrolled and ' contaminated fill used within the project site appears low. o Recommendation: No further action is warranted related to the fill. • We understand that there are seven parcels (23, 24, 25, 26, 28, 29 and 30 shown in Figure 2) that will ' be acquired in their entirety. One of these parcels, 29, had documented evidence of a UST. The remaining six parcels appear to be sparsely or completely undeveloped. ' o Recommendation: We recommend that the City conduct an ASTM Standard Phase I ESA for these parcels to evaluate long term environmental liabilities with site ownership. Conducting a Phase I ESA would establish one of the key elements of the "innocent land owner defense" should contamination,caused by prior land owners or others,be encountered after purchase of the property. LIMITATIONS We have prepared this report for the exclusive use of The City of Renton, Berger/ABAM Engineers ' and their authorized agents for the Duvall Avenue improvements project located in Renton,Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted environmental practices in this area at the time this report was prepared. No warranty or other conditions,express or implied, should be understood. G e o E n g i n e e r s File No. 0693-058-01 City of Renton and Berger/ABAM DRAFT June 16,2004 Page 6 ' Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to Attachment C, titled Report Limitations and Guidelines for Use, for additional information pertaining to use of this report. ' Pl ease contact us if you have any questions related to this report. Respectfully submitted, GeoEngineers, Inc. James G. Roth, LHG Senior Project Manager David A. Cook,LG Associate ' JGR:DAC:ab REDM:\OI\Finals\069305801 R.doc Attachments: Table 1 —Historical Site Summary, Duvall Avenue/Coal Creek Parkway Widening Project Figure 1 —Vicinity Map ' Figure 2—Site and Surrounding Properties Attachment A—Selected Historical Resources Attachment B —EDR Report Attachment C—Report Limitations and Guidelines for Use Eight copies submitted Copyright°2004 by GeoEngineers,Inc. All rights reserved. G e o E n g i n e e r s File No. 0693-058-01 DRAFT TABLE 1 HISTORICAL SITE SUMMARY DUVALL AVENUE/COAL CREEK PARKWAY WIDENING PROJECT CITY OF RENTON RENTON, WASHINGTON GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin ° ' #t Number Owner Site Address and 5/6/04) Chain of Title2 and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources (EDR) Re ort3 Low Moderate High 1 5169700129 Charles and Karen 10733 138th Ave SE Tax related business office No environmental conditions Oil Furnace(1943)-Archives Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X Grass (transformed from a house). noted on the chain of title apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the Possible UST,based on document for this property. residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. ' observation of a pipe, the presence of did not provide a name typical of a UST vent pipe, environmental associated with the address. located on the southwest conditions on the comer of the building. The property ' possible UST is approximately 50 feet from Duvall Ave. The house itself is approximately 23 feet to the edge of the ' pavement of Duvall Ave. 2 3450000010 William Merriman 10715 138th Ave SE Residence with house and Renton Mill Co.(1908), Stove Heat(possible oil- Undeveloped in 1936.First No Site Coverage for City directories for the sate are Site parcel and adjacent X ' parking garage. House is Seattle/Issaquah Elec.RY(1909), 1949)improvement burned apparent development as a Sanborn Maps. Kroll limited. The site parcel wither properties are not listed on the located approximately 63 Lake Wash Mill Co.(1910), in 1950-Archives residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. feet from the edge of the Interlake Logging Co.(1916), the presence of did not provide a name pavement of Duvall Ave. Weyerhaeuser Timber Co.(1936), environmental associated with the address. ' PSPBL(1941,1942,1959, 1974, conditions on the 1978, 1979)Northern Pacific property Railway Co.(1942),Humble Oil& Refining Co.(1969, 1970),Kohl ' Excavating Inc.(1973, 1977, 1978), ' 3 5169700137 Larry and Kathleen 10703 138th Ave SE Residence with House and No environmental conditions Stove Heat(possible oil- Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Powell garage. Possible UST, noted on the chain of title 1943)-Archives apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the based on observation of a document for this property. residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. pipe,typical of a UST vent the presence of did not provide a name pipe,located on the west environmental asciated with the address. side of house. The possible conditions on the UST is located property approximately 75 feet from the edge of pavement of Duvall Ave. 4 5169700141 Charles Cooke 13642 SE 107th St Shared asphalt driveway for Weyerhaeuser Timber Co.owned Stove Heat(possible oil- Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X ' residential purposes. The property from at least 1936 to 1943)-Archives apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the street is named SE 107th about 1945. The land was logged residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. Street. by Weyerhaeuser the presence of did not provide a name environmental associated with the address. conditions on the property 069305801 Tt.xls June 15,2004 Page 1 of 8 GeoEngineers, Inc. DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs(1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin 4 #t Number Owner Site Address and 5/6/04) Chain of Title and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975` Resources(EDR) Re ort3 Low Moderate High 5 5169700142 Stewart Harrison 10625 138th Ave SE Residence with attached No environmental conditions Stove Heat(possible oil- Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X parking garage and noted on the chain of title 1943)-Archives apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the unattached storage tent and document for this property. residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. shed. The tent stores the presence of did not provide a name miscellaneous car environmental associated with the address. ' maintenance supplies(ie conditions on the cans of oil,window cleaner property and small gasoline generator). We were unable to observe contents within the shed. The house is located approximately 62 feet from the edge of the ' pavement of Duvall Ave. 6 5169700140 John Tharp 1803 Duvall Ave NE Residence with small trailer Oil Furnace(1943) Oil Furnace(1943)-Archives Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X home. A heating oil AST is and tax records apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the located on the west side of residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. the house. The AST is the presence of did not provide a name located approximately 80 environmental associated with the address. feet from Duvall Avenue conditions on the ' and the edge of the house property is approximately 56 feet from the road. 7 5169700152 Charles and Sonja 1821 Duvall Ave NE Residence with attached No environmental conditions Oil Furnace(1948),- Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Babcock parking garage and a noted on the chain of title Archives apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the heating oil UST. The UST document for this property. residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. is located on the south the presence of did not provide a name central portion of the house. environmental associated with the address. Fill port and UST vent pipe conditions on the are visible. The UST is property located approximately 60 1 feet from Duvall Avenue and the house edge is approximately 25 feet from the edge of the road ' pavement. 8 5169700153 Emil and Rose 1827 Duvall Ave NE Residence with shed and Oil Furnace(1962) Oil Furnace-Tax records Undeveloped in 1936.First No Site Coverage for City.directories for the site are Site parcel and adjacent X Nelson heating oil UST. The UST apparent development as a Sanborn Maps. Kroll limd. The site parcel either properties are not listed on the is located on the south side residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. of the house and is located the presence of did not provide a name approximately 50 feet from environmental associated with the address. Duvall Avenue. conditions on the property 9 522650G440 Helen Lau 4613 NE 18th St Residential private park with Northern Pacific RR(1942)and No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X a tennis court and play Colony Craft(1988-89) available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the ' equipment residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. the presence of did not provide a narne environmental associated with the address. conditions on the property 069305801 T1.xls June 15,2004 page 2 of 8 GeoEngineers, Inc. DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin 4 #' Number Owner Site Address and 5/6/04) Chain of Title' and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources (EDR) Re ort3 Low Moderate High ' 10 5226500250 Rovert and Carolyn 1808 Chelan PI NE New residence. Two 2-inch Northern Pacific RR(1942)and No noted environmental Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Blunk standup pipes were Colony Craft(1988-89) conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the observed on the southeast tax records for the property residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. corner of the house. Use of the presence of did not provide a name ' the pipes is unknown environmental associated with the address. (possibly remnant pin piles conditions on the for residential construction). property ' The pipes are located approximately 54 feet from Duvall Avenue(same as edge of house). 11 5226500260 John and Coette 1814 Chelan PI NE New residence. Edge of Northern Pacific RR(1942)and No noted environmental Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Graybeal house approximately 54 Colony Craft(1988-89) conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the feet from edge of pavement tax records for the property residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. of Duvall Ave(including the presence of did not provide a name sidewalk). environmental associated with the address. conditions on the property 12 5226500270 Hao Lam and Lisa 1818 Chelan PI NE New residence under Northern Pacific RR(1942)and No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Huynh construction.Edge of house Colony Craft(1988-89) available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the approximately 54 feet from residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. edge of pavement of Duvall the presence of did not provide a name Ave(including sidewalk). environmental associated with the address. conditions on the property 13 5109700161 Emil and Rose 2005 Duvall Ave NE Residence with two small No environmental conditions No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Nelson sheds. We were unable to noted on the chain of title available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the observe the contents of the document for this property. residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. sheds. The sheds are the presence of did not provide a name approximately 80 feet from environmental associated with the address. Duvall Avenue and house is conditions on the approximately 38 feet from property edge of pavement of Duvall ' Ave. 14 1041307777 Shared Driveway NA T-shaped strip of land No environmental conditions No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X where the top of the T noted on the chain of title available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the ' extends parallel to Duvall document for this property. residence on the 1968 photograph maps do not indicate wainot listed or the directory environmental databases. Avenue and the stem the presence of #d not provide a name (remnant road)of the T environmental associated with the address. extends east-west relative conditions on the to Duvall Ave. The property property is vegetated or graveled. New houses are located approximately 50 ' feet from the edge of Duvall Ave. No ROE granted. 15 0323059074 Aradhna Chetal 2119 Duvall Ave NE Residence with a large yard Weyerhaeuser Timber Co.owned No tax record information Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X ' (west of house). The house property from at least 1945. available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the is located approximately 45 residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. feet from the edge of the the presence of did not provide a name pavement of Duvall Ave. environmental associated with the address. conditions on the property 069305801 T1.xls June 15,2004 page 3 of 8 GeoEngineers, Inc. ' DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin ° #1 Number Owner Site Address and 5/6/04) Chain of Title and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources(EDR) Re orf Low Moderate High 16 2482410100 DillardJordan 2205 Duvall Ave NE Residence with attached Weyerhaeuser Timber Co.owned No noted environmental Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X parking garage. The house property from at least 1936 to conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the is located approximately 51 about 1945. The land was logged tax records for the property residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. feet from the edge of by Weyerhaeuser the presence of did not provide a name pavement of Duvall Ave. environmental associated with the address. conditions on the property 17 2482410090 Daniel Hansen 2209 Duvall Ave NE Residence with attached Weyerhaeuser Timber Co.owned No noted environmental Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X parking garage. The house property from at least 1936 to conditions identified on the apparent development as a Sanbom Maps. Kroll limited. The site parcel either properties are not listed on the is located approximately about 1945. The land was logged tax records for the property residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. 120 feet from edge of by Weyerhaeuser. the presence of did not provide a name pavement of Duvall Ave. environmental associated with the address. conditions on the ' property 18 0323059266 Rachel Pederson 2213 Duvall Ave NE Yard and vegetable garden. Weyerhaeuser Timber Co.(1936- No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X A small storage shed for a 1945) available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the lawnmower,garden residence on the 1968 photograph maps do not indicate was not listed or the directory environmental databases. equipment and some the presence of did not provide a name fertilizer bags. Four empty environmental associated with the address. 55-gallon drums are stored conditions on the on the east side of the property ' shed. The shed and nearby fence are located approximately 15 feet from the edge of pavement of ' Duvall Avenue. The associated house(not on the site)is located about 120 feet from the edge of ' the pavement of Duvall Ave. ' 19 2216000190 Gary Loucks 4631 NE 23rd St Residence with attached Weyerhaeuser Timber Co.(1936- Oil Furnace(1968)and Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X garage. The house is 1945,Wood Development Co.Inc. Wood Construction Co.- apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the located approximately 46 (1967-1969),G&G Associates Archives residence on the 1974 photograph maps do not indicate was not listed or the directory environmental databases. feet from the edge of (1969),Sears&Robuck&Co the presence of did not provide a narle pavement of Duvall Ave. (1970),Thrifty Supply(1970) environmental associated with the address. conditions on the property 20 2216000010 Kevin Fuhrer 4624 NE 23rd St Residence with attached Weyerhaeuser Timber Co(logged Oil Fumace(1968-archives Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X garage.Heating Oil AST property 1936-1944),Oil Furnace and tax records)and Wood apparent development as a Sanbom Maps. Kroll limed. The site parcel either properties are not listed on the located west of the house. (1968),Midway Construction Co. Construction Co.-Archives residence on the 1974 photograph maps do not indicate was not listed or the directory environmental databases. The house is located Inc.(1970),Wood Construction the presence of did not provide a name approximately 48 feet from Co. Inc.(1968-1975), Sears& environmental associated with the address. the edge of pavement of Robuck&Co(1970),Thrifty conditions on the Duvall Ave. Supply(1970),WM Reeves& property Associates,Inc.(1975-1976) 21 1094000180 Beverly Jean Davies 4627 NE 24th St Residence with attached Weyerhaeuser Timber Co. (1933), No noted environmental Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X garage. The house is Pacific Northwest Bell Telephone conditions identified on the apparent development as a Sanbom Maps. Kroll limited. The site parcel either properties are not listed on the located approximately 52 Co. (1967),Puget Sound Power& tax records for the property residence on the 1974 photograph maps do not indicate was not listed or the directory environmental databases. - feet from the edge of Light(1967),Richard Reeves the presence of did not provide a name ' pavement of Duvall Ave. Construction Co.(1968-1970), environmental associated with the address. Construction MFG Servicing Co. conditions on the (1970) property 069305801T1.xls June 15,2004 page 4 of 8 GeoEngineers,Inc. ' DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin ° #' Number Owner Site Address and 5/6/04) Chain of Title and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources (EDR) Re ort3 Low Moderate High 22 1094000010 Dan Ohlman and 4626 NE 24thSt Residence with attached Union Service Corp.(1908), No noted environmental Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X ' Stacy Mar garage. The house is Richard Reeves Construction Co, conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the located approximately 45 (1968),Construction MFG tax records for the property residence on the 1974 photograph maps do not indicate was not listed or the directory environmental databases. feet from the edge of Servicing Co.(1970),Puget the presence of did not provide a name pavement of Duvall Ave. Sound Power&Light(1967) environmental associated with the address. conditions on the property 23' 0323059052 James McDowell 9831 Coal Creek Pky SE Residence with attached Weyerhaeuser Timber Co.(1944) No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X garage and a small available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the detached shed. Shed residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. contents unknown. The the presence of did not provide a name house is located environmental associated with the address. approximately 56 feet from conditions on the the edge of pavement of property 138th Ave. 24' 7312000220 William Atkins 4537 New 26th Ct New residence and Weyerhaeuser(1936-1943) No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X attached garage. The available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the house is located greater residence on the 1990 photograph maps do not indicate was not listed or the directory environmental databases. than 100 feet(up slope) the presence of did not provide a name from the edge of pavement environmental associated with the address. ' of 138th Ave. conditions on the property 255 7312000230 David McGrath 4524 NE 26th Ct New residence and Weyerhaeuser(1936-1943) No noted environmental Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X attached garage. The conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the ' house is located greater tax records for the property residence on the 1990 photograph maps do not indicate was not listed or the directory environmental databases. than 100 feet(up slope) the presence of did not provide a name from the edge of pavement environmental associated with the address. of 138th Ave. conditions on the ' property 26' 7312000260 David McGrath 2620 Anacortes Ave NE New residence and Weyerhaeuser(1936-1943) No noted environmental Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X attached garage. The conditions identified on the apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the house is located greater tax records for the property residence on the 1995 photograph maps do not indicate was not listed or the directory environmental databases. than 100 feet(up slope) the presence of did not provide a name from the edge of pavement environmental associated with the address. of 138th Ave. conditions on the property 27 0323059096 Mithra and Usha Undeveloped property Undeveloped forested Omni Group(1988-1989) No tax record information Undeveloped from at least 1936 No Site Coverage for City directories for the site are Site parcel and adjacent X Sankrithi property. No ROE granted. available for the property through the present(2004) Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the maps do not indicate was not listed or the directory environmental databases. ' the presence of did not provide a name environmental as#ociated with the address. conditions on the property 286 3424059086 Monte Oehrling 2214 Duvall Ave NE Property is forested and No environmental conditions No tax record information Undeveloped from at least 1936 No Site Coverage for City directories for the site are Site parcel and adjacent X ' located adjacent to and noted on the chain of title available for the property through the present(2004) Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the south of May Creek. A document for this property. maps do not indicate was not listed or the directory environmental databases. monitoring well monument the presence of did not provide a name is located in the extreme environmental associated with the address. northwest comer of the conditions on the property. Purpose of the property monitoring well is unknown at this time. No ROE granted. June 15,2004 page 5 of 8 069305801 T1.xls GeoEngineers, Inc. ' DRAFT GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin 4 # Number Owner Site Address and 5/6/04) Chain of Title and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources(EDR) Report 3 Low Moderate High 29' 0323059116 Darrell Brant 9620 Coal Creek Pky SE Residence with lean-to Weyerhaeuser Timber Co.(logged Oil Furnace-Tax records Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X garage,three sheds and a property 1936-1957),Oil Furnace apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the barn. Contents of the out (1957) residence on the 1980 photograph maps do not indicate was not listed or the directory environmental databases. buildings is unknown. The the presence of did not provide a name shed in the northwest environmental associated with the address. comer of the property may conditions on the be a well pump house. The property northwest shed and barn are relatively close to 138th Ave(approximately 30 feet). A pole-mounted transformer is located along the north side of an unnamed road, adjacent to and south of the property. The house is located approximately 62 feet from the edge of ' pavement of 138th Ave. 30' 0323059287 City of Renton NA Undeveloped property. No Weyerhaeuser Timber Co.(logged No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X ROE was granted. property 1936-1953) available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the residence on the 1968 maps do not indicate was not listed or the directory environmental databases. photograph. the presence of did not provide a name environmental associated with the address, conditions on the property 31 0323059005 Nello and Rose 9830 coal Creek Pky SE A small abandoned Oil Furnace(1943),Weyerhaeuser Oil Furnace-Tax records Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Prissinotti (9844 is listed on the residence with several Timber Co.(logged 1936-1953) apparent development as a Sanborn Maps. Kroll limited. The site parcel hither properties are not listed on the house) outbuildings located north residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. and east of the house. All the presence of did not provide a name structures are greater than environmental associated with the address. 50 feet from 138th Ave. conditions on the The house is located property approximately 67 feet from the edge of pavement of ' 138th Ave. 32 0323059136 J.A.Foster 13806 SE 100th St Abandoned residence with Weyerhaeuser(1926-1953) No tax record information Undeveloped in 1936.First No Site Coverage for CiVirectories for the site are Site parcel and adjacent X attached garage and available for the property apparent road development on the Sanborn Maps. Kroll limj#d. The site parcel either properties are not listed on the detached shed. The house 1960 photograph maps do not indicate was not listed or the directory environmental databases. is located approximately 43 the presence of did not provide a name feet from the edge of environmental associated with the address. pavement of 138th Ave. conditions on the property 33 0323059095 Allen Vadney 17705 SE 100th St SE 100th Street,paved Weyerhaeuser Timber Co.(logged No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X property 1936-1953) available for the property apparent development as a Sanborn Maps. Kroft limited. The site parcel either properties are not listed on the residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. the presence of did not provide a name environmental associated with the address. conditions on the property 34 0323059245 Richard and Jodie 13815 SE 100th St Residence and detached Weyerhaeuser Timber Co.(1947) No tax record information Undeveloped in 1936. First No Site Coverage for City directories for the site are Site parcel and adjacent X Welch garage. House and garage available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the are located greater than residence in 1980. maps do not indicate was not listed or the directory environmental databases. ' 100 feet from the edge of the presence of did not provide a name pavement of Duvall Ave. environmental associated with the address. conditions on the property June 15,2004 Page 6 of 8 069305801 T1.xls GeoEngineers, Inc. DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs(1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories(1964, Environmental Data Contamination Rankin a #' 1 Number Owner Site Address and 5/6/04) Chain of Titlez and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources (EDR) Report Low Moderate High 35 0323059246 Quang and Phung 10014 138th Ave SE Residence and detached Oil Furnace(1943),Weyerhaeuser Oil Furnace-Tax records Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X ChungDo garage located at greater Timber Co. (1947) apparent development as a Sanborn Maps. Kroll limited. The site parce!either properties are not listed on the than 100 feet from Duvall residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. Ave. No ROE granted. the presence of did not provide a name environmental associated with the address. conditions on the property 36 0323059067 Edward Jr.Ware NA Approximately 25-foot wide Weyerhaeuser Timber Co.(1947) No tax record information Undeveloped in 1936 through No Site Coverage for City directories for the site are Site parcel and adjacent X forested greenbelt that available for the property 2000 except for transmission Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the serves as a ROW for lines. maps do not indicate was not listed or the directory environmental databases. overhead electrical the presence of did not provide a name transmission lines. No ROE environmental associated with the address. was granted. conditions on the property 37 0323059089 Avedis Nazaryan 2322 Duvall Ave NE Residence with detached Weyerhaeuser Timber Co.(1948) No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X garage and one shed. available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the Contents of shed unknown. residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. ' The house is located the presence of did not provide a name approximately 50 feet from environmental associated with the address. the edge of pavement of conditions on the Duvall Ave. No ROE was property ' granted. 38 8079007777 Shared Parcel NA Approximately 25-foot wide Weyerhaeuser Timber Co.(1948) No tax record information Undeveloped in 1936 through No Site Coverage for City directories for the site are Site parcel and adjacent X forested greenbelt available for the property 2000. Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the maps do not indicate was not listed or the directory environmental databases. the presence of did not provide a name environmental associated with the address. conditions on the property 39 0323059158 Gagik Nazaryan 2214 Duvall Ave NE Residence with car port. Weyerhaeuser Timber Co.(1949), Oil Fumace-Tax records Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Possible UST vent pipe Oil Furnace(1962) apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the located on the northwest residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. comer of the house. Pole- the presence of did not provide a name mounted transformer environmental associated with the address. located along Duvall Ave. conditions on the The house is located property approximately 48 feet from the edge of pavement of Duvall Ave. 40 0323059240 Ronald Gunderson 2120 Duvall Ave NE Residence,detached Weyerhaeuser Timber Co.(1949), Oil Fumace-Tax records Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X garage and small shed. Oil Furnace(1955) apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the Heating oil AST located residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. near the northwest comer of the presence of did not provide a name the house approximately 50 environmental associated with the address. feet from Duvall Ave. An conditions on the apparent electrical vault is property located along Duvall Ave ' adjacent to the property. The house is located approximately 51 feet from ' the edge of pavement of Duvall Ave. June 15,2004 069305801 T1.xls Page i'of 8 GeoEngineers, Inc. DRAFT ' GEI Site Reconnaissance Puget Sound Aerial Photographs (1936, Sanborn and Kroll Relative Potential for Map ID Parcel Current Parcel (conducted 4/10, 4/11 Regional Archives 1960, 1968, 1974, 1980, (1936, 1958, City Directories (1964, Environmental Data Contamination Ranking 4 #' NunLber Owner Site Address and 5/6/04) Chain of Title and Tax Records 1985, 1990, 1995, 2000) 1971 Maps 1970, 1975 Resources (EDR) Report 3 Low Moderate High ' 41 0323059212 Van Nguyen and 2012 Duvall Ave NE Residence,detached Weyerhaeuser Timber Co.(logged No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X Juynh Minh-Du garage and small shed. All property 1936-1948) available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the buildings located residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. approximately 70 feet from the presence of did not provide a Warne Duvall Ave. environmental associated with the address. conditions on the property 42 0323059252 City of Renton Paved road NE 20th Place,paved road. Weyerhaeuser(1948-1956) No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X No ROE was granted. available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. the presence of did not provide a name environmental associated with the address. conditions on the property 43 1091310180 Briere Ent Inc 2002 Duvall Ave NE Residence and detached Northern Pacific Railway owned No tax record information Undeveloped in 1936.First No Site Coverage for City directories for the site are Site parcel and adjacent X garage. An approximate 6- the property in 1942. available for the property apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the inch metal lid is located on residence on the 1960 photograph maps do not indicate was not listed or the directory environmental databases. the sidewalk north of the the presence of did not provide a narne deck on the east side of the environmental associated with the address. house. Purpose is conditions on the ' unknown(maybe septic property tank). The house is located approximately 47 feet from the edge of pavement of Duvall Ave. 44 5169700020 Kenneth Lee 1902 Duvall Ave NE Residence and small shed. Oil Furnace(1950) Oil Furnace(1950)- Undeveloped in 1936-First No Site Coverage for City directories for the sire are Site parcel and adjacent X Pole-mounted transformer Archives and Tax Records apparent development as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the 1 is located at the comer of residence on the 1974 photograph maps do not indicate was not Listed or the directory environmental databases.the intersection of the the presence of lid not provide a name Duvall Ave and the environmental associated with the add,ess. northwest comer of the conditions on property. The house is prope;ty located approximately 63 feet from the edge of pavement of Duvall Ave. 45 5169700026 Kurt and Susan 1800 Duvall Ave NE Residence,attached No environmental conditions No tax record information Undevelope :.,d. No Site Coverage for City directories for the site are Site parcel and adjacent X Baxter garage,two outbuildings noted on the chain of title available for the property anparer'de welopment as a Sanborn Maps. Kroll limited. The site parcel either properties are not listed on the and a work shop(vehicle document for this property. residr ;;e e, the 1968 photograph maps do not indicate was not listed or the directory environmental databases. maintenance is apparent the presence of did not provide a name through window). The work environmental as* ted with the address. shop is located greater than r conditions on the Srr 100 feet from Duvall Ave. property The house is located approximately 55 feet from the edge of pavement of Duvall Ave. ' Notes: 'See Figure 2 for site parcel locations and Reference numbers r 2Chain of tiUe documents prepared by Stewert Title and Pacific Title Companies,dated March and April 2004,respectiv,-iy. 3Based on the EDR report there were four adjacent properties that appeared on the regulatory lists(1)Arco 5491 located at 1537 Duvall Avenue NE(about 150 feet south)listed on the UST,LUST and RCRA small quantity generators lists. The leaking UST list indicates that the soil has been affected and the site is awaiting cleanup. (2)Former 7-11 2332-16921 located at 1520 Duvall Avenue NE(about 150 feet southeast)listed in the UST,leaking UST and confirmed and suspected contaminated sites list(CSCSL). The CSCSL list indicates that this site was cleaned up and received a no further action letter in 2001. (3)Sunset BP(aka Exxon#7 2421)located at 4715 NE Sunset Blvd is listed on the RCRA-Small Quantity Generator,Registered UST,Leaking UST and Washington Independant Cleanup Report lists. This business is located approximately 300 feet south of the site(Parcel 1)at the intersection of Sunset Blvd(Hwy 900)and Duvall Ave.(4)A second properly referred to as"corner of SE May Valley Rd&143rd Ave SE"(no specific name given)is located northeast of the site approximately 1,000 feet. This property is listed on the Emergency Response Notification System(ERNS). It is our opinion that these two properties are unlikely to hve impacted the subject study area. °The relative potential for soil and/or groundwater contamination was divided into 3 categories. Low=No recognized environmental conditions identified for the property at the time this report was prepared;Moderate=Environmental conditions identified on the property greater than 50 feet from thee. ge ' of the pavement of Duvall Ave;High=Environmental conditions identified for the property .vithin 50 feet from the edge of pavement of Duvall Ave. 5A large portion of the property will be purchased by the City of Renton. 6The entire property will be purchased by the City of Renton. AST=aboveground storage tank UST=underground storage tank ROE=right of entry permission GEI=GeoEngineers,Inc. ' June 15,2004 Page 8 of 8 069305801 T1.xls GeoEngineers,Inc. • Np P AV 0RZ91 t 3 i AV 1ST91 U 009T1 N 3S AV H109I d E 91 N � o� ti AV 3N1951 O] i •� 'Y` t rl i•s -1gc1 % 1d n 31 165I r t rsy 8 f.✓`s r 31159I `� Q a� 35 AY T Q 3 I ,�,,•Y1 b. r AVLu E �Z•Yk 025I s trM,- i R �� K '^ IsN r. 3SAVM I I T K 31 W `�A; v, 35 AY H1051 AYE"LOST tl 7' _•f> ski.Y5 r .. 4 , / DOT '^ 3S N2t; 06 d V 3 H10r[ Z C7_ _ o TFA �.:I r N a S ^ �6OC� S A=41YI1 Q a 4 nb� r F 35 J rN N O n W \r`Sf s' I 3S AV N19YI `' ld H15YT �t 3s O ro G� A` ' .N115rj. 8 1 m 5� W 8 1 �C. J r H11,01 ti� a E N 3s Av, 3x u AY,OJYh7f ortl AY LJ Ul 5E 54 I r Ar, a i1 V.,cc) z 1$ s eY lsrrr G Q Y Dore G y H10r1 N_w O W 3S AV H10Ei C $$ a C (AY IIYALlO) m�3N�sc- zs i N Q O r ��dp vw m y tir �-^ ; t> = Sw AV �" aE1 m 3s I Y I tt�' ) N _ H1Bf I 3ip p�"?�.y r W HO1tl3N3tl9 1 3N� AV d H1LC1 Q >. 3S lI 6S k(MT , SE v� s4' 'il AV NEG 'T{rd�'•• 3NilY 31UOJ NY IN Y1N� NliYon 6J�G 0 O r \ AVy *ter 3 '" .ta h 3N AV of.21 cF G a✓ G /4 f 1 yxY v BpEw Tom `I O r 139 r k}�rt�4?;i.:a� I NVHIIHN nul 3H Ay N y N s �� 3N 1� ssno,r4.� 0 Fn k�N 1 0 I Mjro LCy1 E f I 13 wiml �HSYA r ; �� Y NVldl HM r O A'4 i l3N lO NOHSV nr N415vA � � .. YYYVVV/ 'ill�'.i�u" 005 I �3NNW Y •F1 �Isrn��ha! " �4 W t: d O G - w r AV Doe N ' u Ill, y G �YOINfI rd G� o o 3S le II Sf +, ♦ �{ h°k••N :, I AY 110 Ids NF� '``_ AY No173'NS h�� in s Mi13Y1 2q. z _ O, W lizr nt % < CL ,r 35 nY �Y + r'tl "r. v.4Rrd.: Ya I^ X] 3S A�G V NE �O v W Nam' e - ELTON nr C IN H1621 F / SH m �- xOrr31 O 12 AV S IAA. Rli.t��.��h�r. \ S 1"W. _ 6X1' 8 ,.,r 3� _✓, .N o Z u"I i�" \ q4 ,,,/// 35 AY HjBZ[ N e� / LU V i \3s 4 AV 7{ / rn 3N AY~ �osx13Y t• A OVIO3N r f1 yr� AV Hl Zi g a� Moil .f 1 IN SE§ 1 r A € N x d i� ~ GAV N3� a o V to g a - — sE a �x A G a u Z y 2 G S krsrs• a�� z m ass u '�� .12 AY-' pojd 3V le k = sn6TH yr K .�,.�j{ .�'k r L d•M 4iH A t '1 3N W� f'• 1 � ' �+ AV Y dWAlO ` r Ar rl o o z dv.r 3Nui OOB 3 zzr rn atr �y i �r �� AY 30HNOH O Yv sE _`G ails rl tv ��i•�H�R;'lI r w`, �N rir� AV Al 10 le- a - nl q\s� m AV S H'e. 3',.4 1,.;. . .;,.�, "1r,3Nt Ay -. 0 YIMNIH A— N _ ch t0/SL/90 8(1d:3As WbW OMO'wAL1L099N690\L1\OdO\LO\99N690\:d\WO32J { ,. 'a' a '7. • / Y ,*�1, m $. y� , �. A� # y f. $ °7~ y, +fir Alw 933 Iv 3 71 JIM wArriv 13 It - _ i i � ��..>E`s � 1;��Y,y6. ♦x.'s - -ale �. . `tii:� ��'pr. � � F' .� � �' ."r' `�?'i`"' -p;.-----r7sF- � ... - - _ t - e • - '`" -.S �_ i_ a Mp AA oo � k L z•t � 4 y ♦ y ♦ rlift, , R lool J 'F � '.�. ,� }, .ems � .•. • ., •- •. • • � •.- Aim • • • •• • —s� •• L SITE AND SURROUNDING PROPERTIES e a • •• •' ' • • '• Y �.f' �s / .___�._._ - - _ � off.. �. • •• ••. • • ••• FIGURE 2 1 DRAFF 1 1 1 1 1 1 ATTACHMENT A SELECTED HISTORICAL RESOURCES 1 1 1 1 1 v 1 1 1 DRAFT 1 1 1 1 i 1 ATTACHMENT B 1 EDR REPORT 1 1 1 1 1 1 1 1 iDRAFT ATTACHMENT C iREPORT LIMITATIONS AND GUIDELINES FOR USE 1 1 1 i DRAFT ATTACHMENT C REPORT LIMITATIONS AND GUIDELINES FOR USE' This attachment provides information to help you manage your risks with respect to the use of this ' report. ENVIRONMENTAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, ' PERSONS AND PROJECTS GeoEngineers has performed this corridor level reconnaissance study environmental site screening in ' general accordance with the scope and limitations within the contracts executed on October 2 and 3, 2003. This report has been prepared for use by City of Renton and King County. This report is not intended for use by others, and the information contained herein is not applicable to other sites. ' GeoEngineers structures our services to meet the specific needs of our clients. For example, an environmental site assessment study conducted for a property owner may not fulfill the needs of a ' prospective purchaser of the same property. Because each environmental study is unique, each environmental report is unique, prepared solely for the specific client and project site. No one except City of Renton and King County may rely on this environmental report without our agreement in advance to such reliance in writing. This report should not be applied for any purpose or project except the one originally contemplated. THIS ENVIRONMENTAL REPORT IS BASED ON A UNIQUE SET OF PROJECT- SPECIFIC FACTORS This report has been prepared for City of Renton and King County. GeoEngineers considered a number of unique, project-specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise,do not rely on this report if it was: ' • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. If important changes are made to the project or site after the date of this report, GeoEngineers should be retained to review our interpretations and recommendations and to provide written modifications or ' confirmation, as appropriate. RELIANCE CONDITIONS FOR THIRD PARTIES Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, 1 Developed based on material provided by ASFE,Professional Firms Practicing in the Geosciences;www.asfe.org. G e o E n g i n e e r s C-1 File No. 0693-058-01\061604 ' DRAFT our services have been executed in accordance with our Agreement with the Client and generally accepted environmental practices in this area at the time this report was prepared. HISTORICAL INFORMATION PROVIDED BY OTHERS GeoEngineers makes no warranties or guarantees regarding the accuracy or completeness of information provided or compiled by others. The information presented in this report is based on the above-described research and recent site visits. GeoEngineers has relied upon information provided by others in our description of historical conditions and in our review of regulatory databases and files. The available data do not provide definitive information with regard to all past uses, operations or incidents at the site or adjacent properties. ' UNCERTAINTY REMAINS EVEN AFTER THIS ENVIRONMENTAL RECONNAISSANCE STUDY IS COMPLETED No environmental reconnaissance study can wholly eliminate uncertainty regarding the potential for recognized environmental conditions (RECs) in connection with a property. Performance of an environmental reconnaissance study is intended to reduce, but not eliminate, uncertainty regarding the potential for RECs in connection with a property. There is always a potential that areas with contamination that were not identified during this study exist at the site or in the study area. Further evaluation of such potential would require additional research, subsurface exploration, sampling and/or testing. ENVIRONMENTAL REGULATIONS ARE ALWAYS EVOLVING tSome substances may be present in the site vicinity in quantities or under conditions that may have led, or may lead, to contamination of the subject site, but are not included in current local, state or federal regulatory definitions of hazardous substances or do not otherwise present current potential liability. GeoEngineers cannot be responsible if the standards for appropriate inquiry, or regulatory definitions of hazardous substance, change or if more stringent environmental standards are developed in the future. ' SITE CONDITIONS CAN CHANGE This environmental report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time (for example, an ESA report is typically applicable for 180 days), by events such as a change in property use or occupancy, or by natural events, such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying this report so that GeoEngineers may evaluate reliability of the report to changed conditions. READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering, geology and environmental science) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could ' lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" G e o E n g i n e e r s C-2 File No. 0693-058-01\061604 DRAFT provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly,environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. BIOLOGICAL POLLUTANTS GeoEngineers' Scope of Work specifically excludes the investigation, detection, or assessment of the presence of Biological Compounds which are Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings,or conclusions for the purpose of detecting, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is not limited to,molds, fungi, spores,bacteria, and viruses, and/or any of their byproducts. 1 G e o E n g i n e e r s C-3 File No. 0693-058-01\061604 w � � w A z a .,.., � z No"I' se Report D vaR Aveime NE/Coal Creek Parkway Widening Project Cit-y of Renton, WA Prepared Jar: ' 'rhe City of Renton BERGER/ABA I Engineers, Inc. Renton City Hall- 5"' Floor J3301 Ninth Ave. S. Suite 300 ' 1055 South Grady Way Federal Way, WA 98003 Renton, WA 98055 ' Prepared by: Widener & Associates ' 9908 Airport Way Building 12, Unit 1 Snohomish, WA 98296 DRAFT Aucyust 4, 2004 Acronyms ' dBA The A-weighted sound level measured in decibels. A-weighted network = a frequency-equalizing function which approximates the sensitivity of human hearing to sounds of moderate SPL. Ley(lh) The equivalent sound level (the logarithmic sum of sound exposure levels) over 1 hour FHWA Federal Highway Administration WSDOT Washington State Department of Transportation SPL Sound Pressure Level TNM FHWA traffic noise model—version 2.1 SB South bound traffic lane NB North bound traffic lane EB East bound traffic lane WB West bound traffic lane mph Miles per hour kph Kilometers per hour Noise Study: DuvallAvenue NE/Coal Creek Parkway 1Y/ideniq Project 1 ' City of Renton DRAFT August 4,2004 Summary i Widener&Associates undertook this noise study to document and analyze existing road traffic noise ' conditions and predicted future traffic noise conditions in the vicinity of the Duvall Avenue NE/ Coal Creek Parkway Widening Project, within King County and the City of Renton. Existing noise ' conditions (derived from the Traffic Noise Model 2.1 and calibrated with field measurements) were compared with the no build and build future condition for the year 2030. Recording and modeling were undertaken in accordance with FHWA guidelines and standards. A total of 28 receivers were modeled within the project area. As per WSDOT guidelines, all receivers were modeled for the worst case condition in the project area (the PM peak hour) for 2003 and 2030. Traffic data for the existing condition was collected during October, 2003 by Traffic Count Consultants Incorporated. Projected traffic volumes for 2030 were provided by King County and derived from the 2022 travel model developed for the King County Comprehensive Plan. Data from both of these sources was based on turning movements at major intersections and was directionally separated. Neither source provided information on traffic composition. Therefore this was derived from field data collected by Widener & Associates in April 2004. Current and future posted speeds were used in the model. The study shows that noise impacts (as defined by FHWA /WSDOT) would occur as a result of the ' proposed project. All impacts are due to the sound level criterion being met or exceeded, and none are the result of a `substantial increase' over the existing condition. Eight of the 28 receivers studied , are impacted under the build condition, three of which are also impacted under the no build condition, and one of which is impacted under the existing condition. A contour analysis undertaken ' for the build condition showed that 17 `Category B' receivers would be impacted on the east side of the road over a distance of approximately 3,500 feet and 25 `Category B' receivers would be impacted on the west side of the road also over a distance of approximately 3,500 feet. Based on the results of this study, abatement measures were fully evaluated in accordance with FHWA and WSDOT noise abatement policy. It was concluded that none of the abatement options ' were reasonable and feasible. Noise Study: Duva!lAvenue NE/Coal Creek Parkway Widening Pr ject 2 City of Renton DRAFI'August 4,2004 Table of Contents 1. Introduction 5 1.1 Noise Characteristics and Measurement 5 1.1.1 Defusing Noise 5 1.1.2 Measuring Noise 5 2. Project Description 7 2.1 Location 7 2.2 Proposed Work 7 3. Criteria for Determining Impacts 9 4. Methods 11 4.1 Field Data Collection 11 4.2 Traffic Noise Model 11 4.2.1 Receivers 12 4.2.2 Traffic Data 12 5. Results 14 5.1 Existing Noise Environment 14 1 5.1.1 Field measurement 14 5.1.2 Sound levels modeled at receivers 14 5.2 Future Noise Environment 15 5.3 Construction Noise 17 5.4 Mitigation Needs 19 6. References 22 t, Appendix A. Calibration Certificates 23 Appendix B:Traffic Data 27 Appendix C: Sound Level Data Sheets 30 Noise Study:DuvallAvenue Improvement Project 3 ' City of Renton DRAFT August 4,2004 List of Figures , Figure1:Vicinity map.........................................................................................................................................................8 Figure 2:Receivers and land use..................... , ...............................................................................13 List of Tables Table 1: FHWA noise abatement criteria........................................................................................................................9 Table 2: Summary of calibrated results for the existing,no build, and build conditions.......................................16 Table 3: Typical construction equipment noise levels.................................................................................................18 Table 4: Noise mitigation cost per residence................................................................................................................19 Noise Study:DuvallAvenue Improvement Project 4 City of Renton DRAFT August 4,2004 1 1. Introduction The purpose of this report is to document and analyze existing road traffic noise conditions and predicted future traffic noise conditions in the vicinity of the Duvall Avenue NE/Coal Creek Parkway Widening Project, within King County and the City of Renton. Sound levels for the existing, build and no build conditions are compared with the FHWA / WSDOT standards and criteria. Sound levels were derived from the Traffic Noise Model 2.1. Calculations generated by the model were calibrated to field measurements in accordance with FHWA and WSDOT requirements. The purpose of the report is also to determine whether or not noise abatement mitigation is warranted as part of the proposed project, and as appropriate, to make recommendations regarding mitigation options. 1.1 Noise Characteristics and Measurement 1.1.1 Defining Noise Noise is defined as unwanted sound (Maekawa and Lord., 1994; Bell et al., 1996; Berglund et al., 1996). Noise is recognized as having both a physical and a psychological component. The physical component is set, while the psychological component (the degree of annoyance) depends on the listener and their physiological and psychological state as well as the frequency and time varying pattern of the sound. Low frequency (particularly anthropogenic sources) and impulse sounds are ' thought to result in higher levels of annoyance (Berglund et al., 1975; Hall et al., 1981; Maekawa and Lord, 1994; Bell et al., 1996; Berglund et al., 1996). 1.1.2 Measuring Noise When measuring noise, the decibel scale, the A-weighted network, and the descriptor Leq are usually used to describe and quantify the noise levels experienced by a receiver. These descriptors are described in the following paragraphs. The decibel scale is a logarithmic scale, derived from the Pascal scale and based on sound pressure levels (the physical correlate of loudness). The threshold of human hearing is at 20 micropascals or Y OdB. A change of 20dB corresponds to a ten-fold increase in micropascals. Thus, 20dB is equivalent to 200 micropascals. However, the decibel scale gives a better approximation of the ' perception of loudness than the Pascal scale, 1 dB indicates the same fractional change in sound Noise Study:DuvallAvenue ATE/Coal Creek Parkway Widening Project 5 City of Renton DRAFT August 4,2004 pressure at all levels. Generally, a 3dB increase is barely perceptible to human listeners. A 6dB ' increase corresponds to a doubling of the sound pressure; however a 1OdB increase is necessary for the sound to be perceived as being twice as loud (FHWA,June 1995; Maekawa et al., 1994; Boeker and van Grondelle, 1995). The type of weighting curve used in measuring sound is important in determining the accuracy of the result as a measure of the impact of the sound on those hearing it. The frequency of sound determines the ability of the human auditory system to detect it. As a sound of constant sound pressure level decreases in frequency from about 1 kHz or increases in frequency from about 5 z, its loudness decreases. Therefore, in order to measure what is actually being heard by humans, measurement of sound pressure level is adjusted to account for the relative loudness of the frequency through the use of weighting networks (A, B and C) in sound level meters. Networks are based on approximate equal-loudness contours rather than the hearing threshold curve. The A- weighted network is considered to most accurately represent human perception of noise (Maekawa and Lord, 1994; Boeker and van Grondelle, 1995;Berglund et al., 1996). The descriptor used to measure traffic-induced sound levels in this study is LAeg1h,which is defined as the equivalent A-weighted sound level [the logarithmic sum of sound exposure levels (SELs)] over 1 hour. Noise Study:DuvallAvenue NE/Coal Creek Parkway Widening Protect 6 , City of Renton DRAFT August 4,2004 2. Project Description 2.1 Location The proposed project is located within the City of Renton and King County, Washington. The project area extends for 0.5 miles along Duvall Avenue NE / Coal Creek Parkway from the intersection of Duvall Avenue NE with NE Sunset Boulevard (SR 900) northerly to SE 95`h Street, approximately 1000 feet south of the bridge over May Creek and south of SE May Valley Road. The legal geographic description of this area is: Township 23 North, Range 5 East, Section 3 and Township 24 North, Range 5 East, Section 34. The project area includes the existing right-of-way of the Duvall Avenue NE/ Coal Creek Parkway corridor and additional right-of-way in areas where minor realignment will take place (within 70 feet of the existing edge of pavement). Existing land uses along the project are characterized by residential and commercial businesses. Refer to the vicinity map provided in Figure 1. 2.2 Proposed Work The proposed work o k involves widening from a two lane road to a 5 lane road (4 travel lanes plus a turning lane / median), and the installation of bike lanes, curbs, gutters, and sidewalks along both sides of the roadway. The proposed work also includes the installation of drainage and water treatment facilities as needed, the construction of retaining walls, landscaping, the installation of illumination, the installation of a pedestrian activated signal at the intersection with NE 191h Street, and signal reconstruction at the intersection with SR 900. Noise Study: DuvallAvenue NE/Coal Creek Parkway Widening Project 7 ' City of Renton DRAFT August 4,2004 N � g h WoY sr MOY Valle Y Roop of Re}et Scale: 2.25°=1 mile IFL 1 o' Sta1 of Project l�Ll� b� SE 1161h Si IJV 0 Figure 1 : Vicinity Map: Duvall Avenue Project, City of Renton ' 3. Criteria for Determining Impacts This section discusses applicable noise regulations and agency guidelines which provide a basis for evaluating potential noise impacts and mitigation for a proposed project. Noise regulations and guidelines for federally funded highway projects in Washington are established by the WSDOT and the FHWA. The FHWA (23 C.F.R. §772.5(g)) defines traffic noise impacts to occur either when: • predicted traffic noise levels approach or exceed the noise abatement criteria, or predicted traffic noise levels substantially exceed the existing noise levels. The interpretation of `approach' and `substantially exceed' vary between states. The WSDOT has defined `approach' to be 1 dBA below the FHWA noise abatement criteria and has defined `substantially exceed' to be a 10 dBA increase over existing noise levels, as long as the predicted n design year traffic noise level is a minimum of 50 dBA (WSDOT, 2003). A severe impact is defined as a 15 dBA increase over existing levels or a level greater than 75 Le9 (lh)(dBA) (pers. comm. Jim Laughlin,WSDOT Noise Specialist). Therefore a noise impact i p s determined to occur when predicted traffic levels approach or `substantially exceed' the FHWA noise abatement criteria' as given in Table 1. For example, traffic noise impacts for activity category B (residences, schools, etc.) would occur if predicted noise levels were to be equal or greater than 66 Le9(1h)(dBA) or 10dBA over the existing level. Table 1: FHWA noise abatement criteria Activity 1-.eq(1h) Category (dBA) Description of Activity Category Lands on which serenity and quiet are of extraordinary significance and serve A 57 (exterior) an important public need and where the preservation of those qualities is essential if the area is to continue to serve its intended purpose. B 67 (exterior) Picnic areas,recreation areas,playgrounds,active sports areas,parks, E residences,motels,hotels, schools,churches,libraries, and hospitals. C 72 (exterior) Developed lands,properties, or activities not included in Categories A or B above. r D Undeveloped lands. E 52 (interior) Residences,motels,hotels,public meeting rooms,schools, churches,libraries, ,hospitals, and auditoriums. Source:23 C.F.R.Part 772. 'Noise standards that specify exterior noise levels for various land activity categories. ��) ty Noise Study:DuvallAvenue Improvement Project 9 City of Renton DRAFT August 4,2004 According to WSDOT (pers. comm. Larry Magnoni, August, 2003) sound levels generated by any proposed project are primarily compared to the FHWA / WSDOT standards and criteria rather than , to the existing condition or to the no build condition. The project proponent is required to consider mitigation options when the proposed project meets or exceeds FHWA / WSDOT criteria regardless of whether or not the criteria were met or exceeded under the existing condition or under the `no build' condition. In a case where the criteria are exceeded by a lesser degree as a result of the ' proposed project than under the existing condition, the project proponent is still required to consider mitigation options. i Noise Study:DuvallAvenue Improvement Pmject 10 ' City of Renton DRAFT August 4,2004 i 4. Methods ' 4.1 Field Data Collection Sound levels were recorded in the field on the 22nd of April, 2004. Sound level recordings were made at two sites on the west side of the road between 7 am and 8 am. Recordings were made using a Larson and Davis Type 1 Sound Level Meter (model 820) and the following variables: Descriptor: Leq; Integration rate: slow (1 second); Sample rate: 15 minutes;Weighting: A. The timing and source of other noises perceptible above the traffic noise were also noted. Note that the meter was within factory calibration. Calibration certificates for the meter, microphone, and calibrator are provided in Appendix A. The microphone was placed 5 feet off the ground, at least 10 feet from a building wall, and 23 feet (Site 1) / 18.5 feet (Site 2) from the edge of the travel way (refer to Appendix C). Lawn was present between the microphone and the source at Site 1 and pavement was present between the } microphone and the source at Site 2. Data collected in the field was used to field calibrate the model. Traffic data and weather conditions collected in the field at the time of the sound recording were entered into the model. The following traffic data was collected: Total numbers of each traffic type (automobiles, medium trucks (2 axles and 6 tires), heavy trucks (greater than 2 axles / 6 tires), buses, and motorbikes) directionally separated;and average speed collected using a radar gun. Weather conditions recorded at the time of sound level data collection were: temperature, humidity, wind speed, and wind direction. The sound level calculated by the model was then compared with that recorded in the field, and results modeled based on traffic data collected by King County and Traffic Count Consultants Incorporated (refer to Section 4.2.2) were calibrated accordingly. After discussion with WSDOT noise specialist, Jim tLaughlin, the data collected at Site 2 was used to calibrate the model as the data collected at Site 1 was influenced by shielding factors (most likely terrain) that could not be quantified. 4.2 Ttai c Noise Model The FHWA traffic noise model version 2.1 (TNM) was used to model the existing and future (build and no build) road traffic-induced noise environment within the project area. The intersection at NE 19t' Street was modeled as a regular signal, as the model does not provide an option for a pedestrian activated signal and this was the most conservative option. The traffic model was also s Noise Study:DuvallAvenue Improvement Project 11 City of Renton DRAFT August 4,2004 used to model the 66dBA and 71 dBA noise contours for the build condition. This information was , used to more accurately assess the number of receivers that would be impacted by the project. 4.2.1 Receivers A total of 28 receivers (refer to Figure 2; Receiver #'s: 3 — 9; 11 - 31) were modeled within the project area. Receivers were chosen based on the following factors: 1. Proximity to the existing and proposed roadway. Sites most likely to be impacted were favored. 2. Diversity on the landscape. As the project area consists of several different land uses (mainly residential, and commercial), sound levels were measured in all of these settings. 3. Location along the corridor. As terrain changes from north to south, receivers were selected along the length of the corridor. 4. Primary area of outdoor use. Receivers were placed at sites where most outdoor use is likely to take place. For example, outside the fuel station shop, in recreation areas (tennis court), in the , back yard versus the front yard of a property that has both,particularly if the back yard is larger. 5. Sites which would be removed as a result of the proposed project or which were too close to the roadway to model (within 6.5 feet) were not selected. As per WSDOT guidelines, all receivers were modeled for the worst case condition in the project area (the PM peak hour) for 2003 and 2030. This was determined by analyzing traffic data provided by Traffic Count Consultants Inc., and King County (refer to Section 4.2.2). As no congestion was t observed during the PM peak hour, and as traffic numbers during the PM peak hour were worse than those during the AM peak hour, the PM peak hour was assumed to be the noisiest time of day in the project area as a whole. 4.2.2 Traffic Data Traffic data for the existing condition was collected during October, 2003 by Traffic Count ! Consultants Incorporated. Projected traffic volumes for 2030 were provided by King County and derived from the 2022 traffic model developed for the King County Comprehensive Plan. Data , from both of these sources was based on turning movements at major intersections and was directionally separated. Neither source provided information on traffic composition. Therefore, this ' was derived from field data collected by Widener & Associates on April 22, 2004. Current posted (35 mph) and future posted (35 mph) speeds were used in the model. Refer to Appendix B for a ' summary of the data used in the model. The complete traffic data is available upon request. Noise Study:DuvallAvenue Improvement Project 12 City of Renton DRAFT August 4,2004 Feet Feet r 400 0 400 s r,;• , , ,�`• Not impacted under any condition ' Impacted under the existing, no build, c and build conditions ' Impacted under the no build and build 3 a ' conditions t 0 Impacted under the build conditon only e e ' •1. dal �� ` '� ,. � i y ` � (,•. .': y:-. .. I s tM`i? ,•{� �3 � y�•N -+� .aN ifs k7( D Fp • r� r 1(calibration 4 .? i°''.. MW ft llr AW t` 'a ^y. s v fi , _ M . ,,. s 1„ r i k r Y �-1 r r yp� > s K. *07 44^ , .� r� ✓ a :' 'E! : r � M ,a 1 �r x Af 0 c 'b to I a r s , u , _ k a 7 .rFir aA � r e D' , • s Jr, t.v � , Figure 2: Receiver Locations and Impacts Noise Analysis gap Duvall Avenue / Coal Creek Parkway s NE Widen' Project, City of Renton ^ 5. Results 91 Existing Noise Em4ronment 5.1.1 Field measurement Sound levels were collected in the field at Site 2 and compared to the modeled results (based on traffic data collected during the sound level recording) in order to calibrate the model in accordance with WSDOT requirements. The WSDOT requires that the modeled result and the field measurement are within 2dBA of one another. The Leq level measured in the field was 70.6 dBA and the Leq level calculated by the model based on traffic data collected during the field recording ' was 69.4 dBA. Therefore 1.2 dBA was added to modeled results. The meter was correctly calibrated at the time of the recording. Environmental conditions were also recorded during the field measurement and were used in the model. The dry bulb temperature was 46 °F, the wet bulb temperature was 44 °F, and relative humidity was 90%. Winds were calm. Sound levels were dominated by traffic. Traffic on the NB side of the road (the opposite side to the ' meter) was `stop and go' during most of the recording. Two car stereos were also audible but did not notably alter the Leq. No other loud sound sources were heard during recording. Refer to the data sheets provided in Appendix C. 5.1.2 Sound levels modeled at receivers Of the 28 receivers studied, one (Receiver 6 - residence) was present in a noise environment that met the FHWA / WSDOT sound level criteria under the existing condition. The Leq at Receiver 6 was calculated at 66 dBA. Existing sound levels at all other receivers characterized by FHWA as `Activity Category B' ranged from 47 to 65 dBA, below the FHWA / WSDOT criteria of 66 dBA. Receivers 3 and 7 were placed at the entrances to businesses. Due to the land use at these sites, they are characterized as `Activity Category C', therefore sound levels need to be 71 dBA (Leq(lh)) or greater for the criteria to be exceeded. Existing sound levels at these sites were calculated to be 65 and 67 dBA respectively, below the FHWA / WSDOT criteria. Refer to Figure 2 and Table 2 for the results of existing sound levels modeled at all 28 receivers. Noise Study:DuvallAvenue Improvement Project 14 ' City of Renton DRAFT August 4,2004 5.2 Future Noise Environment Of the 28 receivers studied, three (Receivers 6 11 and 28(R ) met the FHWA / WSDOT sound level criteria under the no build condition, and eight (Receivers 6, 11, 15, 21, 22, 23, 28 and 29) met or exceeded the FHWA / WSDOT sound level criteria under the build condition. None of the receivers experienced a `substantial increase' (an increase of at least 10dBA). Table 2 identifies these receivers and summarizes the predicted future dBA sound level under each condition. Noise Study:DuvallAvenue Improvement Project City of Renton DRAFT August 4,20045 1 Table 2: Summary of calibrated results for the existing, no build, and build conditions. Note: results that exceed FHWA / WSDOT criteria are hi hli hted. Impact Approach Impact Existing No Build Build Noise Substantial Receiver (2003) (2030) (2030) Level Increase Name No #DUs LAe 1h LAe 1h LAe 1h Criteria Criteria Outside fuel station shop 3 0 65 65 69 71 10 ' Ft of res 4 1 55 57 59 66 10 Bk yard of res 5 1 53 54 57 66 10 Main yard of res 6 1 66 66 67 66 10 Street side of business 7 0 67 68 69 71 10 Back yard of res 8 1 57 58 58 66 10 Back yard of res 9 1 54 56 57 66 10 Calibration site 2 10 1 - - - 66 10 Side yard of res-shielded by veg 11 1 65 66 67 ` 66 EE10 Back and of res 12 1 50 51 53 66 10 Back and of res 13 1 52 52 54 66 10 Back yard of res 14 1 61 62 63 66 10 Side yard of res—shielded by veg 15 1 64 64 66 66 10 Back yard of res 16 1 52 53 56 66 10 Back yard of res 17 1 48 48 50 66 10 Back yard of res 18 1 62 63 65 66 10 Back yard of res 19 1 56 57 59 66 10 Back yard of res 20 1 51 51 54 66 10 Side and of res—behind fence 21 1 64 65 69 66 10 Front yard of res—Ig yard 22 1 63 64 68 66 10 Back yard of res 23 1 64 64 66 66 10 Back yard of res 24 1 52 52 57 66 10 Back yard of res 25 1 53 53 58 66 10 Front yard of res 26 1 47 48 54 66 10 Back yard of res 27 1 49 50 53 66 10 Back yard of res 28 1 65 66' 69 66 10 Open grassy area b/wn res& garage 29 1 62 62 66 66 10 Front and of res�>50ft from rd 30 1 56 57 60 66 10 Tennis court 31 1 62 63 64 66 10 All sound levels are measured in A-weighted decibels (dBA) Refer to Appendix C for the data from which this table was derived. This study shows that noise above established thresholds (as defined by FHWA / WSDOT) would occur as a result of the proposed project at several locations. The impacts are due to the sound level Noise Study: DuvallAvenue Improvement Project 16 City of Renton DRAFT August 4,2004 criterion being met or exceeded, and none are the result of a `substantial increase' over the existing condition. Eight of the 28 receivers studied experience noise levels above established thresholds under the build condition, three of which are also above these thresholds under the no build , condition, and one of which is above the threshold under the existing condition. Receiver 6 is the only receiver that experiences noise levels above the threshold under all conditions. Note that the noise level at Receiver 6 does not change between the `existing' and the `no build' conditions. The greatest increase in sound level experienced under the `build' condition as compared to the existing , condition is 4 dBA (Lec). A contour analysis was undertaken for the build condition to further define the total number of receivers impacted. The analysis showed that under the build condition, 17 `Category B' receivers on the east side of the road would experience increases in noise levels above thresholds. These receives are located over a distance of approximately 3,500 feet. The analysis also showed that 25 `Category B' receivers on the west side of the road would experience increases in noise levels above thresholds. These receivers are located over a distance of approximately 3,500 feet. Noise increases above threshold levels are also predicted at a few additional properties; however, these are not counted as they are either unoccupied based on the 2000 aerial or impacted only at the very edge of the property, well beyond the area of `primary outdoor use'. Four `Category C' properties show noise level increases above threshold levels (one on the west side of the road and three on the east side of the road);however, these also occurred beyond the area of`primary outdoor use'. 9.3 Construction Noise Short-term noise impacts would occur as a result of general construction activities. General construction activities (such as grading, laying base, and paving) would take place as part of the proposed project. Note that no loud noise activities (jack hammering, blasting, or pile driving) would take place as part of the proposed project. Based on WSDOT guidance, short-term noise impacts are expected to radiate up to a maximum of one-half mile from the project area. Based on the data tabulated by the EPA and WSDOT (refer to Table 3), sound levels generated during construction are not expected to exceed 93 dBA. As a medium truck generally generates sound levels in the order of 80 dBA, the loudest sound levels generated by construction will be approximately twice as loud as those generated during normal daily activities. Surrounding land uses, i Noise Study:DuvallAvenue Improvement Pmject 17 City of Renton DRAFT August 4,2004 ' residences, recreation areas, and commercial sites would temporarily experience higher noise levels as a result of construction. Table 3: Typical construction equipment noise levels Noise Level (dBA)at 15 meters (50 ft.) 60 70 80 90 100 110 Compactors(rollers) Front-end loaders c Backhoes 0 Tractors r w Scrapers,graders Pavers Trucks Concrete mixers C ~ = Concrete pumps Cranes(movable) '•:e a m Cranes(derrick) W Pumps m 0 0 Generators m - in Compressors Pneumatic wrenches - Jack hammers,rock drills E Pile drivers(peaks) 6 Vibrator L Saws Source:EPA, 1971 and WSDOT, 1991. tr Impacts on receivers as a result of construction noise will be minimized by: Limiting work to between the hours of lam and 1Opm in order to comply with the City noise ordinance for residential areas. • Enforcing the City noise ordinance. • Utilizing the best available noise abatement technology on construction equipment. Noise Study:DuvallAvenue Improvement Project 1 g ' City of Renton DRAFT August 4,2004 9.4 Mitigation Needs , As discussed in Section 3, the project proponent is required to consider mitigation options when the proposed project meets or exceeds FHWA / WSDOT criteria regardless of whether or not the criteria were met or exceeded under the existing condition or under the `no build' condition. As this , study identifies noise impacts, mitigation measures need to be fully evaluated in accordance with FHWA and WSDOT noise abatement policy for receivers that would be impacted by the proposed project. FHWA and WSDOT require that the following types of abatement be considered and evaluated for `reasonableness and feasibility': • Traffic management measures (e.g. traffic control devices and signing for prohibition of certain vehicle types, time-use restrictions for certain vehicle types, and modified speed limits); • Change of alignment either vertical or horizontal; �^ • Construction of noise barriers and; , • Acquisition of property. Feasibility deals primarily with engineering considerations such as whether or not a substantial reduction in sound levels can be achieved and whether or not abatement measures would affect property access. Reasonableness assesses the practicality of the abatement measure including: cost the amount of noise reduction, and future traffic levels. The noise mitigation cost per residence is given in the following table: Table 4: Noise mitigation cost per residence - ..........--...--. .... .._.._....._..... ; Design Year Traffic Allowed Cost Equivalent Wall Surface Noise Decibel Level j Per Household* Area Per Household [ 66 dBA $22,600 65.0 Sq. Meters (700 Sq. Ft) 67 dBA $24,900 71.5 Sq. Meters (770 Sq. Ft) - _ 68 dBA $27,000 �� 77.7 Sq. Meters (837 Sq. Ft.) 69 dBA $29,200 84.0 Sq. Meters (905 Sq. Ft.) 70 dBA � .._ .._: $31,400 ( 90.5 Sq.Meters (973 Sq Ft) 71 dBA { 60$33, 0Sq. Meters (1041 Sq. Ft.) — 2 dBA r----_...3 _.._ - �_�.-_�-_-�7�� _ _� $35._,800 � 103.0 Sq. Meters (1109 Sq. Ft.) 73 dBA --F—$38,000 F 109.2 Sq. Meters (1176 Sq. Ft.) 74 dBA a $40,200F 115,5 Sq. Meters (1244 Sq Ft) *Reevaluated each year. Based on$32.31 per square foot constructed cost ' (WSDOT, 2004) Noise Study:DuvallAvenue Improvement Project 19 City of Renton DRAFT August 4,2004 ' The following section discusses the reasonableness and feasibility of each of the abatement measures in regard to the Duvall Avenue NE / Coal Creek Parkway project. • Traffic management measures (e.g. traffic control devices and signing for prohibition of certain vehicle types, time-use restrictions for certain vehicle types, and modified speed limits): iAs the route is a major City / County arterial, it is not possible to prohibit or put time-use restrictions on certain vehicle types as the purpose of the route is to facilitate all vehicle types (including truck traffic) thereby drawing traffic away from neighborhood streets. The City's / County's policy on setting speed limits is based on safety concerns; thus, speed limits are set at the 85`h percentile speed as varying speeds are considered to be the most dangerous. Therefore, lowering the speed limit would be a safety concern. This abatement option is not considered to be reasonable. • Change of alignment either vertical or horizontal: As the project is within an urban corridor which is highly developed on both sides within the city boundary, changing the horizontal alignment would be cost prohibitive and would only shift impacts rather than eliminate them. Vertical alignment at the south end of the project (where the majority of receivers are located) is flat; however, it does change significantly at the north end of the project area, becoming much steeper. As part of the project the vertical alignment over the north section of the road is proposed to be smoothed out to enhance safety. However, no other reasonable or feasible means of changing vertical alignment have been identified. Although depressing the roadway would reduce noise impacts, it would be cost prohibitive. This abatement measure is not considered to be either feasible or reasonable. • Construction of noise barriers: Most of the receivers affected by the project are private residences. Due to the sparse spacing of residences (and the associated high cost of constructing a wall) or the need for many access points in a wall (and the associated inability to meet the minimal insertion loss requirements); this abatement measure is not considered to be either feasible or reasonable. For example,in the more densely populated section of the project area, the distance between driveways and/or access roads varies from approximately 100 feet to 600 feet. Property width varies from 60 feet to 130 feet. Within the aforementioned 600 foot distance, 6 properties abut the road. The amount of federal She funding available to build a noise barrier at this site would be $135,600. The cost to build a wall at this site is estimated at $190,000 (700 foot long wall, 8 feet high) excluding the cost of right of way. Building a noise barrier at this site would not meet WSDOT cost mitigation standards. Walls along Noise Study:DuvallAvenue Improvement Project 20 ' City of Renton DRAFT August 4,2004 other sections of the project corridor would also not meet cost mitigation standards due to the , sparse spacing of residences. Walls would also be ineffective because of the multiple access points. A wall would not meet the minimal insertion loss requirement (a minimum of a 7 dBA reduction). , . Acquisition of property: Based on the allocated mitigation cost per residence (refer to Table 3) and fair market property i values in the area ($7.50/ft2 of land plus the cost of structures, improvements, relocation costs, and negotiation), this abatement option is not considered to be reasonable. For example, given the average property size is calculated at 5,000 ft2, the land alone is valued at$37,500. None of the abatement options discussed above are considered to be reasonable and feasible. Therefore, noise abatement is not recommended as mitigation for noise level increases above ' threshold limits generated by the proposed Duvall Avenue NE / Coal Creek Parkway Project. i I 1 I 1 Noise Study:DuvallAvenue Inorvvement Project '21 , City of Renton DRAFT August 4,2004 6. References 23 C.F.R. Part 772, Procedures forAbatement of Highway Traffic Noise and Construction Noise 1 Bell, P.A., Greene, T.C., Fisher,J.D., Baum, A., 1996, Environmental Psychology 4`h Ed. Harcourt Brace ' College Publishers, Florida, USA. Berglund, B., Hassmen, P.,Job, R. F. S., 1996, 'Sources and effects of low-frequency noise'. Journal of the Acoustical Society ofAmerica,v99, n5, p2985 - 3002. Boeker,E.,van Grondelle, R., 1995, Environmental Physics. John Wiley & Sons Ltd, UK. FHWA,June 1995, Highway Traffic Noise Analysis and Abatement Policy and Guidance, USDOT, FHWA,Office of Environment and Planning, Noise and Air Quality Branch,Washington DC Hall, F.L., Birnie, S., Taylor, M., Palmer, J.E., 1981, 'Direct comparison of community response to road traffic noise and to aircraft noise'. Journal of the Acoustical Society of America, v70, n6, p 1690-1698. Maekawa, Z.,Lord,P., 1994, Environmental and Architectural Acoustics. E & FN SPON,London, UK. Personal communication, August 2003, Larry Magnoni, Air / Acoustic / Energy Specialist with the Washington State Department of Transportation—telephone conversation Personal communication, July 6, 2004, Jim Laughlin, Noise Specialist with the Washington State Department of Transportation— telephone conversation WSDOT, 2004, Traffic Noise Analysis and Abatement Policy and Procedures http://www.wsdot.wa.gov/regios/Northwest/rp&s/environmental/aae/policies.httn#anchor2 i Noise Study: DuvallAvenue Improvement Project 22 City of Renton DRAFT August 4,2004 a t�S s.+ �cz. E = Y I � z -r' r rr r r �r rr �■r rr rr err �r �r it r r r r rr rr !;�( ,c;'s\ JY'tl..,* t. t' ;' ^I - .In�1 i n. t I t�.1,. ,i•' _ _.! 'tt.. •I�iil1't 1 �'.Ir1,r ;�� II 11'Jyr�`� • • • i • • • • • I .c s tilS �.�Fz� r- - •- 1'1 ram, r� 11.` � � •• tir., I� • 1 _ • i " r,i.•. � ti�lll �. I. \r. ••:. In :.♦ I •1 � '1 �. lip .� 1 r:tl• .'1 1 •: I '+ 1 ! ✓.�•. '�• t 1�1 w/ I:I• ,. 1 :al ��••' I'^.• r. /•:� IA I ► I•.• •/ 1 ^ .'1"1 ��11• tir: C'I'. 1 r :.♦ /'I1 • 1 ( z4 !�'�, .F � -I.�.►w ^r.1�•. 1•1 I :.I•. - ...rs•r.:• - .r -.11 1: ._ I - ter. • I I _ _ '''y ��'�' r.,"r :.• � •_� �I _ -s • uua••., t .rl t I •I �- c• � _ r.11• :.,� • _ ✓ }��Qt� n '<-� . rr., .�r• ./ ..r:..r,l..a a• I _ ti / • i M / FUMEI• r/ iMl r,•r . 1 - j �l(F.-z c • / 11:.. • _�/ w'. I 1 - ..•• r..• - - r 'I r hl� �-t .^• _ c..c� r.l a 1 t:.1 _ f(�(wp r�V _ • � !� • ::1/' �•r, t •:. �1 .._1 I �:I�.r- • 1 • r • � .. •' i .►:` I !1!� ')tl} l�i�� • _ _ 1 .1 1 .1 1 1 1. 1 • 1 \ _ ,/J'jljll sy EY% 1 i• 'y;-�'1'r :0'vnt..�y'-,�71 Ti• .;3` "-Ti TiiY is 4li' � •'tiiTi1l1Z 1 M)��':�X`i '•+N si.'1'Gd Rr^'r• U1ntr i,l'i 4. 1" '±r: nia•..w„ :s-. ..a - ;ai ' F- jG .ti'�• :.-"w •:�:. :g,+,�1.,.t.)C { .�, 1 � ..1Y;J�F •g: � s 4C•ti'i. t. 4, (�4 lY �: 1 s7?.� J t!K �'' Af r.�7 r i ! �G•.� '•� •'1 �.� r T.S�] ;�( � t ��/�+}� �T•t 7tM" i I j cii� 41i-� �i �. S% .�.`?• ./ '._y' �v`�-� ' _- �f��•_s.• T�--��j.,•�,�'.="�r.'nH,J S'•� rar�F�^S-+ffv"� ��• �yk"�s•�",.'��s �Hr.r- :ram,- ��,- �•��y Y� 3rr�.� .•✓ �+F.v T H E The Modal Shop,Inc. MODAL 3149 East Kemper Road t SH Q P Cincinnati,OH 45241-I S l 6 I N C Phone: I-800-860-4TMS/(513)351-9919 �rcnca<wrcY► FAX:(513)458-2172 Certificate of Calibration Description: Larson Davis Acoustic Calibrator Model: CAL200 ,�. Serial Number: 2374 Asset Number: Customer: TMS Rental The subject instrument was calibrated to the indicated specification using standards stated below or to accepted values ol'natural physical constants. This document certifies that the instrument met the following specification upon its return to the customer. This calibration is traceable through NIST TN 822/267453-02 Calibration Results: Measured SPL: 93.86 dB re.20pPa Measured Frequency: 1000.26 Hz The calibration was performed under operating procedures intended to implement the requirements ol"ISO 9000 and the former IvIIL-STD-45662A. Unless otherwise noted, the reported value is both "as found" and "as left" data. Upon receipt for calibration. the instrument was found to be: F within F Outside the stated tolerance of the manufacturer's specification. Note: As found/As left -Within tolerance Test Conditions: Ambient Temperature: 77°F Calibration Date: 2-27-2004 Ambient Humidity: 22% Calibration Due: 2-27-2005 Ambient Pressure: 1003.Ombar Calibrated by: DCS Signature: ! �' "Helping you test,model and modify the behavior of structures." i Appendix B: Traffic Data r Noise Study: DuvallAvenue Improvement Project 27 City of Renton DRAFT August 4,2004 Duvall Avenue Noise Analysis Summary of Traffic Data (Page 1 of 2) Existing Condition(2003) Duvall SB Duvall NB PM Peak Ispeed(mph) PM Peak Speed(mph) Auto 920 35 563 35 Med Trucks 8 35 0 0 Heavy Trucks 4 35 0 0 Busses 1 0 0 18 35 Motorbikes 8 35 61 35 ' SR 900 west of Duvall Ave SR 900 east of Duvall Ave SR 900 WB SR 900 EB SR 900 WB SR 900 EB PM Peak Speed(mph) PM Peak I Speed(mph) PM Peak Speed(mph) PM Peak Speed (mph) Auto 915 35 900 35 669 35 646 35 Med Trucks 0 0 0 0 0 0 0 0 Heavy Trucks 0 0 0 0 0 0 0 0 Busses 0 0 0 0 0 0 0 0 Motorbikes 01 01 01 0 01 0 0 0 Note regarding data for the existing condition Traffic numbers were derived from turning movement data collected at the intersection of SR 900 and Duvall Ave in October 2003,by Traffic Count Consultants,Inc. Traffic composition was derived from data collected by Widener&Associates during TNM model callibration recordings. Speed data is based on posted speed limits. No Build Condition(2030): Duvall SB Duvall NB PM Peak Speed (mph) PM Peak ISpeed(mph) Auto 970 35 7011 35 Med Trucks 8 35 0 0 Heavy Trucks 4 35 0 0 Busses 0 0 22 35 Motorbikes 81 35 7 35 SR 900 west of Duvall Ave SR 900 east of Duvall Ave SR 900 WB SR 900 EB SR 900 WB SR 900 EB PM Peak Speed(mph) PM Peak I Speed(mph) PM Peak ISpeed(mph) PM Peak Speed(mph) Auto 960 35 1250 35 1400 35 1020 35 Med Trucks 0 0 0 0 0 0 0 0 Heavy Trucks 0 0 0 0 0 0 0 0 Busses 0 0 0 0 0 0 0 0 Motorbikes 01 01 01 01 0 0 0 0 Note regarding data for the'no build'and'build' conditions: Traffic numbers were derived from turning movement data for the intersection of SR 900 and Duvall Ave and were provided by King County and derived from the 2022 travel model developed for the King County Comprehensive Plan. Traffic composition was derived from data collected by Widener&Associates during TNM model callibration recordings. Speed data is based on future posted speed limits. Duvall Avenue Nois e Analysis Summary of Traffic Data (Page 2 of 2) Build Condition 2030 Duvall Ave south of SR 900 NB SB NB Lt turn lane P1\1 Peak Speed (mph PM Peak Speed m h PM Peak Speed(mph) ' Auto 653 35 813 35 288 35 Med Trucks 0 0 7 35 0 0 Heavy Trucks 0 0 3 35 0 0 Busses 20 35 0 0 9 1 35 Motorbikes 71 35 7 35 31 35 Duvall Ave north of SR 900 NB SB SB Lt turn lane SB Rt turn lane PM Peak Speed (mph) PM Peak Speed (mph) PM Peak Speed(mph) PM Peak Speed(mph) Auto 979 35 813 35 137 35 480 35 Med Trucks 0 0 7 35 1 35 4 35 Heavy Trucks 0 0 3 35 1 35 2 35 Busses 311 35 01 0 0 0 01 0 Motorbikes 101 35 71 35 IL 35 41 35 Duvall Ave north of turnin lanes NB SB PM Peak Speed(mph) PM Peak Speed(mph) Auto 979 35 1430 35 Med Trucks 0 0 12 35 Heavy Trucks 0 0 6 35 Busses 31 35 0 0 Motorbikes 101 351 121 35 SR 900 west of Duvall Avenue EB WB EB Lt turn lane PM Peak Speed(mph) PM Peak Speed(mph) PM Peak ISpeed(mph)— Auto 810 35 758 35 218 35 Med Trucks 0 0 4 35 0 0 Heavy Trucks 0 0 2 35 0 0 Busses 1 01 01 9 351 2 35 Motorbikes 01 0 71 351 01 0 SR 900 east of Duvall Avenue EB WB WB Lt turn lane PM Peak Speed(mph) PM Peak Speed(mph) PM Peak Speed m h Auto 697 35 968 35 440 35 Med Trucks 1 35 0 0 0 0 Heavy Trucks 1 35 0 0 0 0 Busses 0 0 91 35 01 0 Motorbikes 1 35 31 35 01 0 Appendix C: Sound Level Data Sheets Noise Stud Duvall Avenue Im rovemer. P t y p t r�ec 30 City of Renton DRAFT August 4,2004 Sound Level Data Collection Sheet �d2 DATE/TIME:>A Q o LOCATION: PRO ECT NO.: PERSONNEL: SITE: t R....d , WIND SPEED: WIND. DIR: REL. HUMIDITY: TEMP: Dg Bulb Wet Bulb 3 E UIPMENT MODEL: NO.: 14-03 CALIBRATION: PROBLEMS: Initial !f final 1 DESCRIPTOR: INTEGRATION RATE: s�, WEIGHTING: F$ SAMPLE RATE: SITE DESCRIPTION / DRAWING: 6� 13 Y c( L1 ej� 23(1 4j 4 - T ^� SOUND LEVEL 1: 73• Q' �le,,4 SOUND LEVEL 2: NOTES: } �� fps o a.+�d�4'.!v a�ao...�� (�p s o w�..� .-- cGf •�< i r 1 ' Sound Level Data Collection Sheet 7;3S DATE/TIME: 22 o LOCATION: t PROJECT NO.: PERSONNEL: 4 * a SITE: Z WIND SPEED: �� WIND. DIR: ' REL. HUMIDITY: qO TEMP: DIX Bulb Wet Bulb EQUIPMENT MODEL: SERIAL NO.: CALIBRATION: PROBLEMS: Initial I i Final DESCRIPTOR: INTEGRATION RATE: S(6 WEIGHTING: SAMPLE RATE: SITE DESCRIPTION / DRAWING: a. �V Vk oQ Ln SOUND LEVEL 1: 7p. SOUND LEVEL 2: NOTES: A •� WW Preliminary Cost Estimate: Right-of-Way ■ Proposed Alignment along Duvall Ave/Coal Creek Parkway SE City of Renton ITEM DESCRIPTION UNIT PRICE QUANTITY COST RIGHT OF WAY 1 Right of Way- Land SF $15.00 47,375 $710,625 2 Drainage Easement SF $7.00 12,837 $89,859 3 Slope Easement SF $7.00 4,055 $28,385 4 Total Parcel Take LS $376,000 1 $376,000 5 Parcels - Administration EACH $2,000 27 $54,000 6 Row Contingency 10% $125,887 TOTAL RIGHT OF WAY $1,384,756 King County ITEM DESCRIPTION UNIT PRICE QUANTITY COST RIGHT OF WAY 1 Right of Way- Land SF $15.00 74,451 $1,116,765 2 Drainage Easement SF $7.00 5,859 $41,013 3 Slope Easement SF $7.00 10,823 $75,761 4 Total Parcel Take LS $191,100 1 $191,100 5 Parcels - Administration EACH $2,000 11 $22,000 6 Row Contingency 10% $144 664 TOTAL RIGHT OF WAY $1,591,303 Preliminary Cost Estimate King Co Renton Proposed Alignment along Duvall Ave/Coal Creek Parkway SE No. Item Description Unit Price Unit Quantity Cost Quantity Cost ROADWAY CONSTRUCTION COST Mobilization @10% LS $ 225,240 1 $ 179,309 Construction Surveying LS $ 20,000 1 $ 20,000 Mobilization Sub-total $ 245,240 $ 199,309 TRAFFIC CONTROL Temporary Traffic Control Devices Per Project LS 1 $ 6,000 1 $ 8,000 Traffic Control Labor $ 35 HRS 4,200 $ 147,000 4,300 $ 150,500 Traffic Control Supervisor $ 310 DAY 107 $ 33,170 115 $ 35,650 Construction Signs Per Project LS 1 $ 2,500 1 $ 3,000 Plastic Drums Per Project LS 1 $ 1,500 1 $ 2,000 Traffic Control Sub-total $ 190,170 $ 199,150 PREPARATION Remove Trees Incl.Haul $ 350 EA 103 $ 36,050 83 $ 29,050 Clearing&Grubbing $ 4,000 AC 1.81 $ 7,224 1.11 $ 4,442 Remove ACP $ 4 SY 6,582 $ 26,328 14,019 $ 56,076 Roadway Excavation,Incl.Haul $ 15 CY 848 $ 12,720 6,108 $ 91,620 Remove Concrete Sidewalk,Incl.Haul $ 5 SY 0 $ - 1,340 $ 6,700 Remove Curb and Gutter, Incl.Haul $ 5 LF 0 $ - 1,994 $ 9,970 Remove Fence&Reset $ 27 LF 331 $ 8,937 1,705 $ 46,035 Remove Guardrail $ 12 LF 828 $ 9,522 0 $ - Removal&Relocation of Existing Private Improvements Per Project LS 1 $ 10,000 1 $ 10,000 Adjust Monument Case&Cover $ 216 1 EA 1 $ 216 5 $ 1,080 Preparation Sub-total $ 110,997 $ 254,973 TRAFFIC Permanent Signing Per Project LS 1 $ 2,000 1 $ 2,000 White Stop Bar $ 10 LF 20 $ 200 168 $ 1,680 Channelization Striping $ 0.35 LF 8,228 $ 2,880 16,471 $ 5,765 White Crosswalk Stripe $ 6 LF 0 $ - 220 $ 1,320 Right/Left Traffic Arrow $ 72 EA 13 $ 936 41 $ 2,952 White Bike Marking $ 50 EA 28 $ 1,400 48 $ 2,400 Traffic Signal Per Project I LS 0 $ 1 $ 25,800 Install Fire Hydrant Reflector $ 5 1 EA 0 $ 6 $ 30 Traffic Sub-total $ 7,416 $ 41,947 PAVEMENT Grading $ 2 JSF116,255 $ 255,761 179,837 $ 395,642 Cement Concrete Sidewalk,4 IN $ 30 1,839 $ 55,159 2,851 $ 85,527 Cement Concrete Curb and Gutter $ 17 3,257 $ 55,377 4,587 $ 77,974 HMA Class 1/2" $ 80 TON 2,463 $ 197,023 2,998 $ 239,834 HMA Class 1" $ 75 TON 2,873 $ 215,494 3,598 $ 269,813 Crushed Surfacing Base Course $ 15 TON 3,714 $ 55,706 5,425 $ 81,372 Pavement Sub-total $ 834,520 $ 1,150,162 STRUCTURE Retaining Wall,Solider Pile Wall $ 125 SF 6,655 $ 831,875 0 $ - Retaining Wall,MSE Wall $ 25 SF 1,800 $ 45,000 0 $ - Retaining Wall,Rockery Wall $ 15 SF 1,980 $ 29,700 804 $ 12,060 Structural Fill for Retaining Wall $ 16 CY 1,927 $ 30,825 0 $ - Excavation for Retaining Wall $ 20 CY 4,475 $ 89,499 475 $ 9,493 Grading $ 2 SF 20,196 $ 40,392 0 $ - Structure Sub-total $ 1,026,899 $ 21,553 Preliminary Cost Estimate King'.Co. Renton Proposed Alignment along Duvall Ave/Coal Creek Parkway SE No. Item Description Unit Price Unit Quantity Cost F Quantity Cost DRAINAGE/STORM SEWER Remove Existing Catch Basin $ 250 EA 2 $ 500 31 $ 7,750 Remove Existing Storm Drain Manhole $ 300 EA 0 $ - 3 $ 900 Catch Basin Type 1 $ 1,200 EA 25 $ 30,000 29 $ 34,800 Catch Basin Type 2,48" $ 2,000 EA 18 $ 36,000 10 $ 20,000 Man Hole Type 2,48"w/lid $ 2,150 EA 2 $ 4,300 10 $ 21,500 Install Grated Cover&Frame $ 43 EA 43 $ 1,849 39 $ 1,677 12"HDPE $ 9.50 LF 1,317 $ 12,508 3,049 $ 28,967 15"HDPE $ 12.00 LF 0 $ - 94 $ 1,128 18"HDPE $ 17.25 LF 1,282 $ 22,115 1,823 $ 31,438 24"HDPE $ 24.50 LF 712 $ 17,439 61 $ 1,497 30"HDPE $ 36.50 LF 0 $ - 0 $ - Excavation $ 15.00 CY 4,227 $ 63,399 6,081 $ 91,222 Shoring $ 2 SF 18,844 $ 37,687 34,367 $ 68,734 Detention Facility Per Project LS 1 $ 150,000 1 $ 215,000 Pipe Bedding $ 30 CY 2,857 $ 85,715 4,175 $ 125,240 Drainage/Storm Sewer Sub-total $ 461,513 $ 649,854 UTILITIES Resolution oPUtility Conflicts Per Project LS 1 $ 3,000 1 $ 3,000 Utility Potholing $ 500 EA 2 $ 1,000 10 $ 5,000 Remove &Relocate Water Meter $ 600 EA 5 $ 3,000 30 $ 18,000 Remove Gas Valve $ 500 EA 0 $ - 2 $ 1,000 Adjust Water Valve to Grade $ 300 EA 3 $ 900 21 $ 6,300 Move Fire Hydrant $ 1,500 EA 0 $ - 3 $ 4,500 Reconnecting Fire Hydrant $ 1,000 EA 0 $ - 3 $ 3,000 Illumination System Per Project LS 1 $ 20,000 1 $ 30,000 Utility Sub-total $ 27,900 $ 70,800 EROSION CONTROL&LANDSCAPING Erosion and Sedimentation Control $ 25,000 LS 1 $ 25,000 1 $ 25,000 Landscaping&Irrigation $ 4,000 LS 1 $ 4,000 1 $ 4,000 SPCC Plan $ 1,000 LS 1 $ 1,000 1 $ 1,000 Roadside Cleanup $ 4,500 LS 1 $ 4,500 1 $ 4,500 Erosion Control &Landscaping Sub-total $ 34,500 $ 34,500 Sub-Total $ 2,939,154 $ 2,622,248 18%Contigency $ 529,048 $ 472,005 Total $ 3,468,202 $ 3,094,253