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HomeMy WebLinkAboutLUA-06-168_MISC.:. HEATH & ASSOCIATES, INC. ZANATTA TOWNHOMES TRAFFIC IMP ACT ANALYSIS RENTON, WA r==EXPl!lES 6/30707 J Prepared for: Matt Pool Pool Brothers Construction Transportation and Civil Engineering c/o Sadler/Barnard and Associates 717 West Stewart Puyallup, WA 98371 OCTOBER 2006 2214 Tacuma Road· Puyallup, W1I9g.171 • (253) 77()-1401 • Fax (25.1) 770-1473 TABLE OF CONTENTS ZANATIA TOWNHOMES TRAFFIC IMPACT ANALYSIS I. Introduction .. " .. " .. " .. " ... ". " ... " ... " .. " "" .. "" ... "" ... " ... " .. " ...... " .. " .. " .. " .... " ... " .... " ...... ,,3 II. Project Description ... " .. " .. " ... " ... "" ... " .... " .. ". " .... " ... " .................. " .. " .... " .... " .... " ..... ,,3 III. Existing Conditions .. " ... " .. " ... ,," "" .... "." " ...... " ... " ... " ... " ...... " .......... " ... " .... " .... " ....... 3 IV. Future Traffic Conditions .. "" " ..... " ........................... " ... " .. " ...... " .. " .. " ......... " .... "" ... ,,9 V. Conclusions and Mitigation." " ..... " .......... " .... " ......... " ........... " .. " .. " .. " ... " .... " ... ""." .14 Appendix LIST OF TABLES 1. Existing Level of Service .. " .. ".""""""."""""".""".".""",, .. ,,""""",, ... ,,,,.,,""",,""" 8 2. Trip Generation ............................................................................................................ 9 3. Future 2009 Level of Service ",,""" """"""".,,,,""" """ "" "" """" """"" "." """"".,, 1 0 LIST OF FIGURES 1. Vicinity Map & Roadway System ".,,"""""" ""."".,,"" """" "" "" """ """.,," """ """,,4 2. Site Plan. " .. "".". " .. "." " .. "" " .. ".". """ """ "". """" " ... " .. ,," " .. " .. " .. " .. "" .. " .. """" "". ".5 3. Existing 2006 PM Peak Hour Volumes """"."""""""""""""""""" .. """"""""""",,7 4. Trip Distribution and Assignment...""""""" """" """" "" "" "" "" """ """ """"""".,, 11 5. 2009 Future PM Peak Volumes Witbout Project..""""""""""""""""""""""" .. "." 12 6. 2009 Future PM Peak Volumes Witb Project """".""""."".""""""""."""""".,,,,.,, 13 2 ZANA TT A TOWNHOMES TRAFFIC IMPACT ANALYSIS I INTRODUCTION This report summarizes traffic impacts related to the Zanatta Townhomes development. The general goals of this impact study concentrate on I) the assessment of existing roadway conditions and intersection congestion, 2) forecasts of newly generated project traffic, 3) estimations of future delay, and 4) recommendations for mitigation. Preliminary tasks include the detailed collection of roadway information, road improvement information, and peak hour traffic counts. A level of service analysis for existing traffic conditions is then made to determine the present degree of intersection congestion. Based on this analysis, forecasts of future traffic levels on the surrounding street system are found. Following this forecast, the future service levels for the key intersections are investigated. As a final step, applicable conclusions and possible on-site or off-site mitigation measures are defined. The findings of this study are intended to ensure safe and efficient progression of vehicular/non-motorist traffic near the site. II PROJECT DESCRIPTION The proposed project is a residential development consisting of28 condominiums units contained in 9 buildings. The project site is located on the east side of Sunset Blvd NE between NE 10th Place and NE 10th Street. Other major nearby roadways which serve the area include NE Park Drive and SR-405. Site access is to be provided by two driveways connecting to NE 10th Place and NE lOth Street. Most development surrounding the site are a mixture of single family and multi-family residential. Full buildout of the site will occur in the next several years, however, for traffic purposes the study time frame is 2009. Figure 1 shows the site location and roadway network. The general configuration of the project is given in the site plan of Figure 2. III EXISTING CONDITIONS A. Surrounding Roadways The street network serving the proposed project consists of a several different types of roadways. Characteristics for these roadways vary with respect to lane widths, grades, speeds, and function. The major roadways and arterials surrounding the site are listed and described on page 6. 3 N ~ z ~ <n o z o ~! ~I I ZANATTA TOWNHOMES f--------'-----------"-'---'----"-'-'----'-''------------~~-----------'---------1 ~~. HEATH & ASSOCIATES, INC VICINITY MAP< ROADWAY SYSTEM , ~ • ~,.""",,,o, ,." c,." "",""0'' ,",=' /) ---------------------------- N , I I J / I I ~ I , I " I ,I I . I I I . I I I " I I ..' I I I I I / ;' I ;' I . I . I / if'/' ! I I " I I I I l I' , If / I 1/ j /1 I ii, " I I ,'" 1/ ' I I . I ! I I I N.E. 10th PL. • _ . • • • ,"."'{>'J u "'.".= / I /J ----~'!!"---------__._c"=~~~f:.lil" .. ! 1 --';,;;£.'-'","~---.--.------_. __ . __ . : __ ;;;;::-------------------------------..;;r .. ~1:;:~~--- ;' a::~ .. '--..... -.. -.. -.. -.-.. -.. -.. -.. .._ .. _ .. _w_ .. _ .. _wc .. \. I ; I ~-_-__ -~~~_-__ -_____ -------------~-----_____ ~~ ~". ZANATTA TOWNHOME5 SITE PIAN FIGURE 2 \~----------------~ Sunset Boulevard is a two-lane, arterial which borders the west edge of the site. The posted speed limit along this roadway is 30 mph and road surfacing is composed of asphalt concrete. Shoulders are comprised of gravel and asphalt with parking allowed on portions of the street. Grades are a combination of flat to rolling. Lane widths are II to 12 feet. NE 10th Street is an east-west, two-lane roadway which lies to the south of the site. The posted speed limit is 25 mph. Lane widths are generally 12 feet and surfacing is comprised of asphalt concrete. Grades are generally flat. NE 10th Place is an east-west local roadway lying north of the project. The posted speed limit is 25 mph and the roadway adjacent to the site is a single lane similar to an alley currently and grades are flat to moderate. B. Peak Hour Volumes Field data for this study was collected in October of 2006 at the adjacent intersections of SunsetilOth Street and Sunsetll Oth Place. Evening traffic counts were taken during the peak period between the hours of 4 PM and 6 PM. This specific peak period was targeted for analysis purposes since it generally represents a worst case scenario for commercial developments with respect to traffic conditions. This is primarily due to the common 8 AM to 5 PM work schedule and the greater number of personal trips occurring as part of the commute time frame. Most employees return to their dwellings at the same time of day which translates to a natural peak in intersection traffic loads, especially when combined with the relatively large number of personal trips on the roadway system. Figure 3 shows the weekday PM peak volumes across the project frontage. C. Level of Service Existing peak hour delays were determined through the use of the Highway Capacity Manual. Capacity analysis is used to determine level of service (LOS) which is an established measure of congestion for transportation facilities. LOS is defined for a variety offacilities including intersections, freeways, arterials, etc. A complete definition of level of service and related criteria can be found in the HCM. The methodology for determining the LOS at signalized intersections strives to determine the volume to capacity (vic) ratios for the various intersection movements as well as the average stopped delay for those movements. Delay is generally used to measure the degree of driver discomfort, frustration, fuel consumption, and lost time. Stopped delay, in particular, is defined as the amount of time a vehicle, on average, spends not in motion at.an intersection. Aside from the overall quantity of traffic, three specific factors influence signalized intersection LOS. These include the type of signal operation provided, the signal phasing pattern, and the specific allocation of green time. The methodology for determining the LOS at unsignalized intersections strives to determine the potential capacities for the various vehicle movements and ultimately 6 250 4 ... l.. ~3 8 N <,~o t rt" 253 3 2M 13 ZANATIA TOWNHOME5 I-----------~-~--------------------------------1 ~~. HEATH & ASSOCIATES, INC : ~ Transportation and Civil Engineering ~ ------------------------------- EXISTING 200G PM PEAK HOUR VOLUMES FIGURE 3 determines the average total delay for each movement. Potential Capacity represents the number of additional vehicles that could effectively utilize a particular movement, which is essentially the equivalent of the difference between the movement capacity and the existing movement volume. Total delay is described as the elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. Average total delay is simply the mean total delay over the entire stream. A number of factors influence potential capacity and total delay including the availability/usefulness of gaps. The range for intersection level of service is LOS A to LOS F with the former indicating low stopped delays and the latter indicating severe stopped delays. The results of the level of service analysis are given in Table I shown below. This analysis involved the HCS-2000 program which is based on the 2000 HCM. Refer to the HCM for calculation procedures for unsignalized intersections. TABLE 1 Existing Level of Service Delays given in Seconds Per Vehicle Intersection Control Approach LOS Delay SunsetilOth Street Stop Westbound B 11.5 Southbound A 7.9 SunsetilOth Place Stop Westbound B 10.1 Southbound A 7.9 D. Non-Motorist Traffic Observations for pedestrian and bicycle activity were made along Sunset Boulevard, lOth Street and 10th Place during several field visits. Based on the location of the proposed development with respect to major retail and commercial cores, only minor recreational pedestrian and bicycle traffic would be expected. Access to and from schools would typically be made via passenger car and transit. E. Transit Service The Metro Transit regional bus schedule indicates transit service is available in the general area within walking distance of the Zanatta Townhome project. No direct transit service would be provided for the proposed site, however, as most routes are located to the east along Edmonds and Kirkland and along the portion of Sunset Boulevard to the north of the project. Based on the site location, no reduction in trip generation due to transit usage was assumed. 8 F. Sight Distance at Access Driveways The proposed site access driveways are to be located on 10th Street and 10th Place. A field review of the driveway locations was made and adequate sight distance is available. The connection of the project to both 10th Street and 10th Place allows drivers the flexibility to use 10th Street when accessing Sunset to the south and lOth Place when accessing Sunset to the north. The sight distance for drivers using 10th Place looking north is impaired by a horizontal curve. IV FUTURE TRAFFIC CONDITIONS A. Trip Generation Trip generation is used to determine the magnitude of project impacts on the surrounding street system. Data presented in this report was taken from the Institute of Transportation Engineer's publication Trip Generation, Sixth Edition. The designated land use for this project is defined as Residential Condominiums (LUC 230). Data for the 4 PM to 6 PM peak hour was used for future traffic estimations. Table 2 below shows the trip generation values used for this study. Included are the average weekday daily volume and the AM and PM peak hour generation volumes for the project. Time Period AWDT TABLE 2 Trip Generation 28 Condominium Units AM Peak Inbound AM Peak Outbound AM Peak Total PM Peak Inbound PM Peak Outbound PM Peak Total Volume 218 vpd 4vph 15 vph 19 vph 14 vph 7vph 21 vph The anticipated inbound and outbound split for the AM peak is estimated at roughly 20 percent entering and 80 percent exiting. A 67 percent entering and 33 percent exiting split is expected for the PM peak hour with trip generation slightly higher during the PM peak versus the AM peak. B. Distribution & Assignment The pattern by which project trips disperse on the roadway network is highly variable and largely depends on driver behavior and psychological factors. Based on this information, 9 general estimations of traffic distribution are made to determine the impacts of a project on nearby arterials. Trips generated by the project are expected to follow the pattern shown in Figure 4 on the following page. Percentages are based generally on existing traffic patterns. C. Future Peak Hour Volumes The owners of the project anticipate a completion date for the build out of this project by 2009. As directed by the city of Renton, the proposed buildout year, 2009, was used as the horizon study year in order to assess future impacts. Future 2009 traffic volumes without the project were derived by applying a 3 percent annual growth rate to the volumes of Figure 3. Future 2009 volumes with the project completed were found by adding the project generated volumes (trip assignment) of Figure 4 to the future 2009 volumes without project-related traffic. Shown on the following pages are the anticipated peak hour volumes for the primary intersection examined. Figure 5 represents 2009 traffic without the project (background growth, no project-generated trips). Figure 6 shows cumulative 2009 intersection volumes with project-generated trips added. D. Level of Service A level of service analysis was next made of the peak hour volumes with project trips applied. This analysis once again involved the use of the HCS-2000 program which are based on specific intersection analysis procedures of the Highway Capacity Manual. Results for 2009 traffic conditions are given in Table 3. TABLE 3 2009 Level of Service Delays given in Seconds Per Vehicle Without Project With Project Intersection Control Approach LOS Delay LOS Delay SunsetilOth Street Stop Westbound B 11.9 B 12.7 Southbound A 8.0 A 8.0 SunsetilOth Place Stop Westbound B 10.3 B 10.4 Southbound A 8.0 A 8.0 Entrance! I Oth Street Stop Southbound A 8.4 Eastbound A 7.2 Entrancell Oth Place Stop Northbound A 8.6 Westbound A 7.2 As shown above, only moderate delays were noted for any of the intersections. 10 N 405 o 0 + ~o 8 t f' o 0 PROJECT F'M PEAK INBOUND = 14 VPH PROJECT PM PEAK OUTBOUND ~ 7 VPH ZANATIA TOWNHOMES ° G + ~3 8 \~ t 1.1° o~ ~ ~i \ ~I ~ \ > > <i I <i z \ <f1 ~ 0 ~ z 0 \ 0 '" ~ :> <D I 0 <i \ ~ 'V(' /-> ~DR 45% NE 10TH P SITE !¥ 55% §l NE 9TH ST Qy ",¢ ;:,"" 'l NE 7TH ST 0---+ 8 .-0 G~ r.10 3 0 I aTH PLACE ACCESS ~~. HEATH & ASSOCIATES, INC ~ Transportation and Civil Engineering 4 0 J ~O 0------... 8 .-0 10TH STREET ACCESS TRIP DISTRIBUTION AND ASSIGNMENT fiGURE 4 N 237 2 ~ ~2 8 t ~3 315 '''' 405 ZANATIA TOWNHOMES ~~~ HEATH & ASSOCIATES, INC ~ Transportation and Civil Engineering NE I OTM f 2009 fUTURE PM PEAK VOLUMES WITHOUT PROJECT fiGURE 5 ~ ~ ------------------------------------------------------ 237 2 + ~2 8 t rF7 315 22 ZANATTA TOWNHOMES ~~. HEATH & ASSOCIATES, INC ~ Transporlation and Civil Engineering ;1 1] Z o :;, o cu NE 10TH P 7---+ 8 "'-3 G-~ rF0 3 0 10TH PLACE ACCESS 10TH STREET ACCESS 2009 fUTURE PM PEAK VOLUMES WITH PROJECT FI,GUR£ b ~---------------------------------~ V. CONCLUSIONS AND MITIGATION The Zanatta TO"'l1homes project is a proposed condominium complex consisting of 28 units. According to published information by ITE, the project would generate up to 218 total trip movements into and out of the site. Of this total daily traffic, 19 movements should enter and exit the site during the AM peak hour. Approximately 21 inbound and outbound trips are anticipated during the critical PM peak hour. All site generated trips would be considered destination-based with no pass-by trips expected. The local intersections most impacted by project traffic, 10th Street/Sunset and 10th Place/Sunset operate at LOS B or better with project traffic added. The interconnection of the project between 10th Place and 10th Street allows drivers to access Sunset at either location depending on the direction of travel. The analysis assumed all project traffic using Sunset, though some project traffic will travel easterly toward Edmonds. The distribution therefore represents a worst case analysis. No off-site mitigation measures are needed to serve the additional project traffic. The following mitigation measure is therefore proposed: 1. Construct frontage improvements as required by city of Renton ordinances. 14 ZANATTA TOWNHOMES TRAFFIC IMP ACT ANALYSIS APPENDIX 15 LEVEL OF SERVICE The following are excerpts from the 2000 Highway Capacity Manual -Transportation Research Board Special Report 209. Quality of service requires quantitative measures to characterize operational conditions within a traffic stream. Level of service (LOS) is a quality measure describing operational conditions within a traffic stream, generally in terms of such service measures as speed and travel time, freedom to maneuver, traffic interruptions, and comfort and convemence. Six LOS are defined for each type of facility that has analysis procedures available. Letters designate each level, from A to F, with LOS A representing the best operating conditions and LOS F the worst. Each level of service represents a range of operating conditions and the driver's perception of those conditions. Level-of-Service definitions The following definitions generally define the various levels of service for arterials. Level of service A represents primarily free-flow operations at average travel speeds, usually about 90 percent of the free-flow speed for the arterial classification. Vehicles are seldom impeded in their ability to maneuver in the traffic stream. Delay at signalized intersections is minimal. Level of service B represents reasonably unimpeded operations at average travel speeds, usually about 70 percent of the free-flow speed for the arterial classification. The ability to maneuver in the traffic stream is only slightly restricted and delays are not bothersome. Level of service C represents stable operations; however, ability to maneuver and change lanes in midblock locations may be more restricted than in LOS B, and longer queues, adverse signal coordination, or both may contribute to lower average travel speeds of about 50 percent of the average free-flow speed for the arterial classification. Level of service D borders on a range in which small increases in flow may cause substantial increases in approach delay and hence decreases in arterial speed. LOS D may be due to adverse signal progression, inappropriate signal timing, high volumes, or some combination of these. Average travel speeds are about 40 percent offree-flQw speed. Level of service E is characterized by significant delays and average travel speeds of one- third the free-flow speed or less. Such operations are caused by some combination of adverse progression, high signal density, high volumes, extensive delays at critical intersections, and inappropriate signal timing. 16 Level 0/ service F characterizes arterial flow at extremely low speeds, from less than one- third to one-quarter of the free-flow speed. Intersection congestion is likely at critical signalized locations, with long delays and extensive queuing. These definitions are general and conceptual in nature, and they apply primarily to uninterrupted flow. Levels of service for interrupted flow facilities vary widely in terms of both the user's perception of service quality and the operational variables used to describe them. For each type of facility, levels of service are defined based on one or more operational parameters that best describe operating quality for the subject facility type. While the concept of level of service attempts to address a wide range of operating conditions, limitations on data collection and availability make it impractical to treat the full range of operational parameters for every type of facility. The parameters selected to define levels of service for each facility type are called '''measures of effectiveness" or "MOE's", and represent available measures that best describe the quality of operation on the subject facility type. Each level of service represents a range of conditions, as defined by a range in the parameters given. Thus, a level of service is not a discrete condition, but rather a range of conditions for which boundaries are established. The following tables describe levels of service for signalized and unsignalized intersections. Level of service for signalized intersections is defined in terms of average control delay. Delay is a measure of driver discomfort, frustration, fuel consumption and lost travel time, as well as time from movements at slower speeds and stops on intersection approaches as vehicles move up in queue position or slow down upstream of an intersection. Level of service for unsignalized intersections is determined by the computed or measured control delay and is determined for each minor movement. Signalized Intersections -Level a/Service Level of Service A B C D E F 17 Control Delay per Vehicle (sec) :s; 10 > 10 and :s;20 > 20 and :s;35 >35 and :s;55 >55 and :s;80 >80 Unsignalized Intersections -Level o/Service Level of Service A B C D E F Average Total Delay per Vehicle (sec) :510 > 10 and :515 > 15 and :525 > 25 and :535 > 35 and :550 >50 As described in the 2000 Highway Capacity Manual, level of service breakpoints for all- way stop controlled (A WSC) intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from distinct kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an A WSC intersection. Thus a higher level of control delay is acceptable at a signalized intersection for the same level of service. AWSC Intersections -Level o/Service Level of Service A B C D E F 18 Average Total Delay per Vehicle (sec) :510 > 10 and :515 > 15 and :525 > 25 and :535 > 35 and :550 >50 Summary of Trip Generation Calculation For 28 Dwelling Units of Residential Condominium / Townhouse September 14, 2006 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 7.77 0.00 1. 00 7-9 AM Peak Hour Enter 0.11 0.00 1. 00 7-9 AM Peak Hour Exit 0.55 0.00 1. 00 7-9 AM Peak Hour Total 0.67 0.00 1. 00 4-6 PM Peak Hour Enter 0.51 0.00 1. 00 4-6 PM Peak Hour Exit 0.25 0.00 1. 00 4-6 PM Peak Hour Total 0.76 0.00 1. 00 AM Pk Hr, Generator, Enter 0.12 0.00 1. 00 AM Pk Hr, Generator, Exit 0.53 0.00 1. 00 AM Pk Hr, Generator, Total 0.65 0.00 1. 00 PM Pk Hr, Generator, Enter 1. 09 0.00 1. 00 PM Pk Hr, Generator, Exit 0.61 0.00 1. 00 PM Pk Hr, Generator, Total 1. 71 0.00 1. 00 Saturday 2-Way Volume 18.90 0.00 1. 00 Saturday Peak Hour Enter 0.98 0.00 1. 00 Saturday Peak Hour Exit 0.83 0.00 1. 00 Saturday Peak Hour Total 1. 81 0.00 1. 00 Sunday 2-Way Volume 15.89 0.00 1. 00 Sunday Peak Hour Enter 0.99 0.00 1.00 Sunday Peak Hour Exit 1. 03 0.00 1.00 Sunday Peak Hour Total 2.02 0.00 1. 00 Note: A zero indicates no data available. The above rates were 24-Hr. 2-Way Volume: 7-9 AM Peak Hr. Total: 4-6 PM Peak Hr. Total: AM Gen Pk Hr. Total: PM Gen Pk Hr. Total: calculated from these equations: LN(T) LN(T) R ..... 2 = LN (T) R .... 2 = LN (T) R'2 .85LN(X) + 2.55, R'2 .8LN(X) + .26 0.76, 0.17 Enter, 0.83 .82LN(X) + .32 0.8, 0.67 Enter, 0.33 .82LN(X) + .17 0.8, 0.18 Enter, 0.82 .34 (X) + 38.31 0.83 Exit Exit Exit Sat. 2-Way Volume: T ~ R'2 T ~ 0.83, 0.64 Enter, 3.62(X) + 427.93, R'2 .29(X) + 42.63 0.36 Exit 0.84 Sat. Pk Hr. Total: Sun. 2-Way Volume: Sun. Pk Hr. Total: T ~ R'2 T ~ T ~ 0.84, 0.54 Enter, 3.13(X) + 357.26, R'2 .23 (X) + 50.01 0.46 Exit 0.88 R'2 0.78 0.49 Enter, 0.51 Exit Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS 218 15 19 14 7 21 3 15 18 31 17 48 529 27 23 51 445 28 29 56 SUNSET BLVD NE Southbound -Start Time Right I Thru I Factor 1.0 I 1.0j 04:00 PM 0 48 04:15 PM 0 53 04:30 PM 0 45 04:45 PM 0 53 Total 0 199 05:00 PM 0 59 05:15 PM 0 60 05:30 PM 0 46 05:45 PM 0 75 Total 0 240 Grand Total 0 439 Apprch % 0.0 99.1 Total % 0.0 43.7 Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 Left 1.0 1 1 0 2 4 0 0 0 0 0 0;) 0.4 G P . t d U h·ft d roups nn e -ns I e 10TH ST NE Westbound Right I Thru I 1.01 1.0 I 0 0 0 0 0 0 0 0 0 0 1 0 1 0 1 0 1 0 4 0 4 0 26.7 0.0 0.4 0.0 • oUNoET BL YO NE Out In Total I 53~ 9731 439 4 Thru Left 1 4 T North 0/412006 4;00:00 PM 014/2006 5:45:00 PM Unshtfted Left 1.0 2 1 0 2 - 5 1 0 4 1 6 11 I 73.3 1.1 I , File Name Site Code Start Date Page No SUNSET BLVD NE Northbound : untitled1 : 00002720 : 10104/2006 : 1 Right I Thru I Left Int. Total I 1.0j 1.01 1.0 I 0 63 0 114 3 56 0 114 3 83 0 131 4 64 0' 125 10 . 266 01 484 1 77 0 139 5 64 0 130 3 63 0 117 2 56 0 135 11 260 0 521 21 526 og I 1005 3.8 96.2 2.1 52.3 0.0 '-'--.---~- Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 File Name Site Code Start Date Page No SUNSET BLVD NE Southbound Start Time Right I Thru I Left I App. Total Peak Hour From 04.00 PM to 05.45 PM -Peak 1 of 1 Intersection 04:30 PM 10TH ST NE Westbound Right I Thru_1 Left I Volume 0 217 2 219 2 0 3 Percent 0.0 99.1 0.9 40.0 0.0 60.0 05:00 Volume 0 59 0 59 1 0 1 Peak Factor High Int. 05:15 PM 04:45 PM Volume 0 60 0 60 0 0 2 Peak Factor 0.913 ! SUNSET BLVD Ne Out In Total I 2.q] ~ l 50'1 ~ Thru Left 1 4 T North 0/4/2006 4:30:00 PM 0/4/2006 5:15:00 PM Unshifled SUNSET BLVD NE Northbound App. Right I Thru! Total 5 13 288 4.3 95.7 2 1 77 04:30 PM 2 3 83 0.625 - Left I o 0.0 o o L ___ _ : untitled1 : 00002720 : 10/0412006 :2 App. Int. Tota Total 301 525 78 139 86 0.875 0.944 .-. SUNSET BLVD NE Southbound Start Time Ri ht Thru I Factor 10 I 1.0 I 04:00 PM 0 51 04:15 PM 0 60 04:30 PM 0 52 04:45 PM 0 65 Total 0 228 05:00 PM 0 73 05:15 PM 0 67 05:30 PM 0 48 05:45 PM 0 77 Total 0 265 Grand Total 0 493 Apprch % 0.0 98.0 Total % 0.0 47.3 Heath & Associates Inc. 2214 Tacoma Road Puyallup. WA 98371 G P . t d U h·ft d fCUPS nn e ~ ns I e 10TH PL NE Westbound Left Right I Thru 1.0 10 I 1.0 I 2 0 0 2 1 0 0 0 0 2 2 0 6 3 0 0 0 0 1 0 0 2 0 0 1 0 0 4 0 0 Left 1.0 0 0 0 0, 0' 0 0 0 1 1 10 I 3 0 25~ I 2.0 75.0 0.0 1,0 0.3 0.0 0.1 ! :;UNSET BLVD N." Out In Total I 53~'0351 493 10 Thru Lett 1 4 T North 1014/2006 4:00:00 PM 0/4/2006 5:45:00 PM Unshifled ,--- File Name Site Code Start Date Page No SUNSET BLVD NE Northbound : untitled2 : 00002720 : 10104/2006 : 1 Right I Thru I Left Int. Total I . 1.0 I 1.0 I 1.0 ~ 0 65 0 118 0 62 0 125 2 83 0 137 0 59 0 128 - --. 2 269 0 508 1 79 0 153 2 52 0 122 1 71 0 122 0 58 0 137 4 260 0 534 6 529 0~1 1042 1.1 98.9 0.6 50.8 0.0 I 1 SUNSET BLVD NE Southbound tart Time Right I Thru I Left I App. Total b Peak Hour From 04.00 PM to 05.45 PM -Peak 1 of 1 Intersection 04:15 PM Volume a 250 4 254 Percent 0.0 98.4 1.6 05:00 Volume a 73 a 73 Peak Factor High Int. 05:00 PM Volume a 73 a 73 Peak Factor 0.870 Heath & Associates Inc. 2214 Tacoma Road Puyallup, WA 98371 10TH PL NE Westbound Right I Thrul Left I App. Total 3 a 0 3 100.0 0.0 0.0 a 0 0 a 04:45 PM 2 a a 2 0.375 I SUNSE I, BLVD NE Out In Total I 28~1 ~ I. 5401 ~ Thru left 1 4 File Name : untitled2 Site Code : 00002720 Start Date : 10/04/2006 Page No : 2 SUNSET BLVD NE Northbound Right I Thru I Left I App. Int. TotalJ Total 3 283 0 286 543 1.0 99.0 0.0 1 79 a 80 153 0.887 04:30 PM 2 83 a 85 0.841 L __ I T Nonh 10{4I2006 4:15:00 PM 0/412006 5:00:00 PM Unshifted T I~ Thru Right 283] 3 c::::illl~~ Out ~ ... !.o1a1 'UN'''' RI \IT') NE ------- TWO-WAY STOP CONTROL SUMMARY General Information Site Information i"nalyst GBH Intersection 10TH STREET AND SUNSET BLVD ~gencyICo. urisdiction Date Performed Analysis Year ~nalysis Time Period Project Description 2006 EXISTING PM PEAK HOUR EastIVVest Street: 10TH STREET INorthlSouth Street: SUNSET BLVD Intersection Orientation: North-South J§tudy Period (hrs1 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R alume 0 288 13 2 217 0 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.91 0.91 1.00 Houny Flow Rate, HFR 0 327 14 2 238 0 Percent Heavy Vehicles 0 --0 -- Median Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 0 Configuration TR LT fEtream Sillnal 0 0 inor Street Westbound Eastbound ~ovement 7 8 9 10 11 12 L T R l T R )iolume 3 0 2 0 0 0 eak-Hour Factor, PHF 0.62 1.00 0,62 1.00 1.00 1.00 l-tour1y Flow Rate, HFR 4 0 3 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 lared Approach N N Storage 0 0 RT Channetized 0 0 Lanes 0 0 0 0 0 0 I\,.,onfiguration LR . Delay~ Queue Lel!llth and Level of Service Approach N8 S8 Westbound Eastbound fMovement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 2 7 C (m) (vph) 1229 559 Ic 0.00 0.01 95% queue length 0.00 0.04 Control Delay 7.9 11.5 LOS A B Approach Delay ---11.5 i"pproach LOS ---B Rights Reserved HCS100llfM Copyright 02003 Umversity of Florida, All Rights Reserved Version41d Ver5IQn4,ld TWO-WAY STOP CONTROL SUMMARY General Infonnation Site Infonnation ~nalyst GBH Intersection 10TH STREET AND SUNSET BLVD ~genCY/Co. ~urisdiction Date Performed f,nalysis Time Period fA,nalysis Year Project Description 2009 PM PEAK HOUR WITHOUT PROJECT EastM'est Street: 10TH STREET INorth/South Street: SUNSET BLVD Intersection Orientation: North-South IStudv Period hrsl 0.25 Vehicle Volumes and Adiustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ~olume 0 315 14 2 237 0 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.91 0.91 1.00 Hourly Flow Rate, HFR 0 357 15 2 260 0 Percent Heavy Vehicles 0 --0 -- Median Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 0 Configuration TR LT ~stream SiQnal 0 0 inor Street Westbound Eastbound ovement 7 a 9 10 11 12 L T R L T R alume 3 0 2 0 0 0 Peak·Hour Factor, PHF 0.62 1.00 0.62 1.00 1.00 1.00 ~ourty Flow Rate, HFR 4 0 3 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 flaned Approach N N ~torage 0 0 I'!T Channelized 0 0 Lanes 0 0 0 0 0 0 ~onfiguration LR Delay. Queue Length and Level of Service illPproach NB SB Westbound Eastbound !Movement 1 4 7 a 9 10 11 12 ILane Configuration LT LR f, (vph) 2 7 P (m) (vph) 1198 527 f,/c 0.00 0.01 ~5% queue length 0.01 0.04 pontrol Delay 8.0 11.9 LOS A B ~pproach Delay --11.9 f'lpproach LOS --B Rights Reserved HCS100(frM Copyright 0 2003 Umversity of Florida, All Rights Reserved Version 4 ld VersJon 4 ld TWO-WAY STOP CONTROL SUMMARY lSite GBH 10TH:;/ "tete rAND SUNSET .. ,' BLVD r~t~'::>"': "u".ui~,,, : r~' , '~ .'" I Year .. ,. I I i (Project 2009~HOUR WITH, ~ ISlreet: JTHS. ~ Street: ~-BLVD- I : . f'I<Jr1l>-South ,Period Ihrs): 0 ,and II\I!Ijor SIrgeI 1 2 3 4 5 6 L T R L R Volume 0 315 22 2 237 0 . Factor. PHF 1.00 0.88 0.88 ([91 0.91 -1.00 ~urly Flow Rate, ~ 0 357 25 2 260 0 I Heavy 0 --0 -- ~dian Type RTf" 0 0 I,!nes 0 1 0 0 1 0 TR LT ~Sional 0 7 8 9 l' 12 L T R T R I 7 0 ~ 0 0 • Factor. PHF 0.62 1.00 1 . '.00 -1.00 ~ourly Flow Rate, HFR 11 0 0 0 0 t Heavy' 0 0 0 0 -0 0 : Grade (%). 0 0 flared, N N 0 0 RT 0 0 ILanes 0 0 0 0 0 0 i LR Delay, Queue Length, and Level NB SB 1 4 7 8 9 10 t 1 12 ILane (', ,,,, i,n LT LR , (vph) 2 14 8 (m) (vph) 1188 481 'Ie 0.00 0.03 ,5% queue length 0.01 0.09 ~tror D,:iay 8.0 12.7 LOS A B .' ~elay --12.7 LOS --B Rights Reserved HCS]O(i(irM Copyright 0 2003 Umversity of Florida, All Righl.'i Reserved Version 4.1d Ven;,on 4 ld TWO-WAY STOP CONTROL SUMMARY General Infonnation lSite Infonnation ~nalyst GBH Intersection 10TH PLACE AND SUNSET BLVD !'-gency/Co. ~urisdictjon Date Performed ~nalYSiS Time Period fAna1ysis Year Project Description 2006 EXISTING PM PEAK HOUR EastlVv'esl Street: 10TH PLACE INorth/South Street SUNSET BLVD Intersection Orientation: North-South IStudyPeriod (hrs): 0.25 Vehicle Volumes and Adjustments ~9rStreet Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R olume 0 283 3 4 250 0 "eak-Hour Factor, PHF 1.00 0.84 0.84 0.87 0.87 1.00 Hourly Flow Rate, HFR a 336 3 4 287 0 Percent Heavy Vehicles 0 --0 -- Median Type Undivided RT Channelized 0 0 anes 0 1 0 0 1 0 ponfiguration TR LT stream SiQnal 0 0 Inor Street Westbound Eastbound ovement 7 8 9 10 11 12 L T R L T R volume 0 0 3 0 0 0 eak-Hour Factor, PHF 0.50 1.00 0.50 1.00 1.00 1.00 Hourly Flow Rate, HFR 0 0 6 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 a Flared Approac:l1 N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service Approac:l1 N8 58 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 4 6 C (m) (vph) 1231 709 /c 0.00 0.01 95% queue length 0.01 O.oJ <?ontrol Delay 7.9 10.1 LOS A B i\pproach Delay --10.1 Approach LOS --B RIghts Reserved HCS200(JrM Copynght 0 2003 University of Flonda, All Rightl Reserved Verslon41d Ver1;lOn41d TWO-WAY STOP CONTROL SUMMARY General Infonnation lSite Information Analyst GBH Intersection 10TH PLACE AND SUNSET BLVD AgencylCo. urisdiction Date Performed Analysis Year I"nalysis Time Period Project Description 2009 FUTURE PM PEAK HOUR WITHOUT PROJECT EastJWest Street: 10TH PLACE INorth/South Street: SUNSET BLVD Intersection Orientation: North-South !Study Period hrs : 0.25 ehiele Volumes and Adjustments aior Street Northbound Southbound ovement 1 2 3 4 5 6 L T R L T R alume 0 309 3 4 273 0 Peak-Hour Factor, PHF 1.00 0.84 0.84 0.87 0.87 1.00 Hourty Flow Rate, HFR 0 367 3 4 313 0 lPercent Heavy Vehicles 0 --0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 ~onfiguration TR LT ~tream Signal 0 0 inor Street Westbound Eastbound Movement 7 B 9 10 11 12 L T R L T R Volume 0 0 3 0 0 0 !peak-Hour Factor, PHF 0.50 1.00 0.50 1.00 1.00 1.00 ~ourty Flow Rate, HFR 0 0 6 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 lared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delav. Queue lenath and Level of Service i"-Pproach NB 58 Westbound Eastbound Movement 1 4 7 B 9 10 11 12 Lane Configuration LT LR (vph) 4 6 ~ (m) (vph) 1200 682 Ie 0.00 0.01 95% queue length 0.01 0.03 r;ontrol Delay 8.0 10.3 LOS A B ~pproach Delay --10.3 f.pproaeh LOS --B Rights Reserved HCS2Q00f>.1 Copyright 0 2003 UnIversIty of FlOrida, All Righ!$ Ro;served Version 4 Jd Version 4 Jd TWO-WAY STOP CONTROL SUMMARY ~neral Infonnalion Site Infonnalion ~nalyst GBH Intersection 10TH PLACE AND SUNSET BLVD ~genCY/Co. ~urisdiction Date Performed ~nalYSiS Time Period !Analysis Year Project Description 2009 FUTURE PM PEAK HOUR WITH PROJECT EastNVest Street: 10TH PLACE INorthlSouth Street: SUNSET BLVD Intersection Orientation: North-South IStudY Period hrs : 0.25 Vehicle Volumes and Adjustments r.laJor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 309 3 10 273 a Peak-Hour Factor, PHF 1.00 0.84 0.84 0.87 0.87 1.00 Hourly Flow Rate, HFR 0 367 3 11 313 0 Percent Heavy Vehicles 0 --0 -- Median Type Undivided RT Channelized a 0 anes 0 1 a 0 1 0 Configuration TR LT Uostream SiQnal 0 0 !Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R alume a a 6 a a a eak·Hour Factor, PHF O.SO 1.00 0.50 1.00 1.00 1.00 Hourly Flow Rate, HFR a a 12 0 a 0 Percent Heavy Vehicles 0 0 0 0 a 0 Percent Grade (%) 0 0 lared Approach N N ",torage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length and Level of Service IApproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR Iv (yph) 11 12 F (m) (yph) 1200 682 Ivlc 0.01 0.02 ~5% queue length 0.03 0.05 !control Delay 8.0 10.4 LOS A B ~proach Delay ---lOA ~pproach LOS ---B Rights Reserved HCS}OOOr>.< Copyngbl 0 2003 U,"verSlty ofFlonda, All Rights Reserved VerSIon 4 ld Version 4 ld TWO-WAY STOP CONTROL SUMMARY i ~ I,?!!:! STKctJ AND ZANATTA Inalvst IGBH ntersection i i Jate I sis Year Time Period [Project i i 2009 PM PEAKNOUR WITH ;T t Street: 10TH ~ Street: A I i Ie i I Period Ihrs) 0.25 ~s;r~et 'and 1 2 3 4 5 6 R T R , (veh/h) 8 16 0 0 5 0 , PHF '50 0.50 0.50 '.50 0.50 0.50 Hourly Flow Rate (veh/h) 16 32 0 0 10 0 i ,of heavy' 0, 0 ----0 --PH~ - IMedian type 'RT 0 0 Lanes 0 1 0 0 1 0 LT TR ESt;e~:nal 0 0 8 9 10 11 12 L T R L T R , (veh/h) 0 §: 0 0 0 4 ,PHF 0,50 ).50 .50 0.50 0.50 Hourly Flow_Rate (veh/h) 0 0-0 0 0 8 i of heavy vehicles, 0 0 0 0 0 0 PHV I grade (%) 0 0 Flared N N Storage 0 0 RT 0 0 Lanes 0 0 0 0 0 0 LR I Delay, Queue Len'lth, Level of Service EB WB "fh "no 1 4 7 8 9 10 11 12 Lane' LT LR , v (vph) 16 8 i ,Cm (vph) 1623 1077 vic rat,o 0.01 0.01 Queue length (95%) 0.03 0.02 Control Delay (s/veh) 7.2 8.4 LOS A A d~(s/veh) --8.4 LOS ----A HCS2U~(JI" Copy"ghl © 20m Umver"ty or FlorLda, All RL£ht; Reserved Version 4 Id TWO-WAY STOP CONTROL SUMMARY General Information ~ite Information i'lnalyst GBH Intersection lGTH PLACE AND ZANATTA f4CCESS Agency/Co. urisdiction Date Performed nalysis Year Analysis Time Period ~roiect Description 20.0.9 PM PEAK HOUR WITH PROJECT EastNVest Street: lDTH PLACE INorth/South Street: ACCESS Intersection Orientation: East-West IStudy Period (hrs): 0.25 ~ehicle Volumes and Ad·ustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R lVolume (veh/h) 0. 7 6 0. 3 0 Peak-hour factor, PHF 0.50 0.50 0.50 0.50 0.50 0.50 Hourly Flow Rate (veh/h) 0 14 12 0 6 0 Proportion of heavy vehicles, 0 --0 ---PHV Median type Undivided RT Channelized? 0 0 Lanes 0 1 0 0 1 0. !Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R [Volume (veh/h) 3 0 0. 0. 0 0 Peak-hour factor, PHF 0..50. 0..50. 0..50. 0.50 0..50. 0..50. Hourly Flow Rate (veh/h) 6 0. 0 0. 0. 0. Proportion of heavy vehicles, 0. 0. 0. 0. 0. 0. PHV Percent grade (%) 0. 0. Flared approach N N Storage 0 0. RT Channelized? 0. 0. Lanes 0. 0. 0 0 0. 0 Configuration LR antral Delay, Queue Len th, Level of Service Approach E8 WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR tvolume, v (vph) 0. 6 Capacity. cm (vph) 1601 995 Ic ratio 0..0.0 0.0.1 Queue length (95%) DOD 0..02 Control Delay (sJveh) 72 86 LOS A A Approach delay (s/veh) ----8.6 Approach LOS ----A H('S101!IJ'\[ Cop, [1gb\ 1;; 2003 Unlver~'ty of f londa, 1\11 RJglus R~,e,ved \>C"lOtl 4 Id • Zanatta Townhomes PRELIMINARY SURFACE WATER TECHNICAL INFORMATION REPORT January 26, 2007 I EXPiRES 08108 70\3 Prepared by: LPD Engineering, PLLC 7936 Seward Park Avenue South Seattle, WA n 118 Contact: Steve Hatzenbeler (206) 725-1211 Prepared for: Pool Brothers Construction PO Box 3023 Renton, WA 98056 Contact: Matt Pool (253) 405-3475 TABLE OF CONTENTS SECTlONI-PROJECTOVERVlEW .•••.•.•..•.••..••••••••••••••••••••••••••••••••••.••.••••..•.••.••••.••.•.•••••.•..•••..•.•.•.......•.••.•..•....•..•.... I SECTION II -PRELIMINARY CONDITIONS SUMMARy ••••••••••••••••..•...•••..•.......•..•.............•.•...•..•..•.••...••.•....•.•..•....... 2 SECTION III-OFF-SITE ANALYSI.I: .......•.............•............•....•..•.••••.•••••••••••••••••••••••......••.....•..•..•.••.•.••.•••••••••••••••••• 4 SECTION IV -RETENTIONIDETENTION ANALYSIS AND DESIGN .....•.•••••.••••.••••••••••.•....••••••••..•....•..•..•.•••..•.•..•....•.. 5 SECTION V-CONVEYANCE SYSTEMS ANALYSIS AND DESIGN .•....•............•.......•.................................................. 6 SECTION VI --SPECIAL REPORTS AND STUDIES .............................•.•...........•......•..•..••••.•.•.••.••••••.•.•••.•..•.•.••..•••..•... 6 SECTION VII -BASIN AND COMMUNITY PLANNING AREAS ....•..........•..............•......•..•...•...•••••.••••..•.••....•.•..•.•.••..• 7 SECTION VIII -OTHER PERMITS .••.•...........•.••.........•..•..•....•......................•...........•..•.••.••••...••..•...••.••••.•.••.•..•..•...•• 7 SECTION IX-EROSION/SEDIMENTATION CONTROL DESIGN .•...•....•.......•..•.••..•...••.•••••••.•.•.••.........•..•.•.......•......•• 7 SECTION X-BOND QUANTITIES WORKSHEET, RETENTIONIDETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT •......•..•..••..•..•......••••.••.••.•.......•...•....•........•....•....•.•........ 7 SECTION X/-MAINTENANCE AND OPERA TlONS MANUAL. •....•.•••••..••.••••.••••••..•....•.....•...•.................................... 8 ApPENDICES AND FIGURES ApPENDIX A -PRELIMINARY DESIGN DOCUMENTS ApPENDIX B -DESIGN CALCULA TlONS AND SUPPORTING INFORMA110N FlGURES- • Figure I: TIR Worksheet • Figure 2: Vidnity Afap • FIgure 3: Soils Map • FIgure 4a: OjfSite Analysis Drainage System Table • Figure 4b: OjfSite Downstream Drainage lvtap • Figure 5: Conveyance System Analysis and Sizing Tahle (Not Included in this Submittal) Zanatta Townhomes LPD Engineering, PLLC Preliminary TIR January 26, 2007 SECTION I -PROJECT OVERVIEW This Technical Information Report (TIR) is for the Zanatta Townhomes project located on Sunset Boulevard NE between NE 10 th Place and NE lOth St in Renton, Washington, The TIR addresses the eight core and five special requirements of the 1990 King County Surface Water Design Manual (KCSWDM), A Level 1 downstream analysis is also included, Note that this TIR is a preliminary report, The report will be finalized after site design has been finalized and prior to site development permit. The proposed development is the construction of eight townhome buildings, with two to four units each, surface parking, and public right of way frontage improvements, Given the topography of the existing site, a number of landscape walls will be included in the proposed design, The buildings are located off an intcrior drive on the eastern half of the site that connects NE lOth Place to NE 10"' St, with two access drives oriented east-west heading out toward Sunset Blvd, Each unit has garage parking on the ground floor off the access drive, Existing site The existing site is approximately 70,300 sf (1.61 acres), including off-site areas where public right of way improvements arc proposed, It generally slopes down from the northeast comer to the southwest comer, with the panhandle area on the southern edge of the site sloping down from east to west. The slopes vary from about 6% up to 15%, The existing site is developed with two single family residcnces and two large detached garages, There arc also various gravel and paved walkways, driveways, and parking areas, Outside of the buildings and paved areas, the site is vegetated with some large mature trees, large shrubs, lawn, and gardens, The site ground cover generally could be characterized as meadow, There is an existing retaining wall along part of the eastern edge of the site that appears to be on the neighbor's property and will remain intact during this project; other existing interior site retaining walls will be demolished, According to the King County Soils Survey, the site soils arc equal parts fine sandy loam and loamy fine sand; a soils investigation has not yet been done for the project, but will be prior to permitting, Refer to Figure 3 -Soils Map for details, Based on the surveyed topography and site observations, the existing site appears to drain via surface runoff toward Sunset Blvd, The roadway has a public storm drainage systcm with catch basins collecting surface water and a 12-inch main line conveying storm water to the south, To the north of the site, NE lOth Place is a half-width street with curb and gutter on the north edge that conveys storm water to a catch basin at Sunset Blvd. The NE 10 th St frontage includes an asphalt thickened edge conveying storm water from east to wcst to a catch basin near the intersection with Sunset Blvd, Proposed site The proposed development will construct eight detached buildings with two to four units each, comprising a total of 27 units, Including the proposed improvements in the public right of way, there will be a total of approximatc\y 48,100 sf of impervious area, of which approximately 25,600 sf will be subject to vehicular use. The site will be divided into two separate drainage basins, Runoff from the site will be collected in catch basins and routed through two separate water quality treatment facilities, Discharge from the two facilities will combine and be tightlined to the existing storm drain main in Sunset Blvd, Zanatta Tmvnhomes LPD Engineering, PLLC Page 1 Preliminary TIR January 26, 2007 Frontage improvements on all three of the public right of way frontages will include curb, gutter, and sidewalk. On Sunset Blvd, there will be a planter strip between the curb and sidewalk, while on NE 10th Place and NE 10 th St the sidewalk will be immediately behind the curb. As part ofthis project, the City of Renton will require the developer to widen the half-width portion ofNE lOth Place to match the existing full-width improvements just east of the site. On NE 10 lh St the curb line will be set back approximately 4.5 feet north of the existing thickened edge flow line along the portion of the site that is being redeveloped; at each end of the project there will be a new asphalt thickened edge constructed, transitioning between the new curb and gutter and the existing asphalt thickened edge and maintaining a continuous flowline. Refer to attached Figure 2 -Vicinity Map and the project drawings in Appendix A for additional infonnation. Stormwater Improvements Per the City of Renton, the project is subject to the requirements of the 1990 KCSWDM with City of Renton Amendments. Michael Dotson with the City of Renton has indicated that for the purposes of detennining the detention and water quality requirements and designing any required facilities, the 1990 KCSWDM should be used. Based on these requirements, the project will be exempt from detention requirements and will provide an underground water quality treatment facility for runoff from the site. Basic water quality requirements apply to this site because of the increase in pollution generating impervious area on the site. The site will be divided into two basins, each with its own underground vault for water quality. The parts of the site that are not subject to vehicle use will bypass the water quality facilities. SECTION II -PRELIMINARY CONDITIONS SUMMARY This section addresses the requirements set forth by the 1990 KCSWDM, Core and Special Requirements listed in Chapter I. 1. Discharge at Natural Location (1.2.1): All flows from this project site will remain in the natural drainage patterns within a quarter mile downstream of the project. See the off site investigation included in Section ill of this report. 2. Off-site Analysis (1.2.2): A Level I off site investigation was perfonned for this project and is included in Section ill of this report. 3. Runoff Control (1.2.3): The project is exempt from peak rate nmoff control. Per the 1990 KCSWDM, peak rate runoff control is not required because the site post-developed peak runoff ratc for the 100-yr, 24-hr duration stann event is calculated to be less than 0.5 cfs more than the peak runoff rate for the existing site conditions. The calculated peak runoff rate for the IOO-year, 24-hour duration design stonn events for both basins combined are as follows: Existing 100-yr, 24-hr peak ~ 0.61 cfs Post-Developed 100-yr, 24-hr peak ~ 1.07 cfs Net change in 100-yr, 24-hr peak rate ~ 0.46 cfs The proposed project will result in surface water runoff from more than jIve thousand (5,000) square feet of impervious surface subject to vehicular use. Per COR code 4-6-030 E.3.b this Zanatta T O\\1mOmeS LPD Engineering, PLLC Page 2 Preliminary TIR January 26, 2007 impervious runoff shall be treated prior to discharge with biofiltration measures. We are proposing an underground wetvault for water quality treatment. See Section IV of this report for additional infonnation and justification. 4. Conveyance System (1.2.4): The project includes a tight line conveyance system in the proposed parking areas and access drives that will collect onsite drainage and route it to the stonnwater treatment facilities. Runoff from surfaces not subject to vehicular traffic will bypass the water quality treatment facility. A complete conveyance analysis will be included in the final TIR. 5. Temporary Erosion and Sedimentation Control (1.2.5): A full TESC plan will be included with the pennit submittal and will be in accordance with the 1990 KCSWDM requirements. In Appendix A of this report a preliminary TESC plan is included. These plans will be considered the minimum for anticipated site conditions. The Contractor will be responsible for implementing all TESC measures and upgrading as necessary. The TESC facilities will be in place prior to any clearing, grubbing or construction. 6. Maintenance and Operation (1.2.6): The final TIR will include any necessary maintenance and operations guidelines for all of the proposed drainage facilities, including the water quality treatment facility and the conveyance system. 7. Bonds and Liability (1.2.7): This Core requirement is specifically required for a project constructed and pennitted in King County and is not applicable for the City of Renton. Special Requirements 1. Critical Drainage Areas -Project is not within a designated critical drainage area. 2. Compliance With An Existing Master Drainage Plan -Project is not within an area covered by an approved Master Drainage Plan. 3. Conditions Requiring A Master Drainage Plan -Project is not a Master Planned Development, a Planned Unit Development, a subdivision that will havc more than lOO lots, a commercial development that will construct more than 50 acres of impervious surface, and will not clear more than 500 acres within a drainage sub-basin so a Master Drainage Plan is not required. 4. Adopted Basin Or Community Plans -Project is not within an area with an adopted plan. 5. Special Water Quality Controls -The project proposes discharge to a conveyance system that eventually outfalls to Johns Creek and discharges to Lake Washington. Refer to the Off Site Analysis in Section III. Water quality treatment for impervious area subject to vehicular use will be required as indicated by City of Renton codified amendments to the KCSWDM as noted above. 6. Coalescing Plate Oil/Water Separators -Tbe project will not construct more than 5 acres of impervious surface. 7. Closed Depressions -Proposed project will not discharge runoff to an existing closed depression. 8. Use of Lakes, Wetlands or Closed Depressions for Peak Rate Runoff Control -The project will not use a lake, wetland or closed depression for peak rate runoff control. 9. Delineation of the 100 Year Floodplain -The Proposed project site does not contain or abut a stream, lake, wetland or closed depression. Zanatta Townhomes LPD Engineering, PLLC Page 3 Preliminary TIR January 26,2007 10. Flood Protection Facilities for Type 1 and 2 Streams -The proposed project does not contain or abut a Class 1 or 2 stream with a flood protection facility. II. Geotechnical Analysis and Report -A geotechnical analysis should not be required for the construction of the stormwater facilities, however a geotechnical study will be performed for the site and the Engineer will include information regarding drainage recommendations. A copy of the geotechnical study will be included in the final TIR. 12. Soils Analysis And Report -The soils analysis will be included in the geotechnical report noted above and the information will be included in the final TIR. SECTION III -OFFSITE ANALYSIS The following is the preliminary Level 1 downstream analysis. This dO\\l1stream analysis is based upon the following: • LPD Engineering, PLLC site investigation September 12, 2006 -The site was visited on a sunny day near the end of a long, dry summer. • Review of Project topographic survey by SadlerfBamard and Associates. • Review of City of Renton record documents from 1988 for design of public right of way improvements on Sunset Blvd. Off-Site Conditions The proposed discharge point lor storm drainage from the site is a connection to an existing storm drainage main line located in Sunset Blvd. The path of drainage from there is described as follows (See Figure 4a -Off Site Analysis Drainage System Table, Figure 4b Off-site Drainage Map): • From the point of connection to the SD main, the flow is conveyed south along Sunset Blvd in a 12-inch diameter concrete pipe. • The 12-inch concrete pipe continues downhill approximately 1,400 feet, with several in-line catch basins along the line. The depth of the line is typically 2 to 2.5 feet from rim elevation to invert elevation. • In several locations along the storm drain main line, the in-line catch basins have sumps full of debris. It does not appear to affect the flow in the pipe, but may contrihute to more sediment being conveyed downstream. • Just north of the intersection with NE 7th St, approximately 1,400 feet dovmstream of the site, the storm drain main line size increases to 24-inch diameter at a catch basin. • At the intersection with NE 7 th St it appears that the storm drain main joins another storm drain main from the east and heads west across Sunset Blvd and down the hill toward 1-405. There also appears to be a storm drain main heading south from this intersection. • According the City of Renton's storm drainage map, the main line heading west crosses the J- 405 right of way, eventually turns to the north, and continues to a discharge point in Johns Creek ncar the south shore of Lake Washington. For the off-site analysis we have assumed this is the path ofthe drainage from the site. Existing and Predicted Problems The downstream conveyance system within 1, mile of the proposed development property is in good condition with no indications of drainage problems observed. As noted above, the sump in several of Zanatta Townhomes LPD Engineering, PLLC Page 4 Preliminary TIR January 26,2007 the catch basins appears to be full of debris, and/or the sump in some cases may be very shallow. In any case, the outlet pipe in all catch basins is clear. SECTION IV -RETENTIONIDETENTION ANALYSIS AND DESIGN On-Site Conditions The existing site is developed with two single family residences and two large detached garages. There are also various gravel and paved walkways, driveways, and parking areas. Outside of the buildings and paved areas, the site is vegetated with some large mature trees, large shrubs, lawn, and gardens. The site ground cover generally could be characterized as meadow. The site generally slopes down from the northeast corner to the southwest corner, with the panhandle area on the southern edge of the site sloping down from east to west. The slopes vary from about 6% up to 15%. There are no on-site drainage facilities; any stormwater runoff leaving the site does so by overland flow. The site is bounded on the west by Sunset Blvd NE, on the north by NE 10"' Place, on the south by NE 10th St, and on the east by private property. To the southwest, there are also privately owned parcels at the corner of Sunset and NE lOth St that are not part of the project site. Proposed on-site conditions include construction of eight detached buildings, interior access drivcs and walkways, and landscaping improvements. The proposed storm drainage plan will consist of downspouts, trench drains, yard drains, and catch basins to collect surface runoff, and underground pipes to convey the runoff to the discharge points. Runoff from pollution generating impervious surfaces will be routed to the on-site underground water quality trcatment wetvaults. Off-Site Conditions Off-site areas are as follows: • NE 10" Place: Roadway widening adds approximately 3,500 sf of pollution generating impervious surface. Most of the runoff from this new pavement will be collected in a catch basin in the public right of way near the intersection with Sunset Blvd, and routed onto the site to the water quality treatment facility. • NE 10 th Street: Roadway widening adds approximately 1,100 sf of pollution generating impervious surface. A catch basin near the low end of the improvements will collect the majority of the runoff and direct it to the on-site water quality treatment facility. Approximately 225 sf of new pollution generating impervious surface can not be captured due to its low elevation, and therefore will bypass the on-site water quality treatment facility. • Sunset Blvd NE: Curb, gutter, and sidewalk will be added. Approximately 600 sf of new pollution generating impervious surface will be added and will bypass the on-site water quality treatment facility. A catch basin located ncar the intersection with NE lOth Place will collect approximately 1,800 sf of pollution generating impervious surface and route it to the on-site water quality facility, of which approximately 1,400 sfis meant to compensate for the bypass on Sunset Blvd (600 sf) and NE 10 th St (225 sf). The net result is an extra 575 sf of off-site pollution generating impervious area being conveyed to the on-site water quality treatment facility. Zanatta Townhomcs LPD Engineering, PLLC Page 5 Preliminary TIR January 26, 2007 Detention As noted in the core requirements section of this report, the project is subject to the Negligible Peak Runoff Rate Increase exemption defined in Section 1.2.3 of the 1990 KCWSDM, and detention is not required for the project. The calculations were perfonned using the Santa Barbara Urban Hydrograph (SBUH) model on Engenious Systems WaterWorks software, version 4, Ilh. Refer to Appendix B for preliminary design calculations, including all background infonnation. Water Quality Treatment As noted in the core requirements section of this report, water quality treatment is required to treat the runoff from the impervious areas subject to vehicular use. Refer to "Off-Site Conditions" section above for explanation of off-site improvements and their contributions to the water quality facilities. The most viable choice for water quality treatment on this site appears to be construction of two underground water quality wetvaults. It may be feasible to design a water quality biofiltration swale that could fit on private property near the southwest comer along the Sunset Blvd frontage; however, the best case for that type of facility would result in only the northern third of the site being directed to the bioflltration swale. Its construction would most likely require walls around at least half of the facility to flatten it to an acceptable slope. It would not be feasible to fit another bioflltration swale elsewhere on the site to treat runofIfrom the southern two-thirds of the site. The wetvaults will be constructed ncar the southwest comer of the site, along the Sunset Blvd frontage. The wetvaults are sized per Section 1,3.5 of the 1990 KCSWDM for treatment of stonnwater runoff from the pollution generating impervious surfaces, with the site divided into two basins. Stonn drainage from non-pollution generating surfaces will be routed in a separate drainage system that bypasses the water quality facilities. The north water quality wetvault is sized to treat the water quality volume from 12,981 sf of pollution generating impervious surface, and the south water quality wetvault is sized to treat the water quality volume from 12,589 sf of pollution generating impervious surface. In each case the water quality volume was detennined by SBUH modeling with a rainfall of 1/3 of the 2-year, 24-hour storm, which in this case is approximately 0,65 inches. The preliminary design includes two vaults 7 feet wide by 25 feet long, and holding a 3-foot depth plus I foot dead storage for sediment. Refer to the plans for the proposed layout and Appendix B for preliminary design calculations. The proposed wetvaults will be maintained by the Home Owner's Association, as required by the City of Renton. SECTION V -CONVEYANCE SYSTEMS ANALYSIS AND DESIGN The on-site conveyance system is designed with PVC pipes sloping at 2% minimum slope typically. In a few cases the pipe slope may be reduced to 1 % minimum to facilitate drainage of a low-lying area. A full analysis of the conveyance system will be provided for the building pennit submittal, once the conceptual design has received preliminary approval from the City of Renton Development Services reviewer. SECTION VI -SPECIAL REpORTS AND STUDIES There are no special reports or studies required for this project. A geotechnical engineering report will be provided prior to building penni!. Zanalta Townhomes LPD Engineering. PLLC Page 6 Preliminary TIR January 26, 2007 SECTION VII -BASIN AND COMMUNITY PLANNING AREAS The project site does not lie within an adopted Basin or Corrummity Plan area. SECTION VIII -OTHER PERMITS There are no additional permits required from other agencies for this project. SECTION IX -EROSION/SEDIMENTATION CONTROL DESIGN Project plans include a preliminary Temporary Erosion and Sedimentation Control (TESC) design (Sce Preliminary Design Documents Appendix A). The Minimum Requirements defined in KCSWDM Core Requirement #5 are addressed by the TESC Plan and the associated notes. Included in the design are the TESC measures to be utilized, including the following: • Construction Access Pads • Perimeter Siltation Control Measures • Temporary Interceptor Swales • Temporary Sediment Facility -sediment facility sizing calculations arc not included m thIS submittal The implementation of the TESC plan and construction maintenance, replacement and upgrading of the TESC facilities shall be the responsibility of the contractor per the contract documents. The TESC facilities will be constructed prior to and in conjunction with all clearing and grading activity and in a manner in which sediment or sediment laden water does not leave the project site, enter the drainage system, or violate applicable water quality standards. The TESC measures shown on the plan are considered the minimum requirements for anticipated conditions. During construction the contractor shall be responsible for upgrading these facilitics as necessary. SECTION X -BOND QUANTITIES WORKSHEET, RETENTION/ DETENTION FACILITY SUMMARY SHEET AND SKETCH, AND DECLARATION OF COVENANT The Bond Quantities Worksheet is not required for private systems constructed in the City of Renton. The RetentionlDetention Facility Summary Sheet does not apply for this project because ofthe detention exemption. A Declaration of Covenant will not be required for this project. Zanatta T ownhomes LPD Engineering, PLLC Page 7 Preliminary TIR January 26, 2007 SECTION XI -MAINTENANCE AND OPERATIONS MANUAL A Maintenance and Operations Manual for on-site drainage systems will be provided prior to recording the final plat if necessary. Zanatta Tmvnhomes LPD Engineering, PLLC Page 8 Preliminary TIR January 26,2007 APPENDIX A Preliminary Design Documents Zanatta Townhomes LPD Engineering, PLLC Preliminary TIR January 26, 2007 , , , / i ! j ! ! 1 ! ',....1 1 1 1 ----,-- o ~ 010 • l~ II ! IHi~ e 0 ~ m_ 0 ElIl E 0-" -"-'" CO <=> C .~ "'" 0 >-w ° Z :00 o~ CN ON N eeL 0 U en W >-- "-~ '" Z _ 00 (; E-~ >-Z jj E-t ~ a: u P::: g; ~ ~~ f ~ .... ~ 11 § ~ 0 " !I~ Ii L ~ ',_ ~ J ~ n~/ '~ I ~:I ~!l " ! ,! !~181~1~ " ~ w ~ ~ < o , ~ o z ~ -~- 1 20 0 10 20 40 ""-Y ' ! Scale 1'-20' Legal Description Vertical Datum PLUG &-PUNCH IN COf'jC IN CASE CITY OF R£NT~ IIONUIolENT , 398 ELEVATION ~ 285 085' Basis of Bearing aTY Cf R£NTON SHORT PLAT NO lUA-9B-On-SHFt RECORDING ItUW&R 9806259011. Surveyor SAIlLERj BARNARD 6< IoSSOCIATES, INC 71] W. STEWAAT PUYALlUP, WI. 98371 PH. (25J) B~a-5170 FAX. (25J) 8~8-52~6 CONT.l.CT IIIIKE LUN.I. ~-' ~ ''i7 ----~~l .;:. ifIj ~::8 Y'"'' (;8 .' YoN Wf........... ,. tlIl/ A61. 1,~" . ~lt .Nro ~l ' I?!V .~50;o lYoN. IIf! kj,fl~5J! ~ -f :ri!:'r()Nf,,)J,(J~iJO" AI'E'''''hP!. \1(!l"CIJPI'I2::U/ !RtlJl~!U "C:,;';//"OJ' ~ .. ~ .. "" 11',"I'?u"~'-.• /'.-~ .i \. ",!!I;' 0', " , !%"."'JS.SJV[ '"~·':BP"'·PI;!; '( e"iJI"SlJ8.:.e~ ~ IJ· 'f" #'< U' .'~. IVJ lVI, 'Bee \i{ '/I"!.!P{15(Of .: f;(!WI!N.tt Ii'&-~'<-Yia .,. -, ~ -£ ~ .. " -""':""""'" , ")f' r •.. " ;'I;;/j/l::/ -'~41~,,~_~."_~;~~_;,:~/-~w~ ~ _, . e""n', L! -,,'"~ ~_ ~~~;:: u,' ~ ,,-;;~~;:_c,;;---~~_: .. ~ "i';¥/ _' ,,~:,E:~/'", I ~!J'Cj,fPNl'l.C~Jt6/ ,,' /"F', ---:: .. -:~-.,-.~ .. -~ .... ~".~. 19HC'(0-':~7;::-'-~-;;--~-.. ,:::,--:::-f '" 7/J";IP'(r) f""'<,,8!'AS5L~~1( ",_L{. IU95·.'!.I)!1~(I(/(i')~ ~-;,::r:W;S~M7.'/ ,;::/;'r'~f'~"'/ " '-'" "...' -', i ',.~,J,~ ;;5w'B-j~or.r;-\"~'-.C8 :[, Clf. 14.)16 .kj·,tf': V!'" / PERIIIIUERSEDIIolENTCONTRCIL.... ..... ~ ',~:rt-" u;'~i-1.1')'1 'fJO~( :'::-,_ RIA/26:?:J / ,0, " "" ~ SEE f.£TAlLSGDiCDffi"..... l»-~ _ ,-7,,"" X .-.:::. " ,'1,' '.f<" ,~. t.!J . -l2J l:J '-~ ... '\'~' is:::-/ r"(iNi, ','e (('N(: I 'f' 1/'1 '" '" ' 'e;, ~ >" I.I(),'I IN f Ifi,! / S 59'46'21" W , ' .;<1 \--<. >" • ! II I i I ' -----=--+------,-,-",-~ - --:::------' .-6" '(8 .~/ ! '/ '. P!J,i ;-5.iil! ., j ,11:#,' :J~"' /~------/<t~. ;,/:/1;/;;';;;;' Erosion/Sedimentation Control (ESC) Notes , .. ", . ';" I :.-~ • .' /,.<f,..., ..... / ',:"" / !~",/? I i 0' ''£ .~,. . /"/ ' /if:/ :1, 'jL, : -- 1 THE IIIPLEWE~ATION Of THIS ESC PlJ,'i AND THE CONS1"R\JCTION, IiAINTEIiANCE, REPl)l:OIENT, ANO UPGRADE Of THE ESC FACILITIES AR£ THE R£SPONSiBILITY OF lH[ CONTRACTOR UNTIL ~L CONSTRUCTIQH IS.I..PPRO'v'ED PRIOR TO TilE CITY'S PRE: -CONSTRUCTION I.tEfTING, THE CONTRACTOR SIW..L rn:SI{;N.l.TE THE PIIRTY RESPONSIBLE FOR THESE FI£IJTI[S NCJ SHI.lL PR!NI[l£ A 2~-HO\.IR EMERGENCY IIMIE AND NUw!lfR 10 THE CITY ,!,NO OWNER TfiAT PORTION 0, THE 5DLITHE.lST QIJAflTER OF THE NORTHEAST Q(JNlTER OF S£CTION a, TOWNSHIP 13 NORTH. RAN(;[ 5 EAST. Ii" !,I. IN KING COUNTY. WIoSHINGION. DESCRIBED AS FOllOWS' BE()NNI~ ~T THE INTERSECTION or luE EASTERLY OOUNCAAY OF SUNSET BOULEYARD NOIIDOST (SW[ HIGHWAY No.2) WITH THE NORTtlERLY EIOUNCAAY or NORTtOST IOIH STREET: IHEt'IC[ ,I,lOllG SAID NORTHERLY 8OUNDARY, NORIH 69'~5'30-E.osl 1&0.00 rEET 10 11-£ IRU[ POiNT or BECINNltIC: IHENCE NOIlTH (T14]O' !\'ESI 100.00 fEET, ~ OR LESS, TO THE NORTH LINE Of SAJO 5DLITH£J.ST OUNlTER; THENCE ALONG SAlO NORTK LINE. NORIH 89"45'Xf £AST 151.(10 F££!, MORE OR USS, 10 THE WESTERty LINE or THE lAND CD/MYEO 10 JESS[ H. NEHER AND ETHEL NEHER, HIS WIFE HY DEED RECORO[D IN AUDHOR'S FILE Ma. 41l1B~ RECORDS or SAID COUNTY, THENCE ALONG SAlO WESTERLY LINE SOOTH (TH'30' £AST 100.00 FUT. !,lORE OR LESS, TO THE NORTH[RlY 8OUN[l.IJ!¥ 0, SAID NORTHEIoST 10th STREET: THENCE Al~ SAID IOQRTHERLY BOON[lAR\" SOUTH an5','iO" WEST 151.00 FEET TO TKE TRUt: / • /J:' (;rc,t.1f.;;t. j ' .. I 1:', j"'-. -0 '_-, 2. THE ESC rACILITlES SI-lOWN 00 THrs PlAN NUST OC CONSTRUCTED IN CONJU~TION WITH All CLfARIN{; ~D CRl.DltIC ACTMTIES, ,!,NO IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT OR SEDINENT LNlEN WIITER OOES NOT LEAVE THE SITE, ENTER THE DRIoIWoGE SYSTEM, OR ~OLATE N'PLICABLE 'If}.TER 5TANDAROS, THE ESC fACILmES $l-J()WN ON THtS PlAN AR£ THE WlNINUW REO\IIREWE/tTS FOR ANTK:1PATW SITE CONomONS OlJRlNG Ill( CONSTRuCTI(lN PERIOD, TI-(S£ ESC FAOuTIES SHALL [{ IJPGRAO£D (E.G., ,![I[lITION~ SUI./PS, RELOCATI(lN Of OOCHES, AND SLl FENCES, ETC.) AS NEEOCO ,OR UNEXPECTED STORN EVENTS POINT or !lfGINNING TOGET~ER WITH 8[QNNIOC AT THE 5DLIIHWT CORNER Of TI-( NORTHEAST OUNlT(R OF THE NORHiE.IS1 OUNlT[R OF 5£CTK)H B, lC'll'NSliIP lJ NORTH, RANGE 5 EIoSI, W.III.: / HI!.I lIB 7ff :{" I)' CON'; :f ,',;" C{/~ If THENCE SOUTH 59"45'.)1)-WEST ALONG THE SOUTH LINE Of 5IJD ~[.ISl QU,lRTER or TilE f()RTIt[AST QUARTER. A [)!STANCE Of 674.06 fEET TO THE PONT OF SEGJNNING: THENCE CONTINUING AL[)Io.IG THE 5'J,I[ 5DLITH LINE SOUTH 89"45'30' WEST 263~3 FEET TO THE EIoSIER\.Y LINE Of TH{ SI.JNSt:T HIGHWAY: THENCE ALONG SAlO £AST[RlY LINE NORTH 17'53'10-EAST 220.~ fEET: Jl-jEIICE NORTH 89"~5'30" EAST 19H6 rEET: THENCE SCIUTH 00'1"30-EAST 210 rEEl TO THE POINT or BEGINNING: / " r£J.. i /;,//.121.2 1 "'. SHUATt: IN TH( CDUNTY or KING. STATE Of WASHINGTO~ Legend [~.IOI:S V'4/l11011 PROPERTY UNE PROPOSED BUILDING / Checked for Complionce to City Standords I I / I I I I / ~ l1 /' ~ ~ , > f 'r . ; " ,- , , j ~ I c?" it' .... '" ~ -:\' !!: / I -!;, 1/ " ,,/ , ;,~' ;;:;~_;.fi;;n,,/I .' ~~~/?Cill'~ ./'. :(') " '-'!~K >Ie': w I / sa ,-. \ iIIll,,-:-/ ~'------EXISTING WEll TO Ei_ OCCOUNISSKlNED PER KING COUNTY H[III.TH [l£P,I,fffi,(NT REOUlR[wENTS ,.-----...., \ ,JY,--, _ 2-~,./ .<~ ~ ""---:--~K.._~,-__ _ INTERCEPTOR . b'~l.OO· ,:SP)(C) --- ,~ N.E lOth ST !~'i"'{i('ili/ I'M f" ''(ft1~'" UN'! f-/tA,"":; ,W." ':'1. PUN ;'i ''7] f~ .\1 ~;,.~- ".J....: • H ;;.x- l,;tfiG'fL iF " R£"" / i EX TREE (TY?) ,~" .,. ;/, -. ,,' ,fJ''' x;" ,,' ~ -, yo-~ x-/ / ,; . n~9 j/;. x;, &9 ." ~ ~-~ ;;;o,ill J51<7 4. THE ESC f.I.CILITIES SHAlL BE INSPECTED DAILY ElY THE CCtlTRACTO'I mo MAINTAINED loS NECESSNff, OR AS DlR£CTED ElY THE OT'( OF SEATIlE, TO ENSURE THEIR COOTlNtJED FUNCTIONING, THf COtHRACTOR IS RESPONSIBLE fOR QUALITY or ALL STORW WATER DISCI-W<G( FroW THE SHE. TH£ CONTRACTOR IS RESPONSIBLE FOR /oCTiYElY W()r;ITORINC AND TESTING THE STORIolWATER PRKlR TO DISCHAAGE IN ACCOR[J.I,NCE THE [JOE STAN[l.IJ!I.lS. THE STORIoI WATER OISCHARGE SKALL NOT EXCEED THE WATER QlJ,\JJTY STANOAAO FOR SUflfACi WATERS Of THE STATE OF WASHINGTOO AS OI,HlINEO IN CHN'TER m-201A or THE WAC, Nf( AREA STRIPPED or Y£(;£TATlQf( INCUJDI!tG R(l.IDWAY (IIIBl.NKIJfNIS WHERE NO FURTHER WORK IS ANTICIPATED FOR A P[R!OD OF 15 DAYS, Sftl.LL BE IUWEoo.TELY STABILIZED WITH TilE APPIi1JVED ESC METHODS (E.G., SEElliNG. IIULCHING, NETIING, E~ BLANKETS, ETc.) 7. THE ESC F.l.CILITIES ON IWCTIYE SITES Sftl.LL BE INSPECTED AND IIIAINMINED A IIIINIWUM or OOCE A IoIONTH OR WITHIN TfIE 2~ HOURS FOLLOWiNG A STCfaI EYENT STABILIZED CONSTRUCTION ENIR.-WCES SHAI..L BE INSTJtiEO AT TH£ BEGINNING Of COi'ISTflUCTION AND IotoIIMTAlN£D FOR THE OlJRATION Of H PROJECT. ADDITiONAL WEA5uR($ I,IAY [{ ReOUiRED TO Er6uRE THAT ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATICfj Of THE P1((lJECT THE CONTRACTOR SHALL PfICM[I[ A Wl-£EL C~ING STATION 10 Cl(Ai; WHEELS AND H UNDERCAARIACE OF TRUCKS BEFORE LEA..,NG Jl-jE SITE, AU. 'If}.TER ffi()t,j THE 'III1EEL Cl(Ai;ING STAT~ SHAll BE COLLECTED AND ROOTED THROJ(;H H ~-SITE SEDiWENT CONTROL FACIUTY PRIOR TO DlSCIiAACE FROo! TIlE SIT£ THE CONTRACTOR SHALL PROVIDE AN Nl(I. FOR THE W!.SHOJT FROIJ TilE CONCRETE TRUCKS THIS AREA IlAY BE ONE or THE fOllOWING A.. A SLURRY PH TfiAT WILL 8E LATER BACKFilLED AN IIREA WHERE Jl-jE CONCRETE W,ISH CAN HIJIDfN AND BE EIROKEN UP AND DISPOSED OF C. AN AREA NOT SUBJECT TO SURFACE WATER RUNOFF AND ~ THAN ~ FEET AWA¥ FRON A STffiIoI rnwN, (l'[N DITCH OR REC[MNG 'If}.TER .'. ri! i/>,< -""",1 '?«*"4 1;'1';; D. C~TRACIOR ~Y ElECT TO PERfORM W,I,SHOIJl en SIT!: AT AN A'l'ROVEO Lco.TION . " 'Iff; ",,' 10 .BIIIOt< TO ANY SHE CONSTRUCTION (W\11O-1 It'lCLUDES CLEARiNC OR GRADING THE SITE). .... ~-: ... : . ..', Nt ...... / . irS;;"~'·""""" ·_··,kLfARING UNITS SKALL BE Lco.T[O AND nELD i!lENTI;IEO ElY THE PROJECT SUR\lEYl)l 1:,1 QO' / V////;.?7/////777//;/;1 r ,! II Al..L STOCKPILES AR£ TO Be: lOCATED IN WE ARW -'NO ADEQUATELY PRQTECT(O ElY /-'A//~~LZ. ~ ~ /.-. ; r-----t STN!ILlZED CONSTRUCTION E~AANCEl--1?'{ SeE DETAlLffi l2) ~-~ --S.~:~:< _ c -_,_ () -', ~ '-. \.4"'!Pi , .. >~' oN • coy.: 'i /4f, Y "//.1 '4iY,' '-dJ; ~l~ I" I JO' PLASTIC SllEETING AND fillER FENCE 12 DISCHARGE FROI.I THE DEWATERINC OF THE EXCAVATICt/S SHALL 8E ROUTED ':"(.i\:; dM~_"Y W/ ~'!I"fj!/"sr -ft UJ'4 5:;'157 E-f-'Y.i THROUGH ESC FACILITIES PRIOR TO DISCHARGE: FROU THE SITE, SEDINENT LADEN WATER FRG.I THIS ACTMTY SHALL NOT BE Al..LOWED TO [IISClWlGE: FROW THE SITE. CONTRACTOR SHALL IloIFtEM[NT SITE DEWAIERING DlSCIV'IRG£ TO THE CITY STRfEl. CATCH 811SIN, OR SEWER AfTER APPROVAL BY STRf[T USE INSPECTOR ,,:1(: 13 THE CONTRACTOR 5KALL INSTAlL CATCH BASIN INSERTS IN ALL If\ ,( ~ , E~ISIING CATCH 8IISINS UNTIL REWOVEo AND Al..L NEW CATCH ;\; {:'i,;.i"'d / BASINS IIoIIi4ECMAT(LY .... IER INSTALLATION WITHIN PROJECT UNITS .) S~y :;:,' > OR IWPACTm BY PROJECT CONSTRUCIION. ,..:. \ ~.\ -:: •. >.. ,.:"yl ~ j~~:~~~:'~~'}~~:~I~ ~' /' RE~ (Xi,STRUCTURE & APPURIEIiANCES ~. ~. ~ !! ~- J~ 'i,e; (;' Fi!!') ·,' .. )"B 596,-8';' :S") 5;P'!' (~; , . ~ o~'G1J ,(1.1) 2: ~; <' .v fi:;'~S~~-~' ute Zono:to Townnomes 2210 NE 10\h SI. ! SITE PLAN REVIEW! ~~ ~. ~~ ~, S' ~ ~ ". 'O,~(} ;:-l;::,,< :;; ~~ ~ ""t:": 8 , , i , 1 ~ . , o ~ ~ , ~ '~"; II'ul'~ ill i ~ I E Vi '" 0 o~ I Q; -"'_ CO 0 .~ 0 c-w U z (J) ° "'0 w o~ c-C N ON N " ~ ~Z 32 00 ~ >--~ ~ ~~ ~ U 0:: r ~3 + ~ ~~ 11 l " .t@ -. Ii 3 if j 8 to z ~ < ~1:1- Pi , ·1 i~ 8'!~ i~ , I , • • ~ w ~ ~ z o ~ ~ o z ADAPTER SKIRT ~ RETRIEVAL STRAP GtOTE~nLE../ ":' \ \\ FABRIC(WIRAFI 700X DR APPROVED EOOAl SCH[t.I~nc O[TM OY[RFLOW (TO 8I'P4SS PEAK FLOWS) PRO"OE CB INSERT "STRE.l.WQJ,IJW FOR SEDlt.lENT" (J! APPROVED EOOAL UANVF"CTLlR[R'S N"~[' fOSS [NIIR(M'ENT"L ADDtlESS, 200 SW IIICHIGAN STREET ~HTllE, WA salOti TELEPHONE ,OR INfORII~TION-(800) 909-.l677 STAPLES """"" CONSTRUCTION "" .- A -'""- ~ 1i00E: .\1 Catch BaSin Filter APRON ON THIS 51(( 0, THE [liKE S/101JLO BE rOLOED UN((R THE DIKE SEcnON AND STIIPLEO OOWN It A 1 ~\:-\ 5-'<E"" U ""STAPLES STAPLES SHAll Sf pt),(ED WHERE THE UNITS O\IERLAP AND IN THE CEIiTER OF THE l' UI-IIT AS SI10WN Oli THE OIA(;RAJ.!S --/ST.I.P\.ES ~L1~ITS Of SEOIW[NT COlilROllED AREA " ---X...illll.- .l!ill!L.b\ .;s Triangular Silt Dike Detail 5 1'"'''U~f''''''' Checked for Compliance to City Stoncords '9 " \' "' '. " R=,\$ N(J1(O 25' WIN 12" ~IN, [)(PTH I GEO-TEX'lU ,ABRIC -----~ ~" -a" OUA/lRY 51'.I.I.L5 ------' FILTER F.t.9R!C UAIERLIJ.. 61}" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATlIICH FII8RIC 10 WIRE: 2" B'T' ~" WOOO POSTS, STIiN[Wl{l OR SETIER OR EOOAL .l.l.TERN~lE: STEEL FENCE POSTS ELEVATION "-,?:::~ " ..... "'-;./ /~/' ~;;Jf{<;:!E~<,-- $:~,">--"" ~ , ,-'$>/' ..;;P~p '-........---/"" '~:f/"Y -..., $l~""..,'\" <i;'~4/ .'1 Stabilized Construction Entrance 6 FIlTER fABRIC ""'T[~ ," BY 2" gy 14 GAo. W1R~ ~ F.-.BRlC OR EOurv PROYI[)( 3/~" -1~" WASHE GRAVH BAQ(,ILL IN TRENCH AHO ON BOTH SIOCS OF FILTER FENCE fAElRlC ON THE SURfACE ," BY ." WOOO POST ALI SECTION B" t.lIN "' N \' ~ " ",5 Filter Fabrie Fenee Detail .\5 Not Used 3 7 .s_~ o A '\ \~ti: "'I "'" Wf':Y1f"'I;;::i~~ 0/ ,f;! '" .. !J' ' \. I}' \1 'i., """ )'-5'1., jf _,\: .,;,_," .'.-.. '"0 .•.. ~ "" ~ NOTES 1 STRAW WAfllE!ROLL SfWl BE MANUFfJCTURfO FROt.! RICE STRAW ANO WRAPPED IN TUBULAR PLASTIC NETIING. NETTING SfIAll flAil[ A STR.l.NO Tl-IICKNESS or om" AND • KNOT THIWIIESS OF 0,055 AND A W(ICHT Of 0.35 DZ PER fOOT MO SHAlL 6{ WAD( FROY B5~ HDPE. 14'; [THyt VlN"1. ACmT[ AIIO IX COLOR FOR IJI INHI81TION 2. STRAW WAnu:/ROLL IN'STALLJ(flO/'i REOUIR(S THE PlAW.lENl AND SECURE STAKINC OF THE WATTLE/R(U IN A TRENCH, .r~5-(VARIES) DEEP, DUG ON CONTOUR, RU~,f ~UST NOT E{ AllIJ'WH} TO RUN UNDE~ OR AROUND W,.I.lllE!ROLL STRAW wmU:(ROLLS ),lUST (I( PLACED .l.LONG SLOPE CONTOURS II ,",nna" STAKE .15 Straw Wattle!Roll Detail Zonotto Tcwnhcmes 221 0 ~E 10lh st. [SrTEPLAN REVIEW) ." Not Used 4 8 s , ~ ~ i ! j 1 I 1 i • , ~ " ~ o '" k , !o II! li u <V = 0 c ~ 0 w~ ~ EV> 0 o£ £-E CD o C .~ 0 ~ 0 [J)n: >-w oZ "'0 o~ C", ~N " C 0 ry C '" 2 C) o . o li..z _ 00 0 E-< ~ >--z ~ E-~ ~ Go:: f i:i ~~ + f ~ 11 .~ " 4@ ij ~ k ~ . - g ." ~i:i 11,1 , .1 " o o < ~ ~ 2 o ~ ~ " ~ -8- I 20 0 10 20 40 ---! Scale 1"-20' General Site Notes TOTAL PROp(RTV AREA-6~.550_4. (\ 46 IC) PROPERTY DEDICATION: 4,545.16 (C.10 AC) Vertical Datum PUJC & purw IN CO~, IN CASE CITY Of REmON UCt/UIoIENT , 39B ELEVAOON " 285 ()65' Basis of Bearing ellY OF RENTON SI-ICfiT PLAT ~ LiJA-9S-022-SHPL R£COROING NUWOCR 9S06259()11 Surveyor SADL£R/I'ARNAR[! &: ~SOCIArES. I~ 717'111' STEWART PVY"'-LUP. WA 98371 PH. (25~) &\8-5170 rAX. (253) 8~a-52~6 CONTACT: MIKE: LU",," AREA Of WORl(: 63,550.44 (~I INCLUDING AREA 'JIjlTl1IN EX ROW) TYPE ANO LWIIDN Of >ILL ORK;IN TO BE: DETERWINED BY CONTRACTOR FROM AN .o.PPROYtD SOURCE. OESn"-,,TlON Of SQIL REWCMO FROr.r THE SITE SHALL BE DEIER~NED ElY THE CONTRACTOR .oVID SHALL BE AN Af'f'ROVED SITE EARTHWORK CUT 470 CY FILL 2.lOO CY I I I Cf.'------ Legend L ..---.J II PROPERTY LINE PROPOSED 6UILOI~ CONCRETE P~VEWENT CONCRETE SITE PAV[wENT STAIoIP£D ASPIW.T """'" --STDRM [JAANAC[ PIPE oo-r-jt--CONNECT TO SO LINE 1 LANDSCAPE DlOON ------FOOTING DRAIN LINE j - -[)()WNSPOUI LINE ~CLEANOUT TRENCH ORAIN I / 0,1f lJt 1$ cii AONNECT./ SO "'-"IN : IE 12" 211.1± (FIELD ~Rlft) I , , ! i , , , , ! " i';;- ::'> .Jo " / / I / // 1;I<'i·\, JM '111'0 VAULT 7'.25' 3' WET POOL DEPTH t' 5E[llr.IE~T STORAGE BLDG 4 ~,i !'II? },{,,'o/ NE 10th Place mv;)&£.O , 1{1;'CftlPiI'2$~;2 ~P[2j~H , W_.-~__ ~, ,~,,--,--:~,,,-;£;,,--'tr--- .. -~ !_-.. ----.--.-:,-.... . .. ;;-- "j fL / P;IJ ;2f:Jll LI :~ ;::~ ':'-:: ::" i/.f,l7 ! jr ~. "C:;.\o1::" ( // ._ U :'u.".v rfr.v" "// -/ - eli lea co· (W)(c) I \ I " ---.-eif ;-.',,_4) I!·'·s~ Checked for Compliance to City Standards / .,_J :'.J.j ';'.-'" ,,:YI s.(.~ !rill .","AI If R' ;',1:' ." .r ,';-; !<.' ~,:,;r ,.~ IJ-"-ifj,jiiii-.;;- ~.( NE 10th ST 3· .;:11(.:; ~'-"' t' iI'~N" JJ/,-:-" !'ilc f'i,W ([1--- ,,_'hi -.-' "'" lil-f 1(,"1,1 Cll.'/( It' '(;."It" ' N, 8" to"';: !,' • .fO';" CON~ECT TO Ex so IolAIN __ '::::-:-:-:-:-:--===_·w ... _.L-,-s.-:- ,. ---s - -\ 18 'i:; "({';re'; "' /'", \' ; J.' /. , \ 1 "' / / / ~" .>;',«5$ ,11'. ;<;J':; II . I I( II " / / / / (lYPJ /-7'-- BUILDING OVERHANG (TYP) ctG ,,;688' (SF) ~,?"_g4" :M~ N b9"43"2'" [ (~) S\ .~ Jllf }-'i.'.lf f7_';;;~/N.r iA/XXi? u lx)1} :;;±0~;;;~~~~~~~:;'-I /5 :::;;.)/ ( , l.c c. -1;87462.2''-/1/ jl -~-·w~- s-··- iDUM) {fk .. b'.' {)iSK', ;r/~'IAP8UflSr IN CI)N(; I.I(W LV (,..\SI' ,'·5_06 \ • ~ .. INq'-(u-~ :::::"" ...... :;3 ' •• / 175(''(}' (Pj I - ~~ ;';II16al ~; ~ _' / z;':.J'VO rA(X iN C .~ • // ,.W i'lOS!" OOe ;/ ,···h··iiI> I"(;lft"!} F'R.4SW .+'/ SJAI?8(,:;"S.' I!\' {:ASt -,U,51 8-4 0 ,;;r'i: J: .>,.~':p.~, }\. ;': ldit\~;; 'ff '] .. <;!, ':6 ':>.<;x~, \\:, G~ ,:f') '/",'J .,c," .;;.-\ 'O;.~"~\f!\~t , , / ~ e, OJ ~~ ~ ~ ~\:~ "'(1(." ,{- IN 0:;'-'4' iN CA,r "CN ~-.{ , "-, "{~ " 9) ~ I <... ~2 :§ ~<:; l(j <~<. , , , V W,-.::'H', CAL,-'-..,v:::\ :,:, n.if.J' ,~,:c \" Zonotto Townhomes 2210 NE 10th 51 111111 ~ I I . J H ,,' ,<'" " I SrrE~L,I\~~~Yl~WI; 1_" . 1 8 , ! ! ! ! i j i i l~: I • I,I!'-' , 1 ~ ID~ Elf> °L L~ co .~ 0 >-w .sZ ~o O~ eN ~N t:>..z 00 E->-z E-w E ~ if> 0;--= ~ 0 C0 ~ '" ,,0 c 0 '" 0' 0'0 .~ .~ " 0 o ~ ~O (') gc o ~ , ~ " " uO:: ~l ~I " • !i~ li~V 8 b z ~ ~ ~1:1' d, '·1 ID 1"1 8 1'1' " " " < § ~ z o G ~ " o z CAST IRON COVER AND RING IAARKED • Rl]()VI&E TEST PWG ~ rlllIS/1 GRADE '- o I PIPE SllED .\S N[CESSARY ~~ CON(;R[1( ./ FIBER XlINl filLER .-/ (5" SHIID -- SEE PlAN roo I.E ~ LL ~ 0 mo PIPE SIl[ ;> 45' 8(NO OR l'r'YE~ !(.., •• ~t- Checkeo for Compliance to City Stondards ";; Stonn Drainage Cleanout 1 OOIL[UIC a1 (;AR.I(;E SlA8 .;. " . / '" ~_1" ," SLOTTED STELL 'II/ LOCK "",t>::::»)"l . "'"' "1S Kat Used 2 Surface Water Drainage Notes and Specifications BEFORE AIfI' CONSTRlICTIQN OR c{v[L~ENr o!CTMTY OCCURS, " PRE -CONSTIlUCTl(tj IoIEETING ... U$l BE HELD WITH Tl1E orr Of RENTON ~ REVIEWER. 2. ALL CONSTRUCTION SHALL BE IN KCORONICE 'IilTH If!( 1996 ST~OARO SPWflCATIONS fUR ROAD. BRlI)(;[ AND IoIUNICIP~ CONSTRUCTDN PREPARED BY WSOOT AND THE AIIERICAH PUBlIC ~K5 ASSOCIATION (N'WA). !.5 AIoIENOCO BY THE an OF RENTON PUBLIC WORKS DEPAATII(NI. THE SURf.'CE WATER CWoINAGE sysTEI,I SHALL E{ CCflSTRUCTEll ACCOODING TO THE APPRlM:D PLANS, WHICH .loRE ON fiLE IN THE PUBUC WOR!<S DEPMTiojENT. Wi DEVIATION molol THE N'PR(N£0 PLAIiS IIILL ReOUIRE WRinEN APPROVAl FROIj THE CITY ~ RENTON PUBLIC WORKS [)[PAATMENI. SURfACE WATER UTILITY SEWJN ~. A COPY OF THESE "-"PROVED PLANS WUST El ON THE JOO SITE WHENEVER COHSTRUCTI(tj IS IN PROGRESS. IJATUIj SH.l.LL BE NAVIJ B8 UNLESS OTHE~S[ APPRO\'ED BY TH[ CITY if R£NTON PUBLIC WORKS DEPAATIIENT. RHERENC! BENCHIIARK »JD EL(VATIONS ARt NOTED ON THE PLANS "lL SEOIWENTATION/EROSION FACILITIES IjUST BE IN c.>ERATION PRIO< TO a.£ARlNG AND BUILrnNG CONSTROCTION, mo THEY IIIUST BE SATISFKTORILY IoIAINTAINED UNTIL CONSTRUCTION IS COWPl.(T~O NlD IHt POTENTIAl fOR ON-SITE EROSION MAS P,',Ss(D 1. All HnENIIQN/[lETENTKlN FACILITIES U(JST E( INSTALLEO »JD IN OPEAATION PRIOR TO OR IN CONJUNCTION 'MTH AlL CONSTRUCTION ACTMTY UNLESS OTHE~SE .aPPROVED B'1' THE PUB.IC ~KS OEPAATIjENT. SURf'1ICE W~TER UTILITY SECTION GRASS SEED ~~Y BE N'PLIED BY HY[)ROSEEDING. THE GRASS SUD IotIXTURE, OTHER ]fINI CITY OF RENTON N'PRoy£D STAN[lAR{) IjIXES. SHALL BE SUBloIlnED BY A LANDSCAPE AAQ1IT[CT AND APPRINED ElY THE f'IJ&1C W(JlKS DtPAIlTIIIENT. SURFACE WATER UTILITY S(CTION 9. AlL P1PE AND If'PURTENN.cES SH.I.i..l BE LAiD ON A PROPERLY PREPARtD fOlJN[l,I,.TION IN .'CCOOOANCE WITH SECTION 7-0103(1) Of' THE WARENT STATE OF WASHINGlON STN'IIONlD SPECIFICAT~ FOR ROAD AND 8R1oc,E CONSTRUCTION. THIS SHALL INCLUDE NECESSoI.R'I' LEVELING OF THE TRENCH OOll(),j OR THE TOP (I' THE '(lIJN!).I.TlON UATERIAL. AS WELL AS pv('EIoIENT AND C(lt.lP.'CTiON Cf REQUIRED BEDDING MATERIAL, TO UNIFORW GRADE so THAT THE ENTIRE LENGTH 0, THE PIPE WILL BE Sl)PPORTEO (tj A UNIfDRIOLY DENSE. UNYIELDING BASt:. ~L ~PE BEDDING 5HALL BE IJ'WA CLASS "c". WITH THE EXCEPTION OF PVC PIP( "lL TRENCH BACKflLL SHALL BE COiolPAC1ED TO IoIINIMUIol 9S % FOR PAV[IIIENT »JD STRUCTUAAL FILL AND 90 % OTHERWISE PER ASTII 0-1557-70 PEA GRAVEL BEDDING SHALL BE 6 INCHES MR »JO UN(;(R PVC PIPE 10. CALV~lED STEEL PIPE NlD ALUloIlNllED SFEEL PIPE FOIl ALL ~NAGE F,lClliTIES SKALL HAVE A5PH.l.LT TREATI!ENT " OR BEffiR INSIDE AND QUTSIDE 1 T STRUCTURES SHALL NOT BE P(RIjITTED 'MTHIN 10 Fm Of THE SPRING LINE ~ ~Y SIORII DRAINAGE PIPE:. OR '5 FEET FROloI THE TOP or fW'( CHANNEL BAlIK I? ALL CATCH BASIN GRATES SHALL Elf: DEPRESSED 010 FEET BELOW PAVEIjENT LEVEL. 13 OPEN CUT ROAD CROSSINGS THROUGH EXISTING I'IJElIC RK:HT ~ WAY WILL NOT BE ALLOWED UNLESS SPECIFICALLY .aPPROVED BY CITY OF RENTON PlJ,NNING/BUILDlNGjPUBLIC WORl<S ADIolINISTRATOR I~ ROCK fOR EROSION PROTECTION Of ROOSIOC DITCHES, WHERE REOUIRED. SHALL BE OF SOUND OUARRY ROCK PLICED TO A DEPTH if ONE (1) roOT MO ~UST MEET THE FOllOWiNC SPECiFICATIONS ~ - 8 INCH ROCK / ~o -70 :J: PASSING; 2 -~ INCH ROCK / J() -40 % PASSING; AND LESS lfJm 2 INCH ROCK / 10 -20 % PASSING. IS ALL BUILDING OOWNSf'OUTS AND FOOTING DRAiNS SfiALL BE CONNECTED TO THE STQRW DRAI~ SYSTEIoI, UNLESS .aPf'RO'VED flY THE CITY PIAN RE'I'IE'll'tR OR SURFACE WATER UTllIT!' SECTION AN ACCUR,I,TELY DMh'SiONED. CERTIriED AS-BUILT [)RAiliNG OF THIS DRAINAGE SYSIEII WILL BE SUEIMITIED TO THE CITY UPON CCHP\.EIION 16 ISSUANCE OF THE BUILDING OR CONSTRuCTION PERIolITS BY THE CITY OF RENlON OOES NOT RELIEVE THE OWNER Of THE CONTlNUI~ LEW OB.IGATI()t.I AND/OR LIABILITY CONNECTED WITH STORW SURfACE WATER OISPCSlTlCtI. fURTHER. THE aT!' Of RENTON DOES NOT ACCEPT my OOLiGATION rOR THE PROPER FUNCTIONING »JO IoIAINTEIWIC!: Of THE SYSTEW PR(MOED DURING CONSTRIlWON 17 THE CONTAA:TOR '-HALl BE REsPONSIBLE FOR PRO'v1~NG AOEOUATE WEGlJAR(l. WETY DEVICES. PROTECTIVE EOUIPIolENT. FLACCERS, AND 00 OTHER NHO£O ACTIONS TO PROTECT THE LIFE. HEAlTH. AND WET'( or THE PUBLIC. AND TO PROTECT PROPERT'( IN CONNECTION IIITH THE PERf~I.WICE OF WOR~ COVERED ElY THE CONTRACT MY WORK 'N1THIN THE TP.},VEL(D RIGHI OF WAY Tfl.I.T ~AY INTERRUPT NORItAAL TRAFFIC ,LOW SHALL REOUIRE ~ TRAfFIC CONTROL PLAN .l,l'PROVE BY THE PUBLIC WORKS [)[P~TI,I[NT, TRANSPORTATION SYSTEI,IS DMSOI ALL stC!IONS OF THE WSOOI STANO.I.RO SPEaFiCATIONS I-07-2J TRAffiC CONTROL SIiALL APPLY 16 SPECIAL DRAINAGE MEASUR[S WILL BE R[OUIR£Q IF THE PROJECT LOCATION IS WITHIN THE AQUIFER PROHCTIQN AA[,.\. (N'A) 19 BEFORE Arff CONSTHUCTION OR OlI'HDPI.IENT ACTMT!' OCCURS, I.. PRE-CONSIRlICTlON I,IEETING ~UST BE HELD WiTH mE GIfT' or RENTON, PUBLIC WORKS DFSIGN lNGINHR 20 All lIl,IlTS OF CLEAAING .&.NO AAEAS OF O'EC(TATION PRESERvATION AS PRESCRlElf:O ON THE PLNI(S) SHALL BE CLlARLY FLAGGED IN THE FIELD AND 03SERVED DURING CONSTRU:TION. 21 All R[QUIR[D SEDI~ENTATION/EROSlON CONTROL ,/£ILlT;E5 I,IUST BE CONSTRUCTED AND IN OPERATION PRIOR TO L.!.ND CLEAAINC AND/OR CONSTRUCTION TO ENsuRE lilA! SEQlioj[NT lADEN WATER DOES '101 ENTER TH[ hATLRAl DR.\j~E SYSTEIj I.LL EROSION AND S(OII,IENT FACiLITIES Si-W.L BE ~AiNTAINEO IN A SATiSFACTORY CONDITION UNTIL SUCH TINE TIiAT CLE.IoRING AND/OR CONS1R1lCTION IS COWPL(TE ~O POT(NTlI.L fOR ON-SITE EROSION HAS PASSED THE IWPLEiojENTATlON, I.IAINTENmCE. HfPIAC[1.I'NT ,\,NO AAOITIONS TO ERlJSlON/SEOIIj[NTATION CON1ROL SYS1EWS SHALL 8£ Tlit R£SPONSlIliLITY Of THE PERI,iITEE. "15 Not lYsed 3 ",s 4 Not Used n H£ EROSION AND SEDlW[NTATI(»I CONTROL SY'5TEIIS DEPICTED ON THIS DRA'MNG ARE INTENDED TO BE "'INIIoIU~ REQUIR[WENTS TO WEEr ANTICIPATED SHE CONOIT!(l~, lIS CONSTROCTlQN PROGRESSES AND UNEXPECTED OR SEA50tW. CONDIHONS OICTATE. THE PERMITEE SHAlL AHTICIPATE THAT WORE EROSION MD S£Dlt.I[NTATKlN CONlROL fACILITiES WILL Bt NEC[SSAAY TO [NSI)RE CI)I,jFt[T[ SlLTATIO~ CONTROL ON THE f>1:!IJ"OSEO SITE. ((JRlNG IHE COIJRSE Of CONSTR\JCTION. IT SHAlL ElE THE OBliGATION MO RESPONSIBILITY ~ THE P£RI!ITEE TO ADDRESS my NE'II CONDITONS THAT w.y B( CR(}.TEO BY THE: ACTMTI[S MD TO PRQVlOC /oDOITIONAL r.'ClITI(S. MR ANO fOO',{ I!INlIolUIoI REOUIR£IoIENTS. f,S MAY BE: NEEOCO. TO PROTECT ADJACENT PRCPERTIES MO WATER DUAlITY OF H RECEMNG DRAI~ SYSTEIol. 23, .aPPROV~ OF THIS PlAN IS FOR EROSION/SEQlIIIENIATION CONTROL ONLY IT DOES NOT CONSTITUTE ~ IIPPR(NAL Of 51ORIol DR.II~ DESIGN. SIZE NOR LOCATION OF PIPES. RESTRICTORS. CHANNELS. OR RETENTION FACILITIES 2~. ((JRlNG THE TlIolE PERIOD OF OCTOBER 151 TH~GH N'RlL .:lOTH. ALL PROJECT DlSTRlBUT[O SOIL AA£.AS GREATER T~ 5.000 SQUARE FEET. THAT ARE TO BE LEFl I)N-WO~[o FOR IoI01E THm 12 HOURS. SH.l.LL BE CQV[R(() BY IIIULCH. SOODl~ OR t\ASTIC CCMRlNG 25. IN »JY MEA WHICH I-lAS BEEN STRIPPED OF VEGETATION mD WHERE NO FURTHER WORK IS MTICIPATED FOR ~ PERiOO 30 D.l.YS OR IoIORE, AlL DlSTURBfO AREAS IoIllST BE IIIIIoIEO~TELY STABiLIZED WITH IoIULCHING, CRASS p[MTINe OR OTHER ,t,OPROY£D EROS~ CONTROL TR[ATIIENT APPLOOLE 10 THE TillE OF YEAR, GRASS ~EOIN{; ALONE Will BE ACC£PT/>tILE ONLY DURING THE M(lNTHS OF APRIL THROUGH SiPTEI.IBER, INCLlISM: SiED~G WAY PROCEED, HOW£\'ER, WI-IENEV£R IT IS IN THE INTEREST Of THE PER!.!ITEE. BUT I!UST BE AlJGI.IENTED WITH I!ULCHING, NETIING OR OTHER TREAIIoIENT APPROVED BY THE aTY OF RENTON, OUTSI[l£ THE SP(CIriED TlI,IE PERIOO 26 FOR ALL EROSIONjS[c.loI[NTAnON CONI~ PONDS WHERE THE DEAD STORAGE [(PTH EXCEEDS 6 IND-IES, ,. FENCE IS REQUIRED WITH A IIINIMUII HEKllT Of THREE (J) rEET, 3:1 SIDE SLOPES. 27. A lElllPORAfrr (;RAYEl CON51RUCTION ENTRANCE, 2~ FEET X :.0 FEET X B INCHES OF ~ TO 6 INCH 0UARR'r' SPALLS SHAlL BE LOCATED AT ALL POINTS OF VEHICULAR IM;RESS AND ECRESS TO THE CONSTRUCTION SITE 28 THE fOOTING ORAINAGE SYSTEIol AND THE ROOF DOWNSPOUT SYSTEIoI SHALL NOT BE INTERCONNECTEO UNLESS SUCH CONNECTION IS AT LWI , FOOT BELOW THE FOOTING CflAINAGE SYSTE~ AND OOWNSLO"E Of THE BUILDING FOUNDATION. 29. PRtMDE »JO IoWNTAiM TEIlPORAfrr Sf[l~ENTATION COLLECTION FACILIllES TO ENSURE S£DI~ENT OR OTHER HAlAROOUS UATER~ 00 ~T ENTER THE STORII DfWNolCE SYSTEI! Xl PRIOR TO FIliAL INSPECTION AND ACCEPTANCE OF STORII DIWN.I.G( WORK. PIPES AND STaR!.! DRAiN STRUCTURES SHAlL BE CLEANED ,\,NO FLUSHED, 00 OBSTRUCTIONS TO FLOW 'MTHIN THE STOR!.! DRAIN SYSTEII. (SUCH AS RUBBLE. ~DRTAIl AND WEDCiD OC~IS). SHALL BE R(IoIMO ~T iHE NEAREST STRU:TUR(, WASH W~TER ~ ANY $CRT SliALL NOT BE DISCHARGED TO THE STOR~ DRAIN SYST[I,I OR SuRFKE WAT[RS 31 DfWN.l.GE P1PE WITHIN THE RIG!iT Of WAY WITH LESS THAN 2 rm OF COVER S~ BE DUCTILE IRON Zanatta Tawnhomcs 2210 NE 10th St I SrrE PLAt-Jf:lE~i I ! i ! , 0 Ol~ ~ ~ k I , [~ 1 1'-) ~ w-' 0> EUl " DC .s; £-D CO "- .~ " 0 TI C-w ,,-", oZ DD- :00 o~ ~ eN ~N ::0 ~ o ~~ ~ ~~ c: Go:: f ~l , !!~ Ii (1 2 -II ~ g ." ~j:I' , 1, '-j ~I "1"1" I" t 1'1' " " ~ ~ ~ z o ~ ~ " o z Vertical Datum I < _/t-)~1/5?2/ . ,f J .S-/,.II" .I Pil,l 26.' 7t :' r;·~"'1i!l:: F. ;y ~ 5 ;5:779 ~ N PLUG &; F\lNGH IN CON( IN CASE CITY Or R£NTON MONUMENT , ~8 ELEVATION -285085' Basis of Bearing 2Jf'{if'!~ ;" ,. f;;;!; ~,# i&' ,,' Me IE fOIh po"" ...... . '"-'" .[ (lJl':{l,qC,) -[' ,'-1 _\~ \/[lj'CUP C?('''M:,,)I-'-!'-!''--;'---~-= ".~ .. ~, ,,;~ i·iL~. ~'··:·c= R,""1~595 " - .-0-----_ ••• _-:;:> 1-5-06 / (A!)I)fl! f!8 S1){ --01 Y wj-11x--- rC-uND 81':~,,;: Pi ,;:; , "'/P/lNf-}-.' IN f !.ICN iN J .. " I"O:;Ni) B~---N 8~·"5??· [(II! i 1 -S- 1 20 0 10 20 40 ~' 1 Scale 1"-20' Legend PROPERTY UNE PROPOS!:D BUILDING CONCRETE PAVEMENT I' CONCRETE SHE P.l.VBIENT srlJlPfD ,l,SPKALT """"I _______________ 51011101 DRAlWCE STRUCTURE • --STORIoI [)RAIWG~ PIPE ~ CONNECT TO SD UNE 'S LANDSCAPE DRAIN FOOTING DRAIN LINE ~OO'/iNSPOOTLINE CLEANOUT TRENCH DRAIN W~TER S[fMC[ LINES ~W~TER WETER ~ SIDE SEW£R pjPE ---------------SEWER CLfANOUT ------------SiDE SEWER CONNEcnON 'vIN IJd [U"IOU:Iof'lflOIII CITY or RENTON SHORT PLAT t!O LlJA-98-0n-SHf>l RECOR[lING NU~BER 980625901 I Surveyor SA/lLERf BARNAAD & ...sSOCIATES, INC 717 W. STEWAAT PUYALLUP, WA 98371 PH. (253) 848-5170 FA); (255) 8~8-~2~6 CONT,o,cT: "'IKE LUNA ! sf'-"TER ~C£S ",mRS (liFM;) CONNECT TO S5 WAIN (rr?] / (:3----- R#l.5S .q it !/ (;!,If' Mil 2~J.65.1 ,,-1/ tuP 5i ltJ.11 ' Ii !;' !)i r .'l];'6 / : / &r' f,/ ! ! ,: cb'/ :~ ,:~/ 'lJ1 . J!J I ~! L ,- CB ._.. R£-I:lSE EX .. IN ."."/,I.l':.2I~_· ,:" I ! / i !i7! .' <,':,,' ,~: "",.. " J// <:.2, " BLDQ..1 --" -. ...;;;~-..",.,.--~!':"~~~---~. / / / / -s . -/ ;; '? I ,f,]' I '/ I : / I WATER SERVICES & ",mRS (TY? (1 4) :~ !j"'5; o L/ ,[ ;1'1' ~;: J.'3;7~ // ·"o.ce [5 P :(C) ,~ I;' (UP ~-// E.·O (7 / / YIN .l/t! NE 10thS!' i/O -S!(,.,;y-t:Nt ?' ,'0:~~~' iiI'-"; CONNECT TO 8UIWNC WATER LINE (TYP) Checked for Compliance to City Standards o '.-;'''oX ';C "I(;V 6· w~!tP u~w I'f,~ '" w ','; ... _------i,' BLPG2 BLDQ5 j .1/4" WATER SEINI{:[S IoIET(RS PYP" or 4) ___ ·I~.cO_ :0 :;"11 .vW.·16('" Nf N :'~.; ~,' COONECT TO EX j~ I,IAIN (1\'P) -\ s-'~~Ii---78.9S,('>;(C) W/~'I:W8V"~~ iN :--~ ~ \. ,~ ! 1<# g:,' !~) '''5 lV' (;) ~ ::: I ~l l 1 PIJI 2[>8.07 I.-'W£t 10 o/·y·~· fIJI! C" Df.9RI:' ,1 /;~:;'::1~;~ r!:f'- I ! ' -'.>, " . .:'W- -'" -.Wif,«,mo: • J{lr" or If/i~ '1>fi.12 /, Fl' ·~:.f·~7--..,-, ... -'.. /_. I' I~ "01:1, ?I'~ I' I' J~6.8r' (SP) 'l96e4' ('I) ~ 89'<3')~" E (~: 5~'r::orJN !,," 615,-· §~: ~ HLP fj ~ ,./~ -u'Vo awe "',./ "' .. IN . ;:;,/ 7_1;_% General Sewer Notes UNLESS OTHERWISE sPWflEO' :/e y ~ ,; ~ 'N " fOu.W BRI.SS'r' "'/ SfMq,I/('J iN fA5r 5C'151 8-~-iX 0' j{ ,,,\~''",<:':y /1 ~'<.,'<;:,f.' ,i-' ,.~,::~:\?~~," ft-~, iJ -N /. \' ~\ ,,, ',:}~) .';\-/'l) ,,'i ~ ",:,.' -~-~~"\ct:0'" / ':,:N ,; \ " i!-~-;;~ ~s, ~l i ~ :g~ ~ 'I " ~~' ~~~ ::i,' ~-' ~~ ~ "'{ 3 :2;::~ 9) -\: "'~~ 'tb §~ ~ "''0< ~'6 ., "','4/-'44 :~ ... : :" \".'\ f.\i/ 2:, Zonotto Townhomes 2210 NE 10th St. J[,-' <fi~C 18m: PLAN R~E ..... b 8 , I ! 1 i o i I I ,nl'~ i! j'--' ~ I E~ CT> c o~ > 0 ~~ CO "- <-c 0 u >--w c 2 oZ 0"- :g~ C N ~N >-- ::::> o . Q ""' z , 00 0 E-~ >-z jl &-ow ci' U 0:: g. ~ ~t • i!~~~ 1 ~:! ~ 'I - g ." J;a r!i ~ o o < w ~ ~ z o ~ ~ " ~ ~ -1)- 1 20 0 10 20 40 ",""""""" I I Scale 1'-20' ~egend PROPERTY LINE PROPOSED BUILDING [ CDNCREn: PAV[MENT I· ···1 CDNCRETE SITE PAVEIoIEN! STAIoIP(O ASPflALT ASf'f'AlT _______________ STORII DRAINAGE STRUCTURE • --STORt.I DRAINAGE PIPE ~CONN£CT TO SO LINE ~; LANDSCAPE DRAIN FOOTING DRAIN UNE ~ OOWNSPOOT LINE CL(A,NOUT TRENCH DRAIN WATER SEfMC[ LINES ~WA1ER UETER ~ SIDE SEWER PiPE ------------SE\llER ClEANOlfI --------------SiDE SEWER CONNECTION I~I.~""~ J Vertical Datum PLlJG &: F'UNCH IN CONC IN CAS[ CITY OF RENTON UCt/UI,(NT I ;;S8 ELEVATION ~ 2~ OSS' Basis of Bearing N£ loth Place _.C-, c' " ,,:,; --.,.,--o'} -\ /.- ::1':".11'1 kill ;,.< /.f ['.,-;-#(,,:,/[ ,:~ 'I' ~ S 15i) 7J "J-:/JA)(P Ft:5! '>IV F,)(/ND 8;;'455 PlUC, w/PUl<f.~{.'/li " !'{()N IN ' 7-.'5-:;<; ---'If ii ~ -.. <;--- . _ /Ii fW-f67J"( , ' OJ'( or RENTON Sl-lOO PLAT NO LUA-98-0n-SHPL RECORDING NUt.lBER 9806259011 =:::::; .. T!-d --- 7{f,Q5,(P)(C) FG:iNtI BP.ASS Vi.'i"", It'/SJAllB/JR51' IN CONe iJCN IN CAS£' 7--5-C6 ~,~. -'-..rtl /74 9~" (/I) !!~,";:;'<;;' ;-4 ",. ~w • / Surveyor SAllLER/ 8ARtINlO &: ASSQCLI.[(S. I~ 711 W STEWART P!JY.I<.LUP. WA 98371 I :-:':;:, k/JIJf/j! %3 /-!'(!I .. N[) 1.-1 ."" /// ~Of( If, g./,' Cr;I>'C " /--!;,-Go ~. "" (253) 845-5110 F~ (253) 8~8-S246 / / h,' '''1:/' ',' U"'" General Sewer Notes CONTACT: MIKE LlINA I I I I I / 3/4· WATER ftERVICES UETERS (mj OF 7) CONNECT TO EX 5S t.IAIN (TYP) " I USE EX,W / " . c!:! £3/ gi 'i, tJi ~y / ;~ , Q ,0.~, .;:, ~h"/ i~' .. /~,! I ;§' 10 .. i / " a=e 245.4 12 '8LDG 4 l ~ -co '~ '~i R "" ~ 15'i.f..l ~"iI' ~ r.J..\!:: "?>!;{J '"" 2JO! ·~'"AAr Ie' iJf'{~ -'---r)/'~ :.\5.S!i :,'1>'-hi'-t<; I ' ! , * 0. o :Q 1;; /i '::: ,c<';" .;:, Of!' (. "// ;-'~O / " : cd '\i/ -I(.[;;r It\!., " 15/,1 U· A~''''''''''' 11·"·"!c~~" .. : .. I.'":i~"!'.iL·::··tf;':'-~T~····· ~tc.m'~:v // '/ /i lJ 'r"~,,~" ,: .,-. ~"'" '-. .. ", .. , .. , :: ............. , ............. , ...... ; ....... , .. -;:;.~, :'":~''' :',': 1=::"":,--£::-:1:;,:,,' :', ::: ,: -c. 'f' . /"j--", .,~,_ oL . '---.S' ':,_ ,: .. :.,. e: 9" at _ ,,-. ~' .. _m,2nsr5G;· __ ~---=-t)::y-,j , .i '~); // -{ ':, ':';:>': ,:::1: 'Jt-'~ ---= -:. ; -, !-"HJ5--..;-.70:;-"-~-'--.":'" 3157 S I ·1 ··f.<. BLDG 7 _~~~s~ : I',' . -, I J,; ClFE .... 3 . // .., I· CONNW TO . ~\ 24 ' , 8UILDING WATER ~ // ~ liNt: (W) . ..--, I':;!:, ~I·~ , I I~ I ' / //" / // 5 ;:07 ! j-f5; / If ,'.';,1,.' !~ f,' 16C,JC' :SP:(C) /L ___ _ --- YiN Mi! NE 10th ST ?' ',~1~' .. v .. ; I .3/4" WA1ER SE~[S 1oI[T(RS (TYP, Of ~) ___ ·l~.cO_ UNLESS OTHERWtSE Sf'EOFIED y ~-X~ " ~ ~ PIN ," I,f-,;" 'N t-~r{ ~'b rC:';N!) bMSsr 11'/ ;:!ARf!uR:;r :N (:.45£ SV-! 57 (1--<-115 " .t:~~$:l ' }' "-'\f t '~<R\ jl{ 'i'\ :'~i::l~~:)~ / N N x~'4:=; 'N -.' & \, \, :-1;,-" !,w, <: " Ib~ :;'" . ,." ~ -¢I~t: '" ,. '<T'Z , ,. ~;, '" 6' :§ l[j ~ <: , . I : Check,d ~iN CompllOD," to City StoDdocd, o ''",S-'' ;,J:Yi 6"11"'6(.<" ww I'£,~ t':.. ... -~----- ;:, ~:,J c,' ,"AI_:: ------,,----.----~~ Zonotto Townhomes 2210 NE 10th St. '-", , "\'{' i (f! ::',M "'"W 10 " ~ 6';·".'1"') '1 I I ~ II I I I I ~ I I .__ " 'CD'''''~'' "j .. , I"') [~rr:!=P!:AN REVlE\'J,,~,~~ i. "'::;' "'0 -0 0", ZO cc..., ° -. Do ~~ "0 ",3 ~o P' • I " n o 3 ~ 6 ~ o " REVISION DATE APPR ,~ SEH/LJP '"0 AS NOTEO CITY OF RENTON Planning/Bui1ding!P..,bliC Works Dept "' Zonotto Townhomes 2210 NE 10th 51. " " " " " " " " ': ,I "'\ Utility Details and Notes I 01 26-2007 -~ C 3.1 ",,[I'. 6 6 APPENDIXB Design Calculations and Supporting Information Zanalta Townhomes LPD Engineering, PLLC Preliminary TIR January 26, 2007 P13 ~~'" 1/?-?{o7 ~-'-'--__ --'----~-----L __________ _ Q W -O(p -Of C;~sd-C-2-~~) 'T~~ ~s SD ~\~ (5Bi-l++) Pe.v \q~O '\U-~WDM, l""'"1'~ I(x)-yor e.x p~c. fo I(JJ-y" <{ UJ vi '1)(.J, poC;v{~ -I f I", ,>c, ~ o.s;-c f S M c~J !.f.<.'><.. I P "'" j <."+ I ~ <"X;:-y> t- fr,............ + (rnv c-~o I F cl7YC-(24''Z'''''''v-~ -:11= 3 S~~ Tife (po--kS,,~~c,v--voJ): r<"iVJ.~ C{+~j (-,rpB) ::;;0 Vt TH f? ~ /lJ S 100 e.x 1"" «--I<-v-,,-* -<-=: O. "3 ~ "f5o (Tl--c -reAr +0 I<. ~ h "Q, B<-sM ~~~y) /rv-(A: Pt4VI~~"" 'D.""';,~g,,-,-(eN" 60) l"'f'wvl\}'\.<' -: 0, ,'-1"/ "'<-(CN~ 16) S 10() ole\) 1"'("-t ....-~<: :: (). 5'(0 c. f s ( Ii-~ ~ to dt,,(..~J 73:<.",,"-1 5~~7) 'E A , c.~ill\7vl' I I DO''I v I -z..'i-v" piL ,4-vtA Pt.Y-II;W<,: D. 5'1> ac.. (oJ ~18 -2.~{~ -h, c...A L ) "'~ xr-p, (""furVILnA~ ~ 0, lL/, ct<. (CN-=-qS) "Ow. c.~ Ih~,,-s / l'DO'lor) t-t{ -t..,,,.. P l::- 11-,,-t'.A,' 17 e..r v Iuv<." =-(). ((, I "'-C-(c. N = 10 0) I ~v I~ '> "0. 5"5" "'-"-(u\j ~ Cf !3 ) a:tt .. t. kJ &"s",) c;.~r r0\rot\e.v p~ r,,;f~ ~ 0.5'1 c \5 (!2~tw-tv l EYI'>I/l-l~ ,Coo-t-'BING D :: 0.(" I cfs DeV€Uf'{;:D OW,I?>INt"D = ,.07 <-f<, , 1/<'--7, /07 12. f. ~ a-I '/J"t S } pev v,' """ s c tV 5~ {30"77v-. : Ptyv. .4-r~ '. 0, , 15' "'-c. Pt¥V, CV'o go r ....... 1~Y\ a...-vo--S (i &0 /.,0,572(;«) eN' 1'2 t"....-""',oJ ... ) <vVt«S (± 7.-0/,/0.1'-1:)«.') 0.1'13(-71-) ~ v, n2/go) " ----C:J.~-" -78, '-/ I1-v ~A : (). ';)7 ~ .... (... , C-iJ '0 0 -hv- c tV 077.-hv- 1/23/07 4:50:24 pm page Zanatta Townhomes ===================================================================== BASIN ID: NIOOdev SBUH METHODO GY TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : ABSTRACTION COEFF: TcReach -Sheet L: TcReach -Sheet L: TcReach -Channel L: PEAK RATE: 9_.51 cfs BASIN ID:;NIO~ SBUH MET~GL~ TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : BASIN SUMMARY NAME: N bsn, 100 yr dey 0.72 Acres TYPEIA 3.85 inches 10.00 min BASEFLOWS: AREA .. : CN .... : TC .... : 0.00 cfs PERV 0.16 Acres 80.00 10.00 min 0.20 100.00 50.00 120.00 VOL: ns:0.1500 p2yr: 1.95 s:0.0200 ns:O.OllO p2yr: 1.95 s:0.0200 kc:42.00 s:0.0500 0.19 Ac-ft TIME: 480 min NAME: N bsn, 100 yr ex 0.72 Acres BASEFLOWS: 0.00 cfs TYPEIA PERV 3.85 inches AREA .. : 0.58 Acres 10.00 mln CN .... : 78.00 TC .... : 23.75 min ABSTRACTION COEFF: 0.20 TcReach -Sheet L: 250.00 ns:0.2400 p2yr: 1.95 s:0.0650 PEAK RATE: 0.27cfs VOL: 0.13 Ac-ft TIME: 480 min - BASIN ID: ~1~ NAME: S bsn, 100 yr dey SBUH METHO~ TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : ABSTRACTION COEFF: TcReach -Sheet L: TcReach -Sheet L: TcReach -Channel L: PEAK RATE: 0.56 cfs - 0.89 Acres BASEFLOWS: 0.00 cfs TYPEIA PERV 3.85 inches AREA .. : 0.35 Acres 10.00 0.20 100.00 50.00 120.00 VOL: min CN .... : 80.00 TC .... : 13.66 min ns:0.1500 p2yr: 1.95 s:0.0200 ns:0.0110 p2yr: 1.95s:0.0200 kC:42.00 s:0.0500 0.22 Ac-ft TIME: 480 min IMP 0.56 Acres 98.00 6.30 min IMP 0.15 Acres 98.00 6.30 min IMP 0.54 Acres 98.00 6.30 min · . 1/23/07 4:50:24 pm page Zanatta Townhomes ===================================================================== BASIN ID:~ SBUH METH Y TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : BASIN SUMMARY NAME: S bsn, 100 yr ex 0.89 Acres TYPE1A 3.85 inches 10.00 min BASEFLOWS: AREA .. : CN .... : TC .... : ABSTRACTION COEFF: 0.20 0.00 cfs PERV 0.72 Acres 78.40 24.20 min TcReach -Sheet L: 275.00 ns:0.2400 p2yr: 1.95 s:0.0750 PEAK RATE: 0.34 cfs VOL: 0.16 Ac-ft TIME: 480 min IMP 0.18 Acres 98.00 6.30 min l I • - ! , I r\ , d. • - I "' ill I ~ '" " I I - . l F===r:~i ----+-, I ~- i I L I liij 1- -- I ----- ( , ~ I ~ r---'T--Il' : I I m r o -u m o I I I I I i , , ,. !: " EXISTING Total North Basin Area: 31378 sf (0.720 DC) Impervious (north basin). 63\.3 sf (0,145 DC) Pervious (north basin): 25065 sf (0.575 DC) Total South Basin Area: .38890 sf (0.89.3 DC) Impervious (south basin): 77.37 sf (0.178 DC) Pervious (south basin): 31153 sf (0.715 DC) / / , , / / / / / " , , / / / / / / / / f-'G , ,,, o ~ / 5)' .,f{t / fj ~ "OJ "\) , , I , , , N, g .. '77'> Tc.. '1.>0' e c" >r. ~/ '~' 'L~=-~ __ -~~7ij~,?j*~ __ ~=",=, Ii " "'-,,"--""----,-~ r:~ ~~'"-'-~'--I---- I , , < 'So, 1; '" , A/-+---'c---'--"J~" , -'-: / ., i " i \ . ' I " ", ". ". ·<'-co a --.........::. I I ,j '-, :.J -----.l , , , , , --, '>"-~b '--' >. ~ 41'7,1<) r G 2..1C;' e7. '>7, "'1./ is T q:.J;;":. r .'""-.'-~ , , / I ,-'t.~ , "I \, .,["",,1 "" 1 ' . 1~-c::-,,-,tL---1 , -'l" L ________________ _ -" --------+--+- /" 0- NE 10th ST. J:( ~" (S(JJls4) __ I-,-/~_S:-,-I~o~7_----, ____ ~ ____ --"-_--,"O __ "W ....... _~ Q~·_Q7 __ '!-i~ ()~ Iry W J-\),;...-41 t D s') '1 l"t.-V <;xvft~ 1,3." of.. IQ10 1?c-sw DM <; i 'Z-<-a.-s .to / (f7'A.)'; . I) Swt'~'~ ~!-~ ~ 0.01 ('""-Pt-rviOkS c,'-'K-t...a .. I1v-tA "" <: .... p"),<.",,,",, c~:I>~"":1 fo .f-.c.;t,'ry) 7.-") V. I '-'-+'" ~ ~ T",.f...A v' 0 I"'......... • t V"' IA .... .vi( ?--.r /r>1A. f"-v---h-;f:, ~ ~wb-b(A.~,,",", ~ 't~(('" "'/or .... c.v"""* ~"''''' f...1' ~ 1; of Z-'if , ? '1 I", ,V 0 /Z-TH ~t1-S/N pc, IA"" I~, "tSI sf SA-~ f). o( ( 1<.. rBI) '" 'l'U I c,.( 001 ~ h~1 f'-'v'" ,f{ "', \ {y,,,,,,. '000 ';'O(M = '-Iq'i c-f t;r?IN1H BA<;IN f>c?IA ~ n_S8~ eJ SA'? ? c I ( I'Z-., '3'1) -0-\ '-S' . B"i ,·f f/-(.e,,'," 0{ Po. c~ ~ ~ ~ 5"00 c ( f.,.. <;;""1' I, <-;"'/ , Dqh-..: ;' + I' dwd. ~h~{ +v.-s--<-d.:n-..v--f f> L -:: VIC; 1'-1 P --p~ -o.~S;;", w'" " "rer""~ pcc> I v , F I rrw <\' ,. 'thv cd "f" '> -jy,----ij-,./ To h 'f(j~ss {-!(I'"\A.I '> Gbov<. W(} S~I"'\ 1 L~vJ~~3:1 -) (-to "";t.... l r 'f 1---$' X-s' &u.--p vo [ ~ S''-> ct 1/24/07 2:5:43 pm -page Zanatta Townhomes WQ ===================================================================== BASIN ID: NbsnWQ SBUH METHODOLOGY TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : ABSTRACTION COEFF: PEAK RATE: 0.03 cfs BASIN ID: SbsnWQ SBUH METHODOLOGY TOTAL AREA ....... : RAINFALL TyPE .... : PRECIPITATION .... : TIME INTERVAL .... : BASIN SUMMARY NAME: N. bsn, WQ storm volume 0.30 Acres BASEFLOWS: 0.00 cfs TYPE1A PERV 0.65 inches AREA .. : 0.00 Acres 10.00 min CN .... : 0.00 TC .... : 0.00 min 0.20 VOL: 0.01 Ac-ft TIME: 480 min C4~~ o.f) NAME: S. bsn, WQ storm volume 0.29 Acres TYPE1A 0.65 inches 10.00 mln BASEFLOWS: 0.00 cfs PERV AREA .. : 0.00 Acres CN .... : 0.00 TC .... : 0.00 min ABSTRACTION COEFF: 0.20 PEAK RATE: 0.03 cfs VOL: 0.01 Ac-ft TIME: 480 min (i 71 (-{) IMP 0.30 Acres 98.00 6.30 min IMP 0.29 98.00 Acres 6.30 min • FIGURES Figure 1: TIR Worksheet Figure 2: Vicinity Map Figure 3: Soils Map Figure 4a: Off Site Analysis Drainage System Table Figure 4b: Off Site Downstream Drainage Map Figure 5: Conveyance System Analysis and Sizing Table -Not Included in this Submittal Zanatta T mvnhomes LPD Engineering, PLLC Preliminary TIR January 26, 2007 • TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Pool Brothers Construction. Address P.O. Box 3023 Renton. WA 98056 Phone 425-226-3511 Project Engineer Laurie J. Pfarr PE Company LPD Engineering PLLC Address Phone 7936 Seward Park Ave. S Seattle. WA 98118. (206)725-1211 PART 3 TYPE OF PERMIT APPLICATION PART 2 PROJECT LOCATION AND DESCRIPTION Project Name Zanatta Townhomes Location City of Renton Township 23N Range SE Section § Project Size 1..",§lAC Upstream Drainage Basin Size See report text PART 4 OTHER PERMITS Page 1 of 3 [gJ Subdivision 0 DOF/G HPA 0 Shoreline Management o Short Subdivision 0 COE 404 0 Rockery 0 Grading 0 DOE Dam Safety 0 Structural Vaults 0 Commercial 0 FEMA Floodplain [8] Other (NPDES) 0 Other 0 COEWetiands 0 HPA PART 5 SITE COMMUNITY AND DRAINAGE BASIN Community: Renton Drainage Basin: East Lake Washington -Renton PART 6 SITE CHARACTERISTICS 0 River o Floodplain 0 Stream o Wetlands 0 Critical Stream Reach 0 Seeps/Springs 0 Depressions/Swales 0 High Groundwater Table 0 Lake 0 Groundwater Recharge 0 Steep Slopes 0 Other 0 Lakeside/Erosion Hazard PART7 SOILS SoiIType Slopes Erosion Potential Erosive Velocities Moderate to Severe Unknown o Additional Sheets Attached 1190 " ! • Page 2 of3 King County Building and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET PART 8 DEVELOPMENT LIMITATIONS REFERENCE LIMITATION/SITE CONSTRAINT r8J ChA -Downstream Analysis No limitation reported or observed o o 0_ 0_ 0_ o Additional Sheets Attached PART 9 SITE CHARACTERISTICS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION rsJ Sedimentation Facilities rsJ Stabilized Construction Entrance r8J Perimeter Runoff Control rsJ Clearing and Grading Restrictions ~ Cover Practices o Construction Sequence ! D other (pumped off site bypass) PART 10 SURFACE WATER SYSTEM 0 Grass Lined Channel o Tank [SJ Pipe System [SJ Vault MINIMUM ESC REQUIREMENTS FOLLOWING CONSTRUCTION [SJ Stabilize Exposed Surface r8J Remove and Restore Temporary ESC Facilities rsJ Clean and Remove All Silt and Debris rsJ Ensure Operation of Pennanent Facilities o Flag Limits of NGPES o Other 0 Infiltration Method of Analysis 0 Depression KCRTS 0 Open Channel D Energy Dissipater 0 Flow Dispersal Compensation/Mitigation of Eliminated Site Storage 0 Dry Pond o Wetland o Waiver N/A o Wet Pond o Stream D Regional Detention Brief Description of System Operations PGIS areas routed to water quality facilities for basic treatment. Other stormwater routed around water quality. Detention not required.:5 0.5 cfs increase for 100 yr 24 hr peak discharge. Facility Related Site Limitations Reference Facility Limitation PART 11 STRUCTURAL ANALYSIS (May require special structural review) [SJ Cast in Place Vault' 0 Other 0 Retaining Wall 0 Rackery > 4' High 0 Structural on Steep Slope , ~ may be precast, except for vault floor. o Additional Sheets Attached o Drainage Easement o Access Easement o Native Growth Protection Easement o Tract o Other 1/90 I or a civil engineer under my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the information provided h£re is accurate. Page 3 013 1190 LPD ENGINEERING, PLLC )936 SEWARD PARK AVENUE S. SEATTLE, WASHINGTON 98118 PH. 206.725,1211 FAX: 206.725.1211 :."'-. \ 'l.t ., Nelllst' x -_.-' .-... ~--'~;~~ ". 1 Description Figure Vicinity Map 2 • E Q o o '" '" o <D o I v o I o " o o 0' ~ U Q o :>' m o If) n .CJ' "- v c;: • __ -===-____ Meters o 15 30 60 o 50 100 200 LPD ENGINEERI'.ICi, PLLC )936 SEWARD PARK AVEN UE S. SEATTlE WASHINGTON 98118 PH, 206.725.1211 FAX 206.9735344 300 Feel 400 MAP LEGEND Soil Map UnITs 0 Cities I Detailed Counties I I Detailed States Interstate Highways Roads Ra~s Water Hydrography ., Oceans A' A fA fA' Escarpment, bedrock VAV/W?-"'-Escarpment, no~bedrock .'\.:"\. .'\_.~" i-~, Gulley 111111111111111 Levee Slope I.!J Blowout iZ;l Borrow Pit '" Clay Spot • Depression, closed -Eroded Spot X Gravel Pit Gravelly Spot Gulley II.. Lava Flow () Landfill ..\. Marsh or Swamp @ Miscellaneous Water v Rock Outcrop ... 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